ground floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 18000 mm 18 mBrick wall density 2.6 kN/m^2 0.26concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500 mm 0.5 mbeam width 230 mm 0 mBrick wall height 2500 mm 2.5 mPermanent load 9.375 kN/m variable lo 0Ultimate load 12.65625 kN/m 12.65625 N/mm

Permanent Loading from slab to beam A/1A-3A Variable Loading from slab to b A/1A-3A

Vxx1 0 kN/m Vxx1 0 kN/m

Vxx2 0 kN/m Vxx2 0 kN/m

Vxx3 0 kN/m Vxx3 0 kN/m

Max Loading from slab to beam B/1A-3A Min Loading from slab to beam B/1A-3A

Vxx1 0 kN/m Vxx1 0 kN/m

Vxx2 0 kN/m Vxx2 0 kN/m

Vxx3 0 Vxx3 0 kN/m

b hBeam 0.23 0.5density of brick wall 2.6 kN/m^2Thickness of upper beam 0.5 mHeight of brick wall 3 mBrick s.w. 7.8 kN/mBeam self weight 1.8975 kN/m

span 1=2 2=3 3=4case 1: (L:H:L)w 13.091625 13.09163 13.09163case 2: (H:L:H)w 13.091625 13.09163 13.09163

case 3: (L:H:H)w 13.091625 13.09163 13.09163case 4: (H:H:L)w 13.091625 13.09163 13.09163

Case 1:span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 78.5498 78.5498 78.5498FEM 0.0000 -58.9123 39.2749 -39.2749 58.9123 0.0000balance 8.4160 11.2214 -11.2214 -8.4160carry over 0.0000 -5.6107 5.6107 0.0000balance 2.4046 3.2061 -3.2061 -2.4046carry over 0.0000 -1.6031 1.6031 0.0000balance 0.6870 0.9160 -0.9160 -0.6870

moment (kNm) 0.0000 -47.4047 47.4047 -47.4047 47.4047 0.0000w 13.0916 13.0916 13.0916Load 78.5498 78.5498 78.5498shear 31.374098397 47.17565 39.27488 39.27488 43.54557 35.0042maximum moment 37.5940362710265 11.5076528790088 25.0163055396192distance from a 2.39650145772595 3 3.32621542825624

case 2span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 78.5498 78.5498 78.5498FEM 0.0000 -58.9123 39.2749 -39.2749 58.9123 0.0000balance 8.4160 11.2214 -11.2214 -8.4160carry over 0.0000 -5.6107 5.6107 0.0000

balance 2.4046 3.2061 -3.2061 -2.4046carry over 0.0000 -1.6031 1.6031 0.0000balance 0.6870 0.9160 -0.9160 -0.6870

moment (kNm) 0.0000 -47.4047 47.4047 -47.4047 47.4047 0.0000w 13.0916 13.0916 13.0916Load 78.5498 78.5498 78.5498shear 31.374098397 47.17565 39.27488 39.27488 47.17565 31.3741maximum moment 37.5940362710265 11.5076528790088 37.5940362710265distance from a 2.39650145772595 3 3.60349854227405

case 3span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 78.5498 78.5498 78.5498FEM 0.0000 -58.9123 -23.7023 -39.2749 58.9123 0.0000balance 35.4063 47.2084 -11.2214 -8.4160carry over 0.0000 -5.6107 23.6042 0.0000balance 2.4046 3.2061 -13.4881 -10.1161carry over 0.0000 -6.7441 1.6031 0.0000balance 2.8903 3.8537 -0.9160 -0.6870carry over 0.0000 -0.4580 1.9269 0.0000balance 0.1963 0.2617 -1.1011 -0.8258

moment (kNm) 0.0000 -18.0149 18.0149 -38.8674 38.8674 0.0000w 13.091625 13.091625 13.091625Load 78.5498 78.5498 471.2985shear 36.272399622 42.27735 35.79946 42.75029 45.75277 32.797maximum moment 50.2491850452407 30.9325125966079 41.0813010479058distance from a 2.77065678416306 2.73453116595005 3.49481204988689

case 4span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 78.5498 78.5498 78.5498FEM 0.0000 -58.9123 39.2749 -39.2749 58.9123 0.0000balance 8.4160 11.2214 -11.2214 -8.4160carry over 0.0000 -5.6107 5.6107 0.0000

balance 2.4046 3.2061 -3.2061 -2.4046carry over 0.0000 -1.6031 1.6031 0.0000balance 0.6870 0.9160 -0.9160 -0.6870

moment (kNm) 0.0000 -47.4047 47.4047 -47.4047 47.4047 0.0000w 13.091625 13.091625 13.091625Load 78.5498 78.5498 78.5498shear 31.374098397 47.17565 39.27488 39.27488 47.17565 31.3741maximum moment 37.5940362710265 11.5076528790088 37.5940362710265distance from a 2.39650145772595 3 3.60349854227405

maximumshear 1 36272.400 Nshear 2 39274.875 Nshear 3 47175.652 Nmoment 47404659.621 Nmm

SpecificationAssumed:compression steel bar diameter 16.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural class S4Min concrete cover regard to durability 15 mmMin concrete cover regard to fire 27 mm

Cmin 27 mmAllowance in design for d 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.0412608473 compression bar is not needed

z 424.65 mmAs 256.62599556 mm^2 2H 16 402 mmA's 137.12604912 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.56496392As,min 137.12604912 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45

column size 230 mm 0.23 mvef1 29868.56 N OKvef2 37769.34 N OKvef3 45670.11 N OKVed1 29991.24 NVed2 37933.42 Nved3 45880.72 N

