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PERENCANAAN PEMBANGUNAN UNIVERSITAS PERTAHANAN INDONESIA
SENTUL-BOGOR JAWA BARAT
Rukan Fatmawati Festival No B1 Jl. RS Fatmawati Raya No 50 Jakarta Selatan
Juni 2012 i
DAFTAR ISI Cover ................................................................................................................................
i
Daftar Isi............................................................................................................................ ii 1. Outline Bangunan........................................................................................................ 1 2. Kriteria Disain dan Spesifikasi ..................................................................................... 1 A. Standar Desain ............................................................................................... 1 B. Program Komputer........................................................................................... 1 C. Spesifikasi Material ......................................................................................... 1 D. Spesifikasi Beban ........................................................................................... 3 3. Perhitungan Beban Gempa ......................................................................................... 4 4. Analisa Struktur .......................................................................................................... 9 A. Perhitungan Pelat.............................................................................................. 13 - Plat Type A.................................................................................................. 13 - Pelat Type B................................................................................................ 15 - Pelat Type C................................................................................................ 17 - Pelat Type D................................................................................................ 19 B. Perhitungan Tangga.......................................................................................... 21 C. Perhitungan Pondasi ......................................................................................... 24 D. Perhitungan Pile Cap ........................................................................................ 27 5. Output Data Staadproo................................................................................................ 43
ii
Universitas Pertahanan Nasional
1. Outline Bangunan A. Nama Proyek PERENCANAN PEMBANGUNAN UNIVERSITAS PERTAHANAN INDONESIA B. Perencana Struktur Ir. Mochammad Shokeh, MT C. Lokasi Site : SENTUL, BOGOR D. Peruntukan Gedung Perkuliahan E. Dimensi (1) Luas Gedung : - Lantai 1 = 551.64 m2 - Lantai 2 = 551.64 m2 - Lantai 3 = 551.64 m2 - Lantai atap = 551.64 m2 (2) Jumlah Lapis
: 3 lapis ( konstruksi beton )
2. Kriteria Disain dan Spesifikasi A. Standar Disain -
ACI-318 – 2002 AISC LRFD 2003 Tata Cara Perencanaan Struktur Baja untuk Bangunan Gedung ( SNI 03-1729-2002 ) Tata Cara Perencanaan Struktur Beton untuk Bangunan Gedung ( SNI 03-2847-2002 )
B. Program Komputer -
Software yang digunakan : StaadPro 2007 ( Research Engineers International / Bentley )
C. Spesifikasi Material -
Beton K250 -- Fc’ = 20.75 MPa
Laporan Perhitungan Struktur
1
Universitas Pertahanan Nasional
-
Baja Tulangan Mutu Baja BJTD-40
-
Tegangan Leleh Fy = 4000 kg/cm2
Penggunaan Struktur utama
Tegangan Leleh Fy = 2400 kg/cm2
Penggunaan Struktur utama
Baja Profil Mutu Baja SS-400
ISOMETRIK BANGUNAN
Laporan Perhitungan Struktur
2
Universitas Pertahanan Nasional D. Spesifikasi Pembebanan BEBAN MATI Beban Atap (Rafter) Genteng Plafon + Rangka Total
= 0.50 kN/m2 = 0.15 kN/m2 = 0.65 kN/m2
Beban Mati Lantai
= 4.0 kN/m2
BEBAN HIDUP Beban Hidup Atap (Air hujan)
= 0.20 kN/m2
Beban Hidup Lantai
= 2.5 kN/m2
BEBAN GEMPA Zone Gempa Jenis Tanah
=3 = Sedang
Laporan Perhitungan Struktur
3
Universitas Pertahanan Nasional 3. PERHITUNGAN BEBAN GEMPA 1. Berat tiap lantai
Beam
L/C Section 3 0.5 6 0.5 9 0.5 12 0.5 15 0.5 18 0.5 21 0.5 24 0.5 27 0.5 30 0.5 33 0.5 36 0.5 39 0.5 42 0.5 45 0.5 48 0.5 51 0.5 54 0.5 57 0.5 60 0.5 63 0.5 66 0.5 69 0.5 72 0.5 75 0.5 78 0.5 81 0.5 84 0.5 87 0.5 90 0.5 93 0.5 96 0.5 99 0.5 102 0.5 105 0.5 108 0.5 111 0.5 114 0.5 117 0.5
Axial Force kN 44.897 71.452 65.522 64.791 111.123 111.107 64.8 65.839 71.538 44.91 59.555 117.843 106.413 99.107 239.135 239.167 99.068 103.959 117.198 59.511 30.028 73.032 100.091 100.522 122.918 123.165 99.55 104.13 73.41 30.128 5.351 35.705 66.805 64.95 69.82 69.956 64.374 67.008 35.104
Laporan Perhitungan Struktur
Shear-Y Shear-Z Torsion kN kN kNm -3.888 8.667 0.019 1.379 11.815 0.006 0.269 9.594 0.011 0.117 9.724 -0.023 -1.015 9.89 -0.186 1.015 9.882 0.189 -0.116 9.721 0.023 -0.269 9.702 -0.011 -1.378 11.842 -0.006 3.889 8.682 -0.023 -6.183 -7.249 -0.088 2.173 -6.909 0.012 0.147 -5.485 0.007 0.082 -5.622 -0.017 -8.67 -10.538 -0.027 8.666 -10.547 0.028 -0.079 -5.649 0.016 -0.113 -5.691 -0.008 -2.209 -7.077 -0.013 6.176 -7.238 0.092 -4.035 5.407 -0.008 -0.115 6.06 0.026 0.613 7.178 -0.01 0.55 5.997 -0.035 -3.892 6.037 -0.005 3.87 6.028 0.006 -0.367 5.951 0.034 -0.046 5.801 0.008 -0.598 5.924 -0.025 4.029 5.406 -0.001 -1.103 -4.081 0.017 -1.216 -7.197 -0.102 0.185 -11.291 0.003 0.329 -9.553 -0.045 -1.855 -10.874 -0.167 1.837 -10.881 0.169 -0.17 -9.524 0.043 -0.16 -9.477 -0.003 1.045 -7.095 0.098
MomentY kNm -0.067 0.451 1.956 2.04 0.999 0.999 2.039 2.013 0.459 -0.067 0.013 0.427 -0.697 -0.951 -0.933 -0.935 -0.965 -0.93 0.406 0.006 -3.306 -1.807 0.086 0.967 0.637 0.638 0.98 0.912 -1.798 -3.216 1.09 0.653 -0.518 -1.982 -1.519 -1.523 -2.029 -1.947 0.644
MomentZ kNm -0.025 0.011 -0.017 -0.103 0.897 -0.897 0.103 0.019 -0.012 0.026 0.12 0.349 -0.046 -0.161 1.676 -1.673 0.147 0.075 -0.377 -0.106 -0.556 0.276 0.343 -0.243 0.784 -0.767 0.156 0.072 -0.674 0.645 -0.952 0.383 -0.041 -0.09 0.16 -0.149 0.061 0.055 -0.359 4
Universitas Pertahanan Nasional 120 123 126 129 132 137 140
0.5 0.5 0.5 0.5 0.5 0.5 0.5 W3 =
Beam 2 5 8 11 14 17 20 23 26 29 32 35 38 41 44 47 50 53 56 59 62 65 68 71 74 77 80 83 86 89 92 95 98
L/C
2.439 50.374 50.397 17.815 15.4 15.327 17.628
1.149 -3.206 3.208 -1.373 1.041 -1.071 1.356
-3.74 4.597 4.59 -2.056 -4.141 -4.094 -2.488
-0.021 -0.237 0.241 0.014 -0.114 0.107 -0.02
0.702 0.266 0.265 -0.324 -0.587 -0.577 -0.145
0.94 0.233 -0.233 -0.939 0.797 -0.784 0.938
3462.362
Section 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Axial Force kN 142.044 215.457 174.741 175.303 224.26 224.292 175.286 174.947 215.597 142.054 183.95 280.242 214.442 210.451 432.886 432.905 210.545 215.214 278.805 183.981 141.725 245.35 257.225 211.163 253.072 253.344 210.148 215.686 229.724 141.83 99.597 164.275 200.948
Laporan Perhitungan Struktur
Shear-Y kN -5.882 1.972 0.216 -0.125 0.277 -0.276 0.125 -0.214 -1.974 5.883 -9.052 4.146 0.128 -0.005 -10.141 10.138 -0.016 -0.038 -4.239 9.061 -7.32 0.59 1.719 0.393 -4.61 4.595 -0.315 -0.001 -2.493 7.455 -2.772 -1.002 0.285
Shear-Z Torsion Moment- MomentkN kNm Y kNm Z kNm 12.459 -0.055 1.837 1.082 16.879 -0.079 2.05 -0.235 11.242 -0.045 0.928 0.016 11.133 -0.025 0.867 0.139 12.812 -0.127 1.523 -0.012 12.794 0.133 1.523 0.012 11.084 0.045 0.859 -0.139 11.075 0.042 0.884 -0.018 16.871 0.06 2.048 0.237 12.444 0.054 1.831 -1.083 -12.01 0.106 -1.611 1.347 -12.553 -0.052 -1.343 -0.559 -7.187 -0.022 -0.545 -0.03 -7.056 -0.013 -0.486 0.166 -15.246 -0.042 -1.385 0.835 -15.265 0.048 -1.385 -0.837 -7.127 0.024 -0.486 -0.159 -7.29 0.022 -0.497 -0.004 -12.789 0.044 -1.379 0.593 -12.021 -0.11 -1.613 -1.357 14.501 -0.167 2.041 1.03 13.563 -0.095 1.261 -0.006 11.604 -0.034 1.087 -0.255 7.659 -0.038 0.505 0.014 8.301 0.027 0.448 0.292 8.28 -0.023 0.446 -0.297 7.518 0.048 0.481 -0.02 7.398 0.034 0.495 -0.042 13.32 0.086 1.215 0.346 14.28 0.168 1.974 -1.09 -10.182 0.171 -1.108 0.894 -13.334 -0.211 -1.564 0.092 -16.284 -0.046 -1.963 -0.004 5
Universitas Pertahanan Nasional 101 104 107 110 113 116 119 122 125 128 131 136 139
0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
173.888 192.918 193.145 172.813 176.77 162.498 103.157 89.378 89.342 32.488 39.581 39.859 32.245
0.515 -3.7 3.685 -0.365 -0.243 0.808 2.843 -4.301 4.305 -3.453 3.418 -3.438 3.417
-10.901 -12.575 -12.59 -10.839 -10.972 -13.214 -8.846 5.491 5.475 -3.379 -4.98 -4.97 -4.574
-0.018 -0.389 0.396 0.04 0.042 0.193 -0.196 -0.169 0.176 0.233 -0.353 0.34 -0.235
-0.929 -2.589 -2.583 -0.89 -0.894 -1.527 -0.927 1.219 1.219 -0.58 -1.124 -1.114 -0.695
0.059 -0.541 0.544 -0.092 -0.012 -0.043 -0.902 0.642 -0.642 0.933 -0.586 0.594 -0.928
W2+W3 = 8629.571 W2 = 5167.209
Beam 1 4 7 10 13 16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76
L/C
Section 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Axial Force kN 243.219 362.947 287.873 289.069 340.548 340.662 289.01 287.975 363.098 243.213 312.241 445.467 327.355 324.233 632.645 632.647 324.33 330.1 443.354 312.306 258.687 418.941 416.029 324.76 382.609 382.931
Laporan Perhitungan Struktur
Shear-Y kN -5.056 1.294 -0.039 -0.153 0.929 -0.928 0.154 0.039 -1.293 5.056 -6.837 3.503 0.03 0.069 -6.865 6.864 -0.075 0.02 -3.55 6.834 -4.65 -0.425 1.73 0.264 -3.26 3.271
Shear-Z Torsion Moment- MomentkN kNm Y kNm Z kNm 10.702 -0.034 4.749 1.982 13.598 -0.079 7.133 -0.637 8.022 -0.048 5.816 0.024 8.058 -0.045 5.778 0.098 10.768 -0.041 4.54 0.576 10.75 0.049 4.544 -0.575 8.017 0.063 5.802 -0.098 7.946 0.047 5.9 -0.024 13.57 0.063 7.16 0.637 10.689 0.031 4.755 -1.982 -9.296 -0.099 -4.279 3.829 -10.484 -0.03 -4.96 -1.286 -5.466 -0.032 -3.86 0.07 -5.264 -0.019 -3.93 -0.128 -12.541 0.024 -7.318 5.677 -12.559 -0.02 -7.315 -5.678 -5.338 0.026 -3.923 0.129 -5.509 0.029 -3.878 -0.089 -10.682 0.026 -5.024 1.299 -9.313 0.097 -4.27 -3.831 11.017 0.005 6.75 3.85 11.269 -0.028 6.029 -0.719 9.913 -0.035 4.638 -0.234 5.847 -0.024 3.842 -0.203 6.18 -0.006 4.051 2.651 6.163 0.01 4.055 -2.64 6
Universitas Pertahanan Nasional 79 82 85 88 91 94 97 100 103 106 109 112 115 118 121 124 127 130 133 134 135 138
0.5 323.702 0.5 330.75 0.5 387.579 0.5 258.715 0.5 186.484 0.5 291.826 0.5 339.884 0.5 285.372 0.5 350.934 0.5 351.16 0.5 283.937 0.5 290.489 0.5 289.261 0.5 195.505 0.5 131.403 0.5 131.276 0.5 60.201 0.5 70.93 0.5 21.152 0.5 21.202 0.5 71.431 0.5 60.732 W1+W2+W3 = 14050.17 W1 = 5420.603
Laporan Perhitungan Struktur
-0.177 5.735 0.025 5.582 -1.446 11.072 4.671 10.921 -1.75 -8.682 -1.791 -11.28 0.07 -13.279 0.302 -7.737 -2.917 -7.608 2.914 -7.628 -0.204 -7.724 -0.044 -7.877 1.676 -11.232 1.764 -7.861 -4.501 3.591 4.505 3.576 -3.375 -2.19 2.887 -3.456 -5.672 -1.731 5.667 -1.753 -2.889 -3.479 3.36 -3.014
0.032 0.033 0.02 -0.006 -0.053 -0.125 -0.067 -0.031 -0.043 0.049 0.044 0.065 0.112 0.063 -0.008 0.016 -0.086 -0.135 0.044 -0.04 0.117 0.082
3.836 3.877 5.972 6.684 -3.259 -5.164 -6.852 -5.981 -5.638 -5.637 -5.943 -5.89 -5.104 -2.563 1.479 1.483 -0.707 -1.575 -0.828 -0.829 -1.548 -1.315
0.157 -0.089 1.082 -3.891 1.645 0.099 -0.001 -0.245 3.43 -3.428 0.186 -0.009 -0.041 -1.664 0.897 -0.896 0.87 -0.384 1.809 -1.809 0.391 -0.848
7
Universitas Pertahanan Nasional
2. Waktu getar Ct = hn = T = ct * hn^3/4 =
0.0731 10
0.41 detik
3. Menghitung V V = C I /R * Wt wilayah = jenis tanah= waktu getar = didapat C =
3 (Bekasi) sedang 0.41 detik 0.55 (gbr 2 hal 51 SNI gempa)
I = 1 faktor reduksi gempa R R = 5.5 Tabel 3 hal 12 SNI gempa Wt
= 16796.54
V
= 1679.654 kN
Laporan Perhitungan Struktur
8
Universitas Pertahanan Nasional
4. Distribusi Gaya geser tiap lantai Lt 3 2 1
Wi 3462.4 5167.2 5420.6
zi 12 8 4
wi*zi 41548.34 41337.67 21682.41 104568.4
Fi 667 664 348 1680
F3 F2 F1
4. ANALISIS STRUKTUR Struktur UNIVERSITAS PERTAHANAN INDONESIA dimodelkan sebagai portal terbuka 3 dimensi, dimana beban-beban yang berasal dari atap diterima oleh portal beton (kolom dan balok). Atap menggunakan dag beton. Profil yang digunakan : Kolom : a. K1 ukuran 40x40 cm b. K2 ukuran 35x35 cm c. K3 ukuran 30x30 cm Balok : d. B1 ukuran 25x50 cm e. B2 ukuran 20x40 cm f. B3 ukuran 15x25 cm
Laporan Perhitungan Struktur
9
Universitas Pertahanan Nasional
PENOMORAN JOIN
PENOMORAN BALOK / KOLOM
Laporan Perhitungan Struktur
10
Universitas Pertahanan Nasional
Beban Mati
Beban Hidup
Laporan Perhitungan Struktur
11
Universitas Pertahanan Nasional
Beban Gempa arah X
Beban Gempa arah Z
Laporan Perhitungan Struktur
12
Universitas Pertahanan Nasional A. Perhitungan Plat Tipe Plat
= A (typ)
Tebal
=
ly
(h)
: K = fc' = fy =
20,75 MPa 400 MPa
a. Beban Mati
-
fy
q ll qu
=
22,68 ;
= =
m = req =
a.2 ( y - dirrection ) - Mty = req =
+ Mly m = req =
<
2,5
( two way slab )
63
=
14,6 kNm
Mty = Mlx =
0.001 q lx2 * 0.001 q lx2 *
54 34
= =
12,5 kNm 7,9 kNm
Mly =
0.001 q lx2 *
22
=
Rn =
øb d
1 m min = req
=
fy 0.85 fc'
=
1 m min =
1 -
1 - 2 m Rn fy 0,0018 0,0060 22,68 ;
1 - 2 m Rn fy 0,0018
=
0,0040
fy 0.85 fc'
=
22,679 ;
1 m min =
1 - 2 m Rn fy 0,0018
=
0,0051
fy 0.85 fc'
=
22,679 ;
=
Rn =
1 -
req
1 m min =
Rn =
1 -
req
req
Mu
1 -
Rn =
1 - 2 m Rn fy 0,0018 0,0026
Laporan Perhitungan Struktur
=
0,0060
= = =
0,0018
o =
0,0060
0,0040
min =
0,0018
o =
0,0040
0,0051
o =
0,0051
= min =
0,0026
o =
0,0026
d= b=
cm 2
80 mm ; 1000 mm
3,22
d= b=
As = r o * b * d =
0,0026 >
ø = 0,8
ø = 0,8
cm 2
90 mm ; 1000 mm
ø = 0,8
min
1,0 N/mm 2 2
Mu = ø b d2
90 mm ; 1000 mm
5,44
As = r o * b * d =
0,0051 >
min =
b=
2
min
2 1,9 N/mm 2 2
Mu = ø b d2
d=
As = r o * b * d =
>
kNm
min
1,5 N/mm 2 2
Mu = ø b d2
=
>
5,1
288 48 63 20 20
2,3 N/mm 2 2
= 2
min =
=
kg/m 2 kg/m 2 kg/m 2 kg/m 2 kg/m 2 + 439 kg/m 2 250 kg/m 2 927 kg/m 2 2
= = = = =
1.2 q dl + 1.6 q ll
0.85 fc'
+ Mlx
1,2
0.001 q lx2 *
q dl
req =
=
Mtx =
Berat Sendiri Plat Keramik , t 2 cm Mortar, t 3 cm beban rata-rata, ( Plafon + penggantung ) M& E
b. Beban Hidup c. Beban Ultimate
a. Pembesian : a.1 ( x - dirrection ) - Mtx m =
5
Momen 2 250 kg/cm
ly
Beban:
6
=
lx
lx
Bahan
Model Sutrultur
120 mm
4,61 d= b=
cm 2
80 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
2,05
cm 2
13
Universitas Pertahanan Nasional
b. Shrinkage and Temperature min = 0,0018 As min = 0,0018* b * d A so = 5,44 cm 2 A so = 4,61 cm 2
1,62 cm 2 tx - dirrection ty - dirrection
c. Besi Yang Digunakan D = 10 mm ; Longitudinal Re-bar ( for Shorter span ) Transversal Re-bar ( for Longer span ) No. of Re-bar per meter, Spacing of Re-bar, s tx = s ty =
150 200
Ab =
n = n tx = n ty = s = 1000/(n-1) mm ~ 200 mm ~ 200
3,22 cm 2 2,05 cm 2
= =
360 mm 600 mm
n lx = n ly =
lx - dirrection ly - dirrection
5 3
use D 10 @ 200 mm s lx = 250 mm ~ use D 10 @ 200 mm s ly = 500 mm ~
200 200
use D 10 @ 200 mm use D 10 @ 200 mm
120
SKET :
0,785 cm 2 S max = 3*h S max = 5*h A so / Ab 7 6
A so = A so =
10 @ 200 mm
Laporan Perhitungan Struktur
14
Universitas Pertahanan Nasional
Tipe Plat
= B (typ)
Tebal
=
ly
(h)
: K = fc' = fy =
20,75 MPa 400 MPa
a. Beban Mati
-
+ Mlx m = req =
a.2 ( y - dirrection ) - Mty = req =
+ Mly m = req =
1,7
<
2,5
( two way slab )
0.001 q lx2 *
80
=
9,6
kNm
Mty = Mlx =
0.001 q lx2 * 0.001 q lx2 *
54 51
= =
6,5 6,1
kNm kNm
Mly =
0.001 q lx2 *
0
=
0,0
kNm
fy 0.85 fc'
q ll qu
=
1 m min = req
=
fy 0.85 fc'
=
1 m min =
22,68 ;
1 - 2 m Rn fy 0,0018 0,0039 22,68 ;
1 - 2 m Rn fy 0,0018 0,0031
fy 0.85 fc'
=
22,679 ;
1 - 2 m Rn fy 0,0018
=
0,0026
fy 0.85 fc'
=
22,679 ;
=
Rn =
1 -
req
req
Rn =
1 -
=
1 m min =
Rn =
1 -
Rn =
1 - 2 m Rn fy 0,0018 0,0000
Laporan Perhitungan Struktur
1,5 N/mm 2 2
Mu = ø b d2 =
0,0039
min =
0,0018
o =
0,0039
0,0031
min =
0,0018
o =
0,0031
0,0026
o =
0,0026
>
-
min =
0,0018
o =
0,0018
3,49 d= b=
As = r o * b * d =
ø = 0,8
cm 2
80 mm ; 1000 mm
2,48
d= b=
ø = 0,8
cm 2
90 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
<
90 mm ; 1000 mm
min
0,0 N/mm 2 2
Mu = ø b d2 =
As = r o * b * d =
0,0026 >
min =
d= b=
2
min
2 1,0 N/mm 2 2
Mu = ø b d2 =
>
1,2 N/mm 2 2
Mu = ø b d2 =
288 48 63 20 20
= = =
1.2 q dl + 1.6 q ll
1 -
req
1 m min =
= =
kg/m 2 kg/m 2 kg/m 2 kg/m 2 kg/m 2 + 439 kg/m 2 250 kg/m 2 927 kg/m 2 2
= = = = =
q dl
req =
=
Mtx =
Berat Sendiri Plat Keramik , t 2 cm Mortar, t 3 cm beban rata-rata, ( Plafon + penggantung ) M& E
b. Beban Hidup c. Beban Ultimate
a. Pembesian : a.1 ( x - dirrection ) - Mtx m =
3,6
Momen 2 250 kg/cm
ly
Beban:
6
=
lx
lx
Bahan
Model Sutrultur
120 mm
2,32 d= b=
cm 2
80 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
1,44
cm 2
15
Universitas Pertahanan Nasional
b. Shrinkage and Temperature min = 0,0018 As min = 0,0018* b * d A so = 3,49 cm 2 A so = 2,32 cm 2 c. Besi Yang Digunakan D = 10 mm ; Longitudinal Re-bar ( for Shorter span ) Transversal Re-bar ( for Longer span ) No. of Re-bar per meter, Spacing of Re-bar, s tx = s ty =
250 500
1,62 cm 2 tx - dirrection ty - dirrection Ab =
n = n tx = n ty = s = 1000/(n-1) mm ~ 100 mm ~ 100
2,48 cm 2 1,62 cm 2
= =
360 mm 600 mm
n lx = n ly =
lx - dirrection ly - dirrection
4 3
use D 10 @ 100 mm s lx = 325 mm ~ use D 10 @ 100 mm s ly = 500 mm ~
100 100
use D 10 @ 100 mm use D 10 @ 100 mm
120
SKET :
0,785 cm 2 S max = 3*h S max = 5*h A so / Ab 5 3
A so = A so =
10 @ 100 mm
Laporan Perhitungan Struktur
16
Universitas Pertahanan Nasional Tipe Plat
= C (typ)
Tebal
=
ly
(h)
: K = fc' =
20,75 MPa
fy =
400 MPa
a. Beban Mati
- Berat Sendiri Plat - Keramik , t - Mortar, t -
+ Mlx m = req =
a.2 ( y - dirrection ) - Mty = req =
+ Mly m = req =
1,7
<
2,5
( two way slab )
0.001 q lx2 *
80
=
6,7
kNm
Mty =
0.001 q lx2 *
54
=
4,5
kNm
Mlx =
0.001 q lx2 *
51
=
4,3
kNm
Mly =
0.001 q lx2 *
0
=
0,0
kNm
2 cm 3 cm
q dl b. Beban Hidup c. Beban Ultimate
req =
=
Mtx =
- beban rata-rata, ( Plafon + penggantung ) - M& E
a. Pembesian : a.1 ( x - dirrection ) - Mtx m =
3
Momen 250 kg/cm 2
ly
Beban:
5
=
lx
lx
Bahan
Model Sutrultur
120 mm
fy 0.85 fc'
q ll qu
=
1 m min = req
=
fy 0.85 fc'
=
1 m min =
22,68 ;
1 - 2 m Rn fy 0,0018 0,0027 22,68 ;
1 - 2 m Rn fy 0,0018 0,0021
fy 0.85 fc'
=
22,679 ;
1 - 2 m Rn fy 0,0018
=
0,0018
fy 0.85 fc'
=
22,679 ;
=
Rn =
1 -
req
req
Rn =
1 -
=
1 m min =
Rn =
1 -
Rn =
1 - 2 m Rn fy 0,0018 0,0000
Laporan Perhitungan Struktur
0,0027
min =
0,0018
o =
0,0027
0,0021
min =
0,0018
o =
0,0021
0,0018
o =
0,0018
>
-
min =
0,0018
o =
0,0018
90 mm ; 1000 mm
2,39 d= b=
ø = 0,8
cm 2
80 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
1,70
d= b=
cm 2
90 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
<
2
min
0,0 N/mm 2 2
Mu = ø b d2
d= b=
As = r o * b * d =
0,0018 <
min =
=
>
2 0,7 N/mm 2 2
Mu = ø b d2 =
20 kg/m 2 20 kg/m 2 + 439 kg/m 2 250 kg/m 2 927 kg/m 2 2
0,8 N/mm 2 2
Mu = ø b d2 =
= =
1,0 N/mm 2 2
Mu = ø b d2 =
288 kg/m 2 48 kg/m 2 63 kg/m 2
= = =
1.2 q dl + 1.6 q ll
1 -
req
1 m min =
= =
= = =
1,62 d= b=
cm 2
80 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
1,44
cm 2
17
Universitas Pertahanan Nasional b. Shrinkage and Temperature min = 0,0018 As min = 0,0018* b * d A so = 2,39 cm 2 A so = 1,62 cm 2 c. Besi Yang Digunakan D = 10 mm ; Longitudinal Re-bar ( for Shorter span ) Transversal Re-bar ( for Longer span ) No. of Re-bar per meter, Spacing of Re-bar, s tx = s ty =
325 500
1,62 cm 2 tx - dirrection ty - dirrection Ab =
n = n tx = n ty = s = 1000/(n-1) mm ~ 100 mm ~ 100
1,70 cm 2 1,62 cm 2
= =
360 mm 600 mm
n lx = n ly =
lx - dirrection ly - dirrection
3 3
use D 10 @ 100 mm s lx = 500 mm ~ use D 10 @ 100 mm s ly = 500 mm ~
100 100
use D 10 @ 100 mm use D 10 @ 100 mm
120
SKET :
0,785 cm 2 S max = 3*h S max = 5*h A so / Ab 4 3
A so = A so =
10 @ 100 mm
Laporan Perhitungan Struktur
18
Universitas Pertahanan Nasional Tipe Plat
= D (typ)
Tebal
=
(h)
250 kg/cm
2
: K = fc' = fy =
ly lx Mtx =
20,75 MPa 400 MPa ly
Beban:
a. Beban Mati
- Berat Sendiri Plat - Keramik , t - Mortar, t -
fy
q ll qu
=
22,68 ;
= =
Rn =
= = =
req =
+ Mlx m =
1 m min = req
=
fy
=
1 -
1 - 2 m Rn fy 0,0018 0,0030 22,68 ;
Rn =
a.2 ( y - dirrection ) - Mty = req =
+ Mly m = req =
=
0,0030
min =
0,0018
o =
0,0030
Mu
1 m min =
1 -
1 - 2 m Rn fy 0,0018
req
=
0,0030
fy 0.85 fc'
=
22,679 ;
1 m min =
1 -
1 - 2 m Rn fy 0,0018
req
=
0,0018
fy 0.85 fc'
=
22,679 ;
1 m min =
req = b. Shrinkage and Temperature min = 0,0018 As min = 0,0018* b * d A so = 2,08 cm 2 A so = 1,29 cm 2
Rn =
Rn =
1 -
1 - 2 m Rn fy 0,0018 0,0000
Laporan Perhitungan Struktur
1,26 cm 2 tx - dirrection ty - dirrection
=
= = =
0,0030 0,0018
o =
0,0030
min =
0,0018
o =
0,0018
-
min =
0,0018
o =
0,0018
d= b=
A so = A so =
kNm
52 62
= =
2,8 3,4
kNm kNm
0
=
0,0
kNm
2
2
70 mm ;
ø = 0,8
1000 mm
min
2,08 d= b=
cm 2
60 mm ;
ø = 0,8
1000 mm
min
1,82
d= b=
cm 2
70 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
<
4,5
2
391 kg/m 2 250 kg/m 2 869 kg/m
0,0 N/mm 2 2
Mu = ø b d2
=
2
As = r o * b * d =
0,0018 >
83
20 kg/m 2 20 kg/m +
As = r o * b * d =
>
( two way slab )
2
2 0,7 N/mm 2 2
Mu = ø b d2
=
>
2,5
240 kg/m 2 48 kg/m 2 63 kg/m
1,2 N/mm 2 2
=
min =
=
= =
2
1,2 N/mm 2 2
=
ø b d2
0.85 fc' req =
Mu ø b d2
0.85 fc'
2
0.001 q lx *
1.2 q dl + 1.6 q ll
<
2
Mly =
2 cm 3 cm
2,4
0.001 q lx * 0.001 q lx * 2 0.001 q lx *
q dl b. Beban Hidup c. Beban Ultimate
=
2,5
Mty = Mlx =
- beban rata-rata, ( Plafon + penggantung ) - M& E
a. Pembesian : a.1 ( x - dirrection ) - Mtx m =
6
=
Momen lx
Bahan
Model Sutrultur
100 mm
1,29 d= b=
cm 2
60 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
1,82 cm 2 1,26 cm 2
1,08
cm 2
lx - dirrection ly - dirrection
19
Universitas Pertahanan Nasional
c. Besi Yang Digunakan D = 10 mm ; Longitudinal Re-bar ( for Shorter span ) Transversal Re-bar ( for Longer span ) No. of Re-bar per meter, Spacing of Re-bar, s tx = s ty =
500 1000
Ab =
n = n tx = n ty = s = 1000/(n-1) mm ~ 100 mm ~ 200
= =
300 mm 500 mm
n lx = n ly =
3 2
use D 10 @ 100 mm s lx = 500 mm ~ use D 10 @ 200 mm s ly =1000 mm ~
100 200
use D 10 @ 100 mm use D 10 @ 200 mm
100
SKET :
0,785 cm 2 S max = 3*h S max = 5*h A so / Ab 3 2
10 @ 100 mm
Laporan Perhitungan Struktur
20
Universitas Pertahanan Nasional B. Perhitungan Tangga
Laporan Perhitungan Struktur
21
Universitas Pertahanan Nasional
Data Mu = Rebar = Concrete fc' = Steel, fy = Mu/Φ = b= h= d= dc = ρ req. = =
41,4
kN.m
13
D
207,5
MPa
400
MPa
16
51,7 kN.m
(ø=0.8)
1950 150 125 25
width height eff. Deepth cover
mm mm mm mm
β1 =
0,65
0.85fc' [1-√1-(4Mn/1.7fc'bd2) ] fy 0,0043
Laporan Perhitungan Struktur
22
Universitas Pertahanan Nasional ρ min ρmin1 = √ fc'/4fy
=
ρmin2 = 1.4/fy ρ req = 0,0043 use
= > ρ req
0,0090 not less 0,0035 ρmin2
Check ρ ρ min 0,0090
ρ maks ρb = 0.85 β1.(fc'/fy).[600/(600+fy)] = 0,1720 ρmaks = 0.75 ρb = 0,1290 < ρ maks ρ req = 0,0043
≤ >
ρ req 0,0043
≤ ≤
ρ maks 0,1290
Ok
use ρ req Rebar Beam As = ρ.bd = 1039 13 D As = 2612
mm2 , 16 mm2
Check Bending a = As.fy / 0.85 fc' b = 3 mm Mn = As.fy (d-a/2) = 129,0 kN.m Mn ≥ Mu/Φ
Ok
Check Deflection ∆i= L / 360 ∆i= 11,84
= mm
∆max=
mm
1,57
Laporan Perhitungan Struktur
Ratio =
4500
/
Mu/Ø Mn
=
0,40
< 1
380
ratio = =
∆max ∆i 0,13
< 1
Ok
23
Universitas Pertahanan Nasional C. PERHITUNGAN PONDASI
PERHITUNGAN PONDASI Formula Meyerhoff R ult (m . N1 . At/3) + (n . N2 . D . = As/5) m= 40 n= 0.2 kedalaman tiang pancang (D) = N1 = N2 =
12 m 33 13
Pondasi Minipile ukuran : 300 x 300 BxH 30 cm At As Rult Rult R ult
= = = = =
Laporan Perhitungan Struktur
0.09 1,2 33.74 33.74 337.4
m2 m2 ton ton Kn
24
Universitas Pertahanan Nasional
Node
L/C
Force-X kN
Force-Y kN
Daya dukung 1 tiang
Juml tiang
199 15 COMB15 200 1 DL 19 COMB19 201 1 DL 17 COMB17 202 1 DL 19 COMB19 203 1 DL 16 COMB16 204 1 DL 16 COMB16 205 1 DL 19 COMB19 206 1 DL 19 COMB19 207 1 DL 17 COMB17 208 1 DL 13 COMB13 209 1 DL 14 COMB14 210 1 DL 11 COMB11 211 1 DL 19 COMB19 212 1 DL 17 COMB17 213 1 DL 11 COMB11 214 1 DL 11 COMB11 215 1 DL 19 COMB19 216 1 DL 19 COMB19 217 1 DL 17 COMB17 218 1 DL 12 COMB12 219 1 DL 15 COMB15 220 1 DL
Laporan Perhitungan Struktur
33.804 -3.43 9.513 0.006 -13.512 1.15 14.721 -5.235 -13.689 5.223 -2.11 -1.172 12.849 -0.03 13.483 3.409 -9.538 -8.099 -33.82 8.375 33.453 -6.893 -6.134 0.849 14.588 1.444 -10.736 -0.8 -3.122 0.8 3.121 -1.428 10.754 -0.971 11.624 6.992 -5.986 -8.394 -33.477 -0.352 22.598 7.679
515.269 424.206 666.842 321.789 534.143 324.751 533.175 390.674 884.612 390.722 850.521 324.747 524.711 321.958 534.347 424.357 667.023 298.026 515.193 378.404 617.355 480.448 804.156 316.949 593.924 320.878 597.706 618.65 1112.598 618.667 1112.619 321.053 597.917 321.883 600.554 478.075 799.796 378.513 617.485 311.023 529.665 453.562
337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337
2.00 2.00 2.00 1.00 2.00 1.00 2.00 2.00 3.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 2.00 1.00 2.00 2.00 2.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 4.00 2.00 4.00 1.00 2.00 1.00 2.00 2.00 3.00 2.00 2.00 1.00 2.00 2.00
25
Universitas Pertahanan Nasional
221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243
18 COMB18 1 DL 18 COMB18 1 DL 18 COMB18 1 DL 18 COMB18 1 DL 18 COMB18 1 DL 16 COMB16 1 DL 16 COMB16 1 DL 18 COMB18 1 DL 13 COMB13 1 DL 19 COMB19 1 DL 17 COMB17 1 DL 16 COMB16 1 DL 18 COMB18 1 DL 17 COMB17 1 DL 19 COMB19 1 DL 16 COMB16 1 DL 18 COMB18 1 DL 17 COMB17 1 DL 17 COMB17 1 DL 19 COMB19 1 DL 17 COMB17 1 DL 18 COMB18 1 DL 16 COMB16 1 DL
Laporan Perhitungan Struktur
23.593 -5.682 6.716 1.318 15.255 -0.538 9.54 0.765 13.495 -0.83 -14.669 -0.257 -13.842 -1.733 8.732 -0.348 -23.438 0.515 4.841 5.795 -0.903 -1.209 -14.092 0.993 14.004 -6.706 -20.397 6.721 20.416 -1.053 -14.076 1.17 14.044 -5.631 -13.931 -0.518 -4.845 13.534 24.06 -13.552 -24.082 9.775 19.876 -9.609 -19.267 13.658
761.959 452.811 757.536 318.646 594.886 367.633 678.041 367.945 703.992 317.69 593.739 323.076 601.854 406.421 701.69 312.032 530.875 238.275 648.065 340.563 797.941 399.954 623.693 321.749 532.813 372.19 674.908 372.441 675.209 320.146 530.889 324.657 533.337 337.695 816.685 233.36 642.168 170.089 617.749 170.01 617.655 92.668 522.279 112.616 540.426 75.056
337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337
3.00 2.00 3.00 1.00 2.00 2.00 3.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 3.00 2.00 2.00 1.00 2.00 2.00 3.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 3.00 1.00 2.00 1.00 2.00 1.00 2.00 1.00 2.00 1.00 2.00 1.00
26
Universitas Pertahanan Nasional 18 COMB18 244 1 DL 16 COMB16 245 1 DL 18 COMB18 246 1 DL 16 COMB16
23.933 -13.636 -23.907 9.615 19.274 -9.766 -19.864
267.445 75.089 267.485 113.31 541.258 88.862 517.712
337 337 337 337 337 337 337
1.00 1.00 1.00 1.00 2.00 1.00 2.00
D. Perhitungan Pile Cap Pondasi P1
Fy
b
t
B
F.G.L
l L lebar pile cap panjang pile cap tebal Pile Cap tebal selimut beton diameter tulangan kolom size Mutu Beton Mutu Baja Tulangan Support Reaction jumlah tiang
Laporan Perhitungan Struktur
B L t d' Ø d b l Fc Fy P n
= = = = = = = = = = = =
600 600 500 100 13 380,5 400 400 24,9 400 337 1
mm mm mm mm mm mm mm mm Mpa Mpa kN pcs
27
Universitas Pertahanan Nasional
1 One-Way Shear Check no one way shear 2 Two-Way Shear Check no two way shear
3 Reinforcement Calculation
P2
Transverse Direction gunakan tulangan minimum karena Mu=0
ρ min = b
=
As = = = Use As =
0,0018 600 mm
ρ .b.d 0,0018 x 600 x 380,5 410,94 mm D13 ( D13-100 )
- 194
Longitudinal Direction gunakan tulangan minimum karena Mu=0
ρ min = b
=
As = = = Use As =
0,0018 337 mm
ρ .b.d 0,0018 x 337 x 230,81 mm ( D13-100 )
Laporan Perhitungan Struktur
D13
- 194
28
Universitas Pertahanan Nasional Pondasi P2
Fy
b
t
B
F.G.L
l L L1
lebar pile cap panjang pile cap tebal Pile Cap tebal selimut beton diameter tulangan kolom size Mutu Beton Mutu Baja Tulangan Support Reaction jumlah tiang
B L t d' Ø d b l Fc Fy P n L1
Laporan Perhitungan Struktur
= = = = = = = = = = = = =
600 1350 500 100 13 380,5 400 400 24,9 400 674 2 750
mm mm mm mm mm mm mm mm Mpa Mpa kN pcs mm
29
Universitas Pertahanan Nasional 1 One-Way Shear Check pile reaction = 337
b
kN
B
l x
d
Ultimate Force at Footing Vu = 337,00 kN
Shear Check b1 = 600 mm Vn = Vc ( Vs = 0 ) ØVn = Ø 1/6.√fc' . b. d = 0.85 x 1/6 x (24,9)^0.5 x 600 x 380,5 = 161389 N = 161,39 kN < 337,00 kN --> not ok
Laporan Perhitungan Struktur
30
Universitas Pertahanan Nasional 2 Two-Way Shear Check L
b+d
B
l+d Ultimate Force at Footing Vu = 674 kN
Shear Check bo = 2 [(l+d) + (b+d)] 2 x [( 400 + 380,5 ) + ( 400 + 380,5 )] = 3.122 mm βc = l / b = 1
αs = αs = αs = Vc Vc
40
for interior column
30
for exterior column
20
for corner column
= (1/6 + 1/3βc) √fc' bo d = 2964 kN = (1/6 + αs d/12bo) √fc' bo d = 3396 kN
= 1/3 √fc' bo d = 1976 kN Ø Vc = 0.85 x 1976 = 1680 kN Vc
Status :
Vu 674,0 kN
= (2 + 4/1) x (25)^0.5 x 3122 x 380,5 = (2 + 40 x 380,5 / 3122) x (25)^0.5 x 3122 x 380,5 = 4 x (25^0.5) x 3122 x 380,5
< <
Laporan Perhitungan Struktur
Ø Vc 1680
kN
OK !
