Project In Theory 2.docx
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BUILDING ANALYSIS SLAB C LASSI FI CATION (TYPICAL F LOORS) S LAB 1 – 2 S 3 m= = =0.46<0.5 ∴ONE−WAY SLAB L 6.5
S LAB 2 – 3 S 3 m= = =0.46<0.5 ∴ONE−WAY SLAB L 6.5
S LAB 3 – 4 S 4 m= = =0.62> 0.5∴ TWO−WAY SLAB L 6.5
S LAB 4 – 5 S 4 m= = =0.62> 0.5∴ TWO−WAY SLAB L 6.5
S LAB 5 – 6 S 3 m= = =0.46<0.5 ∴ONE−WAY SLAB L 6.5
U N I F O R M D I S TR I B U T E D L O A D ( 2
ND
FLOOR)
RD
FLOOR)
B EAM 1 – 2 WS +γ A 3
BEAM
+ γ A =( 0+3.38+ 13.52 )=16.92 WALL
kN m
B EAM 2 – 3 WS +γ A 3
BEAM
+ γ A =( 0+3.38+ 13.52 )=16.92 WALL
kN m
B EAM 3 – 4 W S 3−m2 +γA 3 2
(
)
BEAM
+ γ A =6.82+ 3.38+ 13.52=24.22
kN m
+ γ A =6.82+ 3.88+ 13.52=24.22
kN m
WALL
B EAM 4 – 5 W S 3−m2 +γA 3 2
(
)
BEAM
WALL
B EAM 5 – 6 WS +γ A 3
BEAM
+ γ A =1.09+3.38+2.97=7.44 WALL
kN m
U N I F O R M D I S TR I B U T E D L O A D ( 3 B EAM 1 – 2
WS +γ A 3
BEAM
+ γ A =( 0+3.38+ 13.52 )=16.92 WALL
kN m
B EAM 2 – 3 WS +γ A 3
BEAM
+ γ A =( 0+3.38+ 13.52 )=16.92 WALL
kN m
B EAM 3 – 4 W S 3−m2 +γA 3 2
(
)
BEAM
+ γ A =6.82+ 3.38+ 13.52=24.22
kN m
+ γ A =6.82+ 3.88+ 13.52=24.22
kN m
WALL
B EAM 4 – 5 W S 3−m2 +γA 3 2
(
)
BEAM
WALL
B EAM 5 – 6 WS +γ A 3
BEAM
+ γ A =1.09+3.38+2.97=7.44 WALL
kN m
U N I F O R M D I S TR I B U T E D L O A D ( R O O F D E C K ) B EAM 1 – 2 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 2.71+2.88+2.97 ] =10.277 3 m
B EAM 2 – 3 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 2.71+2.88+2.97 ] =10.277 3 m
B EAM 3 – 4 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 3.619+2.88+2.97 ] =11.363 3 m
B EAM 4 – 5 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 3.619+2.88+2.97 ] =11.363 3 m
B EAM 5 – 6 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 2.71+2.88+2.97 ] =10.277 3 m
FIXED END MOMENTS (2 2
FEM 12=
WL2 −16.92 ( 3 ) = =−12.69 kN ∙ m 12 12
ND
FLOOR)
2
WL2 16.92 ( 3 ) FEM 21= = =12.69 kN ∙m 12 12 2
WL2 −16.92 ( 3 ) FEM 23= = =−12.69 kN ∙ m 12 12 2
WL2 16.92 ( 3 ) FEM 32= = =12.69 kN ∙m 12 12 2
WL2 −24.22 ( 4 ) FEM 34= = =−32.29 kN ∙ m 12 12 2
WL2 24.22 ( 4 ) FEM 43= = =32.29 kN ∙ m 12 12 2
FEM 45=
WL2 −24.22 ( 4 ) = =−32.29 kN ∙ m 12 12
FEM 54=
WL2 24.22 ( 4 ) = =32.29 kN ∙ m 12 12
