BeamDef&Ast ( 6-12-07)

Moment due to dlMoment due to ll

Thickness of slab hf 6.5 inwed width bw 16 inOverall depth h 16 inAst 1.32 Sq. inf'c 4000 psify 60000 psiEc 3600000 psiEs 29000000 psiCover 2.375 inStrength reduction factor 0.9Out putsFlange width bf 35 inEff depth d 13.625For Centre span

17.8 ft21 21

ft

21For Other span

21 ft21 21

ft

21

n 8.0555556C 9072 From VB codingf 11.61442fr 474.34165yt 9.5457839

Ib 7775.8295

Is for corridor 5767.125

Is 5767.125

1.3483026

L1

L2

L1

L2

in4

in4

in4

scs

bcbf IE

IE

0.7865271From Table 13.6.4.2 of ACI 318 -05 For αf (l2/L1) value and βt values

L2/L1 for centre 1.18L2/L1 for normal spans 1.00

1.591.35

Exterioir -ve Column strip moments 0.94Interior -ve Column striup Moments 0.90Center + ve Column strip Moments 0.90End +ve column stripu Moments 0.90Interior +ve Column striup Moments 0.90

Beam Moment 0.85 of Column striup moments0.01806

Table 6.1 PCARn for tension controlled section 910.92515 psiMax moment capacity 2705.6754 Kip - in

0.0033Depth Required 11.266718

Exterior frame in x direction first floor

Description

Moments For Span

Dl wall LL WL EQExterior End -ve Moment 0 616 430 258 370end +ve Moment 0 680 509 277-VE Moment 0 943 725 378 320+ Ve Moment 0 553 409 210-VE Moment 0 890 662 270 295+ Ve Moment 0 561 419 132-VE Moment 0 890 662 326 295+ Ve Moment 0 553 409 178-VE Moment 0 943 725 328 320+ Ve Moment 0 680 509 223 0Exterior End Negative Moment 0 616 430 126 370

DescriptionShear

DL wall DL LL WL EQExteror end Support 0 13.9 10.14 7.4 2.97

αf1 x L2/L1 fro center span

αf1 x L2/L1 for normal spans

Maximum reinforcement permitted for tension controlled section ρt

ρmin

Since αf (l2/L1) is g

Beam Mark

DL two way slab

scs

cbt IE

CE

2

Next to end support 0 15.5 11.5 7.8 2.97Interroir support 0 14.7 10.9 6.7 2.66Interroir support 0 14.7 10.9 6.5 2.66Next to end support 0 15.5 11.5 6.9 2.97Exteror end Support 0 13.9 10.14 5.2 2.97

ksi kip ft23000 3150 4536003500 3400 4896004000 3640 5241604500 3860 5558405000 4070 586080

Bar NO Area3 0.114 0.205 0.316 0.447 0.608 0.79

9 1.0010 1.27

Actual Rn ρ

Bar details

Bar No #0 1539.2 1446.85 1229.82 460.05 0.009121 1.988373 8 20 1630.4 1467.36 1247.26 466.57 0.00925 2.0165623 8 00 2176.6 1958.94 1665.10 622.88 0.012349 2.6921304 8 20 1318 1186.20 1008.27 377.17 0.007478 1.63016990 2025 1822.50 1549.13 579.50 0.011489 2.5046237 8 20 1343.6 1209.24 1027.85 384.50 0.007623 1.66183330 2025 1822.50 1549.13 579.50 0.011489 2.5046237 8 20 1318 1186.20 1008.27 377.17 0.007478 1.63016990 2176.6 1958.94 1665.10 622.88 0.012349 2.6921304 8 20 1630.4 1467.36 1247.26 466.57 0.00925 2.0165623 8 00 1539.2 1446.85 1229.82 460.05 0.009121 1.988373 8 2

0 29.79 20 9.79 3 13.78 Provide max Spacing 6 in

Factored span moments with WL

Factored span moments with EQ

Column Striup

Moments

Beam Moments Ast

requiredNo of bars

Factored shear for Wl

Comb

Factored shear for Eq

Comb Ø Vc Vu-Øvu Stirrup bar no

Spacing req in inch

Actual spacing in

inch

0 33.07 20 13.07 3 10.32 Provide max Spacing 6 in 0 31.2 20 11.2 3 12.04 Provide max Spacing 6 in 0 31.2 20 11.2 3 12.04 Provide max Spacing 6 in 0 33.07 20 13.07 3 10.32 Provide max Spacing 6 in 0 29.79 20 9.79 3 13.78 Provide max Spacing 6 in

Bar details

Bar No #6 2 2.46 16 5 2.2 16 3 2.9 16 4 1.76 16 3 2.9 16 4 1.76 16 3 2.9 16 4 1.76 16 3 2.9 16 5 2.2 16 2 2.46 1

Ast Provided

No of bars



17.8 ft21 21

ft

21For Other span

21 ft21 21

ft

21


Ib 7775.8295


Is 5767.125

1.3483026

L1

L2

L1

L2

in4

in4

in4

scs

bcbf IE

IE



1.591.35

Exterioir -ve Column strip moments 0.75Interior -ve Column striup Moments 0.75Center + ve Column strip Moments 0.75End +ve column stripu Moments 0.75Interior +ve Column striup Moments 0.75





Description

Moments For Span

Dl wall LLExterior End -ve Moment 165 800 353 965end +ve Moment 151 725 318 876-VE Moment 247 1105 481 1352+ Ve Moment 135 639 280 774-VE Moment 197.30 1041.00 453.00 1238.3+ Ve Moment 97.00 444.00 358.00 541-VE Moment 197.30 1041.00 453.00 1238.3+ Ve Moment 135 639 280 774-VE Moment 247 1105 481 1352+ Ve Moment 151 725 318 876Exterior End Negative Moment 165 800 353 965

DescriptionShear

DL wall DL LLExteror end Support 5.8 16 7.3 #REF!




ρmin


Beam Mark

span moments

with due todlDL two way slab


Comb

scs

cbt IE

CE

2

Next to end support 6.5 17.3 7.8 #REF!Interroir support 6.2 16.7 7.6 #REF!Interroir support 6.2 16.7 7.6 #REF!Next to end support 6.5 17.3 7.8 #REF!Exteror end Support 5.8 16 7.3 #REF!

Bar NO Area3 0.114 0.205 0.316 0.447 0.608 0.79

9 1.0010 1.27

Actual Rn ρ

Bar details

Bar No #353 723.75 264.75 615.19 225.04 230.13 0.004563 0.9946345 8318 657.00 238.50 558.45 202.73 208.90 0.004142 0.9029014 8481 1014.00 360.75 861.90 306.64 322.42 0.006392 1.3935191 8280 580.50 210.00 493.43 178.50 184.58 0.003659 0.797769453 928.72 339.75 789.42 288.79 295.30 0.005855 1.2763274 8358 405.75 268.50 344.89 228.23 129.02 0.002558 0.5576138453 928.72 339.75 789.42 288.79 295.30 0.005855 1.2763274 8280 580.50 210.00 493.43 178.50 184.58 0.003659 0.797769481 1014.00 360.75 861.90 306.64 322.42 0.006392 1.3935191 8318 657.00 238.50 558.45 202.73 208.90 0.004142 0.9029014353 723.75 264.75 615.19 225.04 230.13 0.004563 0.9946345 8

#REF! 20 #REF! 3 #REF! #REF!

span moments due

to ll

Column Striup

Moments for dl

Column Striup

Moments for ll

Beam Moments

for dl

Beam Moments

for LL Ast required


Comb Ø Vc Vu-Øvu Stirrup bar no

Spacing req in inch

Actual spacing in

inch

#REF! 20 #REF! 3 #REF! #REF!#REF! 20 #REF! 3 #REF! #REF!#REF! 20 #REF! 3 #REF! #REF!#REF! 20 #REF! 3 #REF! #REF!#REF! 20 #REF! 3 #REF! #REF!

Bar details

Bar No #2 6 30 6 43 6 3

6 34 6 3

6 44 6 4

6 33 6 3

6 42 6 3

Ast Provided

No of bars

No of bars

First floor


Thickness of slab hf 6.5 inwed width bw 16 inOverall depth h 16 inAst 1.32 Sq. inf'c 4000 psify 60000 psiEc 3600000 psiEs 29000000 psiCover 2 inStrength reduction factor 0.9Out putsFlange width bf 35 inEff depth d 12.625For Centre span

17.8 ft21 21

ft

21For Other span

L1

L2

21 ft21 21

ft

21


Ib 7775.8295


Is 5767.125

1.34830258



1.591.35

0.940.940.90

End +ve column stripu Moments 0.900.90



L1

L2

in4

in4

in4



Exterioir -ve Column strip moments Interior -ve Column striup

MomentsCenter + ve Column strip Moments

Interior +ve Column striup Moments


scs

bcbf IE

IE

scs

cbt IE

CE

2



Description

Moments For Span

Dl wall DL two way slab LL WL EQExterior End -ve Moment 137 168.593 43.661 512 1060 1229.5726 1470.3726 1382.15end +ve Moment 108 435.988 107.043 0 0 824.0544 824.0544 741.65-VE Moment 441.2 776.118 268.132 620 1330 2720.9136 3058.9136 2875.38+ Ve Moment 90.863 343.103 75.245 0 641.1512 641.1512 577.04-VE Moment 126.258 480.957 205.697 596 1130 1887.955 2064.355 1940.49+ Ve Moment 71.602 202.337 200.621 0 649.7204 649.7204 584.75-VE Moment 126.258 480.957 205.697 596 1130 1887.955 2064.355 1940.49+ Ve Moment 90.863 343.103 75.245 0 641.1512 641.1512 577.04-VE Moment 441.2 776.118 268.132 620 1330 2720.9136 3058.9136 2875.38+ Ve Moment 106 435.988 107.043 0 0 821.6544 821.6544 739.49Exterior End Negative Moment 137 168.593 43.661 512 1060 1229.5726 1470.3726 1382.15

Description

Shear

DL wall space frame DL WL EQExteror end Support 2.456 5.954 1.917 4.004 8.233 18.4154 20.242 20Next to end support 7.443 10.447 4.403 5.245 11.195 34.263 37.066 20Interroir support 4.299 11.591 8.091 5.562 11.195 36.0582 38.354 20Interroir support 4.299 11.591 8.091 5.562 11.195 36.0582 38.354 20Next to end support 7.443 10.447 4.403 5.245 11.195 34.263 37.066 20Exteror end Support 2.456 5.954 1.917 4.004 8.233 18.4154 20.242 20

ρmin


Beam Mark



Column Striup

Moments


Comb


Comb Ø VcLL including

roof LL

`First floor next to exterior in x direction `

`Thickness of slab hf 6.5 inwed width bw 16 inOverall depth h 16 inAst 1.32 Sq. inf'c 4000 psify 60000 psiEc 3600000 psiEs 29000000 psiCover 2.375 inStrength reduction factor 0.9Out putsFlange width bf 35 inEff depth d 13.625For Centre span

17.8 ft21 21

ft

21For Other span

21 ft21 21

ft

21


Ib 7775.8295


Is 5767.125

L1

L2

L1

L2

in4

in4

in4

1.34830258



1.591.35

0.920.750.75






Description

Moments For Span

Dl wall DL two way slab LL WL EQExterior End -ve Moment 171.445 923.219 259.495 308.94 630.267 2067.399 2203.3588 2027.09end +ve Moment 0 681.268 174.809 0 0 1097.216 1097.216 822.91-VE Moment 133.119 1400 446 407.77 870.999 2938.1732 3156.7418 2367.56







ρmin


Beam Mark



Column Striup

Moments

scs

bcbf IE

IE

scs

cbt IE

CE

2

+ Ve Moment 0 641.293 163.028 0 1030.3964 1030.3964 772.80-VE Moment 45.28 944.28 429.726 823.2 1730 2934.3132 3347.198 2510.40+ Ve Moment 0 421.93 381.514 0 1116.7384 1116.7384 837.55-VE Moment 45.28 944.28 429.726 823.2 1730 2934.3132 3347.198 2510.40+ Ve Moment 0 641.293 163.028 0 1030.3964 1030.3964 772.80-VE Moment 133.119 1400 186.52 407.77 870.999 2678.6932 2897.2618 2172.95+ Ve Moment 0 681.268 174.809 0 0 1097.216 1097.216 822.91Exterior End Negative Moment 171.445 923.219 259.495 308.94 630.267 2067.399 2203.3588 2027.09

DescriptionShear

DL wall DL LL +roof LL WL EQExteror end Support 1.523 15.29 4.287 2.77 5.639 28.8946 30.1016 20Next to end support 1.523 16.312 5.252 3.163 6.6 31.7148 33.254 20Interroir support 0.454 14.666 7.877 3.163 5.67 31.0818 31.691 20Interroir support 0.454 14.666 7.877 3.163 5.67 31.0818 31.691 20Next to end support 1.523 16.312 5.252 3.163 6.6 31.7148 33.254 20Exteror end Support 1.523 15.29 4.287 2.77 6.6 28.8946 31.0626 20

First floor beam in x direction between living and storage

Thickness of slab hf 6.5 inwed width bw 16 inOverall depth h 16 inAst 1.32 Sq. inf'c 4000 psify 60000 psiEc 3600000 psiEs 29000000 psiCover 2.375 in


Comb


Comb Ø Vc

Strength reduction factor 0.9Out putsFlange width bf 35 inEff depth d 13.625For Centre span

17.8 ft21 21

ft

21For Other span

21 ft21 21

ft

21


Ib 7775.8295


Is 5767.125

1.34830258



1.591.35

0.92

L1

L2

L1

L2

in4

in4

in4



Exterioir -ve Column strip moments

scs

bcbf IE

IE

scs

cbt IE

CE

2

0.750.75






Description

Moments For Span

Dl wall DL two way slab LL WL EQExterior End -ve Moment 284.707 799.291 252.694 789 1060 2815.8916 2613.4916 2590.62end +ve Moment 48.551 865.184 213.973 0 0 1438.8388 1438.8388 1079.13-VE Moment 470.636 1270 520.952 693 1330 3718.5152 3939.7152 2954.79+ Ve Moment 44.517 727.214 172.696 0 1202.3908 1202.3908 901.79-VE Moment 67.155 906.817 422.01 706 1130 2720.3764 2720.7764 2040.58+ Ve Moment 56.736 444.152 390.888 0 1226.4864 1226.4864 919.86-VE Moment 67.155 906.817 172.696 706 1130 2471.0624 2471.4624 1853.60+ Ve Moment 44.517 727.214 520.952 0 1759.6004 1759.6004 1319.70-VE Moment 470.636 1270 456 693 1330 3653.5632 3874.7632 2906.07+ Ve Moment 48.551 865.184 314 0 0 1598.882 1598.882 1199.16Exterior End Negative Moment 284.707 799.291 383 512.6 1060 2503.9576 2743.7976 2524.29

DescriptionShear

Interior -ve Column striup MomentsCenter + ve Column strip Moments



ρmin


Beam Mark



Column Striup

Moments


Comb


Comb Ø Vc

Description

DL wall DL LL WL EQExteror end Support 5.07 16.5 7.5 1.65 6.6 36.024 39.984 20Next to end support 6.6 16.9 7.6 1.65 6.6 38.44 42.4 20Interroir support 6.1 16.8 7.6 1.33 5.67 37.208 40.75 20Interroir support 6.1 16.8 7.6 1.33 5.67 37.208 40.75 20Next to end support 6.6 16.9 7.6 1.65 6.6 38.44 42.4 20Exteror end Support 5.07 16.5 7.5 1.65 6.6 36.024 39.984 20


17.8 ft21 21

ft

21For Other span

21 ft21 21

ft

21


Comb


Comb Ø Vc

L1

L2

L1

L2


Ib 7775.8295


Is 5767.125

1.34830258



1.591.35

0.940.940.90





in4

in4

in4







ρmin


scs

bcbf IE

IE

scs

cbt IE

CE

2


Description

Moments For Span

Dl wall DL two way slab LL WL EQExterior End -ve Moment 163 384 383 789 1060 2301.8 2099.4 2163.69end +ve Moment 152 403 314 0 0 1168.4 1168.4 1051.56-VE Moment 247 622 456 693 1330 2607.6 2828.8 2659.07+ Ve Moment 137 350 281 0 1034 1034 930.60-VE Moment 201 523 453 706 1130 2451.4 2451.8 2304.69+ Ve Moment 86 215 282 0 812.4 812.4 731.16-VE Moment 201 523 453 706 1130 2451.4 2451.8 2304.69+ Ve Moment 86 350 281 0 972.8 972.8 875.52-VE Moment 137 622 456 693 1330 2475.6 2696.8 2534.99+ Ve Moment 247 403 314 0 0 1282.4 1282.4 1154.16Exterior End Negative Moment 152 384 383 512.6 1060 1846.36 2086.2 1961.03

DescriptionShear


Thickness of slab hf 6.5 in

Beam Mark



Column Striup

Moments


Comb


Comb Ø Vc

wed width bw 16 inOverall depth h 16 inAst 1.32 Sq. inf'c 4000 psify 60000 psiEc 3600000 psiEs 29000000 psiCover 2.375 inStrength reduction factor 0.9Out putsFlange width bf 35 inEff depth d 13.625For Centre span

17.8 ft21 21

ft

21For Other span

21 ft21 21

ft

21


Ib 7775.8295


Is 5767.125

1.34830258

L1

L2

L1

L2

in4

in4

in4

scs

bcbf IE

IE



1.591.35

0.940.940.90






Description

Moments For Span

Dl wall DL two way slab LL WL EQExterior End -ve Moment 163 384 383 789 1060 2301.8 2099.4 2163.69end +ve Moment 152 403 314 0 0 1168.4 1168.4 1051.56-VE Moment 247 622 456 693 1330 2607.6 2828.8 2659.07+ Ve Moment 137 350 281 0 1034 1034 930.60-VE Moment 201 523 453 706 1130 2451.4 2451.8 2304.69+ Ve Moment 86 215 282 0 812.4 812.4 731.16