31
Universitas Pertahanan Nasional 3 Reinforcement Calculation
P2
P2 e
Transverse Direction gunakan tulangan minimum karena Mu=0
ρ min = b
=
As = = = Use As =
0,0018 600 mm
ρ .b.d 0,0018 x 600 x 380,5 410,94 mm D13 ( D13-100 )
-
194
Longitudinal Direction P2 e
= =
Mu
= P2. e = 337 x 175 = 58975000
Ø
=
Ru
=
ρ req = =
337 175
0,9 Mu 2 Øbd
N.mm
1
-
1
-
0.85x25
1
-
1
-
400 0,0018
ρb =
0.85 fc' fy 0.85x25
400
Use
ρ req = b
=
As = = = Use As =
=
0,75
N/mm2
2Ru 0.85 fc' 2x0,75
0.85x25
=
0,0019
=
0,85
=
0,027
(ACI 7.12.2)
β1
600
β1
600+fy
0,85
ρ max = 0.75 ρ b =
58975000 78181335
=
0.85 fc' fy
ρ min =
=
kN mm
600
600+400
= 0.75 x 0,027
0,0202 0,0019 600 mm
ρ .b.d 0,0019 x 600 x 380,5 438 mm D13 ( D13-100 )
Laporan Perhitungan Struktur
-
182
32
Universitas Pertahanan Nasional
Laporan Perhitungan Struktur
33
Universitas Pertahanan Nasional
Laporan Perhitungan Struktur
34
Universitas Pertahanan Nasional
Laporan Perhitungan Struktur
35
Universitas Pertahanan Nasional 3 Reinforcement Calculation
P2
P2 e
Transverse Direction P2 = e1 = b =
337 230 1350
kN mm mm
Mu = P2. e = 337 x 230 = 77510000 N.mm Ø
=
Ru
=
0,9 Mu 2 Øbd
77510000 175908003,8
=
ρ req = 0.85 fc'
1
-
1
-
0.85x25
1
-
1
-
fy
=
400
Use ρ req = b = As = = = Use As =
=
β1 =
600+fy
0,85
ρ max = 0.75 ρ b =
2x0,44
600
fy
400
N/mm2
0,0011
(ACI 7.12.2)
ρ b = 0.85 fc' β1 0.85x25
0,44
2Ru 0.85 fc'
0.85x25
ρ min = 0,0018
=
=
600
=
600+400
0,85
0,027
= 0.75 x 0,027
0,0202 0,0018 1350 mm
ρ .b.d 0,0018 x 1350 x 380,5 925 mm D13 ( D13-100 )
Laporan Perhitungan Struktur
- 194
36
Universitas Pertahanan Nasional Longitudinal Direction P2 = e2 = b =
337 175 1250
kN mm mm
Mu = P2. e = 337 x 175 = 58975000 N.mm Ø
=
Ru
=
0,9 Mu 2 Øbd
58975000 162877781,3
=
ρ req = 0.85 fc'
1
-
1
-
0.85x25
1
-
1
-
fy
=
400
Use ρ req = b = As = = = Use As =
=
β1 =
600+fy
0,85
ρ max = 0.75 ρ b =
2x0
600
fy
400
N/mm2
0,0009
(ACI 7.12.2)
ρ b = 0.85 fc' β1 0.85x25
0,36
2Ru 0.85 fc'
0.85x25
ρ min = 0,0018
=
=
600
=
600+400
0,85
0,027
= 0.75 x 0,027
0,0202 0,0018 1250 mm
ρ .b.d 0,0018 x 1250 x 380,5 856 mm D13 ( D13-100 )
Laporan Perhitungan Struktur
- 194
37
Universitas Pertahanan Nasional Pondasi P4
Fy
B
b
F.G.L
t l L L1
lebar pile cap panjang pile cap tebal Pile Cap tebal selimut beton diameter tulangan kolom size Mutu Beton Mutu Baja Tulangan Support Reaction jumlah tiang
B L t d' Ø d b l Fc Fy P n L1
Laporan Perhitungan Struktur
= = = = = = = = = = = = =
1350 1350 500 100 13 393,5 400 400 24,9 400 1348 4 900
mm mm mm mm mm mm mm mm Mpa Mpa kN pcs mm
38
Universitas Pertahanan Nasional 1 One-Way Shear Check pile reaction = 337
b
kN
B
l x
d
Ultimate Force at Footing Vu = 2 x 337 = 674 kN Shear Check b1 = 1350 mm Vn = Vc ( Vs = 0 ) ØVn = Ø 1/6.√fc' . b. d = 0.85 x 1/6 x (24,9)^0.5 x 1350 x 393,5 = 375531 N = 375,53 kN < 674 kN --> not ok
Laporan Perhitungan Struktur
39
Universitas Pertahanan Nasional 2 Two-Way Shear Check L
b+d
B
l+d
Ultimate Force at Footing Vu = 1348 kN
Shear Check bo = 2 [(l+d) + (b+d)] = 2 x [( 400 + 393,5 ) + ( 400 + 393,5 )] = 3.174 mm βc = l / b = 1
αs = αs = αs = Vc Vc
40
for interior column
30
for exterior column
20
for corner column
= (1/6 + 1/3βc) √fc' bo d = 3116 kN = (1/6 + αs d/12bo) √fc' bo d = 3614 kN
= 1/3 √fc' bo d = 2077 kN Ø Vc = 0.85 x 2077 = 1766 kN Vc
Status : 1348
Vu kN
= (2 + 4/1) x (25)^0.5 x 3174 x 393,5 = (2 + 40 x 393,5 / 3174) x (25)^0.5 x 3174 x 393,5 = 4 x (25^0.5) x 3174 x 393,5
< <
Laporan Perhitungan Struktur
Ø Vc 1766
kN
OK !
40
Universitas Pertahanan Nasional 3 Reinforcement Calculation
P2
P2 e
Transverse Direction 2*P2 = e1 = b =
674 250 1350
kN mm mm
Mu = 2P2. e = 674 x 250 = 168500000 N.mm Ø
=
Ru
=
0,9 Mu 2 Øbd
168500000 188133333,8
=
ρ req = 0.85 fc'
1
-
1
-
0.85x25
1
-
1
-
fy
=
400
Use ρ req = b = As = = = Use As =
=
β1 =
600+fy
0,85
ρ max = 0.75 ρ b =
2x0,9
600
fy
400
N/mm2
0,0023
(ACI 7.12.2)
ρ b = 0.85 fc' β1 0.85x25
0,90
2Ru 0.85 fc'
0.85x25
ρ min = 0,0018
=
=
600
=
600+400
0,85
0,027
= 0.75 x 0,027
0,0202 0,0023 1350 mm
ρ .b.d 0,0023 x 1350 x 393,5 1216 mm D13 ( D13- 100 )
Laporan Perhitungan Struktur
- 147
41
Universitas Pertahanan Nasional Longitudinal Direction 2*P2 = e2 = b =
674 250 1350
kN mm mm
Mu = 2P2. e = 674 x 250 = 168500000 N.mm Ø
=
Ru
=
0,9 Mu 2 Øbd
168500000 188133333,8
=
ρ req = 0.85 fc'
1
-
1
-
0.85x25
1
-
1
-
fy
=
400
Use ρ req = b = As = = = Use As =
=
β1 =
600+fy
0,85
ρ max = 0.75 ρ b =
2x1
600
fy
400
N
0,0023
(ACI 7.12.2)
ρ b = 0.85 fc' β1 0.85x25
0,90
2Ru 0.85 fc'
0.85x25
ρ min = 0,0018
=
=
600
=
600+400
0,85
0,027
= 0.75 x 0,027
0,0202 0,0023 1350 mm
ρ .b.d 0,0023 x 1350 x 393,5 1216 mm D13 ( D13-100 )
Laporan Perhitungan Struktur
- 147
42
Universitas Pertahanan Nasional OUTPUT DATA STAADPRO 1. STAAD SPACE INPUT FILE: Unhan-23-3-12 rev.STD 2. START JOB INFORMATION 3. ENGINEER DATE 16-MAR-12 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0 0; 2 0 4 0; 3 0 8 0; 4 0 12 0; 5 4.2 0 0; 6 4.2 4 0; 7 4.2 8 0 9. 8 4.2 12 0; 9 7.8 0 0; 10 7.8 4 0; 11 7.8 8 0; 12 7.8 12 0; 13 11.4 0 0 10. 14 11.4 4 0; 15 11.4 8 0; 16 11.4 12 0; 17 15 0 0; 18 15 4 0; 19 15 8 0 11. 20 15 12 0; 21 20 0 0; 22 20 4 0; 23 20 8 0; 24 20 12 0; 25 23.6 0 0 12. 26 23.6 4 0; 27 23.6 8 0; 28 23.6 12 0; 29 27.2 0 0; 30 27.2 4 0; 31 27.2 8 0 13. 32 27.2 12 0; 33 30.8 0 0; 34 30.8 4 0; 35 30.8 8 0; 36 30.8 12 0; 37 35 0 0 14. 38 35 4 0; 39 35 8 0; 40 35 12 0; 41 0 0 6; 42 0 4 6; 43 0 8 6; 44 0 12 6 15. 45 4.2 0 6; 46 4.2 4 6; 47 4.2 8 6; 48 4.2 12 6; 49 7.8 0 6; 50 7.8 4 6 16. 51 7.8 8 6; 52 7.8 12 6; 53 11.4 0 6; 54 11.4 4 6; 55 11.4 8 6; 56 11.4 12 6 17. 57 15 0 6; 58 15 4 6; 59 15 8 6; 60 15 12 6; 61 20 0 6; 62 20 4 6; 63 20 8 6 18. 64 20 12 6; 65 23.6 0 6; 66 23.6 4 6; 67 23.6 8 6; 68 23.6 12 6; 69 27.2 0 6 19. 70 27.2 4 6; 71 27.2 8 6; 72 27.2 12 6; 73 30.8 0 6; 74 30.8 4 6; 75 30.8 8 6 20. 76 30.8 12 6; 77 35 0 6; 78 35 4 6; 79 35 8 6; 80 35 12 6; 81 0 0 9; 82 0 4 9 21. 83 0 8 9; 84 0 12 9; 85 4.2 0 9; 86 4.2 4 9; 87 4.2 8 9; 88 4.2 12 9 22. 89 7.8 0 9; 90 7.8 4 9; 91 7.8 8 9; 92 7.8 12 9; 93 11.4 0 9; 94 11.4 4 9 23. 95 11.4 8 9; 96 11.4 12 9; 97 15 0 9; 98 15 4 9; 99 15 8 9; 100 15 12 9 24. 101 20 0 9; 102 20 4 9; 103 20 8 9; 104 20 12 9; 105 23.6 0 9; 106 23.6 4 9 25. 107 23.6 8 9; 108 23.6 12 9; 109 27.2 0 9; 110 27.2 4 9; 111 27.2 8 9 26. 112 27.2 12 9; 113 30.8 0 9; 114 30.8 4 9; 115 30.8 8 9; 116 30.8 12 9 27. 117 35 0 9; 118 35 4 9; 119 35 8 9; 120 35 12 9; 121 0 0 15; 122 0 4 15 28. 123 0 8 15; 124 0 12 15; 125 4.2 0 15; 126 4.2 4 15; 127 4.2 8 15 29. 128 4.2 12 15; 129 7.8 0 15; 130 7.8 4 15; 131 7.8 8 15; 132 7.8 12 15 30. 133 11.4 0 15; 134 11.4 4 15; 135 11.4 8 15; 136 11.4 12 15; 137 15 0 15 31. 138 15 4 15; 139 15 8 15; 140 15 12 15; 141 20 0 15; 142 20 4 15; 143 20 8 15 32. 144 20 12 15; 145 23.6 0 15; 146 23.6 4 15; 147 23.6 8 15; 148 23.6 12 15 33. 149 27.2 0 15; 150 27.2 4 15; 151 27.2 8 15; 152 27.2 12 15; 153 30.8 0 15 34. 154 30.8 4 15; 155 30.8 8 15; 156 30.8 12 15; 157 35 0 15; 158 35 4 15 35. 159 35 8 15; 160 35 12 15; 161 15 0 -1; 162 15 4 -1; 163 15 8 -1; 164 15 12 -1. 36. 165 20 0 -1; 166 20 4 -1; 167 20 8 -1; 168 20 12 -1; 169 0 0 16; 170 0 4 16 37. 171 0 8 16; 172 0 12 16; 173 4.2 0 16; 174 4.2 4 16; 175 4.2 8 16 38. 176 4.2 12 16; 177 15 0 17; 178 15 4 17; 179 20 0 17; 180 20 4 17 39. 181 30.8 0 16; 182 30.8 4 16; 183 30.8 8 16; 184 30.8 12 16; 185 35 0 16 40. 186 35 4 16; 187 35 8 16; 188 35 12 16; 199 0 -1 0; 200 4.2 -1 0; 201 7.8 -1 0 41. 202 11.4 -1 0; 203 15 -1 0; 204 20 -1 0; 205 23.6 -1 0; 206 27.2 -1 0 42. 207 30.8 -1 0; 208 35 -1 0; 209 0 -1 6; 210 4.2 -1 6; 211 7.8 -1 6 43. 212 11.4 -1 6; 213 15 -1 6; 214 20 -1 6; 215 23.6 -1 6; 216 27.2 -1 6 44. 217 30.8 -1 6; 218 35 -1 6; 219 0 -1 9; 220 4.2 -1 9; 221 7.8 -1 9 45. 222 11.4 -1 9; 223 15 -1 9; 224 20 -1 9; 225 23.6 -1 9; 226 27.2 -1 9 46. 227 30.8 -1 9; 228 35 -1 9; 229 0 -1 15; 230 4.2 -1 15; 231 7.8 -1 15 47. 232 11.4 -1 15; 233 15 -1 15; 234 20 -1 15; 235 23.6 -1 15; 236 27.2 -1 15 48. 237 30.8 -1 15; 238 35 -1 15; 239 15 -1 -1; 240 20 -1 -1; 241 0 -1 16 49. 242 4.2 -1 16; 243 15 -1 17; 244 20 -1 17; 245 30.8 -1 16; 246 35 -1 16 50. 249 15 4 14.5; 250 20 4 14.5; 251 0.5 4 6; 252 0.5 4 9; 253 34.5 4 6 51. 254 34.5 4 9; 259 15 8 14.5; 260 20 8 14.5; 261 0.5 8 6; 262 0.5 8 9 52. 263 34.5 8 6; 264 34.5 8 9; 269 15 12 14.5; 270 20 12 14.5; 271 0.5 12 6 53. 272 0.5 12 9; 273 34.5 12 6; 274 34.5 12 9; 275 0 4 11.5; 276 4.2 4 11.5 54. 277 0 8 11.5; 278 4.2 8 11.5; 279 30.8 4 11.5; 280 35 4 11.5; 281 30.8 8 11.5 55. 282 35 8 11.5; 283 15 4 4.78; 284 20 4 4.78; 285 15 8 4.78; 286 20 8 4.78 56. 287 15 12 4.78; 288 20 12 4.78; 291 15 16 6; 292 20 16 6; 293 15 16 -1. 57. 294 20 16 -1; 295 17.5 16 -1; 296 17.5 16 6; 297 17.5 12 7.5; 298 17.5 8 7.5 58. 299 17.5 4 7.5 59. MEMBER INCIDENCES 60. 1 1 2; 2 2 3; 3 3 4; 4 5 6; 5 6 7; 6 7 8; 7 9 10; 8 10 11; 9 11 12; 10 13 14 61. 11 14 15; 12 15 16; 13 17 18; 14 18 19; 15 19 20; 16 21 22; 17 22 23; 18 23 24 62. 19 25 26; 20 26 27; 21 27 28; 22 29 30; 23 30 31; 24 31 32; 25 33 34; 26 34 35 63. 27 35 36; 28 37 38; 29 38 39; 30 39 40; 31 41 42; 32 42 43; 33 43 44; 34 45 46
Laporan Perhitungan Struktur
43
Universitas Pertahanan Nasional 64. 35 46 47; 36 47 48; 37 49 50; 38 50 51; 39 51 52; 40 53 54; 41 54 55; 42 55 56 65. 43 57 58; 44 58 59; 45 59 60; 46 61 62; 47 62 63; 48 63 64; 49 65 66; 50 66 67 66. 51 67 68; 52 69 70; 53 70 71; 54 71 72; 55 73 74; 56 74 75; 57 75 76; 58 77 78 67. 59 78 79; 60 79 80; 61 81 82; 62 82 83; 63 83 84; 64 85 86; 65 86 87; 66 87 88 68. 67 89 90; 68 90 91; 69 91 92; 70 93 94; 71 94 95; 72 95 96; 73 97 98; 74 98 99 69. 75 99 100; 76 101 102; 77 102 103; 78 103 104; 79 105 106; 80 106 107 70. 81 107 108; 82 109 110; 83 110 111; 84 111 112; 85 113 114; 86 114 115 71. 87 115 116; 88 117 118; 89 118 119; 90 119 120; 91 121 122; 92 122 123 72. 93 123 124; 94 125 126; 95 126 127; 96 127 128; 97 129 130; 98 130 131 73. 99 131 132; 100 133 134; 101 134 135; 102 135 136; 103 137 138; 104 138 139 74. 105 139 140; 106 141 142; 107 142 143; 108 143 144; 109 145 146; 110 146 147 75. 111 147 148; 112 149 150; 113 150 151; 114 151 152; 115 153 154; 116 154 155 76. 117 155 156; 118 157 158; 119 158 159; 120 159 160; 121 161 162; 122 162 163 77. 123 163 164; 124 165 166; 125 166 167; 126 167 168; 127 169 170; 128 170 171 78. 129 171 172; 130 173 174; 131 174 175; 132 175 176; 133 177 178; 134 179 180 79. 135 181 182; 136 182 183; 137 183 184; 138 185 186; 139 186 187; 140 187 188 80. 141 161 165; 142 1 5; 143 5 9; 144 9 13; 145 13 17; 146 21 25; 147 25 29 81. 148 29 33; 149 33 37; 150 41 45; 151 45 49; 152 49 53; 153 53 57; 154 57 61 82. 155 61 65; 156 65 69; 157 69 73; 158 73 77; 159 81 85; 160 85 89; 161 89 93 83. 162 93 97; 163 97 101; 164 101 105; 165 105 109; 166 109 113; 167 113 117 84. 168 169 173; 169 125 129; 170 129 133; 171 133 137; 172 137 141; 173 141 145 85. 174 145 149; 175 149 153; 176 181 185; 177 199 1; 178 200 5; 179 201 9 86. 180 202 13; 181 203 17; 182 204 21; 183 205 25; 184 206 29; 185 207 33 87. 186 208 37; 187 209 41; 188 210 45; 189 211 49; 190 212 53; 191 213 57 88. 192 214 61; 193 215 65; 194 216 69; 195 217 73; 196 218 77; 197 219 81 89. 198 220 85; 199 221 89; 200 222 93; 201 223 97; 202 224 101; 203 225 105 90. 204 226 109; 205 227 113; 206 228 117; 207 229 121; 208 230 125; 209 231 129 91. 210 232 133; 211 233 137; 212 234 141; 213 235 145; 214 236 149; 215 237 153 92. 216 238 157; 217 239 161; 218 240 165; 219 241 169; 220 242 173; 221 243 177 93. 222 244 179; 223 245 181; 224 246 185; 225 1 41; 226 41 81; 227 81 121 94. 228 121 169; 229 5 45; 230 45 85; 231 85 125; 232 125 173; 233 9 49; 234 49 89 95. 235 89 129; 236 13 53; 237 53 93; 238 93 133; 239 161 17; 240 17 57; 241 57 97 96. 242 97 137; 243 137 177; 244 165 21; 245 21 61; 246 61 101; 247 101 141 97. 248 141 179; 249 25 65; 250 65 105; 251 105 145; 252 29 69; 253 69 109 98. 254 109 149; 255 33 73; 256 73 113; 257 113 153; 258 153 181; 259 37 77 99. 260 77 117; 261 117 157; 262 157 185; 263 177 179; 264 162 166; 265 2 6 100. 266 6 10; 267 10 14; 268 14 18; 269 22 26; 270 26 30; 271 30 34; 272 34 38 101. 273 42 251; 274 46 50; 275 50 54; 276 54 58; 277 58 62; 278 62 66; 279 66 70 102. 280 70 74; 281 74 253; 283 82 252; 284 86 90; 285 90 94; 286 94 98; 287 98 102 103. 288 102 106; 289 106 110; 290 110 114; 291 114 254; 292 170 174; 293 126 130 104. 294 130 134; 295 134 138; 296 249 250; 297 142 146; 298 146 150; 299 150 154 105. 300 182 186; 301 2 42; 302 251 46; 303 252 86; 304 251 252; 305 82 275 106. 306 122 170; 307 6 46; 308 46 86; 309 86 276; 310 126 174; 311 10 50 107. 312 50 90; 313 90 130; 314 14 54; 315 54 94; 316 94 134; 317 162 18 108. 318 18 283; 319 58 283; 320 58 98; 321 98 249; 322 249 138; 323 138 178 109. 324 166 22; 325 22 284; 326 62 284; 327 62 102; 328 102 250; 329 250 142 110. 330 142 180; 331 26 66; 332 66 106; 333 106 146; 334 30 70; 335 70 110 111. 336 110 150; 337 178 180; 338 34 74; 339 74 114; 340 114 279; 341 154 182 112. 342 38 78; 343 118 280; 344 253 78; 345 254 118; 346 253 254; 347 163 167 113. 348 3 7; 349 7 11; 350 11 15; 351 15 19; 352 23 27; 353 27 31; 354 31 35 114. 355 35 39; 356 43 261; 357 47 51; 358 51 55; 359 55 59; 360 59 63; 361 63 67 115. 362 67 71; 363 71 75; 364 75 263; 366 83 262; 367 87 91; 368 91 95; 369 95 99 116. 370 99 103; 371 103 107; 372 107 111; 373 111 115; 374 115 264; 375 171 175 117. 376 127 131; 377 131 135; 378 135 139; 379 259 260; 380 143 147; 381 147 151 118. 382 151 155; 383 183 187; 384 3 43; 385 261 47; 386 262 87; 387 261 262 119. 388 83 277; 389 123 171; 390 7 47; 391 47 87; 392 87 278; 393 127 175 120. 394 11 51; 395 51 91; 396 91 131; 397 15 55; 398 55 95; 399 95 135; 400 163 19 121. 401 19 285; 402 59 285; 403 59 99; 404 99 259; 405 259 139; 407 167 23 122. 408 23 286; 409 63 286; 410 63 103; 411 103 260; 412 260 143; 414 27 67 123. 415 67 107; 416 107 147; 417 31 71; 418 71 111; 419 111 151; 421 35 75 124. 422 75 115; 423 115 281; 424 155 183; 425 39 79; 426 119 282; 427 263 79 125. 428 264 119; 429 263 264; 430 164 168; 431 4 8; 432 8 12; 433 12 16; 434 16 20 126. 435 24 28; 436 28 32; 437 32 36; 438 36 40; 439 44 271; 440 48 52; 441 52 56 127. 442 56 60; 443 60 64; 444 64 68; 445 68 72; 446 72 76; 447 76 273; 449 84 272 128. 450 88 92; 451 92 96; 452 96 100; 453 100 104; 454 104 108; 455 108 112 129. 456 112 116; 457 116 274; 458 172 176; 459 128 132; 460 132 136; 461 136 140 130. 462 269 270; 463 144 148; 464 148 152; 465 152 156; 466 184 188; 467 4 44
Laporan Perhitungan Struktur
44
Universitas Pertahanan Nasional 131. 468 271 48; 469 272 88; 470 271 272; 471 84 124; 472 124 172; 473 8 48 132. 474 48 88; 475 88 128; 476 128 176; 477 12 52; 478 52 92; 479 92 132 133. 480 16 56; 481 56 96; 482 96 136; 483 164 20; 484 20 287; 485 60 287 134. 486 60 100; 487 100 269; 488 269 140; 490 168 24; 491 24 288; 492 64 288 135. 493 64 104; 494 104 270; 495 270 144; 497 28 68; 498 68 108; 499 108 148 136. 500 32 72; 501 72 112; 502 112 152; 504 36 76; 505 76 116; 506 116 156 137. 507 156 184; 508 40 80; 509 120 160; 510 273 80; 511 274 120; 512 273 274 138. 513 158 186; 514 159 187; 515 160 188; 516 275 122; 517 276 126; 518 277 123 139. 519 278 127; 520 279 154; 521 280 158; 522 281 155; 523 282 159; 524 275 276 140. 525 277 278; 526 279 280; 527 281 282; 534 283 284; 535 285 286; 536 287 288 141. 540 60 291; 541 64 292; 542 164 293; 543 168 294; 544 293 295; 545 291 296 142. 546 293 291; 549 294 292; 550 295 294; 551 296 292; 552 295 296 143. DEFINE MATERIAL START 144. ISOTROPIC K225 145. E 2.18185E+007 146. POISSON 0.2 147. DENSITY 24 148. ALPHA 9.9E-006 149. DAMP 0.05 150. G 9.10333E+006 151. END DEFINE MATERIAL 152. MEMBER PROPERTY AMERICAN 153. 1 4 7 10 13 16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76 154. 79 82 85 88 91 94 97 100 103 106 109 112 115 118 121 124 127 130 133 TO 135 155. 138 177 TO 224 PRIS YD 0.4 ZD 0.4 156. 2 5 8 11 14 17 20 23 26 29 32 35 38 41 44 47 50 53 56 59 62 65 68 71 74 77 157. 80 83 86 89 92 95 98 101 104 107 110 113 116 119 122 125 128 131 136 158. 139 PRIS YD 0.35 ZD 0.35 159. 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48 51 54 57 60 63 66 69 72 75 78 160. 81 84 87 90 93 96 99 102 105 108 111 114 117 120 123 126 129 132 137 140 161. 540 TO 543 PRIS YD 0.3 ZD 0.3 162. 225 TO 262 301 305 TO 336 338 TO 343 384 388 TO 405 407 TO 412 414 TO 419 163. 421 TO 426 467 471 TO 488 490 TO 495 497 TO 502 504 TO 509 513 TO 523 534 164. 546 549 552 PRIS YD 0.5 ZD 0.25 165. 141 TO 176 263 TO 281 283 TO 300 302 303 337 344 345 347 TO 364 366 TO 383 166. 385 386 427 428 430 TO 447 449 TO 466 468 469 510 511 524 TO 527 535 536 167. 544 545 550 551 PRIS YD 0.4 ZD 0.2 168. 304 346 387 429 470 512 PRIS YD 0.3 ZD 0.2 169. CONSTANTS 170. MATERIAL K225 ALL 171. SUPPORTS 172. 199 TO 246 FIXED 173. SLAVE ZX MASTER 297 JOINT 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 **WARNING- JOINT NO. 297 NOT CONNECTED. OK, IF PART OF MASTER/SLAVE. **WARNING- JOINT NO. 298 NOT CONNECTED. OK, IF PART OF MASTER/SLAVE. **WARNING- JOINT NO. 299 NOT CONNECTED. OK, IF PART OF MASTER/SLAVE. 174. 72 76 80 84 88 92 96 100 104 108 112 116 120 124 128 132 136 140 144 148 175. 152 156 160 164 168 172 176 184 188 269 TO 274 287 288 297 176. SLAVE ZX MASTER 298 JOINT 3 7 11 15 19 23 27 31 35 39 43 47 51 55 59 63 67 177. 71 75 79 83 87 91 95 99 103 107 111 115 119 123 127 131 135 139 143 147 151 178. 155 159 163 167 171 175 183 187 259 TO 264 277 278 281 282 285 286 298 179. SLAVE ZX MASTER 299 JOINT 2 6 10 14 18 22 26 30 34 38 42 46 50 54 58 62 66 180. 70 74 78 82 86 90 94 98 102 106 110 114 118 122 126 130 134 138 142 146 150 181. 154 158 162 166 170 174 178 180 182 186 249 TO 254 275 276 279 280 283 284 182. 299 183. LOAD 1 LOADTYPE DEAD TITLE DL 184. SELFWEIGHT Y -1 LIST 1 TO 281 283 TO 318 320 TO 325 327 TO 364 366 TO 401 185. 403 TO 405 407 408 410 TO 412 414 TO 419 421 TO 447 449 TO 484 486 TO 488 186. 490 491 493 TO 495 497 TO 502 504 TO 512 187. FLOOR LOAD 188. YRANGE 4 8 FLOAD -4.05 XRANGE 0 35 ZRANGE 0 9 GY **WARNING** about Floor/OneWay Loads/Weights. Please note that depending on the shape of the floor you may have to break up the FLOOR/ONEWAY LOAD into multiple commands. For details please refer to Technical Reference Manual Section 5.32.4 Note 6.
Laporan Perhitungan Struktur
45
Universitas Pertahanan Nasional 189. YRANGE 4 8 FLOAD -4.05 XRANGE 4.2 30.8 ZRANGE 9 18 GY 190. YRANGE 12 12 FLOAD -4 XRANGE 0 35 ZRANGE 0 9 GY 191. YRANGE 12 12 FLOAD -4 XRANGE 4.2 30.8 ZRANGE 9 18 GY 192. MEMBER LOAD 193. 524 TO 527 UNI GY -25 194. 534 TO 536 UNI GY -25 195. FLOOR LOAD 196. YRANGE 15 16 FLOAD -3.5 XRANGE 0 40 ZRANGE -3 8 GY 197. *LOAD 3 LOADTYPE DEAD TITLE BEBANTEMBOK 198. MEMBER LOAD 199. 141 TO 150 158 160 168 TO 171 173 TO 176 225 TO 229 231 232 235 239 240 243 200. 244 TO 245 248 255 257 TO 263 UNI GY -8.75 201. 264 TO 273 281 283 284 292 TO 302 304 TO 307 309 310 313 317 TO 319 322 324 202. 325 TO 326 329 338 340 TO 346 513 516 517 520 521 UNI GY -8.75 203. 347 TO 356 364 366 367 375 TO 385 387 TO 390 392 393 396 400 TO 402 405 407 204. 408 TO 409 412 421 423 TO 430 443 483 TO 485 490 TO 492 514 518 519 522 205. 523 UNI GY -8.75 206. LOAD 2 LOADTYPE LIVE TITLE LL 207. FLOOR LOAD 208. YRANGE 4 8 FLOAD -3 XRANGE 0 35 ZRANGE 0 9 GY 209. YRANGE 4 8 FLOAD -3 XRANGE 4.2 30.8 ZRANGE 9 18 GY 210. YRANGE 12 12 FLOAD -2 XRANGE 0 35 ZRANGE 0 9 GY 211. YRANGE 12 12 FLOAD -2 XRANGE 4.2 30.8 ZRANGE 9 18 GY 212. MEMBER LOAD 213. 524 TO 527 UNI GY -15 214. 534 TO 536 UNI GY -15 215. FLOOR LOAD 216. YRANGE 15 16 FLOAD -2 XRANGE 0 40 ZRANGE -3 8 GY 217. LOAD 3 LOADTYPE SEISMIC TITLE GEMPAX 218. JOINT LOAD 219. 297 FX 667 220. 298 FX 664 221. 299 FX 348 222. LOAD 4 LOADTYPE SEISMIC TITLE GEMPAZ 223. JOINT LOAD 224. 297 FZ 667 225. 298 FZ 664 226. 299 FZ 348 227. LOAD COMB 10 COMB3 228. 1 1.0 2 0.3 229. LOAD COMB 11 COMB11 230. 1 1.2 2 1.6 231. LOAD COMB 12 COMB12 232. 1 1.2 2 1.0 3 1.0 4 0.3 233. LOAD COMB 13 COMB13 234. 1 1.2 2 1.0 3 1.0 4 -0.3 235. LOAD COMB 14 COMB14 236. 1 1.2 2 1.0 3 -1.0 4 0.3 237. LOAD COMB 15 COMB15 238. 1 1.2 2 1.0 3 -1.0 4 -0.3 239. LOAD COMB 16 COMB16 240. 1 1.2 2 1.0 3 0.3 4 1.0 241. LOAD COMB 17 COMB17 242. 1 1.2 2 1.0 3 0.3 4 -1.0 243. LOAD COMB 18 COMB18 244. 1 1.2 2 1.0 3 -0.3 4 1.0 245. LOAD COMB 19 COMB19 246. 1 1.2 2 1.0 3 -0.3 4 -1.0 247. PERFORM ANALYSIS
PROBLEM STATISTICS ----------------------------------NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 277/ 532/ 48
Laporan Perhitungan Struktur
46
Universitas Pertahanan Nasional SOLVER USED IS THE IN-CORE ADVANCED SOLVER TOTAL PRIMARY LOAD CASES =
4, TOTAL DEGREES OF FREEDOM = 858
ZERO STIFFNESS IN DIRECTION 2 AT JOINT 297 EQN.NO. 842 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. ZERO STIFFNESS IN DIRECTION 4 AT JOINT 297 EQN.NO. 844 ZERO STIFFNESS IN DIRECTION 6 AT JOINT 297 EQN.NO. 846 ZERO STIFFNESS IN DIRECTION 2 AT JOINT 298 EQN.NO. 848 ZERO STIFFNESS IN DIRECTION 4 AT JOINT 298 EQN.NO. 850 ZERO STIFFNESS IN DIRECTION 6 AT JOINT 298 EQN.NO. 852 ZERO STIFFNESS IN DIRECTION 2 AT JOINT 299 EQN.NO. 854 ZERO STIFFNESS IN DIRECTION 4 AT JOINT 299 EQN.NO. 856 ZERO STIFFNESS IN DIRECTION 6 AT JOINT 299 EQN.NO. 858 248. START CONCRETE DESIGN 249. CODE ACI 250. CLB 0.03 ALL 251. CLS 0.03 ALL 252. CLT 0.03 ALL 253. FYMAIN 400000 ALL 254. FYSEC 240000 ALL 255. MAXMAIN 16 ALL 256. MINMAIN 16 ALL 257. MINSEC 10 ALL 258. DESIGN BEAM 141 TO 176 225 TO 281 283 TO 364 366 TO 405 407 TO 412 259. 414 TO 419 421 TO 447 449 TO 488 490 TO 495 497 TO 502 504 TO 527 260. 534 TO 536 544 TO 546 549 TO 552 ===================================================================== BEAM NO. 141 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 141 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.52 KNS Vc= 61.36 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 27.53 KNS Vc= 61.35 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 142 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
47
Universitas Pertahanan Nasional
LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 142 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.13 KNS Vc= 61.32 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.54 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
===================================================================== BEAM NO. 143 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 143 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.72 KNS Vc= 61.34 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.86 KNS Vc= 60.31 KNS Vs= 0.00 KNS Tu= 0.23 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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Universitas Pertahanan Nasional BEAM NO. 144 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 144 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.69 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.66 KNS Vc= 61.39 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 145 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 145 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.63 KNS Vc= 60.41 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 39.00 KNS Vc= 60.95 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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Universitas Pertahanan Nasional BEAM NO. 146 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 146 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.98 KNS Vc= 60.95 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 40.65 KNS Vc= 60.50 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 147 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 147 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.64 KNS Vc= 61.39 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.70 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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Universitas Pertahanan Nasional
BEAM NO. 148 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 148 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.84 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.23 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.73 KNS Vc= 61.34 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 149 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 149 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.53 KNS Vc= 60.05 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.14 KNS Vc= 61.32 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
=====================================================================
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Universitas Pertahanan Nasional
BEAM NO. 150 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 150 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.46 KNS Vc= 60.80 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 37.77 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 151 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 151 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.58 KNS Vc= 60.54 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.00 KNS Vc= 59.71 KNS Vs= 0.00 KNS Tu= 0.21 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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52
Universitas Pertahanan Nasional BEAM NO. 152 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 152 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.14 KNS Vc= 61.38 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.08 KNS Vc= 61.25 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 153 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 153 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.60 KNS Vc= 59.77 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 2.16 KNS Vc= 107.63 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 154 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL
HEIGHT
BAR INFO
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FROM
TO
ANCHOR
53
Universitas Pertahanan Nasional (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 154 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 4.13 KNS Vc= 60.64 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.13 KNS Vc= 60.64 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 155 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 155 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 2.16 KNS Vc= 107.63 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 24.60 KNS Vc= 59.79 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 156 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 156 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 23.10 KNS Vc= 61.26 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.12 KNS Vc= 61.39 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 157 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 157 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 22.98 KNS Vc= 59.70 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.60 KNS Vc= 60.52 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 158 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 158 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.77 KNS Vc= 60.04 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.47 KNS Vc= 60.80 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 159 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 159 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 3.36 KNS Vc= 60.43 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.36 KNS Vc= 60.43 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 160 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 160 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.45 KNS Vc= 61.20 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.51 KNS Vc= 60.38 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION.
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 161 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 161 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.22 KNS Vc= 60.86 KNS Vs= 0.00 KNS Tu= 0.21 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 2.59 KNS Vc= 61.17 KNS Vs= 0.00 KNS Tu= 0.17 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 162 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 162 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.63 KNS Vc= 59.72 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 22.82 KNS Vc= 59.70 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 163 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional
LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 163 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 4.13 KNS Vc= 60.81 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.12 KNS Vc= 60.81 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 164 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 164 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 22.83 KNS Vc= 59.72 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.62 KNS Vc= 59.74 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 165 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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58
Universitas Pertahanan Nasional 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 165 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 22.96 KNS Vc= 59.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.00 KNS Vc= 61.08 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 166 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 166 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.43 KNS Vc= 59.73 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.08 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 167 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 167 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 3.11 KNS Vc= 60.58 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.61 KNS Vc= 60.58 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 168 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 168 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.80 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.72 KNS Vc= 60.12 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 169 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 169 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.86 KNS Vc= 61.08 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 39.40 KNS Vc= 60.49 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 170 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 170 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.82 KNS Vc= 61.35 KNS Vs= 0.00 KNS Tu= 0.25 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.19 KNS Vc= 60.26 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 171 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 171 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.72 KNS Vc= 60.25 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 37.21 KNS Vc= 60.32 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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===================================================================== BEAM NO. 172 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 172 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 4.13 KNS Vc= 60.22 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.13 KNS Vc= 60.22 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 173 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 173 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.22 KNS Vc= 60.33 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.71 KNS Vc= 60.25 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 174 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
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TO ANCHOR STA END
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48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 174 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.06 KNS Vc= 60.26 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 37.94 KNS Vc= 61.35 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 175 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 175 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.55 KNS Vc= 60.39 KNS Vs= 0.00 KNS Tu= 0.40 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.71 KNS Vc= 61.07 KNS Vs= 0.00 KNS Tu= 0.45 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 176 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1
48.
2 - 16MM
0.
4200.
Laporan Perhitungan Struktur
YES YES
63
Universitas Pertahanan Nasional 2
352.
3 - 16MM
0.
4200.
YES YES
B E A M N O. 176 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.73 KNS Vc= 60.12 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.80 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 225 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 225 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.32 KNS Vc= 97.33 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.94 KNS Vc= 97.88 KNS Vs= 0.00 KNS Tu= 0.13 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 226 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 226 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 47.47 KNS Vc= 98.45 KNS Vs= 0.00 KNS Tu= 0.35 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 45.59 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.44 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 227 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 227 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.65 KNS Vc= 97.42 KNS Vs= 0.00 KNS Tu= 0.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 37.57 KNS Vc= 97.83 KNS Vs= 0.00 KNS Tu= 0.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 228 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 228 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 121.13 KNS Vc= 97.43 KNS Vs= 64.07 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 121.13 KNS Vc= 97.43 KNS Vs= 64.07 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 229 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 229 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.98 KNS Vc= 98.04 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.71 KNS Vc= 97.66 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 230 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 230 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.84 KNS Vc= 97.13 KNS Vs= 0.00 KNS Tu= 0.58 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 38.09 KNS Vc= 96.58 KNS Vs= 0.00 KNS Tu= 0.59 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 231 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 231 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.32 KNS Vc= 98.34 KNS Vs= 0.00 KNS Tu= 0.24 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.36 KNS Vc= 97.67 KNS Vs= 0.00 KNS Tu= 0.24 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 232 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 232 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 132.41 KNS Vc= 97.90 KNS Vs= 78.65 KNS Tu= 2.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 217. MM C/C FOR 50. MM AT END SUPPORT - Vu= 133.82 KNS Vc= 97.90 KNS Vs= 80.53 KNS Tu= 2.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 212. MM C/C FOR 50. MM =====================================================================
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BEAM NO. 233 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 0. 6000. YES YES 452. 2 - 16MM 0. 6000. YES YES B E A M N O. 233 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 7.78 KNS Vc= 97.48 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.52 KNS Vc= 97.48 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 234 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 234 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.22 KNS Vc= 98.13 KNS Vs= 0.00 KNS Tu= 0.25 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 41.33 KNS Vc= 98.14 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 235 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
Laporan Perhitungan Struktur
YES YES YES YES
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Universitas Pertahanan Nasional
B E A M N O. 235 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.71 KNS Vc= 97.46 KNS Vs= 0.00 KNS Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 39.04 KNS Vc= 98.41 KNS Vs= 0.00 KNS Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 236 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 236 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.75 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.55 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 237 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 2 - 16MM 452. 2 - 16MM
0. 0. 1053.
3000. 1822. 3000.
YES YES YES NO NO YES
B E A M N O. 237 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.54 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.01 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 238 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 238 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.58 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.72 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 239 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 239 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 130.90 KNS Vc= 97.67 KNS Vs= 76.87 KNS Tu= 2.89 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 222. MM C/C FOR 50. MM AT END SUPPORT - Vu= 129.49 KNS Vc= 97.67 KNS Vs= 74.99 KNS Tu= 2.89 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM =====================================================================
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Universitas Pertahanan Nasional
BEAM NO. 240 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 0. 6000. YES YES 452. 3 - 16MM 0. 6000. YES YES B E A M N O. 240 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 38.75 KNS Vc= 97.68 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.92 KNS Vc= 97.55 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 241 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 241 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.77 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 38.05 KNS Vc= 96.76 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 242 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
Laporan Perhitungan Struktur
TO ANCHOR STA END
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Universitas Pertahanan Nasional _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 242 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.68 KNS Vc= 97.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.62 KNS Vc= 97.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 243 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
2000. 2000.
YES YES YES YES
B E A M N O. 243 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 71.57 KNS Vc= 95.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM AT END SUPPORT - Vu= 71.57 KNS Vc= 95.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM ===================================================================== BEAM NO. 244 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 244 D E S I G N R E S U L T S - SHEAR
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Universitas Pertahanan Nasional AT START SUPPORT - Vu= 130.86 KNS Vc= 97.67 KNS Vs= 76.81 KNS Tu= 2.89 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 222. MM C/C FOR 50. MM AT END SUPPORT - Vu= 129.45 KNS Vc= 97.67 KNS Vs= 74.93 KNS Tu= 2.89 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 245 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
5926. 6000.
YES NO YES YES
B E A M N O. 245 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.76 KNS Vc= 97.61 KNS Vs= 0.00 KNS Tu= 0.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.90 KNS Vc= 97.49 KNS Vs= 0.00 KNS Tu= 0.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 246 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 246 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.50 KNS Vc= 96.83 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional
AT END SUPPORT - Vu= 38.33 KNS Vc= 96.76 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 247 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 247 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.67 KNS Vc= 97.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.63 KNS Vc= 97.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 248 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
2000. 2000.
YES YES YES YES
B E A M N O. 248 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 71.57 KNS Vc= 95.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM AT END SUPPORT - Vu= 71.57 KNS Vc= 95.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM ===================================================================== BEAM NO. 249 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
74
Universitas Pertahanan Nasional LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 249 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.74 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.56 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 250 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 2 - 16MM 452. 2 - 16MM
0. 0. 1053.