FEM 56=
WL2 −7.44 ( 3 ) = =−5.58 kN ∙ m 12 12
FEM 65=
WL2 7.44 (3 ) = =5.58 kN ∙ m 12 12
2
2
2
K–R ELATIVE I 3 K 1−2=K 2−3=K 5 −6 = = =3 I 3 12 I 4 K 3−4 =K 4−5= = =4 I 4 12
FIXED END MOMENTS (3
RD
FLOOR)
2
WL2 −16.92 ( 3 ) FEM 12= = =−12.69 kN ∙ m 12 12 2
WL2 16.92 ( 3 ) FEM 21= = =12.69 kN ∙m 12 12 2
WL2 −16.92 ( 3 ) FEM 23= = =−12.69 kN ∙ m 12 12 2
WL2 16.92 ( 3 ) FEM 32= = =12.69 kN ∙m 12 12 2
WL2 −24.22 ( 4 ) FEM 34= = =−32.29 kN ∙ m 12 12 2
FEM 43=
WL2 24.22 ( 4 ) = =32.29 kN ∙ m 12 12
FEM 45=
WL2 −24.22 ( 4 ) = =−32.29 kN ∙ m 12 12
FEM 54=
WL2 24.22 ( 4 ) = =32.29 kN ∙ m 12 12
FEM 56=
WL2 −7.44 ( 3 ) = =−5.58 kN ∙ m 12 12
FEM 65=
WL2 7.44 (3 ) = =5.58 kN ∙ m 12 12
2
2
2
2
K–R ELATIVE I 3 K 1−2=K 2−3=K 5 −6 = = =3 I 3 12 I 4 K 3−4 =K 4−5= = =4 I 4 12
FIXED END MOMENTS (ROOF DECK) 2
FEM 12=
WL2 −10.277 ( 3 ) = =−7.71 kN ∙ m 12 12
FEM 21=
WL2 10.277 ( 3 ) = =7.71 kN ∙ m 12 12
FEM 23=
WL2 −10.277 ( 3 ) = =−7.71kN ∙ m 12 12
FEM 32=
WL2 10.277 ( 3 ) = =7.71 kN ∙ m 12 12
FEM 34=
WL2 −11.363 ( 4 ) = =−15.151 kN ∙m 12 12
2
2
2
2
2
WL2 11.363 ( 4 ) FEM 43= = =15.151kN ∙ m 12 12 2
WL2 −11.363 ( 4 ) FEM 45= = =−15.151 kN ∙m 12 12 2
WL2 11.363 ( 4 ) FEM 54= = =15.151kN ∙ m 12 12 2
WL2 −10.277 ( 3 ) FEM 56= = =−7.71kN ∙ m 12 12 2
WL2 10.277 ( 3 ) FEM 65= = =7.71 kN ∙ m 12 12
K–R ELATIVE I 3 K 1−2=K 2−3=K 5 −6 = = =3 I 3 12 I 4 K 3−4 =K 4−5= = =4 I 4 12
REACTIONS (2
ND
CONSIDERING @12 ∑M2=0 -13.769 + 10.528 – 16.92(3)(3/2) -18.8(3) + R 1(3) =0 R 1=45.260 kN R 2 = 24.300 kN CONSIDERING @23 ∑M3=0 -10.528+ 20.258 – 16.92(3)(3/2) -18.8(3) +R 2 (3)=0 R 2= 40.937 kN R 3 = 28.623 kN CONSIDERING @34 ∑M4=0 -20.258 + 39.064 – 24.22(4)(2) -18.8(4) + R 3 (4)=0 R 3= 62.539 kN R 4= 53.142 kN CONSIDERING @45 ∑M5=0 -39.064 + 17.245 – 24.22(4)(2) -18.8(4) + R 4 (4)=0 R 4= 72.695 kN R 5= 42.985 kN CONSIDERING @56 ∑M6=0 -17.245 -0.253 – 7.44(3)((3/2)) -18.8(3) + R 5 (3)= =0
F L O O R)
R 5= 35.793 kN R 6= 24.127 kN
R 1= 45.260 kN R 2= 65.237 kN R 3= 91.162 kN R 4= 125.837 kN R 5= 77.778 kN R 6= 25.127 kN REACTIONS (3
RD
