3era Practica Concreto Ii.xlsx

DISEÑO DE MUROS ESTRCTURALES DATOS: H= t= L=

18.00 m 0.20 m 6.00 m

a) Cálculo de la fuerza sismica por nivel R= Z= U= S= Tp(s)= TL(s)= T= C= V= NIVEL 1 2 3 4 5 6

6 0.35 1.3 1.2 1 1.6 0.3 2.5 0.2275 P AREA(m2) PS(tn/m2) 432 1.1 432 1.1 432 1.1 432 1.1 432 1.1 432 0.8 ∑=

PS(tn) 475.2 475.2 475.2 475.2 475.2 345.6 2721.6

hi*pi Fsi 1425.6 31.976 2851.2 63.951 4276.8 95.927 5702.4 127.902 7128 159.878 6220.8 139.530 27604.8

b) Cálculo de Fix y FiY XCG= YCG=

12.00 m a= 9.00 m Xcg=Ycg=

Muro A B E F G ∑=

Iix(m4) 26.046 8.564 0.45 0.45 8.564 44.075

XCR=

9.06 m

ex= ey=

2.939 -0.061

Muro A

Fi'x 0.591 Fsx

X 9 16.5 24 0 1.475

5.8 1.475 X*I 234.413 141.529 10.800 0.000 12.629 399.371

Muro A

Fi'y 0.591 Fsy

Muro A B C D G ∑=

Iiy(m4) 26.046 8.564 0.45 0.45 8.564 44.075

YCR=

9.06 m

B C D G

0.194 Fsx 0.010 Fsx 0.010 Fsx 0.194 Fsx

Muro A B C D G

Y

Muro A B E F G

X

B E F G y2*Iiy

-0.061 7.464 -3.061 8.939 -7.587

0.098 477.152 4.217 35.955 492.944 1010.366

X^2*Iix -0.061 0.098 7.464 477.152 14.939 100.425 -9.061 36.948 -7.587 492.944 1107.566

0.194 Fsy 0.010 Fsy 0.010 Fsy 0.194 Fsy

Fi''x 0.00072 -0.02901 0.00063 -0.00183 0.02949

Fix -0.00063 0.592 Fsx 0.02532 0.220 Fsx -0.00055 0.011 Fsx 0.00159 0.012 Fsx -0.02573 0.224 Fsx

PISO 1 2 3 4 5 6

Fi''y -0.00131 0.05248 0.00552 -0.00335 -0.05334

Fiy -0.0031 0.591 Fsy 0.1249 0.319 Fsy 0.0131 0.023 Fsy -0.0080 0.010 Fsy -0.1270 0.194 Fsy

PISO 1 2 3 4 5 6

2117.932 PISO 6 5 4 3 2 1 0

base

FIX 82.556 94.596 75.677 56.757 37.838 18.919

MURO A (EJEX) V (tn) M (tn-m) 82.556 0 177.152 247.669 252.829 779.125 309.586 1537.611 347.424 2466.369 366.344 3508.642 366.344 4607.673

FIY 82.455 94.480 75.584 56.688 37.792 18.896

C) ESTRUCTURACION

t= Acw=

20 24000

Vux= 366.344 Vn≤2.6∗√(𝑓^′ 𝑐) 𝐴𝑐� Vuy= 365.895

904.262 ≤ ≤

b) Refuerzo horizontal por cortante

904.262 904.262

OK!! OK!!

MURO A (EJE Y) V (tn) M (tn-m) 82.455 0 176.935 247.366 252.519 778.171 309.207 1535.729 346.999 2463.350 365.895 3504.348 365.895 4602.033 1899.906

93.904 ton si (Vu<93.904) se diseña con las cuantias minimas 𝑉𝑢≤0.27∗√(𝑓^′ 𝑐) 𝐴𝑐�= 0.002 si 0.0015 �h= �v= del concreto b.1) Aporte hm/lm