3000. 1822. 3000.
YES YES YES NO NO YES
B E A M N O. 250 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.13 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.41 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 251 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
Laporan Perhitungan Struktur
YES YES YES YES
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Universitas Pertahanan Nasional
B E A M N O. 251 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.57 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.73 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 252 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 252 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.75 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.55 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 253 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 2 - 16MM 452. 2 - 16MM
0. 0. 1053.
3000. 1822. 3000.
YES YES YES NO NO YES
B E A M N O. 253 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.05 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.51 KNS Vc= 96.81 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
Laporan Perhitungan Struktur
76
Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 254 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 254 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.57 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.73 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 255 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 255 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.07 KNS Vc= 98.28 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 39.62 KNS Vc= 97.50 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 256 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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77
Universitas Pertahanan Nasional
1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 256 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.58 KNS Vc= 97.14 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.35 KNS Vc= 96.58 KNS Vs= 0.00 KNS Tu= 0.34 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 257 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 257 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.83 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.85 KNS Vc= 97.65 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 258 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
Laporan Perhitungan Struktur
YES YES YES YES
78
Universitas Pertahanan Nasional
B E A M N O. 258 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 132.53 KNS Vc= 97.90 KNS Vs= 78.81 KNS Tu= 2.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 216. MM C/C FOR 50. MM AT END SUPPORT - Vu= 133.94 KNS Vc= 97.90 KNS Vs= 80.69 KNS Tu= 2.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 211. MM C/C FOR 50. MM ===================================================================== BEAM NO. 259 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 259 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.14 KNS Vc= 97.68 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 40.11 KNS Vc= 97.67 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 260 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 260 D E S I G N R E S U L T S - SHEAR
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Universitas Pertahanan Nasional AT START SUPPORT - Vu= 46.52 KNS Vc= 97.33 KNS Vs= 0.00 KNS Tu= 0.39 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 46.54 KNS Vc= 97.52 KNS Vs= 0.00 KNS Tu= 0.48 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 261 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 261 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.63 KNS Vc= 97.59 KNS Vs= 0.00 KNS Tu= 0.21 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.60 KNS Vc= 98.55 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 262 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 262 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 121.13 KNS Vc= 97.43 KNS Vs= 64.07 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM
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AT END SUPPORT - Vu= 121.13 KNS Vc= 97.43 KNS Vs= 64.07 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 263 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 263 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.53 KNS Vc= 61.27 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 27.52 KNS Vc= 61.27 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 264 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
5000. 5000. 5000. 5000.
YES YES YES YES YES YES YES YES
B E A M N O. 264 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.49 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 28.49 KNS Vc= 60.10 KNS Vs=
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Universitas Pertahanan Nasional Tu= 0.16 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 265 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0. 0.
4200. 4200. 4200. 4200.
YES YES YES YES YES YES YES YES
B E A M N O. 265 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 72.99 KNS Vc= 62.07 KNS Vs= 35.24 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 74.48 KNS Vc= 62.41 KNS Vs= 36.89 KNS Tu= 0.46 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 266 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0. 1195. 1195.
3600. 3600. 2255. 2255. 3600. 3600.
YES YES YES YES YES NO YES NO NO YES NO YES
B E A M N O. 266 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 70.19 KNS Vc= 62.14 KNS Vs= 31.45 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 69.86 KNS Vc= 62.16 KNS Vs= 30.98 KNS Tu= 0.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 267 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 267 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 69.51 KNS Vc= 62.14 KNS Vs= 30.54 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 69.71 KNS Vc= 62.16 KNS Vs= 30.78 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 268 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 268 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 76.55 KNS Vc= 62.55 KNS Vs= 39.51 KNS Tu= 0.50 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 74.36 KNS Vc= 62.17 KNS Vs= 36.97 KNS
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Universitas Pertahanan Nasional Tu= 0.36 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 269 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 269 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.32 KNS Vc= 62.63 KNS Vs= 36.47 KNS Tu= 0.36 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 76.58 KNS Vc= 63.05 KNS Vs= 39.06 KNS Tu= 0.50 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 270 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 270 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 69.68 KNS Vc= 61.99 KNS Vs= 30.91 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 69.54 KNS Vc= 61.97 KNS Vs= 30.74 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 271 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 271 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 69.83 KNS Vc= 62.15 KNS Vs= 30.96 KNS Tu= 0.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 70.22 KNS Vc= 62.13 KNS Vs= 31.50 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 272 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0. 1170. 1170.
4200. 2155. 2155. 4200. 4200.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 272 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.45 KNS Vc= 61.83 KNS Vs= 37.43 KNS Tu= 0.46 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 73.01 KNS Vc= 61.54 KNS Vs= 35.81 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
===================================================================== BEAM NO. 273 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 80.
3 - 16MM 1 - 16MM
0. 0.
500. 500.
YES YES YES YES
*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED. REQD. STEEL = 1235. MM2, MAX. STEEL PERMISSIBLE = 1485. MM2 MAX NEG MOMENT = 123.89 KN-MET, LOADING 15 ===================================================================== BEAM NO. 274 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 274 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 67.03 KNS Vc= 61.89 KNS Vs= 27.48 KNS Tu= 0.42 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.29 KNS Vc= 61.94 KNS Vs= 25.12 KNS Tu= 0.45 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 275 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 275 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.98 KNS Vc= 61.97 KNS Vs= 26.00 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 66.18 KNS Vc= 61.97 KNS Vs= 26.28 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 276 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 1195. 1195.
3600. 2255. 2255. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 276 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.17 KNS Vc= 61.71 KNS Vs= 25.18 KNS Tu= 1.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 66.42 KNS Vc= 61.70 KNS Vs= 26.86 KNS Tu= 0.82 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 277 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
5000. 5000. 5000.
YES YES YES YES YES YES
B E A M N O. 277 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.08 KNS Vc= 63.07 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 42.09 KNS Vc= 63.07 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 278 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 278 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 66.41 KNS Vc= 61.69 KNS Vs= 26.86 KNS Tu= 0.82 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.17 KNS Vc= 61.70 KNS Vs= 25.20 KNS Tu= 1.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 279 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 80.
3 - 16MM 1 - 16MM
0. 0.
3600. 3600.
Laporan Perhitungan Struktur
YES YES YES YES
88
Universitas Pertahanan Nasional 3 4
352. 320.
3 - 16MM 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 279 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 66.23 KNS Vc= 61.97 KNS Vs= 26.34 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.93 KNS Vc= 61.98 KNS Vs= 25.92 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 280 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 280 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.24 KNS Vc= 61.93 KNS Vs= 25.06 KNS Tu= 0.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 67.09 KNS Vc= 61.88 KNS Vs= 27.57 KNS Tu= 0.44 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 281 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0.
3700. 3700. 3700.
Laporan Perhitungan Struktur
YES YES YES YES YES YES
89
Universitas Pertahanan Nasional
B E A M N O. 281 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 89.81 KNS Vc= 62.16 KNS Vs= 57.59 KNS Tu= 1.75 KN-MET Tc= 1.7 KN-MET Ts= 2.3 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.74 SQ.CM. AT END SUPPORT - Vu= 72.12 KNS Vc= 64.23 KNS Vs= 31.93 KNS Tu= 1.48 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 283 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
500. 500. 500. 500.
YES YES YES YES YES YES YES YES
B E A M N O. 283 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 283 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 283 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 284 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 284 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 81.98 KNS Vc= 62.26 KNS Vs= 47.04 KNS
Laporan Perhitungan Struktur
90
Universitas Pertahanan Nasional Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 79.54 KNS Vc= 62.31 KNS Vs= 43.74 KNS Tu= 0.34 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 285 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 1195. 1195.
3600. 2255. 2255. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 285 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.87 KNS Vc= 61.82 KNS Vs= 26.01 KNS Tu= 0.36 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.88 KNS Vc= 61.82 KNS Vs= 26.02 KNS Tu= 0.34 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 286 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 286 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.35 KNS Vc= 60.95 KNS Vs=
Laporan Perhitungan Struktur
0.00 KNS
91
Universitas Pertahanan Nasional Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 68.85 KNS Vc= 61.79 KNS Vs= 30.01 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 287 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 1953. 1953.
5000. 2005. 2005. 5000. 5000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 287 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 71.11 KNS Vc= 60.85 KNS Vs= 33.97 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 71.12 KNS Vc= 60.85 KNS Vs= 33.97 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 288 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0. 1195. 1195.
3600. 3600. 2255. 2255. 3600. 3600.
Laporan Perhitungan Struktur
YES YES YES YES YES NO YES NO NO YES NO YES
92
Universitas Pertahanan Nasional B E A M N O. 288 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 68.89 KNS Vc= 61.88 KNS Vs= 29.98 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 39.35 KNS Vc= 61.01 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 289 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 289 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.82 KNS Vc= 61.84 KNS Vs= 25.91 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.93 KNS Vc= 61.83 KNS Vs= 26.08 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 290 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 290 D E S I G N R E S U L T S - SHEAR
Laporan Perhitungan Struktur
93
Universitas Pertahanan Nasional AT START SUPPORT - Vu= 64.85 KNS Vc= 61.78 KNS Vs= 24.68 KNS Tu= 0.67 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 66.22 KNS Vc= 61.77 KNS Vs= 26.52 KNS Tu= 0.61 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 291 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM
0. 0. 0. 1432.
3700. 2297. 2297. 3700.
YES YES YES NO YES NO NO YES
B E A M N O. 291 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 53.64 KNS Vc= 61.15 KNS Vs= 10.37 KNS Tu= 2.08 KN-MET Tc= 1.7 KN-MET Ts= 2.8 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.87 SQ.CM. AT END SUPPORT - Vu= 0.73 KNS Vc= 58.45 KNS Vs= 0.00 KNS Tu= 2.31 KN-MET Tc= 1.7 KN-MET Ts= 3.1 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.97 SQ.CM. ===================================================================== BEAM NO. 292 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
4200. 4200. 4200. 4200.
YES YES YES YES YES YES YES YES
B E A M N O. 292 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.10 KNS Vc= 60.80 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3
Laporan Perhitungan Struktur
94
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.10 KNS Vc= 60.84 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 293 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 293 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.43 KNS Vc= 62.51 KNS Vs= 36.72 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 74.42 KNS Vc= 62.95 KNS Vs= 36.27 KNS Tu= 0.75 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 294 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 294 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 68.39 KNS Vc= 61.94 KNS Vs= 29.24 KNS Tu= 0.42 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION.
Laporan Perhitungan Struktur
95
Universitas Pertahanan Nasional REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 68.91 KNS Vc= 61.92 KNS Vs= 29.96 KNS Tu= 0.44 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 295 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 295 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 70.10 KNS Vc= 62.25 KNS Vs= 31.22 KNS Tu= 0.52 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 73.98 KNS Vc= 61.93 KNS Vs= 36.71 KNS Tu= 0.35 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 296 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
4975. 5000. 5000.
YES NO YES YES YES YES
B E A M N O. 296 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 82.97 KNS Vc= 63.01 KNS Vs= 47.61 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR.
Laporan Perhitungan Struktur
96
Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 82.96 KNS Vc= 63.02 KNS Vs= 47.60 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 297 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 297 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.06 KNS Vc= 62.18 KNS Vs= 36.56 KNS Tu= 0.35 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 70.02 KNS Vc= 62.53 KNS Vs= 30.83 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 298 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 298 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 68.49 KNS Vc= 61.95 KNS Vs= 29.37 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
Laporan Perhitungan Struktur
97
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 68.81 KNS Vc= 61.95 KNS Vs= 29.80 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 299 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0. 895. 895.
3600. 3600. 1955. 1955. 3600. 3600.
YES YES YES YES YES NO YES NO NO YES NO YES
B E A M N O. 299 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.91 KNS Vc= 62.47 KNS Vs= 37.41 KNS Tu= 0.33 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 73.94 KNS Vc= 62.10 KNS Vs= 36.49 KNS Tu= 0.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 300 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
4200. 4200. 4200. 4200.
YES YES YES YES YES YES YES YES
B E A M N O. 300 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.10 KNS Vc= 60.81 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
Laporan Perhitungan Struktur
98
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 38.10 KNS Vc= 60.76 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 301 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 301 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.90 KNS Vc= 101.55 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 46.19 KNS Vc= 101.37 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
===================================================================== BEAM NO. 302 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0.
3700. 3700. 3700.
YES YES YES YES YES YES
B E A M N O. 302 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 72.11 KNS Vc= 63.36 KNS Vs= 32.79 KNS Tu= 1.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM AT END SUPPORT - Vu= 89.82 KNS Vc= 61.59 KNS Vs= 58.16 KNS Tu= 1.73 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13
Laporan Perhitungan Struktur
99
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM
===================================================================== BEAM NO. 303 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 352. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 940. 940.
3700. 1806. 3700. 3700.
YES YES YES NO NO YES NO YES
B E A M N O. 303 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 0.33 KNS Vc= 58.38 KNS Vs= 0.00 KNS Tu= 2.32 KN-MET Tc= 1.7 KN-MET Ts= 3.1 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.98 SQ.CM. AT END SUPPORT - Vu= 54.04 KNS Vc= 60.81 KNS Vs= 11.25 KNS Tu= 2.09 KN-MET Tc= 1.7 KN-MET Ts= 2.8 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.88 SQ.CM. ===================================================================== BEAM NO. 304 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 252. 2 - 16MM 252. 2 - 16MM
0. 0. 935.
3000. 1440. 3000.
YES YES YES NO NO YES
B E A M N O. 304 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.42 KNS Vc= 44.75 KNS Vs= 0.00 KNS Tu= 0.52 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM AT END SUPPORT - Vu= 17.93 KNS Vc= 44.09 KNS Vs= 0.00 KNS Tu= 0.49 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1
Laporan Perhitungan Struktur
100
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM
===================================================================== BEAM NO. 305 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0.
2500. 2500. 2500.
YES YES YES YES YES YES
B E A M N O. 305 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 85.10 KNS Tu= 28.8 KN-MET Vc= 107.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 14 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 62.54 KNS Tu= 28.8 KN-MET Vc= 98.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 14 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 306 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 306 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 198.56 KNS Vc= 103.96 KNS Vs= 160.78 KNS Tu= 2.66 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 153. MM C/C FOR 50. MM AT END SUPPORT - Vu= 197.15 KNS Vc= 103.96 KNS Vs= 158.90 KNS Tu= 2.66 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 154. MM C/C FOR 50. MM =====================================================================
Laporan Perhitungan Struktur
101
Universitas Pertahanan Nasional BEAM NO. 307 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 307 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 118.05 KNS Vc= 98.35 KNS Vs= 59.06 KNS Tu= 0.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 121.88 KNS Vc= 98.73 KNS Vs= 63.78 KNS Tu= 0.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 308 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 1449. 0. 0.
1658. 3000. 3000. 3000.
YES NO NO YES YES YES YES YES
B E A M N O. 308 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 58.73 KNS Vc= 96.56 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 58.73 KNS Vc= 96.47 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM =====================================================================
Laporan Perhitungan Struktur
102
Universitas Pertahanan Nasional BEAM NO. 309 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
2500. 2500. 2005. 2005.
YES YES YES YES YES NO YES NO
B E A M N O. 309 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 118.25 KNS Tu= 26.5 KN-MET Vc= 106.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 92.09 KNS Vc= 101.65 KNS Vs= 21.14 KNS Tu= 26.14 KN-MET Tc= 3.4 KN-MET Ts= 34.9 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.08 SQ.CM. ===================================================================== BEAM NO. 310 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 149. 0. 0.
666. 1000. 1000. 1000.
YES NO NO YES YES YES YES YES
B E A M N O. 310 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 202.09 KNS Vc= 102.89 KNS Vs= 166.56 KNS Tu= 2.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 200.68 KNS Vc= 102.89 KNS Vs= 164.68 KNS Tu= 2.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 311 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
103
Universitas Pertahanan Nasional LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 311 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.88 KNS Vc= 100.94 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.65 KNS Vc= 99.65 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 312 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 1199. 0. 0.
1654. 3000. 3000. 3000.
YES NO NO YES YES YES YES YES
B E A M N O. 312 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 57.61 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 57.61 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 313 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
104
Universitas Pertahanan Nasional LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 313 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 119.88 KNS Vc= 98.51 KNS Vs= 61.33 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 115.53 KNS Vc= 98.19 KNS Vs= 55.85 KNS Tu= 0.31 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 314 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 314 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.90 KNS Vc= 100.90 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.64 KNS Vc= 99.64 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 315 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS
Laporan Perhitungan Struktur
105
Universitas Pertahanan Nasional LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 315 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 57.67 KNS Vc= 97.74 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 57.67 KNS Vc= 97.74 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 316 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 316 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.70 KNS Vc= 99.31 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.83 KNS Vc= 100.57 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 317 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
Laporan Perhitungan Struktur
106
Universitas Pertahanan Nasional
1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
1000. 1000. 1000.
YES YES YES YES YES YES
B E A M N O. 317 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 181.42 KNS Vc= 105.37 KNS Vs= 136.53 KNS Tu= 4.63 KN-MET Tc= 3.4 KN-MET Ts= 6.2 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. AT END SUPPORT - Vu= 182.83 KNS Vc= 105.37 KNS Vs= 138.41 KNS Tu= 4.63 KN-MET Tc= 3.4 KN-MET Ts= 6.2 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. ===================================================================== BEAM NO. 318 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 2 - 16MM
0. 0. 0. 1618.
4780. 2349. 2349. 4780.
YES YES YES NO YES NO NO YES
B E A M N O. 318 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.45 KNS Vc= 99.06 KNS Vs= 21.54 KNS Tu= 16.57 KN-MET Tc= 3.4 KN-MET Ts= 22.1 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.12 SQ.CM. AT END SUPPORT - Vu= 11.96 KNS Vc= 94.33 KNS Vs= 0.00 KNS Tu= 16.57 KN-MET Tc= 3.4 KN-MET Ts= 22.1 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.12 SQ.CM. ===================================================================== BEAM NO. 319 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
Laporan Perhitungan Struktur
TO ANCHOR STA END
107
Universitas Pertahanan Nasional _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 4 - 16MM
0. 0. 0.
1220. 1220. 1220.
YES YES YES YES YES YES
B E A M N O. 319 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 197.41 KNS Tu= 37.8 KN-MET Vc= 104.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 190.64 KNS Tu= 37.8 KN-MET Vc= 104.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.
===================================================================== BEAM NO. 320 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
3000. 3000. 3000.
YES YES YES YES YES YES
B E A M N O. 320 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 60.99 KNS Vc= 98.01 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 60.99 KNS Vc= 97.88 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 321 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
5500. 5500.
Laporan Perhitungan Struktur
YES YES YES YES
108
Universitas Pertahanan Nasional 3
420.
1 - 16MM
0.
5500.
YES YES
B E A M N O. 321 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.39 KNS Vc= 97.14 KNS Vs= 23.37 KNS Tu= 5.14 KN-MET Tc= 3.4 KN-MET Ts= 6.9 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.59 SQ.CM. AT END SUPPORT - Vu= 51.14 KNS Vc= 101.66 KNS Vs= 0.00 KNS Tu= 6.69 KN-MET Tc= 3.4 KN-MET Ts= 8.9 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.07 SQ.CM. ===================================================================== BEAM NO. 322 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 322 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 322 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 322 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 323 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
2000. 2000. 2000.
YES YES YES YES YES YES
B E A M N O. 323 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 110.79 KNS Vc= 100.38 KNS Vs= 47.34 KNS Tu= 0.92 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM AT END SUPPORT - Vu= 90.70 KNS Vc= 103.19 KNS Vs= 17.75 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM ===================================================================== BEAM NO. 324 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 282. 0. 0.
956. 1000. 1000. 1000.
YES NO NO YES YES YES YES YES
B E A M N O. 324 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 181.50 KNS Vc= 100.34 KNS Vs= 141.66 KNS Tu= 4.63 KN-MET Tc= 3.4 KN-MET Ts= 6.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. AT END SUPPORT - Vu= 182.91 KNS Vc= 100.34 KNS Vs= 143.54 KNS Tu= 4.63 KN-MET Tc= 3.4 KN-MET Ts= 6.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. ===================================================================== BEAM NO. 325 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 2 - 16MM
0. 0. 0. 2415.
4780. 2747. 2747. 4780.
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YES YES YES NO YES NO NO YES
110
Universitas Pertahanan Nasional B E A M N O. 325 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.44 KNS Vc= 99.06 KNS Vs= 21.53 KNS Tu= 16.57 KN-MET Tc= 3.4 KN-MET Ts= 22.1 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.12 SQ.CM. AT END SUPPORT - Vu= 11.97 KNS Vc= 94.33 KNS Vs= 0.00 KNS Tu= 16.57 KN-MET Tc= 3.4 KN-MET Ts= 22.1 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.12 SQ.CM. ===================================================================== BEAM NO. 326 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 4 - 16MM
223. 0. 0.
1220. 1220. 1220.
NO YES YES YES YES YES
B E A M N O. 326 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 197.42 KNS Tu= 37.8 KN-MET Vc= 104.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 190.65 KNS Tu= 37.8 KN-MET Vc= 104.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 327 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 1449. 0. 0.
1675. 3000. 3000. 3000.
YES NO NO YES YES YES YES YES
B E A M N O. 327 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 60.99 KNS Vc= 96.56 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 60.99 KNS Vc= 96.47 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 328 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 3 - 16MM
0. 0. 0. 2407.
5500. 2130. 2130. 5500.
YES YES YES NO YES NO NO YES
B E A M N O. 328 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.38 KNS Vc= 97.14 KNS Vs= 23.36 KNS Tu= 5.14 KN-MET Tc= 3.4 KN-MET Ts= 6.9 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.59 SQ.CM. AT END SUPPORT - Vu= 51.15 KNS Vc= 101.66 KNS Vs= 0.00 KNS Tu= 6.69 KN-MET Tc= 3.4 KN-MET Ts= 8.9 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.07 SQ.CM. ===================================================================== BEAM NO. 329 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 329 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 329 IS BEYOND
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Universitas Pertahanan Nasional THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 329 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 330 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 876. 0. 0.
1336. 2000. 2000. 2000.
YES NO NO YES YES YES YES YES
B E A M N O. 330 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 110.74 KNS Vc= 99.26 KNS Vs= 48.40 KNS Tu= 0.93 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM AT END SUPPORT - Vu= 90.70 KNS Vc= 101.60 KNS Vs= 19.34 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM ===================================================================== BEAM NO. 331 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
5864. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 331 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.88 KNS Vc= 100.91 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.66 KNS Vc= 99.63 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 332 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 1199. 0.
1655. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 332 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 57.67 KNS Vc= 96.52 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 57.67 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 333 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 333 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.68 KNS Vc= 99.30 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
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AT END SUPPORT - Vu= 42.85 KNS Vc= 100.54 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 334 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
5866. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 334 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.85 KNS Vc= 100.96 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.68 KNS Vc= 99.64 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 335 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 335 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 57.61 KNS Vc= 97.74 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 57.61 KNS Vc= 97.73 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 336 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 336 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.65 KNS Vc= 99.33 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.87 KNS Vc= 100.56 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 337 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
5000. 5000. 5000.
YES YES YES YES YES YES
B E A M N O. 337 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 26.71 KNS Vc= 63.91 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 26.69 KNS Vc= 63.92 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 338 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 2495. 2495.
5336. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 338 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 118.07 KNS Vc= 98.35 KNS Vs= 59.07 KNS Tu= 0.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 121.87 KNS Vc= 98.74 KNS Vs= 63.75 KNS Tu= 0.31 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 339 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
3000. 3000. 3000.
YES YES YES YES YES YES
B E A M N O. 339 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 58.73 KNS Vc= 97.84 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 58.73 KNS Vc= 97.71 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 340 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
2500. 2500. 2500. 2500.
YES YES YES YES YES YES YES YES
B E A M N O. 340 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 130.09 KNS Vc= 103.30 KNS Vs= 70.16 KNS Tu= 25.79 KN-MET Tc= 3.4 KN-MET Ts= 34.4 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 20 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.97 SQ.CM. AT END SUPPORT - Vu= 92.21 KNS Vc= 101.67 KNS Vs= 21.28 KNS Tu= 25.79 KN-MET Tc= 3.4 KN-MET Ts= 34.4 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.97 SQ.CM. ===================================================================== BEAM NO. 341 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
1000. 1000. 1000.
YES YES YES YES YES YES
B E A M N O. 341 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 201.78 KNS Vc= 102.90 KNS Vs= 166.15 KNS Tu= 2.20 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 200.37 KNS Vc= 102.90 KNS Vs= 164.27 KNS Tu= 2.20 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM
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Universitas Pertahanan Nasional
===================================================================== BEAM NO. 342 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 2495. 2495.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 342 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.84 KNS Vc= 101.59 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 46.25 KNS Vc= 101.34 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 343 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0.
2500. 2214. 2214.
YES YES YES NO YES NO
B E A M N O. 343 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 85.06 KNS Tu= 28.8 KN-MET Vc= 107.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 62.50 KNS Tu= 28.8 KN-MET Vc= 98.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. =====================================================================
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Universitas Pertahanan Nasional BEAM NO. 344 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1
48.
2 - 16MM
0.
500.
YES YES
*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED. REQD. STEEL = 1235. MM2, MAX. STEEL PERMISSIBLE = 1485. MM2 MAX NEG MOMENT = 123.90 KN-MET, LOADING 13 ===================================================================== BEAM NO. 345 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 345 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 345 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 345 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 346 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 252. 2 - 16MM 252. 2 - 16MM
0. 0. 685.
2940. 1190. 3000.
YES NO YES NO NO YES
B E A M N O. 346 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.42 KNS Vc= 44.75 KNS Vs= 0.00 KNS Tu= 0.51 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 10
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM AT END SUPPORT - Vu= 17.94 KNS Vc= 44.09 KNS Vs= 0.00 KNS Tu= 0.48 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM ===================================================================== BEAM NO. 347 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1953. 1953.
5000. 2422. 2422. 5000. 5000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 347 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.57 KNS Vc= 59.72 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 23.57 KNS Vc= 59.72 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 348 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 348 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.19 KNS Vc= 61.44 KNS Vs= 25.48 KNS Tu= 0.61 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 67.63 KNS Vc= 61.77 KNS Vs= 28.40 KNS Tu= 0.54 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 349 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 349 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.15 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.15 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 350 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 350 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.76 KNS Vc= 60.13 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.76 KNS Vc= 60.17 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 351 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 351 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 66.83 KNS Vc= 61.62 KNS Vs= 27.50 KNS Tu= 0.17 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 64.75 KNS Vc= 61.23 KNS Vs= 25.10 KNS Tu= 0.49 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 352 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 352 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 64.72 KNS Vc= 61.71 KNS Vs= 24.58 KNS Tu= 0.49 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 66.86 KNS Vc= 62.17 KNS Vs= 26.98 KNS Tu= 0.17 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 353 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 353 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.76 KNS Vc= 60.13 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.76 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 354 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 354 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.15 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.15 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 355 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1170. 1170.
4200. 2155. 2155. 4200. 4200.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 355 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 67.61 KNS Vc= 61.27 KNS Vs= 28.87 KNS Tu= 0.54 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 65.21 KNS Vc= 60.98 KNS Vs= 25.97 KNS Tu= 0.61 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 356 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 356 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 356 IS BEYOND
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Universitas Pertahanan Nasional THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 356 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 357 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 357 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.06 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.06 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 358 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 358 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.11 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.11 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 359 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 359 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.19 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.19 KNS Vc= 60.14 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 360 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 2136.
5000. 1822. 5000.
YES YES YES NO NO YES
B E A M N O. 360 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.09 KNS Vc= 62.77 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 42.08 KNS Vc= 62.77 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 361 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 2255. 2255. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 361 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.19 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.19 KNS Vc= 60.18 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 362 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 362 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.11 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.11 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 363 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 363 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.06 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.06 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 364 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3700. 3700. 3700.
YES YES YES YES YES YES
B E A M N O. 364 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 82.90 KNS Vc= 61.59 KNS Vs= 48.94 KNS Tu= 1.77 KN-MET Tc= 1.7 KN-MET Ts= 2.4 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.74 SQ.CM. AT END SUPPORT - Vu= 64.76 KNS Vc= 63.78 KNS Vs= 22.56 KNS Tu= 1.76 KN-MET Tc= 1.7 KN-MET Ts= 2.4 KN-MET LOAD 13
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Universitas Pertahanan Nasional STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.74 SQ.CM. ===================================================================== BEAM NO. 366 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 352. 320. BEAM
3 - 16MM 0. 500. YES YES 3 - 16MM 0. 500. YES YES 1 - 16MM 0. 500. YES YES N O. 366 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 366 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 366 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 367 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 367 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 73.21 KNS Vc= 61.46 KNS Vs= 36.16 KNS Tu= 0.34 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 69.24 KNS Vc= 61.56 KNS Vs= 30.76 KNS Tu= 0.45 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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BEAM NO. 368 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 368 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.08 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.08 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 369 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 369 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.71 KNS Vc= 60.20 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.71 KNS Vc= 60.14 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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Universitas Pertahanan Nasional BEAM NO. 370 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 352. 320. 352. 320. BEAM
2 - 16MM 0. 5000. YES YES 3 - 16MM 0. 2005. YES NO 2 - 16MM 0. 2005. YES NO 3 - 16MM 1953. 5000. NO YES 2 - 16MM 1953. 5000. NO YES N O. 370 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 66.22 KNS Vc= 60.43 KNS Vs= 27.87 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 66.22 KNS Vc= 60.43 KNS Vs= 27.86 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM
===================================================================== BEAM NO. 371 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 371 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.71 KNS Vc= 60.19 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.71 KNS Vc= 60.26 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 372 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 372 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.08 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.08 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 373 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 373 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.67 KNS Vc= 60.12 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.67 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM =====================================================================
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BEAM NO. 374 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 352. 2 - 16MM
0. 0. 1432.
3700. 1806. 3700.
YES YES YES NO NO YES
B E A M N O. 374 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 47.00 KNS Vc= 60.71 KNS Vs= 1.95 KNS Tu= 2.03 KN-MET Tc= 1.7 KN-MET Ts= 2.7 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.85 SQ.CM. AT END SUPPORT - Vu= 2.61 KNS Vc= 58.67 KNS Vs= 0.00 KNS Tu= 2.16 KN-MET Tc= 1.7 KN-MET Ts= 2.9 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.91 SQ.CM. ===================================================================== BEAM NO. 375 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 375 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 31.87 KNS Vc= 60.29 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 31.87 KNS Vc= 60.35 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM =====================================================================
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BEAM NO. 376 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 376 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.73 KNS Vc= 61.65 KNS Vs= 25.99 KNS Tu= 0.20 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 64.98 KNS Vc= 62.14 KNS Vs= 24.50 KNS Tu= 0.79 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 377 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 377 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.50 KNS Vc= 60.12 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.50 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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===================================================================== BEAM NO. 378 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 378 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 31.56 KNS Vc= 60.33 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 31.56 KNS Vc= 60.14 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 379 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4997. 5000.
YES NO YES YES
B E A M N O. 379 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 35.43 KNS Vc= 64.01 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 35.43 KNS Vc= 64.01 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM
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Universitas Pertahanan Nasional ===================================================================== BEAM NO. 380 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 380 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 31.56 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 31.56 KNS Vc= 60.52 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 381 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 381 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.50 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.50 KNS Vc= 60.13 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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===================================================================== BEAM NO. 382 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 382 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.63 KNS Vc= 61.61 KNS Vs= 25.90 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.08 KNS Vc= 61.21 KNS Vs= 25.56 KNS Tu= 0.56 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 383 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 383 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 31.87 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 31.87 KNS Vc= 60.24 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
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===================================================================== BEAM NO. 384 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
6000. 3255. 3255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 384 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.69 KNS Vc= 101.56 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 46.40 KNS Vc= 101.30 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 385 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3700. 3700. 3700.
YES YES YES YES YES YES
B E A M N O. 385 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.89 KNS Vc= 62.28 KNS Vs= 0.00 KNS Tu= 1.95 KN-MET Tc= 1.7 KN-MET Ts= 2.6 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.82 SQ.CM. AT END SUPPORT - Vu= 83.00 KNS Vc= 61.24 KNS Vs= 49.42 KNS Tu= 1.56 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 386 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 2 - 16MM 352. 3 - 16MM
0. 0. 1123.
3700. 1497. 3700.
YES YES YES NO NO YES
B E A M N O. 386 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 1.93 KNS Vc= 58.58 KNS Vs= 0.00 KNS Tu= 2.19 KN-MET Tc= 1.7 KN-MET Ts= 2.9 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.92 SQ.CM. AT END SUPPORT - Vu= 47.68 KNS Vc= 60.62 KNS Vs= 2.95 KNS Tu= 2.05 KN-MET Tc= 1.7 KN-MET Ts= 2.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.86 SQ.CM. ===================================================================== BEAM NO. 387 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 252. 2 - 16MM 252. 2 - 16MM
0. 0. 935.
3000. 1190. 3000.
YES YES YES NO NO YES
B E A M N O. 387 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.09 KNS Vc= 44.29 KNS Vs= 0.00 KNS Tu= 0.57 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM AT END SUPPORT - Vu= 18.22 KNS Vc= 43.66 KNS Vs= 0.00 KNS Tu= 0.55 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM ===================================================================== BEAM NO. 388 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
2500. 2500. 2500. 2500.
YES YES YES YES YES YES YES YES
B E A M N O. 388 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 96.56 KNS Vc= 103.88 KNS Vs= 24.87 KNS Tu= 26.38 KN-MET Tc= 3.4 KN-MET Ts= 35.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.15 SQ.CM. AT END SUPPORT - Vu= 74.00 KNS Vc= 99.79 KNS Vs= 0.00 KNS Tu= 26.38 KN-MET Tc= 3.4 KN-MET Ts= 35.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.15 SQ.CM. ===================================================================== BEAM NO. 389 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 389 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 19.62 KNS Vc= 95.16 KNS Vs= 0.00 KNS Tu= 10.43 KN-MET Tc= 3.4 KN-MET Ts= 13.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.22 SQ.CM. AT END SUPPORT - Vu= 18.21 KNS Vc= 95.12 KNS Vs= 0.00 KNS Tu= 10.43 KN-MET Tc= 3.4 KN-MET Ts= 13.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM
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Universitas Pertahanan Nasional ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.22 SQ.CM. ===================================================================== BEAM NO. 390 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 2495. 2495.
6000. 3255. 3255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 390 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 112.79 KNS Vc= 99.33 KNS Vs= 51.05 KNS Tu= 0.44 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 118.32 KNS Vc= 99.65 KNS Vs= 58.11 KNS Tu= 0.48 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 391 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
1676. 3000. 3000.
YES NO YES YES YES YES
B E A M N O. 391 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.30 KNS Vc= 96.53 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.30 KNS Vc= 96.50 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM
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Universitas Pertahanan Nasional
===================================================================== BEAM NO. 392 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
2500. 2500. 2005. 2005.
YES YES YES YES YES NO YES NO
B E A M N O. 392 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 128.04 KNS Vc= 104.81 KNS Vs= 65.91 KNS Tu= 23.98 KN-MET Tc= 3.4 KN-MET Ts= 32.0 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.41 SQ.CM. AT END SUPPORT - Vu= 90.16 KNS Vc= 101.28 KNS Vs= 18.94 KNS Tu= 23.98 KN-MET Tc= 3.4 KN-MET Ts= 32.0 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.41 SQ.CM. ===================================================================== BEAM NO. 393 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 199. 0.
676. 1000. 1000.
YES NO NO YES YES YES
B E A M N O. 393 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 122.79 KNS Vc= 100.34 KNS Vs= 63.38 KNS Tu= 4.05 KN-MET Tc= 3.4 KN-MET Ts= 5.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.25 SQ.CM. AT END SUPPORT - Vu= 121.38 KNS Vc= 100.34 KNS Vs= 61.50 KNS Tu= 4.05 KN-MET Tc= 3.4 KN-MET Ts= 5.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.25 SQ.CM.
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===================================================================== BEAM NO. 394 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
6000. 3255. 3255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 394 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.65 KNS Vc= 101.42 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.83 KNS Vc= 99.67 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 395 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 1449. 0.
1676. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 395 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.03 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.03 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 396 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 396 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 116.88 KNS Vc= 99.29 KNS Vs= 56.55 KNS Tu= 0.12 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 109.86 KNS Vc= 99.13 KNS Vs= 47.35 KNS Tu= 0.48 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 397 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
6000. 3255. 3255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 397 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.64 KNS Vc= 101.33 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.85 KNS Vc= 99.60 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 398 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 398 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.00 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.00 KNS Vc= 96.52 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 399 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 399 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.07 KNS Vc= 99.57 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.37 KNS Vc= 101.67 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM =====================================================================
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Universitas Pertahanan Nasional
BEAM NO. 400 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 400 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 92.90 KNS Vc= 99.39 KNS Vs= 24.48 KNS Tu= 7.00 KN-MET Tc= 3.4 KN-MET Ts= 9.3 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.16 SQ.CM. AT END SUPPORT - Vu= 110.58 KNS Vc= 100.96 KNS Vs= 46.47 KNS Tu= 4.33 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.34 SQ.CM. ===================================================================== BEAM NO. 401 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 2 - 16MM
0. 0. 0. 2415.
4780. 2349. 2349. 4780.
YES YES YES NO YES NO NO YES
B E A M N O. 401 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.97 KNS Vc= 99.42 KNS Vs= 21.87 KNS Tu= 19.86 KN-MET Tc= 3.4 KN-MET Ts= 26.5 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.14 SQ.CM. AT END SUPPORT - Vu= 11.44 KNS Vc= 94.28 KNS Vs= 0.00 KNS Tu= 19.86 KN-MET Tc= 3.4 KN-MET Ts= 26.5 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.14 SQ.CM. =====================================================================
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Universitas Pertahanan Nasional BEAM NO. 402 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 2 - 16MM 48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 216. 0. 0.
833. 1220. 1220. 1220.
YES NO NO YES YES YES YES YES
B E A M N O. 402 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 115.09 KNS Tu= 31.3 KN-MET Vc= 104.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 110.54 KNS Tu= 31.3 KN-MET Vc= 104.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 403 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 403 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.31 KNS Vc= 96.44 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.31 KNS Vc= 96.59 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 404 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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Universitas Pertahanan Nasional
1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
5500. 5500. 5500.
YES YES YES YES YES YES
B E A M N O. 404 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 83.41 KNS Vc= 99.13 KNS Vs= 12.09 KNS Tu= 4.39 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.36 SQ.CM. AT END SUPPORT - Vu= 46.20 KNS Vc= 100.78 KNS Vs= 0.00 KNS Tu= 4.39 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.36 SQ.CM.
===================================================================== BEAM NO. 405 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 405 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 405 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 405 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 407 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
Laporan Perhitungan Struktur
978. 1000.
YES NO YES YES
149
Universitas Pertahanan Nasional B E A M N O. 407 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 92.87 KNS Vc= 99.39 KNS Vs= 24.43 KNS Tu= 6.99 KN-MET Tc= 3.4 KN-MET Ts= 9.3 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.16 SQ.CM. AT END SUPPORT - Vu= 110.61 KNS Vc= 100.96 KNS Vs= 46.52 KNS Tu= 4.33 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.34 SQ.CM. ===================================================================== BEAM NO. 408 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 2 - 16MM
0. 0. 0. 2813.
4780. 3544. 3544. 4780.
YES YES YES NO YES NO NO YES
B E A M N O. 408 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.97 KNS Vc= 99.42 KNS Vs= 21.87 KNS Tu= 19.87 KN-MET Tc= 3.4 KN-MET Ts= 26.5 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.14 SQ.CM. AT END SUPPORT - Vu= 11.44 KNS Vc= 94.28 KNS Vs= 0.00 KNS Tu= 19.87 KN-MET Tc= 3.4 KN-MET Ts= 26.5 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.14 SQ.CM. ===================================================================== BEAM NO. 409 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
114. 0. 0.
1220. 1220. 1220.
NO YES YES YES YES YES
B E A M N O. 409 D E S I G N R E S U L T S - SHEAR
Laporan Perhitungan Struktur
150
Universitas Pertahanan Nasional
AT START SUPPORT - Vu= 115.09 KNS Tu= 31.3 KN-MET Vc= 104.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 110.54 KNS Tu= 31.3 KN-MET Vc= 104.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 410 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 1949. 0.
1926. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 410 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.31 KNS Vc= 96.44 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.31 KNS Vc= 96.59 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 411 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 3 - 16MM
0. 0. 0. 1948.
5500. 2130. 2130. 5500.
YES YES YES NO YES NO NO YES
B E A M N O. 411 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 83.40 KNS Vc= 99.13 KNS Vs= 12.07 KNS Tu= 4.39 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM
Laporan Perhitungan Struktur
151
Universitas Pertahanan Nasional ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.36 SQ.CM. AT END SUPPORT - Vu= 46.21 KNS Vc= 100.79 KNS Vs= 0.00 KNS Tu= 4.39 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.36 SQ.CM. ===================================================================== BEAM NO. 412 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 412 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 412 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 412 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 414 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
5846. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 414 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.63 KNS Vc= 101.34 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.86 KNS Vc= 99.60 KNS Vs=
Laporan Perhitungan Struktur
0.00 KNS
152
Universitas Pertahanan Nasional Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 415 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 1449. 0.
1926. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 415 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.00 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.00 KNS Vc= 96.52 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 416 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 416 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.02 KNS Vc= 99.55 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
Laporan Perhitungan Struktur
153
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 42.42 KNS Vc= 101.56 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 417 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
5847. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 417 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.59 KNS Vc= 101.41 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.89 KNS Vc= 99.60 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 418 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 418 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.03 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM
Laporan Perhitungan Struktur
154
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 40.03 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 419 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 419 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.98 KNS Vc= 99.58 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.48 KNS Vc= 101.53 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 421 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 1995. 1995.
5354. 1755. 1755. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 421 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 112.85 KNS Vc= 99.34 KNS Vs= 51.13 KNS Tu= 0.46 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
Laporan Perhitungan Struktur
155
Universitas Pertahanan Nasional
AT END SUPPORT - Vu= 118.25 KNS Vc= 99.68 KNS Vs= 57.99 KNS Tu= 0.50 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 422 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
3000. 3000. 3000.
YES YES YES YES YES YES
B E A M N O. 422 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.30 KNS Vc= 96.53 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.30 KNS Vc= 96.50 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 423 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
2500. 2500. 2500. 2500.