CONSIDERING @12 ∑M2=0 -13.769 + 10.528 – 16.92(3)(3/2) -18.8(3) + R 1(3) =0 R 1=45.260 kN R 2 = 24.300 kN CONSIDERING @23 ∑M3=0 -10.528+ 20.258 – 16.92(3)(3/2) -18.8(3) +R 2 (3)=0 R 2= 40.937 kN R 3 = 28.623 kN CONSIDERING @34 ∑M4=0 -20.258 + 39.064 – 24.22(4)(2) -18.8(4) + R 3 (4)=0 R 3= 62.539 kN R 4= 53.142 kN CONSIDERING @45 ∑M5=0 -39.064 + 17.245 – 24.22(4)(2) -18.8(4) + R 4 (4)=0 R 4= 72.695 kN R 5= 42.985 kN CONSIDERING @56 ∑M6=0 -17.245 -0.253 – 7.44(3)((3/2)) -18.8(3) + R 5 (3)= =0
F L O O R)
R 5= 35.793 kN R 6= 24.127 kN
R 1= 45.260 kN R 2= 65.237 kN R 3= 91.162 kN R 4= 125.837 kN R 5= 77.778 kN R 6= 25.127 kN R E A C T I O N S ( R O O F D E C K) CONSIDERING @12 ∑M2=0 -8.128 + 6.86 – 10.277(3)(3/2) -18.8(3) + R 1(3) =0 R 1=34.638 kN R 2 = 14.993 kN CONSIDERING @23 ∑M3=0 -6.86 + 10.67 – 10.277 (3)(3/2) -18.8(3) +R 2 (3)=0 R 2= 32.946 kN R 3 =16.685 kN CONSIDERING @34 ∑M4=0 -10.67 + 17.337 -11.363(4)(2) -18.8(4) + R3 (4)=0 R 3= 39.859 kN R 4= 24.396 kN CONSIDERING @45 ∑M5=0 -17.337 + 10.885 -11.363(4)(2) -18.8(4) + R4 (4)= =0 R 4= 43.139 kN R 5= 21.113 kN CONSIDERING @56 ∑M6=0
-10.885 + 6.119 – 10.277(3)((3/2)) -18.8(3) + R 5 (3)= =0 R 5= 35.804 kN R 6= 32.627 kN
R 1= 34.638 kN R 2= 47.939 kN R 3= 56.544 kN R 4= 67.535 kN R 5= 56.917 kN R 6= 32.627 kN
S LAB 2 – 3 S 3 m= = =0.46<0.5 ∴ONE−WAY SLAB L 6.5
S LAB 3 – 4 S 4 m= = =0.62> 0.5∴ TWO−WAY SLAB L 6.5
S LAB 4 – 5 S 4 m= = =0.62> 0.5∴ TWO−WAY SLAB L 6.5
S LAB 5 – 6 S 3 m= = =0.46<0.5 ∴ONE−WAY SLAB L 6.5
U N I F O R M D I S TR I B U T E D L O A D ( 2
ND
FLOOR)
RD
FLOOR)
B EAM 1 – 2 WS +γ A 3
BEAM
+ γ A =( 0+3.38+ 13.52 )=16.92 WALL
kN m
B EAM 2 – 3 WS +γ A 3
BEAM
+ γ A =( 0+3.38+ 13.52 )=16.92 WALL
kN m
B EAM 3 – 4 W S 3−m2 +γA 3 2
(
)
BEAM
+ γ A =6.82+ 3.38+ 13.52=24.22
kN m
+ γ A =6.82+ 3.88+ 13.52=24.22
kN m
WALL
B EAM 4 – 5 W S 3−m2 +γA 3 2
(
)
BEAM
WALL
B EAM 5 – 6 WS +γ A 3
BEAM
+ γ A =1.09+3.38+2.97=7.44 WALL
kN m
U N I F O R M D I S TR I B U T E D L O A D ( 3 B EAM 1 – 2
WS +γ A 3
BEAM
+ γ A =( 0+3.38+ 13.52 )=16.92 WALL
kN m
B EAM 2 – 3 WS +γ A 3
BEAM
+ γ A =( 0+3.38+ 13.52 )=16.92 WALL
kN m
B EAM 3 – 4 W S 3−m2 +γA 3 2
(
)
BEAM
+ γ A =6.82+ 3.38+ 13.52=24.22
kN m
+ γ A =6.82+ 3.88+ 13.52=24.22
kN m
WALL
B EAM 4 – 5 W S 3−m2 +γA 3 2
(
)
BEAM
WALL
B EAM 5 – 6 WS +γ A 3
BEAM