θ1 6.9761948837 θ is 22θ2 5.5197161325 θ is 22θ3 4.5677195351 θ is 22tan θ1 0.4040262258cot θ1 2.4750868534tan θ2 0.4040262258cot θ2 2.4750868534tan θ3 0.4040262258cot θ3 2.4750868534

Shear linksAsw/s1 0.0695075369Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1453.0798305 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mmAsw/s2 0.0879142809Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1148.8463423 mm

use 335.25 mmMax spacing 335.25 mm use 300 mm

Minimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mm

Asw/s3 0.1063328947Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 949.8471784 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mm

Additional longitudinal force1 36963.64Additional longitudinal force2 46741.2Additional longitudinal force3 56518.75Med.max/z 111632.3additional longitudinal reinforcement1 84.97389 mm^2additional longitudinal reinforcement2 107.451 mm^2additional longitudinal reinforcement3 129.9282 mm^2

Deflectionρ 0.000228

0.005ρ' 0.001028factor for structural system 1l/d 1706.471modification for steel area 1.566482allowable length to depth ratio 2673.156actual length to depth ratio 40.26846 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress1 322.06119163steel stress2 322.06119163steel stress3 322.06119163maximum bar spacing1 97.423510467maximum bar spacing2 97.423510467

ρo

maximum bar spacing3 97.423510467

Min bar spacingi. The max bar size 16 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 97.42351

vxx1 0vxx2 0

vxx3 0

vxx1 0vxx2 0

vxx3 0

case 1distance shear

0.000 0.0000.000 31.3746.000 -47.1766.000 39.275

12.000 -39.27512.000 43.54618.000 -35.00418.000 0.000

distance moment 0.000 0.0002.397 -37.5946.000 47.4059.000 -11.508

12.000 47.40515.326 -25.01618.000 0.000

distance shear 0.000 0.0000.000 31.3746.000 -47.1766.000 39.275

12.000 -39.27512.000 47.176

18.000 -31.37418.000 0.000

distance moment 0.000 0.0002.397 -37.5946.000 47.4059.000 -11.508

12.000 47.40515.603 -37.59418.000 0.000

distance shear 0.000 0.0000.000 36.2726.000 -42.2776.000 35.799

12.000 -42.75012.000 45.75318.000 -32.79718.000 0.000

distance moment 0.000 0.0002.771 -50.2496.000 18.0158.735 -30.933

12.000 38.86715.495 -41.08118.000 0.000

distance shear 0.000 0.0000.000 31.3746.000 -47.1766.000 39.275

12.000 -39.27512.000 47.176

18.000 -31.37418.000 0.000

distance moment 0.000 0.0002.397 -37.5946.000 47.4059.000 -11.508

12.000 47.40515.603 -37.59418.000 0.000

L beam lo 18000 mmMed 47404659.6 Nmm b1 0 mmMf 1680099388 Nmm b2 2435 mmneutral axis within flange beff1 0 mm

beff2 2287 mmk 0.00377036 Beff 2517.00 mmcompression bar not requiredz 424.65 mmAs 256.625996 2H 16 402 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

320 100322.0612 97.42351

360 50

steel stress maximum bar spacing320 100

322.0612 97.42351

360 50

steel stress maximum bar spacing320 100

322.0612 97.42351360 50

ground floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1600 920 4480 6000 5400 600 39000.6 0.92 4.48 6 5.4 0.6 3.9

Sizeoverall depth, h 500.00

width, b 230.00Fck 25 N/mm2Fyk 500 N/mm2

Length 18000 mm 18 mBrick wall density 2.6 kN/m^2 0.26concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500 mm 0.5 mbeam width 230 mm 0 mBrick wall height 2500 mm 2.5 mPermanent load 9.375 kN/m variable loa 0Ultimate load 12.65625 kN/m 12.65625 N/mm

Permanent Loading from slab to beam A/1A-3A Variable Loading from slab to beam

Vxx1 0 kN/m Vxx1 0 kN/m

Vxx2 0 kN/m Vxx2 0 kN/m

Vxx3 0 kN/m Vxx3 0 kN/m

Max Loading from slab to beam B/1A-3A Min Loading from slab to beam

Vxx1 0 kN/m Vxx1 0 kN/m

Vxx2 0 kN/m Vxx2 0 kN/m

Vxx3 0 Vxx3 0 kN/m

b hBeam 0.23 0.5density of brick wall 2.6 kN/m^2Thickness of upper beam 0.5 mHeight of brick wall 3 mBrick s.w. 7.8 kN/mBeam self weight 1.8975 kN/m

span 1=2 2=3 3=4case 1: (L:H:L) first end moment w 13.091625 13.091625 13.091625 P 11.6184case 2: (H:L:H) L 6w 13.091625 13.091625 13.091625 b 1.52

case 3: (L:H:H) a 4.48w 13.091625 13.091625 13.091625case 4: (H:H:L)w 13.091625 13.091625 13.091625