YES YES YES YES YES YES YES YES
B E A M N O. 423 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 128.23 KNS Vc= 104.68 KNS Vs= 66.29 KNS Tu= 23.36 KN-MET Tc= 3.4 KN-MET Ts= 31.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.22 SQ.CM.
Laporan Perhitungan Struktur
156
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 90.36 KNS Vc= 101.32 KNS Vs= 19.16 KNS Tu= 23.36 KN-MET Tc= 3.4 KN-MET Ts= 31.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.22 SQ.CM. ===================================================================== BEAM NO. 424 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 4 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 424 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 122.28 KNS Vc= 100.34 KNS Vs= 62.70 KNS Tu= 3.82 KN-MET Tc= 3.4 KN-MET Ts= 5.1 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.18 SQ.CM. AT END SUPPORT - Vu= 120.87 KNS Vc= 100.34 KNS Vs= 60.82 KNS Tu= 3.82 KN-MET Tc= 3.4 KN-MET Ts= 5.1 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.18 SQ.CM. ===================================================================== BEAM NO. 425 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 425 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.65 KNS Vc= 101.57 KNS Vs= 0.00 KNS Tu= 0.44 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 46.44 KNS Vc= 101.28 KNS Vs=
Laporan Perhitungan Struktur
0.00 KNS
157
Universitas Pertahanan Nasional Tu= 0.44 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 426 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
2500. 2500. 2005. 2005.
YES YES YES YES YES NO YES NO
B E A M N O. 426 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 96.54 KNS Vc= 103.91 KNS Vs= 24.81 KNS Tu= 26.30 KN-MET Tc= 3.4 KN-MET Ts= 35.1 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.13 SQ.CM. AT END SUPPORT - Vu= 73.98 KNS Vc= 99.79 KNS Vs= 0.00 KNS Tu= 26.30 KN-MET Tc= 3.4 KN-MET Ts= 35.1 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.13 SQ.CM. ===================================================================== BEAM NO. 427 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 427 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 427 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 427 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional
===================================================================== BEAM NO. 428 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 428 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 428 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 428 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 429 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 252. 2 - 16MM
0. 0.
2690. 3000.
YES NO YES YES
B E A M N O. 429 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.10 KNS Vc= 44.28 KNS Vs= 0.00 KNS Tu= 0.55 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM AT END SUPPORT - Vu= 18.21 KNS Vc= 43.66 KNS Vs= 0.00 KNS Tu= 0.52 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM ===================================================================== BEAM NO. 430 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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Universitas Pertahanan Nasional LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 430 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.53 KNS Vc= 61.29 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 27.53 KNS Vc= 61.29 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 431 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 431 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.47 KNS Vc= 59.95 KNS Vs= 0.00 KNS Tu= 0.84 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 30.72 KNS Vc= 60.21 KNS Vs= 0.00 KNS Tu= 0.83 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 432 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
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TO ANCHOR STA END
160
Universitas Pertahanan Nasional _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 432 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.56 KNS Vc= 59.99 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.05 KNS Vc= 59.99 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 433 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 433 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.32 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.38 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 434 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 434 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 26.77 KNS Vc= 60.04 KNS Vs= 0.00 KNS Tu= 0.53 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 27.31 KNS Vc= 59.71 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 435 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 435 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.30 KNS Vc= 59.71 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 26.77 KNS Vc= 60.04 KNS Vs= 0.00 KNS Tu= 0.53 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 436 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
Laporan Perhitungan Struktur
YES YES YES YES
162
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B E A M N O. 436 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.38 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.32 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 437 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 437 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.04 KNS Vc= 59.99 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.57 KNS Vc= 59.99 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 438 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1353.
4200. 1622. 4200.
Laporan Perhitungan Struktur
YES YES YES NO NO YES
163
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B E A M N O. 438 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 30.72 KNS Vc= 60.21 KNS Vs= 0.00 KNS Tu= 0.84 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 28.47 KNS Vc= 59.95 KNS Vs= 0.00 KNS Tu= 0.85 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 439 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 439 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 439 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 439 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 440 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 440 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.02 KNS Vc= 61.44 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 27.48 KNS Vc= 61.57 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 441 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 778.
3600. 1472. 3600.
YES YES YES NO NO YES
B E A M N O. 441 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.86 KNS Vc= 61.79 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 27.63 KNS Vc= 61.86 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 442 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 442 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.17 KNS Vc= 60.80 KNS Vs= 0.00 KNS Tu= 1.40 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 32.33 KNS Vc= 60.09 KNS Vs= 0.00 KNS Tu= 1.40 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 443 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 2136.
5000. 1406. 5000.
YES YES YES NO NO YES
B E A M N O. 443 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.31 KNS Vc= 63.38 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 38.32 KNS Vc= 63.38 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 444 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 444 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 32.35 KNS Vc= 60.09 KNS Vs= 0.00 KNS Tu= 1.39 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 23.15 KNS Vc= 60.81 KNS Vs= 0.00 KNS Tu= 1.39 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 445 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 445 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.66 KNS Vc= 61.84 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 27.84 KNS Vc= 61.79 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 446 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3566. 3600.
YES NO YES YES
B E A M N O. 446 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.43 KNS Vc= 61.58 KNS Vs= 0.00 KNS Tu= 0.12 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.07 KNS Vc= 61.43 KNS Vs= 0.00 KNS Tu= 0.12 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 447 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3700. 3700.
YES YES YES YES
B E A M N O. 447 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.67 KNS Vc= 61.65 KNS Vs= 0.00 KNS Tu= 0.64 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM AT END SUPPORT - Vu= 24.31 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 1.06 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 449 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 449 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 449 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 449 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 450 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS
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LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1472. 3600.
YES YES YES NO NO YES
B E A M N O. 450 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.46 KNS Vc= 62.25 KNS Vs= 0.00 KNS Tu= 1.13 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.04 KNS Vc= 62.03 KNS Vs= 0.00 KNS Tu= 1.13 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 451 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1472. 3600.
YES YES YES NO NO YES
B E A M N O. 451 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.48 KNS Vc= 62.18 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.01 KNS Vc= 61.99 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 452 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL
HEIGHT
BAR INFO
Laporan Perhitungan Struktur
FROM
TO
ANCHOR
169
Universitas Pertahanan Nasional (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 452 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.20 KNS Vc= 61.62 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 32.30 KNS Vc= 60.34 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 453 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4495. 5000.
YES NO YES YES
B E A M N O. 453 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 26.71 KNS Vc= 61.71 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 26.75 KNS Vc= 61.69 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 454 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
Laporan Perhitungan Struktur
170
Universitas Pertahanan Nasional
1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 454 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 32.56 KNS Vc= 60.35 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 30.53 KNS Vc= 60.24 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 455 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 1472. 3600.
YES YES YES NO NO YES
B E A M N O. 455 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.05 KNS Vc= 62.26 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.45 KNS Vc= 61.77 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 456 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1
48.
2 - 16MM
0.
3600.
Laporan Perhitungan Struktur
YES YES
171
Universitas Pertahanan Nasional 2 3
352. 352.
2 - 16MM 2 - 16MM
0. 1378.
1472. 3600.
YES NO NO YES
B E A M N O. 456 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.66 KNS Vc= 61.81 KNS Vs= 0.00 KNS Tu= 1.12 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 26.83 KNS Vc= 62.50 KNS Vs= 0.00 KNS Tu= 1.12 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 457 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1123.
3700. 1806. 3700.
YES YES YES NO NO YES
B E A M N O. 457 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.57 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 1.09 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM AT END SUPPORT - Vu= 6.37 KNS Vc= 62.41 KNS Vs= 0.00 KNS Tu= 0.68 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 458 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 458 D E S I G N R E S U L T S - SHEAR
Laporan Perhitungan Struktur
172
Universitas Pertahanan Nasional
AT START SUPPORT - Vu= 3.17 KNS Vc= 62.47 KNS Vs= 0.00 KNS Tu= 0.32 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.55 KNS Vc= 61.31 KNS Vs= 0.00 KNS Tu= 0.32 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 459 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 459 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 10.68 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 1.94 KN-MET Tc= 1.7 KN-MET Ts= 2.6 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1450. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.81 SQ.CM. AT END SUPPORT - Vu= 17.23 KNS Vc= 61.59 KNS Vs= 0.00 KNS Tu= 1.94 KN-MET Tc= 1.7 KN-MET Ts= 2.6 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1450. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.81 SQ.CM. ===================================================================== BEAM NO. 460 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 460 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.82 KNS Vc= 60.14 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
Laporan Perhitungan Struktur
173
Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.62 KNS Vc= 60.04 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 461 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 461 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.44 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 0.35 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 26.61 KNS Vc= 59.78 KNS Vs= 0.00 KNS Tu= 0.23 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 462 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4849. 5000.
YES NO YES YES
B E A M N O. 462 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.62 KNS Vc= 62.07 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM
Laporan Perhitungan Struktur
174
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 29.64 KNS Vc= 62.06 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 463 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 463 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 26.76 KNS Vc= 59.78 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.29 KNS Vc= 60.03 KNS Vs= 0.00 KNS Tu= 0.35 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 464 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 464 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.10 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 0.09 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.35 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION.
Laporan Perhitungan Struktur
175
Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 465 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 465 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.73 KNS Vc= 61.34 KNS Vs= 0.00 KNS Tu= 2.02 KN-MET Tc= 1.7 KN-MET Ts= 2.7 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1450. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.85 SQ.CM. AT END SUPPORT - Vu= 10.18 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 2.02 KN-MET Tc= 1.7 KN-MET Ts= 2.7 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1450. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.85 SQ.CM. ===================================================================== BEAM NO. 466 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 466 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 3.49 KNS Vc= 61.28 KNS Vs= 0.00 KNS Tu= 0.31 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.23 KNS Vc= 62.05 KNS Vs= 0.00 KNS Tu= 0.31 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 467 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
176
Universitas Pertahanan Nasional
LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 2 - 16MM 452. 2 - 16MM
0. 0. 2678.
5926. 1572. 6000.
YES NO YES NO NO YES
B E A M N O. 467 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.23 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 1.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 41.66 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 1.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 468 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3657. 3700.
YES NO YES YES
B E A M N O. 468 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.32 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 1.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM AT END SUPPORT - Vu= 23.66 KNS Vc= 61.66 KNS Vs= 0.00 KNS Tu= 0.61 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 469 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS
Laporan Perhitungan Struktur
177
Universitas Pertahanan Nasional LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1432.
3700. 1497. 3700.
YES YES YES NO NO YES
B E A M N O. 469 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 6.46 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 0.70 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 29.47 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 1.10 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 470 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 252. 2 - 16MM
0. 0.
2940. 3000.
YES NO YES YES
B E A M N O. 470 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.07 KNS Vc= 43.20 KNS Vs= 0.00 KNS Tu= 0.41 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.39 KNS Vc= 44.29 KNS Vs= 0.00 KNS Tu= 0.41 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 471 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
Laporan Perhitungan Struktur
YES YES YES YES
178
Universitas Pertahanan Nasional B E A M N O. 471 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 8.72 KNS Vc= 98.63 KNS Vs= 0.00 KNS Tu= 0.77 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 6.58 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 0.77 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 472 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 472 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 6.05 KNS Vc= 96.59 KNS Vs= 0.00 KNS Tu= 9.53 KN-MET Tc= 3.4 KN-MET Ts= 12.7 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.95 SQ.CM. AT END SUPPORT - Vu= 6.41 KNS Vc= 97.11 KNS Vs= 0.00 KNS Tu= 9.53 KN-MET Tc= 3.4 KN-MET Ts= 12.7 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.95 SQ.CM. ===================================================================== BEAM NO. 473 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
5353. 6000.
YES NO YES YES
B E A M N O. 473 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.86 KNS Vc= 101.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION.
Laporan Perhitungan Struktur
179
Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 41.90 KNS Vc= 100.12 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 474 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 474 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 36.60 KNS Vc= 95.86 KNS Vs= 0.00 KNS Tu= 1.43 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 5.58 KNS Vc= 95.09 KNS Vs= 0.00 KNS Tu= 0.94 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 475 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 3 - 16MM 452. 3 - 16MM
0. 0. 1178.
6000. 1572. 6000.
YES YES YES NO NO YES
B E A M N O. 475 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 41.41 KNS Vc= 99.11 KNS Vs= 0.00 KNS Tu= 0.46 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 43.56 KNS Vc= 96.56 KNS Vs= 0.00 KNS Tu= 0.92 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16
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180
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 476 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 476 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 10.02 KNS Vc= 94.80 KNS Vs= 0.00 KNS Tu= 4.28 KN-MET Tc= 3.4 KN-MET Ts= 5.7 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.32 SQ.CM. AT END SUPPORT - Vu= 10.38 KNS Vc= 94.80 KNS Vs= 0.00 KNS Tu= 4.28 KN-MET Tc= 3.4 KN-MET Ts= 5.7 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.32 SQ.CM.
===================================================================== BEAM NO. 477 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 2 - 16MM 452. 3 - 16MM
0. 0. 2678.
5342. 1072. 6000.
YES NO YES NO NO YES
B E A M N O. 477 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 61.43 KNS Vc= 101.69 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 41.14 KNS Vc= 99.91 KNS Vs=
Laporan Perhitungan Struktur
0.00 KNS
181
Universitas Pertahanan Nasional Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 478 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1926. 3000.
YES NO YES YES
B E A M N O. 478 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 13.53 KNS Vc= 95.18 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 8.69 KNS Vc= 94.86 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 479 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
5844. 6000.
YES NO YES YES
B E A M N O. 479 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.25 KNS Vc= 100.61 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 62.40 KNS Vc= 101.75 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM =====================================================================
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182
Universitas Pertahanan Nasional BEAM NO. 480 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 2 - 16MM 452. 3 - 16MM
0. 0. 2678.
6000. 1072. 6000.
YES YES YES NO NO YES
B E A M N O. 480 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 61.98 KNS Vc= 101.79 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 40.75 KNS Vc= 100.42 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 481 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
2926. 3000.
YES NO YES YES
B E A M N O. 481 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 11.41 KNS Vc= 95.00 KNS Vs= 0.00 KNS Tu= 0.36 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 10.81 KNS Vc= 94.96 KNS Vs= 0.00 KNS Tu= 0.36 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 482 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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183
Universitas Pertahanan Nasional
1 2 3
48. 3 - 16MM 452. 3 - 16MM 452. 2 - 16MM
0. 0. 1678.
5847. 1572. 6000.
YES NO YES NO NO YES
B E A M N O. 482 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 41.01 KNS Vc= 100.32 KNS Vs= 0.00 KNS Tu= 0.12 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 61.40 KNS Vc= 101.82 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 483 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 483 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.95 KNS Vc= 96.70 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 42.36 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 484 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1
48.
4 - 16MM
0.
4780.
Laporan Perhitungan Struktur
YES YES
184
Universitas Pertahanan Nasional 2 3 4
452. 420. 452.
4 - 16MM 1 - 16MM 2 - 16MM
0. 0. 2813.
1950. 1950. 4780.
YES NO YES NO NO YES
B E A M N O. 484 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 89.25 KNS Vc= 101.28 KNS Vs= 17.71 KNS Tu= 17.69 KN-MET Tc= 3.4 KN-MET Ts= 23.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.47 SQ.CM. AT END SUPPORT - Vu= 14.01 KNS Vc= 94.35 KNS Vs= 0.00 KNS Tu= 17.69 KN-MET Tc= 3.4 KN-MET Ts= 23.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.47 SQ.CM. ===================================================================== BEAM NO. 485 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
132. 0. 0.
1220. 1220. 1220.
NO YES YES YES YES YES
B E A M N O. 485 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 112.54 KNS Tu= 29.0 KN-MET Vc= 103.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 108.12 KNS Tu= 29.0 KN-MET Vc= 103.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 486 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 3 - 16MM
0. 1199. 0.
1676. 3000. 3000.
Laporan Perhitungan Struktur
YES NO NO YES YES YES
185
Universitas Pertahanan Nasional B E A M N O. 486 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 19.33 KNS Vc= 94.66 KNS Vs= 0.00 KNS Tu= 3.48 KN-MET Tc= 3.4 KN-MET Ts= 4.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1050. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. AT END SUPPORT - Vu= 20.07 KNS Vc= 94.68 KNS Vs= 0.00 KNS Tu= 3.48 KN-MET Tc= 3.4 KN-MET Ts= 4.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1050. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. ===================================================================== BEAM NO. 487 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 452. 2 - 16MM
0. 0. 1032.
5500. 1489. 5500.
YES YES YES NO NO YES
B E A M N O. 487 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 44.29 KNS Vc= 99.98 KNS Vs= 0.00 KNS Tu= 0.34 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2300. MM AT END SUPPORT - Vu= 50.49 KNS Vc= 100.96 KNS Vs= 0.00 KNS Tu= 0.59 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2300. MM ===================================================================== BEAM NO. 488 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
Laporan Perhitungan Struktur
500. 500.
YES YES YES YES
186
Universitas Pertahanan Nasional B E A M N O. 488 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 488 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 488 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 490 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 490 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.95 KNS Vc= 96.70 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 42.36 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 491 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
4780. 4780. 4780.
YES YES YES YES YES YES
B E A M N O. 491 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 89.24 KNS Vc= 101.28 KNS Vs= 17.71 KNS Tu= 17.69 KN-MET Tc= 3.4 KN-MET Ts= 23.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
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187
Universitas Pertahanan Nasional PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.47 SQ.CM. AT END SUPPORT - Vu= 14.01 KNS Vc= 94.35 KNS Vs= 0.00 KNS Tu= 17.69 KN-MET Tc= 3.4 KN-MET Ts= 23.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.47 SQ.CM. ===================================================================== BEAM NO. 492 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
1220. 1220. 1220.
YES YES YES YES YES YES
B E A M N O. 492 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 112.55 KNS Tu= 29.0 KN-MET Vc= 103.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 108.12 KNS Tu= 29.0 KN-MET Vc= 103.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 493 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1926. 3000.
YES NO YES YES
B E A M N O. 493 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 19.34 KNS Vc= 94.66 KNS Vs= 0.00 KNS Tu= 3.50 KN-MET Tc= 3.4 KN-MET Ts= 4.7 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1050. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. AT END SUPPORT - Vu= 20.06 KNS Vc= 94.68 KNS Vs= 0.00 KNS Tu= 3.50 KN-MET Tc= 3.4 KN-MET Ts= 4.7 KN-MET LOAD 11
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188
Universitas Pertahanan Nasional STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1050. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. ===================================================================== BEAM NO. 494 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 452. 2 - 16MM
0. 0. 1948.
5500. 1947. 5500.
YES YES YES NO NO YES
B E A M N O. 494 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 44.29 KNS Vc= 99.98 KNS Vs= 0.00 KNS Tu= 0.34 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2300. MM AT END SUPPORT - Vu= 50.49 KNS Vc= 100.96 KNS Vs= 0.00 KNS Tu= 0.60 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2300. MM ===================================================================== BEAM NO. 495 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 495 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 495 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 495 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.
Laporan Perhitungan Struktur
189
Universitas Pertahanan Nasional
===================================================================== BEAM NO. 497 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
5346. 6000.
YES NO YES YES
B E A M N O. 497 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 61.99 KNS Vc= 101.80 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 40.75 KNS Vc= 100.44 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 498 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 3 - 16MM
0. 2199. 0.
1676. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 498 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 11.38 KNS Vc= 95.00 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 10.84 KNS Vc= 94.96 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 499 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS
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190
Universitas Pertahanan Nasional LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 3 - 16MM 452. 2 - 16MM
0. 0. 2178.
6000. 2572. 6000.
YES YES YES NO NO YES
B E A M N O. 499 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 41.03 KNS Vc= 100.31 KNS Vs= 0.00 KNS Tu= 0.09 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 61.37 KNS Vc= 101.82 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 500 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 500 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 61.81 KNS Vc= 101.78 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 40.82 KNS Vc= 100.35 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 501 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
Laporan Perhitungan Struktur
TO ANCHOR STA END
191
Universitas Pertahanan Nasional _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 501 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 11.45 KNS Vc= 95.02 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 10.77 KNS Vc= 94.98 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 502 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 3 - 16MM 452. 2 - 16MM
0. 0. 2178.
6000. 1572. 6000.
YES YES YES NO NO YES
B E A M N O. 502 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.89 KNS Vc= 100.26 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 61.64 KNS Vc= 101.76 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 504 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 2 - 16MM 452. 3 - 16MM
0. 0. 2678.
6000. 1572. 6000.
Laporan Perhitungan Struktur
YES YES YES NO NO YES
192
Universitas Pertahanan Nasional
B E A M N O. 504 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.95 KNS Vc= 101.99 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 41.81 KNS Vc= 100.24 KNS Vs= 0.00 KNS Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 505 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1926. 3000.
YES NO YES YES
B E A M N O. 505 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 16.04 KNS Vc= 95.77 KNS Vs= 0.00 KNS Tu= 0.88 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 6.18 KNS Vc= 95.14 KNS Vs= 0.00 KNS Tu= 0.88 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 506 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 3 - 16MM 452. 3 - 16MM
0. 0. 1678.
6000. 2072. 6000.
YES YES YES NO NO YES
B E A M N O. 506 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 41.65 KNS Vc= 98.95 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
Laporan Perhitungan Struktur
193
Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.72 KNS Vc= 96.69 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 507 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 507 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 0.10 KNS Vc= 93.64 KNS Vs= 0.00 KNS Tu= 3.71 KN-MET Tc= 3.4 KN-MET Ts= 4.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. AT END SUPPORT - Vu= 0.26 KNS Vc= 93.67 KNS Vs= 0.00 KNS Tu= 3.71 KN-MET Tc= 3.4 KN-MET Ts= 4.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. ===================================================================== BEAM NO. 508 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 508 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.23 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 1.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
Laporan Perhitungan Struktur
194
Universitas Pertahanan Nasional
AT END SUPPORT - Vu= 41.67 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 1.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 509 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 509 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 8.70 KNS Vc= 98.66 KNS Vs= 0.00 KNS Tu= 0.73 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 6.60 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 0.73 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 510 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 510 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 510 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 510 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 511 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
195
Universitas Pertahanan Nasional LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 511 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 511 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 511 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 512 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 252. 2 - 16MM 252. 2 - 16MM
0. 0. 1185.
3000. 1440. 3000.
YES YES YES NO NO YES
B E A M N O. 512 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.07 KNS Vc= 43.20 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.39 KNS Vc= 44.30 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 513 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 48. 3 - 16MM 452. 4 - 16MM
0. 104. 0.
Laporan Perhitungan Struktur
644. 1000. 1000.
YES NO NO YES YES YES
196
Universitas Pertahanan Nasional
B E A M N O. 513 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 197.96 KNS Vc= 103.95 KNS Vs= 160.00 KNS Tu= 2.66 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 153. MM C/C FOR 50. MM AT END SUPPORT - Vu= 196.91 KNS Vc= 103.95 KNS Vs= 158.60 KNS Tu= 2.66 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 155. MM C/C FOR 50. MM ===================================================================== BEAM NO. 514 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 3 - 16MM
0. 115. 0.
676. 1000. 1000.
YES NO NO YES YES YES
B E A M N O. 514 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 19.30 KNS Vc= 95.12 KNS Vs= 0.00 KNS Tu= 10.44 KN-MET Tc= 3.4 KN-MET Ts= 13.9 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.23 SQ.CM. AT END SUPPORT - Vu= 18.25 KNS Vc= 95.11 KNS Vs= 0.00 KNS Tu= 10.44 KN-MET Tc= 3.4 KN-MET Ts= 13.9 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.23 SQ.CM. ===================================================================== BEAM NO. 515 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
1000. 1000.
Laporan Perhitungan Struktur
YES YES YES YES
197
Universitas Pertahanan Nasional B E A M N O. 515 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 6.18 KNS Vc= 96.87 KNS Vs= 0.00 KNS Tu= 9.58 KN-MET Tc= 3.4 KN-MET Ts= 12.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.96 SQ.CM. AT END SUPPORT - Vu= 6.18 KNS Vc= 97.27 KNS Vs= 0.00 KNS Tu= 9.58 KN-MET Tc= 3.4 KN-MET Ts= 12.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.96 SQ.CM. ===================================================================== BEAM NO. 516 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
3500. 3500. 3500.
YES YES YES YES YES YES
B E A M N O. 516 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.41 KNS Vc= 96.26 KNS Vs= 0.00 KNS Tu= 25.20 KN-MET Tc= 3.4 KN-MET Ts= 33.6 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.79 SQ.CM. AT END SUPPORT - Vu= 79.66 KNS Vc= 99.53 KNS Vs= 6.69 KNS Tu= 24.98 KN-MET Tc= 3.4 KN-MET Ts= 33.3 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.72 SQ.CM. ===================================================================== BEAM NO. 517 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
3206. 3206. 3500. 3500.
Laporan Perhitungan Struktur
YES NO YES NO YES YES YES YES
198
Universitas Pertahanan Nasional
B E A M N O. 517 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 46.55 KNS Vc= 96.74 KNS Vs= 0.00 KNS Tu= 22.02 KN-MET Tc= 3.4 KN-MET Ts= 29.4 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.81 SQ.CM. AT END SUPPORT - Vu= 103.21 KNS Vc= 101.67 KNS Vs= 35.94 KNS Tu= 22.02 KN-MET Tc= 3.4 KN-MET Ts= 29.4 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.81 SQ.CM.
===================================================================== BEAM NO. 518 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
3500. 3500. 3500. 3500.
YES YES YES YES YES YES YES YES
B E A M N O. 518 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.43 KNS Vc= 96.37 KNS Vs= 0.00 KNS Tu= 24.02 KN-MET Tc= 3.4 KN-MET Ts= 32.0 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.42 SQ.CM. AT END SUPPORT - Vu= 79.84 KNS Vc= 100.13 KNS Vs= 6.33 KNS Tu= 23.87 KN-MET Tc= 3.4 KN-MET Ts= 31.8 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.38 SQ.CM.
===================================================================== BEAM NO. 519 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
3206. 3206. 3500. 3500.
YES NO YES NO YES YES YES YES
B E A M N O. 519 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 46.12 KNS Vc= 96.75 KNS Vs= 0.00 KNS Tu= 20.79 KN-MET Tc= 3.4 KN-MET Ts= 27.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.43 SQ.CM. AT END SUPPORT - Vu= 102.77 KNS Vc= 102.51 KNS Vs= 34.52 KNS Tu= 20.79 KN-MET Tc= 3.4 KN-MET Ts= 27.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.43 SQ.CM. ===================================================================== BEAM NO. 520 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
3500. 3500. 3500. 3500.
YES YES YES YES YES YES YES YES
B E A M N O. 520 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 46.38 KNS Vc= 96.72 KNS Vs= 0.00 KNS Tu= 22.13 KN-MET Tc= 3.4 KN-MET Ts= 29.5 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.84 SQ.CM. AT END SUPPORT - Vu= 103.04 KNS Vc= 101.67 KNS Vs= 35.71 KNS Tu= 22.13 KN-MET Tc= 3.4 KN-MET Ts= 29.5 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.84 SQ.CM. ===================================================================== BEAM NO. 521 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS
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200
Universitas Pertahanan Nasional LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
3343. 3500. 3500.
YES NO YES YES YES YES
B E A M N O. 521 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.50 KNS Vc= 96.27 KNS Vs= 0.00 KNS Tu= 25.18 KN-MET Tc= 3.4 KN-MET Ts= 33.6 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.78 SQ.CM. AT END SUPPORT - Vu= 79.75 KNS Vc= 99.53 KNS Vs= 6.81 KNS Tu= 24.96 KN-MET Tc= 3.4 KN-MET Ts= 33.3 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.71 SQ.CM. ===================================================================== BEAM NO. 522 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
3500. 3500. 3500. 3500.
YES YES YES YES YES YES YES YES
B E A M N O. 522 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.84 KNS Vc= 96.73 KNS Vs= 0.00 KNS Tu= 20.95 KN-MET Tc= 3.4 KN-MET Ts= 27.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.48 SQ.CM. AT END SUPPORT - Vu= 102.50 KNS Vc= 102.49 KNS Vs= 34.17 KNS Tu= 20.95 KN-MET Tc= 3.4 KN-MET Ts= 27.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.48 SQ.CM.
===================================================================== BEAM NO. 523 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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Universitas Pertahanan Nasional LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
3498. 3498. 3500. 3500.
YES NO YES NO YES YES YES YES
B E A M N O. 523 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.53 KNS Vc= 96.37 KNS Vs= 0.00 KNS Tu= 24.01 KN-MET Tc= 3.4 KN-MET Ts= 32.0 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.42 SQ.CM. AT END SUPPORT - Vu= 79.95 KNS Vc= 100.13 KNS Vs= 6.47 KNS Tu= 23.86 KN-MET Tc= 3.4 KN-MET Ts= 31.8 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.37 SQ.CM. ===================================================================== BEAM NO. 524 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 0. 1703.
4200. 4200. 922. 4200.
YES YES YES YES YES NO NO YES
B E A M N O. 524 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 95.18 KNS Vc= 70.69 KNS Vs= 56.21 KNS Tu= 0.40 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 93.82 KNS Vc= 70.69 KNS Vs= 54.41 KNS Tu= 0.40 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM =====================================================================
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional BEAM NO. 525 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 352. 2 - 16MM
0. 0. 0. 1703.
4200. 4200. 922. 4200.
YES YES YES YES YES NO NO YES
B E A M N O. 525 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 94.92 KNS Vc= 70.80 KNS Vs= 55.76 KNS Tu= 0.46 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 94.08 KNS Vc= 70.80 KNS Vs= 54.64 KNS Tu= 0.46 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 526 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 526 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 93.78 KNS Vc= 70.72 KNS Vs= 54.32 KNS Tu= 0.42 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 95.22 KNS Vc= 70.72 KNS Vs= 56.25 KNS Tu= 0.42 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 527 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
203
Universitas Pertahanan Nasional LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 527 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 94.00 KNS Vc= 70.85 KNS Vs= 54.48 KNS Tu= 0.49 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 95.00 KNS Vc= 70.85 KNS Vs= 55.83 KNS Tu= 0.49 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 534 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 3 - 16MM 452. 3 - 16MM
0. 0. 0. 2136.
5000. 5000. 989. 5000.
YES YES YES YES YES NO NO YES
B E A M N O. 534 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 122.74 KNS Vc= 109.59 KNS Vs= 54.06 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2050. MM AT END SUPPORT - Vu= 122.74 KNS Vc= 109.59 KNS Vs= 54.06 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2050. MM ===================================================================== BEAM NO. 535 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS
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LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 0. 1953. 1953.
5000. 5000. 1172. 1172. 5000. 5000.
YES YES YES YES YES NO YES NO NO YES NO YES
B E A M N O. 535 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 128.44 KNS Vc= 76.99 KNS Vs= 94.27 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 128.45 KNS Vc= 76.99 KNS Vs= 94.27 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 536 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 0. 1953. 1953.
5000. 5000. 1172. 1172. 5000. 5000.
YES YES YES YES YES NO YES NO NO YES NO YES
B E A M N O. 536 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 126.32 KNS Vc= 77.14 KNS Vs= 91.29 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 126.32 KNS Vc= 77.14 KNS Vs= 91.29 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional ===================================================================== BEAM NO. 544 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 352. 2 - 16MM
0. 0.
2500. 2500.
YES YES YES YES
B E A M N O. 544 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.59 KNS Vc= 66.41 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.8 KN-MET Ts= 8.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.81 SQ.CM. AT END SUPPORT - Vu= 27.19 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.8 KN-MET Ts= 8.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.81 SQ.CM. ===================================================================== BEAM NO. 545 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1823.
2500. 1822. 2500.
YES YES YES NO NO YES
B E A M N O. 545 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.56 KNS Vc= 65.01 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 1.8 KN-MET Ts= 8.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.76 SQ.CM. AT END SUPPORT - Vu= 27.16 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 1.8 KN-MET Ts= 8.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.76 SQ.CM.
Laporan Perhitungan Struktur
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===================================================================== BEAM NO. 546 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 7000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
7000. 7000.
YES YES YES YES
B E A M N O. 546 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 12.56 KNS Vc= 103.94 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 11.54 KNS Vc= 155.44 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 549 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 7000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6843. 7000.
YES NO YES YES
B E A M N O. 549 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 12.56 KNS Vc= 103.94 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 11.54 KNS Vc= 155.53 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 550 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 352. 2 - 16MM
0. 0.
1992. 2500.
Laporan Perhitungan Struktur
YES NO YES YES
207
Universitas Pertahanan Nasional
B E A M N O. 550 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.19 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.8 KN-MET Ts= 8.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.81 SQ.CM. AT END SUPPORT - Vu= 37.59 KNS Vc= 66.41 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.8 KN-MET Ts= 8.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.81 SQ.CM. ===================================================================== BEAM NO. 551 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 352. 2 - 16MM
0. 0.
1975. 2500.
YES NO YES YES
B E A M N O. 551 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.16 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 1.8 KN-MET Ts= 8.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.76 SQ.CM. AT END SUPPORT - Vu= 37.56 KNS Vc= 65.01 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 1.8 KN-MET Ts= 8.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.76 SQ.CM. ===================================================================== BEAM NO. 552 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 7000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 4 - 16MM 452. 2 - 16MM
0. 0.
6753. 7000.
Laporan Perhitungan Struktur
YES NO YES YES
208
Universitas Pertahanan Nasional
B E A M N O. 552 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 50.99 KNS Vc= 117.49 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 3050. MM AT END SUPPORT - Vu= 50.93 KNS Vc= 117.04 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 3050. MM ********************END OF BEAM DESIGN************************** 261. DESIGN COLUMN 1 TO 140 177 TO 224 540 TO 543 ==================================================================== COLUMN NO.
1 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
2 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2168.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
3 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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12 - 16 MM 2.681 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
4 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
5 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
6 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2223.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
7 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM
1.508
3
STA
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0.650
210
Universitas Pertahanan Nasional (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
8 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
9 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
10 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
11 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO.
12 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
13 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
14 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
15 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1467.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ====================================================================
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212
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COLUMN NO.
16 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
17 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
18 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1467.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
19 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
20 DESIGN PER ACI 318-05 - AXIAL + BENDING
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213
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FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
21 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2097.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
22 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
23 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
24 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
Laporan Perhitungan Struktur
214
Universitas Pertahanan Nasional AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
25 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
26 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
27 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2223.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
28 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM
Laporan Perhitungan Struktur
215
Universitas Pertahanan Nasional BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
29 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2168.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
30 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
31 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
32 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
Laporan Perhitungan Struktur
216
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12 - 16 MM 1.970 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
33 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
34 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
35 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
36 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1782.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM
2.681
16
Laporan Perhitungan Struktur
END
0.650
217
Universitas Pertahanan Nasional (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
37 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
38 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
39 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1593.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
40 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
Laporan Perhitungan Struktur
218
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==================================================================== COLUMN NO.
41 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
42 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1656.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
43 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2048.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
44 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 3111.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ====================================================================
Laporan Perhitungan Struktur
219
Universitas Pertahanan Nasional COLUMN NO.
45 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2475.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 3.574 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
46 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
47 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 3111.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
48 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2475.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 3.574 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
49 DESIGN PER ACI 318-05 - AXIAL + BENDING
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220
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FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
50 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
51 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1656.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
52 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
53 DESIGN PER ACI 318-05 - AXIAL + BENDING
Laporan Perhitungan Struktur
221
Universitas Pertahanan Nasional FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
54 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1593.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
55 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
56 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
57 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1782.0 SQ. MM
Laporan Perhitungan Struktur
222
Universitas Pertahanan Nasional BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
58 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
59 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
60 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
61 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION
REINF PCT. LOAD LOCATION PHI
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223
Universitas Pertahanan Nasional ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
62 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
63 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 19 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
64 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
65 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2854.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM
2.626
17
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END
0.650
224
Universitas Pertahanan Nasional (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
66 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
67 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1824.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
68 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2597.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
69 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1782.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
Laporan Perhitungan Struktur
225
Universitas Pertahanan Nasional
==================================================================== COLUMN NO.
70 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1824.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
71 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
72 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
73 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ====================================================================
Laporan Perhitungan Struktur
226
Universitas Pertahanan Nasional COLUMN NO.
74 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2425.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
75 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1908.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
76 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
77 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2425.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
78 DESIGN PER ACI 318-05 - AXIAL + BENDING
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227
Universitas Pertahanan Nasional FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1908.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
79 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
80 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
81 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
82 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM
Laporan Perhitungan Struktur
228
Universitas Pertahanan Nasional BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
83 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
84 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1656.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
85 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
86 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2940.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
Laporan Perhitungan Struktur
229
Universitas Pertahanan Nasional 16 - 16 MM 2.626 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
87 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
88 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
89 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
90 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
Laporan Perhitungan Struktur
230
Universitas Pertahanan Nasional TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
91 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2496.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.011 18 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
92 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2511.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
93 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1215.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 16 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
94 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2272.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 18 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
Laporan Perhitungan Struktur
231
Universitas Pertahanan Nasional ==================================================================== COLUMN NO.