𝛼𝑐=

4.9134212 0.53

∅𝑉𝑐=∅∗𝐴𝑐�∗𝛼𝑐∗√(𝑓^′ 𝑐)=

0.000

PISO 1° 2° 3° 4° 5° 6°

Vux(ton) 135.987 128.965 114.919 93.850 65.759 30.645

Vuy(ton) Vsx 197.659 187.451 167.035 136.412 95.581 44.543 828.681

86.253 77.991 61.467 36.680 3.632 -37.679

0.005 lm=

𝛿𝑢/ℎ𝑚= 600 confinamiento =

PISO 0° 1° 2° 3° 4° 5° 6°

Mu(ton-m) a 1710.376 #DIV/0! 1302.414 #DIV/0! 915.521 #DIV/0! 570.764 #DIV/0! 289.213 #DIV/0! 91.935 #DIV/0! 0 #DIV/0! 4880.223

0 91.9351268 289.212586 570.763912 915.520638 1302.4143 1710.37642

C=

140 As(cm2) 108.764 79.534 54.037 32.774 16.264 5.099 0.000

confinamiento = PISO 0° 1° 2° 3° 4° 5° 6°

Mu(ton-m) a 2486.044 #DIV/0! 1893.068 #DIV/0! 1330.716 #DIV/0! 829.609 #DIV/0! 420.373 #DIV/0! 133.628 #DIV/0! 0 #DIV/0! 7093.439

0 133.628359 420.372547 829.609397 1330.71574 1893.06842 2486.04427

0 As(cm2) 174.210 122.823 81.477 48.621 23.867 7.433 0.000

Y 9 16.5 6 18 1.475

Y*I 234.413 141.529 2.700 8.100 12.629 399.371

FIX A 18.919 37.838 56.757 75.677 94.596 82.556 366.344

B 7.023 14.046 21.068 28.091 35.114 30.645 135.987

C 0.346 0.693 1.039 1.386 1.732 1.512 6.709

D 0.377 0.755 1.132 1.510 1.887 1.647

E 0.747 1.493 2.240 2.986 3.733 3.258 14.455

F 0.326 0.653 0.979 1.306 1.632 1.425

7.308

G 7.156 14.313 21.469 28.625 35.781 31.227 138.572

6.322

G 6.213 12.427 18.640 24.853 31.067 27.113 120.313

FIY A 18.896 37.792 56.688 75.584 94.480 82.455 365.895

B 10.208 20.415 30.623 40.831 51.039 44.543 197.659

PISO 6 5 4 3 2 1 0

t= Acw=

FIX 30.645 35.114 28.091 21.068 14.046 7.023

MURO B (EJEX) V (tn) 30.645 65.759 93.850 114.919 128.965 135.987 135.987 570.125

20 9600

M (tn-m) 0 91.935 289.213 570.764 915.521 1302.414 1710.376 4880.223

FIY 44.543 51.039 40.831 30.623 20.415 10.208

9600

480

361.705 Vux= Vuy=

135.987 ≤ Vn≤2.6∗√(𝑓^′ 𝑐) 𝐴𝑐� 197.659 ≤

b) Refuerzo horizontal por cortante

361.705 361.705

MURO B (EJE Y) V (tn) 44.543 95.581 136.412 167.035 187.451 197.659 197.659 828.681

OK!! OK!!

37.562 ton si (Vu<46.952) se diseña con las cuantias minimas 𝑉𝑢≤0.27∗√(𝑓^′ 𝑐) 𝐴𝑐�= 0.002 0.0015 �h= �v= b.1) Aporte del concreto hm/lm