ρmin


Beam Mark



Column Striup

Moments

scs

cbt IE

CE

2

-VE Moment 201 523 453 706 1130 2451.4 2451.8 2304.69+ Ve Moment 86 350 281 0 972.8 972.8 875.52-VE Moment 137 622 456 693 1330 2475.6 2696.8 2534.99+ Ve Moment 247 403 314 0 0 1282.4 1282.4 1154.16Exterior End Negative Moment 152 384 383 512.6 1060 1846.36 2086.2 1961.03

DescriptionShear


Thickness of slab hf 6.5 inwed width bw 16 inOverall depth h 16 inAst 1.32 Sq. inf'c 4000 psify 60000 psiEc 3600000 psiEs 29000000 psiCover 2.375 inStrength reduction factor 0.9Out putsFlange width bf 35 inEff depth d 13.625


Comb


Comb Ø Vc

For Centre span17.8 ft

21 21ft

21For Other span

21 ft21 21

ft

21


Ib 7775.8295


Is 5767.125

1.34830258



1.591.35

0.940.940.90


L1

L2

L1

L2

in4

in4

in4






scs

bcbf IE

IE

scs

cbt IE

CE

2





Description

Moments For Span

Dl wall DL two way slab LL WL EQExterior End -ve Moment 163 384 383 789 1060 2301.8 2099.4 2163.69end +ve Moment 152 403 314 0 0 1168.4 1168.4 1051.56-VE Moment 247 622 456 693 1330 2607.6 2828.8 2659.07+ Ve Moment 137 350 281 0 1034 1034 930.60-VE Moment 201 523 453 706 1130 2451.4 2451.8 2304.69+ Ve Moment 86 215 282 0 812.4 812.4 731.16-VE Moment 201 523 453 706 1130 2451.4 2451.8 2304.69+ Ve Moment 86 350 281 0 972.8 972.8 875.52-VE Moment 137 622 456 693 1330 2475.6 2696.8 2534.99+ Ve Moment 247 403 314 0 0 1282.4 1282.4 1154.16Exterior End Negative Moment 152 384 383 512.6 1060 1846.36 2086.2 1961.03

DescriptionShear

DL wall DL LL WL EQExteror end Support 5.07 16.5 7.5 1.65 6.6 36.024 39.984 20Next to end support 6.6 16.9 7.6 1.65 6.6 38.44 42.4 20


ρmin


Beam Mark



Column Striup

Moments


Comb


Comb Ø Vc

Interroir support 6.1 16.8 7.6 1.33 5.67 37.208 40.75 20Interroir support 6.1 16.8 7.6 1.33 5.67 37.208 40.75 20Next to end support 6.6 16.9 7.6 1.65 6.6 38.44 42.4 20Exteror end Support 5.07 16.5 7.5 1.65 6.6 36.024 39.984 20

Bar NO Area ksi kip ft23 0.11 3000 3150 4536004 0.20 3500 3400 4896005 0.31 4000 3640 5241606 0.44 4500 3860 5558407 0.60 5000 4070 5860808 0.79

9 1.0010 1.27

Actual Rn ρ

Bar details

Bar No # Bar No #1174.83 511.86 0.010148 2.0499126 8 2 6 2 2.46 1

630.40 274.66 0.005445 1.099964 8 0 6 3 1.32 12444.07 1064.85 0.021112 4.264569 8 4 6 3 4.48 1

490.48 213.70 0.004237 0.8558212 6 3 1.32 11649.42 718.63 0.014248 2.8780101 8 2 6 3 2.9 1

497.04 216.55 0.004293 0.8672596 6 3 1.32 11649.42 718.63 0.014248 2.8780101 8 2 6 3 2.9 1

490.48 213.70 0.004237 0.8558212 6 3 1.32 12444.07 1064.85 0.021112 4.264569 8 4 6 2 4.04 2

628.57 273.86 0.00543 1.0967604 6 3 1.32 11174.83 511.86 0.010148 2.0499126 8 2 6 1 2.02 2

0.242 3 516.48 Provide max Spacing 6 in 17.066 3 7.32 Provide max Spacing 6 in 18.354 3 6.81 Provide max Spacing 6 in 18.354 3 6.81 Provide max Spacing 6 in 17.066 3 7.32 Provide max Spacing 6 in

0.242 3 516.48 Provide max Spacing 6 in

Beam Moments Ast

requiredAst

ProvidedNo of bars

No of bars

Vu-Øvu Stirrup bar no

Spacing req in inch

Actual spacing in

inch


9 1.0010 1.27

Actual Rn ρ

Bar details

Bar No # Bar No #1723.03 644.55 0.012779 2.7857877 8 3 6 2 3.25 1

699.48 261.66 0.005188 1.1309108 8 0 6 3 1.32 12012.42 752.81 0.014925 3.2536833 8 4 6 2 4.04 1

Beam Moments Ast

requiredAst

ProvidedNo of bars

No of bars

656.88 245.72 0.004872 1.0620392 6 3 1.32 12133.84 798.23 0.015826 3.4499883 8 3 6 3 3.69 1

711.92 266.32 0.00528 1.1510327 6 3 1.32 12133.84 798.23 0.015826 3.4499883 8 3 6 3 3.69 1

656.88 245.72 0.004872 1.0620392 6 3 1.32 11847.00 690.93 0.013698 2.9862349 8 4 6 2 4.04 1

699.48 261.66 0.005188 1.1309108 6 3 1.32 11723.03 644.55 0.012779 2.7857877 8 3 6 1 2.81 1

10.1016 3 13.35 Provide max Spacing 6 in 13.254 3 10.18 Provide max Spacing 6 in 11.691 3 11.54 Provide max Spacing 6 in 11.691 3 11.54 Provide max Spacing 6 in 13.254 3 10.18 Provide max Spacing 6 in

11.0626 3 12.19 Provide max Spacing 6 in


Spacing req in inch

Actual spacing in

inch

Bar NO Area ksi kip ft23 0.11 3000 3150 4536004 0.20 3500 3400 4896005 0.31 4000 3640 5241606 0.44 4500 3860 5558407 0.60 5000 4070 586080

8 0.79

9 1.0010 1.27

Actual Rn ρ

Bar details

Bar No # Bar No #2202.03 823.73 0.016331 3.5602354 8 2 6 1 2.02 2

917.26 343.13 0.006803 1.4830246 8 0 6 3 1.32 22511.57 939.53 0.018627 4.0607013 8 4 6 2 4.04 2

766.52 286.74 0.005685 1.2393155 6 3 1.32 11734.49 648.84 0.012864 2.8043297 8 2 6 3 2.9 1

781.89 292.49 0.005799 1.264151 6 3 1.32 11575.56 589.38 0.011685 2.5473594 8 2 6 3 2.9 11121.75 419.62 0.008319 1.8136366 6 3 1.32 22470.16 924.04 0.01832 3.9937547 8 4 6 2 4.04 11019.29 381.29 0.00756 1.6479826 6 3 1.32 22145.65 802.64 0.015913 3.4690843 8 2 6 1 2.02 2

Beam Moments Ast

requiredAst

ProvidedNo of bars

No of bars


Spacing req in inch

Actual spacing in

inch

19.984 3 6.75 Provide max Spacing 6 in 22.4 3 6.02 Provide max Spacing 6 in




Spacing req in inch

Actual spacing in

inch


9 1.0010 1.27

Actual Rn ρ

Bar details

Bar No # Bar No #1839.14 687.98 0.01364 2.9735168 8 2 6 1 2.02 2

893.83 334.36 0.006629 1.445137 8 0 6 3 1.32 22260.21 845.50 0.016763 3.6543072 8 4 6 2 4.04 1

791.01 295.90 0.005867 1.2789042 6 3 1.32 11958.99 732.82 0.014529 3.1672902 8 2 6 3 2.9 2

621.49 232.49 0.004609 1.0048179 6 3 1.32 11958.99 732.82 0.014529 3.1672902 8 2 6 3 2.9 2

744.19 278.39 0.005519 1.2032089 6 3 1.32 12154.74 806.05 0.015981 3.4837866 8 4 6 2 4.04 1

981.04 366.99 0.007276 1.586138 6 3 1.32 21666.87 623.54 0.012362 2.6949999 8 2 6 1 2.02 2




Beam Moments Ast

requiredAst

ProvidedNo of bars

No of bars


Spacing req in inch

Actual spacing in

inch


9 1.0010 1.27

Actual Rn ρ

Bar details

Bar No # Bar No #1839.14 687.98 0.01364 2.9735168 8 2 6 1 2.02 2

893.83 334.36 0.006629 1.445137 8 0 6 3 1.32 22260.21 845.50 0.016763 3.6543072 8 4 6 2 4.04 1

791.01 295.90 0.005867 1.2789042 6 3 1.32 11958.99 732.82 0.014529 3.1672902 8 2 6 3 2.9 2

621.49 232.49 0.004609 1.0048179 6 3 1.32 1

Beam Moments Ast

requiredAst

ProvidedNo of bars

No of bars

1958.99 732.82 0.014529 3.1672902 8 2 6 3 2.9 2744.19 278.39 0.005519 1.2032089 6 3 1.32 1

2154.74 806.05 0.015981 3.4837866 8 4 6 2 4.04 1981.04 366.99 0.007276 1.586138 6 3 1.32 2

1666.87 623.54 0.012362 2.6949999 8 2 6 1 2.02 2





Spacing req in inch

Actual spacing in

inch


9 1.0010 1.27

Actual Rn ρ

Bar details

Bar No # Bar No #1839.14 687.98 0.01364 2.9735168 8 2 6 1 2.02 2

893.83 334.36 0.006629 1.445137 8 0 6 3 1.32 22260.21 845.50 0.016763 3.6543072 8 4 6 2 4.04 1

791.01 295.90 0.005867 1.2789042 6 3 1.32 11958.99 732.82 0.014529 3.1672902 8 2 6 3 2.9 2

621.49 232.49 0.004609 1.0048179 6 3 1.32 11958.99 732.82 0.014529 3.1672902 8 2 6 3 2.9 2

744.19 278.39 0.005519 1.2032089 6 3 1.32 12154.74 806.05 0.015981 3.4837866 8 4 6 2 4.04 1

981.04 366.99 0.007276 1.586138 6 3 1.32 21666.87 623.54 0.012362 2.6949999 8 2 6 1 2.02 2


Beam Moments Ast

requiredAst

ProvidedNo of bars

No of bars


Spacing req in inch

Actual spacing in

inch

All the 'T' beams are designed as Rectangular beam since a < hf

First floor Exterior Bottom beam in x direction

Description

Moments For Span

Dl wall LL WL EqExterior End -ve Moment 163 384 383 789 1138 2329.4end +ve Moment 152 403 314 0 0 1156.4-VE Moment 247 622 456 693 1000 2607.6+ Ve Moment 137 350 281 0 1034-VE Moment 201 523 453 706 1020 2451.4+ Ve Moment 86 215 282 0 812.4-VE Moment 201 523 453 706 1020 2451.4+ Ve Moment 86 350 281 0 972.8-VE Moment 137 622 456 693 1000 2475.6+ Ve Moment 247 393 314 0 1270.4Exterior End Negative Moment 152 407 383 789 1138 2316.2

DescriptionShear

DL wall DL LL WL EQExteror end Support 5.8 8 2 6.5 9.5 28.96Next to end support 7 9 2 6.5 9.5 31.6Interroir support 6 12 8 7.5 10.5 41.6Interroir support 6 12 8 7.5 10.5 41.6Next to end support 7 9 2 6.5 9.5 31.6Exteror end Support 5.8 8 2 6.5 9.5 28.96

First floor next to exterior in x direction

Description Moments For Span

Dl wall LL WL EqExterior End -ve Moment 6 931.39 242.95 431 750 2057.418end +ve Moment 6 656 170 0 0 1066.4-VE Moment 6 1382 356 466 800 2767.2+ Ve Moment 6 635 156 0 1018.8-VE Moment 6 1005 445 1110 1915 3434.2

Factored span

moments

DL two way slab

Wl combination


Comb

Factored span moments

DL two way slab

Wl combination

+ Ve Moment 6 453 368 0 1139.6-VE Moment 6 1005 445 1110 1915 3434.2+ Ve Moment 6 635 156 0 1018.8-VE Moment 6 1382 356 466 800 2767.2+ Ve Moment 6 656 170 0 1066.4Exterior End Negative Moment 6 931.39 242.95 431 750 2057.418

Description Shear

DL wall DL LL WL EQExteror end Support 0 16 4 3.7 6.6 29.12Next to end support 0 18 5 3.7 6.6 32.52Interroir support 0 16 8 11 20 44.8Interroir support 0 16 8 11 20 44.8Next to end support 0 18 5 3.7 6.6 32.52Exteror end Support 0 16 4 3.7 6.6 29.12

First floor beam in x direction between living and storageDescription Moments For Span

Dl wall LL WL EqExterior End -ve Moment 159.77 835.00 221.00 1005.00 1792.00 3022.72end +ve Moment 152.40 794.00 207.00 0.00 0.00 1466.88-VE Moment 250.00 1210.00 305.00 891.00 1587.00 3482.60+ Ve Moment 138.00 716.00 163.00 0.00 1285.60-VE Moment 197.30 1041.00 453.00 910.00 1621.00 3394.96+ Ve Moment 97.00 444.00 358.00 0.00 1222.00-VE Moment 197.30 1041.00 453.00 910.00 1621.00 3394.96+ Ve Moment 138.00 716.00 163.00 0.00 1285.60-VE Moment 250.00 1210.00 305.00 891.00 1587.00 3482.60+ Ve Moment 152.40 794.00 207.00 0.00 1466.88Exterior End Negative Moment 159.77 835.00 221.00 1005.00 1792.00 3022.72

DescriptionShear

DL wall DL LL WL EQ


Comb


DL two way slab

Wl combination


Comb

Exteror end Support 6 16 4 8.2 43.52 43.52Next to end support 6 17.8 4.5 8.2 46.18 46.18Interroir support 6 16.5 7.8 9.5 50 50Interroir support 6 16.5 7.8 9.5 50 50Next to end support 6 17.8 4.5 8.2 46.18 46.18Exteror end Support 6 16 4 8.2 43.52 43.52

First floor Exterior left beam in Z directionDescription Moments For Span

Dl wall LL WL EqExterior End -ve Moment 163 408 108 581 1748 1722.8end +ve Moment 153 395 102 0 0 820.8-VE Moment 246 620 159 510 1534 2014.2+ Ve Moment 132 339 88 0 706-VE Moment 222 567 147 467 1407 1841+ Ve Moment 136 343 89 0 717.2-VE Moment 222 567 147 467 1407 1841+ Ve Moment 132 343 88 0 710.8-VE Moment 246 620 159 510 1534 2014.2+ Ve Moment 153 395 102 0 820.8Exterior End Negative Moment 163 408 108 581 1748 1722.8

DescriptionShear

DL wall DL LL WL EQExteror end Support 6 16 4 8.2 14 43.52Next to end support 6 17.8 4.5 8.2 15 46.18Interroir support 6 16.5 7.8 9.5 12 50Interroir support 6 16.5 7.8 9.5 12 50Next to end support 6 17.8 4.5 8.2 15 46.18Exteror end Support 6 16 4 8.2 14 43.52

First floor beam next to exterior frame in Z direction


Dl wall LL WL EqExterior End -ve Moment 0 931.39 242.95 291 834 1826.218end +ve Moment 0 656 170 0 0 1059.2-VE Moment 0 1382 356 351 900 2576


DL two way slab

Wl combination


Comb


DL two way slab

Wl combination

+ Ve Moment 0 626 162 0 1010.4-VE Moment 0 1107 287 683 1947 2708.2+ Ve Moment 0 714 185 0 1152.8-VE Moment 0 1107 287 683 1947 2708.2

+ Ve Moment 0 626 162 0 1010.4-VE Moment 0 1382 356 351 900 2576+ Ve Moment 0 656 170 0 0 1059.2Exterior End Negative Moment 0 931.39 242.95 291 834 1826.218

DescriptionShear

DL wall DL LL WL EQExteror end Support 0 16 4 2.6 7.4 27.36Next to end support 0 18 5 2.6 7.4 30.76Interroir support 0 17 4.3 5.83 17 34.028Interroir support 0 17 4.3 5.83 17 34.028Next to end support 0 18 5 2.6 7.4 30.76Exteror end Support 0 16 4 2.6 7.4 27.36

First floor beam adjusant to lift shaft in Z direction


Dl wall LL WL EqExterior End -ve Moment 165 800 353 715 1827 2655end +ve Moment 151 725 318 0 0 1560-VE Moment 247 1105 481 647 1652 3138.6+ Ve Moment 135 639 280 0 1376.8-VE Moment 218 1029 454 603 1545 2915.2+ Ve Moment 140 645 282 0 1393.2-VE Moment 218 1029 454 603 1545 2915.2+ Ve Moment 135 639 280 0 1376.8-VE Moment 247 1105 481 647 1652 3138.6+ Ve Moment 151 725 318 0 0 1560Exterior End Negative Moment 165 800 353 715 1827 2655

DescriptionShear

DL wall DL LL WL EQExteror end Support 5.8 16 7.3 6 15 43.06


Comb


DL two way slab

Wl combination


Comb

Next to end support 6.5 17.3 7.8 5.2 15 44.68Interroir support 6.2 16.7 7.6 5.2 14 43.4Interroir support 6.2 16.7 7.6 5.2 14 43.4Next to end support 6.5 17.3 7.8 5.2 15 44.68Exteror end Support 5.8 16 7.3 6 15 43.06

Actual Rn ρ

kip-in Bar No # No of bars2205 2688.59 2285.00 696.23 0.0138 3.009171 8 3

1156.4 1040.76 884.65 330.93 0.00656 1.430295 8 02498.8 2346.84 1994.81 746.22 0.01479 3.225213 8 3