Case 1:span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 78.5498 78.5498 78.5498FEM 0.0000 -67.1756 39.2749 -39.2749 58.9123 0.0000balance 11.9575 15.9433 -11.2214 -8.4160carry over 0.0000 -5.6107 7.9716 0.0000balance 2.4046 3.2061 -4.5552 -3.4164carry over 0.0000 -2.2776 1.6031 0.0000balance 0.9761 1.3015 -0.9160 -0.6870

moment (kNm) 0.0000 -51.8375 51.8375 -46.3928 46.3928 0.0000w 13.0916 13.0916 13.0916Load 78.5498 78.5498 78.5498shear 30.635297992 47.914452 40.182315 38.367435 43.454409 35.0953maximum moment 35.8443464059788 9.82861870139557 25.7252526218447distance from a 2.34006840186787 3.06931451426046 3.31925247776847

case 2span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 78.5498 78.5498 78.5498FEM 0.0000 -67.1756 39.2749 -39.2749 58.9123 0.0000balance 11.9575 15.9433 -11.2214 -8.4160carry over 0.0000 -5.6107 7.9716 0.0000

balance 2.4046 3.2061 -4.5552 -3.4164carry over 0.0000 -2.2776 1.6031 0.0000balance 0.9761 1.3015 -0.9160 -0.6870

moment (kNm) 0.0000 -51.8375 51.8375 -46.3928 46.3928 0.0000w 13.0916 13.0916 13.0916Load 78.5498 78.5498 78.5498shear 30.635297992 47.914452 40.182315 38.367435 47.007012 31.5427maximum moment 35.8443464059788 9.82861870139557 37.9992665740006distance from a 2.34006840186787 3.06931451426046 3.59061708387167

case 3span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 78.5498 78.5498 78.5498FEM 0.0000 -67.1756 -25.9187 -39.2749 58.9123 0.0000balance 39.8976 53.1968 -11.2214 -8.4160carry over 0.0000 -5.6107 26.5984 0.0000balance 2.4046 3.2061 -15.1991 -11.3993carry over 0.0000 -7.5995 1.6031 0.0000balance 3.2569 4.3426 -0.9160 -0.6870carry over 0.0000 -0.4580 2.1713 0.0000balance 0.1963 0.2617 -1.2407 -0.9306

moment (kNm) 0.0000 -21.4202 21.4202 -37.4794 37.4794 0.0000w 13.091625 13.091625 13.091625Load 78.5498 78.5498 471.2985shear 35.704837212 42.844913 36.59835 41.9514 45.521438 33.0283maximum moment 48.6889671954616 29.7361121258007 41.6628720831179distance from a 2.72730369314673 2.79555439580538 3.47714191104789

case 4span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 78.5498 78.5498 78.5498FEM 0.0000 -67.1756 39.2749 -39.2749 58.9123 0.0000balance 11.9575 15.9433 -11.2214 -8.4160carry over 0.0000 -5.6107 7.9716 0.0000

balance 2.4046 3.2061 -4.5552 -3.4164carry over 0.0000 -2.2776 1.6031 0.0000balance 0.9761 1.3015 -0.9160 -0.6870

moment (kNm) 0.0000 -51.8375 51.8375 -46.3928 46.3928 0.0000w 13.091625 13.091625 13.091625Load 78.5498 78.5498 78.5498shear 30.635297992 47.914452 40.182315 38.367435 47.007012 31.5427maximum moment 35.8443464059788 9.82861870139557 37.9992665740006distance from a 2.34006840186787 3.06931451426046 3.59061708387167

maximumshear 1 35704.837 Nshear 2 40182.315 Nshear 3 47007.012 Nmoment 51837462.050 Nmm

SpecificationAssumed:compression steel bar diameter 16.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural class S4Min concrete cover regard to durability 15 mmMin concrete cover regard to fire 27 mm

Cmin 27 mmAllowance in design for d 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.0451191427 compression bar is not needed

z 424.65 mmAs 280.62305293 mm^2 2H 16 402 mmA's 137.12604912 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.56496392As,min 137.12604912 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45

column size 230 mm 0.23 mvef1 29129.76 N OKvef2 38676.78 N OKvef3 45501.48 N OKVed1 29249.42 NVed2 38844.79 Nved3 45711.30 N

θ1 7.1528280448 θ is 22θ2 5.3905715005 θ is 22θ3 4.5845807667 θ is 22tan θ1 0.4040262258cot θ1 2.4750868534tan θ2 0.4040262258cot θ2 2.4750868534tan θ3 0.4040262258cot θ3 2.4750868534

Shear linksAsw/s1 0.0677882826Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1489.9330119 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mmAsw/s2 0.0900264756Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1121.8921909 mm

use 335.25 mmMax spacing 335.25 mm use 300 mm

Minimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mm

Asw/s3 0.1059402581Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 953.3675092 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mm

Additional longitudinal force1 36049.344Additional longitudinal force2 47864.192Additional longitudinal force3 56310.052Med.max/z 122071.03additional longitudinal reinforcement1 82.872056 mm^2additional longitudinal reinforcement2 110.03263 mm^2additional longitudinal reinforcement3 129.4484 mm^2

Deflectionρ 0.0002494

0.005ρ' 0.0010279factor for structural system 1l/d 1491.3155modification for steel area 1.4325266allowable length to depth ratio 2136.3492actual length to depth ratio 40.268456 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress1 322.06119163steel stress2 322.06119163steel stress3 322.06119163maximum bar spacing1 97.423510467maximum bar spacing2 97.423510467

ρo

maximum bar spacing3 97.423510467

Min bar spacingi. The max bar size 16 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 97.42351