3 0.53

𝛼𝑐=

62.672

∅𝑉𝑐=∅∗𝐴𝑐�∗𝛼𝑐∗√(𝑓^′ 𝑐)= b.2) Diseño por cortante Vsy

δhx 158.807 146.798 122.780 86.753 38.717 -21.329 -

δhy 0.00214 0.00193 0.00152 0.00091 0.00009 0.00093 -

0.00394 0.00364 0.00305 0.00215 0.00096 0.00053

200

d=

0.0113 � 0.0083 0.0056 0.0034 0.0017 0.0005 0.0000

480

0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033

As(cm2) 108.764 �(min) 79.534 54.037 32.774 31.68 31.68 31.68

DISTRIBUCION 22φ 1'' 16φ 1'' 12φ 1'' 8φ 1'' 8φ 1'' 8φ 1'' 8φ 1''

d=

0.0181 � 0.0128 0.0085 0.0051 0.0025 0.0008 0.0000

480

0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033

As(cm2) 174.21 �(min) 122.8228 81.4774 48.621 31.68 31.68 31.68

DISTRIBUCION 20φ 1 3/8'' 14φ 1 3/8'' 16φ 1'' 10φ 1'' 8φ 1'' 8φ 1'' 8φ 1''

URO B (EJE Y) M (tn-m) 0 133.628 420.373 829.609 1330.716 1893.068 2486.044

PISO 6 5 4 3 2 1 0

FIX 1.512 1.732 1.386 1.039 0.693 0.346

MURO C (EJEX) V (tn) M (tn-m) 1.512 0 3.244 4.536 4.630 14.268 5.669 28.158 6.362 45.166 6.709 64.253 6.709 84.379

FIY 0.000 0.000 0.000 0.000 0.000 0.000

a) Verificacion de cortante Vn≤2.6∗√(𝑓^′ 𝑐) 𝐴𝑐� t= 20.00 cm lm= 300.00 cm Vu= 6.709 ≤ b) Refuerzo horizontal por cortante 18.781 ton 𝑉𝑢≤0.27∗√(𝑓^′ 𝑐) 𝐴𝑐�= 0.002

153.725

OK!!

MURO C (EJE Y) V (tn) 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.0015 �h= �v= b.1) Aporte del concreto hm/lm

PISO 1° 2° 3° 4° 5° 6°

6 0.53

𝛼𝑐=

31.336

∅𝑉𝑐=∅∗𝐴𝑐�∗𝛼𝑐∗√(𝑓^′ 𝑐)= b.2) diseño por cortante PISO 1° 2° 3° 4° 5° 6°

Vu(ton) 6.709 6.362 5.669 4.630 3.244 1.512

0.0025 �h 0.0025 0.0025 0.0025 0.0025 0.0025

Av (cm2) 0.0025 1.420 �v 0.0025 1.420 0.0025 1.420 0.0025 1.420 0.0025 1.420 0.0025 1.420

0.00284 0.00236667 vs= vu=

Vu(ton) 6.70876967 6.36230739 5.66938282 4.62999597 3.24414684 1.51183542

sh 28.4 28.4 28.4 28.4 28.4 28.4

0.003175

57.2544 80.002 <

153.725 ok!!

240

c) DISEÑO POR FLEXION PISO 0° 1° 2° 3° 4° 5° 6°

Mu(ton-m) 84.379 64.253 45.166 28.158 14.268 4.536 0

a 11.208 8.486 5.933 3.681 1.859 0.588 0.000

As(cm2) 9.527 7.213 5.043 3.129 1.580 0.500 0.000

0.0020 � 0.0015 0.0011 0.0007 0.0003 0.0001 0.0000

0.0033 �(min) 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033

0.005 𝛿𝑢/ℎ𝑚= lm= 300 confinamiento = Estribos φ=

Art.21.9.7.6 8mm

C=

100

70

12.7 20 25

S=

S=

15cm

MURO C (EJE Y) M (tn-m) 0 0.000 0.000 0.000 0.000 0.000 0.000

�(min)

DISTRIBUCION 2φ3/8'' @ 0.25 m 2φ3/8'' @ 0.25 m 2φ3/8'' @ 0.25 m 2φ3/8'' @ 0.25 m 2φ3/8'' @ 0.25 m 2φ3/8'' @ 0.25 m

Av(cm2)

sh

As(cm2) 15.84 15.84 15.84 15.84 15.84 15.84 15.84

DISTRIBUCION 8φ 5/8'' 8φ 5/8'' 8φ 5/8'' 8φ 5/8'' 8φ 5/8'' 8φ 5/8'' 8φ 5/8''