1034 930.60 791.01 295.90 0.00587 1.278904 8 02341.8 2206.26 1875.32 701.52 0.01391 3.032017 8 3

812.4 731.16 621.49 232.49 0.00461 1.004818 82341.8 2206.26 1875.32 701.52 0.01391 3.032017 8 3

972.8 875.52 744.19 278.39 0.00552 1.203209 8 02366.8 2228.04 1893.83 708.45 0.01405 3.061949 8 31270.4 1143.36 971.86 363.55 0.00721 1.571296 82191.8 2177.23 1850.64 692.29 0.01373 2.992119 8 3

28.06 20 8.96 3 15.0544 Provide max Spacing 6 in 30.7 20 11.6 3 11.6282 Provide max Spacing 6 in 40.1 20 21.6 3 6.24479 Provide max Spacing 6 in 40.1 20 21.6 3 6.24479 Provide max Spacing 6 in 30.7 20 11.6 3 11.6282 Provide max Spacing 6 in

28.06 20 8.96 3 15.0544 Provide max Spacing 6 in

Actual Rn ρ

Bar No # No of bars2117.818 1948.39256 1656.13368 619.5265 0.01228 2.677635 8 3

1066.4 799.8 679.83 254.3108 0.00504 1.099148 8 02821.6 2116.2 1798.77 672.8839 0.01334 2.90825 8 31018.8 764.1 649.485 242.9593 0.00482 1.050087 8 03573.2 2679.9 2277.915 852.1224 0.01689 3.682931 8 3

Factored span

moments

Column Striup

Moments Beam

MomentsAst

requiredBar

details

Eq Combination

Factored shear for Eq Comb Ø Vc Vu-Øvu

Stirrup bar no

Spacing req in inch

Actual spacing in

inch


Column Striup Moments

Beam Moments

Ast required

Bar details

Eq Combination

1139.6 854.7 726.495 271.7672 0.00539 1.174596 83573.2 2679.9 2277.915 852.1224 0.01689 3.682931 8 31018.8 764.1 649.485 242.9593 0.00482 1.050087 8 02821.6 2116.2 1798.77 672.8839 0.01334 2.90825 8 31066.4 799.8 679.83 254.3108 0.00504 1.099148 8

2117.818 1948.39256 1656.13368 619.5265 0.01228 2.677635 8 3

Actual spacing in inch

29.8 20 9.8 3 13.764 Provide max Spacing 6 in 33.2 20 13.2 3 10.2188 Provide max Spacing 6 in 47.2 20 27.2 3 4.9591 447.2 20 27.2 3 4.9591 433.2 20 13.2 3 10.2188 Provide max Spacing 6 in 29.8 20 9.8 3 13.764 Provide max Spacing 6 in

Actual Rn ρ

kip.in Bar No # No of bars3206.72 2950.19 2507.65817 938.0648 0.0186 4.054379 8 31466.88 1100.16 935.13753 349.8162 0.00694 1.511929 83644.00 2733.00 2323.05 869.0065 0.01723 3.755905 8 31285.60 964.20 819.57 306.5847 0.00608 1.32508 83559.96 2669.97 2269.4745 848.965 0.01683 3.669284 8 31222.00 916.50 779.025 291.4177 0.00578 1.259527 83559.96 2669.97 2269.4745 848.965 0.01683 3.669284 8 31285.60 964.20 819.57 306.5847 0.00608 1.32508 83644.00 2733.00 2323.05 869.0065 0.01723 3.755905 8 31466.88 1100.16 935.13753 349.8162 0.00694 1.511929 83206.72 2950.19 2507.65817 938.0648 0.0186 4.054379 8 3

stirrup notation

west end


Stirrup bar no

Spacing req in inch



Beam Moments

Ast required

Bar details

Eq Combination


Stirrup bar no

Spacing req in inch

Actual spacing in

inch

73.92 20 53.92 4 4.55 4 284B 79.24 20 59.24 4 4.14 4

84.8 20 64.8 4 3.78 3314A84.8 20 64.8 4 3.78 3

79.24 20 59.24 4 4.14 4 284B 73.92 20 53.92 4 4.55 4

Actual Rn ρ

Bar No # No of bars2541.2 2388.728 2030.4188 759.5391 0.01506 3.282779 8 3

820.8 738.72 627.912 234.8893 0.00466 1.015207 8 02732.2 2458.98 2090.133 781.8769 0.0155 3.379325 8 3

706 635.4 540.09 202.0369 0.00401 0.8732172500.8 2250.72 1913.112 715.6569 0.01419 3.093118 8 4

717.2 645.48 548.658 205.242 0.00407 0.887072500.8 2250.72 1913.112 715.6569 0.01419 3.093118 8 4

710.8 639.72 543.762 203.4105 0.00403 0.8791542732.2 2458.98 2090.133 781.8769 0.0155 3.379325 8 3

820.8 738.72 627.912 234.8893 0.00466 1.0152072541.2 2388.728 2030.4188 759.5391 0.01506 3.282779 8 3

stirrup notation

south end

44.4 20 24.4 3 5.52818 5 203BaD 48.06 20 28.06 3 4.80711 4 294B

46.8 20 30 3 4.49625 4 244B 46.8 20 30 3 4.49625 4 294B

48.06 20 28.06 3 4.80711 4 203BaD 44.4 20 24.4 3 5.52818 5

Actual Rn ρ

Bar No # No of bars2194.618 2019.05 1716.19 641.99 0.01273 2.774736 8 3

1059.2 794.40 675.24 252.59 0.00501 1.091727 8 02914.4 2185.80 1857.93 695.01 0.01378 3.003899 8 3



Beam Moments

Ast required

Bar details

Eq Combination


Stirrup bar no

Spacing req in inch

Actual spacing in

inch



Beam Moments

Ast required

Bar details

Eq Combination

1010.4 757.80 644.13 240.96 0.00478 1.0414293562.4 2671.80 2271.03 849.55 0.01684 3.671799 8 41152.8 864.60 734.91 274.92 0.00545 1.1882023562.4 2671.80 2271.03 849.55 0.01684 3.671799 8 4

1010.4 757.80 644.13 240.96 0.00478 1.0414292914.4 2185.80 1857.93 695.01 0.01378 3.003899 8 31059.2 794.40 675.24 252.59 0.00501 1.091727

2194.618 2019.05 1716.19 641.99 0.01273 2.774736 8 3

30.6 20 10.6 3 12.7252 Provide max Spacing 6 in 34 20 14 3 9.63482 Provide max Spacing 6 in

41.7 20 21.7 3 6.21601 Provide max Spacing 6 in 41.7 20 21.7 3 6.21601 Provide max Spacing 6 in

34 20 14 3 9.63482 Provide max Spacing 6 in 30.6 20 10.6 3 12.7252 Provide max Spacing 6 in

Actual Rn ρ

Bar No # No of bars3338 3070.96 2610.316 976.467 0.01936 4.220356 8 41560 1201.2 1021.02 381.9432 0.00757 1.650784 8

3755.4 2891.658 2457.9093 919.4547 0.01823 3.973945 8 41376.8 1060.136 901.1156 337.0893 0.00668 1.456923 83495.4 2691.458 2287.7393 855.7975 0.01697 3.698815 8 41393.2 1072.764 911.8494 341.1046 0.00676 1.474277 83495.4 2691.458 2287.7393 855.7975 0.01697 3.698815 8 41376.8 1060.136 901.1156 337.0893 0.00668 1.456923 83755.4 2891.658 2457.9093 919.4547 0.01823 3.973945 8 4

1560 1201.2 1021.02 381.9432 0.00757 1.650784 83338 3070.96 2610.316 976.467 0.01936 4.220356 8 4

stirrup notation

south end

48.46 20 28.46 3 4.73955 4 284B


Stirrup bar no

Spacing req in inch

Actual spacing in

inch



Beam Moments

Ast required

Bar details

Eq Combination


Stirrup bar no

Spacing req in inch

Actual spacing in

inch

51.36 20 31.36 3 4.30126 4284B

284B 49.08 20 29.08 3 4.6385 4 284B 49.08 20 29.08 3 4.6385 4 284B 51.36 20 31.36 3 4.30126 4 284B 48.46 20 28.46 3 4.73955 4

Ast Provided Mark Size

Bar No #1B1 16 x 16

2- #66 2 3.25 1 3- #86 4 1.76 1 3- #86 2 3.25 1 2 -#66 2 0.88 2 2 -# 66 2 3.25 1 1B2 16 x 16 2- #66 2 0.88 2 3- #86 2 3.25 1 3-#86 2 0.88 2 2 -#66 2 3.25 1 2 -#66 3 1.32 2 1B3 16 x 16 2 -#66 2 3.25 1 3- #8

3 -#82 -#62-# 6

stirrup notation

west end east end

203D 203D

203D 203D 163D 163D

203D 203D 203D 203D

Ast Provided1B1 16 x 16

2- #6

Bar No # 3- #86 2 3.25 1 3- #86 4 1.76 1 2 -#66 2 3.25 1 2 -# 66 2 0.88 2 1B2 16 x 16 2- #66 2 3.25 2 3- #8

Rebar no & size

No of bars

No of bars

6 2 0.88 2 3-#86 2 3.25 2 2 -#66 2 0.88 2 2 -#66 2 3.25 1 1B3 16 x 16 2 -#66 3 1.32 1 3- #86 2 3.25 1 3 -#8

2 -#62-# 6

stirrup notation

west end east end

203D 203D 203D 203D

243B 243B203D 203D 203D 203D

1B4 16 x 16 2- #6Ast Provided 2 -#6

Bar No # 3 -#86 4 4.1300 1 2 -#66 4 1.7600 1 3 -#86 4 4.1300 1 2 -#66 3 1.3200 1 2 - #66 4 4.1300 1 1B5 16 x 16 2 -#66 3 1.3200 1 2 -#66 4 4.1300 1 3 -#86 3 1.3200 1 2 -#66 4 4.1300 1 3 -#86 4 1.7600 1 2 -#66 4 4.1300 1 1 -#6

1B6 16 x 16

2- #6stirrup notation 2 -#6

west end east end3 -#8

No of bars

284B 2 -#6

314A 314A3- #8

314A2 -#6

314A 314A2- #6

284B

Ast Provided

Bar No # 1B7 16 x 16 2- #66 2 3.25 2 3 -#86 4 1.76 1 4-#86 2 3.25 2 2 -#66 3 1.32 1 2- #66 3 4.48 1 1B8 16 x 16 2- #66 4 1.76 1 4-#86 4 4.92 1 3 -#86 3 1.32 1 2 -#66 3 3.69 1 1- #66 4 1.76 1 1B9 16 x 16 2- #66 3 3.69 1 4 -#8

2 -#6stirrup notation 3- #8

north end2- #6

203BaD 2- #6

294B 244B 294B

294B 203BaD

Ast Provided 1B7 16 x 16 2- #6

Bar No # 3 -#86 2 3.25 1 4-#86 3 1.32 1 2 -#66 2 3.25 1 2- #6

No of bars

No of bars

6 3 1.32 1 1B8 16 x 16 2- #66 2 4.04 1 4-#86 3 1.32 1 3 -#86 2 4.04 1 2 -#6

6 3 1.32 1 1- #66 2 3.25 1 1B9 16 x 16 2- #66 3 1.32 1 4 -#86 2 3.25 1 2 -#6

3- #82- #62- #6

stirrup notation

south end north end

203D 203D

203D 203D 203D 203D

203D 203D 203D 203D

Ast Provided1B10 16 x 16

2 -#6

Bar No # 1- #66 3 4.48 1 4- #86 4 1.76 1 3- #86 2 4.04 1 2 -#66 4 1.76 1 2 -#66 2 4.04 1 1B8 16 x 16 2- #66 4 1.76 1 4-#86 2 4.04 1 4 -#86 4 1.76 1 2 -#66 2 4.04 1 1- #66 4 1.76 16 3 4.48 1 1B11 16 x 16 2 -#6

3- #8stirrup notation 1 -#6

north end4- #8

284B 2 -#6

No of bars

284B 284B 2 -#6

284B

284B

Remarks

stirrup

Top Cont West end East endTop Non Cont W 203D 203D Top Cont EBottom ContBottom crtlTop Cont West end East endTop Cont W 203D 203D Top contEBottom ContBottom crtlTop Cont West end East endTop Cont W 203D 203D Top non cont EBottom ContBottom crtl

Top Cont West end East end

Top Non Cont W 203D 203D Top Cont EBottom ContBottom crtlTop Cont West end East endTop Cont W 203D 203D

Top contE203D 203D

Bottom ContBottom crtlTop Cont West end East endTop Cont W 203D 203D Top non cont EBottom ContBottom crtl

Top Cont West end East endTop Non Cont W

284B 284B

Top Non Cont W (laid in double layer, double curtailment )Top Cont ETop Cont EBottom ContBottom crtlTop Cont West end East endTop Cont W

314A 314ATop Cont WTop Cont ETop Cont EBottom ContBottom crtl

Top Cont West end East endTop Cont W

284B 284B Top Cont W

Top Non Cont ETop Non Cont EBottom ContBottom crtl

Top Cont South end North endTop Non Cont S 203BaD 203BaD Top Cont NBottom ContBottom ctrTop Cont South end North endTop Cont S 294B 294B Top Cont NBottom ContBottom crtlTop Cont South end North endTop Cont S 203BaD 203BaD Top Non Cont NTop Non Cont N

Bottom ContBottom crtl

Top Cont South end North end

Top Non Cont S 203BaD 203BaD Top Cont NBottom ContBottom ctr

Top Cont South end North endTop Cont S 294B 294B Top Cont NBottom Cont

Bottom crtlTop Cont South end North endTop Cont S 203BaD 203BaD Top Non Cont NTop Non Cont NBottom ContBottom crtl

Top Cont South end North end

Top Non Cont S 284B 284B

Top Non Cont S Top Cont NBottom ContBottom crtlTop Cont South end North endTop Cont S 294B 294B Top Cont NBottom ContBottom crtl

Top Cont South end North endTop Cont S 284B 284B Top Non Cont N

Top Non Cont NBottom Cont

Bottom crtl

All the 'T' beams are designed as Rectangular beam since a < hf

third floor Exterior bottom beam in x direction


Dl wall LL WL EqExterior End -ve Moment 161 439 117 541 1426 1702.6end +ve Moment 152 389 102 0 812.4-VE Moment 249 598 149 478 1259 1930.2+ Ve Moment 137 351 80 0 713.6-VE Moment 199 532 230 489 1296 1889.6+ Ve Moment 86 215 175 0 641.2-VE Moment 199 532 230 489 1296 1889.6+ Ve Moment 137 351 80 0 713.6-VE Moment 249 598 149 478 1259 1930.2+ Ve Moment 152 389 102 0 812.4Exterior End Negative Moment 161 439 117 541 1426 1702.6

Description Shear Factored shear

DL wall DL LL WL EqExteror end Support 0 16 4 2.4 6 30.24Next to end support 0 18 5 2.4 6 33.64Interroir support 0 16 8 7.3 18 35.2Interroir support 0 16 8 7.3 18 35.2Next to end support 0 18 5 2.4 6 33.64Exteror end Support 0 16 4 2.4 6 30.24

3rd floor next to exterior in x direction

Description Dl wall LL WLExterior End -ve Moment 0 962 252 270 670 1838.4end +ve Moment 0 650 168 0 0 1048.8-VE Moment 0 1351 347 292 735 2435.4+ Ve Moment 0 634 157 0 1012


DL two way slab

Wl combination

Moments For Span


DL two way slab

-VE Moment 0 990 448 700 1750 2756+ Ve Moment 0 456 361 0 1124.8-VE Moment 0 990 448 700 1750 2756+ Ve Moment 0 634 157 0 1012-VE Moment 0 1351 347 292 735 2435.4+ Ve Moment 0 650 168 0 1048.8Exterior End Negative Moment 0 962 252 270 670 1838.4


DL wall DL LL WLExteror end Support 0 16 4 2.4 6 27.04Next to end support 0 18 5 2.4 6 30.44Interroir support 0 16 8 7.3 18 38.88Interroir support 0 16 8 7.3 18 38.88Next to end support 0 18 5 2.4 6 30.44Exteror end Support 0 16 4 2.4 6 27.04

First floor beam in x direction between living and storage


Dl wall LL WL

Exterior End -ve Moment 152.00 913.00 252.00 645.00 1391.00 2562.00end +ve Moment 152.00 784.00 168.00 0.00 0.00 1392.00-VE Moment 260.00 1150.00 347.00 577.00 1240.00 2962.20+ Ve Moment 140.00 718.00 157.00 0.00 1280.80-VE Moment 182.00 1062.00 448.00 590.00 1281.00 2884.80+ Ve Moment 93.00 447.00 361.00 0.00 1225.60-VE Moment 182.00 1062.00 448.00 590.00 1281.00 2884.80+ Ve Moment 140.00 718.00 157.00 0.00 1280.80-VE Moment 260.00 1150.00 347.00 577.00 1240.00 2962.20+ Ve Moment 152.00 784.00 168.00 0.00 1392.00Exterior End Negative Moment 152.00 913.00 252.00 645.00 1391.00 2562.00

Factored span momentsDL two way

slab

DescriptionShear

Factored shearDL wall DL LL WLExteror end Support 5.6 17 4 5.3 11.3 39.6Next to end support 6.6 17 4 5.3 11.3 40.8Interroir support 5.8 17 5.5 6.1 13.3 42.62Interroir support 5.8 17 5.5 6.1 13.3 42.62Next to end support 6.6 17 4 5.3 11.3 40.8Exteror end Support 5.6 17 4 5.3 11.3 39.6

Third floor Exterior left beam in Z direction

Description

Moments For Span

Dl wall LL WL EqExterior End -ve Moment 161 441 118 378 1418 1445.2end +ve Moment 152 390 101 0 0 812-VE Moment 242 592 150 332 1251 1682+ Ve Moment 132 339 89 0 707.6-VE Moment 221 565 150 309 1161 1587.6+ Ve Moment 136 342 88 0 714.4-VE Moment 221 565 150 309 1161 1587.6+ Ve Moment 132 339 89 0 707.6-VE Moment 242 592 150 332 1251 1682+ Ve Moment 152 390 101 0 812Exterior End Negative Moment 161 441 118 378 1418 1445.2