A1-B1200

1.2

mmmm

A/1A-3A

vxx1 0vxx2 0

vxx3 0

B/1A-3A

vxx1 0vxx2 0

vxx3 0

8.263322

case 1distance shear

0.000 0.0000.000 30.6356.000 -47.9146.000 40.182

12.000 -38.36712.000 43.45418.000 -35.09518.000 0.000

distance moment 0.000 0.0002.340 -35.8446.000 51.8379.069 -9.829

12.000 46.39315.319 -25.72518.000 0.000

distance shear 0.000 0.0000.000 30.6356.000 -47.9146.000 40.182

12.000 -38.36712.000 47.007

18.000 -31.54318.000 0.000

distance moment 0.000 0.0002.340 -35.8446.000 51.8379.069 -9.829

12.000 46.39315.591 -37.99918.000 0.000

distance shear 0.000 0.0000.000 35.7056.000 -42.8456.000 36.598

12.000 -41.95112.000 45.52118.000 -33.02818.000 0.000

distance moment 0.000 0.0002.727 -48.6896.000 21.4208.796 -29.736

12.000 37.47915.477 -41.66318.000 0.000

distance shear 0.000 0.0000.000 30.6356.000 -47.9146.000 40.182

12.000 -38.36712.000 47.007

18.000 -31.54318.000 0.000

distance moment 0.000 0.0002.340 -35.8446.000 51.8379.069 -9.829

12.000 46.39315.591 -37.99918.000 0.000

L beam lo 18000 mmMed 51837462.1 Nmm b1 0 mmMf 1680099388 Nmm b2 2435 mmneutral axis within flange beff1 0 mm

beff2 2287 mmk 0.00412293 Beff 2517.00 mmcompression bar not requiredz 424.65 mmAs 280.623053 2H 16 402 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

320 100322.0612 97.42351

360 50

steel stress maximum bar spacing320 100

322.0612 97.42351

360 50

steel stress maximum bar spacing320 100

322.0612 97.42351360 50

Stair spanning longitudinally continuous over supportsR 170 mmG 250 mm 1B-2 4480 mmh 200 mm

L 4115 mmno of G 16.46

characteristic actionGk 1 kN/m^2Qk 2 kN/m^2

MaterialsFck 25 N/mm^2Fyk 500 N/mm^2density of concrete 25 kN/m^3cover 25 mmdiameter of bar 10 mm

Average thicknessy 241.8595 mmt 326.8595 mm

action & analysisslab s.w 8.171487 kN/m^2Gk 1Gk 9.171487Qk 2design action 15.382 kN/m^2consider 1m width 15.382 kN/mMoment 32.55731 kNm

Main reinforcementd 170 mm

Med 32.55731 kNmk 0.037552compression bar is not neededz 161.5 mmAs 463.4328 mm^2 use H10 150

523 mm^2Minimum and maximum reinforcement areaAs,min 271.5648 mm^2As,max 9600 mm^2

secondary reinforcementAs 92.68657 mm^2 use H6 300 mm

94 mm^2

Shear Va 31.64745 kN/mVb 31.64745 kN/m

Ved 31.64745 kNk 2.084652 <=2.0ρ 0.002272 <0.02Vrd,c 226186.2 N 226.1862 kNVmin 84145.71 N 84.14571 kNokSpan less than 7m, no modification requiredDeflectionρ 0.002272ρ0 0.005ρ' 0.001597factor for structural system 1allowable length to depth ratio 54.80751actual length to depth ratio 26.35294 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 276.2065maximum bar spacing 154.7419 mm

Ground floor staircase beamload imposed 31.64745 kN/m Length 1200Vmax 18.98847 kNMmax 5.696541 kNm

Fck 25 N/mm2Fyk 500 N/mm2

SpecificationAssumed:compression steel bar diameter 10.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Sizeoverall depth, h 500.00 mmwidth, b 230.00 mm

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural class S4Min concrete cover regard to durability 15 mmMin concrete cover regard to fire 27 mm

Cmin 27 mmAllowance in design for deviation 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.004958 compression bar is not needed

z 424.65 mmAs 137.126 mm^2 Use 2H 10

157 mm^2A's 137.126 mm^2 2H 10

157 mm^2

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126As,max 4600

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230.00 mm 0.23 mved 1.20 kN OKVef 15.35 kN

θ 13.56683 theta is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.002787Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 36237.78 mm

use spacin 325 mmMax spacing 335.25 mmMinimum linksMin Asw/s 0.184Assumed shear link used H8 Asw= 101 mm^2Min spacing 548.913 mm

Additional longitudinal force 1.488274 kNMed.max/z 13.41467 kNm

additional longitudinal reinforcement 3.421319 mm^2

Span less than 7m, no modification requiredDeflectionρ 0.001334ρ0 0.005

ρ' 0.001334factor for structural system 1allowable length to depth ratio 112.0312actual length to depth ratio 0.002685 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 276.2065maximum bar spacing 154.7419 mm

Min bar spacingi. The max bar size 10 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

Min bar spacing 25 mm

Actual bar spacing 90 mmOK

First floor staircase beamload imposed 31.64745 kN/m Length 1200Vmax 18.98847 kNMmax 5.696541 kNm

Specification Fck 25 N/mm2Assumed: Fyk 500 N/mm2compression steel bar diameter 10.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Sizeoverall depth, h 500.00 mmwidth, b 230.00 mm

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural class S4Min concrete cover regard to durability 15 mmMin concrete cover regard to fire 27 mm

Cmin 27 mmAllowance in design for deviation 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mm

d' 53.00 mm

Rectangular beamMain reinforcementK 0.004958 compression bar is not needed

z 424.65 mmAs 137.126 mm^2 Use 2H 10

157 mm^2A's 137.126 mm^2 2H 10

157 mm^2

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126As,max 4600

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size #REF! mm #REF! mved #REF! kN #REF!Vef #REF! kN

θ #REF! #REF!θ #REF!

tan θ #REF!cot θ 2.475087

Shear linksAsw/s #REF!Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links #REF! mm

use spacing 325 mmMax spacing 335.25 mmMinimum linksMin Asw/s 0.184Assumed shear link used H8 Asw= 101 mm^2Min spacing 548.913 mm