95 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2682.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
96 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1656.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
97 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
98 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2682.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
99 DESIGN PER ACI 318-05 - AXIAL + BENDING
Laporan Perhitungan Struktur
232
Universitas Pertahanan Nasional
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2097.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 100 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 101 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 102 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 103 DESIGN PER ACI 318-05 - AXIAL + BENDING
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233
Universitas Pertahanan Nasional FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 104 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 105 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2097.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 106 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 107 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM
Laporan Perhitungan Struktur
234
Universitas Pertahanan Nasional BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 108 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2097.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 109 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 110 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 111 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 12 - 16 MM 2.681 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 112 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 113 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 114 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 115 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2272.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 16 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 116 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2682.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 117 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1593.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 118 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2496.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.011 16 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 119 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2597.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ====================================================================
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COLUMN NO. 120 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1278.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 16 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 121 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2048.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 122 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1482.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.313 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 123 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1215.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 124 DESIGN PER ACI 318-05 - AXIAL + BENDING
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FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2048.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 125 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1482.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.313 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 126 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1215.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 127 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 17 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 128 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1482.2 SQ. MM
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BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.313 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 129 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 900.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 130 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 13 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 131 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1653.7 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 132 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1341.0 SQ. MM BAR CONFIGURATION
REINF PCT. LOAD LOCATION PHI
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Universitas Pertahanan Nasional ---------------------------------------------------------8 - 16 MM 1.787 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 133 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2272.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 134 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2272.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 135 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 15 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 136 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1653.7 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 137 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1341.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 138 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 17 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 139 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1482.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.313 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 140 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 900.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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Universitas Pertahanan Nasional ==================================================================== COLUMN NO. 177 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 178 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 179 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 180 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 181 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 182 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 183 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 184 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 185 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 186 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 187 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 188 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
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Universitas Pertahanan Nasional TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 189 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 190 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 191 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 192 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
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Universitas Pertahanan Nasional TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 193 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 194 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 195 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 196 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM
1.005
1
END
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Universitas Pertahanan Nasional (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 197 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 198 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 199 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 200 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 201 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 202 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 203 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 204 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 205 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 206 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 207 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 208 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 209 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 210 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 211 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 212 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional
8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 213 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 214 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 215 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 216 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 217 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1824.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 218 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1824.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 219 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 17 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 220 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
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Universitas Pertahanan Nasional TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 221 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 222 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 223 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 224 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 19 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 540 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1467.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 11 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 541 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1467.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 11 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 542 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1341.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 11 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 543 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1341.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 11 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ********************END OF COLUMN DESIGN RESULTS********************
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Universitas Pertahanan Nasional
262. END CONCRETE DESIGN 263. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= MAR 27,2012 TIME= 11:43:16 **** ************************************************************ * For questions on STAAD.Pro, please contact * * Research Engineers Offices at the following locations * * * * Telephone Email * * USA: +1 (714)974-2500 [email protected] * * CANADA +1 (905)632-4771 [email protected] * * UK +44(1454)207-000 [email protected] * * NORWAY +47 67 57 21 30 [email protected] * * SINGAPORE +65 6225-6158 [email protected] * * INDIA +91(033)4006-2021 [email protected] * * JAPAN +81(03)5952-6500 [email protected] * * CHINA +86(411)8479-1166 [email protected] * * THAILAND +66(0)2645-1018/19 [email protected] * * * * North America [email protected] * * Europe [email protected] * * Asia [email protected] * ************************************************************
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SENTUL-BOGOR JAWA BARAT
Rukan Fatmawati Festival No B1 Jl. RS Fatmawati Raya No 50 Jakarta Selatan
Juni 2012 i
DAFTAR ISI Cover ................................................................................................................................
i
Daftar Isi............................................................................................................................ ii 1. Outline Bangunan........................................................................................................ 1 2. Kriteria Disain dan Spesifikasi ..................................................................................... 1 A. Standar Desain ............................................................................................... 1 B. Program Komputer........................................................................................... 1 C. Spesifikasi Material ......................................................................................... 1 D. Spesifikasi Beban ........................................................................................... 3 3. Perhitungan Beban Gempa ......................................................................................... 4 4. Analisa Struktur .......................................................................................................... 9 A. Perhitungan Pelat.............................................................................................. 13 - Plat Type A.................................................................................................. 13 - Pelat Type B................................................................................................ 15 - Pelat Type C................................................................................................ 17 - Pelat Type D................................................................................................ 19 B. Perhitungan Tangga.......................................................................................... 21 C. Perhitungan Pondasi ......................................................................................... 24 D. Perhitungan Pile Cap ........................................................................................ 27 5. Output Data Staadproo................................................................................................ 43
ii
Universitas Pertahanan Nasional
1. Outline Bangunan A. Nama Proyek PERENCANAN PEMBANGUNAN UNIVERSITAS PERTAHANAN INDONESIA B. Perencana Struktur Ir. Mochammad Shokeh, MT C. Lokasi Site : SENTUL, BOGOR D. Peruntukan Gedung Perkuliahan E. Dimensi (1) Luas Gedung : - Lantai 1 = 551.64 m2 - Lantai 2 = 551.64 m2 - Lantai 3 = 551.64 m2 - Lantai atap = 551.64 m2 (2) Jumlah Lapis
: 3 lapis ( konstruksi beton )
2. Kriteria Disain dan Spesifikasi A. Standar Disain -
ACI-318 – 2002 AISC LRFD 2003 Tata Cara Perencanaan Struktur Baja untuk Bangunan Gedung ( SNI 03-1729-2002 ) Tata Cara Perencanaan Struktur Beton untuk Bangunan Gedung ( SNI 03-2847-2002 )
B. Program Komputer -
Software yang digunakan : StaadPro 2007 ( Research Engineers International / Bentley )
C. Spesifikasi Material -
Beton K250 -- Fc’ = 20.75 MPa
Laporan Perhitungan Struktur
1
Universitas Pertahanan Nasional
-
Baja Tulangan Mutu Baja BJTD-40
-
Tegangan Leleh Fy = 4000 kg/cm2
Penggunaan Struktur utama
Tegangan Leleh Fy = 2400 kg/cm2
Penggunaan Struktur utama
Baja Profil Mutu Baja SS-400
ISOMETRIK BANGUNAN
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional D. Spesifikasi Pembebanan BEBAN MATI Beban Atap (Rafter) Genteng Plafon + Rangka Total
= 0.50 kN/m2 = 0.15 kN/m2 = 0.65 kN/m2
Beban Mati Lantai
= 4.0 kN/m2
BEBAN HIDUP Beban Hidup Atap (Air hujan)
= 0.20 kN/m2
Beban Hidup Lantai
= 2.5 kN/m2
BEBAN GEMPA Zone Gempa Jenis Tanah
=3 = Sedang
Laporan Perhitungan Struktur
3
Universitas Pertahanan Nasional 3. PERHITUNGAN BEBAN GEMPA 1. Berat tiap lantai
Beam
L/C Section 3 0.5 6 0.5 9 0.5 12 0.5 15 0.5 18 0.5 21 0.5 24 0.5 27 0.5 30 0.5 33 0.5 36 0.5 39 0.5 42 0.5 45 0.5 48 0.5 51 0.5 54 0.5 57 0.5 60 0.5 63 0.5 66 0.5 69 0.5 72 0.5 75 0.5 78 0.5 81 0.5 84 0.5 87 0.5 90 0.5 93 0.5 96 0.5 99 0.5 102 0.5 105 0.5 108 0.5 111 0.5 114 0.5 117 0.5
Axial Force kN 44.897 71.452 65.522 64.791 111.123 111.107 64.8 65.839 71.538 44.91 59.555 117.843 106.413 99.107 239.135 239.167 99.068 103.959 117.198 59.511 30.028 73.032 100.091 100.522 122.918 123.165 99.55 104.13 73.41 30.128 5.351 35.705 66.805 64.95 69.82 69.956 64.374 67.008 35.104
Laporan Perhitungan Struktur
Shear-Y Shear-Z Torsion kN kN kNm -3.888 8.667 0.019 1.379 11.815 0.006 0.269 9.594 0.011 0.117 9.724 -0.023 -1.015 9.89 -0.186 1.015 9.882 0.189 -0.116 9.721 0.023 -0.269 9.702 -0.011 -1.378 11.842 -0.006 3.889 8.682 -0.023 -6.183 -7.249 -0.088 2.173 -6.909 0.012 0.147 -5.485 0.007 0.082 -5.622 -0.017 -8.67 -10.538 -0.027 8.666 -10.547 0.028 -0.079 -5.649 0.016 -0.113 -5.691 -0.008 -2.209 -7.077 -0.013 6.176 -7.238 0.092 -4.035 5.407 -0.008 -0.115 6.06 0.026 0.613 7.178 -0.01 0.55 5.997 -0.035 -3.892 6.037 -0.005 3.87 6.028 0.006 -0.367 5.951 0.034 -0.046 5.801 0.008 -0.598 5.924 -0.025 4.029 5.406 -0.001 -1.103 -4.081 0.017 -1.216 -7.197 -0.102 0.185 -11.291 0.003 0.329 -9.553 -0.045 -1.855 -10.874 -0.167 1.837 -10.881 0.169 -0.17 -9.524 0.043 -0.16 -9.477 -0.003 1.045 -7.095 0.098
MomentY kNm -0.067 0.451 1.956 2.04 0.999 0.999 2.039 2.013 0.459 -0.067 0.013 0.427 -0.697 -0.951 -0.933 -0.935 -0.965 -0.93 0.406 0.006 -3.306 -1.807 0.086 0.967 0.637 0.638 0.98 0.912 -1.798 -3.216 1.09 0.653 -0.518 -1.982 -1.519 -1.523 -2.029 -1.947 0.644
MomentZ kNm -0.025 0.011 -0.017 -0.103 0.897 -0.897 0.103 0.019 -0.012 0.026 0.12 0.349 -0.046 -0.161 1.676 -1.673 0.147 0.075 -0.377 -0.106 -0.556 0.276 0.343 -0.243 0.784 -0.767 0.156 0.072 -0.674 0.645 -0.952 0.383 -0.041 -0.09 0.16 -0.149 0.061 0.055 -0.359 4
Universitas Pertahanan Nasional 120 123 126 129 132 137 140
0.5 0.5 0.5 0.5 0.5 0.5 0.5 W3 =
Beam 2 5 8 11 14 17 20 23 26 29 32 35 38 41 44 47 50 53 56 59 62 65 68 71 74 77 80 83 86 89 92 95 98
L/C
2.439 50.374 50.397 17.815 15.4 15.327 17.628
1.149 -3.206 3.208 -1.373 1.041 -1.071 1.356
-3.74 4.597 4.59 -2.056 -4.141 -4.094 -2.488
-0.021 -0.237 0.241 0.014 -0.114 0.107 -0.02
0.702 0.266 0.265 -0.324 -0.587 -0.577 -0.145
0.94 0.233 -0.233 -0.939 0.797 -0.784 0.938
3462.362
Section 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Axial Force kN 142.044 215.457 174.741 175.303 224.26 224.292 175.286 174.947 215.597 142.054 183.95 280.242 214.442 210.451 432.886 432.905 210.545 215.214 278.805 183.981 141.725 245.35 257.225 211.163 253.072 253.344 210.148 215.686 229.724 141.83 99.597 164.275 200.948
Laporan Perhitungan Struktur
Shear-Y kN -5.882 1.972 0.216 -0.125 0.277 -0.276 0.125 -0.214 -1.974 5.883 -9.052 4.146 0.128 -0.005 -10.141 10.138 -0.016 -0.038 -4.239 9.061 -7.32 0.59 1.719 0.393 -4.61 4.595 -0.315 -0.001 -2.493 7.455 -2.772 -1.002 0.285
Shear-Z Torsion Moment- MomentkN kNm Y kNm Z kNm 12.459 -0.055 1.837 1.082 16.879 -0.079 2.05 -0.235 11.242 -0.045 0.928 0.016 11.133 -0.025 0.867 0.139 12.812 -0.127 1.523 -0.012 12.794 0.133 1.523 0.012 11.084 0.045 0.859 -0.139 11.075 0.042 0.884 -0.018 16.871 0.06 2.048 0.237 12.444 0.054 1.831 -1.083 -12.01 0.106 -1.611 1.347 -12.553 -0.052 -1.343 -0.559 -7.187 -0.022 -0.545 -0.03 -7.056 -0.013 -0.486 0.166 -15.246 -0.042 -1.385 0.835 -15.265 0.048 -1.385 -0.837 -7.127 0.024 -0.486 -0.159 -7.29 0.022 -0.497 -0.004 -12.789 0.044 -1.379 0.593 -12.021 -0.11 -1.613 -1.357 14.501 -0.167 2.041 1.03 13.563 -0.095 1.261 -0.006 11.604 -0.034 1.087 -0.255 7.659 -0.038 0.505 0.014 8.301 0.027 0.448 0.292 8.28 -0.023 0.446 -0.297 7.518 0.048 0.481 -0.02 7.398 0.034 0.495 -0.042 13.32 0.086 1.215 0.346 14.28 0.168 1.974 -1.09 -10.182 0.171 -1.108 0.894 -13.334 -0.211 -1.564 0.092 -16.284 -0.046 -1.963 -0.004 5
Universitas Pertahanan Nasional 101 104 107 110 113 116 119 122 125 128 131 136 139
0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
173.888 192.918 193.145 172.813 176.77 162.498 103.157 89.378 89.342 32.488 39.581 39.859 32.245
0.515 -3.7 3.685 -0.365 -0.243 0.808 2.843 -4.301 4.305 -3.453 3.418 -3.438 3.417
-10.901 -12.575 -12.59 -10.839 -10.972 -13.214 -8.846 5.491 5.475 -3.379 -4.98 -4.97 -4.574
-0.018 -0.389 0.396 0.04 0.042 0.193 -0.196 -0.169 0.176 0.233 -0.353 0.34 -0.235
-0.929 -2.589 -2.583 -0.89 -0.894 -1.527 -0.927 1.219 1.219 -0.58 -1.124 -1.114 -0.695
0.059 -0.541 0.544 -0.092 -0.012 -0.043 -0.902 0.642 -0.642 0.933 -0.586 0.594 -0.928
W2+W3 = 8629.571 W2 = 5167.209
Beam 1 4 7 10 13 16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76
L/C
Section 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Axial Force kN 243.219 362.947 287.873 289.069 340.548 340.662 289.01 287.975 363.098 243.213 312.241 445.467 327.355 324.233 632.645 632.647 324.33 330.1 443.354 312.306 258.687 418.941 416.029 324.76 382.609 382.931
Laporan Perhitungan Struktur
Shear-Y kN -5.056 1.294 -0.039 -0.153 0.929 -0.928 0.154 0.039 -1.293 5.056 -6.837 3.503 0.03 0.069 -6.865 6.864 -0.075 0.02 -3.55 6.834 -4.65 -0.425 1.73 0.264 -3.26 3.271
Shear-Z Torsion Moment- MomentkN kNm Y kNm Z kNm 10.702 -0.034 4.749 1.982 13.598 -0.079 7.133 -0.637 8.022 -0.048 5.816 0.024 8.058 -0.045 5.778 0.098 10.768 -0.041 4.54 0.576 10.75 0.049 4.544 -0.575 8.017 0.063 5.802 -0.098 7.946 0.047 5.9 -0.024 13.57 0.063 7.16 0.637 10.689 0.031 4.755 -1.982 -9.296 -0.099 -4.279 3.829 -10.484 -0.03 -4.96 -1.286 -5.466 -0.032 -3.86 0.07 -5.264 -0.019 -3.93 -0.128 -12.541 0.024 -7.318 5.677 -12.559 -0.02 -7.315 -5.678 -5.338 0.026 -3.923 0.129 -5.509 0.029 -3.878 -0.089 -10.682 0.026 -5.024 1.299 -9.313 0.097 -4.27 -3.831 11.017 0.005 6.75 3.85 11.269 -0.028 6.029 -0.719 9.913 -0.035 4.638 -0.234 5.847 -0.024 3.842 -0.203 6.18 -0.006 4.051 2.651 6.163 0.01 4.055 -2.64 6
Universitas Pertahanan Nasional 79 82 85 88 91 94 97 100 103 106 109 112 115 118 121 124 127 130 133 134 135 138
0.5 323.702 0.5 330.75 0.5 387.579 0.5 258.715 0.5 186.484 0.5 291.826 0.5 339.884 0.5 285.372 0.5 350.934 0.5 351.16 0.5 283.937 0.5 290.489 0.5 289.261 0.5 195.505 0.5 131.403 0.5 131.276 0.5 60.201 0.5 70.93 0.5 21.152 0.5 21.202 0.5 71.431 0.5 60.732 W1+W2+W3 = 14050.17 W1 = 5420.603
Laporan Perhitungan Struktur
-0.177 5.735 0.025 5.582 -1.446 11.072 4.671 10.921 -1.75 -8.682 -1.791 -11.28 0.07 -13.279 0.302 -7.737 -2.917 -7.608 2.914 -7.628 -0.204 -7.724 -0.044 -7.877 1.676 -11.232 1.764 -7.861 -4.501 3.591 4.505 3.576 -3.375 -2.19 2.887 -3.456 -5.672 -1.731 5.667 -1.753 -2.889 -3.479 3.36 -3.014
0.032 0.033 0.02 -0.006 -0.053 -0.125 -0.067 -0.031 -0.043 0.049 0.044 0.065 0.112 0.063 -0.008 0.016 -0.086 -0.135 0.044 -0.04 0.117 0.082
3.836 3.877 5.972 6.684 -3.259 -5.164 -6.852 -5.981 -5.638 -5.637 -5.943 -5.89 -5.104 -2.563 1.479 1.483 -0.707 -1.575 -0.828 -0.829 -1.548 -1.315
0.157 -0.089 1.082 -3.891 1.645 0.099 -0.001 -0.245 3.43 -3.428 0.186 -0.009 -0.041 -1.664 0.897 -0.896 0.87 -0.384 1.809 -1.809 0.391 -0.848
7
Universitas Pertahanan Nasional
2. Waktu getar Ct = hn = T = ct * hn^3/4 =
0.0731 10
0.41 detik
3. Menghitung V V = C I /R * Wt wilayah = jenis tanah= waktu getar = didapat C =
3 (Bekasi) sedang 0.41 detik 0.55 (gbr 2 hal 51 SNI gempa)
I = 1 faktor reduksi gempa R R = 5.5 Tabel 3 hal 12 SNI gempa Wt
= 16796.54
V
= 1679.654 kN
Laporan Perhitungan Struktur
8
Universitas Pertahanan Nasional
4. Distribusi Gaya geser tiap lantai Lt 3 2 1
Wi 3462.4 5167.2 5420.6
zi 12 8 4
wi*zi 41548.34 41337.67 21682.41 104568.4
Fi 667 664 348 1680
F3 F2 F1
4. ANALISIS STRUKTUR Struktur UNIVERSITAS PERTAHANAN INDONESIA dimodelkan sebagai portal terbuka 3 dimensi, dimana beban-beban yang berasal dari atap diterima oleh portal beton (kolom dan balok). Atap menggunakan dag beton. Profil yang digunakan : Kolom : a. K1 ukuran 40x40 cm b. K2 ukuran 35x35 cm c. K3 ukuran 30x30 cm Balok : d. B1 ukuran 25x50 cm e. B2 ukuran 20x40 cm f. B3 ukuran 15x25 cm
Laporan Perhitungan Struktur
9
Universitas Pertahanan Nasional
PENOMORAN JOIN
PENOMORAN BALOK / KOLOM
Laporan Perhitungan Struktur
10
Universitas Pertahanan Nasional
Beban Mati
Beban Hidup
Laporan Perhitungan Struktur
11
Universitas Pertahanan Nasional
Beban Gempa arah X
Beban Gempa arah Z
Laporan Perhitungan Struktur
12
Universitas Pertahanan Nasional A. Perhitungan Plat Tipe Plat
= A (typ)
Tebal
=
ly
(h)
: K = fc' = fy =
20,75 MPa 400 MPa
a. Beban Mati
-
fy
q ll qu
=
22,68 ;
= =
m = req =
a.2 ( y - dirrection ) - Mty = req =
+ Mly m = req =
<
2,5
( two way slab )
63
=
14,6 kNm
Mty = Mlx =
0.001 q lx2 * 0.001 q lx2 *
54 34
= =
12,5 kNm 7,9 kNm
Mly =
0.001 q lx2 *
22
=
Rn =
øb d
1 m min = req
=
fy 0.85 fc'
=
1 m min =
1 -
1 - 2 m Rn fy 0,0018 0,0060 22,68 ;
1 - 2 m Rn fy 0,0018
=
0,0040
fy 0.85 fc'
=
22,679 ;
1 m min =
1 - 2 m Rn fy 0,0018
=
0,0051
fy 0.85 fc'
=
22,679 ;
=
Rn =
1 -
req
1 m min =
Rn =
1 -
req
req
Mu
1 -
Rn =
1 - 2 m Rn fy 0,0018 0,0026
Laporan Perhitungan Struktur
=
0,0060
= = =
0,0018
o =
0,0060
0,0040
min =
0,0018
o =
0,0040
0,0051
o =
0,0051
= min =
0,0026
o =
0,0026
d= b=
cm 2
80 mm ; 1000 mm
3,22
d= b=
As = r o * b * d =
0,0026 >
ø = 0,8
ø = 0,8
cm 2
90 mm ; 1000 mm
ø = 0,8
min
1,0 N/mm 2 2
Mu = ø b d2
90 mm ; 1000 mm
5,44
As = r o * b * d =
0,0051 >
min =
b=
2
min
2 1,9 N/mm 2 2
Mu = ø b d2
d=
As = r o * b * d =
>
kNm
min
1,5 N/mm 2 2
Mu = ø b d2
=
>
5,1
288 48 63 20 20
2,3 N/mm 2 2
= 2
min =
=
kg/m 2 kg/m 2 kg/m 2 kg/m 2 kg/m 2 + 439 kg/m 2 250 kg/m 2 927 kg/m 2 2
= = = = =
1.2 q dl + 1.6 q ll
0.85 fc'
+ Mlx
1,2
0.001 q lx2 *
q dl
req =
=
Mtx =
Berat Sendiri Plat Keramik , t 2 cm Mortar, t 3 cm beban rata-rata, ( Plafon + penggantung ) M& E
b. Beban Hidup c. Beban Ultimate
a. Pembesian : a.1 ( x - dirrection ) - Mtx m =
5
Momen 2 250 kg/cm
ly
Beban:
6
=
lx
lx
Bahan
Model Sutrultur
120 mm
4,61 d= b=
cm 2
80 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
2,05
cm 2
13
Universitas Pertahanan Nasional
b. Shrinkage and Temperature min = 0,0018 As min = 0,0018* b * d A so = 5,44 cm 2 A so = 4,61 cm 2
1,62 cm 2 tx - dirrection ty - dirrection
c. Besi Yang Digunakan D = 10 mm ; Longitudinal Re-bar ( for Shorter span ) Transversal Re-bar ( for Longer span ) No. of Re-bar per meter, Spacing of Re-bar, s tx = s ty =
150 200
Ab =
n = n tx = n ty = s = 1000/(n-1) mm ~ 200 mm ~ 200
3,22 cm 2 2,05 cm 2
= =
360 mm 600 mm
n lx = n ly =
lx - dirrection ly - dirrection
5 3
use D 10 @ 200 mm s lx = 250 mm ~ use D 10 @ 200 mm s ly = 500 mm ~
200 200
use D 10 @ 200 mm use D 10 @ 200 mm
120
SKET :
0,785 cm 2 S max = 3*h S max = 5*h A so / Ab 7 6
A so = A so =
10 @ 200 mm
Laporan Perhitungan Struktur
14
Universitas Pertahanan Nasional
Tipe Plat
= B (typ)
Tebal
=
ly
(h)
: K = fc' = fy =
20,75 MPa 400 MPa
a. Beban Mati
-
+ Mlx m = req =
a.2 ( y - dirrection ) - Mty = req =
+ Mly m = req =
1,7
<
2,5
( two way slab )
0.001 q lx2 *
80
=
9,6
kNm
Mty = Mlx =
0.001 q lx2 * 0.001 q lx2 *
54 51
= =
6,5 6,1
kNm kNm
Mly =
0.001 q lx2 *
0
=
0,0
kNm
fy 0.85 fc'
q ll qu
=
1 m min = req
=
fy 0.85 fc'
=
1 m min =
22,68 ;
1 - 2 m Rn fy 0,0018 0,0039 22,68 ;
1 - 2 m Rn fy 0,0018 0,0031
fy 0.85 fc'
=
22,679 ;
1 - 2 m Rn fy 0,0018
=
0,0026
fy 0.85 fc'
=
22,679 ;
=
Rn =
1 -
req
req
Rn =
1 -
=
1 m min =
Rn =
1 -
Rn =
1 - 2 m Rn fy 0,0018 0,0000
Laporan Perhitungan Struktur
1,5 N/mm 2 2
Mu = ø b d2 =
0,0039
min =
0,0018
o =
0,0039
0,0031
min =
0,0018
o =
0,0031
0,0026
o =
0,0026
>
-
min =
0,0018
o =
0,0018
3,49 d= b=
As = r o * b * d =
ø = 0,8
cm 2
80 mm ; 1000 mm
2,48
d= b=
ø = 0,8
cm 2
90 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
<
90 mm ; 1000 mm
min
0,0 N/mm 2 2
Mu = ø b d2 =
As = r o * b * d =
0,0026 >
min =
d= b=
2
min
2 1,0 N/mm 2 2
Mu = ø b d2 =
>
1,2 N/mm 2 2
Mu = ø b d2 =
288 48 63 20 20
= = =
1.2 q dl + 1.6 q ll
1 -
req
1 m min =
= =
kg/m 2 kg/m 2 kg/m 2 kg/m 2 kg/m 2 + 439 kg/m 2 250 kg/m 2 927 kg/m 2 2
= = = = =
q dl
req =
=
Mtx =
Berat Sendiri Plat Keramik , t 2 cm Mortar, t 3 cm beban rata-rata, ( Plafon + penggantung ) M& E
b. Beban Hidup c. Beban Ultimate
a. Pembesian : a.1 ( x - dirrection ) - Mtx m =
3,6
Momen 2 250 kg/cm
ly
Beban:
6
=
lx
lx
Bahan
Model Sutrultur
120 mm
2,32 d= b=
cm 2
80 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
1,44
cm 2
15
Universitas Pertahanan Nasional
b. Shrinkage and Temperature min = 0,0018 As min = 0,0018* b * d A so = 3,49 cm 2 A so = 2,32 cm 2 c. Besi Yang Digunakan D = 10 mm ; Longitudinal Re-bar ( for Shorter span ) Transversal Re-bar ( for Longer span ) No. of Re-bar per meter, Spacing of Re-bar, s tx = s ty =
250 500
1,62 cm 2 tx - dirrection ty - dirrection Ab =
n = n tx = n ty = s = 1000/(n-1) mm ~ 100 mm ~ 100
2,48 cm 2 1,62 cm 2
= =
360 mm 600 mm
n lx = n ly =
lx - dirrection ly - dirrection
4 3
use D 10 @ 100 mm s lx = 325 mm ~ use D 10 @ 100 mm s ly = 500 mm ~
100 100
use D 10 @ 100 mm use D 10 @ 100 mm
120
SKET :
0,785 cm 2 S max = 3*h S max = 5*h A so / Ab 5 3
A so = A so =
10 @ 100 mm
Laporan Perhitungan Struktur
16
Universitas Pertahanan Nasional Tipe Plat
= C (typ)
Tebal
=
ly
(h)
: K = fc' =
20,75 MPa
fy =
400 MPa
a. Beban Mati
- Berat Sendiri Plat - Keramik , t - Mortar, t -
+ Mlx m = req =
a.2 ( y - dirrection ) - Mty = req =
+ Mly m = req =
1,7
<
2,5
( two way slab )
0.001 q lx2 *
80
=
6,7
kNm
Mty =
0.001 q lx2 *
54
=
4,5
kNm
Mlx =
0.001 q lx2 *
51
=
4,3
kNm
Mly =
0.001 q lx2 *
0
=
0,0
kNm
2 cm 3 cm
q dl b. Beban Hidup c. Beban Ultimate
req =
=
Mtx =
- beban rata-rata, ( Plafon + penggantung ) - M& E
a. Pembesian : a.1 ( x - dirrection ) - Mtx m =
3
Momen 250 kg/cm 2
ly
Beban:
5
=
lx
lx
Bahan
Model Sutrultur
120 mm
fy 0.85 fc'
q ll qu
=
1 m min = req
=
fy 0.85 fc'
=
1 m min =
22,68 ;
1 - 2 m Rn fy 0,0018 0,0027 22,68 ;
1 - 2 m Rn fy 0,0018 0,0021
fy 0.85 fc'
=
22,679 ;
1 - 2 m Rn fy 0,0018
=
0,0018
fy 0.85 fc'
=
22,679 ;
=
Rn =
1 -
req
req
Rn =
1 -
=
1 m min =
Rn =
1 -
Rn =
1 - 2 m Rn fy 0,0018 0,0000
Laporan Perhitungan Struktur
0,0027
min =
0,0018
o =
0,0027
0,0021
min =
0,0018
o =
0,0021
0,0018
o =
0,0018
>
-
min =
0,0018
o =
0,0018
90 mm ; 1000 mm
2,39 d= b=
ø = 0,8
cm 2
80 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
1,70
d= b=
cm 2
90 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
<
2
min
0,0 N/mm 2 2
Mu = ø b d2
d= b=
As = r o * b * d =
0,0018 <
min =
=
>
2 0,7 N/mm 2 2
Mu = ø b d2 =
20 kg/m 2 20 kg/m 2 + 439 kg/m 2 250 kg/m 2 927 kg/m 2 2
0,8 N/mm 2 2
Mu = ø b d2 =
= =
1,0 N/mm 2 2
Mu = ø b d2 =
288 kg/m 2 48 kg/m 2 63 kg/m 2
= = =
1.2 q dl + 1.6 q ll
1 -
req
1 m min =
= =
= = =
1,62 d= b=
cm 2
80 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
1,44
cm 2
17
Universitas Pertahanan Nasional b. Shrinkage and Temperature min = 0,0018 As min = 0,0018* b * d A so = 2,39 cm 2 A so = 1,62 cm 2 c. Besi Yang Digunakan D = 10 mm ; Longitudinal Re-bar ( for Shorter span ) Transversal Re-bar ( for Longer span ) No. of Re-bar per meter, Spacing of Re-bar, s tx = s ty =
325 500
1,62 cm 2 tx - dirrection ty - dirrection Ab =
n = n tx = n ty = s = 1000/(n-1) mm ~ 100 mm ~ 100
1,70 cm 2 1,62 cm 2
= =
360 mm 600 mm
n lx = n ly =
lx - dirrection ly - dirrection
3 3
use D 10 @ 100 mm s lx = 500 mm ~ use D 10 @ 100 mm s ly = 500 mm ~
100 100
use D 10 @ 100 mm use D 10 @ 100 mm
120
SKET :
0,785 cm 2 S max = 3*h S max = 5*h A so / Ab 4 3
A so = A so =
10 @ 100 mm
Laporan Perhitungan Struktur
18
Universitas Pertahanan Nasional Tipe Plat
= D (typ)
Tebal
=
(h)
250 kg/cm
2
: K = fc' = fy =
ly lx Mtx =
20,75 MPa 400 MPa ly
Beban:
a. Beban Mati
- Berat Sendiri Plat - Keramik , t - Mortar, t -
fy
q ll qu
=
22,68 ;
= =
Rn =
= = =
req =
+ Mlx m =
1 m min = req
=
fy
=
1 -
1 - 2 m Rn fy 0,0018 0,0030 22,68 ;
Rn =
a.2 ( y - dirrection ) - Mty = req =
+ Mly m = req =
=
0,0030
min =
0,0018
o =
0,0030
Mu
1 m min =
1 -
1 - 2 m Rn fy 0,0018
req
=
0,0030
fy 0.85 fc'
=
22,679 ;
1 m min =
1 -
1 - 2 m Rn fy 0,0018
req
=
0,0018
fy 0.85 fc'
=
22,679 ;
1 m min =
req = b. Shrinkage and Temperature min = 0,0018 As min = 0,0018* b * d A so = 2,08 cm 2 A so = 1,29 cm 2
Rn =
Rn =
1 -
1 - 2 m Rn fy 0,0018 0,0000
Laporan Perhitungan Struktur
1,26 cm 2 tx - dirrection ty - dirrection
=
= = =
0,0030 0,0018
o =
0,0030
min =
0,0018
o =
0,0018
-
min =
0,0018
o =
0,0018
d= b=
A so = A so =
kNm
52 62
= =
2,8 3,4
kNm kNm
0
=
0,0
kNm
2
2
70 mm ;
ø = 0,8
1000 mm
min
2,08 d= b=
cm 2
60 mm ;
ø = 0,8
1000 mm
min
1,82
d= b=
cm 2
70 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
<
4,5
2
391 kg/m 2 250 kg/m 2 869 kg/m
0,0 N/mm 2 2
Mu = ø b d2
=
2
As = r o * b * d =
0,0018 >
83
20 kg/m 2 20 kg/m +
As = r o * b * d =
>
( two way slab )
2
2 0,7 N/mm 2 2
Mu = ø b d2
=
>
2,5
240 kg/m 2 48 kg/m 2 63 kg/m
1,2 N/mm 2 2
=
min =
=
= =
2
1,2 N/mm 2 2
=
ø b d2
0.85 fc' req =
Mu ø b d2
0.85 fc'
2
0.001 q lx *
1.2 q dl + 1.6 q ll
<
2
Mly =
2 cm 3 cm
2,4
0.001 q lx * 0.001 q lx * 2 0.001 q lx *
q dl b. Beban Hidup c. Beban Ultimate
=
2,5
Mty = Mlx =
- beban rata-rata, ( Plafon + penggantung ) - M& E
a. Pembesian : a.1 ( x - dirrection ) - Mtx m =
6
=
Momen lx
Bahan
Model Sutrultur
100 mm
1,29 d= b=
cm 2
60 mm ; 1000 mm
ø = 0,8
min
As = r o * b * d =
1,82 cm 2 1,26 cm 2
1,08
cm 2
lx - dirrection ly - dirrection
19
Universitas Pertahanan Nasional
c. Besi Yang Digunakan D = 10 mm ; Longitudinal Re-bar ( for Shorter span ) Transversal Re-bar ( for Longer span ) No. of Re-bar per meter, Spacing of Re-bar, s tx = s ty =
500 1000
Ab =
n = n tx = n ty = s = 1000/(n-1) mm ~ 100 mm ~ 200
= =
300 mm 500 mm
n lx = n ly =
3 2
use D 10 @ 100 mm s lx = 500 mm ~ use D 10 @ 200 mm s ly =1000 mm ~
100 200
use D 10 @ 100 mm use D 10 @ 200 mm
100
SKET :
0,785 cm 2 S max = 3*h S max = 5*h A so / Ab 3 2
10 @ 100 mm
Laporan Perhitungan Struktur
20
Universitas Pertahanan Nasional B. Perhitungan Tangga
Laporan Perhitungan Struktur
21
Universitas Pertahanan Nasional
Data Mu = Rebar = Concrete fc' = Steel, fy = Mu/Φ = b= h= d= dc = ρ req. = =
41,4
kN.m
13
D
207,5
MPa
400
MPa
16
51,7 kN.m
(ø=0.8)
1950 150 125 25
width height eff. Deepth cover
mm mm mm mm
β1 =
0,65
0.85fc' [1-√1-(4Mn/1.7fc'bd2) ] fy 0,0043
Laporan Perhitungan Struktur
22
Universitas Pertahanan Nasional ρ min ρmin1 = √ fc'/4fy
=
ρmin2 = 1.4/fy ρ req = 0,0043 use
= > ρ req
0,0090 not less 0,0035 ρmin2
Check ρ ρ min 0,0090
ρ maks ρb = 0.85 β1.(fc'/fy).[600/(600+fy)] = 0,1720 ρmaks = 0.75 ρb = 0,1290 < ρ maks ρ req = 0,0043
≤ >
ρ req 0,0043
≤ ≤
ρ maks 0,1290
Ok
use ρ req Rebar Beam As = ρ.bd = 1039 13 D As = 2612
mm2 , 16 mm2
Check Bending a = As.fy / 0.85 fc' b = 3 mm Mn = As.fy (d-a/2) = 129,0 kN.m Mn ≥ Mu/Φ
Ok
Check Deflection ∆i= L / 360 ∆i= 11,84
= mm
∆max=
mm
1,57
Laporan Perhitungan Struktur
Ratio =
4500
/
Mu/Ø Mn
=
0,40
< 1
380
ratio = =
∆max ∆i 0,13
< 1
Ok
23
Universitas Pertahanan Nasional C. PERHITUNGAN PONDASI
PERHITUNGAN PONDASI Formula Meyerhoff R ult (m . N1 . At/3) + (n . N2 . D . = As/5) m= 40 n= 0.2 kedalaman tiang pancang (D) = N1 = N2 =
12 m 33 13
Pondasi Minipile ukuran : 300 x 300 BxH 30 cm At As Rult Rult R ult
= = = = =
Laporan Perhitungan Struktur
0.09 1,2 33.74 33.74 337.4
m2 m2 ton ton Kn
24
Universitas Pertahanan Nasional
Node
L/C
Force-X kN
Force-Y kN
Daya dukung 1 tiang
Juml tiang
199 15 COMB15 200 1 DL 19 COMB19 201 1 DL 17 COMB17 202 1 DL 19 COMB19 203 1 DL 16 COMB16 204 1 DL 16 COMB16 205 1 DL 19 COMB19 206 1 DL 19 COMB19 207 1 DL 17 COMB17 208 1 DL 13 COMB13 209 1 DL 14 COMB14 210 1 DL 11 COMB11 211 1 DL 19 COMB19 212 1 DL 17 COMB17 213 1 DL 11 COMB11 214 1 DL 11 COMB11 215 1 DL 19 COMB19 216 1 DL 19 COMB19 217 1 DL 17 COMB17 218 1 DL 12 COMB12 219 1 DL 15 COMB15 220 1 DL
Laporan Perhitungan Struktur
33.804 -3.43 9.513 0.006 -13.512 1.15 14.721 -5.235 -13.689 5.223 -2.11 -1.172 12.849 -0.03 13.483 3.409 -9.538 -8.099 -33.82 8.375 33.453 -6.893 -6.134 0.849 14.588 1.444 -10.736 -0.8 -3.122 0.8 3.121 -1.428 10.754 -0.971 11.624 6.992 -5.986 -8.394 -33.477 -0.352 22.598 7.679
515.269 424.206 666.842 321.789 534.143 324.751 533.175 390.674 884.612 390.722 850.521 324.747 524.711 321.958 534.347 424.357 667.023 298.026 515.193 378.404 617.355 480.448 804.156 316.949 593.924 320.878 597.706 618.65 1112.598 618.667 1112.619 321.053 597.917 321.883 600.554 478.075 799.796 378.513 617.485 311.023 529.665 453.562
337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337
2.00 2.00 2.00 1.00 2.00 1.00 2.00 2.00 3.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 2.00 1.00 2.00 2.00 2.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 4.00 2.00 4.00 1.00 2.00 1.00 2.00 2.00 3.00 2.00 2.00 1.00 2.00 2.00
25
Universitas Pertahanan Nasional
221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243
18 COMB18 1 DL 18 COMB18 1 DL 18 COMB18 1 DL 18 COMB18 1 DL 18 COMB18 1 DL 16 COMB16 1 DL 16 COMB16 1 DL 18 COMB18 1 DL 13 COMB13 1 DL 19 COMB19 1 DL 17 COMB17 1 DL 16 COMB16 1 DL 18 COMB18 1 DL 17 COMB17 1 DL 19 COMB19 1 DL 16 COMB16 1 DL 18 COMB18 1 DL 17 COMB17 1 DL 17 COMB17 1 DL 19 COMB19 1 DL 17 COMB17 1 DL 18 COMB18 1 DL 16 COMB16 1 DL
Laporan Perhitungan Struktur
23.593 -5.682 6.716 1.318 15.255 -0.538 9.54 0.765 13.495 -0.83 -14.669 -0.257 -13.842 -1.733 8.732 -0.348 -23.438 0.515 4.841 5.795 -0.903 -1.209 -14.092 0.993 14.004 -6.706 -20.397 6.721 20.416 -1.053 -14.076 1.17 14.044 -5.631 -13.931 -0.518 -4.845 13.534 24.06 -13.552 -24.082 9.775 19.876 -9.609 -19.267 13.658
761.959 452.811 757.536 318.646 594.886 367.633 678.041 367.945 703.992 317.69 593.739 323.076 601.854 406.421 701.69 312.032 530.875 238.275 648.065 340.563 797.941 399.954 623.693 321.749 532.813 372.19 674.908 372.441 675.209 320.146 530.889 324.657 533.337 337.695 816.685 233.36 642.168 170.089 617.749 170.01 617.655 92.668 522.279 112.616 540.426 75.056
337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337 337
3.00 2.00 3.00 1.00 2.00 2.00 3.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 3.00 2.00 2.00 1.00 2.00 2.00 3.00 2.00 3.00 1.00 2.00 1.00 2.00 2.00 3.00 1.00 2.00 1.00 2.00 1.00 2.00 1.00 2.00 1.00 2.00 1.00
26
Universitas Pertahanan Nasional 18 COMB18 244 1 DL 16 COMB16 245 1 DL 18 COMB18 246 1 DL 16 COMB16
23.933 -13.636 -23.907 9.615 19.274 -9.766 -19.864
267.445 75.089 267.485 113.31 541.258 88.862 517.712
337 337 337 337 337 337 337
1.00 1.00 1.00 1.00 2.00 1.00 2.00
D. Perhitungan Pile Cap Pondasi P1
Fy
b
t
B
F.G.L
l L lebar pile cap panjang pile cap tebal Pile Cap tebal selimut beton diameter tulangan kolom size Mutu Beton Mutu Baja Tulangan Support Reaction jumlah tiang
Laporan Perhitungan Struktur
B L t d' Ø d b l Fc Fy P n
= = = = = = = = = = = =
600 600 500 100 13 380,5 400 400 24,9 400 337 1
mm mm mm mm mm mm mm mm Mpa Mpa kN pcs
27
Universitas Pertahanan Nasional
1 One-Way Shear Check no one way shear 2 Two-Way Shear Check no two way shear
3 Reinforcement Calculation
P2
Transverse Direction gunakan tulangan minimum karena Mu=0
ρ min = b
=
As = = = Use As =
0,0018 600 mm
ρ .b.d 0,0018 x 600 x 380,5 410,94 mm D13 ( D13-100 )
- 194
Longitudinal Direction gunakan tulangan minimum karena Mu=0
ρ min = b
=
As = = = Use As =
0,0018 337 mm
ρ .b.d 0,0018 x 337 x 230,81 mm ( D13-100 )
Laporan Perhitungan Struktur
D13
- 194
28
Universitas Pertahanan Nasional Pondasi P2
Fy
b
t
B
F.G.L
l L L1
lebar pile cap panjang pile cap tebal Pile Cap tebal selimut beton diameter tulangan kolom size Mutu Beton Mutu Baja Tulangan Support Reaction jumlah tiang
B L t d' Ø d b l Fc Fy P n L1
Laporan Perhitungan Struktur
= = = = = = = = = = = = =
600 1350 500 100 13 380,5 400 400 24,9 400 674 2 750
mm mm mm mm mm mm mm mm Mpa Mpa kN pcs mm
29
Universitas Pertahanan Nasional 1 One-Way Shear Check pile reaction = 337
b
kN
B
l x
d
Ultimate Force at Footing Vu = 337,00 kN
Shear Check b1 = 600 mm Vn = Vc ( Vs = 0 ) ØVn = Ø 1/6.√fc' . b. d = 0.85 x 1/6 x (24,9)^0.5 x 600 x 380,5 = 161389 N = 161,39 kN < 337,00 kN --> not ok
Laporan Perhitungan Struktur
30
Universitas Pertahanan Nasional 2 Two-Way Shear Check L
b+d
B
l+d Ultimate Force at Footing Vu = 674 kN
Shear Check bo = 2 [(l+d) + (b+d)] 2 x [( 400 + 380,5 ) + ( 400 + 380,5 )] = 3.122 mm βc = l / b = 1
αs = αs = αs = Vc Vc
40
for interior column
30
for exterior column
20
for corner column
= (1/6 + 1/3βc) √fc' bo d = 2964 kN = (1/6 + αs d/12bo) √fc' bo d = 3396 kN
= 1/3 √fc' bo d = 1976 kN Ø Vc = 0.85 x 1976 = 1680 kN Vc
Status :
Vu 674,0 kN
= (2 + 4/1) x (25)^0.5 x 3122 x 380,5 = (2 + 40 x 380,5 / 3122) x (25)^0.5 x 3122 x 380,5 = 4 x (25^0.5) x 3122 x 380,5
< <
Laporan Perhitungan Struktur
Ø Vc 1680
kN
OK !
31
Universitas Pertahanan Nasional 3 Reinforcement Calculation
P2
P2 e
Transverse Direction gunakan tulangan minimum karena Mu=0
ρ min = b
=
As = = = Use As =
0,0018 600 mm
ρ .b.d 0,0018 x 600 x 380,5 410,94 mm D13 ( D13-100 )
-
194
Longitudinal Direction P2 e
= =
Mu
= P2. e = 337 x 175 = 58975000
Ø
=
Ru
=
ρ req = =
337 175
0,9 Mu 2 Øbd
N.mm
1
-
1
-
0.85x25
1
-
1
-
400 0,0018
ρb =
0.85 fc' fy 0.85x25
400
Use
ρ req = b
=
As = = = Use As =
=
0,75
N/mm2
2Ru 0.85 fc' 2x0,75
0.85x25
=
0,0019
=
0,85
=
0,027
(ACI 7.12.2)
β1
600
β1
600+fy
0,85
ρ max = 0.75 ρ b =
58975000 78181335
=
0.85 fc' fy
ρ min =
=
kN mm
600
600+400
= 0.75 x 0,027
0,0202 0,0019 600 mm
ρ .b.d 0,0019 x 600 x 380,5 438 mm D13 ( D13-100 )
Laporan Perhitungan Struktur
-
182
32
Universitas Pertahanan Nasional
Laporan Perhitungan Struktur
33
Universitas Pertahanan Nasional
Laporan Perhitungan Struktur
34
Universitas Pertahanan Nasional
Laporan Perhitungan Struktur
35
Universitas Pertahanan Nasional 3 Reinforcement Calculation
P2
P2 e
Transverse Direction P2 = e1 = b =
337 230 1350
kN mm mm
Mu = P2. e = 337 x 230 = 77510000 N.mm Ø
=
Ru
=
0,9 Mu 2 Øbd
77510000 175908003,8
=
ρ req = 0.85 fc'
1
-
1
-
0.85x25
1
-
1
-
fy
=
400
Use ρ req = b = As = = = Use As =
=
β1 =
600+fy
0,85
ρ max = 0.75 ρ b =
2x0,44
600
fy
400
N/mm2
0,0011
(ACI 7.12.2)
ρ b = 0.85 fc' β1 0.85x25
0,44
2Ru 0.85 fc'
0.85x25
ρ min = 0,0018
=
=
600
=
600+400
0,85
0,027
= 0.75 x 0,027
0,0202 0,0018 1350 mm
ρ .b.d 0,0018 x 1350 x 380,5 925 mm D13 ( D13-100 )
Laporan Perhitungan Struktur
- 194
36
Universitas Pertahanan Nasional Longitudinal Direction P2 = e2 = b =
337 175 1250
kN mm mm
Mu = P2. e = 337 x 175 = 58975000 N.mm Ø
=
Ru
=
0,9 Mu 2 Øbd
58975000 162877781,3
=
ρ req = 0.85 fc'
1
-
1
-
0.85x25
1
-
1
-
fy
=
400
Use ρ req = b = As = = = Use As =
=
β1 =
600+fy
0,85
ρ max = 0.75 ρ b =
2x0
600
fy
400
N/mm2
0,0009
(ACI 7.12.2)
ρ b = 0.85 fc' β1 0.85x25
0,36
2Ru 0.85 fc'
0.85x25
ρ min = 0,0018
=
=
600
=
600+400
0,85
0,027
= 0.75 x 0,027
0,0202 0,0018 1250 mm
ρ .b.d 0,0018 x 1250 x 380,5 856 mm D13 ( D13-100 )
Laporan Perhitungan Struktur
- 194
37
Universitas Pertahanan Nasional Pondasi P4
Fy
B
b
F.G.L
t l L L1
lebar pile cap panjang pile cap tebal Pile Cap tebal selimut beton diameter tulangan kolom size Mutu Beton Mutu Baja Tulangan Support Reaction jumlah tiang
B L t d' Ø d b l Fc Fy P n L1
Laporan Perhitungan Struktur
= = = = = = = = = = = = =
1350 1350 500 100 13 393,5 400 400 24,9 400 1348 4 900
mm mm mm mm mm mm mm mm Mpa Mpa kN pcs mm
38
Universitas Pertahanan Nasional 1 One-Way Shear Check pile reaction = 337
b
kN
B
l x
d
Ultimate Force at Footing Vu = 2 x 337 = 674 kN Shear Check b1 = 1350 mm Vn = Vc ( Vs = 0 ) ØVn = Ø 1/6.√fc' . b. d = 0.85 x 1/6 x (24,9)^0.5 x 1350 x 393,5 = 375531 N = 375,53 kN < 674 kN --> not ok
Laporan Perhitungan Struktur
39
Universitas Pertahanan Nasional 2 Two-Way Shear Check L
b+d
B
l+d
Ultimate Force at Footing Vu = 1348 kN
Shear Check bo = 2 [(l+d) + (b+d)] = 2 x [( 400 + 393,5 ) + ( 400 + 393,5 )] = 3.174 mm βc = l / b = 1
αs = αs = αs = Vc Vc
40
for interior column
30
for exterior column
20
for corner column
= (1/6 + 1/3βc) √fc' bo d = 3116 kN = (1/6 + αs d/12bo) √fc' bo d = 3614 kN
= 1/3 √fc' bo d = 2077 kN Ø Vc = 0.85 x 2077 = 1766 kN Vc
Status : 1348
Vu kN
= (2 + 4/1) x (25)^0.5 x 3174 x 393,5 = (2 + 40 x 393,5 / 3174) x (25)^0.5 x 3174 x 393,5 = 4 x (25^0.5) x 3174 x 393,5
< <
Laporan Perhitungan Struktur
Ø Vc 1766
kN
OK !