DescriptionShear

Factored shearDL wall DL LL WLExteror end Support 8 6 2 3 11.5 23.6Next to end support 9 6.5 2 3 11.5 25.4Interroir support 9 6 2 3 11 24.8Interroir support 9 6 2 3 11 24.8Next to end support 9 6.5 2 3 11.5 25.4Exteror end Support 8 6 2 3 11.5 23.6

3rd floor beam next to exterior frame in Z direction

Description

Dl wall LL WLExterior End -ve Moment 0 942 246 186 652 1674

Factored span moments with

WL CombDL two way slab

Moments For Span


DL two way slab

end +ve Moment 0 658 170 0 0 1061.6-VE Moment 0 1362 350 204 714 2310.8+ Ve Moment 0 617 160 0 996.4-VE Moment 0 1110 287 454 1590 2345.4+ Ve Moment 0 711 184 0 1147.6-VE Moment 0 1110 287 454 1590 2345.4

+ Ve Moment 0 617 160 0 996.4-VE Moment 0 1362 350 204 714 2310.8+ Ve Moment 0 658 170 0 1061.6Exterior End Negative Moment 0 942 246 186 652 1674

Description Shear Factored shearDL wall DL LL WL

Exteror end Support 0 16 4 2 6 26.4Next to end support 0 18 5 2 6 29.8Interroir support 0 17 4 4 14 30.8Interroir support 0 17 4 4 14 30.8Next to end support 0 18 5 2 6 29.8Exteror end Support 0 16 4 2 6 26.4

First floor beam adjusant to lift shaft in Z direction


Dl wall LL WL eqExterior End -ve Moment 157 865 383 466 1486 2355end +ve Moment 151 716 314 0 0 1542.8-VE Moment 256 1054 456 427 1356 2711.2+ Ve Moment 135 642 281 0 1382-VE Moment 196 1035 453 400 1290 2570.2+ Ve Moment 140 643 282 0 1390.8-VE Moment 196 1035 453 400 1290 2570.2+ Ve Moment 135 642 281 0 1382-VE Moment 256 1054 456 427 1356 2711.2+ Ve Moment 151 716 314 0 1542.8Exterior End Negative Moment 157 865 383 466 1486 2355


DL two way slab


DL wall DL LL WLExteror end Support 5.7 16.3 7.4 4 12.3 40.2Next to end support 7 17 7.7 4 12.3 42.9Interroir support 6 17 7.5 3.5 12 40.7Interroir support 6 17 7.5 3.5 12 40.7Next to end support 7 17 7.7 4 12.3 42.9Exteror end Support 5.7 16.3 7.4 4 12.3 40.2

Actual Rn ρ Ast required Bar details

Bar No #2263 2127.22 1808.137 676.3879 0.01341 2.92339409002427 8

812.4 731.16 621.486 232.4855 0.004609 1.00481794213205 82424.4 2181.96 1854.666 693.7935 0.013755 2.99862213060678 8

713.6 642.24 545.904 204.2118 0.004049 0.882617040257796 82403.2 2162.88 1838.448 687.7266 0.013635 2.97240088445563 8

641.2 577.08 490.518 183.493 0.003638 0.793069010949129 82403.2 2162.88 1838.448 687.7266 0.013635 2.97240088445563 8

713.6 642.24 545.904 204.2118 0.004049 0.882617040257796 82424.4 2181.96 1854.666 693.7935 0.013755 2.99862213060678 8

812.4 731.16 621.486 232.4855 0.004609 1.00481794213205 82263 2127.22 1808.137 676.3879 0.01341 2.92339409002427 8

Ø Vc Vu-Øvu Actual spacing in inch

35.2 20 15.2 3 8.874178 Provide max Spacing 6 in 38.6 20 18.6 3 7.252016 Provide max Spacing 6 in 40.7 20 20.7 3 6.516304 Provide max Spacing 6 in 40.7 20 20.7 3 6.516304 Provide max Spacing 6 in 38.6 20 18.6 3 7.252016 Provide max Spacing 6 in 35.2 20 15.2 3 8.874178 Provide max Spacing 6 in


Bar No #2076.4 1912.99 1626.04 608.27 0.01206 2.62897858499796 81048.8 786.60 668.61 250.11 0.004959 1.08100797811843 82703.2 2027.40 1723.29 644.65 0.012781 2.78621354543263 8

1012 759.00 645.15 241.34 0.004785 1.04307787362305 8



Beam Moments

Eq Combination

Stirrup bar no

Spacing req in inch


Beam Moments

3386 2539.50 2158.58 807.48 0.016009 3.48998189731981 81124.8 843.60 717.06 268.24 0.005318 1.15934188957629 8

3386 2539.50 2158.58 807.48 0.016009 3.48998189731981 81012 759.00 645.15 241.34 0.004785 1.04307787362305 8

2703.2 2027.40 1723.29 644.65 0.012781 2.78621354543263 81048.8 786.60 668.61 250.11 0.004959 1.08100797811843 82076.4 1912.99 1626.04 608.27 0.01206 2.62897858499796 8

Ø Vc Vu-Øvu

Actual spacing in inch29.2 20 9.2 3 14.66168 Provide max Spacing 6 in 32.6 20 12.6 3 10.70536 Provide max Spacing 6 in 45.2 20 25.2 3 5.352679 545.2 20 25.2 3 5.352679 532.6 20 12.6 3 10.70536 Provide max Spacing 6 in 29.2 20 9.2 3 14.66168 Provide max Spacing 6 in

Actual Rn ρ Ast requiredBar details

Bar No

2921.00 2691.12 2287.45 855.69 0.016965 3.69834639124401 81392.00 1071.84 911.06 340.81 0.006757 1.47300736240333 83279.00 2524.83 2146.11 802.82 0.015917 3.46982122221302 81280.80 986.22 838.28 313.59 0.006217 1.35533608460215 83221.80 2480.79 2108.67 788.81 0.015639 3.40929247140162 81225.60 943.71 802.16 300.07 0.005949 1.29692372367926 83221.80 2480.79 2108.67 788.81 0.015639 3.40929247140162 81280.80 986.22 838.28 313.59 0.006217 1.35533608460215 83279.00 2524.83 2146.11 802.82 0.015917 3.46982122221302 81392.00 1071.84 911.06 340.81 0.006757 1.47300736240333 82921.00 2691.12 2287.45 855.69 0.016965 3.69834639124401 8

Stirrup bar no

Spacing req in inch

Column Striup

Moments Beam

Moments

Ø Vc Vu-Øvu Actual spacing in inchstirrup notation

west end42.42 20 22.42 3 6.016392 Provide max Spacing 6 in 203D 43.62 20 23.62 3 5.710732 546.16 20 26.16 3 5.15625 5 203C 46.16 20 26.16 3 5.15625 543.62 20 23.62 3 5.710732 5 203CaD42.42 20 22.42 3 6.016392 Provide max Spacing 6 in

Actual Rn ρ Ast required

Bar details

Bar No #2258.4 2122.90 1804.46 675.01 0.013383 2.92 8

812 730.80 621.18 232.37 0.004607 1.002401.8 2161.62 1837.38 687.33 0.013627 2.97 8

707.6 636.84 541.31 202.49 0.004015 0.882254.2 2028.78 1724.46 645.09 0.012789 2.79 8

714.4 642.96 546.52 204.44 0.004053 0.882254.2 2028.78 1724.46 645.09 0.012789 2.79 8

707.6 636.84 541.31 202.49 0.004015 0.882401.8 2161.62 1837.38 687.33 0.013627 2.97 8

812 730.80 621.18 232.37 0.004607 1.002258.4 2122.90 1804.46 675.01 0.013383 2.92 8


stirrup notation

south end

30.3 20 10.3 3 13.09587 Provide max Spacing 6 in 203D 32.1 20 12.1 3 11.14773 Provide max Spacing 6 in

31 20 11 3 12.2625 Provide max Spacing 6 in 203D 31 20 11 3 12.2625 Provide max Spacing 6 in



Bar No #2028.4 1866.128 1586.2088 593.369 0.011764 2.56458079861454 8

Stirrup bar no

Spacing req in inch

Factored span moments With

EQ comb

Column Striup

Moments Beam

Moments

Ø Vc Vu-Øvu Stirrup bar no

Spacing req in inch


Beam Moments

1061.6 796.2 676.77 253.1661 0.005019 1.09420105794291 82698.4 2023.8 1720.23 643.5036 0.012758 2.78126614049845 8

996.4 747.3 635.205 237.6175 0.004711 1.026998807586963209 2406.75 2045.7375 765.2695 0.015172 3.3075463403719 8

1147.6 860.7 731.595 273.6751 0.005426 1.182842063013653209 2406.75 2045.7375 765.2695 0.015172 3.3075463403719 8

996.4 747.3 635.205 237.6175 0.004711 1.026998807586962698.4 2023.8 1720.23 643.5036 0.012758 2.78126614049845 81061.6 796.2 676.77 253.1661 0.005019 1.094201057942912028.4 1866.128 1586.2088 593.369 0.011764 2.56458079861454 8


south end 29.2 20 9.2 3 14.66168 Provide max Spacing 6 in 203D 32.6 20 12.6 3 10.70536 Provide max Spacing 6 in 38.4 20 18.4 3 7.330842 Provide max Spacing 6 in 203D 38.4 20 18.4 3 7.330842 Provide max Spacing 6 in 32.6 20 12.6 3 10.70536 Provide max Spacing 6 in 203D 29.2 20 9.2 3 14.66168 Provide max Spacing 6 in


Bar No #3095.4 2847.768 2420.6028 905.4991 0.017952 3.91362818183368 81542.8 1187.956 1009.7626 377.732 0.007489 1.63258315999703 8

3384 2605.68 2214.828 828.5229 0.016426 3.58093169135982 81382 1064.14 904.519 338.3625 0.006708 1.46242541296078

3220.2 2479.554 2107.6209 788.4188 0.015631 3.40759935949081 81390.8 1070.916 910.2786 340.517 0.006751 1.471737528470233220.2 2479.554 2107.6209 788.4188 0.015631 3.40759935949081 8

1382 1064.14 904.519 338.3625 0.006708 1.462425412960783384 2605.68 2214.828 828.5229 0.016426 3.58093169135982 8

1542.8 1187.956 1009.7626 377.732 0.007489 1.632583159997033095.4 2847.768 2420.6028 905.4991 0.017952 3.91362818183368 8

Stirrup bar no

Spacing req in inch


Beam Moments

Ø Vc Vu-Øvu Actual spacing in inch stirrup notation

south end 46.1 20 26.1 3 5.168103 5 203CaD 48.8 20 28.8 3 4.683594 447.1 20 27.1 3 4.977399 4 213BrD 47.1 20 27.1 3 4.977399 448.8 20 28.8 3 4.683594 4 213BrD 46.1 20 26.1 3 5.168103 5

Stirrup bar no

Spacing req in inch

Bar No #3 6 2 3.25 1 1.2493950429

6 3 1.32 1 0.93 6 2 3.25 1 1.1304320796

6 3 1.32 1 0.93 6 2 3.25 1 1.1446232007

6 3 1.32 1 0.93 6 2 3.25 1 1.1446232007

6 3 1.32 1 0.93 6 2 3.25 1 1.1304320796

6 3 1.32 1 0.93 6 2 3.25 1 1.2493950429

stirrup notation`

west end

203D 203D 203D

203D `

163D 163D203D 203D 203D 203D

Bar No #3 6 2 3.25 10 6 3 1.32 13 6 2 3.25 10 6 3 1.32 1

Ast Provided

Column strip Co efficient

No of bars

No of bars

east end

Ast Provided

No of bars

No of bars

4 6 2 4.04 10 6 3 1.32 14 6 2 4.04 10 6 3 1.32 13 6 2 3.25 10 6 3 1.32 13 6 2 3.25 1

stirrup notation

west end east end

203D 203D 203D 203D

203D 203D 203D 203D

203D 203D

Bar details`

Bar No

4 6 2 4.04 10 6 4 1.76 14 6 2 4.04 10 6 4 1.76 14 6 2 4.04 10 6 3 1.32 14 6 2 4.04 10 6 4 1.76 14 6 2 4.04 10 6 4 1.76 14 6 2 4.04 1

0

Ast Provided

No of bars

No of bars

stirrup notationwest end east end

203CaD203C 203C

203C 203CaD 203D

203D

Bar details

Bar No #3 6 2 3.25 1 0.94

6 3 1.32 1 0.93 6 2 3.25 1 0.9

6 3 1.32 1 0.93 6 2 3.25 1 0.9

6 3 1.32 1 0.93 6 2 3.25 1 0.9

6 3 1.32 1 0.93 6 2 3.25 1 0.9

6 3 1.32 1 0.93 6 2 3.25 1 0.94

stirrup notation

south end north end

203D 203D

203D 203D 203D 203D

203D

Bar No #3 6 2 3.25 1 0.92

Ast Provided

No of bars

No of bars

No of bars

No of bars

0 6 3 1.32 1 0.753 6 2 3.25 1 0.75

6 3 1.32 1 0.753 6 2 3.25 2 0.75

6 3 1.32 1 0.753 6 2 3.25 2 0.75

6 3 1.32 1 0.753 6 2 3.25 1 0.75

6 3 1.32 1 0.753 6 2 3.25 1 0.92

stirrup notation

south end north end

203D 203D

203D 203D 203D 203D

203D

Ast Provided

Bar No4 6 2 4.04 1 0.92

6 4 1.76 1 0.774 6 2 4.04 1 0.77

6 4 1.76 1 0.774 6 2 4.04 1 0.77

6 4 1.76 1 0.774 6 2 4.04 1 0.77

6 4 1.76 1 0.774 6 2 4.04 1 0.77

6 4 1.76 1 0.774 6 2 4.04 1 0.92

No of bars

No of bars

stirrup notation

south end north end

213BrD 213BrD 213BrD

213BrD 213BrD 213BrD

203CaD

Mark Size Remarks

stirrup

3B1 16 x 16

2- #6 Top Cont West end East end0.85 4-#8 Top Non Cont W 203D 203D 0.85 3-#8 Top Cont E0.85 2 -#6 Bottom Cont0.85 1- #6 Bottom ctr0.85

3B2 16 x 16

2- #6 Top Cont West end East end0.85 3 -#8 Top Cont W 203D 203D 0.85 3 -#8 Top contE0.85 2 -#6 Bottom Cont0.85 1 -#6 Bottom ctr0.850.85 3B3 16 x 16 2- #6 Top Cont West end East end

3- #8 Top Cont W 203D 203D 4 -#8 Top non Cont E2 -#6 Bottom Cont

2- #6 Bottom ctr

3B1 16 x 16

2- #6 Top Cont West end East end

4-#8 Top Non Cont W 203D 203D 3-#8 Top Cont E2 -#6 Bottom Cont1- #6 Bottom ctr

3B2 16 x 16


Beam moment Co efficient

Rebar no & size

3B2 16 x 163 -#8 Top Cont W 203D 203D 3 -#8 Top contE2 -#6 Bottom Cont1 -#6 Bottom ctr

3B3 16 x 16 2- #6 Top Cont West end East end3- #8 Top Cont W 203D 203D 4 -#8 Top non Cont E2 -#6 Bottom Cont2- #6 Bottom ctr

3B1 16 x 16


4-#8 Top Non Cont W 203D 203D 3-#8 Top Cont E2 -#6 Bottom Cont1- #6 Bottom ctr

3B2 16 x 16

2- #6 Top Cont West end East end3 -#8 Top Cont W 203D 203D 3 -#8 Top contE2 -#6 Bottom Cont1 -#6 Bottom ctr

3B3 16 x 16 2- #6 Top Cont West end East end3- #8 Top Cont W 203D 203D

4 -#8 Top non Cont E

2 -#6 Bottom Cont2- #6 Bottom ctr

3B4 16 x 162- #6 Top Cont south end North end

4-#8 Top Non Cont S203D 203D

4 -#8 Top Cont N2 -#6 Bottom Cont1- #6 Bottom ctr

3B5 16 x 16 2- #6 Top Cont south end North end4-#8 Top Cont N 203D 203D 4 -#8 Top cont S2 -#6 Bottom Cont1 -#6 Bottom ctr

3B6 16 x 16

2- #6 Top Cont south end North end4 -#8 Top Non Cont N 203D 203D 4 -#8 Top cont S2 -#6 Bottom Cont1- #6 Bottom ctr

3B4 16 x 162- #6 Top Cont south end North end

4-#8 Top Non Cont S203D 203D

4 -#8 Top Cont N


3B5 16 x 16 2- #6 Top Cont south end North end4-#8 Top Cont N 203D 203D 4 -#8 Top cont S2 -#6 Bottom Cont

1 -#6 Bottom ctr

3B6 16 x 16

2- #6 Top Cont south end North end4 -#8 Top Non Cont N 203D 203D 4 -#8 Top cont S2 -#6 Bottom Cont1- #6 Bottom ctr

3B4 16 x 16 2- #6 Top Cont south end North end4-#8 Top Non Cont S 203D 203D 4 -#8 Top Cont N2 -#6 Bottom Cont1- #6 Bottom ctr

3B5 16 x 16 2- #6 Top Cont south end North end4-#8 Top Cont N 203D 203D 4 -#8 Top cont S2 -#6 Bottom Cont1 -#6 Bottom ctr

3B6 16 x 16

2- #6 Top Cont south end North end4 -#8 Top Non Cont N

203D 203D

3B6 16 x 164 -#8 Top cont S

203D 203D


Design Of Beam

A.1 Geometry Effective Span along Beam l = 21 ftSpan Normal to Beam = 21 ft

A.2 Material Data:Concrete = 4000 psiSteel 60000 psiStrength reduction Fcator fof flextutre Ø 0.9Strength reduction Fcator for Shear 0.75

Maximum % of reinforcement 0.01806 Table6.1 PCA Notes

A3 STAAD Output Data:

Max.Negative Moment due to Dead load = 1097 Kip-inMax.Positive Moment due to dead load = 714 Kip-inMax. Positive Moment Due to Live load = 284 Kip-inMax. Negative moment due to Live load = 165 Kip-in

= 776 Kip-in

= 776 Kip-in

Max Shear Force due to Dead load = 16 KipsMax Shear Force due to Live load = 4.37 Kips

A4 Trial DimensionOverall depth of Beam D = 16 inWidth of Web bw = 16 inThickness of slab h = 6.5 inClear cover Cc = 1.5 inStirrup Bar #3Longitiudinal Bar #8

ρt

Moment and Shear force data taken from STAAD Pro 2006 Analysis with appropriate Combinationfor wind and Methadology for Dead load and Live load.