Additional longitudinal force #REF! kNMed.max/z 13.41467 kNm

additional longitudinal reinforcement #REF! mm^2

Span less than 7m, no modification requiredDeflectionρ 0.001334ρ0 0.005ρ' 0.001334factor for structural system 1allowable length to depth ratio 112.0312actual length to depth ratio 0.002685 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 276.2065maximum bar spacing 154.7419 mm

Min bar spacingi. The max bar size 10 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

Min bar spacing 25 mm

Actual bar spacing 90 mmOK

Interpolation calculationsteel stress maximum bar spacing

240 200276.206515954323 154.7419

280 150

Interpolation calculationsteel stress maximum bar spacing

240 200276.206515954323 154.7419

280 150

Interpolation calculationsteel stress maximum bar spacing

240 200276.206515954323 154.7419

280 150

ground floor

A-A1 A1-B 3-3A Size

3900 1200 5400 overall depth, h 500.00 mmwidth, b 230.00 mm

Fck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 2.875 kN/m variable load 0.45 kN/mUltimate load 4.55625 kN/m 4.55625 N/mm

distance shear(N) Slab loading to beam0 0 vsy 00 11618.44 permanent 0

5100 -11618.44 variable 05100 0

distance when V=0 2550

distance moment0 0

2550 148135085100 0

maximumshear 11618.44 Nmoment 14813508 Nmm

SpecificationAssumed:compression steel bar diameter 16.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mm

Min concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.012894 compression bar is not neededz 424.65 mmAs 80.1932 mm^2 2H 16 402 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 9057.83 N OKVef 11094.47 N

θ 18.76745 θ is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.020992Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 4811.273 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913 mm use 335.25 mm

use 300 mmAdditional longitudinal force 11209.45Med.max/z 34884.04

additional longitudinal re 25.76885 mm^2

Deflectionρ 0.000143

0.005ρ' 0.002058factor for structural system 1l/d 3450.38modification for steel area 5.012894allowable length to depth ratio 17296.39actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 287.2309maximum bar spacing 140.9614

Min bar spacingi. The max bar size 16 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 140.9614

ρo

L beam lo 5100 mmMed 14813508 Nmm b1 0 mmMf 839048443 Nmm b2 2585 mmneutral axis within flange beff1 0 mm

beff2 1027 mmk 0.0023592 Beff 1257.00 mmcompression bar not requiredz 424.65 mmAs 80.193197 2H 16 402 mmAs' 137.12605 2H 10 157 mm

ground floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 3900 mm 3.9 mBrick wall density 2.6 kN/m^2 0.26concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500.00 mm 0.5 mbeam width 230.00 mm 0 mBrick wall height 2500 mm 2.5 mPermanent load 9.375 kN/m variable load 0 kN/mUltimate load 12.65625 kN/m 12.65625 N/mm

distance shear(N)0 00 24679.69

3900 -24679.693900 0

distance when V=0 1950

distance moment0 0

1950 240626953900 0

maximumshear 24679.69 Nmoment 24062695 Nmm

SpecificationAssumed:compression steel bar diameter 10.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3

Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.020944 compression bar is not neededz 424.65 mmAs 130.2638 mm^2 2H 10 157 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 17566.88 N OKVef 23224.22 N

θ 8.969009 θ is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.040713Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 2480.787 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2

spacing 548.913 mm use 335.25 mmuse 300 mm

Additional longitudinal force 21739.77Med.max/z 56664.77additional longitudinal re 49.97648 mm^2

Deflectionρ 0.001267

0.005ρ' 0.011249factor for structural system 1l/d 146.449modification for steel area 1.205246allowable length to depth ratio 176.5071actual length to depth ratio 8.724832 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 322.0612maximum bar spacing 97.42351

Min bar spacingi. The max bar size 10 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 97.42351

ρo

Interpolation calculationsteel stress maximum bar spacing

320 100322.0612 97.42351

360 50

roof floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500.00 mm 0.5 mbeam width 230.00 mm 0 mBrick wall height 2500 mm 2.5 mPermanent load 2.875 kN/m variable load 0 kN/mUltimate load 3.88125 kN/m 3.88125 N/mm

distance shear(N)0 00 9897.188

5100 -9897.1885100 0

distance when V=0 2550

distance moment0 0

2550 126189145100 0

maximumshear 9897.188 Nmoment 12618914 Nmm

SpecificationAssumed:compression steel bar diameter 10.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3

Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.010983 compression bar is not neededz 424.65 mmAs 68.31272 mm^2 2H 10 157 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 7715.93 N OKVef 9450.84 N

θ 22.03064 θ is OKθ 0

tan θ 0cot θ 2.475087

Shear linksAsw/s 0.017882Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 5648.016 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2

spacing 548.913 mm use 335.25 mmuse 300 mm

Additional longitudinal force 9548.792Med.max/z 29716.03additional longitudinal re 21.95125 mm^2

Deflectionρ 0.000664

0.005ρ' 0.011249factor for structural system 1l/d 767.8799modification for steel area 2.298254allowable length to depth ratio 1764.783actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 322.0612maximum bar spacing 97.42351

Min bar spacingi. The max bar size 10 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 97.42351