+ γ A =1.09+3.38+2.97=7.44 WALL
kN m
U N I F O R M D I S TR I B U T E D L O A D ( R O O F D E C K ) B EAM 1 – 2 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 2.71+2.88+2.97 ] =10.277 3 m
B EAM 2 – 3 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 2.71+2.88+2.97 ] =10.277 3 m
B EAM 3 – 4 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 3.619+2.88+2.97 ] =11.363 3 m
B EAM 4 – 5 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 3.619+2.88+2.97 ] =11.363 3 m
B EAM 5 – 6 ω=
WS kN +γ BEAM + γ PARAPET =1.2 [ 2.71+2.88+2.97 ] =10.277 3 m
FIXED END MOMENTS (2 2
FEM 12=
WL2 −16.92 ( 3 ) = =−12.69 kN ∙ m 12 12
ND
FLOOR)
2
WL2 16.92 ( 3 ) FEM 21= = =12.69 kN ∙m 12 12 2
WL2 −16.92 ( 3 ) FEM 23= = =−12.69 kN ∙ m 12 12 2
WL2 16.92 ( 3 ) FEM 32= = =12.69 kN ∙m 12 12 2
WL2 −24.22 ( 4 ) FEM 34= = =−32.29 kN ∙ m 12 12 2
WL2 24.22 ( 4 ) FEM 43= = =32.29 kN ∙ m 12 12 2
FEM 45=
WL2 −24.22 ( 4 ) = =−32.29 kN ∙ m 12 12
FEM 54=
WL2 24.22 ( 4 ) = =32.29 kN ∙ m 12 12
FEM 56=
WL2 −7.44 ( 3 ) = =−5.58 kN ∙ m 12 12
FEM 65=
WL2 7.44 (3 ) = =5.58 kN ∙ m 12 12
2
2
2
K–R ELATIVE I 3 K 1−2=K 2−3=K 5 −6 = = =3 I 3 12 I 4 K 3−4 =K 4−5= = =4 I 4 12
FIXED END MOMENTS (3
RD
FLOOR)
2
WL2 −16.92 ( 3 ) FEM 12= = =−12.69 kN ∙ m 12 12 2
WL2 16.92 ( 3 ) FEM 21= = =12.69 kN ∙m 12 12 2
WL2 −16.92 ( 3 ) FEM 23= = =−12.69 kN ∙ m 12 12 2
WL2 16.92 ( 3 ) FEM 32= = =12.69 kN ∙m 12 12 2
WL2 −24.22 ( 4 ) FEM 34= = =−32.29 kN ∙ m 12 12 2
FEM 43=
WL2 24.22 ( 4 ) = =32.29 kN ∙ m 12 12
FEM 45=
WL2 −24.22 ( 4 ) = =−32.29 kN ∙ m 12 12
FEM 54=
WL2 24.22 ( 4 ) = =32.29 kN ∙ m 12 12
FEM 56=
WL2 −7.44 ( 3 ) = =−5.58 kN ∙ m 12 12
FEM 65=
WL2 7.44 (3 ) = =5.58 kN ∙ m 12 12
2
2
2
2
K–R ELATIVE I 3 K 1−2=K 2−3=K 5 −6 = = =3 I 3 12 I 4 K 3−4 =K 4−5= = =4 I 4 12
FIXED END MOMENTS (ROOF DECK) 2
FEM 12=
WL2 −10.277 ( 3 ) = =−7.71 kN ∙ m 12 12
FEM 21=
WL2 10.277 ( 3 ) = =7.71 kN ∙ m 12 12
FEM 23=
WL2 −10.277 ( 3 ) = =−7.71kN ∙ m 12 12
FEM 32=
WL2 10.277 ( 3 ) = =7.71 kN ∙ m 12 12
FEM 34=
WL2 −11.363 ( 4 ) = =−15.151 kN ∙m 12 12
2
2
2
2
2
WL2 11.363 ( 4 ) FEM 43= = =15.151kN ∙ m 12 12 2
WL2 −11.363 ( 4 ) FEM 45= = =−15.151 kN ∙m 12 12 2
WL2 11.363 ( 4 ) FEM 54= = =15.151kN ∙ m 12 12 2