Max Negative moment due to Wind load Comination

Max Positive moment due to Wind load Comination

cf '

B Calculation of Design Moment in Span

Maximun Negative Design moment in sapn = 2842Maximun positive Design moment in span = 1021.8

B1 Calculation of Design Moment for Column Strip

The Load Combination that governs Design Shear strength of beam is 1.2 deadload+1.6 LiveloadMaximun Design Shear strength in beam Vu = 34.25

C Check for Depth providedCalculation of Rn

= 910 psi

Calculation of Depth required 'd'

The load combination governing beam for design Moment is 1.2Dead Load+Live load+1.6Wind Load.

Moment for column strip will be propotioned based on the Ratio of l1/l2 and αf value

c

yyn

f

ffR

'85.0

5.01

400085.0

6000001806.05.016000001806.0

x

xxx

Rn

Mubd

2

For Span 12-54 ft width of beam = 1.5 to (2/3) of depthFro regular Beam Sizing with span data @ CRSI Pg 12-2Shallow beams width should be propotioned to eliminate shear in Cost criteriaMin reinforcement Sec 10.5.1 ACIMax reinforcement Sec10.3.3 ACI

IPS chapter 8 Sec8.4.5 Pg 107

Min Ast = .0033 bd

Minimum Stirrrup Requirement will not Govern shallow Beam ACI 11.5.5.1-c

ρmin = .0033

ρmax = 0.75 ρb

Max Ast = 0.75 ρb bd ρb = .0285 for 4000 Psi and fy 600000PsiIf ρ


Checking deflection for lift area portions between living and storage in x dir.

beam21130 dl wall (kip -in) ll

negative moment at A 789.42 288.79 3.6692840978

positive moment at B 344.89 228.23 1.2595268395

negative moment at C 789.42 288.79 3.6692840978center to center of supports 17.8 ftcenter to center of beam 21.00 ftcolumn dime in x-dir 22.00 in.column dime in z-dir 22.00 in.Thickness of slab hf 6.5 inwed width bw 16 inOverall depth h 16 inf'c 4000 psify 60000 psiEc 3600000 psiEs 29000000 psiCover 2.375 inOut putsFlange width bf 63 inEff depth d 13.625n 8.0555555556fr 474.34164903 psi

10.584372217 in.

5.4156277827 in.

9679.5445329 1)calculation of flexural cracking moment

Ast

centroid of crosssection ybottom

ytop

moment of inertia Ig in4

t

grcr Y

IFM

In the negative moment regions at A and C

847807.73342 in.lb

70.65 kips-ftdead load moment at A 789.42 kip-in

65.78 kip-ftdl+ll moment at A 89.85 kip-ft (cracked)

dl moment at c 65.78 kip.ftdl+ll moment at C 89.85 kip-ft (cracked)

In the positive moment regions at B

433791.54 in.lb

36.15 kips-ftdl moment at B 28.74 kips-ftdl+ll moment at B 47.76 kips-ft (cracked)

Assume that compression zone is rectangular for the first trial.since compression zone is assumed to be rectangular ,there is no compression steel compute centroid c=kd ρ 0.00147 ρn 0.01182 k 0.14239 centroid c=kd 1.94 in.since this is less than thickness of the flange ,the compression zone is rectangular ,as assumed

10.15 in^2

part area (in^2) y (in.) Ay^2 (in^4)compression zone 122.22 0.97 38.33 115.00reinforcement 10.15 -11.68 1385.34

1500.35

transformed area of reinforcement

Mcr

Mcr

sin ce 89.85 kip-ft is greater than Mcr it is necessary to compute Icr and Ie

Mcr

Mcr

sin ce 47.76kipp-ft is greater than Mcr it is necessary to compute Icr and Ie

2)calculation of cracked moment of inertia (Icr ) at midspan

3)calculation of cracked moment of inertia (Icr ) at midspan B

transformed area of rfn is nAs

Iown axis (in^4)

Icr

2)calculation of cracked moment of inertia (Icr ) at A &C

t

grcr Y

IFM

nnnk 2

2

29.56 in^2. ρ 0.02 ρn 0.14 k 0.40252 c 5.48 in.

part area (in^2) y (in.) Ay^2 (in^4)compression zone 87.75 2.74 3372.47 659.83reinforcement 29.56 -8.14 1958.83

2618.66

9679.5445329 in^4 ,

1500.35 in^4

2618.66 in^4

4) compute immediate dead load deflection.

(d) immediate dead load deflection

M1 is the moment at A due to dead loadM2 is the moment at B due to dead load

Δ 0.10 in.max deflection permitted is l/360 where l is the span from center to center of supports. l/360 0.59 intherfore the immediate dead load deflection is 0.10 in .

5) compute the immediate live load dead deflectionwhen ll is applied to the beam ,the moments will increase ,leading to more cracking. The deflection that occurs when live load is applied is

nAs

Iown axis (in^4)

Icr

In sum Ig is

Icr is at B

Icr is at c

(a) compute Ie at A.

here Ma = -65.78kip.ft is less than Mcr = -66.61 kip.ft , the section is uncracked so Ie = 9374.6 in^4 at A for dead loads.

(b) compute Ie at B

Ma = 28.74 kip.ft is less than Mcr = 35.50 kip.ft , the section is uncracked Ie =9374.6 in^4 at B for dead loads.

(c) compute Ie at C

here Ma = -65.78kip.ft is less than Mcr = -66.61 kip.ft , the section is uncracked Ie = 9374.6 in^4 at A for dead loads.

Mm is the midspan moments due to dead load

(safe)

21

2

1.048

ln5MMM

EI m

iDDLiiL ,

0.79

6051.46 in^4.

0.76

5047.13 in^4.

0.79

6051.46 in^4.

5348.43 in^4.

(e) compute the immediate dead load +live load deflection

0.27 in.Therefore ,the immediate dead +ll deflection is 0.27 in.

0.27

(a)compute Ie at A.

since Ma = 89.85 kip.ft and Mcr =70.65 kip.ft the section is cracked .

so Mcr/Ma

Ie

(b) compute Ie at B.


so Mcr/Ma

Ie

(c) compute Ie at c.


so Mcr/Ma

Ie

(d) calculation of weighted average ,Ie

Im, Ie1,Ie2 are the values of Ie at the midspan and the two ends of the beam resp.

Ie

when ll is appled to the beam Δ in. < 0.59 (max deflection) safe

iDDLiiL ,

cra

crg

a

cre I

M

MI

M

MI

33

1

)(15.07.0 21 eeme IIII

21

2

, 1.048

ln5MMM

EI mLDi

LDi ,

reference reinforced concrete mechanics and designpg 413

2.02x57.5=116.352.02/2=1.01

(bd63/12)=(57.5x2.02 ^3)/1239.7

nnnk 2

2

when ll is applied to the beam ,the moments will increase ,leading to more cracking. The deflection that occurs when live load is applied is

= 9374.6 in^4 at A for dead loads.

=9374.6 in^4 at B for dead loads.

= 9374.6 in^4 at A for dead loads.

BEAM CALCULATION

= 4000 psi

= 60,000 psiФ = 0.90

BEAM NO: NODE NO:

BEAM SIZE (in)

column size

21011

start no: 101016.5

22

252

236

126bw 16

22 0

end no: 10102 h 16

Fc'

fy'

c/c of supports

(l1) in.

clear distance between

spans l2 (in)

hf

at start node

at end node

1 Calculation of Beam to slab stiffness ratio

###

Distance of C.G from the bottom of ###

Moment of inertia of the beam

Ybottom

Ib

BEAM CALCULATION

α calculations

bf

α

37

7.08

6801.22 3066.65

2.22

1.525.5 1.11

8.92

y-from top

(in.)

Width of slab included under beam section

Ib in4

Is in4

cover (in)

y-from Bottom

(in.)

1

2

c/c of supports=21x12

clear distance between spans=252-bwα refer gregor book pg627.for cal of width of slab included under beam section and aci 318 sec 13.2.4

a (in)

description

1 0.375 13.625 0.018

4.33

908.4706

-ve Moment

-ve Moment

-VE Moment

dia of deformed bar(in)

dia of stirrup (in)

effective depth d (in) ρt ( % )

Rn

design as rectangular

sections

α refer gregor book pg627.for cal of width of slab included under beam section and aci 318 sec 13.2.4

Moments For Span

factor for beam moments Dl wall LL

0.94 0.85

163 407 3830.9 0.85

152 393 314

0.9

0.85

247 622 456

factor for column strip moments

DL two way slab

Exterior -ve factored moments

Exterior -ve factored moments

positive factored moments


interior negative factored moments

interior negative factored moments

Moments For Span

WL Eq

789 1138

2329.4 2205

0.94

0 0 1156.4 1156.4 0.9

693 1000 2607.6 2498.8 0.9



factor for column strip Moments

exterior -ve factored moments


interior-ve factored moments

ρ

0.85 2189.64 1861.19

0.01806 910.93

696.23417

0.85 1040.76 884.65 330.92837

0.85 2346.84 1994.81 746.22002

factor for beam strip Moments

Column Striup Moments (kip in)

Beam Moments (kip in)

max Rn

(psi)Actual Rn

(psi)

exterior -ve factored moments


interior-ve factored moments

bar details

bar no: #

safe 0.014 3.01 8 3 6 2 3.25 1

safe 0.007 1.43 8 0 6 4 1.76 1

safe 0.015 3.23 8 3 6 2 3.25 1

ρreqd

Ast reqd (in2)

Ast provided (in2)

no:of bars

bar no: #

no:of bars

Beam L/C Node21011 1 10101 0 -5.821 3.447 0 -154.722 -726.857

2 10101 0 -5.893 2.037 0 -91.43 -735.9283 10101 0 0.001 -1.705 -0.027 76.519 0.234 10101 0 0.004 -2.866 -0.027 128.648 0.515 10101 0 1.654 0 0.006 0 206.4916 10101 0 1.763 0 0.006 0 220.1267 10101 0 7.87 0 -0.019 0 265.128 10101 0 2.073 0 -0.005 0 71.469 10101 0 5.718 0 0.015 0 149.247

10 10101 0 0.007 0 0 0 1.32211 10101 0 14.622 0 0 0 384.16512 10101 0 3.832 0 0 0 102.96113 10101 0 0.167 0 -0.031 0 18.74314 10101 0 0.049 0 -0.008 0 5.98415 10101 0 -4.365 1.307 -0.02 -58.652 -544.9716 10101 0 -4.417 -0.622 -0.02 27.913 -551.56417 10101 0 -3.083 2.585 0.005 -116.042 -385.04518 10101 0 -3.179 1.528 0.005 -68.573 -397.07819 10101 0 1.37 -1.279 -0.016 57.389 171.07120 10101 0 1.326 -2.15 -0.016 96.486 165.47721 10101 0 -1.353 0.981 -0.008 -44.028 -168.90622 10101 0 -1.391 -0.467 -0.008 20.953 -173.85523 10101 0 11.403 2.091 -0.042 -93.843 -301.66524 10101 0 11.32 -0.995 -0.042 44.661 -312.21425 10101 0 9.073 5.516 -0.009 -247.555 -592.68526 10101 0 8.958 3.259 -0.009 -146.289 -607.19827 10101 0 18.389 -2.728 -0.053 122.431 570.65628 10101 0 18.394 -4.586 -0.053 205.837 571.10429 10101 0 -1.885 0 0 0 -235.3730 10101 0 30.819 0 -0.031 0 836.89831 10101 0 0.005 0 -0.012 0 0.5232 10101 0 -12.107 0 0 0 -1511.39633 10101 0 0.035 0 -0.075 0 3.72634 10101 0 -12.113 0 0 0 -1512.11235 10101 0 0.025 0 -0.075 0 2.41236 10101 0 1.388 0 0.005 0 173.24837 10101 0 1.345 0 0.005 0 167.88538 10101 0 3.561 0 -0.008 0 -1024.24639 10101 0 -10.725 0 0.005 0 -1338.864

Axial Force kip

Shear-Y kip

Shear-Z kip

Torsion kip-in

Moment-Y kip-in

Moment-Z kip-in

40 10101 0 1.37 0 -0.07 0 170.29741 10101 0 1.71 0 0.006 0 213.46442 10101 0 1.823 0 0.007 0 227.56

101 10102 0 5.821 3.447 0 154.722 -623.708102 10102 0 5.893 2.037 0 91.43 -631.273103 10102 0 -0.001 -1.705 0.027 -76.519 0.015104 10102 0 -0.004 -2.866 0.027 -128.648 0.471105 10102 0 -1.654 0 -0.006 0 177.281106 10102 0 -1.763 0 -0.006 0 188.988107 10102 0 9.029 0 0.019 0 -399.546108 10102 0 2.31 0 0.005 0 -98.971109 10102 0 6.617 0 -0.015 0 -253.451110 10102 0 -0.007 0 0 0 0.236111 10102 0 16.699 0 0 0 -625.131112 10102 0 4.288 0 0 0 -155.898113 10102 0 -0.167 0 0.031 0 20.063114 10102 0 -0.049 0 0.008 0 5.408115 10102 0 4.365 1.307 0.02 58.652 -467.77116 10102 0 4.417 -0.622 0.02 -27.913 -473.102117 10102 0 3.083 2.585 -0.005 116.042 -330.334118 10102 0 3.179 1.528 -0.005 68.573 -340.494119 10102 0 -1.37 -1.279 0.016 -57.389 146.731120 10102 0 -1.326 -2.15 0.016 -96.486 142.094121 10102 0 1.353 0.981 0.008 44.028 -144.929122 10102 0 1.391 -0.467 0.008 -20.953 -148.932123 10102 0 28.061 2.091 0.042 93.843 -1630.716124 10102 0 28.143 -0.995 0.042 -44.661 -1639.248125 10102 0 30.39 5.516 0.009 247.555 -1880.218126 10102 0 30.505 3.259 0.009 146.289 -1892.322127 10102 0 21.075 -2.728 0.053 -122.431 -882.26128 10102 0 21.07 -4.586 0.053 -205.836 -881.532129 10102 0 1.885 0 0 0 -201.927130 10102 0 34.561 0 0.031 0 -1271.007131 10102 0 -0.005 0 0.012 0 0.62132 10102 0 12.107 0 0 0 -1297.527133 10102 0 -0.035 0 0.075 0 4.445134 10102 0 12.113 0 0 0 -1298.142135 10102 0 -0.025 0 0.075 0 3.317136 10102 0 -1.388 0 -0.005 0 148.823137 10102 0 -1.345 0 -0.005 0 144.216138 10102 0 30.056 0 0.008 0 -2049.26139 10102 0 10.725 0 -0.005 0 -1149.319140 10102 0 -1.37 0 0.07 0 147.533141 10102 0 -1.71 0 -0.006 0 183.264142 10102 0 -1.823 0 -0.007 0 195.366

for start -ve momentsFRAME IN X DIR

Primary LOAD CASES L/C start no:DEAD LOADself wt 10 10101 1.322space frame floor dl 7 265.12space frame dl on wall 9 149.247Two Way Slab Dl in X direction 11 384.165Two Way Slab Dl in Z direction 13 frame in X directionLIVE LOADspace frame floor ll 8 71.46two way slab in X dir: 12 102.961Two way slab in Z dir: 14 frame in X directionWIND

1 -726.857Mtx +ve 41 213.464

2 -735.928Mtx -ve 5 206.491

3 0.23Mtz +ve 42 227.56

4 0.51Mtz -ve 6 220.126SEISMICseismic in x 39 -1338.864seismic in z 40 170.297

Wind Load Combinations(2a) 75% Wind in X + Mtx (+ve)(2b) 75% Wind in X + Mtx (-ve)(2c) 75% Wind in Z + Mtz (+ve)(2d)

VALUE Kip-in

(1a)Wind in X with +ve in pressure

(1b)Wind in X with-ve in pressure

(1c)Wind in Z with +ve in pressure

(1d)Wind in Z with-ve in pressure

Fourth floor Exterior Bottom beam in x direction

Description

Moments For Span

Dl wall LL WL EqExterior End -ve Moment 160 460 135 213 719 1219.8end +ve Moment 153 385 97 0 0 800.8-VE Moment 249 585 140 188 640 1441.6+ Ve Moment 137 352 79 0 713.2-VE Moment 196 537 227 191 665 1412.2+ Ve Moment 86 216 178 0 647.2-VE Moment 196 537 227 191 665 1412.2+ Ve Moment 137 352 79 0 713.2-VE Moment 249 585 140 188 640 1441.6+ Ve Moment 153 385 97 0 0 800.8Exterior End Negative Moment 160 460 135 213 719 1219.8

Description ShearDL wall DL LL WL EQ

Exteror end Support 5.7 8.2 2.2 1.7 5.8 21.6Next to end support 6.5 8.7 2.2 1.7 5.8 23.16Interroir support 6 11.8 7.7 1.98 6.9 32.228Interroir support 6 11.8 7.7 1.98 6.9 32.228Next to end support 6.5 8.7 2.2 1.7 5.8 23.16Exteror end Support 5.7 8.2 2.2 1.7 5.8 21.6