40
Universitas Pertahanan Nasional 3 Reinforcement Calculation
P2
P2 e
Transverse Direction 2*P2 = e1 = b =
674 250 1350
kN mm mm
Mu = 2P2. e = 674 x 250 = 168500000 N.mm Ø
=
Ru
=
0,9 Mu 2 Øbd
168500000 188133333,8
=
ρ req = 0.85 fc'
1
-
1
-
0.85x25
1
-
1
-
fy
=
400
Use ρ req = b = As = = = Use As =
=
β1 =
600+fy
0,85
ρ max = 0.75 ρ b =
2x0,9
600
fy
400
N/mm2
0,0023
(ACI 7.12.2)
ρ b = 0.85 fc' β1 0.85x25
0,90
2Ru 0.85 fc'
0.85x25
ρ min = 0,0018
=
=
600
=
600+400
0,85
0,027
= 0.75 x 0,027
0,0202 0,0023 1350 mm
ρ .b.d 0,0023 x 1350 x 393,5 1216 mm D13 ( D13- 100 )
Laporan Perhitungan Struktur
- 147
41
Universitas Pertahanan Nasional Longitudinal Direction 2*P2 = e2 = b =
674 250 1350
kN mm mm
Mu = 2P2. e = 674 x 250 = 168500000 N.mm Ø
=
Ru
=
0,9 Mu 2 Øbd
168500000 188133333,8
=
ρ req = 0.85 fc'
1
-
1
-
0.85x25
1
-
1
-
fy
=
400
Use ρ req = b = As = = = Use As =
=
β1 =
600+fy
0,85
ρ max = 0.75 ρ b =
2x1
600
fy
400
N
0,0023
(ACI 7.12.2)
ρ b = 0.85 fc' β1 0.85x25
0,90
2Ru 0.85 fc'
0.85x25
ρ min = 0,0018
=
=
600
=
600+400
0,85
0,027
= 0.75 x 0,027
0,0202 0,0023 1350 mm
ρ .b.d 0,0023 x 1350 x 393,5 1216 mm D13 ( D13-100 )
Laporan Perhitungan Struktur
- 147
42
Universitas Pertahanan Nasional OUTPUT DATA STAADPRO 1. STAAD SPACE INPUT FILE: Unhan-23-3-12 rev.STD 2. START JOB INFORMATION 3. ENGINEER DATE 16-MAR-12 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0 0; 2 0 4 0; 3 0 8 0; 4 0 12 0; 5 4.2 0 0; 6 4.2 4 0; 7 4.2 8 0 9. 8 4.2 12 0; 9 7.8 0 0; 10 7.8 4 0; 11 7.8 8 0; 12 7.8 12 0; 13 11.4 0 0 10. 14 11.4 4 0; 15 11.4 8 0; 16 11.4 12 0; 17 15 0 0; 18 15 4 0; 19 15 8 0 11. 20 15 12 0; 21 20 0 0; 22 20 4 0; 23 20 8 0; 24 20 12 0; 25 23.6 0 0 12. 26 23.6 4 0; 27 23.6 8 0; 28 23.6 12 0; 29 27.2 0 0; 30 27.2 4 0; 31 27.2 8 0 13. 32 27.2 12 0; 33 30.8 0 0; 34 30.8 4 0; 35 30.8 8 0; 36 30.8 12 0; 37 35 0 0 14. 38 35 4 0; 39 35 8 0; 40 35 12 0; 41 0 0 6; 42 0 4 6; 43 0 8 6; 44 0 12 6 15. 45 4.2 0 6; 46 4.2 4 6; 47 4.2 8 6; 48 4.2 12 6; 49 7.8 0 6; 50 7.8 4 6 16. 51 7.8 8 6; 52 7.8 12 6; 53 11.4 0 6; 54 11.4 4 6; 55 11.4 8 6; 56 11.4 12 6 17. 57 15 0 6; 58 15 4 6; 59 15 8 6; 60 15 12 6; 61 20 0 6; 62 20 4 6; 63 20 8 6 18. 64 20 12 6; 65 23.6 0 6; 66 23.6 4 6; 67 23.6 8 6; 68 23.6 12 6; 69 27.2 0 6 19. 70 27.2 4 6; 71 27.2 8 6; 72 27.2 12 6; 73 30.8 0 6; 74 30.8 4 6; 75 30.8 8 6 20. 76 30.8 12 6; 77 35 0 6; 78 35 4 6; 79 35 8 6; 80 35 12 6; 81 0 0 9; 82 0 4 9 21. 83 0 8 9; 84 0 12 9; 85 4.2 0 9; 86 4.2 4 9; 87 4.2 8 9; 88 4.2 12 9 22. 89 7.8 0 9; 90 7.8 4 9; 91 7.8 8 9; 92 7.8 12 9; 93 11.4 0 9; 94 11.4 4 9 23. 95 11.4 8 9; 96 11.4 12 9; 97 15 0 9; 98 15 4 9; 99 15 8 9; 100 15 12 9 24. 101 20 0 9; 102 20 4 9; 103 20 8 9; 104 20 12 9; 105 23.6 0 9; 106 23.6 4 9 25. 107 23.6 8 9; 108 23.6 12 9; 109 27.2 0 9; 110 27.2 4 9; 111 27.2 8 9 26. 112 27.2 12 9; 113 30.8 0 9; 114 30.8 4 9; 115 30.8 8 9; 116 30.8 12 9 27. 117 35 0 9; 118 35 4 9; 119 35 8 9; 120 35 12 9; 121 0 0 15; 122 0 4 15 28. 123 0 8 15; 124 0 12 15; 125 4.2 0 15; 126 4.2 4 15; 127 4.2 8 15 29. 128 4.2 12 15; 129 7.8 0 15; 130 7.8 4 15; 131 7.8 8 15; 132 7.8 12 15 30. 133 11.4 0 15; 134 11.4 4 15; 135 11.4 8 15; 136 11.4 12 15; 137 15 0 15 31. 138 15 4 15; 139 15 8 15; 140 15 12 15; 141 20 0 15; 142 20 4 15; 143 20 8 15 32. 144 20 12 15; 145 23.6 0 15; 146 23.6 4 15; 147 23.6 8 15; 148 23.6 12 15 33. 149 27.2 0 15; 150 27.2 4 15; 151 27.2 8 15; 152 27.2 12 15; 153 30.8 0 15 34. 154 30.8 4 15; 155 30.8 8 15; 156 30.8 12 15; 157 35 0 15; 158 35 4 15 35. 159 35 8 15; 160 35 12 15; 161 15 0 -1; 162 15 4 -1; 163 15 8 -1; 164 15 12 -1. 36. 165 20 0 -1; 166 20 4 -1; 167 20 8 -1; 168 20 12 -1; 169 0 0 16; 170 0 4 16 37. 171 0 8 16; 172 0 12 16; 173 4.2 0 16; 174 4.2 4 16; 175 4.2 8 16 38. 176 4.2 12 16; 177 15 0 17; 178 15 4 17; 179 20 0 17; 180 20 4 17 39. 181 30.8 0 16; 182 30.8 4 16; 183 30.8 8 16; 184 30.8 12 16; 185 35 0 16 40. 186 35 4 16; 187 35 8 16; 188 35 12 16; 199 0 -1 0; 200 4.2 -1 0; 201 7.8 -1 0 41. 202 11.4 -1 0; 203 15 -1 0; 204 20 -1 0; 205 23.6 -1 0; 206 27.2 -1 0 42. 207 30.8 -1 0; 208 35 -1 0; 209 0 -1 6; 210 4.2 -1 6; 211 7.8 -1 6 43. 212 11.4 -1 6; 213 15 -1 6; 214 20 -1 6; 215 23.6 -1 6; 216 27.2 -1 6 44. 217 30.8 -1 6; 218 35 -1 6; 219 0 -1 9; 220 4.2 -1 9; 221 7.8 -1 9 45. 222 11.4 -1 9; 223 15 -1 9; 224 20 -1 9; 225 23.6 -1 9; 226 27.2 -1 9 46. 227 30.8 -1 9; 228 35 -1 9; 229 0 -1 15; 230 4.2 -1 15; 231 7.8 -1 15 47. 232 11.4 -1 15; 233 15 -1 15; 234 20 -1 15; 235 23.6 -1 15; 236 27.2 -1 15 48. 237 30.8 -1 15; 238 35 -1 15; 239 15 -1 -1; 240 20 -1 -1; 241 0 -1 16 49. 242 4.2 -1 16; 243 15 -1 17; 244 20 -1 17; 245 30.8 -1 16; 246 35 -1 16 50. 249 15 4 14.5; 250 20 4 14.5; 251 0.5 4 6; 252 0.5 4 9; 253 34.5 4 6 51. 254 34.5 4 9; 259 15 8 14.5; 260 20 8 14.5; 261 0.5 8 6; 262 0.5 8 9 52. 263 34.5 8 6; 264 34.5 8 9; 269 15 12 14.5; 270 20 12 14.5; 271 0.5 12 6 53. 272 0.5 12 9; 273 34.5 12 6; 274 34.5 12 9; 275 0 4 11.5; 276 4.2 4 11.5 54. 277 0 8 11.5; 278 4.2 8 11.5; 279 30.8 4 11.5; 280 35 4 11.5; 281 30.8 8 11.5 55. 282 35 8 11.5; 283 15 4 4.78; 284 20 4 4.78; 285 15 8 4.78; 286 20 8 4.78 56. 287 15 12 4.78; 288 20 12 4.78; 291 15 16 6; 292 20 16 6; 293 15 16 -1. 57. 294 20 16 -1; 295 17.5 16 -1; 296 17.5 16 6; 297 17.5 12 7.5; 298 17.5 8 7.5 58. 299 17.5 4 7.5 59. MEMBER INCIDENCES 60. 1 1 2; 2 2 3; 3 3 4; 4 5 6; 5 6 7; 6 7 8; 7 9 10; 8 10 11; 9 11 12; 10 13 14 61. 11 14 15; 12 15 16; 13 17 18; 14 18 19; 15 19 20; 16 21 22; 17 22 23; 18 23 24 62. 19 25 26; 20 26 27; 21 27 28; 22 29 30; 23 30 31; 24 31 32; 25 33 34; 26 34 35 63. 27 35 36; 28 37 38; 29 38 39; 30 39 40; 31 41 42; 32 42 43; 33 43 44; 34 45 46
Laporan Perhitungan Struktur
43
Universitas Pertahanan Nasional 64. 35 46 47; 36 47 48; 37 49 50; 38 50 51; 39 51 52; 40 53 54; 41 54 55; 42 55 56 65. 43 57 58; 44 58 59; 45 59 60; 46 61 62; 47 62 63; 48 63 64; 49 65 66; 50 66 67 66. 51 67 68; 52 69 70; 53 70 71; 54 71 72; 55 73 74; 56 74 75; 57 75 76; 58 77 78 67. 59 78 79; 60 79 80; 61 81 82; 62 82 83; 63 83 84; 64 85 86; 65 86 87; 66 87 88 68. 67 89 90; 68 90 91; 69 91 92; 70 93 94; 71 94 95; 72 95 96; 73 97 98; 74 98 99 69. 75 99 100; 76 101 102; 77 102 103; 78 103 104; 79 105 106; 80 106 107 70. 81 107 108; 82 109 110; 83 110 111; 84 111 112; 85 113 114; 86 114 115 71. 87 115 116; 88 117 118; 89 118 119; 90 119 120; 91 121 122; 92 122 123 72. 93 123 124; 94 125 126; 95 126 127; 96 127 128; 97 129 130; 98 130 131 73. 99 131 132; 100 133 134; 101 134 135; 102 135 136; 103 137 138; 104 138 139 74. 105 139 140; 106 141 142; 107 142 143; 108 143 144; 109 145 146; 110 146 147 75. 111 147 148; 112 149 150; 113 150 151; 114 151 152; 115 153 154; 116 154 155 76. 117 155 156; 118 157 158; 119 158 159; 120 159 160; 121 161 162; 122 162 163 77. 123 163 164; 124 165 166; 125 166 167; 126 167 168; 127 169 170; 128 170 171 78. 129 171 172; 130 173 174; 131 174 175; 132 175 176; 133 177 178; 134 179 180 79. 135 181 182; 136 182 183; 137 183 184; 138 185 186; 139 186 187; 140 187 188 80. 141 161 165; 142 1 5; 143 5 9; 144 9 13; 145 13 17; 146 21 25; 147 25 29 81. 148 29 33; 149 33 37; 150 41 45; 151 45 49; 152 49 53; 153 53 57; 154 57 61 82. 155 61 65; 156 65 69; 157 69 73; 158 73 77; 159 81 85; 160 85 89; 161 89 93 83. 162 93 97; 163 97 101; 164 101 105; 165 105 109; 166 109 113; 167 113 117 84. 168 169 173; 169 125 129; 170 129 133; 171 133 137; 172 137 141; 173 141 145 85. 174 145 149; 175 149 153; 176 181 185; 177 199 1; 178 200 5; 179 201 9 86. 180 202 13; 181 203 17; 182 204 21; 183 205 25; 184 206 29; 185 207 33 87. 186 208 37; 187 209 41; 188 210 45; 189 211 49; 190 212 53; 191 213 57 88. 192 214 61; 193 215 65; 194 216 69; 195 217 73; 196 218 77; 197 219 81 89. 198 220 85; 199 221 89; 200 222 93; 201 223 97; 202 224 101; 203 225 105 90. 204 226 109; 205 227 113; 206 228 117; 207 229 121; 208 230 125; 209 231 129 91. 210 232 133; 211 233 137; 212 234 141; 213 235 145; 214 236 149; 215 237 153 92. 216 238 157; 217 239 161; 218 240 165; 219 241 169; 220 242 173; 221 243 177 93. 222 244 179; 223 245 181; 224 246 185; 225 1 41; 226 41 81; 227 81 121 94. 228 121 169; 229 5 45; 230 45 85; 231 85 125; 232 125 173; 233 9 49; 234 49 89 95. 235 89 129; 236 13 53; 237 53 93; 238 93 133; 239 161 17; 240 17 57; 241 57 97 96. 242 97 137; 243 137 177; 244 165 21; 245 21 61; 246 61 101; 247 101 141 97. 248 141 179; 249 25 65; 250 65 105; 251 105 145; 252 29 69; 253 69 109 98. 254 109 149; 255 33 73; 256 73 113; 257 113 153; 258 153 181; 259 37 77 99. 260 77 117; 261 117 157; 262 157 185; 263 177 179; 264 162 166; 265 2 6 100. 266 6 10; 267 10 14; 268 14 18; 269 22 26; 270 26 30; 271 30 34; 272 34 38 101. 273 42 251; 274 46 50; 275 50 54; 276 54 58; 277 58 62; 278 62 66; 279 66 70 102. 280 70 74; 281 74 253; 283 82 252; 284 86 90; 285 90 94; 286 94 98; 287 98 102 103. 288 102 106; 289 106 110; 290 110 114; 291 114 254; 292 170 174; 293 126 130 104. 294 130 134; 295 134 138; 296 249 250; 297 142 146; 298 146 150; 299 150 154 105. 300 182 186; 301 2 42; 302 251 46; 303 252 86; 304 251 252; 305 82 275 106. 306 122 170; 307 6 46; 308 46 86; 309 86 276; 310 126 174; 311 10 50 107. 312 50 90; 313 90 130; 314 14 54; 315 54 94; 316 94 134; 317 162 18 108. 318 18 283; 319 58 283; 320 58 98; 321 98 249; 322 249 138; 323 138 178 109. 324 166 22; 325 22 284; 326 62 284; 327 62 102; 328 102 250; 329 250 142 110. 330 142 180; 331 26 66; 332 66 106; 333 106 146; 334 30 70; 335 70 110 111. 336 110 150; 337 178 180; 338 34 74; 339 74 114; 340 114 279; 341 154 182 112. 342 38 78; 343 118 280; 344 253 78; 345 254 118; 346 253 254; 347 163 167 113. 348 3 7; 349 7 11; 350 11 15; 351 15 19; 352 23 27; 353 27 31; 354 31 35 114. 355 35 39; 356 43 261; 357 47 51; 358 51 55; 359 55 59; 360 59 63; 361 63 67 115. 362 67 71; 363 71 75; 364 75 263; 366 83 262; 367 87 91; 368 91 95; 369 95 99 116. 370 99 103; 371 103 107; 372 107 111; 373 111 115; 374 115 264; 375 171 175 117. 376 127 131; 377 131 135; 378 135 139; 379 259 260; 380 143 147; 381 147 151 118. 382 151 155; 383 183 187; 384 3 43; 385 261 47; 386 262 87; 387 261 262 119. 388 83 277; 389 123 171; 390 7 47; 391 47 87; 392 87 278; 393 127 175 120. 394 11 51; 395 51 91; 396 91 131; 397 15 55; 398 55 95; 399 95 135; 400 163 19 121. 401 19 285; 402 59 285; 403 59 99; 404 99 259; 405 259 139; 407 167 23 122. 408 23 286; 409 63 286; 410 63 103; 411 103 260; 412 260 143; 414 27 67 123. 415 67 107; 416 107 147; 417 31 71; 418 71 111; 419 111 151; 421 35 75 124. 422 75 115; 423 115 281; 424 155 183; 425 39 79; 426 119 282; 427 263 79 125. 428 264 119; 429 263 264; 430 164 168; 431 4 8; 432 8 12; 433 12 16; 434 16 20 126. 435 24 28; 436 28 32; 437 32 36; 438 36 40; 439 44 271; 440 48 52; 441 52 56 127. 442 56 60; 443 60 64; 444 64 68; 445 68 72; 446 72 76; 447 76 273; 449 84 272 128. 450 88 92; 451 92 96; 452 96 100; 453 100 104; 454 104 108; 455 108 112 129. 456 112 116; 457 116 274; 458 172 176; 459 128 132; 460 132 136; 461 136 140 130. 462 269 270; 463 144 148; 464 148 152; 465 152 156; 466 184 188; 467 4 44
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Universitas Pertahanan Nasional 131. 468 271 48; 469 272 88; 470 271 272; 471 84 124; 472 124 172; 473 8 48 132. 474 48 88; 475 88 128; 476 128 176; 477 12 52; 478 52 92; 479 92 132 133. 480 16 56; 481 56 96; 482 96 136; 483 164 20; 484 20 287; 485 60 287 134. 486 60 100; 487 100 269; 488 269 140; 490 168 24; 491 24 288; 492 64 288 135. 493 64 104; 494 104 270; 495 270 144; 497 28 68; 498 68 108; 499 108 148 136. 500 32 72; 501 72 112; 502 112 152; 504 36 76; 505 76 116; 506 116 156 137. 507 156 184; 508 40 80; 509 120 160; 510 273 80; 511 274 120; 512 273 274 138. 513 158 186; 514 159 187; 515 160 188; 516 275 122; 517 276 126; 518 277 123 139. 519 278 127; 520 279 154; 521 280 158; 522 281 155; 523 282 159; 524 275 276 140. 525 277 278; 526 279 280; 527 281 282; 534 283 284; 535 285 286; 536 287 288 141. 540 60 291; 541 64 292; 542 164 293; 543 168 294; 544 293 295; 545 291 296 142. 546 293 291; 549 294 292; 550 295 294; 551 296 292; 552 295 296 143. DEFINE MATERIAL START 144. ISOTROPIC K225 145. E 2.18185E+007 146. POISSON 0.2 147. DENSITY 24 148. ALPHA 9.9E-006 149. DAMP 0.05 150. G 9.10333E+006 151. END DEFINE MATERIAL 152. MEMBER PROPERTY AMERICAN 153. 1 4 7 10 13 16 19 22 25 28 31 34 37 40 43 46 49 52 55 58 61 64 67 70 73 76 154. 79 82 85 88 91 94 97 100 103 106 109 112 115 118 121 124 127 130 133 TO 135 155. 138 177 TO 224 PRIS YD 0.4 ZD 0.4 156. 2 5 8 11 14 17 20 23 26 29 32 35 38 41 44 47 50 53 56 59 62 65 68 71 74 77 157. 80 83 86 89 92 95 98 101 104 107 110 113 116 119 122 125 128 131 136 158. 139 PRIS YD 0.35 ZD 0.35 159. 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48 51 54 57 60 63 66 69 72 75 78 160. 81 84 87 90 93 96 99 102 105 108 111 114 117 120 123 126 129 132 137 140 161. 540 TO 543 PRIS YD 0.3 ZD 0.3 162. 225 TO 262 301 305 TO 336 338 TO 343 384 388 TO 405 407 TO 412 414 TO 419 163. 421 TO 426 467 471 TO 488 490 TO 495 497 TO 502 504 TO 509 513 TO 523 534 164. 546 549 552 PRIS YD 0.5 ZD 0.25 165. 141 TO 176 263 TO 281 283 TO 300 302 303 337 344 345 347 TO 364 366 TO 383 166. 385 386 427 428 430 TO 447 449 TO 466 468 469 510 511 524 TO 527 535 536 167. 544 545 550 551 PRIS YD 0.4 ZD 0.2 168. 304 346 387 429 470 512 PRIS YD 0.3 ZD 0.2 169. CONSTANTS 170. MATERIAL K225 ALL 171. SUPPORTS 172. 199 TO 246 FIXED 173. SLAVE ZX MASTER 297 JOINT 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 **WARNING- JOINT NO. 297 NOT CONNECTED. OK, IF PART OF MASTER/SLAVE. **WARNING- JOINT NO. 298 NOT CONNECTED. OK, IF PART OF MASTER/SLAVE. **WARNING- JOINT NO. 299 NOT CONNECTED. OK, IF PART OF MASTER/SLAVE. 174. 72 76 80 84 88 92 96 100 104 108 112 116 120 124 128 132 136 140 144 148 175. 152 156 160 164 168 172 176 184 188 269 TO 274 287 288 297 176. SLAVE ZX MASTER 298 JOINT 3 7 11 15 19 23 27 31 35 39 43 47 51 55 59 63 67 177. 71 75 79 83 87 91 95 99 103 107 111 115 119 123 127 131 135 139 143 147 151 178. 155 159 163 167 171 175 183 187 259 TO 264 277 278 281 282 285 286 298 179. SLAVE ZX MASTER 299 JOINT 2 6 10 14 18 22 26 30 34 38 42 46 50 54 58 62 66 180. 70 74 78 82 86 90 94 98 102 106 110 114 118 122 126 130 134 138 142 146 150 181. 154 158 162 166 170 174 178 180 182 186 249 TO 254 275 276 279 280 283 284 182. 299 183. LOAD 1 LOADTYPE DEAD TITLE DL 184. SELFWEIGHT Y -1 LIST 1 TO 281 283 TO 318 320 TO 325 327 TO 364 366 TO 401 185. 403 TO 405 407 408 410 TO 412 414 TO 419 421 TO 447 449 TO 484 486 TO 488 186. 490 491 493 TO 495 497 TO 502 504 TO 512 187. FLOOR LOAD 188. YRANGE 4 8 FLOAD -4.05 XRANGE 0 35 ZRANGE 0 9 GY **WARNING** about Floor/OneWay Loads/Weights. Please note that depending on the shape of the floor you may have to break up the FLOOR/ONEWAY LOAD into multiple commands. For details please refer to Technical Reference Manual Section 5.32.4 Note 6.
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Universitas Pertahanan Nasional 189. YRANGE 4 8 FLOAD -4.05 XRANGE 4.2 30.8 ZRANGE 9 18 GY 190. YRANGE 12 12 FLOAD -4 XRANGE 0 35 ZRANGE 0 9 GY 191. YRANGE 12 12 FLOAD -4 XRANGE 4.2 30.8 ZRANGE 9 18 GY 192. MEMBER LOAD 193. 524 TO 527 UNI GY -25 194. 534 TO 536 UNI GY -25 195. FLOOR LOAD 196. YRANGE 15 16 FLOAD -3.5 XRANGE 0 40 ZRANGE -3 8 GY 197. *LOAD 3 LOADTYPE DEAD TITLE BEBANTEMBOK 198. MEMBER LOAD 199. 141 TO 150 158 160 168 TO 171 173 TO 176 225 TO 229 231 232 235 239 240 243 200. 244 TO 245 248 255 257 TO 263 UNI GY -8.75 201. 264 TO 273 281 283 284 292 TO 302 304 TO 307 309 310 313 317 TO 319 322 324 202. 325 TO 326 329 338 340 TO 346 513 516 517 520 521 UNI GY -8.75 203. 347 TO 356 364 366 367 375 TO 385 387 TO 390 392 393 396 400 TO 402 405 407 204. 408 TO 409 412 421 423 TO 430 443 483 TO 485 490 TO 492 514 518 519 522 205. 523 UNI GY -8.75 206. LOAD 2 LOADTYPE LIVE TITLE LL 207. FLOOR LOAD 208. YRANGE 4 8 FLOAD -3 XRANGE 0 35 ZRANGE 0 9 GY 209. YRANGE 4 8 FLOAD -3 XRANGE 4.2 30.8 ZRANGE 9 18 GY 210. YRANGE 12 12 FLOAD -2 XRANGE 0 35 ZRANGE 0 9 GY 211. YRANGE 12 12 FLOAD -2 XRANGE 4.2 30.8 ZRANGE 9 18 GY 212. MEMBER LOAD 213. 524 TO 527 UNI GY -15 214. 534 TO 536 UNI GY -15 215. FLOOR LOAD 216. YRANGE 15 16 FLOAD -2 XRANGE 0 40 ZRANGE -3 8 GY 217. LOAD 3 LOADTYPE SEISMIC TITLE GEMPAX 218. JOINT LOAD 219. 297 FX 667 220. 298 FX 664 221. 299 FX 348 222. LOAD 4 LOADTYPE SEISMIC TITLE GEMPAZ 223. JOINT LOAD 224. 297 FZ 667 225. 298 FZ 664 226. 299 FZ 348 227. LOAD COMB 10 COMB3 228. 1 1.0 2 0.3 229. LOAD COMB 11 COMB11 230. 1 1.2 2 1.6 231. LOAD COMB 12 COMB12 232. 1 1.2 2 1.0 3 1.0 4 0.3 233. LOAD COMB 13 COMB13 234. 1 1.2 2 1.0 3 1.0 4 -0.3 235. LOAD COMB 14 COMB14 236. 1 1.2 2 1.0 3 -1.0 4 0.3 237. LOAD COMB 15 COMB15 238. 1 1.2 2 1.0 3 -1.0 4 -0.3 239. LOAD COMB 16 COMB16 240. 1 1.2 2 1.0 3 0.3 4 1.0 241. LOAD COMB 17 COMB17 242. 1 1.2 2 1.0 3 0.3 4 -1.0 243. LOAD COMB 18 COMB18 244. 1 1.2 2 1.0 3 -0.3 4 1.0 245. LOAD COMB 19 COMB19 246. 1 1.2 2 1.0 3 -0.3 4 -1.0 247. PERFORM ANALYSIS
PROBLEM STATISTICS ----------------------------------NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 277/ 532/ 48
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Universitas Pertahanan Nasional SOLVER USED IS THE IN-CORE ADVANCED SOLVER TOTAL PRIMARY LOAD CASES =
4, TOTAL DEGREES OF FREEDOM = 858
ZERO STIFFNESS IN DIRECTION 2 AT JOINT 297 EQN.NO. 842 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. ZERO STIFFNESS IN DIRECTION 4 AT JOINT 297 EQN.NO. 844 ZERO STIFFNESS IN DIRECTION 6 AT JOINT 297 EQN.NO. 846 ZERO STIFFNESS IN DIRECTION 2 AT JOINT 298 EQN.NO. 848 ZERO STIFFNESS IN DIRECTION 4 AT JOINT 298 EQN.NO. 850 ZERO STIFFNESS IN DIRECTION 6 AT JOINT 298 EQN.NO. 852 ZERO STIFFNESS IN DIRECTION 2 AT JOINT 299 EQN.NO. 854 ZERO STIFFNESS IN DIRECTION 4 AT JOINT 299 EQN.NO. 856 ZERO STIFFNESS IN DIRECTION 6 AT JOINT 299 EQN.NO. 858 248. START CONCRETE DESIGN 249. CODE ACI 250. CLB 0.03 ALL 251. CLS 0.03 ALL 252. CLT 0.03 ALL 253. FYMAIN 400000 ALL 254. FYSEC 240000 ALL 255. MAXMAIN 16 ALL 256. MINMAIN 16 ALL 257. MINSEC 10 ALL 258. DESIGN BEAM 141 TO 176 225 TO 281 283 TO 364 366 TO 405 407 TO 412 259. 414 TO 419 421 TO 447 449 TO 488 490 TO 495 497 TO 502 504 TO 527 260. 534 TO 536 544 TO 546 549 TO 552 ===================================================================== BEAM NO. 141 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 141 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.52 KNS Vc= 61.36 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 27.53 KNS Vc= 61.35 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 142 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional
LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 142 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.13 KNS Vc= 61.32 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.54 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
===================================================================== BEAM NO. 143 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 143 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.72 KNS Vc= 61.34 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.86 KNS Vc= 60.31 KNS Vs= 0.00 KNS Tu= 0.23 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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Universitas Pertahanan Nasional BEAM NO. 144 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 144 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.69 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.66 KNS Vc= 61.39 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 145 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 145 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.63 KNS Vc= 60.41 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 39.00 KNS Vc= 60.95 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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Universitas Pertahanan Nasional BEAM NO. 146 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 146 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.98 KNS Vc= 60.95 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 40.65 KNS Vc= 60.50 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 147 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 147 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.64 KNS Vc= 61.39 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.70 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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Universitas Pertahanan Nasional
BEAM NO. 148 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 148 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.84 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.23 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.73 KNS Vc= 61.34 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 149 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 149 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.53 KNS Vc= 60.05 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.14 KNS Vc= 61.32 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
=====================================================================
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Universitas Pertahanan Nasional
BEAM NO. 150 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 150 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.46 KNS Vc= 60.80 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 37.77 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 151 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 151 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.58 KNS Vc= 60.54 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.00 KNS Vc= 59.71 KNS Vs= 0.00 KNS Tu= 0.21 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
=====================================================================
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Universitas Pertahanan Nasional BEAM NO. 152 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 152 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.14 KNS Vc= 61.38 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.08 KNS Vc= 61.25 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 153 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 153 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.60 KNS Vc= 59.77 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 2.16 KNS Vc= 107.63 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 154 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL
HEIGHT
BAR INFO
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FROM
TO
ANCHOR
53
Universitas Pertahanan Nasional (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 154 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 4.13 KNS Vc= 60.64 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.13 KNS Vc= 60.64 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 155 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 155 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 2.16 KNS Vc= 107.63 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 24.60 KNS Vc= 59.79 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 156 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 156 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 23.10 KNS Vc= 61.26 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.12 KNS Vc= 61.39 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 157 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 157 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 22.98 KNS Vc= 59.70 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.60 KNS Vc= 60.52 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 158 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 158 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.77 KNS Vc= 60.04 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14
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55
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.47 KNS Vc= 60.80 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 159 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 159 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 3.36 KNS Vc= 60.43 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.36 KNS Vc= 60.43 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 160 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 160 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.45 KNS Vc= 61.20 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.51 KNS Vc= 60.38 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 161 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 161 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.22 KNS Vc= 60.86 KNS Vs= 0.00 KNS Tu= 0.21 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 2.59 KNS Vc= 61.17 KNS Vs= 0.00 KNS Tu= 0.17 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 162 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 162 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.63 KNS Vc= 59.72 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 22.82 KNS Vc= 59.70 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 163 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional
LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 163 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 4.13 KNS Vc= 60.81 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.12 KNS Vc= 60.81 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 164 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 164 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 22.83 KNS Vc= 59.72 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.62 KNS Vc= 59.74 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 165 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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Universitas Pertahanan Nasional 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 165 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 22.96 KNS Vc= 59.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.00 KNS Vc= 61.08 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 166 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 166 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.43 KNS Vc= 59.73 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 23.08 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 167 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 167 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 3.11 KNS Vc= 60.58 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.61 KNS Vc= 60.58 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 168 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 168 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.80 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.72 KNS Vc= 60.12 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 169 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 169 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.86 KNS Vc= 61.08 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 39.40 KNS Vc= 60.49 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12
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60
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 170 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 170 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.82 KNS Vc= 61.35 KNS Vs= 0.00 KNS Tu= 0.25 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.19 KNS Vc= 60.26 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 171 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 171 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.72 KNS Vc= 60.25 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 37.21 KNS Vc= 60.32 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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===================================================================== BEAM NO. 172 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 172 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 4.13 KNS Vc= 60.22 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.13 KNS Vc= 60.22 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 173 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 173 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.22 KNS Vc= 60.33 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.71 KNS Vc= 60.25 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 174 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
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TO ANCHOR STA END
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48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 174 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.06 KNS Vc= 60.26 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 37.94 KNS Vc= 61.35 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 175 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 175 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.55 KNS Vc= 60.39 KNS Vs= 0.00 KNS Tu= 0.40 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 38.71 KNS Vc= 61.07 KNS Vs= 0.00 KNS Tu= 0.45 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 176 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1
48.
2 - 16MM
0.
4200.
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YES YES
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Universitas Pertahanan Nasional 2
352.
3 - 16MM
0.
4200.
YES YES
B E A M N O. 176 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.73 KNS Vc= 60.12 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.80 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 225 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 225 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.32 KNS Vc= 97.33 KNS Vs= 0.00 KNS Tu= 0.14 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.94 KNS Vc= 97.88 KNS Vs= 0.00 KNS Tu= 0.13 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 226 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 226 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 47.47 KNS Vc= 98.45 KNS Vs= 0.00 KNS Tu= 0.35 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 45.59 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.44 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 227 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 227 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.65 KNS Vc= 97.42 KNS Vs= 0.00 KNS Tu= 0.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 37.57 KNS Vc= 97.83 KNS Vs= 0.00 KNS Tu= 0.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 228 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 228 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 121.13 KNS Vc= 97.43 KNS Vs= 64.07 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 121.13 KNS Vc= 97.43 KNS Vs= 64.07 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 229 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 229 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.98 KNS Vc= 98.04 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.71 KNS Vc= 97.66 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 230 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 230 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.84 KNS Vc= 97.13 KNS Vs= 0.00 KNS Tu= 0.58 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 38.09 KNS Vc= 96.58 KNS Vs= 0.00 KNS Tu= 0.59 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 231 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 231 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.32 KNS Vc= 98.34 KNS Vs= 0.00 KNS Tu= 0.24 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.36 KNS Vc= 97.67 KNS Vs= 0.00 KNS Tu= 0.24 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 232 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 232 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 132.41 KNS Vc= 97.90 KNS Vs= 78.65 KNS Tu= 2.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 217. MM C/C FOR 50. MM AT END SUPPORT - Vu= 133.82 KNS Vc= 97.90 KNS Vs= 80.53 KNS Tu= 2.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 212. MM C/C FOR 50. MM =====================================================================
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BEAM NO. 233 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 0. 6000. YES YES 452. 2 - 16MM 0. 6000. YES YES B E A M N O. 233 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 7.78 KNS Vc= 97.48 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.52 KNS Vc= 97.48 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 234 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 234 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.22 KNS Vc= 98.13 KNS Vs= 0.00 KNS Tu= 0.25 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 41.33 KNS Vc= 98.14 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 235 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
Laporan Perhitungan Struktur
YES YES YES YES
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B E A M N O. 235 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.71 KNS Vc= 97.46 KNS Vs= 0.00 KNS Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 39.04 KNS Vc= 98.41 KNS Vs= 0.00 KNS Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 236 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 236 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.75 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.55 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 237 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 2 - 16MM 452. 2 - 16MM
0. 0. 1053.
3000. 1822. 3000.
YES YES YES NO NO YES
B E A M N O. 237 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.54 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.01 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 238 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 238 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.58 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.72 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 239 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 239 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 130.90 KNS Vc= 97.67 KNS Vs= 76.87 KNS Tu= 2.89 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 222. MM C/C FOR 50. MM AT END SUPPORT - Vu= 129.49 KNS Vc= 97.67 KNS Vs= 74.99 KNS Tu= 2.89 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM =====================================================================
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BEAM NO. 240 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 0. 6000. YES YES 452. 3 - 16MM 0. 6000. YES YES B E A M N O. 240 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 38.75 KNS Vc= 97.68 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.92 KNS Vc= 97.55 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 241 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 241 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.77 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 38.05 KNS Vc= 96.76 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 242 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
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48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 242 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.68 KNS Vc= 97.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.62 KNS Vc= 97.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 243 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
2000. 2000.
YES YES YES YES
B E A M N O. 243 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 71.57 KNS Vc= 95.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM AT END SUPPORT - Vu= 71.57 KNS Vc= 95.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM ===================================================================== BEAM NO. 244 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 244 D E S I G N R E S U L T S - SHEAR
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Universitas Pertahanan Nasional AT START SUPPORT - Vu= 130.86 KNS Vc= 97.67 KNS Vs= 76.81 KNS Tu= 2.89 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 222. MM C/C FOR 50. MM AT END SUPPORT - Vu= 129.45 KNS Vc= 97.67 KNS Vs= 74.93 KNS Tu= 2.89 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 245 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
5926. 6000.
YES NO YES YES
B E A M N O. 245 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.76 KNS Vc= 97.61 KNS Vs= 0.00 KNS Tu= 0.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.90 KNS Vc= 97.49 KNS Vs= 0.00 KNS Tu= 0.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 246 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 246 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.50 KNS Vc= 96.83 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM
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AT END SUPPORT - Vu= 38.33 KNS Vc= 96.76 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 247 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 247 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.67 KNS Vc= 97.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.63 KNS Vc= 97.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 248 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
2000. 2000.
YES YES YES YES
B E A M N O. 248 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 71.57 KNS Vc= 95.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM AT END SUPPORT - Vu= 71.57 KNS Vc= 95.69 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM ===================================================================== BEAM NO. 249 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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Universitas Pertahanan Nasional LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 249 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.74 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.56 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 250 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 2 - 16MM 452. 2 - 16MM
0. 0. 1053.
3000. 1822. 3000.
YES YES YES NO NO YES
B E A M N O. 250 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.13 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.41 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 251 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
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YES YES YES YES
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B E A M N O. 251 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.57 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.73 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 252 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 252 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.75 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.55 KNS Vc= 97.53 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 253 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 2 - 16MM 452. 2 - 16MM
0. 0. 1053.
3000. 1822. 3000.
YES YES YES NO NO YES
B E A M N O. 253 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.05 KNS Vc= 96.82 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.51 KNS Vc= 96.81 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 254 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 254 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.57 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.73 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 255 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 255 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.07 KNS Vc= 98.28 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 39.62 KNS Vc= 97.50 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 256 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 256 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.58 KNS Vc= 97.14 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.35 KNS Vc= 96.58 KNS Vs= 0.00 KNS Tu= 0.34 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 257 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 257 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.83 KNS Vc= 97.54 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.85 KNS Vc= 97.65 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 258 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
Laporan Perhitungan Struktur
YES YES YES YES
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Universitas Pertahanan Nasional
B E A M N O. 258 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 132.53 KNS Vc= 97.90 KNS Vs= 78.81 KNS Tu= 2.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 216. MM C/C FOR 50. MM AT END SUPPORT - Vu= 133.94 KNS Vc= 97.90 KNS Vs= 80.69 KNS Tu= 2.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 211. MM C/C FOR 50. MM ===================================================================== BEAM NO. 259 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 259 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.14 KNS Vc= 97.68 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 40.11 KNS Vc= 97.67 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 260 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 260 D E S I G N R E S U L T S - SHEAR
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Universitas Pertahanan Nasional AT START SUPPORT - Vu= 46.52 KNS Vc= 97.33 KNS Vs= 0.00 KNS Tu= 0.39 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 46.54 KNS Vc= 97.52 KNS Vs= 0.00 KNS Tu= 0.48 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 261 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 261 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.63 KNS Vc= 97.59 KNS Vs= 0.00 KNS Tu= 0.21 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.60 KNS Vc= 98.55 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 262 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 262 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 121.13 KNS Vc= 97.43 KNS Vs= 64.07 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM
Laporan Perhitungan Struktur
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AT END SUPPORT - Vu= 121.13 KNS Vc= 97.43 KNS Vs= 64.07 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 263 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 263 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.53 KNS Vc= 61.27 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 27.52 KNS Vc= 61.27 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.8 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 264 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
5000. 5000. 5000. 5000.
YES YES YES YES YES YES YES YES
B E A M N O. 264 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.49 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 28.49 KNS Vc= 60.10 KNS Vs=
Laporan Perhitungan Struktur
0.00 KNS
81
Universitas Pertahanan Nasional Tu= 0.16 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 265 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0. 0.