WL2 −10.277 ( 3 ) FEM 56= = =−7.71kN ∙ m 12 12 2
WL2 10.277 ( 3 ) FEM 65= = =7.71 kN ∙ m 12 12
K–R ELATIVE I 3 K 1−2=K 2−3=K 5 −6 = = =3 I 3 12 I 4 K 3−4 =K 4−5= = =4 I 4 12
REACTIONS (2
ND
CONSIDERING @12 ∑M2=0 -13.769 + 10.528 – 16.92(3)(3/2) -18.8(3) + R 1(3) =0 R 1=45.260 kN R 2 = 24.300 kN CONSIDERING @23 ∑M3=0 -10.528+ 20.258 – 16.92(3)(3/2) -18.8(3) +R 2 (3)=0 R 2= 40.937 kN R 3 = 28.623 kN CONSIDERING @34 ∑M4=0 -20.258 + 39.064 – 24.22(4)(2) -18.8(4) + R 3 (4)=0 R 3= 62.539 kN R 4= 53.142 kN CONSIDERING @45 ∑M5=0 -39.064 + 17.245 – 24.22(4)(2) -18.8(4) + R 4 (4)=0 R 4= 72.695 kN R 5= 42.985 kN CONSIDERING @56 ∑M6=0 -17.245 -0.253 – 7.44(3)((3/2)) -18.8(3) + R 5 (3)= =0
F L O O R)
R 5= 35.793 kN R 6= 24.127 kN
R 1= 45.260 kN R 2= 65.237 kN R 3= 91.162 kN R 4= 125.837 kN R 5= 77.778 kN R 6= 25.127 kN REACTIONS (3
RD
CONSIDERING @12 ∑M2=0 -13.769 + 10.528 – 16.92(3)(3/2) -18.8(3) + R 1(3) =0 R 1=45.260 kN R 2 = 24.300 kN CONSIDERING @23 ∑M3=0 -10.528+ 20.258 – 16.92(3)(3/2) -18.8(3) +R 2 (3)=0 R 2= 40.937 kN R 3 = 28.623 kN CONSIDERING @34 ∑M4=0 -20.258 + 39.064 – 24.22(4)(2) -18.8(4) + R 3 (4)=0 R 3= 62.539 kN R 4= 53.142 kN CONSIDERING @45 ∑M5=0 -39.064 + 17.245 – 24.22(4)(2) -18.8(4) + R 4 (4)=0 R 4= 72.695 kN R 5= 42.985 kN CONSIDERING @56 ∑M6=0 -17.245 -0.253 – 7.44(3)((3/2)) -18.8(3) + R 5 (3)= =0
F L O O R)
R 5= 35.793 kN R 6= 24.127 kN
R 1= 45.260 kN R 2= 65.237 kN R 3= 91.162 kN R 4= 125.837 kN R 5= 77.778 kN R 6= 25.127 kN R E A C T I O N S ( R O O F D E C K) CONSIDERING @12 ∑M2=0 -8.128 + 6.86 – 10.277(3)(3/2) -18.8(3) + R 1(3) =0 R 1=34.638 kN R 2 = 14.993 kN CONSIDERING @23 ∑M3=0 -6.86 + 10.67 – 10.277 (3)(3/2) -18.8(3) +R 2 (3)=0 R 2= 32.946 kN R 3 =16.685 kN CONSIDERING @34 ∑M4=0 -10.67 + 17.337 -11.363(4)(2) -18.8(4) + R3 (4)=0 R 3= 39.859 kN R 4= 24.396 kN CONSIDERING @45 ∑M5=0 -17.337 + 10.885 -11.363(4)(2) -18.8(4) + R4 (4)= =0 R 4= 43.139 kN R 5= 21.113 kN CONSIDERING @56 ∑M6=0
-10.885 + 6.119 – 10.277(3)((3/2)) -18.8(3) + R 5 (3)= =0 R 5= 35.804 kN R 6= 32.627 kN
R 1= 34.638 kN R 2= 47.939 kN R 3= 56.544 kN R 4= 67.535 kN R 5= 56.917 kN R 6= 32.627 kN
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