ρo

Interpolation calculationsteel stress maximum bar spacing

320 100322.0612 97.42351

360 50

ground floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500.00 mm 0.5 mbeam width 230.00 mm 0 mBrick wall height 2500 mm 2.5 mPermanent load 2.875 kN/m variable load 0 kN/mUltimate load 3.88125 kN/m 3.88125 N/mm

distance shear(N)0 00 9897.188

5100 -9897.1885100 0

distance when V=0 2550

distance moment0 0

2550 126189145100 0

maximumshear 9897.188 Nmoment 12618914 Nmm

SpecificationAssumed:compression steel bar diameter 10.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3

Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.010983 compression bar is not neededz 424.65 mmAs 68.31272 mm^2 2H 10 157 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 7715.93 N OKVef 9450.84 N

θ 22.03064 θ is OKθ 0

tan θ 0cot θ 2.475087

Shear linksAsw/s 0.017882Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 5648.016 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2

spacing 548.913 mm use 335.25 mmuse 300 mm

Additional longitudinal force 9548.792Med.max/z 29716.03additional longitudinal re 21.95125 mm^2

Deflectionρ 0.000664

0.005ρ' 0.011249factor for structural system 1l/d 767.8799modification for steel area 2.298254allowable length to depth ratio 1764.783actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 322.0612maximum bar spacing 97.42351

Min bar spacingi. The max bar size 10 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 97.42351

ρo

Interpolation calculationsteel stress maximum bar spacing

320 100322.0612 97.42351

360 50

ground floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 2.6 kN/m^2 0.26concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500.00 mm 0.5 mbeam width 230.00 mm 0 mBrick wall height 2500 mm 2.5 mPermanent load 9.375 kN/m variable load 0 kN/mUltimate load 12.65625 kN/m 12.65625 N/mm

distance shear(N)0 00 32273.44

5100 -32273.445100 0

distance when V=0 2550

distance moment0 0

2550 411486335100 0

maximumshear 32273.44 Nmoment 41148633 Nmm

SpecificationAssumed:compression steel bar diameter 12.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3

Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.035816 compression bar is not neededz 424.65 mmAs 222.7589 mm^2 2H 12 226 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 25160.63 N OKVef 30817.97 N

θ 6.761654 θ is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.058312Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1732.058 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2

spacing 548.913 mm use 335.25 mmuse 300 mm

Additional longitudinal force 31137.37Med.max/z 96900.11additional longitudinal re 71.58015 mm^2

Deflectionρ 0.002167

0.005ρ' 0.011249factor for structural system 1l/d 52.99272modification for steel area 1.01455allowable length to depth ratio 53.76376actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 322.0612maximum bar spacing 97.42351

Min bar spacingi. The max bar size 12 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 97.42351

ρo

Interpolation calculationsteel stress maximum bar spacing

320 100322.0612 97.42351

360 50

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 1200

Characteristic actionGk 1 kN/m^2 0.001 N/mm^2BS EN 1991-1-1:2002 Table 6.1category AFrom table 6.2

QkFloor 1.5 kN/m^2 0.0015 N/mm^2stair 2 kN/m^2 0.002 N/mm^2

Design life 50 yearsFire resistan R60

Exposure class XC- 3Fck 25 N/mm^2Fyk 500 N/mm^2density of concrete 25 kN/m^3diameter of bar 8 mm

Design slab panel 1-2/ A-A1Ly 6 Ly/Lx 1.53846154 two way spanLx 3.9Design slab panel 2-3/A-BLy 6 Ly/Lx 1.17647059 two way spanLx 5.1Design slab panel 3-4/A-BLy 6 Ly/Lx 1.17647059 two way spanLx 5.1

Slab thicknessMinimum thickness for fire resistance 80 mm 0.08 mEstimated thickness thickness consideri 0.17 m 170 mmaxis distance for one way slab 20 mmaxis distance for two way slab ly/lx<1.5 10 mm

Durability, Fire& Bond RequirementsCmin,b 10 mmrecommended structural class S4Cmin,dur 25 mmMin required axis distance for fire resistance 20 mmCmin,fire 16∆C dev 10 mmNominal cover 35 mm

use 40 mm

Slab selfweight 4.25 kN/m^2permanent load 1 kN/m^2Gk 5.25 kN/m^2Qk 1.5 kN/m^2design action 9.3375 kN/m^2n 9.3375 kN/m per m length

b hBeam 0.23 0.5

density of brick wall 2.6 kN/m^2height of wall 3

Thickness of upper beam 0.5 mHeight of brick wall 2.5 m

Brick selfweight 6.5 N/mBeam self weight 1.8975 N/m

effective depthdx 126 mmdy 158 mm

Minimum and maximum reinforcement areaAs,min 210.737 mm^2/m Fctm 2.56496392As,max 6800 mm^2/m

slab 1-2/A-A1Msy1 6.24903 kNm msy1 0.044Msy2 8.23736 kNm msy2 0.058Msx1 12.2026 kNm msx1 0.08592Msx2 0

Main reinforcement short span Main barmidspan Msx 12.20264838 kNm/mK 0.03074 H 8 200 mmcompression bar is not needed 252 mm^2z 119.7 mm Secondary barAs 234.353 mm^2 H 8 200 mm

252 mm^2

Long span Main barsupport Msy2 8.23735575 kNm/mK 0.0132 H 8 200 mmcompression bar is not needed 252 mm^2

z 150.1 mm Secondary barAs 126.159 mm^2 H 8 200 mm

252 mm^2

midspan Msy1 6.2490285 kNm/m Main barK 0.01001 use As,mincompression bar is not needed H 8 200 mmz 150.1 mm 252 mm^2As 95.7067 mm^2 Secondary bar

H 8 200 mm252 mm^2

Shear Vsx1 15.4769 kN/m vsx1 0.425Vsx2 15.4769 kN/m vsx2 0.425Vsy1 10.9249 kN/m vsy1 0.3Vsy2 16.3873 kN/m vsy2 0.45