4200. 4200. 4200. 4200.
YES YES YES YES YES YES YES YES
B E A M N O. 265 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 72.99 KNS Vc= 62.07 KNS Vs= 35.24 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 74.48 KNS Vc= 62.41 KNS Vs= 36.89 KNS Tu= 0.46 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 266 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0. 1195. 1195.
3600. 3600. 2255. 2255. 3600. 3600.
YES YES YES YES YES NO YES NO NO YES NO YES
B E A M N O. 266 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 70.19 KNS Vc= 62.14 KNS Vs= 31.45 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 69.86 KNS Vc= 62.16 KNS Vs= 30.98 KNS Tu= 0.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 267 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 267 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 69.51 KNS Vc= 62.14 KNS Vs= 30.54 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 69.71 KNS Vc= 62.16 KNS Vs= 30.78 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 268 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 268 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 76.55 KNS Vc= 62.55 KNS Vs= 39.51 KNS Tu= 0.50 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 74.36 KNS Vc= 62.17 KNS Vs= 36.97 KNS
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83
Universitas Pertahanan Nasional Tu= 0.36 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 269 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 269 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.32 KNS Vc= 62.63 KNS Vs= 36.47 KNS Tu= 0.36 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 76.58 KNS Vc= 63.05 KNS Vs= 39.06 KNS Tu= 0.50 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 270 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 270 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 69.68 KNS Vc= 61.99 KNS Vs= 30.91 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 69.54 KNS Vc= 61.97 KNS Vs= 30.74 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 271 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 271 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 69.83 KNS Vc= 62.15 KNS Vs= 30.96 KNS Tu= 0.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 70.22 KNS Vc= 62.13 KNS Vs= 31.50 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 272 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0. 1170. 1170.
4200. 2155. 2155. 4200. 4200.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 272 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.45 KNS Vc= 61.83 KNS Vs= 37.43 KNS Tu= 0.46 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 73.01 KNS Vc= 61.54 KNS Vs= 35.81 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12
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85
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
===================================================================== BEAM NO. 273 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 80.
3 - 16MM 1 - 16MM
0. 0.
500. 500.
YES YES YES YES
*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED. REQD. STEEL = 1235. MM2, MAX. STEEL PERMISSIBLE = 1485. MM2 MAX NEG MOMENT = 123.89 KN-MET, LOADING 15 ===================================================================== BEAM NO. 274 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 274 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 67.03 KNS Vc= 61.89 KNS Vs= 27.48 KNS Tu= 0.42 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.29 KNS Vc= 61.94 KNS Vs= 25.12 KNS Tu= 0.45 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 275 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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Universitas Pertahanan Nasional
1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 275 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.98 KNS Vc= 61.97 KNS Vs= 26.00 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 66.18 KNS Vc= 61.97 KNS Vs= 26.28 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 276 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 1195. 1195.
3600. 2255. 2255. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 276 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.17 KNS Vc= 61.71 KNS Vs= 25.18 KNS Tu= 1.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 66.42 KNS Vc= 61.70 KNS Vs= 26.86 KNS Tu= 0.82 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 277 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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87
Universitas Pertahanan Nasional
1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
5000. 5000. 5000.
YES YES YES YES YES YES
B E A M N O. 277 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.08 KNS Vc= 63.07 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 42.09 KNS Vc= 63.07 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 278 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 278 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 66.41 KNS Vc= 61.69 KNS Vs= 26.86 KNS Tu= 0.82 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.17 KNS Vc= 61.70 KNS Vs= 25.20 KNS Tu= 1.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 279 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 80.
3 - 16MM 1 - 16MM
0. 0.
3600. 3600.
Laporan Perhitungan Struktur
YES YES YES YES
88
Universitas Pertahanan Nasional 3 4
352. 320.
3 - 16MM 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 279 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 66.23 KNS Vc= 61.97 KNS Vs= 26.34 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.93 KNS Vc= 61.98 KNS Vs= 25.92 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 280 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 280 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.24 KNS Vc= 61.93 KNS Vs= 25.06 KNS Tu= 0.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 67.09 KNS Vc= 61.88 KNS Vs= 27.57 KNS Tu= 0.44 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 281 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0.
3700. 3700. 3700.
Laporan Perhitungan Struktur
YES YES YES YES YES YES
89
Universitas Pertahanan Nasional
B E A M N O. 281 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 89.81 KNS Vc= 62.16 KNS Vs= 57.59 KNS Tu= 1.75 KN-MET Tc= 1.7 KN-MET Ts= 2.3 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.74 SQ.CM. AT END SUPPORT - Vu= 72.12 KNS Vc= 64.23 KNS Vs= 31.93 KNS Tu= 1.48 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 283 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
500. 500. 500. 500.
YES YES YES YES YES YES YES YES
B E A M N O. 283 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 283 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 283 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 284 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 284 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 81.98 KNS Vc= 62.26 KNS Vs= 47.04 KNS
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90
Universitas Pertahanan Nasional Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 79.54 KNS Vc= 62.31 KNS Vs= 43.74 KNS Tu= 0.34 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 285 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 1195. 1195.
3600. 2255. 2255. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 285 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.87 KNS Vc= 61.82 KNS Vs= 26.01 KNS Tu= 0.36 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.88 KNS Vc= 61.82 KNS Vs= 26.02 KNS Tu= 0.34 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 286 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 286 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.35 KNS Vc= 60.95 KNS Vs=
Laporan Perhitungan Struktur
0.00 KNS
91
Universitas Pertahanan Nasional Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 68.85 KNS Vc= 61.79 KNS Vs= 30.01 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 287 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 1953. 1953.
5000. 2005. 2005. 5000. 5000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 287 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 71.11 KNS Vc= 60.85 KNS Vs= 33.97 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 71.12 KNS Vc= 60.85 KNS Vs= 33.97 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 288 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0. 1195. 1195.
3600. 3600. 2255. 2255. 3600. 3600.
Laporan Perhitungan Struktur
YES YES YES YES YES NO YES NO NO YES NO YES
92
Universitas Pertahanan Nasional B E A M N O. 288 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 68.89 KNS Vc= 61.88 KNS Vs= 29.98 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 39.35 KNS Vc= 61.01 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 289 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 289 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.82 KNS Vc= 61.84 KNS Vs= 25.91 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.93 KNS Vc= 61.83 KNS Vs= 26.08 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 290 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 290 D E S I G N R E S U L T S - SHEAR
Laporan Perhitungan Struktur
93
Universitas Pertahanan Nasional AT START SUPPORT - Vu= 64.85 KNS Vc= 61.78 KNS Vs= 24.68 KNS Tu= 0.67 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 66.22 KNS Vc= 61.77 KNS Vs= 26.52 KNS Tu= 0.61 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 291 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM
0. 0. 0. 1432.
3700. 2297. 2297. 3700.
YES YES YES NO YES NO NO YES
B E A M N O. 291 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 53.64 KNS Vc= 61.15 KNS Vs= 10.37 KNS Tu= 2.08 KN-MET Tc= 1.7 KN-MET Ts= 2.8 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.87 SQ.CM. AT END SUPPORT - Vu= 0.73 KNS Vc= 58.45 KNS Vs= 0.00 KNS Tu= 2.31 KN-MET Tc= 1.7 KN-MET Ts= 3.1 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.97 SQ.CM. ===================================================================== BEAM NO. 292 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
4200. 4200. 4200. 4200.
YES YES YES YES YES YES YES YES
B E A M N O. 292 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.10 KNS Vc= 60.80 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3
Laporan Perhitungan Struktur
94
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 38.10 KNS Vc= 60.84 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 293 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 293 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.43 KNS Vc= 62.51 KNS Vs= 36.72 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 74.42 KNS Vc= 62.95 KNS Vs= 36.27 KNS Tu= 0.75 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 294 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 294 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 68.39 KNS Vc= 61.94 KNS Vs= 29.24 KNS Tu= 0.42 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION.
Laporan Perhitungan Struktur
95
Universitas Pertahanan Nasional REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 68.91 KNS Vc= 61.92 KNS Vs= 29.96 KNS Tu= 0.44 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 295 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 295 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 70.10 KNS Vc= 62.25 KNS Vs= 31.22 KNS Tu= 0.52 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 73.98 KNS Vc= 61.93 KNS Vs= 36.71 KNS Tu= 0.35 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 296 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
4975. 5000. 5000.
YES NO YES YES YES YES
B E A M N O. 296 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 82.97 KNS Vc= 63.01 KNS Vs= 47.61 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR.
Laporan Perhitungan Struktur
96
Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 82.96 KNS Vc= 63.02 KNS Vs= 47.60 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 297 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
3600. 3600. 3600. 3600.
YES YES YES YES YES YES YES YES
B E A M N O. 297 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.06 KNS Vc= 62.18 KNS Vs= 36.56 KNS Tu= 0.35 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 70.02 KNS Vc= 62.53 KNS Vs= 30.83 KNS Tu= 0.51 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 298 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 298 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 68.49 KNS Vc= 61.95 KNS Vs= 29.37 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
Laporan Perhitungan Struktur
97
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 68.81 KNS Vc= 61.95 KNS Vs= 29.80 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 299 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0. 895. 895.
3600. 3600. 1955. 1955. 3600. 3600.
YES YES YES YES YES NO YES NO NO YES NO YES
B E A M N O. 299 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.91 KNS Vc= 62.47 KNS Vs= 37.41 KNS Tu= 0.33 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 73.94 KNS Vc= 62.10 KNS Vs= 36.49 KNS Tu= 0.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 300 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0. 0.
4200. 4200. 4200. 4200.
YES YES YES YES YES YES YES YES
B E A M N O. 300 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.10 KNS Vc= 60.81 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
Laporan Perhitungan Struktur
98
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 38.10 KNS Vc= 60.76 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 301 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 301 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.90 KNS Vc= 101.55 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 46.19 KNS Vc= 101.37 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
===================================================================== BEAM NO. 302 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0.
3700. 3700. 3700.
YES YES YES YES YES YES
B E A M N O. 302 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 72.11 KNS Vc= 63.36 KNS Vs= 32.79 KNS Tu= 1.47 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM AT END SUPPORT - Vu= 89.82 KNS Vc= 61.59 KNS Vs= 58.16 KNS Tu= 1.73 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13
Laporan Perhitungan Struktur
99
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM
===================================================================== BEAM NO. 303 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 352. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 940. 940.
3700. 1806. 3700. 3700.
YES YES YES NO NO YES NO YES
B E A M N O. 303 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 0.33 KNS Vc= 58.38 KNS Vs= 0.00 KNS Tu= 2.32 KN-MET Tc= 1.7 KN-MET Ts= 3.1 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.98 SQ.CM. AT END SUPPORT - Vu= 54.04 KNS Vc= 60.81 KNS Vs= 11.25 KNS Tu= 2.09 KN-MET Tc= 1.7 KN-MET Ts= 2.8 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.88 SQ.CM. ===================================================================== BEAM NO. 304 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 252. 2 - 16MM 252. 2 - 16MM
0. 0. 935.
3000. 1440. 3000.
YES YES YES NO NO YES
B E A M N O. 304 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.42 KNS Vc= 44.75 KNS Vs= 0.00 KNS Tu= 0.52 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM AT END SUPPORT - Vu= 17.93 KNS Vc= 44.09 KNS Vs= 0.00 KNS Tu= 0.49 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1
Laporan Perhitungan Struktur
100
Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM
===================================================================== BEAM NO. 305 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0.
2500. 2500. 2500.
YES YES YES YES YES YES
B E A M N O. 305 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 85.10 KNS Tu= 28.8 KN-MET Vc= 107.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 14 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 62.54 KNS Tu= 28.8 KN-MET Vc= 98.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 14 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 306 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 306 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 198.56 KNS Vc= 103.96 KNS Vs= 160.78 KNS Tu= 2.66 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 153. MM C/C FOR 50. MM AT END SUPPORT - Vu= 197.15 KNS Vc= 103.96 KNS Vs= 158.90 KNS Tu= 2.66 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 154. MM C/C FOR 50. MM =====================================================================
Laporan Perhitungan Struktur
101
Universitas Pertahanan Nasional BEAM NO. 307 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 307 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 118.05 KNS Vc= 98.35 KNS Vs= 59.06 KNS Tu= 0.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 121.88 KNS Vc= 98.73 KNS Vs= 63.78 KNS Tu= 0.30 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 308 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 1449. 0. 0.
1658. 3000. 3000. 3000.
YES NO NO YES YES YES YES YES
B E A M N O. 308 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 58.73 KNS Vc= 96.56 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 58.73 KNS Vc= 96.47 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM =====================================================================
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Universitas Pertahanan Nasional BEAM NO. 309 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
2500. 2500. 2005. 2005.
YES YES YES YES YES NO YES NO
B E A M N O. 309 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 118.25 KNS Tu= 26.5 KN-MET Vc= 106.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 92.09 KNS Vc= 101.65 KNS Vs= 21.14 KNS Tu= 26.14 KN-MET Tc= 3.4 KN-MET Ts= 34.9 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.08 SQ.CM. ===================================================================== BEAM NO. 310 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 149. 0. 0.
666. 1000. 1000. 1000.
YES NO NO YES YES YES YES YES
B E A M N O. 310 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 202.09 KNS Vc= 102.89 KNS Vs= 166.56 KNS Tu= 2.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 200.68 KNS Vc= 102.89 KNS Vs= 164.68 KNS Tu= 2.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 311 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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Universitas Pertahanan Nasional LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 311 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.88 KNS Vc= 100.94 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.65 KNS Vc= 99.65 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 312 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 1199. 0. 0.
1654. 3000. 3000. 3000.
YES NO NO YES YES YES YES YES
B E A M N O. 312 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 57.61 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 57.61 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 313 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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Universitas Pertahanan Nasional LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 313 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 119.88 KNS Vc= 98.51 KNS Vs= 61.33 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 115.53 KNS Vc= 98.19 KNS Vs= 55.85 KNS Tu= 0.31 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 314 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 314 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.90 KNS Vc= 100.90 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.64 KNS Vc= 99.64 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 315 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS
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Universitas Pertahanan Nasional LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 315 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 57.67 KNS Vc= 97.74 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 57.67 KNS Vc= 97.74 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 316 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 316 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.70 KNS Vc= 99.31 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.83 KNS Vc= 100.57 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 317 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
1000. 1000. 1000.
YES YES YES YES YES YES
B E A M N O. 317 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 181.42 KNS Vc= 105.37 KNS Vs= 136.53 KNS Tu= 4.63 KN-MET Tc= 3.4 KN-MET Ts= 6.2 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. AT END SUPPORT - Vu= 182.83 KNS Vc= 105.37 KNS Vs= 138.41 KNS Tu= 4.63 KN-MET Tc= 3.4 KN-MET Ts= 6.2 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. ===================================================================== BEAM NO. 318 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 2 - 16MM
0. 0. 0. 1618.
4780. 2349. 2349. 4780.
YES YES YES NO YES NO NO YES
B E A M N O. 318 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.45 KNS Vc= 99.06 KNS Vs= 21.54 KNS Tu= 16.57 KN-MET Tc= 3.4 KN-MET Ts= 22.1 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.12 SQ.CM. AT END SUPPORT - Vu= 11.96 KNS Vc= 94.33 KNS Vs= 0.00 KNS Tu= 16.57 KN-MET Tc= 3.4 KN-MET Ts= 22.1 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.12 SQ.CM. ===================================================================== BEAM NO. 319 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
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TO ANCHOR STA END
107
Universitas Pertahanan Nasional _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 4 - 16MM
0. 0. 0.
1220. 1220. 1220.
YES YES YES YES YES YES
B E A M N O. 319 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 197.41 KNS Tu= 37.8 KN-MET Vc= 104.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 190.64 KNS Tu= 37.8 KN-MET Vc= 104.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.
===================================================================== BEAM NO. 320 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
3000. 3000. 3000.
YES YES YES YES YES YES
B E A M N O. 320 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 60.99 KNS Vc= 98.01 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 60.99 KNS Vc= 97.88 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 321 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
5500. 5500.
Laporan Perhitungan Struktur
YES YES YES YES
108
Universitas Pertahanan Nasional 3
420.
1 - 16MM
0.
5500.
YES YES
B E A M N O. 321 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.39 KNS Vc= 97.14 KNS Vs= 23.37 KNS Tu= 5.14 KN-MET Tc= 3.4 KN-MET Ts= 6.9 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.59 SQ.CM. AT END SUPPORT - Vu= 51.14 KNS Vc= 101.66 KNS Vs= 0.00 KNS Tu= 6.69 KN-MET Tc= 3.4 KN-MET Ts= 8.9 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.07 SQ.CM. ===================================================================== BEAM NO. 322 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 322 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 322 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 322 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 323 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
2000. 2000. 2000.
YES YES YES YES YES YES
B E A M N O. 323 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 110.79 KNS Vc= 100.38 KNS Vs= 47.34 KNS Tu= 0.92 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM AT END SUPPORT - Vu= 90.70 KNS Vc= 103.19 KNS Vs= 17.75 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM ===================================================================== BEAM NO. 324 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 282. 0. 0.
956. 1000. 1000. 1000.
YES NO NO YES YES YES YES YES
B E A M N O. 324 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 181.50 KNS Vc= 100.34 KNS Vs= 141.66 KNS Tu= 4.63 KN-MET Tc= 3.4 KN-MET Ts= 6.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. AT END SUPPORT - Vu= 182.91 KNS Vc= 100.34 KNS Vs= 143.54 KNS Tu= 4.63 KN-MET Tc= 3.4 KN-MET Ts= 6.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. ===================================================================== BEAM NO. 325 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 2 - 16MM
0. 0. 0. 2415.
4780. 2747. 2747. 4780.
Laporan Perhitungan Struktur
YES YES YES NO YES NO NO YES
110
Universitas Pertahanan Nasional B E A M N O. 325 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.44 KNS Vc= 99.06 KNS Vs= 21.53 KNS Tu= 16.57 KN-MET Tc= 3.4 KN-MET Ts= 22.1 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.12 SQ.CM. AT END SUPPORT - Vu= 11.97 KNS Vc= 94.33 KNS Vs= 0.00 KNS Tu= 16.57 KN-MET Tc= 3.4 KN-MET Ts= 22.1 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.12 SQ.CM. ===================================================================== BEAM NO. 326 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 4 - 16MM
223. 0. 0.
1220. 1220. 1220.
NO YES YES YES YES YES
B E A M N O. 326 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 197.42 KNS Tu= 37.8 KN-MET Vc= 104.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 190.65 KNS Tu= 37.8 KN-MET Vc= 104.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 327 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 1449. 0. 0.
1675. 3000. 3000. 3000.
YES NO NO YES YES YES YES YES
B E A M N O. 327 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 60.99 KNS Vc= 96.56 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 60.99 KNS Vc= 96.47 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 328 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 3 - 16MM
0. 0. 0. 2407.
5500. 2130. 2130. 5500.
YES YES YES NO YES NO NO YES
B E A M N O. 328 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.38 KNS Vc= 97.14 KNS Vs= 23.36 KNS Tu= 5.14 KN-MET Tc= 3.4 KN-MET Ts= 6.9 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.59 SQ.CM. AT END SUPPORT - Vu= 51.15 KNS Vc= 101.66 KNS Vs= 0.00 KNS Tu= 6.69 KN-MET Tc= 3.4 KN-MET Ts= 8.9 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.07 SQ.CM. ===================================================================== BEAM NO. 329 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 329 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 329 IS BEYOND
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Universitas Pertahanan Nasional THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 329 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 330 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 876. 0. 0.
1336. 2000. 2000. 2000.
YES NO NO YES YES YES YES YES
B E A M N O. 330 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 110.74 KNS Vc= 99.26 KNS Vs= 48.40 KNS Tu= 0.93 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM AT END SUPPORT - Vu= 90.70 KNS Vc= 101.60 KNS Vs= 19.34 KNS Tu= 0.08 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 550. MM ===================================================================== BEAM NO. 331 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
5864. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 331 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.88 KNS Vc= 100.91 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.66 KNS Vc= 99.63 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 332 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 1199. 0.
1655. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 332 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 57.67 KNS Vc= 96.52 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 57.67 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 333 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 333 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.68 KNS Vc= 99.30 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
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AT END SUPPORT - Vu= 42.85 KNS Vc= 100.54 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 334 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
5866. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 334 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.85 KNS Vc= 100.96 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.68 KNS Vc= 99.64 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 335 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 335 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 57.61 KNS Vc= 97.74 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 57.61 KNS Vc= 97.73 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 336 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 336 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.65 KNS Vc= 99.33 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.87 KNS Vc= 100.56 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 337 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
5000. 5000. 5000.
YES YES YES YES YES YES
B E A M N O. 337 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 26.71 KNS Vc= 63.91 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 26.69 KNS Vc= 63.92 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 338 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 2495. 2495.
5336. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 338 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 118.07 KNS Vc= 98.35 KNS Vs= 59.07 KNS Tu= 0.32 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 121.87 KNS Vc= 98.74 KNS Vs= 63.75 KNS Tu= 0.31 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 339 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
3000. 3000. 3000.
YES YES YES YES YES YES
B E A M N O. 339 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 58.73 KNS Vc= 97.84 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 58.73 KNS Vc= 97.71 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 340 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
2500. 2500. 2500. 2500.
YES YES YES YES YES YES YES YES
B E A M N O. 340 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 130.09 KNS Vc= 103.30 KNS Vs= 70.16 KNS Tu= 25.79 KN-MET Tc= 3.4 KN-MET Ts= 34.4 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 20 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.97 SQ.CM. AT END SUPPORT - Vu= 92.21 KNS Vc= 101.67 KNS Vs= 21.28 KNS Tu= 25.79 KN-MET Tc= 3.4 KN-MET Ts= 34.4 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.97 SQ.CM. ===================================================================== BEAM NO. 341 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
1000. 1000. 1000.
YES YES YES YES YES YES
B E A M N O. 341 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 201.78 KNS Vc= 102.90 KNS Vs= 166.15 KNS Tu= 2.20 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 200.37 KNS Vc= 102.90 KNS Vs= 164.27 KNS Tu= 2.20 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM
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===================================================================== BEAM NO. 342 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 2495. 2495.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 342 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.84 KNS Vc= 101.59 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 46.25 KNS Vc= 101.34 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 343 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0.
2500. 2214. 2214.
YES YES YES NO YES NO
B E A M N O. 343 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 85.06 KNS Tu= 28.8 KN-MET Vc= 107.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 62.50 KNS Tu= 28.8 KN-MET Vc= 98.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. =====================================================================
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Universitas Pertahanan Nasional BEAM NO. 344 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1
48.
2 - 16MM
0.
500.
YES YES
*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED. REQD. STEEL = 1235. MM2, MAX. STEEL PERMISSIBLE = 1485. MM2 MAX NEG MOMENT = 123.90 KN-MET, LOADING 13 ===================================================================== BEAM NO. 345 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 345 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 345 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 345 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 346 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 252. 2 - 16MM 252. 2 - 16MM
0. 0. 685.
2940. 1190. 3000.
YES NO YES NO NO YES
B E A M N O. 346 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.42 KNS Vc= 44.75 KNS Vs= 0.00 KNS Tu= 0.51 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 10
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM AT END SUPPORT - Vu= 17.94 KNS Vc= 44.09 KNS Vs= 0.00 KNS Tu= 0.48 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM ===================================================================== BEAM NO. 347 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1953. 1953.
5000. 2422. 2422. 5000. 5000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 347 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.57 KNS Vc= 59.72 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 23.57 KNS Vc= 59.72 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 348 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 348 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.19 KNS Vc= 61.44 KNS Vs= 25.48 KNS Tu= 0.61 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 67.63 KNS Vc= 61.77 KNS Vs= 28.40 KNS Tu= 0.54 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 349 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 349 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.15 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.15 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 350 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 350 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.76 KNS Vc= 60.13 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.76 KNS Vc= 60.17 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 351 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 351 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 66.83 KNS Vc= 61.62 KNS Vs= 27.50 KNS Tu= 0.17 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 64.75 KNS Vc= 61.23 KNS Vs= 25.10 KNS Tu= 0.49 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 352 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 352 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 64.72 KNS Vc= 61.71 KNS Vs= 24.58 KNS Tu= 0.49 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 66.86 KNS Vc= 62.17 KNS Vs= 26.98 KNS Tu= 0.17 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 353 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 353 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.76 KNS Vc= 60.13 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.76 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 354 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 354 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.15 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.15 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 355 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1170. 1170.
4200. 2155. 2155. 4200. 4200.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 355 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 67.61 KNS Vc= 61.27 KNS Vs= 28.87 KNS Tu= 0.54 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 65.21 KNS Vc= 60.98 KNS Vs= 25.97 KNS Tu= 0.61 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 356 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 356 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 356 IS BEYOND
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Universitas Pertahanan Nasional THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 356 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 357 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 357 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.06 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.06 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 358 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 358 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.11 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.11 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 359 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 359 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.19 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.19 KNS Vc= 60.14 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 360 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 2136.
5000. 1822. 5000.
YES YES YES NO NO YES
B E A M N O. 360 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.09 KNS Vc= 62.77 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 42.08 KNS Vc= 62.77 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 361 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 2255. 2255. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 361 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.19 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.19 KNS Vc= 60.18 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 362 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 362 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.11 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.11 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 363 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 363 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.06 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.06 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 364 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3700. 3700. 3700.
YES YES YES YES YES YES
B E A M N O. 364 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 82.90 KNS Vc= 61.59 KNS Vs= 48.94 KNS Tu= 1.77 KN-MET Tc= 1.7 KN-MET Ts= 2.4 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.74 SQ.CM. AT END SUPPORT - Vu= 64.76 KNS Vc= 63.78 KNS Vs= 22.56 KNS Tu= 1.76 KN-MET Tc= 1.7 KN-MET Ts= 2.4 KN-MET LOAD 13
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Universitas Pertahanan Nasional STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.74 SQ.CM. ===================================================================== BEAM NO. 366 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 352. 320. BEAM
3 - 16MM 0. 500. YES YES 3 - 16MM 0. 500. YES YES 1 - 16MM 0. 500. YES YES N O. 366 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 366 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 366 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 367 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 367 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 73.21 KNS Vc= 61.46 KNS Vs= 36.16 KNS Tu= 0.34 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 69.24 KNS Vc= 61.56 KNS Vs= 30.76 KNS Tu= 0.45 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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Universitas Pertahanan Nasional
BEAM NO. 368 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 368 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.08 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.08 KNS Vc= 60.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 369 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 369 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.71 KNS Vc= 60.20 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.71 KNS Vc= 60.14 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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Universitas Pertahanan Nasional BEAM NO. 370 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 352. 320. 352. 320. BEAM
2 - 16MM 0. 5000. YES YES 3 - 16MM 0. 2005. YES NO 2 - 16MM 0. 2005. YES NO 3 - 16MM 1953. 5000. NO YES 2 - 16MM 1953. 5000. NO YES N O. 370 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 66.22 KNS Vc= 60.43 KNS Vs= 27.87 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 66.22 KNS Vc= 60.43 KNS Vs= 27.86 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM
===================================================================== BEAM NO. 371 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 371 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.71 KNS Vc= 60.19 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.71 KNS Vc= 60.26 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 372 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 372 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.08 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 29.08 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 373 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 373 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.67 KNS Vc= 60.12 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.67 KNS Vc= 60.15 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM =====================================================================
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BEAM NO. 374 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 352. 2 - 16MM
0. 0. 1432.
3700. 1806. 3700.
YES YES YES NO NO YES
B E A M N O. 374 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 47.00 KNS Vc= 60.71 KNS Vs= 1.95 KNS Tu= 2.03 KN-MET Tc= 1.7 KN-MET Ts= 2.7 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.85 SQ.CM. AT END SUPPORT - Vu= 2.61 KNS Vc= 58.67 KNS Vs= 0.00 KNS Tu= 2.16 KN-MET Tc= 1.7 KN-MET Ts= 2.9 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.91 SQ.CM. ===================================================================== BEAM NO. 375 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 375 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 31.87 KNS Vc= 60.29 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 31.87 KNS Vc= 60.35 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM =====================================================================
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BEAM NO. 376 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 376 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.73 KNS Vc= 61.65 KNS Vs= 25.99 KNS Tu= 0.20 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 64.98 KNS Vc= 62.14 KNS Vs= 24.50 KNS Tu= 0.79 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 13 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
===================================================================== BEAM NO. 377 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 377 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.50 KNS Vc= 60.12 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.50 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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===================================================================== BEAM NO. 378 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 378 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 31.56 KNS Vc= 60.33 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 31.56 KNS Vc= 60.14 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 379 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4997. 5000.
YES NO YES YES
B E A M N O. 379 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 35.43 KNS Vc= 64.01 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 35.43 KNS Vc= 64.01 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM
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Universitas Pertahanan Nasional ===================================================================== BEAM NO. 380 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
3600. 3600. 3600.
YES YES YES YES YES YES
B E A M N O. 380 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 31.56 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 31.56 KNS Vc= 60.52 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 381 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 1195. 1195.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 381 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.50 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.50 KNS Vc= 60.13 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
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===================================================================== BEAM NO. 382 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 895. 895.
3600. 1955. 1955. 3600. 3600.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 382 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 65.63 KNS Vc= 61.61 KNS Vs= 25.90 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 15 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 65.08 KNS Vc= 61.21 KNS Vs= 25.56 KNS Tu= 0.56 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 383 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 383 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 31.87 KNS Vc= 60.30 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 31.87 KNS Vc= 60.24 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 3 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM
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===================================================================== BEAM NO. 384 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
6000. 3255. 3255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 384 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.69 KNS Vc= 101.56 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 46.40 KNS Vc= 101.30 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 385 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 320. 2 - 16MM
0. 0. 0.
3700. 3700. 3700.
YES YES YES YES YES YES
B E A M N O. 385 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.89 KNS Vc= 62.28 KNS Vs= 0.00 KNS Tu= 1.95 KN-MET Tc= 1.7 KN-MET Ts= 2.6 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.82 SQ.CM. AT END SUPPORT - Vu= 83.00 KNS Vc= 61.24 KNS Vs= 49.42 KNS Tu= 1.56 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 386 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 2 - 16MM 352. 3 - 16MM
0. 0. 1123.
3700. 1497. 3700.
YES YES YES NO NO YES
B E A M N O. 386 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 1.93 KNS Vc= 58.58 KNS Vs= 0.00 KNS Tu= 2.19 KN-MET Tc= 1.7 KN-MET Ts= 2.9 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.92 SQ.CM. AT END SUPPORT - Vu= 47.68 KNS Vc= 60.62 KNS Vs= 2.95 KNS Tu= 2.05 KN-MET Tc= 1.7 KN-MET Ts= 2.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1500. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.86 SQ.CM. ===================================================================== BEAM NO. 387 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 252. 2 - 16MM 252. 2 - 16MM
0. 0. 935.
3000. 1190. 3000.
YES YES YES NO NO YES
B E A M N O. 387 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.09 KNS Vc= 44.29 KNS Vs= 0.00 KNS Tu= 0.57 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM AT END SUPPORT - Vu= 18.22 KNS Vc= 43.66 KNS Vs= 0.00 KNS Tu= 0.55 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM ===================================================================== BEAM NO. 388 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
2500. 2500. 2500. 2500.
YES YES YES YES YES YES YES YES
B E A M N O. 388 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 96.56 KNS Vc= 103.88 KNS Vs= 24.87 KNS Tu= 26.38 KN-MET Tc= 3.4 KN-MET Ts= 35.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.15 SQ.CM. AT END SUPPORT - Vu= 74.00 KNS Vc= 99.79 KNS Vs= 0.00 KNS Tu= 26.38 KN-MET Tc= 3.4 KN-MET Ts= 35.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.15 SQ.CM. ===================================================================== BEAM NO. 389 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 389 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 19.62 KNS Vc= 95.16 KNS Vs= 0.00 KNS Tu= 10.43 KN-MET Tc= 3.4 KN-MET Ts= 13.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.22 SQ.CM. AT END SUPPORT - Vu= 18.21 KNS Vc= 95.12 KNS Vs= 0.00 KNS Tu= 10.43 KN-MET Tc= 3.4 KN-MET Ts= 13.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM
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Universitas Pertahanan Nasional ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.22 SQ.CM. ===================================================================== BEAM NO. 390 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 2495. 2495.
6000. 3255. 3255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 390 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 112.79 KNS Vc= 99.33 KNS Vs= 51.05 KNS Tu= 0.44 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 118.32 KNS Vc= 99.65 KNS Vs= 58.11 KNS Tu= 0.48 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 391 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
1676. 3000. 3000.
YES NO YES YES YES YES
B E A M N O. 391 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.30 KNS Vc= 96.53 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.30 KNS Vc= 96.50 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional
===================================================================== BEAM NO. 392 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
2500. 2500. 2005. 2005.
YES YES YES YES YES NO YES NO
B E A M N O. 392 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 128.04 KNS Vc= 104.81 KNS Vs= 65.91 KNS Tu= 23.98 KN-MET Tc= 3.4 KN-MET Ts= 32.0 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.41 SQ.CM. AT END SUPPORT - Vu= 90.16 KNS Vc= 101.28 KNS Vs= 18.94 KNS Tu= 23.98 KN-MET Tc= 3.4 KN-MET Ts= 32.0 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.41 SQ.CM. ===================================================================== BEAM NO. 393 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 199. 0.
676. 1000. 1000.
YES NO NO YES YES YES
B E A M N O. 393 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 122.79 KNS Vc= 100.34 KNS Vs= 63.38 KNS Tu= 4.05 KN-MET Tc= 3.4 KN-MET Ts= 5.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.25 SQ.CM. AT END SUPPORT - Vu= 121.38 KNS Vc= 100.34 KNS Vs= 61.50 KNS Tu= 4.05 KN-MET Tc= 3.4 KN-MET Ts= 5.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.25 SQ.CM.
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Universitas Pertahanan Nasional
===================================================================== BEAM NO. 394 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
6000. 3255. 3255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 394 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.65 KNS Vc= 101.42 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.83 KNS Vc= 99.67 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 395 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 1449. 0.
1676. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 395 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.03 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.03 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 396 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 396 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 116.88 KNS Vc= 99.29 KNS Vs= 56.55 KNS Tu= 0.12 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 109.86 KNS Vc= 99.13 KNS Vs= 47.35 KNS Tu= 0.48 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 18 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 397 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
6000. 3255. 3255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 397 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.64 KNS Vc= 101.33 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.85 KNS Vc= 99.60 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 398 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 398 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.00 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.00 KNS Vc= 96.52 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 399 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
6000. 6000. 6000.
YES YES YES YES YES YES
B E A M N O. 399 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.07 KNS Vc= 99.57 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.37 KNS Vc= 101.67 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM =====================================================================
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BEAM NO. 400 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 400 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 92.90 KNS Vc= 99.39 KNS Vs= 24.48 KNS Tu= 7.00 KN-MET Tc= 3.4 KN-MET Ts= 9.3 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.16 SQ.CM. AT END SUPPORT - Vu= 110.58 KNS Vc= 100.96 KNS Vs= 46.47 KNS Tu= 4.33 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.34 SQ.CM. ===================================================================== BEAM NO. 401 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 2 - 16MM
0. 0. 0. 2415.
4780. 2349. 2349. 4780.
YES YES YES NO YES NO NO YES
B E A M N O. 401 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.97 KNS Vc= 99.42 KNS Vs= 21.87 KNS Tu= 19.86 KN-MET Tc= 3.4 KN-MET Ts= 26.5 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.14 SQ.CM. AT END SUPPORT - Vu= 11.44 KNS Vc= 94.28 KNS Vs= 0.00 KNS Tu= 19.86 KN-MET Tc= 3.4 KN-MET Ts= 26.5 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.14 SQ.CM. =====================================================================
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Universitas Pertahanan Nasional BEAM NO. 402 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 2 - 16MM 48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 216. 0. 0.
833. 1220. 1220. 1220.
YES NO NO YES YES YES YES YES
B E A M N O. 402 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 115.09 KNS Tu= 31.3 KN-MET Vc= 104.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 110.54 KNS Tu= 31.3 KN-MET Vc= 104.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 403 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 403 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.31 KNS Vc= 96.44 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.31 KNS Vc= 96.59 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 404 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
5500. 5500. 5500.
YES YES YES YES YES YES
B E A M N O. 404 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 83.41 KNS Vc= 99.13 KNS Vs= 12.09 KNS Tu= 4.39 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.36 SQ.CM. AT END SUPPORT - Vu= 46.20 KNS Vc= 100.78 KNS Vs= 0.00 KNS Tu= 4.39 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.36 SQ.CM.
===================================================================== BEAM NO. 405 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 405 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 405 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 405 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 407 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 4 - 16MM
0. 0.
Laporan Perhitungan Struktur
978. 1000.
YES NO YES YES
149
Universitas Pertahanan Nasional B E A M N O. 407 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 92.87 KNS Vc= 99.39 KNS Vs= 24.43 KNS Tu= 6.99 KN-MET Tc= 3.4 KN-MET Ts= 9.3 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.16 SQ.CM. AT END SUPPORT - Vu= 110.61 KNS Vc= 100.96 KNS Vs= 46.52 KNS Tu= 4.33 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.34 SQ.CM. ===================================================================== BEAM NO. 408 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 2 - 16MM
0. 0. 0. 2813.
4780. 3544. 3544. 4780.
YES YES YES NO YES NO NO YES
B E A M N O. 408 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 90.97 KNS Vc= 99.42 KNS Vs= 21.87 KNS Tu= 19.87 KN-MET Tc= 3.4 KN-MET Ts= 26.5 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.14 SQ.CM. AT END SUPPORT - Vu= 11.44 KNS Vc= 94.28 KNS Vs= 0.00 KNS Tu= 19.87 KN-MET Tc= 3.4 KN-MET Ts= 26.5 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.14 SQ.CM. ===================================================================== BEAM NO. 409 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 3 - 16MM
114. 0. 0.
1220. 1220. 1220.
NO YES YES YES YES YES
B E A M N O. 409 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 115.09 KNS Tu= 31.3 KN-MET Vc= 104.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 110.54 KNS Tu= 31.3 KN-MET Vc= 104.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 410 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 1949. 0.
1926. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 410 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.31 KNS Vc= 96.44 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 39.31 KNS Vc= 96.59 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 411 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 3 - 16MM
0. 0. 0. 1948.
5500. 2130. 2130. 5500.
YES YES YES NO YES NO NO YES
B E A M N O. 411 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 83.40 KNS Vc= 99.13 KNS Vs= 12.07 KNS Tu= 4.39 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM
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Universitas Pertahanan Nasional ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.36 SQ.CM. AT END SUPPORT - Vu= 46.21 KNS Vc= 100.79 KNS Vs= 0.00 KNS Tu= 4.39 KN-MET Tc= 3.4 KN-MET Ts= 5.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 2300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.36 SQ.CM. ===================================================================== BEAM NO. 412 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 412 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 412 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 412 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 414 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
5846. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 414 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.63 KNS Vc= 101.34 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.86 KNS Vc= 99.60 KNS Vs=
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0.00 KNS
152
Universitas Pertahanan Nasional Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 415 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 4 - 16MM
0. 1449. 0.
1926. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 415 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.00 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.00 KNS Vc= 96.52 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 416 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 416 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.02 KNS Vc= 99.55 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 42.42 KNS Vc= 101.56 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 417 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
5847. 2255. 2255. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 417 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 42.59 KNS Vc= 101.41 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 38.89 KNS Vc= 99.60 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 418 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 4 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 418 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.03 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 40.03 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 419 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 1995. 1995.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 419 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.98 KNS Vc= 99.58 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.48 KNS Vc= 101.53 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 421 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 1995. 1995.
5354. 1755. 1755. 6000. 6000.
YES NO YES NO YES NO NO YES NO YES
B E A M N O. 421 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 112.85 KNS Vc= 99.34 KNS Vs= 51.13 KNS Tu= 0.46 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 19 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
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Universitas Pertahanan Nasional
AT END SUPPORT - Vu= 118.25 KNS Vc= 99.68 KNS Vs= 57.99 KNS Tu= 0.50 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 422 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
3000. 3000. 3000.
YES YES YES YES YES YES
B E A M N O. 422 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.30 KNS Vc= 96.53 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 40.30 KNS Vc= 96.50 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM ===================================================================== BEAM NO. 423 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
2500. 2500. 2500. 2500.
YES YES YES YES YES YES YES YES
B E A M N O. 423 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 128.23 KNS Vc= 104.68 KNS Vs= 66.29 KNS Tu= 23.36 KN-MET Tc= 3.4 KN-MET Ts= 31.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.22 SQ.CM.
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 90.36 KNS Vc= 101.32 KNS Vs= 19.16 KNS Tu= 23.36 KN-MET Tc= 3.4 KN-MET Ts= 31.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.22 SQ.CM. ===================================================================== BEAM NO. 424 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 4 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 424 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 122.28 KNS Vc= 100.34 KNS Vs= 62.70 KNS Tu= 3.82 KN-MET Tc= 3.4 KN-MET Ts= 5.1 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.18 SQ.CM. AT END SUPPORT - Vu= 120.87 KNS Vc= 100.34 KNS Vs= 60.82 KNS Tu= 3.82 KN-MET Tc= 3.4 KN-MET Ts= 5.1 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.18 SQ.CM. ===================================================================== BEAM NO. 425 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0. 2495. 2495.
6000. 2255. 2255. 6000. 6000.
YES YES YES NO YES NO NO YES NO YES
B E A M N O. 425 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.65 KNS Vc= 101.57 KNS Vs= 0.00 KNS Tu= 0.44 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 46.44 KNS Vc= 101.28 KNS Vs=
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0.00 KNS
157
Universitas Pertahanan Nasional Tu= 0.44 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 426 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
2500. 2500. 2005. 2005.
YES YES YES YES YES NO YES NO
B E A M N O. 426 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 96.54 KNS Vc= 103.91 KNS Vs= 24.81 KNS Tu= 26.30 KN-MET Tc= 3.4 KN-MET Ts= 35.1 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.13 SQ.CM. AT END SUPPORT - Vu= 73.98 KNS Vc= 99.79 KNS Vs= 0.00 KNS Tu= 26.30 KN-MET Tc= 3.4 KN-MET Ts= 35.1 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 800. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.13 SQ.CM. ===================================================================== BEAM NO. 427 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 320. 3 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 427 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 427 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 427 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.
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===================================================================== BEAM NO. 428 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0.
500. 500. 500.
YES YES YES YES YES YES
B E A M N O. 428 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 428 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 428 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 429 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 252. 2 - 16MM
0. 0.
2690. 3000.