Fourth floor next to exterior in x direction


Dl wall LL WL EqExterior End -ve Moment 0 966 269 213 719 1769end +ve Moment 0 653 164 0 0 1046-VE Moment 0 1341 334 188 640 2244+ Ve Moment 0 635 154 0 1008.4-VE Moment 0 994 437 191 665 1935.4+ Ve Moment 0 460 373 0 1148.8-VE Moment 0 994 437 191 665 1935.4+ Ve Moment 0 635 154 0 1008.4

Factored span

moments

DL two way slab

Wl combination

Factored shear for Wl Comb


DL two way slab

Wl combination

-VE Moment 0 1341 334 188 640 2244+ Ve Moment 0 653 164 0 0 1046Exterior End Negative Moment 0 966 269 213 719 1769


Exteror end Support 0 16 4.25 1.23 3.9 25.418Next to end support 0 17.7 4.5 1.23 3.9 27.708Interroir support 0 15.8 7.8 2.75 9.4 31.16Interroir support 0 15.8 7.8 2.75 9.4 31.16Next to end support 0 17.7 4.5 1.23 3.9 27.708Exteror end Support 0 16 4.25 1.23 3.9 25.418

Fourth floor beam in x direction between living and storage


Dl wall LL WL EqExterior End -ve Moment 140.00 953.00 286.00 277.00 833.00 2040.80end +ve Moment 154.00 778.00 194.00 0.00 0.00 1428.80-VE Moment 267.00 1121.00 267.00 243.00 747.00 2321.40+ Ve Moment 138.00 717.00 168.00 0.00 1294.80-VE Moment 177.00 1081.00 456.00 206.00 644.00 2295.20+ Ve Moment 93.00 454.00 355.00 0.00 1224.40-VE Moment 177.00 1081.00 456.00 206.00 644.00 2295.20+ Ve Moment 138.00 717.00 168.00 0.00 1294.80-VE Moment 267.00 1121.00 267.00 243.00 747.00 2321.40+ Ve Moment 154.00 778.00 194.00 0.00 0.00 1428.80Exterior End Negative Moment 140.00 953.00 286.00 277.00 833.00 2040.80


Exteror end Support 5.61 16.7 4.5 2.24 6.8 34.856Next to end support 6.7 17.05 4.2 2.24 6.8 36.284Interroir support 5.8 17 5.4 1.8 5.7 35.64Interroir support 5.8 17 5.4 1.8 5.7 35.64Next to end support 6.7 17.05 4.2 2.24 6.8 36.284Exteror end Support 5.61 16.7 4.5 2.24 6.8 34.856

Fourth floor Exterior left beam in Z direction



DL two way slab

Wl combination



Dl wall LL WL EqExterior End -ve Moment 160 460 134 181 833 1167.6end +ve Moment 153 386 97 0 0 802-VE Moment 248 584 142 159 747 1394.8+ Ve Moment 132 341 89 0 710-VE Moment 210 567 149 147 644 1316.6+ Ve Moment 136 342 89 0 716-VE Moment 210 567 149 147 644 1316.6+ Ve Moment 132 341 89 0 710-VE Moment 248 584 142 159 747 1394.8+ Ve Moment 153 386 97 0 0 802Exterior End Negative Moment 160 460 134 181 833 1167.6


Exteror end Support 5.7 8.2 2.2 1.29 5.7 20.944Next to end support 6.5 8.6 2.2 1.2 5.7 22.24Interroir support 6 8.4 2.2 1.2 5.1 21.4Interroir support 6 8.4 2.2 1.2 5.1 21.4Next to end support 6.5 8.6 2.2 1.2 5.1 22.24Exteror end Support 5.7 8.2 2.2 1.2 5.1 20.8

Fourth floor beam next to exterior frame in Z direction


Dl wall LL WL EqExterior End -ve Moment 0 966 268 105 432 1595.2end +ve Moment 0 654 335 0 0 1320.8-VE Moment 0 1341 163 109 464 1946.6+ Ve Moment 0 625 285 0 1206-VE Moment 0 1108 184 181 822 1803.2+ Ve Moment 0 713 285 0 1311.6-VE Moment 0 1108 184 181 822 1803.2+ Ve Moment 0 625 285 0 1206-VE Moment 0 1341 163 109 464 1946.6+ Ve Moment 0 654 335 0 0 1320.8


DL two way slab

Wl combination



DL two way slab

Wl combination

Exterior End Negative Moment 0 966 268 105 432 1595.2


Exteror end Support 0 10 4.25 0.9 3.8 17.69Next to end support 0 17.7 4.6 0.9 3.8 27.28Interroir support 0 16.8 4.3 0.9 7.1 25.9Interroir support 0 16.8 4.3 0.9 7.1 25.9Next to end support 0 17.7 4.6 0.9 3.8 27.28Exteror end Support 0 10 4.25 0.9 3.8 17.69

Fourth floor beam adjusant to lift shaft in Z direction


Dl wall LL WL EqExterior End -ve Moment 146 960 415 202 800 2065.4end +ve Moment 153 710 366 0 0 1621.2-VE Moment 261 1031 439 182 740 2280.6+ Ve Moment 135 644 283 0 1387.6-VE Moment 217 1037 456 147 625 2196+ Ve Moment 140 644 281 0 1390.4-VE Moment 217 1037 456 147 625 2196+ Ve Moment 135 644 283 0 1387.6-VE Moment 261 1031 439 182 740 2280.6+ Ve Moment 153 710 366 0 0 1621.2Exterior End Negative Moment 146 960 415 202 800 2065.4


Exteror end Support 5.07 16.5 7.5 1.65 6.6 36.024Next to end support 6.6 16.9 7.6 1.65 6.6 38.44Interroir support 6.1 16.8 7.6 1.33 5.67 37.208Interroir support 6.1 16.8 7.6 1.33 5.67 37.208Next to end support 6.6 16.9 7.6 1.65 6.6 38.44Exteror end Support 5.07 16.5 7.5 1.65 6.6 36.024



DL two way slab

Wl combination


Actual Rn ρ

kip-in Bar No # Bar No #1598 1502.12 1276.80 477.63 0.009469 2.064332 8 2 6 2

800.8 720.72 612.61 229.17 0.004543 0.99047 8 0 6 31780.8 1602.72 1362.31 509.61 0.010104 2.202585 8 2 6 2

713.2 641.88 545.60 204.10 0.004046 0.882122 6 31771.6 1594.44 1355.27 506.98 0.010051 2.191206 8 2 6 2

647.2 582.48 495.11 185.21 0.003672 0.80049 6 31771.6 1594.44 1355.27 506.98 0.010051 2.191206 8 2 6 2

713.2 641.88 545.60 204.10 0.004046 0.882122 6 31780.8 1602.72 1362.31 509.61 0.010104 2.202585 8 2 6 2

800.8 720.72 612.61 229.17 0.004543 0.99047 6 31598 1502.12 1276.80 477.63 0.009469 2.064332 8 2 6 2

stirrup notationwest end


203D 35.96 20 15.96 3 8.451598 Provide max Spacing 6 in 203D 35.96 20 15.96 3 8.451598 Provide max Spacing 6 in


Actual Rn ρ

Bar No # Bar No #2147.2 2039.84 1733.864 648.6038 0.012859 2.80331 8 3 6 2

1046 784.5 666.825 249.4459 0.004946 1.078122 8 0 6 32583.2 1937.4 1646.79 616.0312 0.012213 2.662528 8 3 6 21008.4 756.3 642.855 240.4792 0.004768 1.039367 6 32294.8 1721.1 1462.935 547.2547 0.01085 2.365272 8 2 6 21148.8 861.6 732.36 273.9612 0.005432 1.184079 6 32294.8 1721.1 1462.935 547.2547 0.01085 2.365272 8 2 6 21008.4 756.3 642.855 240.4792 0.004768 1.039367 6 3

Factored span

moments

Column Striup

Moments Beam

MomentsAst

requiredBar

details

Eq Combination

No of bars

No of bars


Stirrup bar no

Spacing req in inch

Actual spacing in

inch



Beam Moments

Ast required

Bar details

Eq Combination

No of bars

No of bars

2583.2 1937.4 1646.79 616.0312 0.012213 2.662528 8 3 6 21046 784.5 666.825 249.4459 0.004946 1.078122 6 3

2147.2 2039.84 1733.864 648.6038 0.012859 2.80331 8 3 6 2



203D 36.16 20 16.16 3 8.346999 Provide max Spacing 6 in 163D36.16 20 16.16 3 8.346999 Provide max Spacing 6 in


Actual Rn ρ

kip.in Bar No # Bar No #2430.60 2236.15 1900.729 711.0248 0.014097 3.073097 8 3 6 21428.80 1071.60 910.86 340.7345 0.006755 1.472678 8 0 6 42679.60 2009.70 1708.245 639.0203 0.012669 2.761889 8 3 6 21294.80 971.10 825.435 308.7787 0.006122 1.334562 6 42609.60 1957.20 1663.62 622.327 0.012338 2.689739 8 3 6 21224.40 918.30 780.555 291.99 0.005789 1.262001 6 42609.60 1957.20 1663.62 622.327 0.012338 2.689739 8 3 6 21294.80 971.10 825.435 308.7787 0.006122 1.334562 6 42679.60 2009.70 1708.245 639.0203 0.012669 2.761889 8 3 6 21428.80 1071.60 910.86 340.7345 0.006755 1.472678 6 42430.60 2236.15 1900.729 711.0248 0.014097 3.073097 8 3 6 2



203D 38.46 20 18.46 3 7.307015 Provide max Spacing 6 in 163D38.46 20 18.46 3 7.307015 Provide max Spacing 6 in



Stirrup bar no

Spacing req in inch

Actual spacing in

inch



Beam Moments

Ast required

Bar details

Eq Combination

No of bars

No of bars


Stirrup bar no

Spacing req in inch

Actual spacing in

inch

Actual Rn ρ

Bar No # Bar No #1711 1608.34 1367.089 511.4006 0.010139 2.210308 8 2 6 2

802 721.8 613.53 229.5093 0.00455 0.991955 8 0 6 31887.4 1698.66 1443.861 540.1195 0.010708 2.334433 8 2 6 2

710 639 543.15 203.1816 0.004028 0.878164 6 31725.4 1552.86 1319.931 493.7598 0.009789 2.134063 8 2 6 2

716 644.4 547.74 204.8986 0.004062 0.885585 6 31725.4 1552.86 1319.931 493.7598 0.009789 2.134063 8 2 6 2

710 639 543.15 203.1816 0.004028 0.878164 6 31887.4 1698.66 1443.861 540.1195 0.010708 2.334433 8 2 6 2

802 721.8 613.53 229.5093 0.00455 0.991955 6 31711 1608.34 1367.089 511.4006 0.010139 2.210308 8 2 6 2





Actual Rn ρ

Bar No # Bar No #1859.2 1710.46 1453.89 543.87 0.010783 2.350655 8 2 6 21320.8 990.60 842.01 314.98 0.006245 1.361361 8 0 6 42236.2 1677.15 1425.58 533.28 0.010573 2.304872 8 2 6 2

1206 904.50 768.82 287.60 0.005702 1.243035 6 32335.6 1751.70 1488.94 556.98 0.011043 2.407325 8 2 6 21311.6 983.70 836.14 312.79 0.006201 1.351878 6 42335.6 1751.70 1488.94 556.98 0.011043 2.407325 8 2 6 2

1206 904.50 768.82 287.60 0.005702 1.243035 6 32236.2 1677.15 1425.58 533.28 0.010573 2.304872 8 2 6 21320.8 990.60 842.01 314.98 0.006245 1.361361 6 4



Beam Moments

Ast required

Bar details

Eq Combination

No of bars

No of bars


Stirrup bar no

Spacing req in inch

Actual spacing in

inch



Beam Moments

Ast required

Bar details

Eq Combination

No of bars

No of bars

1859.2 1710.46 1453.89 543.87 0.010783 2.350655 8 2 6 2





Actual Rn ρ

Bar No # Bar No #2542.2 2338.824 1988 743.6712 0.014744 3.214197 8 3 6 21621.2 1248.324 1061.075 396.9271 0.007869 1.715546 8 0 6 42729.4 2101.638 1786.392 668.2536 0.013249 2.888237 8 3 6 21387.6 1068.452 908.1842 339.7335 0.006736 1.468351 6 42585.8 1991.066 1692.406 633.0953 0.012552 2.73628 8 3 6 21390.4 1070.608 910.0168 340.4191 0.006749 1.471314 6 42585.8 1991.066 1692.406 633.0953 0.012552 2.73628 8 3 6 21387.6 1068.452 908.1842 339.7335 0.006736 1.468351 6 42729.4 2101.638 1786.392 668.2536 0.013249 2.888237 8 3 6 21621.2 1248.324 1061.075 396.9271 0.007869 1.715546 6 42542.2 2338.824 1988 743.6712 0.014744 3.214197 8 3 6 2






Stirrup bar no

Spacing req in inch

Actual spacing in

inch



Beam Moments

Ast required

Bar details

Eq Combination

No of bars

No of bars


Stirrup bar no

Spacing req in inch

Actual spacing in

inch

Mark Size Remarks

stirrup

4B1 16 x 162- #6 Top Cont East and West end

2.46 1 3- #8 Top Non Cont W 1@2",19 at 6" each end1.32 1 3- #8 Top Cont E2.46 1 2 -#6 Bottom Cont1.32 1 1 -# 6 Bottom crtl2.46 1 4B2 16 x 16 2- #6 Top Cont East and West end1.32 1 3- #8 Top Cont W 1@2",19 at 6" each end2.46 1 3 -#8 Top contE1.32 1 2 -#6 Bottom Cont2.46 1 1 -#6 Bottom crtl1.32 1 4B3 16 x 16 2 -#6 Top Cont East and West end2.46 1 3- #8 Top Cont W 1@2",19 at 6" each end

3-#8 Top non cont Estirrup notation 2 -#6 Bottom Cont

east end 1-# 6 Bottom crtl

203D

203D 203D

203D 203D

4B1 16 x 16

2- #6 Top Cont East and West end

3- #8 Top Non Cont W 1@2",19 at 6" each end3.25 1 3- #8 Top Cont E1.32 1 2 -#6 Bottom Cont3.25 1 1 -# 6 Bottom crtl1.32 1 4B2 16 x 16 2- #6 Top Cont East and West end2.46 1 3- #8 Top Cont W 1@2",19 at 6" each end1.32 1 3 -#8 Top contE2.46 1 2 -#6 Bottom Cont1.32 1 1 -#6 Bottom crtl

Ast Provided

Rebar no & size

Ast Provided

3.25 1 4B3 16 x 16 2 -#6 Top Cont East and West end1.32 1 3- #8 Top Cont W 1@2",19 at 6" each end3.25 1 3-#8 Top non cont E

2 -#6 Bottom Contstirrup notation 1-# 6 Bottom crtl

east end

203D

203D 163D

203D 203D

4B1 16 x 162- #6 Top Cont East and West end

3.2500 1 3- #8 Top Non Cont W 1@2",19 at 6" each end1.7600 1 3- #8 Top Cont E3.2500 1 2 -#6 Bottom Cont1.7600 1 1 -# 6 Bottom crtl3.2500 1 4B2 16 x 16 2- #6 Top Cont East and West end1.7600 1 3- #8 Top Cont W 1@2",19 at 6" each end3.2500 1 3 -#8 Top contE1.7600 1 2 -#6 Bottom Cont3.2500 1 1 -#6 Bottom crtl1.7600 1 4B3 16 x 16 2 -#6 Top Cont East and West end3.2500 1 3- #8 Top Cont W 1@2",19 at 6" each end

3-#8 Top non cont E2 -#6 Bottom Cont

stirrup notation 1-# 6 Bottom crtleast end

203D

203D 163D

203D 203D

Ast Provided

4B4 16 x 16

2- #6 Top Cont south end

3-#8 Top Non Cont S2.46 1 3 -#8 Top Cont N1.32 1 2 -#6 Bottom Cont2.46 1 2- #6 Bottom ctr1.32 1

4B5 16 x 16

2- #6 Top Cont south end2.46 1 3 -#8 Top Cont N1.32 1 3 -#8 Top cont S2.46 1 2 -#6 Bottom Cont1.32 1 2 -#6 Bottom ctr2.46 1

4B6 16 x 16

2- #6 Top Cont south end1.32 1 3 -#8 Top Non Cont N2.46 1 3 -#8 Top cont S


stirrup notationeast end

203D

203D 203D

203D 203D

4B4 16 x 16



4B5 16 x 16


4B6 16 x 16

2- #6 Top Cont south end1.76 1 3 -#8 Top Non Cont N

Ast Provided

1@2",19 at 6" each end



Ast Provided




mailto:1@2%22,19%20at%206%22%20each%20end






2.46 1 4B6 16 x 16 3 -#8 Top cont S2 -#6 Bottom Cont

stirrup notation 2- #6 Bottom ctreast end

203D

203D 203D

203D 203D

4B4 16 x 16



4B5 16 x 16


4B6 16 x 16

2- #6 Top Cont south end1.76 1 3 -#8 Top Non Cont N3.25 1 3 -#8 Top cont S


stirrup notationeast end

203D

203D 203D

203D 203D


Ast Provided








stirrup

East and West end1@2",19 at 6" each end



East and West end



North end

North end

North end

North end

North end

North end





North end

North end

North end



roof floor Exterior beam in x direction

Description

Moments For Span

Dl wall LL WL EqExterior End -ve Moment 40.057 300 200 142 350 0 958.0684end +ve Moment 42 370 276 92 0 0 936

-VE Moment 70 540 423 188 285 0 1440+ Ve Moment 37 307 228 75 0 777.6-VE Moment 50 443 311 137 285 0 1187.6

+ Ve Moment 25 176 131 38 0 450.8-VE Moment 50 443 311 131 285 0 1187.6+ Ve Moment 37 307 228 50 0 777.6-VE Moment 70 540 423 147 285 0 1440+ Ve Moment 42 370 276 67 0 0 936Exterior End Negative Momen 40.057 300 200 37 350 0 958.0684