Design shear force Ved 16.3873125 kNk 1.63291 < 2ρ1 0.00148 <=0.02Vrd,c 47920.2 N 47.9202221322 kNVmin 57695.1 N 57.6951177651 kN

OK

Deflectionρ 0.00148ρ0 0.005K 1l/d 94.6957modification factor for steel area provided 1.07530051l/d ( allowable) 101.8263753

l/d actual 0.0246835443 OK

crackingh 170 < 200 mm OKMain bar

max spacing 510 or 400 mmbar spacing 200 OK

secondary barmax spacing 595 or 450 mm

bar spacing 200 OK

slab 2-3/A-BMsx1 12.872 kNm msx1 0.053

Msx2 0 kNm msy1 0.034Msy1 8.25752 kNm msy2 0.058Msy2 14.0864 kNm

short span Main barmidspan Msx 12.872023875 kNm/mK 0.03243 H 8 200 mmcompression bar is not needed 252 mm^2z 119.7 mm Secondary barAs 247.209 mm^2 H 8 200 mm

252 mm^2

Long span Main barmidspan Msy1 8.25752475 kNm/m use As,minK 0.01323 H 8 200 mmcompression bar is not needed 252 mm^2z 150.1 mm Secondary barAs 126.468 mm^2 H 8 200 mm

252 mm^2

support Msy2 14.08636575 kNm/m Main barK 0.02257compression bar is not needed H 8 200 mmz 150.1 mm 252 mm^2As 215.739 mm^2 Secondary bar

H 8 200 mm252 mm^2

Shear Vsx1 15.2864 kN/mVsx2 15.2864 kN/mVsy1 21.4296 kN/mVsy2 21.4296 kN/m

Design shear force Ved 21.4295625 kNk 2.12509 > 2ρ1 0.00156 <=0.02Vrd,c 59747.1 N 59.7471387879 kNVmin 78206 N 78.2060099992 kN

OK

Deflectionρ 0.00156ρ0 0.005K 1l/d 87.0241modification factor for steel area provided 1.01938235l/d ( allowable) 88.7107811094

l/d actual 0.03227848101 OK

crackingh 170 < 200 mm OKMain barS 510 or 400 mm

spacing 200 OKsecondary bars 595 or 450 mm

spacing 200 OK

slab 3-4/A-BMsx1 14.645 kNm msx1 0.0603Msx2 0 kNm msy1 0.044Msy1 10.6862 kNmMsy2 0

short span Main barmidspan Msx 14.6449630125 kNm/mK 0.0369 H 8 175 mmcompression bar is not needed 287 mm^2z 119.7 mm Secondary barAs 281.258 mm^2 H 8 200 mm

252 mm^2

Long span Main barmidspan Msy1 10.6862085 kNm/mK 0.00086 H 8 200 mmcompression bar is not needed 252 mm^2z 150.1 mm Secondary barAs 163.664 mm^2 H 8 200 mm

252 mm^2

Shear Vsx1 16.7151 kN/m vsx1 0.351Vsx2 16.7151 kN/m vsx2 0.351Vsy1 21.4296 kN/m vsy1 0.45Vsy2 14.2864 kN/m vsy2 0.3

Design shear force Ved 21.4295625 kNk 2.12509 > 2ρ1 0.00178 <=0.02Vrd,c 62373.1 N 62.3731378799 kNVmin 78206 N 78.2060099992 kN

OK

Deflectionρ 0.00178ρ0 0.005K 1l/d 70.9893modification factor for steel area provided 1.02041545l/d ( allowable) 72.4385949026

l/d actual 0.04047619048 OK

crackingh 170 < 200 mm OKMain barS 510 or 400 mm

max bar spacing 200 OKsecondary bars 595 or 450 mm

max bar spacing 200 OK

ground floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 18000 mm 18 mBrick wall density 2.6 kN/m^2 0.26concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500.00 mm 0.5 mbeam width 230.00 mm 0 mBrick wall height 2500 mm 2.5 m

Permanent Loading from slab to beam A/1A-3A Variable Loading from slab to b A/1A-3AVxx1 7.64127 kN/m Vxx1 2.18322 kN/mVxx2 10.88136 kN/m Vxx2 3.10896 kN/mVxx3 9.99243 kN/m Vxx3 2.85498 kN/m

Max Loading from slab to beam B/1A-3A Min Loading from slab to beam B/1A-3AVxx1 7.64127 kN/m Vxx1 2.18322 kN/mVxx2 10.88136 kN/m Vxx2 3.10896 kN/mVxx3 9.99243 kN/m Vxx3 2.85498 kN/m

b hBeam 0.23 0.5density of brick wall 2.6 kN/m^2depth of upper beam 0.50 mHeight of brick wall 3 mBrick s.w. 7.8 kN/mBeam self weight 1.8975 kN/m

span 1=2 2=3 3=4case 1: (L:H:L)w 23.4073395 32.4449 26.58141case 2: (H:L:H)w 26.6821695 27.78146 30.86388case 3: (L:H:H)

w 23.4073395 32.4449 30.86388case 4: (H:H:L)w 26.6821695 32.4449 23.40734

Case 1:span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 140.4440 194.6694 159.4884FEM 0.0000 -105.3330 97.3347 -97.3347 119.6163 0.0000balance 3.4279 4.5705 -12.7324 -9.5493carry over 0.0000 -6.3662 2.2852 0.0000balance 2.7284 3.6378 -1.3058 -0.9794carry over 0.0000 -0.6529 1.8189 0.0000balance 0.2798 0.3731 -1.0394 -0.7795