2.54 2.54 2.54 2.54 2.54 2.54

50.8 50.8 50.8 50.8 50.8 50.8

DISTRIBUCION 2φ1/2'' @ 0.40 m 2φ1/2'' @ 0.40 m 2φ1/2'' @ 0.40 m 2φ1/2'' @ 0.40 m 2φ1/2'' @ 0.40 m 2φ1/2'' @ 0.40 m

DISEÑO DE PLACAS (MUROS ESTRUCTURALES ) A) DATOS : Tipo de Estructura : Htotal = hm = eplaca = lm =

Muros Estructurales 15.00 m 5.35 m 0.25 m 5.35 m

F'c = Fy =

280 Kg/cm2 4200 Kg/cm2

Htotal/lm =

Story Story5 Story4 Story3 Story2 Story1 Base PISO 5 4 3 2 1 Base

Esbeltes 2.803738 Muros Esbeltos DATOS EXTRAIDOS DEL ETABS PARA LA PLACA N°05 V2 M3 Pier Load Case/Combo Location tonf tonf-m P5 ENVOL. MOMENTO Max Bottom -56.4909 22.3546 P5 ENVOL. MOMENTO Max Bottom -150.0238 116.2524 P5 ENVOL. MOMENTO Max Bottom 191.9142 -342.9144 P5 ENVOL. MOMENTO Max Bottom -213.3392 -807.8655 P5 ENVOL. MOMENTO Max Bottom 245.8496 -1462.9747 P5 ENVOL. MOMENTO Max Bottom 245.8496 1824.5887 MURO C (EJEX) V (tn) M (tn-m) 56.491 22.3546 150.024 116.2524 191.914 342.9144 213.339 807.8655 245.850 1462.9747 245.850 1824.5887

B) VERIFICACION DE CORTANTE 5.35 m 0.25 m

t= lm= Vumax=

25.00 cm 535.00 cm 245.850

≤

Vn≤2.6∗√(𝑓^′ 𝑐) 𝐴𝑐�

C) REFUERZO HORIZONTAL POR CORTANTE

342.678

OK!!

𝑉𝑢≤0.27∗√(𝑓^′ 𝑐) 𝐴𝑐�=48.342 ton �h= �v=

APLICAMOS ART. 11.10.10

0.002 0.0015

C.1) Aporte del concreto ∅𝑽�

APLICAMOS EL ARTICULO Art. 11.10.5 DEL RNE E.060

𝑉_𝐶= 𝐴_𝑐� (𝛼_𝑐 √(𝑓^′ 𝑐))

donde el coeficiente αc es 0,80 para [hm / lm] ≤ 1,5 ; 0,53 para [hm / lm] > 2,0 y varia linealmente entre 0,80 y 0,53 para [hm / lm] entre 1,5 y 2,0. hm/lm 2.80373832 𝛼𝑐= 0.53 ∅𝑉𝑐=∅∗𝐴𝑐�∗𝛼𝑐∗√(𝑓^′ 𝑐)=

80.660 ton

C.2) diseño por cortante 𝑽�

Donde: 𝑉_(𝑢 )= 〖∅𝑉〗 _𝑐+

∅𝑉_𝑠 𝑉_(𝑠 )= 𝑉_𝑢/∅− 𝑉_𝑐

Determinamos cuantia

�ℎ=𝑉𝑠/(𝐴𝑐�∗𝐹𝑦) Av=

∅3′′/8→

1.42 cm2

PISO 1° 2° 3° 4° 5°

Vu(ton) 245.850 213.339 191.914 150.024 56.491

𝑆ℎ=𝐴𝑣/(�ℎ∗𝑡) ∅1′′/2→ Vs(ton) 194.3408 156.0933 130.8874 81.6046 -28.4341

Norma E060 Art. 11.10.10.2

2.54 cm2

�ℎ𝑚𝑖�=0.0025

��(cal.)