Exteror end Support 1.55 6.7 4.9 3.364 2.734 0 17.534Next to end support 1.8 8 6 3.6 2.734 0 20.494

Interroir support 1.5 10.35 7.7 3.6 2.96 0 24.88Interroir support 7.5 10.35 7.7 2.8 2.96 0 32.08Next to end support 1.8 8 6 3.19 2.73 0 20.49Exteror end Support 1.55 6.7 4.9 1.77 2.73 0 17.53

roof floor next to exterior in x direction


Dl wall LL WL EqExterior End -ve Moment 0 631 409 232 398 0 1564.2end +ve Moment 0 750 561 235 0 0 1797.6

Factored span

moments

Factored span

moments

DL two way slab

Wl combination

Eq Combination


Factored shear for Eq Comb



DL two way slab

Wl combination

Eq Combination

-VE Moment 0 1030 824 360 323 0 2383+ Ve Moment 0 632 470 200 0 1510.4-VE Moment 0 887 613 233 341 0 2018.4+ Ve Moment 0 360 270 95 0 864-VE Moment 0 887 613 256 341 0 2018.4+ Ve Moment 0 632 470 155 0 1510.4

-VE Moment 0 1030 824 297 323 0 2383+ Ve Moment 0 750 561 189 0 0 1797.6Exterior End Negative Momen 0 631 409 63 398 0 1564.2


Exteror end Support 0 13.9 9.9 6.34 3.1 0 29.68Next to end support 0 15.5 11.9 7 3.1 0 33.6

Interroir support 0 14.3 10.3 5.3 3.1 0 30.56Interroir support 0 14.3 10.3 5.3 3.1 0 30.56Next to end support 0 15.5 11.9 5.9 3.1 0 33.6Exteror end Support 0 13.9 9.9 4 3.1 0 29.68

roof floor beam in x direction between living and storage


Dl wall LL WL

Exterior End -ve Moment 0.00 630.00 410.00 234.00 395.00 0.00 1561.00

end +ve Moment 0.00 750.00 562.00 236.00 0.00 0.00 1799.20-VE Moment 0.00 1035.00 821.00 357.00 326.00 0.00 2389.00+ Ve Moment 0.00 625.00 462.00 187.00 0.00 1489.20-VE Moment 0.00 908.00 633.00 185.00 310.00 0.00 2032.60

+ Ve Moment 0.00 380.00 284.00 76.00 0.00 910.40

-VE Moment 0.00 908.00 633.00 278.00 310.00 0.00 2032.60+ Ve Moment 0.00 625.00 462.00 151.00 0.00 1489.20-VE Moment 0.00 1035.00 821.00 298.00 326.00 0.00 2389.00+ Ve Moment 0.00 750.00 562.00 190.00 0.00 0.00 1799.20Exterior End Negative Momen 0.00 630.00 410.00 60.00 395.00 0.00 1561.00


Factored shear for Eq Comb

Factored span

momentsDL two way slab

DescriptionShear

DL wall DL LL WL EqExteror end Support 0 13.9 9.9 6.37 3.1 0 29.68

Next to end support 0 15.5 11.3 7 3.1 0 33Interroir support 0 14.6 10.5 5.4 2.74 0 30.76Interroir support 0 14.6 10.5 5.4 2.74 0 30.76Next to end support 0 15.5 11.9 5.9 3.1 0 33.6Exteror end Support 0 13.9 9.9 4 3.1 0 29.68

roof floor Exterior left beam in Z direction

Description

Moments For Span

Dl wall LL WL EqExterior End -ve Moment 40 301 202 141 372 0 983.2end +ve Moment 42 371 414 144 0 0 1158-VE Moment 70 535 214 221 280 0 1220+ Ve Moment 35 291 360 114 0 967.2-VE Moment 58 488 223 183 265 0 1143.2+ Ve Moment 40 300 360 97 0 984-VE Moment 58 491 223 172 265 0 1146.8+ Ve Moment 35 291 360 95 0 967.2-VE Moment 70 524 214 198 280 0 1206.8+ Ve Moment 42 371 414 122 0 0 1158Exterior End Negative Momen 40 301 202 38 372 0 983.2

Description ShearDL wall DL LL WL Eq

Exteror end Support 1.55 6.8 4.9 3.8 2.68 0 17.6Next to end support 1.8 7.8 6.01 4.2 2.68 0 20.21Interroir support 1.6 7.3 5.4 3.5 2.2 0 18.28Interroir support 1.6 7.3 5.4 3.5 2.2 0 18.28Next to end support 1.813 7.8 6.01 3.9 2.68 0 20.2256Exteror end Support 1.55 6.8 4.94 2.5 2.68 0 17.64

Factored shear

Factored span

moments with WL

Comb

Factored span

moments With EQ

combDL two way slab

Factored shear

roof floor beam next to exterior frame in Z direction

Description

Dl wall LL WLExterior End -ve Moment 0 632 410 250 391 0 1559.4end +ve Moment 0 752 567 291 0 0 1809.6

-VE Moment 0 1023 805 395 317 0 2349.6+ Ve Moment 0 600 440 230 0 1424-VE Moment 0 970 717 325 330 0 2211

+ Ve Moment 0 606 455 191 0 1455.2

-VE Moment 0 970 717 310 330 0 2211+ Ve Moment 0 600 440 190 0 1424-VE Moment 0 1023 805 344 317 0 2349.6+ Ve Moment 0 752 567 240 0 0 1809.6

Exterior End Negative Momen 0 632 410 116 391 0 1559.4

Description Shear Factored shearDL wall DL LL WL

Exteror end Support 0 13.9 10.01 7.46 3.05 0 29.74Next to end support 0 15.5 11.8 8.1 3.05 0 33.45Interroir support 0 14.7 10.9 6.8 2.7 0 31.24Interroir support 0 14.7 10.9 6.6 2.7 0 31.24Next to end support 0 15.5 11.8 7.3 3.03 0 33.43Exteror end Support 0 13.9 10.01 5.3 3.03 0 29.72

roof floor beam adjusant to lift shaft in Z direction


Dl wall LL WL eqExterior End -ve Moment 0 616 430 258 370 0 1539.2

Moments For Span


DL two way slab


DL two way slab

end +ve Moment 0 680 509 277 0 1630.4-VE Moment 0 943 725 378 320 0 2176.6+ Ve Moment 0 553 409 210 0 1318-VE Moment 0 890 662 270 295 0 2025

+ Ve Moment 0 561 419 132 0 1343.6

-VE Moment 0 890 662 326 295 0 2025+ Ve Moment 0 553 409 178 0 1318-VE Moment 0 943 725 328 320 0 2176.6+ Ve Moment 0 680 509 223 0 0 1630.4

Exterior End Negative Momen 0 616 430 126 370 0 1539.2

Description Shear

DL wall DL LL WLExteror end Support 0 13.9 10.14 7.4 2.97 0 29.79Next to end support 0 15.5 11.5 7.8 2.97 0 33.07Interroir support 0 14.7 10.9 6.7 2.66 0 31.2Interroir support 0 14.7 10.9 6.5 2.66 0 31.2Next to end support 0 15.5 11.5 6.9 2.97 0 33.07Exteror end Support 0 13.9 10.14 5.2 2.97 0 29.79

Factored shear


kip-in Bar No # Bar No #900.58 765.50 286.36 0.005677 1.2376542193544 8 1 6842.40 716.04 267.86 0.005311 1.15769275459823 8 0 6

1296.00 1101.60 412.09 0.00817 1.78106577630497 8 1 6699.84 594.86 222.53 0.004412 0.961775519204683 6

1068.84 908.51 339.86 0.006738 1.46888452495818 8 1 6

405.72 344.86 129.01 0.002558 0.557572536082139 61068.84 908.51 339.86 0.006738 1.46888452495818 8 1 6

699.84 594.86 222.53 0.004412 0.961775519204683 61296.00 1101.60 412.09 0.00817 1.78106577630497 8 1 6

842.40 716.04 267.86 0.005311 1.15769275459823 6900.58 765.50 286.36 0.005677 1.2376542193544 8 1 6



20 -2.466 3 Max 6" Provide max Spacing 6 in 203D 20 0.494 3 273.0516 Provide max Spacing 6 in

20 4.88 3 27.64088 Provide max Spacing 6 in 163D20 12.08 3 11.16618 Provide max Spacing 6 in

20 0.49 3 275.2806 Provide max Spacing 6 in 203D 20 -2.47 3 Max 6" Provide max Spacing 6 in


Bar No # Bar No #1439.064 1223.204 457.5763 0.009072 1.9776756483893 8 2 6

1348.2 1145.97 428.6845 0.008499 1.85280314785059 8 0 6

Column Striup

Moments Beam

MomentsBar

details

No of bars


Spacing req in inch


Beam Moments

Bar details

No of bars

1787.25 1519.163 568.2883 0.011267 2.45618040794835 8 2 61132.8 962.88 360.1941 0.007141 1.55678341928879 61513.8 1286.73 481.34 0.009543 2.08038377482289 8 2 6

648 550.8 206.0433 0.004085 0.890532888152484 61513.8 1286.73 481.34 0.009543 2.08038377482289 8 2 61132.8 962.88 360.1941 0.007141 1.55678341928879 6

1787.25 1519.163 568.2883 0.011267 2.45618040794835 8 2 61348.2 1145.97 428.6845 0.008499 1.85280314785059 8 0 6

1439.064 1223.204 457.5763 0.009072 1.9776756483893 8 2 6



20 9.68 3 13.93466 Provide max Spacing 6 in 203D 20 13.6 3 9.918199 Provide max Spacing 6 in

20 10.56 3 12.77344 Provide max Spacing 6 in 163D20 10.56 3 12.77344 Provide max Spacing 6 in

20 13.6 3 9.918199 Provide max Spacing 6 in 203D 20 9.68 3 13.93466 Provide max Spacing 6 in

Actual Rn ρ Ast requiredBar details

Bar No Bar No

1467.34 1247.24 466.57 0.00925 2.01653476558899 8 2 6

1619.28 1376.39 514.88 0.010208 2.22534273939438 8 0 62150.10 1827.58 683.66 0.013554 2.95483759693928 8 2 61340.28 1139.24 426.17 0.008449 1.84191885699539 61829.34 1554.94 581.67 0.011532 2.5140238173038 8 2 6

819.36 696.46 260.53 0.005165 1.12602936301947 6

1829.34 1554.94 581.67 0.011532 2.5140238173038 8 2 61340.28 1139.24 426.17 0.008449 1.84191885699539 62150.10 1827.58 683.66 0.013554 2.95483759693928 8 2 61619.28 1376.39 514.88 0.010208 2.22534273939438 61467.34 1247.24 466.57 0.00925 2.01653476558899 8 2 6


Spacing req in inch

Column Striup

Moments Beam

Moments No of bars


west end east end20 9.68 3 13.93466 Provide max Spacing 6 in

203D 203D 20 13 3 10.37596 Provide max Spacing 6 in

203D 20 10.76 3 12.53601 Provide max Spacing 6 in 163D 163D20 10.76 3 12.53601 Provide max Spacing 6 in

203D 20 13.6 3 9.918199 Provide max Spacing 6 in 203D 203D 20 9.68 3 13.93466 Provide max Spacing 6 in


Bar details

Bar No # Bar No #924.21 785.58 293.87 0.005826 1.27 8 1 6

1042.20 885.87 331.39 0.00657 1.43 8 0 61098.00 933.30 349.13 0.006922 1.51 8 1 6

870.48 739.91 276.78 0.005488 1.20 61028.88 874.55 327.15 0.006486 1.41 8 1 6

885.60 752.76 281.59 0.005583 1.22 61032.12 877.30 328.18 0.006507 1.42 8 1 6

870.48 739.91 276.78 0.005488 1.20 61086.12 923.20 345.35 0.006847 1.49 8 1 61042.20 885.87 331.39 0.00657 1.43 8 0 6

924.21 785.58 293.87 0.005826 1.27 8 1 6


stirrup notationsouth end north end

20 -2.4 3 Max 6" Provide max Spacing 6 in 203D 203D 20 0.21 3 642.3214 Provide max Spacing 6 in

203D 20 -1.72 3 Max 6" Provide max Spacing 6 in 203D 203D 20 -1.72 3 Max 6" Provide max Spacing 6 in

203D 20 0.2256 3 597.9056 Provide max Spacing 6 in 203D 203D 20 -2.36 3 Max 6" Provide max Spacing 6 in

Stirrup bar no

Spacing req in inch

Column Striup

Moments Beam

MomentsNo of bars


Spacing req in inch


Bar No # Bar No #1465.836 1245.961 466.0889 0.009241 2.01446784974982 8 2 6

1628.64 1384.344 517.8554 0.010267 2.23820599222324 8 0 6

2114.64 1797.444 672.3878 0.013331 2.90610565833761 8 2 61281.6 1089.36 407.5078 0.008079 1.76127615656825 61989.9 1691.415 632.7245 0.012544 2.73467807736825 8 2 6

1309.68 1113.228 416.4363 0.008256 1.79986591505485 6

1989.9 1691.415 632.7245 0.012544 2.73467807736825 8 2 61281.6 1089.36 407.5078 0.008079 1.76127615656825 6

2114.64 1797.444 672.3878 0.013331 2.90610565833761 8 2 61628.64 1384.344 517.8554 0.010267 2.23820599222324 8 0 6

1465.836 1245.961 466.0889 0.009241 2.01446784974982 8 2 6


south end north end20 9.74 3 13.84882 Provide max Spacing 6 in 203D 203D 20 13.45 3 10.02881 Provide max Spacing 6 in 203D 20 11.24 3 12.00067 Provide max Spacing 6 in 203D 203D 20 11.24 3 12.00067 Provide max Spacing 6 in 203D 20 13.43 3 10.04375 Provide max Spacing 6 in 203D 203D 20 9.72 3 13.87731 Provide max Spacing 6 in


Bar No # Bar No1446.848 1229.821 460.0514 0.009121 1.98837303728032 8 2 6


Beam Moments

Bar details

No of bars

Stirrup bar no

Spacing req in inch


Beam Moments

No of bars

1467.36 1247.256 466.5735 0.00925 2.01656225117196 8 0 61958.94 1665.099 622.8802 0.012349 2.6921303949343 8 2 6

1186.2 1008.27 377.1736 0.007478 1.63016992581246 61822.5 1549.125 579.4967 0.011489 2.50462374792886 8 2 6

1209.24 1027.854 384.4996 0.007623 1.66183331739122 6

1822.5 1549.125 579.4967 0.011489 2.50462374792886 8 2 61186.2 1008.27 377.1736 0.007478 1.63016992581246 6

1958.94 1665.099 622.8802 0.012349 2.6921303949343 8 2 61467.36 1247.256 466.5735 0.00925 2.01656225117196 8 0 6

1446.848 1229.821 460.0514 0.009121 1.98837303728032 8 2 6

Ø Vc Vu-Øvu Actual spacing in inch stirrup notation

south end north end20 9.79 3 13.77809 Provide max Spacing 6 in 203D 203D 20 13.07 3 10.32039 Provide max Spacing 6 in 203D 20 11.2 3 12.04353 Provide max Spacing 6 in 203D 203D 20 11.2 3 12.04353 Provide max Spacing 6 in 203D 20 13.07 3 10.32039 Provide max Spacing 6 in 203D 203D 20 9.79 3 13.77809 Provide max Spacing 6 in

Stirrup bar no

Spacing req in inch

Mark Size Remarks

5B1 16 x 16

2- #6 Top Cont2 1.67 1 2 -#8 Top Non Cont W3 1.32 1 1 -#6 Top Cont E

1- #8 top cont E3 2.11 1 3 -#6 Bottom Cont3 1.32 1 1- #6 Bottom ctr2 1.67 1

5B2 16 x 16

2- #6 Top Cont1 - #6 top cont W

2 0.88 1 1 -#8 Top Cont W2 1.67 1 1 -#8 Top contE3 1.32 1 3-#6 Bottom Cont3 2.11 1 1 -#6 Bottom ctr3 1.32 1

5B3 16 x 16

2- #6 Top Cont2 1.67 1 1- #8 Top Cont W

1 -#6 Top cont wstirrup notation 1-#8 Top non Cont E

west end east end 3-#6 Bottom Cont

203D 1- #6 Bottom ctr

203D 203D 163D

203D 203D 203D

5B1 16 x 16

2- #6 Top Cont

3 -#8 Top Non Cont W2 2.46 1 3- #8 top cont E5 2.2 2 3 -#6 Bottom Cont

Ast Provided

Rebar no & size

No of bars

Ast Provided

No of bars

5B1 16 x 16

1- #6 Bottom ctr3 3.69 1

5B2 16 x 16

2- #6 Top Cont5 2.2 1 3-#8 Top Cont W3 2.9 1 3 -#8 Top contE4 1.76 1 3-#6 Bottom Cont3 2.9 1 1 -#6 Bottom ctr5 2.2 1

5B3 16 x 16

2- #6 Top Cont3- #8 Top Cont W3-#8 Top non Cont E

3 2.9 2 3-#6 Bottom Cont5 2.2 2 1- #6 Bottom ctr2 2.46 1

stirrup notationwest end east end

203D

203D 203D 163D

203D 203D 203D

Bar details

5B1 16 x 16

2- #6

3 -#82 2.46 1 3- #8

3 -#65 2.2 1 1- #63 2.9 1

5B2 16 x 16

2- #65 2.2 1 3-#83 2.9 1 3 -#8

3-#63 1.32 1 1 -#6

5B3 16 x 16

2- #63 2.9 1 3- #85 2.2 1 3-#83 2.9 1 3-#65 2.2 1 1- #62 2.46 1

Ast Provided

No of bars

0stirrup notation

east end

203D

203D

Bar details

5B4 16 x 16

2- #6 Top Cont

3-#8 Top Non Cont S2 1.67 1 3 -#8 Top Cont N4 1.76 1 2 -#6 Bottom Cont2 1.67 1 2- #6 Bottom ctr3 1.32 1

