Moment due to dl Moment due to ll Thickness of slab hf 6.5 in wed width bw 16 in Overall depth h 16 in Ast 1.32 Sq. in f'c 4000 psi fy 60000 psi Ec 3600000 psi Es 29000000 psi Cover 2.375 in Strength reduction factor 0.9 Out puts Flange width bf 35 in Eff depth d 13.625 For Centre span 17.8 ft 21 21 ft 21 For Other span 21 ft 21 21 ft 21 n 8.0555556 C 9072 From VB coding f 11.61442 fr 474.34165 yt 9.5457839 Ib 7775.8295 Is for corridor 5767.125 Is 5767.125 1.3483026 L1 L2 L1 L2 in 4 in 4 in 4 s cs b cb f I E I E
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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
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
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
Table 6.1 PCARn for tension controlled section 910.92515 psiMax moment capacity 2705.6754 Kip - in
0.0033Depth Required 8.105986
Exterior frame in x direction first floor
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!
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
span moments
with due todlDL two way slab
Factored shear for Wl
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!
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
`
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 #1723.03 644.55 0.012779 2.7857877 8 3 6 2 3.25 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
Vu-Øvu Stirrup bar no
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
19.984 3 6.75 Provide max Spacing 6 in 22.4 3 6.02 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
20.75 3 6.50 Provide max Spacing 6 in 20.75 3 6.50 Provide max Spacing 6 in
22.4 3 6.02 Provide max Spacing 6 in 19.984 3 6.75 Provide max Spacing 6 in
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
Factored shear for Wl
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
Factored shear for Wl
Comb
Factored span moments
DL two way slab
Wl combination
Factored shear for Wl
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
Description Moments For Span
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
Factored span moments
DL two way slab
Wl combination
Factored shear for Wl
Comb
Factored span moments
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
Description Moments For Span
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
Factored shear for Wl
Comb
Factored span moments
DL two way slab
Wl combination
Factored shear for Wl
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
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
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
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
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
Description Moments For Span
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
Factored span moments
DL two way slab
Wl combination
Moments For Span
Factored span moments
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
Description Shear Factored shear
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
Description Moments For Span
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
Factored span moments
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
Description Moments For Span
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
Factored span moments
DL two way slab
Description Shear Factored shear
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
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
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
Ø Vc Vu-Øvu Actual spacing in inchstirrup notation
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
Actual Rn ρ Ast required Bar details
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
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
2- #6 Top Cont West end East end
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
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
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
2 -#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 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
2 -#6 Bottom Cont1- #6 Bottom ctr
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
Moment due to dlMoment due to ll
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.
since Ma = 47.76 kip.ft and Mcr =36.15 kip.ft the section is cracked .
so Mcr/Ma
Ie
(c) compute Ie at c.
since Ma = 89.85 kip.ft and Mcr =70.65 kip.ft the section is cracked .
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
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
Description Moments For Span
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
Factored span moments
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
Description ShearDL wall DL LL WL EQ
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
Description Moments For Span
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
Description ShearDL wall DL LL WL EQ
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
Factored shear for Wl Comb
Factored span moments
DL two way slab
Wl combination
Factored shear for Wl Comb
Description Moments For Span
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
Description ShearDL wall DL LL WL EQ
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
Description Moments For Span
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
Factored span moments
DL two way slab
Wl combination
Factored shear for Wl Comb
Factored span moments
DL two way slab
Wl combination
Exterior End Negative Moment 0 966 268 105 432 1595.2
Description ShearDL wall DL LL WL EQ
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
Description Moments For Span
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
Description ShearDL wall DL LL WL EQ
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
Factored shear for Wl Comb
Factored span moments
DL two way slab
Wl combination
Factored shear for Wl Comb
Actual Rn ρ
kip-in Bar No # Bar No #1598 1502.12 1276.80 477.63 0.009469 2.064332 8 2 6 2
39.984 20 19.984 3 6.749775 Provide max Spacing 6 in 203D 42.4 20 22.4 3 6.021763 Provide max Spacing 6 in
203D 40.75 20 20.75 3 6.500602 Provide max Spacing 6 in 203D 40.75 20 20.75 3 6.500602 Provide max Spacing 6 in
203D 42.4 20 22.4 3 6.021763 Provide max Spacing 6 in 203D 39.984 20 19.984 3 6.749775 Provide max Spacing 6 in
Factored shear for Eq Comb Ø Vc Vu-Øvu
Stirrup bar no
Spacing req in inch
Actual spacing in
inch
Factored span moments
Column Striup Moments
Beam Moments
Ast required
Bar details
Eq Combination
No of bars
No of bars
Factored shear for Eq Comb Ø Vc Vu-Øvu
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
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
2 -#6 Bottom Cont2- #6 Bottom ctr
stirrup notationeast end
203D
203D 203D
203D 203D
4B4 16 x 16
2- #6 Top Cont south end
3-#8 Top Non Cont S2.46 1 3 -#8 Top Cont N1.76 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 N1.76 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 end1.76 1 3 -#8 Top Non Cont N
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
Description ShearDL wall DL LL WL EQ
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
Description Moments For Span
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 Wl Comb
Factored shear for Eq Comb
Factored span moments
Factored span moments
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
Description ShearDL wall DL LL WL EQ
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
Description Moments For Span
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 Wl Comb
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
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
Description Moments For Span
Dl wall LL WL eqExterior End -ve Moment 0 616 430 258 370 0 1539.2
Moments For Span
Factored span moments
DL two way slab
Factored span moments
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
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
Actual Rn ρ Ast required
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
Ø Vc Vu-Øvu Actual spacing in inchstirrup notation
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
Actual Rn ρ Ast required Bar details
Bar No # Bar No1446.848 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
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
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
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