�h

0.00432 0.00347 0.00291 0.00182 -0.00063

0.00432 0.00347 0.00291 0.00250 0.00250

sh(3/8'') 13.13 16.35 19.50 22.72 22.72

D) REFUERZO HORIZONTAL POR CORTANTE �𝑣=0.0025+0.5∗(2.5−ℎ𝑚/𝑙𝑚)∗(�ℎ−0.0025)>0.0025 PISO 1° 2° 3° 4° 5°

�h

0.00432 0.00347 0.00291 0.00250 0.00250

��(cal.)

0.00222 0.00235 0.00244 0.00250 0.00250

��

0.0025 0.0025 0.0025 0.0025 0.0025

NORMA E060 Atr.11.10.10.3

sh(3/8'') 22.72 22.72 22.72 22.72 22.72

DISTRIBUCION 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m

C) DISEÑO POR FLEXION 𝛿𝑢/ℎ𝑚=

0.005

C= 178.333333 C= 180 cm confinamiento = 126.5 confinamiento = 130

PISO 0° 1° 2° 3° 4° 5°

Mu(ton-m) 1824.589 1462.975 807.866 342.914 116.252 22.355

d= b=

a(cm) 88.826 69.469 36.833 15.233 5.103 0.976

�(min)

As(cm2) 125.837 98.415 52.180 21.580 7.229 1.383

428 cm 25 cm 0.33% �(𝑐𝑎𝑙.)

0.0118 0.0092 0.0049 0.0020 0.0007 0.0001

�

0.0118 0.0092 0.0049 0.0033 0.0033 0.0033

Por falla ductil �=(�∗𝑓^′ 𝑐)/𝐹𝑦 𝐹(�)=𝑀𝑢/(0.9∗𝑏∗𝑑^2∗𝑓^′w=(1.7−√( 𝑐) 〖 1.7 〗 ^2−6.8∗𝐹(�)))/2 PISO 0° 1° 2° 3° 4° 5°

Mu(ton-m) F(w) w 1824.589 0.1581018287 0.176407474 1462.975 0.1267677343 0.1379642904 807.866 0.0700020848 0.0731496567 342.914 0.0297137617 0.0302521088 116.252 0.0100733481 0.0101337557 22.355 0.001937041 0.0019392532

Estribos de Confinamiento φ=

3/8''

S=

S=

25cm

�(𝐜𝐚𝐥.)

0.0118 0.0092 0.0049 0.0020 0.0007 0.0001

Norma E060 Art.21.9.7.6

Para Aceros Longitudinales de hasta 1'' 25.4 10*db b=25 25

�

0.0118 0.0092 0.0049 0.0033 0.0033 0.0033

TURALES )

APLICAMOS ART. 11.10.10

0 y varia linealmente

060 Art. 11.10.10.2

Sh(1/2'') 23.49 29.25 34.88 40.64 40.64

E060 Atr.11.10.10.3

DISTRIBUCION 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m

DISTRIBUCION 2φ1/2'' @ 0.20 m 2φ1/2'' @ 0.25 m 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m 2φ3/8'' @ 0.20 m

As(cm2) 125.837 98.415 52.180 35.310 35.310 35.310

DISTRIBUCION 26φ 1'' 20φ 1'' 12φ 1'' 8φ 1'' 8φ 1'' 8φ 1''

DISTRIBUCION 26φ 1'' 20φ 1'' 12φ 1'' 8φ 1'' 8φ 1'' 8φ 1''

Story Story5 Story4 Story3 Story2 Story1 Base

Pier P5 P5 P5 P5 P5 P5

Load Case/Combo

Location

ENVOL. MOMENTO MBottom ENVOL. MOMENTO MBottom ENVOL. MOMENTO MBottom ENVOL. MOMENTO MBottom ENVOL. MOMENTO MBottom ENVOL. MOMENTO MBottom

V2

M3

tonf tonf-m -56.4909 116.2524 -150.0238 -342.9144 191.9142 -807.8655 -213.3392 -1462.9747 245.8496 1824.5887 245.8496 1883.9456