YES NO YES YES
B E A M N O. 429 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.10 KNS Vc= 44.28 KNS Vs= 0.00 KNS Tu= 0.55 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM AT END SUPPORT - Vu= 18.21 KNS Vc= 43.66 KNS Vs= 0.00 KNS Tu= 0.52 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 126. MM C/C FOR 1250. MM ===================================================================== BEAM NO. 430 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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159
Universitas Pertahanan Nasional LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
5000. 5000.
YES YES YES YES
B E A M N O. 430 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.53 KNS Vc= 61.29 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 27.53 KNS Vc= 61.29 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 431 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 431 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.47 KNS Vc= 59.95 KNS Vs= 0.00 KNS Tu= 0.84 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 30.72 KNS Vc= 60.21 KNS Vs= 0.00 KNS Tu= 0.83 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 432 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
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TO ANCHOR STA END
160
Universitas Pertahanan Nasional _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 432 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.56 KNS Vc= 59.99 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.05 KNS Vc= 59.99 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 433 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 433 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.32 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.38 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 434 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
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161
Universitas Pertahanan Nasional
1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 434 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 26.77 KNS Vc= 60.04 KNS Vs= 0.00 KNS Tu= 0.53 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 27.31 KNS Vc= 59.71 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 435 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 435 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.30 KNS Vc= 59.71 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 26.77 KNS Vc= 60.04 KNS Vs= 0.00 KNS Tu= 0.53 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 436 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
Laporan Perhitungan Struktur
YES YES YES YES
162
Universitas Pertahanan Nasional
B E A M N O. 436 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.38 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.32 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 437 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 437 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.04 KNS Vc= 59.99 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.57 KNS Vc= 59.99 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 438 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1353.
4200. 1622. 4200.
Laporan Perhitungan Struktur
YES YES YES NO NO YES
163
Universitas Pertahanan Nasional
B E A M N O. 438 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 30.72 KNS Vc= 60.21 KNS Vs= 0.00 KNS Tu= 0.84 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 28.47 KNS Vc= 59.95 KNS Vs= 0.00 KNS Tu= 0.85 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 439 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 439 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 439 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 439 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 440 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 440 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.02 KNS Vc= 61.44 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION.
Laporan Perhitungan Struktur
164
Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 27.48 KNS Vc= 61.57 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 441 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 778.
3600. 1472. 3600.
YES YES YES NO NO YES
B E A M N O. 441 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.86 KNS Vc= 61.79 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 27.63 KNS Vc= 61.86 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 442 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 3 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 442 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.17 KNS Vc= 60.80 KNS Vs= 0.00 KNS Tu= 1.40 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
Laporan Perhitungan Struktur
165
Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 32.33 KNS Vc= 60.09 KNS Vs= 0.00 KNS Tu= 1.40 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 443 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 2136.
5000. 1406. 5000.
YES YES YES NO NO YES
B E A M N O. 443 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.31 KNS Vc= 63.38 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 38.32 KNS Vc= 63.38 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 444 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 444 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 32.35 KNS Vc= 60.09 KNS Vs= 0.00 KNS Tu= 1.39 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM
Laporan Perhitungan Struktur
166
Universitas Pertahanan Nasional AT END SUPPORT - Vu= 23.15 KNS Vc= 60.81 KNS Vs= 0.00 KNS Tu= 1.39 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 445 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 445 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.66 KNS Vc= 61.84 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 27.84 KNS Vc= 61.79 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 446 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3566. 3600.
YES NO YES YES
B E A M N O. 446 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.43 KNS Vc= 61.58 KNS Vs= 0.00 KNS Tu= 0.12 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.07 KNS Vc= 61.43 KNS Vs= 0.00 KNS Tu= 0.12 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION.
Laporan Perhitungan Struktur
167
Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 447 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3700. 3700.
YES YES YES YES
B E A M N O. 447 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.67 KNS Vc= 61.65 KNS Vs= 0.00 KNS Tu= 0.64 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM AT END SUPPORT - Vu= 24.31 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 1.06 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 449 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 449 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 449 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 449 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 450 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1472. 3600.
YES YES YES NO NO YES
B E A M N O. 450 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.46 KNS Vc= 62.25 KNS Vs= 0.00 KNS Tu= 1.13 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.04 KNS Vc= 62.03 KNS Vs= 0.00 KNS Tu= 1.13 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 451 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1472. 3600.
YES YES YES NO NO YES
B E A M N O. 451 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.48 KNS Vc= 62.18 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.01 KNS Vc= 61.99 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 452 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL
HEIGHT
BAR INFO
Laporan Perhitungan Struktur
FROM
TO
ANCHOR
169
Universitas Pertahanan Nasional (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 452 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.20 KNS Vc= 61.62 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 32.30 KNS Vc= 60.34 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 453 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 3 - 16MM
0. 0.
4495. 5000.
YES NO YES YES
B E A M N O. 453 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 26.71 KNS Vc= 61.71 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 26.75 KNS Vc= 61.69 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 454 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
Laporan Perhitungan Struktur
170
Universitas Pertahanan Nasional
1 2 3
48. 2 - 16MM 352. 3 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 454 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 32.56 KNS Vc= 60.35 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 30.53 KNS Vc= 60.24 KNS Vs= 0.00 KNS Tu= 0.20 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 455 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 1472. 3600.
YES YES YES NO NO YES
B E A M N O. 455 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.05 KNS Vc= 62.26 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 28.45 KNS Vc= 61.77 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 456 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1
48.
2 - 16MM
0.
3600.
Laporan Perhitungan Struktur
YES YES
171
Universitas Pertahanan Nasional 2 3
352. 352.
2 - 16MM 2 - 16MM
0. 1378.
1472. 3600.
YES NO NO YES
B E A M N O. 456 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 28.66 KNS Vc= 61.81 KNS Vs= 0.00 KNS Tu= 1.12 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 26.83 KNS Vc= 62.50 KNS Vs= 0.00 KNS Tu= 1.12 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 457 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1123.
3700. 1806. 3700.
YES YES YES NO NO YES
B E A M N O. 457 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.57 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 1.09 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM AT END SUPPORT - Vu= 6.37 KNS Vc= 62.41 KNS Vs= 0.00 KNS Tu= 0.68 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 458 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 458 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 3.17 KNS Vc= 62.47 KNS Vs= 0.00 KNS Tu= 0.32 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.55 KNS Vc= 61.31 KNS Vs= 0.00 KNS Tu= 0.32 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 459 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 2072. 3600.
YES YES YES NO NO YES
B E A M N O. 459 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 10.68 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 1.94 KN-MET Tc= 1.7 KN-MET Ts= 2.6 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1450. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.81 SQ.CM. AT END SUPPORT - Vu= 17.23 KNS Vc= 61.59 KNS Vs= 0.00 KNS Tu= 1.94 KN-MET Tc= 1.7 KN-MET Ts= 2.6 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1450. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.81 SQ.CM. ===================================================================== BEAM NO. 460 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 460 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 23.82 KNS Vc= 60.14 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.62 KNS Vc= 60.04 KNS Vs= 0.00 KNS Tu= 0.15 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 461 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 461 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.44 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 0.35 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 26.61 KNS Vc= 59.78 KNS Vs= 0.00 KNS Tu= 0.23 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 462 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4849. 5000.
YES NO YES YES
B E A M N O. 462 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 29.62 KNS Vc= 62.07 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM
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Universitas Pertahanan Nasional AT END SUPPORT - Vu= 29.64 KNS Vc= 62.06 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 463 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3600. 3600.
YES YES YES YES
B E A M N O. 463 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 26.76 KNS Vc= 59.78 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.29 KNS Vc= 60.03 KNS Vs= 0.00 KNS Tu= 0.35 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 464 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1378.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 464 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.10 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 0.09 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM AT END SUPPORT - Vu= 24.35 KNS Vc= 60.10 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION.
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1450. MM ===================================================================== BEAM NO. 465 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3600. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1078.
3600. 1772. 3600.
YES YES YES NO NO YES
B E A M N O. 465 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 17.73 KNS Vc= 61.34 KNS Vs= 0.00 KNS Tu= 2.02 KN-MET Tc= 1.7 KN-MET Ts= 2.7 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1450. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.85 SQ.CM. AT END SUPPORT - Vu= 10.18 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 2.02 KN-MET Tc= 1.7 KN-MET Ts= 2.7 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 1450. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.85 SQ.CM. ===================================================================== BEAM NO. 466 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
4200. 4200.
YES YES YES YES
B E A M N O. 466 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 3.49 KNS Vc= 61.28 KNS Vs= 0.00 KNS Tu= 0.31 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.23 KNS Vc= 62.05 KNS Vs= 0.00 KNS Tu= 0.31 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 467 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 2 - 16MM 452. 2 - 16MM
0. 0. 2678.
5926. 1572. 6000.
YES NO YES NO NO YES
B E A M N O. 467 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.23 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 1.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 41.66 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 1.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 468 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
3657. 3700.
YES NO YES YES
B E A M N O. 468 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 24.32 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 1.03 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM AT END SUPPORT - Vu= 23.66 KNS Vc= 61.66 KNS Vs= 0.00 KNS Tu= 0.61 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 469 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3700. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS
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Universitas Pertahanan Nasional LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1432.
3700. 1497. 3700.
YES YES YES NO NO YES
B E A M N O. 469 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 6.46 KNS Vc= 62.51 KNS Vs= 0.00 KNS Tu= 0.70 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 29.47 KNS Vc= 60.01 KNS Vs= 0.00 KNS Tu= 1.10 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1500. MM ===================================================================== BEAM NO. 470 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 252. 2 - 16MM
0. 0.
2940. 3000.
YES NO YES YES
B E A M N O. 470 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.07 KNS Vc= 43.20 KNS Vs= 0.00 KNS Tu= 0.41 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.39 KNS Vc= 44.29 KNS Vs= 0.00 KNS Tu= 0.41 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 471 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
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YES YES YES YES
178
Universitas Pertahanan Nasional B E A M N O. 471 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 8.72 KNS Vc= 98.63 KNS Vs= 0.00 KNS Tu= 0.77 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 6.58 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 0.77 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 472 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 472 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 6.05 KNS Vc= 96.59 KNS Vs= 0.00 KNS Tu= 9.53 KN-MET Tc= 3.4 KN-MET Ts= 12.7 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.95 SQ.CM. AT END SUPPORT - Vu= 6.41 KNS Vc= 97.11 KNS Vs= 0.00 KNS Tu= 9.53 KN-MET Tc= 3.4 KN-MET Ts= 12.7 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.95 SQ.CM. ===================================================================== BEAM NO. 473 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
5353. 6000.
YES NO YES YES
B E A M N O. 473 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.86 KNS Vc= 101.97 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION.
Laporan Perhitungan Struktur
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Universitas Pertahanan Nasional REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 41.90 KNS Vc= 100.12 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 474 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 474 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 36.60 KNS Vc= 95.86 KNS Vs= 0.00 KNS Tu= 1.43 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 1050. MM AT END SUPPORT - Vu= 5.58 KNS Vc= 95.09 KNS Vs= 0.00 KNS Tu= 0.94 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 475 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 3 - 16MM 452. 3 - 16MM
0. 0. 1178.
6000. 1572. 6000.
YES YES YES NO NO YES
B E A M N O. 475 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 41.41 KNS Vc= 99.11 KNS Vs= 0.00 KNS Tu= 0.46 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 43.56 KNS Vc= 96.56 KNS Vs= 0.00 KNS Tu= 0.92 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16
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Universitas Pertahanan Nasional NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 476 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 476 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 10.02 KNS Vc= 94.80 KNS Vs= 0.00 KNS Tu= 4.28 KN-MET Tc= 3.4 KN-MET Ts= 5.7 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.32 SQ.CM. AT END SUPPORT - Vu= 10.38 KNS Vc= 94.80 KNS Vs= 0.00 KNS Tu= 4.28 KN-MET Tc= 3.4 KN-MET Ts= 5.7 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.32 SQ.CM.
===================================================================== BEAM NO. 477 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 2 - 16MM 452. 3 - 16MM
0. 0. 2678.
5342. 1072. 6000.
YES NO YES NO NO YES
B E A M N O. 477 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 61.43 KNS Vc= 101.69 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 41.14 KNS Vc= 99.91 KNS Vs=
Laporan Perhitungan Struktur
0.00 KNS
181
Universitas Pertahanan Nasional Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 478 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1926. 3000.
YES NO YES YES
B E A M N O. 478 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 13.53 KNS Vc= 95.18 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 8.69 KNS Vc= 94.86 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 479 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
5844. 6000.
YES NO YES YES
B E A M N O. 479 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.25 KNS Vc= 100.61 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 62.40 KNS Vc= 101.75 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM =====================================================================
Laporan Perhitungan Struktur
182
Universitas Pertahanan Nasional BEAM NO. 480 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 2 - 16MM 452. 3 - 16MM
0. 0. 2678.
6000. 1072. 6000.
YES YES YES NO NO YES
B E A M N O. 480 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 61.98 KNS Vc= 101.79 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 40.75 KNS Vc= 100.42 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 481 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
2926. 3000.
YES NO YES YES
B E A M N O. 481 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 11.41 KNS Vc= 95.00 KNS Vs= 0.00 KNS Tu= 0.36 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 10.81 KNS Vc= 94.96 KNS Vs= 0.00 KNS Tu= 0.36 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 482 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
Laporan Perhitungan Struktur
183
Universitas Pertahanan Nasional
1 2 3
48. 3 - 16MM 452. 3 - 16MM 452. 2 - 16MM
0. 0. 1678.
5847. 1572. 6000.
YES NO YES NO NO YES
B E A M N O. 482 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 41.01 KNS Vc= 100.32 KNS Vs= 0.00 KNS Tu= 0.12 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 61.40 KNS Vc= 101.82 KNS Vs= 0.00 KNS Tu= 0.19 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 483 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 483 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.95 KNS Vc= 96.70 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 42.36 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 484 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1
48.
4 - 16MM
0.
4780.
Laporan Perhitungan Struktur
YES YES
184
Universitas Pertahanan Nasional 2 3 4
452. 420. 452.
4 - 16MM 1 - 16MM 2 - 16MM
0. 0. 2813.
1950. 1950. 4780.
YES NO YES NO NO YES
B E A M N O. 484 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 89.25 KNS Vc= 101.28 KNS Vs= 17.71 KNS Tu= 17.69 KN-MET Tc= 3.4 KN-MET Ts= 23.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.47 SQ.CM. AT END SUPPORT - Vu= 14.01 KNS Vc= 94.35 KNS Vs= 0.00 KNS Tu= 17.69 KN-MET Tc= 3.4 KN-MET Ts= 23.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.47 SQ.CM. ===================================================================== BEAM NO. 485 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
132. 0. 0.
1220. 1220. 1220.
NO YES YES YES YES YES
B E A M N O. 485 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 112.54 KNS Tu= 29.0 KN-MET Vc= 103.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 108.12 KNS Tu= 29.0 KN-MET Vc= 103.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 486 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 3 - 16MM
0. 1199. 0.
1676. 3000. 3000.
Laporan Perhitungan Struktur
YES NO NO YES YES YES
185
Universitas Pertahanan Nasional B E A M N O. 486 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 19.33 KNS Vc= 94.66 KNS Vs= 0.00 KNS Tu= 3.48 KN-MET Tc= 3.4 KN-MET Ts= 4.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1050. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. AT END SUPPORT - Vu= 20.07 KNS Vc= 94.68 KNS Vs= 0.00 KNS Tu= 3.48 KN-MET Tc= 3.4 KN-MET Ts= 4.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1050. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. ===================================================================== BEAM NO. 487 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 452. 2 - 16MM
0. 0. 1032.
5500. 1489. 5500.
YES YES YES NO NO YES
B E A M N O. 487 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 44.29 KNS Vc= 99.98 KNS Vs= 0.00 KNS Tu= 0.34 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2300. MM AT END SUPPORT - Vu= 50.49 KNS Vc= 100.96 KNS Vs= 0.00 KNS Tu= 0.59 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2300. MM ===================================================================== BEAM NO. 488 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
Laporan Perhitungan Struktur
500. 500.
YES YES YES YES
186
Universitas Pertahanan Nasional B E A M N O. 488 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 488 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 488 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 490 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 490 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.95 KNS Vc= 96.70 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM AT END SUPPORT - Vu= 42.36 KNS Vc= 96.51 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 12 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 50. MM ===================================================================== BEAM NO. 491 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4780. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
4780. 4780. 4780.
YES YES YES YES YES YES
B E A M N O. 491 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 89.24 KNS Vc= 101.28 KNS Vs= 17.71 KNS Tu= 17.69 KN-MET Tc= 3.4 KN-MET Ts= 23.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
Laporan Perhitungan Struktur
187
Universitas Pertahanan Nasional PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.47 SQ.CM. AT END SUPPORT - Vu= 14.01 KNS Vc= 94.35 KNS Vs= 0.00 KNS Tu= 17.69 KN-MET Tc= 3.4 KN-MET Ts= 23.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1940. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.47 SQ.CM. ===================================================================== BEAM NO. 492 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1220. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 420. 1 - 16MM
0. 0. 0.
1220. 1220. 1220.
YES YES YES YES YES YES
B E A M N O. 492 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 112.55 KNS Tu= 29.0 KN-MET Vc= 103.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 108.12 KNS Tu= 29.0 KN-MET Vc= 103.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 10 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ===================================================================== BEAM NO. 493 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1926. 3000.
YES NO YES YES
B E A M N O. 493 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 19.34 KNS Vc= 94.66 KNS Vs= 0.00 KNS Tu= 3.50 KN-MET Tc= 3.4 KN-MET Ts= 4.7 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1050. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. AT END SUPPORT - Vu= 20.06 KNS Vc= 94.68 KNS Vs= 0.00 KNS Tu= 3.50 KN-MET Tc= 3.4 KN-MET Ts= 4.7 KN-MET LOAD 11
Laporan Perhitungan Struktur
188
Universitas Pertahanan Nasional STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1050. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. ===================================================================== BEAM NO. 494 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 4 - 16MM 452. 2 - 16MM
0. 0. 1948.
5500. 1947. 5500.
YES YES YES NO NO YES
B E A M N O. 494 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 44.29 KNS Vc= 99.98 KNS Vs= 0.00 KNS Tu= 0.34 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2300. MM AT END SUPPORT - Vu= 50.49 KNS Vc= 100.96 KNS Vs= 0.00 KNS Tu= 0.60 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2300. MM ===================================================================== BEAM NO. 495 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 495 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 495 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 495 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.
Laporan Perhitungan Struktur
189
Universitas Pertahanan Nasional
===================================================================== BEAM NO. 497 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
5346. 6000.
YES NO YES YES
B E A M N O. 497 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 61.99 KNS Vc= 101.80 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 40.75 KNS Vc= 100.44 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 498 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 3 - 16MM
0. 2199. 0.
1676. 3000. 3000.
YES NO NO YES YES YES
B E A M N O. 498 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 11.38 KNS Vc= 95.00 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 10.84 KNS Vc= 94.96 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 499 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS
Laporan Perhitungan Struktur
190
Universitas Pertahanan Nasional LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 3 - 16MM 452. 2 - 16MM
0. 0. 2178.
6000. 2572. 6000.
YES YES YES NO NO YES
B E A M N O. 499 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 41.03 KNS Vc= 100.31 KNS Vs= 0.00 KNS Tu= 0.09 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 61.37 KNS Vc= 101.82 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 500 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 452. 3 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 500 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 61.81 KNS Vc= 101.78 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 40.82 KNS Vc= 100.35 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 501 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT (MM)
BAR INFO (MM)
FROM (MM)
Laporan Perhitungan Struktur
TO ANCHOR STA END
191
Universitas Pertahanan Nasional _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
3000. 3000.
YES YES YES YES
B E A M N O. 501 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 11.45 KNS Vc= 95.02 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 10.77 KNS Vc= 94.98 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 502 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 3 - 16MM 452. 2 - 16MM
0. 0. 2178.
6000. 1572. 6000.
YES YES YES NO NO YES
B E A M N O. 502 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.89 KNS Vc= 100.26 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 61.64 KNS Vc= 101.76 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 504 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 452. 2 - 16MM 452. 3 - 16MM
0. 0. 2678.
6000. 1572. 6000.
Laporan Perhitungan Struktur
YES YES YES NO NO YES
192
Universitas Pertahanan Nasional
B E A M N O. 504 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.95 KNS Vc= 101.99 KNS Vs= 0.00 KNS Tu= 0.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 10 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 41.81 KNS Vc= 100.24 KNS Vs= 0.00 KNS Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 505 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 3 - 16MM
0. 0.
1926. 3000.
YES NO YES YES
B E A M N O. 505 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 16.04 KNS Vc= 95.77 KNS Vs= 0.00 KNS Tu= 0.88 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 6.18 KNS Vc= 95.14 KNS Vs= 0.00 KNS Tu= 0.88 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 506 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 452. 3 - 16MM 452. 3 - 16MM
0. 0. 1678.
6000. 2072. 6000.
YES YES YES NO NO YES
B E A M N O. 506 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 41.65 KNS Vc= 98.95 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
Laporan Perhitungan Struktur
193
Universitas Pertahanan Nasional PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM AT END SUPPORT - Vu= 42.72 KNS Vc= 96.69 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 507 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
1000. 1000.
YES YES YES YES
B E A M N O. 507 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 0.10 KNS Vc= 93.64 KNS Vs= 0.00 KNS Tu= 3.71 KN-MET Tc= 3.4 KN-MET Ts= 4.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. AT END SUPPORT - Vu= 0.26 KNS Vc= 93.67 KNS Vs= 0.00 KNS Tu= 3.71 KN-MET Tc= 3.4 KN-MET Ts= 4.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. ===================================================================== BEAM NO. 508 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 508 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 40.23 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 1.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM
Laporan Perhitungan Struktur
194
Universitas Pertahanan Nasional
AT END SUPPORT - Vu= 41.67 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 1.04 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2550. MM ===================================================================== BEAM NO. 509 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 6000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6000. 6000.
YES YES YES YES
B E A M N O. 509 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 8.70 KNS Vc= 98.66 KNS Vs= 0.00 KNS Tu= 0.73 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 6.60 KNS Vc= 100.34 KNS Vs= 0.00 KNS Tu= 0.73 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 510 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 510 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 510 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 510 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 511 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
195
Universitas Pertahanan Nasional LEN - 500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 352. 2 - 16MM
0. 0.
500. 500.
YES YES YES YES
B E A M N O. 511 D E S I G N R E S U L T S - SHEAR
** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 511 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 511 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ===================================================================== BEAM NO. 512 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 252. 2 - 16MM 252. 2 - 16MM
0. 0. 1185.
3000. 1440. 3000.
YES YES YES NO NO YES
B E A M N O. 512 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 7.07 KNS Vc= 43.20 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.39 KNS Vc= 44.30 KNS Vs= 0.00 KNS Tu= 0.43 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 513 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 48. 3 - 16MM 452. 4 - 16MM
0. 104. 0.
Laporan Perhitungan Struktur
644. 1000. 1000.
YES NO NO YES YES YES
196
Universitas Pertahanan Nasional
B E A M N O. 513 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 197.96 KNS Vc= 103.95 KNS Vs= 160.00 KNS Tu= 2.66 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 153. MM C/C FOR 50. MM AT END SUPPORT - Vu= 196.91 KNS Vc= 103.95 KNS Vs= 158.60 KNS Tu= 2.66 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 155. MM C/C FOR 50. MM ===================================================================== BEAM NO. 514 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 2 - 16MM 48. 2 - 16MM 452. 3 - 16MM
0. 115. 0.
676. 1000. 1000.
YES NO NO YES YES YES
B E A M N O. 514 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 19.30 KNS Vc= 95.12 KNS Vs= 0.00 KNS Tu= 10.44 KN-MET Tc= 3.4 KN-MET Ts= 13.9 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.23 SQ.CM. AT END SUPPORT - Vu= 18.25 KNS Vc= 95.11 KNS Vs= 0.00 KNS Tu= 10.44 KN-MET Tc= 3.4 KN-MET Ts= 13.9 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.23 SQ.CM. ===================================================================== BEAM NO. 515 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
1000. 1000.
Laporan Perhitungan Struktur
YES YES YES YES
197
Universitas Pertahanan Nasional B E A M N O. 515 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 6.18 KNS Vc= 96.87 KNS Vs= 0.00 KNS Tu= 9.58 KN-MET Tc= 3.4 KN-MET Ts= 12.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.96 SQ.CM. AT END SUPPORT - Vu= 6.18 KNS Vc= 97.27 KNS Vs= 0.00 KNS Tu= 9.58 KN-MET Tc= 3.4 KN-MET Ts= 12.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 50. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.96 SQ.CM. ===================================================================== BEAM NO. 516 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
3500. 3500. 3500.
YES YES YES YES YES YES
B E A M N O. 516 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.41 KNS Vc= 96.26 KNS Vs= 0.00 KNS Tu= 25.20 KN-MET Tc= 3.4 KN-MET Ts= 33.6 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.79 SQ.CM. AT END SUPPORT - Vu= 79.66 KNS Vc= 99.53 KNS Vs= 6.69 KNS Tu= 24.98 KN-MET Tc= 3.4 KN-MET Ts= 33.3 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.72 SQ.CM. ===================================================================== BEAM NO. 517 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
3206. 3206. 3500. 3500.
Laporan Perhitungan Struktur
YES NO YES NO YES YES YES YES
198
Universitas Pertahanan Nasional
B E A M N O. 517 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 46.55 KNS Vc= 96.74 KNS Vs= 0.00 KNS Tu= 22.02 KN-MET Tc= 3.4 KN-MET Ts= 29.4 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.81 SQ.CM. AT END SUPPORT - Vu= 103.21 KNS Vc= 101.67 KNS Vs= 35.94 KNS Tu= 22.02 KN-MET Tc= 3.4 KN-MET Ts= 29.4 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.81 SQ.CM.
===================================================================== BEAM NO. 518 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
3500. 3500. 3500. 3500.
YES YES YES YES YES YES YES YES
B E A M N O. 518 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.43 KNS Vc= 96.37 KNS Vs= 0.00 KNS Tu= 24.02 KN-MET Tc= 3.4 KN-MET Ts= 32.0 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.42 SQ.CM. AT END SUPPORT - Vu= 79.84 KNS Vc= 100.13 KNS Vs= 6.33 KNS Tu= 23.87 KN-MET Tc= 3.4 KN-MET Ts= 31.8 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.38 SQ.CM.
===================================================================== BEAM NO. 519 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
Laporan Perhitungan Struktur
199
Universitas Pertahanan Nasional
1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
3206. 3206. 3500. 3500.
YES NO YES NO YES YES YES YES
B E A M N O. 519 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 46.12 KNS Vc= 96.75 KNS Vs= 0.00 KNS Tu= 20.79 KN-MET Tc= 3.4 KN-MET Ts= 27.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.43 SQ.CM. AT END SUPPORT - Vu= 102.77 KNS Vc= 102.51 KNS Vs= 34.52 KNS Tu= 20.79 KN-MET Tc= 3.4 KN-MET Ts= 27.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.43 SQ.CM. ===================================================================== BEAM NO. 520 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 3 - 16MM
0. 0. 0. 0.
3500. 3500. 3500. 3500.
YES YES YES YES YES YES YES YES
B E A M N O. 520 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 46.38 KNS Vc= 96.72 KNS Vs= 0.00 KNS Tu= 22.13 KN-MET Tc= 3.4 KN-MET Ts= 29.5 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.84 SQ.CM. AT END SUPPORT - Vu= 103.04 KNS Vc= 101.67 KNS Vs= 35.71 KNS Tu= 22.13 KN-MET Tc= 3.4 KN-MET Ts= 29.5 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.84 SQ.CM. ===================================================================== BEAM NO. 521 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS
Laporan Perhitungan Struktur
200
Universitas Pertahanan Nasional LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 4 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0.
3343. 3500. 3500.
YES NO YES YES YES YES
B E A M N O. 521 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.50 KNS Vc= 96.27 KNS Vs= 0.00 KNS Tu= 25.18 KN-MET Tc= 3.4 KN-MET Ts= 33.6 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.78 SQ.CM. AT END SUPPORT - Vu= 79.75 KNS Vc= 99.53 KNS Vs= 6.81 KNS Tu= 24.96 KN-MET Tc= 3.4 KN-MET Ts= 33.3 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.71 SQ.CM. ===================================================================== BEAM NO. 522 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
3500. 3500. 3500. 3500.
YES YES YES YES YES YES YES YES
B E A M N O. 522 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 45.84 KNS Vc= 96.73 KNS Vs= 0.00 KNS Tu= 20.95 KN-MET Tc= 3.4 KN-MET Ts= 27.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.48 SQ.CM. AT END SUPPORT - Vu= 102.50 KNS Vc= 102.49 KNS Vs= 34.17 KNS Tu= 20.95 KN-MET Tc= 3.4 KN-MET Ts= 27.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.48 SQ.CM.
===================================================================== BEAM NO. 523 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
Laporan Perhitungan Struktur
201
Universitas Pertahanan Nasional LEN - 3500. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 4 - 16MM 420. 2 - 16MM
0. 0. 0. 0.
3498. 3498. 3500. 3500.
YES NO YES NO YES YES YES YES
B E A M N O. 523 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 39.53 KNS Vc= 96.37 KNS Vs= 0.00 KNS Tu= 24.01 KN-MET Tc= 3.4 KN-MET Ts= 32.0 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.42 SQ.CM. AT END SUPPORT - Vu= 79.95 KNS Vc= 100.13 KNS Vs= 6.47 KNS Tu= 23.86 KN-MET Tc= 3.4 KN-MET Ts= 31.8 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 152. MM C/C FOR 1300. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.37 SQ.CM. ===================================================================== BEAM NO. 524 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 352. 3 - 16MM
0. 0. 0. 1703.
4200. 4200. 922. 4200.
YES YES YES YES YES NO NO YES
B E A M N O. 524 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 95.18 KNS Vc= 70.69 KNS Vs= 56.21 KNS Tu= 0.40 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 93.82 KNS Vc= 70.69 KNS Vs= 54.41 KNS Tu= 0.40 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM =====================================================================
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Universitas Pertahanan Nasional BEAM NO. 525 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM 352. 2 - 16MM
0. 0. 0. 1703.
4200. 4200. 922. 4200.
YES YES YES YES YES NO NO YES
B E A M N O. 525 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 94.92 KNS Vc= 70.80 KNS Vs= 55.76 KNS Tu= 0.46 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 94.08 KNS Vc= 70.80 KNS Vs= 54.64 KNS Tu= 0.46 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 526 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 526 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 93.78 KNS Vc= 70.72 KNS Vs= 54.32 KNS Tu= 0.42 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 95.22 KNS Vc= 70.72 KNS Vs= 56.25 KNS Tu= 0.42 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 527 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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Universitas Pertahanan Nasional LEN - 4200. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 80. 1 - 16MM 352. 3 - 16MM
0. 0. 0.
4200. 4200. 4200.
YES YES YES YES YES YES
B E A M N O. 527 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 94.00 KNS Vc= 70.85 KNS Vs= 54.48 KNS Tu= 0.49 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM AT END SUPPORT - Vu= 95.00 KNS Vc= 70.85 KNS Vs= 55.83 KNS Tu= 0.49 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 1750. MM ===================================================================== BEAM NO. 534 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4
48. 4 - 16MM 80. 1 - 16MM 452. 3 - 16MM 452. 3 - 16MM
0. 0. 0. 2136.
5000. 5000. 989. 5000.
YES YES YES YES YES NO NO YES
B E A M N O. 534 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 122.74 KNS Vc= 109.59 KNS Vs= 54.06 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2050. MM AT END SUPPORT - Vu= 122.74 KNS Vc= 109.59 KNS Vs= 54.06 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 2050. MM ===================================================================== BEAM NO. 535 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS
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LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 0. 1953. 1953.
5000. 5000. 1172. 1172. 5000. 5000.
YES YES YES YES YES NO YES NO NO YES NO YES
B E A M N O. 535 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 128.44 KNS Vc= 76.99 KNS Vs= 94.27 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 128.45 KNS Vc= 76.99 KNS Vs= 94.27 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM ===================================================================== BEAM NO. 536 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4 5 6
48. 3 - 16MM 80. 3 - 16MM 352. 3 - 16MM 320. 1 - 16MM 352. 3 - 16MM 320. 1 - 16MM
0. 0. 0. 0. 1953. 1953.
5000. 5000. 1172. 1172. 5000. 5000.
YES YES YES YES YES NO YES NO NO YES NO YES
B E A M N O. 536 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 126.32 KNS Vc= 77.14 KNS Vs= 91.29 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM AT END SUPPORT - Vu= 126.32 KNS Vc= 77.14 KNS Vs= 91.29 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 176. MM C/C FOR 2150. MM
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Universitas Pertahanan Nasional ===================================================================== BEAM NO. 544 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 352. 2 - 16MM
0. 0.
2500. 2500.
YES YES YES YES
B E A M N O. 544 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.59 KNS Vc= 66.41 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.8 KN-MET Ts= 8.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.81 SQ.CM. AT END SUPPORT - Vu= 27.19 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.8 KN-MET Ts= 8.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.81 SQ.CM. ===================================================================== BEAM NO. 545 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3
48. 3 - 16MM 352. 2 - 16MM 352. 2 - 16MM
0. 0. 1823.
2500. 1822. 2500.
YES YES YES NO NO YES
B E A M N O. 545 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.56 KNS Vc= 65.01 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 1.8 KN-MET Ts= 8.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.76 SQ.CM. AT END SUPPORT - Vu= 27.16 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 1.8 KN-MET Ts= 8.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.76 SQ.CM.
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===================================================================== BEAM NO. 546 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 7000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
7000. 7000.
YES YES YES YES
B E A M N O. 546 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 12.56 KNS Vc= 103.94 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 11.54 KNS Vc= 155.44 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 549 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 7000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 2 - 16MM 452. 2 - 16MM
0. 0.
6843. 7000.
YES NO YES YES
B E A M N O. 549 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 12.56 KNS Vc= 103.94 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 11.54 KNS Vc= 155.53 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 3.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ===================================================================== BEAM NO. 550 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 352. 2 - 16MM
0. 0.
1992. 2500.
Laporan Perhitungan Struktur
YES NO YES YES
207
Universitas Pertahanan Nasional
B E A M N O. 550 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.19 KNS Vc= 60.06 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.8 KN-MET Ts= 8.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.81 SQ.CM. AT END SUPPORT - Vu= 37.59 KNS Vc= 66.41 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.8 KN-MET Ts= 8.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.81 SQ.CM. ===================================================================== BEAM NO. 551 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 2500. MM FY - 400. FC - 28. MPA, SIZE - 200. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 3 - 16MM 352. 2 - 16MM
0. 0.
1975. 2500.
YES NO YES YES
B E A M N O. 551 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 27.16 KNS Vc= 60.11 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 1.8 KN-MET Ts= 8.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.76 SQ.CM. AT END SUPPORT - Vu= 37.56 KNS Vc= 65.01 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 1.8 KN-MET Ts= 8.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 115. MM C/C FOR 900. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.76 SQ.CM. ===================================================================== BEAM NO. 552 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 7000. MM FY - 400. FC - 28. MPA, SIZE - 250. X 500. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2
48. 4 - 16MM 452. 2 - 16MM
0. 0.
6753. 7000.
Laporan Perhitungan Struktur
YES NO YES YES
208
Universitas Pertahanan Nasional
B E A M N O. 552 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 50.99 KNS Vc= 117.49 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 3050. MM AT END SUPPORT - Vu= 50.93 KNS Vc= 117.04 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 226. MM C/C FOR 3050. MM ********************END OF BEAM DESIGN************************** 261. DESIGN COLUMN 1 TO 140 177 TO 224 540 TO 543 ==================================================================== COLUMN NO.
1 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
2 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2168.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
3 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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12 - 16 MM 2.681 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
4 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
5 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
6 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2223.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
7 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM
1.508
3
STA
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0.650
210
Universitas Pertahanan Nasional (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
8 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
9 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
10 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
11 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO.
12 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
13 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
14 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
15 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1467.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ====================================================================
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COLUMN NO.
16 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
17 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
18 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1467.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
19 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
20 DESIGN PER ACI 318-05 - AXIAL + BENDING
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FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
21 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2097.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
22 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
23 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
24 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
Laporan Perhitungan Struktur
214
Universitas Pertahanan Nasional AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
25 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
26 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
27 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2223.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
28 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM
Laporan Perhitungan Struktur
215
Universitas Pertahanan Nasional BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
29 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2168.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
30 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
31 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
32 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional
12 - 16 MM 1.970 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
33 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
34 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
35 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
36 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1782.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM
2.681
16
Laporan Perhitungan Struktur
END
0.650
217
Universitas Pertahanan Nasional (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
37 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
38 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
39 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1593.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
40 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
Laporan Perhitungan Struktur
218
Universitas Pertahanan Nasional
==================================================================== COLUMN NO.
41 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
42 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1656.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
43 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2048.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
44 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 3111.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ====================================================================
Laporan Perhitungan Struktur
219
Universitas Pertahanan Nasional COLUMN NO.
45 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2475.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 3.574 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
46 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
47 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 3111.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
48 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2475.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 3.574 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
49 DESIGN PER ACI 318-05 - AXIAL + BENDING
Laporan Perhitungan Struktur
220
Universitas Pertahanan Nasional
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
50 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
51 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1656.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
52 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
53 DESIGN PER ACI 318-05 - AXIAL + BENDING
Laporan Perhitungan Struktur
221
Universitas Pertahanan Nasional FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
54 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1593.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
55 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
56 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
57 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1782.0 SQ. MM
Laporan Perhitungan Struktur
222
Universitas Pertahanan Nasional BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
58 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
59 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
60 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1971.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
61 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION
REINF PCT. LOAD LOCATION PHI
Laporan Perhitungan Struktur
223
Universitas Pertahanan Nasional ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
62 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
63 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 19 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
64 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
65 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2854.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM
2.626
17
Laporan Perhitungan Struktur
END
0.650
224
Universitas Pertahanan Nasional (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
66 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
67 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1824.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
68 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2597.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
69 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1782.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
Laporan Perhitungan Struktur
225
Universitas Pertahanan Nasional
==================================================================== COLUMN NO.
70 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1824.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
71 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
72 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
73 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ====================================================================
Laporan Perhitungan Struktur
226
Universitas Pertahanan Nasional COLUMN NO.
74 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2425.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
75 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1908.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
76 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
77 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2425.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
78 DESIGN PER ACI 318-05 - AXIAL + BENDING
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Universitas Pertahanan Nasional FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1908.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
79 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
80 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
81 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
82 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM
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Universitas Pertahanan Nasional BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
83 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
84 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1656.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
85 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
86 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2940.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 16 - 16 MM 2.626 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
87 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
88 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
89 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2768.5 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 17 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
90 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1719.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 17 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
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Universitas Pertahanan Nasional TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
91 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2496.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.011 18 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
92 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2511.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
93 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1215.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 16 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
94 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2272.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 18 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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Universitas Pertahanan Nasional ==================================================================== COLUMN NO.
95 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2682.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
96 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1656.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
97 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
98 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2682.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO.
99 DESIGN PER ACI 318-05 - AXIAL + BENDING
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FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2097.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 100 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 101 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 102 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 103 DESIGN PER ACI 318-05 - AXIAL + BENDING
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Universitas Pertahanan Nasional FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 104 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 105 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2097.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 106 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 107 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM
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234
Universitas Pertahanan Nasional BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 108 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2097.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 109 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2160.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 3 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 110 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2254.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 111 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 12 - 16 MM 2.681 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 112 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 113 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2339.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 114 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 2034.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 2.681 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 115 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2272.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 16 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 116 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2682.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 117 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1593.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 118 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2496.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.011 16 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 119 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 2597.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------16 - 16 MM 2.626 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ====================================================================
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COLUMN NO. 120 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1278.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 16 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 121 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2048.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 122 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1482.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.313 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 123 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1215.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 15 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 124 DESIGN PER ACI 318-05 - AXIAL + BENDING
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Universitas Pertahanan Nasional
FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2048.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 125 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1482.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.313 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 126 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1215.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 13 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 127 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 17 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 128 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1482.2 SQ. MM
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BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.313 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 129 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 900.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 130 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 13 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 131 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1653.7 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 132 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1341.0 SQ. MM BAR CONFIGURATION
REINF PCT. LOAD LOCATION PHI
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Universitas Pertahanan Nasional ---------------------------------------------------------8 - 16 MM 1.787 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 133 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2272.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 18 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 134 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 2272.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 16 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 135 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 15 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 136 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1653.7 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.970 14 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 137 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1341.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 138 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1936.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 17 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 139 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED AREA OF STEEL REQUIRED = 1482.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.313 12 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 140 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 900.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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Universitas Pertahanan Nasional ==================================================================== COLUMN NO. 177 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 178 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 179 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 180 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 181 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 182 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 183 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 184 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 185 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 186 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 187 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 188 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
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Universitas Pertahanan Nasional TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 189 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 190 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 191 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 192 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
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Universitas Pertahanan Nasional TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 193 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 194 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 195 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 196 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM
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Universitas Pertahanan Nasional (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 197 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 198 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 199 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 200 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 201 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 202 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 203 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 204 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 205 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 206 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 207 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 208 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 209 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 210 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 211 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 212 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 213 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 214 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 215 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 216 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------
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Universitas Pertahanan Nasional 8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 217 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1824.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 218 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1824.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 4 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 219 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 17 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 220 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
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Universitas Pertahanan Nasional TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 221 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 222 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 223 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 224 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 1712.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------12 - 16 MM 1.508 19 STA 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
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==================================================================== COLUMN NO. 540 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1467.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 11 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 541 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1467.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 11 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 542 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1341.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 11 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ==================================================================== COLUMN NO. 543 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 400.0 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED AREA OF STEEL REQUIRED = 1341.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.787 11 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM ********************END OF COLUMN DESIGN RESULTS********************
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262. END CONCRETE DESIGN 263. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= MAR 27,2012 TIME= 11:43:16 **** ************************************************************ * For questions on STAAD.Pro, please contact * * Research Engineers Offices at the following locations * * * * Telephone Email * * USA: +1 (714)974-2500 [email protected] * * CANADA +1 (905)632-4771 [email protected] * * UK +44(1454)207-000 [email protected] * * NORWAY +47 67 57 21 30 [email protected] * * SINGAPORE +65 6225-6158 [email protected] * * INDIA +91(033)4006-2021 [email protected] * * JAPAN +81(03)5952-6500 [email protected] * * CHINA +86(411)8479-1166 [email protected] * * THAILAND +66(0)2645-1018/19 [email protected] * * * * North America [email protected] * * Europe [email protected] * * Asia [email protected] * ************************************************************
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