5B5 16 x 16

2- #6 Top Cont2 1.67 1 3 -#8 Top Cont N3 1.32 1 3 -#8 Top cont S2 1.67 1 2 -#6 Bottom Cont3 1.32 1 2 -#6 Bottom ctr2 1.67 1

5B6 16 x 16

2- #6 Top Cont4 1.76 1 3 -#8 Top Non Cont N2 1.67 1 3 -#8 Top cont S

2 -#6 Bottom Contstirrup notation 2- #6 Bottom ctr

north end

203D

203D

Ast Provided

No of bars

2 2.46 15 2.20 2

5B4 16 x 16

2- #6 Top Cont3-#8 Top Non Cont S

3 2.90 2 3 -#8 Top Cont N5 2.20 1 2 -#6 Bottom Cont3 2.90 1 2- #6 Bottom ctr

5B5 16 x 16

2- #6 Top Cont5 2.20 1 3 -#8 Top Cont N

3 -#8 Top cont S3 2.90 1 2 -#6 Bottom Cont5 2.20 1 2 -#6 Bottom ctr3 2.90 2

5B6 16 x 16

2- #6 Top Cont5 2.20 2 3 -#8 Top Non Cont N

3 -#8 Top cont S2 2.46 1 2 -#6 Bottom Cont

2- #6 Bottom ctr

stirrup notation

north end

203D

203D

Ast Provided

2 2.46 1

No of bars

No of bars

5B7 16 x 16 2- #6 Top Cont south end5 2.20 1 3-#8 Top Non Co 203D 3 2.90 1 3 -#8 Top Cont N4 1.76 1 3 -#6 Bottom Cont3 2.90 1 2- #6 Bottom ctr

5B8 16 x 16 2- #6 Top Cont south end4 1.76 1 3 -#8 Top Cont S 203D

3 -#8 Top cont N3 2.90 1 3 -#6 Bottom Cont4 1.76 1 2 -#6 Bottom ctr3 2.90 1

5B9 16 x 16

2- #6 Top Cont south end5 2.20 1 3-#8 Top cont S 203D

3-#8 Top Non Co2 2.46 1 3 -#6 Bottom Cont

2- #6 Bottom ctr

stirrup notation

north end

203D

203D

stirrup

West end East end

203D 203D

West end East end

203D 203D

West end East end

203D 203D

West end East end

203D 203D

West end East end

203D 203D

West end East end203D 203D

Top Cont West end East end

Top Non C203D 203D

top cont EBottom ContBottom ctrTop Cont West end East endTop Cont 203D 203D Top contEBottom ContBottom ctrTop Cont West end East endTop Cont 203D 203D Top non Cont EBottom ContBottom ctr

south endNorth end

203D 203D

south endNorth end

203D 203D

south endNorth end

203D 203D

North end203D

North end203D

North end

203D

DESIGN OF BEAM 21261A GEOMETRY

B INPUTB1 Geometrical data

Width of the beam = 16 in.Overall depth of the beam D = 16 in.

Effective thickness of the flange = 6.5 in.Cover provided c = 2 in.Diameter of deformed bar = 1 in.Diameter of stirrups = 0.375 in.Area of stirrup 3 = 0.11Effective depth d = 12.625 in.

Center to center of support = 252 in.Center to center distance of left beam = 0Center to center distance of right beam = 252

Clear span on left of beam = 0 in.

Clear span on right of beam = 230 in.

center to center distance between = 131 in. okEffective width of the flange = 37 in.Column dimension = 22 in.

= 22 in.

bw

hf

in2

l1

ll

lr

l2

bf

Cx

Cz

Clear span = 230 in.

B2 MATERIAL DATA= 4000 psi

Yield strength of steel Fy = 60000 psi= 40000 psi

Modulus of elasticity of concrete = 3604996.53 psi

Modulus of elasticity of steel = 29000000 psi= 60000 psi (ACI 318 11.5.2)

For tension controlled section Ф = 0.9 (ACI 318 .9.3.2.1)For shear and torsion Ф = 0.75

C Analysis result from Staad pro

163 407 383 789 11382329.4 2205

152 393 314 0 0

1156.4 1156.4

247 622 456 693 1000

2607.6 2498.8

D CALCULATIONS AND PROCEDURESD1 Check for rectangular or T beam

Depth of equivalent stress block a = 4.0236618 in.

ln

Characteristic strength of concrete

Fc'

calculated tensile stress in reinforcement at service load

Fs

Ec

Es

Specific yield strength Fy of transverse reinforcement

Fyt

Moment Values

DL Due to wall load (Kips-in)

Dl due to two way slab (Kips-in)

LLdue to two way slab (Kips-in)

wind load (Kips-in)

EQ loa (Kips-in)

Factored span moments with WL (Kips-in)

Factored span moments with EQ(Kips-in)

Moment in W or S end of beam

Moment in the center

Moment in E or Nend of beam

'.85.0

..

c

y

f

fda

design as rectangular beam

D2 Calculation of Beam to slab stiffness ratio= 25.5 in.

= 7.08 in.

= 8.92 in.

Moment of inertia of the beam = 6801.2247Moment of inertia of the slab = 3181.07292

Beam to slab stiffness ratio α = 2.13802855

= 1.1114355

D3 Factored moment in column strips= 0.94

= 0.9 ACI 13.6.4

= 0.9

= 2189.636 Kip-in

= 1040.76 Kip-in

= 2346.84 Kip-in

Here a < hf

Width of slab included included under beam section

bs

Distance of C.G from the top of slab

Ytop

Distance of C.G from the bottom of beam

Ybot

Ib in4

Is in4

Percentage of west or exterior -ve factored moments transfered to column strip

Percentage of mid span +ve factored moments transfered to column strip

Percentage of east or interior -ve factored moments transfered to column strip

Factored moments for exterior or west -ve portion

Factored moments for + ve middle portion

Factored moments for interior or east -ve portion

s

b

I

I

'.85.0

..

c

y

f

fda

1

2

l

l

D4 Factored moment in beams= 0.85

ACI 13.6.5

= 0.85

= 0.85

= 1861.1906 Kip-in

Beam moments in mid portion= 884.646 Kip-in

= 1994.814 Kip-in

D5= 0.01806

= 910.925153 Psi

Actual

PositionWest end 810.90 safe 0.02 3.25Middle 385.43 safe 0.01 1.54East end 869.11 safe 0.017 3.48

D6

Position

bar details

Percentage of exterior or west -ve factored moments transfered to beams from columns

Percentage of +ve factored moments transfered to beams from columns

Percentage of interior -ve or east factored moments transfered to beams from columns

Beam moments in west or exterior portion

Beam moments in east or interior portion

Computation of required AS

Max reinforcement for flexural members

ρmaxACI

R10.3.5Nominal strength coefficent of resistance (Rn)

Rn

Rnact (psi) check if Rn>Rnact ρreqd Ast reqd(in2)

Ast provided

Ast reqd (in2)

Ast provided (in2)

Check Ast provided >

Ast reqd

'.85.0

..5.01..

c

yyn f

ffR

2.. db

MR un

n

nactreqd R

R.max

dbreqdA wreqdst ..

Positionbar no: # no:of bars

West end 3.25 8 3 6 3 3.69 safeMiddle 1.54 8 0 6 4 1.76 safeEast end 3.48 8 3 6 3 3.69 safe

Provide 2 # 6 Top cont3 # 8 Top non cont W3 # Top cont E2 # Bottom cont2 # Bottom crtl

D7 Maximum and minimum spacing of reinforcement

Clear cover of the reinforcement= 2.375 in.

Maximum spacing = 9.0625 in. ACI 10.6.4

E DESIGN FOR SHEAR

Shear values

5.8 8 2 6.5 9.528.96 28.06

7 9 2 6.5 9.5

31.6 30.7So governing shear in W or S end 28.96 kipsSo governing shear in E or N end 31.6 kips

Ast reqd (in2)

Ast provided (in2)

Check Ast provided >

Ast reqd

no:of bars

bar no: #

Cc

Smax

DL Due to wall load (Kips)

Space frame DL(kips)

Space frame LL(kips)

wind load (Kips)

EQ loa (Kips)

Factored span shear with WL (Kips)

Factored span shear with EQ(Kips)

shear in W or S end of beam

Shear in Eor Nend of beam

cs

CF

S .5.2000,40

.15max

E1 Shear strength provided by concrete

ACI 11.3.1.1

0.75x2 x √(4000) x 16x 12.625)/1000

= 19.163403 kips

Position Vu-ФVc (kips)

w or S end 28.96 shear rfn is reqd 9.79659737937962E or n end 31.6 shear rfn is reqd 12.4365973793796

E2 Calculation of Vu-ФVc at the critical section

ACI 11.5.7.9

0.75x8 x √(4000) x 16x 12.625)/1000

= 76.65361 kips

Position Vu-ФVc (kips) Check Vu-ФVc <Фx0.8x√fc'xbwxd

w or S end 9.80 safeE or n end 12.44 safe

= 9.59 in.

E3 calculation of required spacing of vertical U -stirrups

At critical sections = 31.6 kipsok

= 10.0856644 kips ACI 11.5

ФVc =

ФVc

governing shear Vu (kips)

check if governing shear is greater than ФVc

Distance xm from the support beyond which concrete can carry

total shear force

Xm(from staad o/p)

Vu

Sreqd

dbfV wcc ..'.2..

dbfVV wccu ..'.8.

dbf wc .'..8.0.

dbf wc .'..8.0.

cu

ytvreqd VV

dFAS

...

Maximum permissible spacing of stirrups

d/2 = 6.3125 in

= 8.73 in

= 8.28 in

= 6.3125 in~ 6 in

Provide stirrup at 6in spacing= 2 in

No: of stirrups provided = 18.83Provide 19 -#3 stirrups at 6.in Spacing on each end

F CHECK FOR DEFLECTIONModular ratio n = 8.04

Modulus of rupture ofconcrete = 474.341649 psi

F1 Calculation of centroid of cross section

centroid from bottom of beam = 9.6519108 in

Centroid from top of beam = 6.3480892 in

F2 Calculation of moment of inertia

ACI 11.5.5.1

Smax

Distance at which Ist should be placed

Fr

yt

yb

cu

ytvreqd VV

dFAS

...

wc

ytv

bF

FA

'.75.0

.

w

ytv

b

FA

.50.

c

s

E

En

'.5.7 cr FF

Dbhbb

hbhbbDyt

wfwf

wfwf

..

..2

1 22

).50

.,

.'.75.0

.,2/min(max

w

ytv

wc

ytv

b

FA

bF

FAds

Moment of inertia = 10553.021

F3 Calculation of flexural cracking moment

case1 ( -ve moments at west and east end region)= 43.21888 kip-ft

DL moment at the west end = 47.5 kip-ft

section is cracked at service loads and calculate Icr and Ie

DL+LL moment at west end = 79.416667 kip-ft section is cracked at service loads and calculate Icr and Ie

DL moment at the east end = 72.416667 kip-ft section is cracked at service load and calculate Icr and IeDL+LL moment at east end = 110.41667 kip-ftsection is cracked at service load and calculate Icr and IeCase2 (In +ve or middle portion region)

= 65.711865 kip-ftDL moment at middle portion = 45.416667 kip-ftsection is uncracked at service load

DL+LL moment at middle portion = 110.41667 kip-ftsection is cracked at service load and calculate Icr and Ie

F4

Assume compression zone is rectangle ρ = 0.01k = 0.26

Ig in4

Flexural cracking moment Mcr

Mcr at west and east end Mcr

from staad o/p

Mcr in middle portion Mcr

Calculation of effective moment of inertia (Ie)and moment of inertia of cracked section transformed into concrete(Icr)

Effective length factor for compression zone

2

233

)2

.(.2

..12

.

12

. DyDby

hDhbb

DbhbbI twt

ffwf

wfwfg

t

grcr y

IfM

.

nnnk 2.2

c = 3.2821065 in

compression zone is rectangle

1= 14.158127

part Area

(in)

121.44 1.64 109.01 327.03915

reinforcement 14.16 -9.34 - 1235.8581

1562.89725

2= 0.5951263

= 3457.8272

3

west portion = 43.841928ρ = 0.0269802

k = 0.4766354c = 6.018 in

part Area

(in)

96.28 3.01 290.53 871.59166

reinforcement 43.84 -6.61 - 1914.0844

2785.67609

Distance from the extreme compression to neutral axis

Calculation of Icr at middle portionn.As in2

y- Iown axis Ay-2

(in2) (in4) (in4)

compression zone

Icr in4

Calculation of Ie at middle portion

Ie in4

Calculation of Icr and Ie at west and east portion

n.As in2

The positive moment reinforcement is developed at the support and should be considered

y- Iown axis Ay-2

(in2) (in4) (in4)

compression zone

Icr in4

nnnk 2.2

crb

crg

b

cre I

M

MI

M

MI .1.

33

b

cr

M

M

Ma

M cr

= 0.9098712

= 8636.4362

East portion = 43.841928ρ = 0.0269802k = 0.4766354c = 6.0175221 in

= 0.5968085

= 4436.7919

F5 Calculation of immediate dead -load deflection

Ie is 8636.44 = 8636.44

Ie is 10553.02 = 10553.02

Ie is 4436.79 = 4436.79compute the weighted average

= 9348.0985

where

Δ = 0.12 inThe immediate D.L deflection is 0.1201 in.

F6 Calculation of immediate LL+DL deflection

Ie in4

n.As in2

Ie in4

compute I e at west portionIe in4

compute I e at mid portionIe in4

compute I e at west portionIe in4

Ie in4

Immediate DL deflection Δ

Mm is the midspan moment due to DL

M1 is the moment at west end due to DL

M2is the moment at east end due to DL

Ma

M cr

Ma

M cr

)(15.07.0 21 eeme IIII

21

2

1.0..48

.5MMM

IE

lm

n

= 8636.44Ie is 8636.44

= 3457.83Ie is 3457.83

= 4436.79Ie is 4436.79compute the weighted average

= 4381.4655= 0.54 in.

LL deflection alone = 0.42161964 in. ACI table 9.5bMax deflection allowed due to LL is 0.7 in.Deflection check for LL is safe

G CHECK FOR TORSION ACI 318 ,11.6.1 from staad o/p

Load DL LL WL EQunit kip-in kip-in kip-in kip-in kip-in kip-inload caseTorsion values 0.018 0.005 0.021 0.071 0.0602 0.0976

Factored torsional moment = 0.0976 kip-in= 317.75

= 83 in.

Threshold torsion = 4.80842713 kip-in

compute I e at west portion Ie in4

compute I e at mid portion Ie in4

compute I e at west portion Ie in4

Ie in4

Dl+LL deflection (Δi,L+L) Δi,D+L

ΔL

Tu due to WLTu due to EQ

Tu

Area enclosed by outside perimeter of concrete section

Acp in2

Outside perimeter of concrete section

Pcp

Tθ

21

2

, (1.0..48

.5MMM

IE

lm

nLDi

cp

cpc P

AfT

2' ..

section is safe for torsion

H RESULTBeam 21261

Overall depth 16 inWidth 16 in

Stirrup detailsProvide 19 -#3 stirrups at 6.in Spacing on each end

Longitudinal reinforcementProvide 2 # 6 Top cont

3 # 8 Top non cont W3 # Top cont E2 # Bottom cont2 # Bottom crtl

cp

cpc P

AfT

2' ..

L2 is the perpendicular distance fronm the beam which is used for designLc=1.2 dl+ll+1.6wl

LC=1.2dl+ll+EQ

Minimum spacing of rfn is I" or one dia (reference =ips pg 105)NOTE:here space frame due to dl and ll should be viewed instead of dl due to two way slab and ll due to two way slab

DESIGN OF BEAM 21261

(IPS 8.4.10.1)

here 1st and 2nd column corresponds to two way slab dl and LL

(gregor book pg 626)

Percentage of +ve factored moments transfered to beams from columns

for shear 1st and 2nd column refers to space framedl

Lc=1.2 dl+ll+1.6wl

LC=1.2dl+ll+EQ

spacing approximated to 6"

if not provide max spacing of 6" upto vu=29.62kips

Determine the distance from support beyond which 6" spacing may be used

Vu-=(0.75x0.110390625x12.625x60000)/(x1000

= #DIV/0! ft

deflection from ips

where Vu-Фvc <ФVc provide max spacing of 6" throught out the span

Vu

Max deflection permitted due to DL+Ll is L/240max deflection permitted due to LL is L/360

vc <ФVc provide max spacing of 6" throught out the span

1

2 For development length of deformed bars refer aci 12.2.3

3 for development length of hooks refer aci 12.5

4 For class A and class B category refer aci 12.17.2.2

5 For calculating depth of the hook refer ips pg52 or Aci pg 198

6 In the category table for lap splice and tension development length (of crsi detailing book pg 19-9)if min lap splice >50 db take lap splice length from this table. If the calculated value is > 50 db provide development length value from the table.else provide min 50 db

7 In the category table for lap splice and tension development length (of crsi detailing book pg 19-9)there are 2 categories 1) top bars 2) other bars.here Top bars are horizontal bars with more than 12" of concrete below the bars.(aci detailing manual 2004 .pg 67)

8

9 all are under classA category

if the longitudinal bars in top layer is greater than 4 nos then palce it in 2 layers with min spacing of db

Min lap length is 50 db

reference)

ips

In the category table for lap splice and tension development length (of crsi detailing book pg 19-9)

In the category table for lap splice and tension development length (of crsi detailing book pg 19-9)

here Top bars are horizontal bars with more than 12" of concrete below the bars.(aci detailing manual

if the longitudinal bars in top layer is greater than 4 nos then palce it in 2 layers with min spacing of db

BeamDef&Ast ( 6-12-07)

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Transcript of BeamDef&Ast ( 6-12-07)