moment (kNm) 0.0000 -98.8970 98.8970 -108.3081 108.3081 0.0000w 23.4073 32.4449 26.5814Load 140.4440 194.6694 159.4884shear 53.7391872223 86.70485 95.76618 98.90323 89.50171 69.9867maximum moment 61.6879215024364 42.4374054667572 42.371542765716distance from a 2.29582636772125 2.95165572160228 3.36707953822604

case 2span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 160.0930 166.6888 185.1833FEM 0.0000 -120.0698 83.3444 -83.3444 138.8874 0.0000balance 15.7394 20.9859 -31.7389 -23.8042carry over 0.0000 -15.8694 10.4930 0.0000balance 6.8012 9.0683 -5.9960 -4.4970

carry over 0.0000 -2.9980 4.5341 0.0000balance 1.2849 1.7131 -2.5909 -1.9432carry over 0.0000 -1.2955 0.8566 0.0000balance 0.5552 0.7403 -0.4895 -0.3671

moment (kNm) 0.0000 -95.6891 95.6891 -108.2760 108.2760 0.0000w 26.6822 27.7815 30.8639Load 160.0930 166.6888 185.1833shear 64.0983299178 95.99469 81.24656 85.4422 110.6376 74.5456maximum moment 76.9914136527977 23.1132489309889 90.025160648119distance from a 2.40229078515698 2.92448850666108 3.5846964419423

case 3span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 140.4440 194.6694 185.1833FEM 0.0000 -105.3330 -47.8445 -97.3347 138.8874 0.0000balance 65.6475 87.5300 -23.7444 -17.8083carry over 0.0000 -11.8722 43.7650 0.0000balance 5.0881 6.7841 -25.0086 -18.7564carry over 0.0000 -12.5043 3.3921 0.0000balance 5.3590 7.1453 -1.9383 -1.4537carry over 0.0000 -0.9692 3.5727 0.0000balance 0.4154 0.5538 -2.0415 -1.5311

moment (kNm) 0.0000 -28.8231 28.8231 -99.3378 99.3378 0.0000w 23.4073395 32.444901 30.8638755Load 140.4440 194.6694 1111.0995shear 65.4181727989 75.02586 85.58225 109.0872 109.1479 76.0353maximum moment 91.4144329036193 84.0501475274888 93.6591813340314distance from a 2.79477181928022 2.63777186578111 3.53642977063013

case 4span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 160.0930 194.6694 140.4440FEM 0.0000 -120.0698 97.3347 -97.3347 105.3330 0.0000balance 9.7436 12.9915 -4.5705 -3.4279carry over 0.0000 -2.2852 6.4957 0.0000balance 0.9794 1.3058 -3.7118 -2.7839

carry over 0.0000 -1.8559 0.6529 0.0000balance 0.7954 1.0605 -0.3731 -0.2798

moment (kNm) 0.0000 -108.5514 108.5514 -98.8415 98.8415 0.0000w 26.6821695 32.444901 23.4073395Load 160.0930 194.6694 140.4440shear 61.9546112777 98.13841 98.95302 95.71638 86.6956 53.7484maximum moment 71.9276942336064 42.3459906104658 61.7091685340163distance from a 2.32194804390613 3.04987901739448 3.70377829317006

maximumshear 1 65418.173 Nshear 2 98953.023 Nshear 3 110637.625 Nmoment 108551383.334 Nmm

SpecificationAssumed:compression steel bar diameter 20.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural class S4Min concrete cover regard to durability 15 mmMin concrete cover regard to fire 27 mm

Cmin 27 mmAllowance in design for d 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.09448273826 compression bar is not neededz 405.995319093 mm

As 614.64602725 mm^2 2H 20 628 mmA's 137.126049121 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.56496392002As,min 137.126049121 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45

column size 230 mm 0.23 mvef1 61029.88 N OKvef2 95221.86 N OKvef3 107088.28 N OKVed1 61280.55 NVed2 95635.52 Nved3 107582.11 N

θ1 3.4235289729 θ is 22θ2 2.20554473969 θ is 22θ3 1.96569824744 θ is 22tan θ1 0.40402622584cot θ1 2.47508685342tan θ2 0.40402622584cot θ2 2.47508685342tan θ3 0.40402622584cot θ3 2.47508685342

Shear linksAsw/s1 0.14202346344Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 711.150098415 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913043478 mm use 335.25 mm

use 300 mmAsw/s2 0.22164433988Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 455.684995404 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum links

Asw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913043478 mm use 335.25 mm

use 300 mm

Asw/s3 0.24933169624Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 405.082873636 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913043478 mm use 335.25 mm

use 300 mm

Additional longitudinal force1 75527.13Additional longitudinal force2 117841.2Additional longitudinal force3 132526.4Med.max/z 267371additional longitudinal reinforcement1 173.6256 mm^2additional longitudinal reinforcement2 270.8993 mm^2additional longitudinal reinforcement3 304.6584 mm^2

Deflectionρ 0.000522

0.005ρ' 0.001028factor for structural system 1l/d 484.4172modification for steel area 1.068673allowable length to depth ratio 517.6833actual length to depth ratio 40.26846 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress1 293.205673484steel stress2 288.268623674steel stress3 289.43960152maximum bar spacing1 133.492908145maximum bar spacing2 139.664220407maximum bar spacing3 138.2004981

ρo

Min bar spacingi. The max bar size 20 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 133.4929

vxx1 0.3732vxx2 0.4064vxx3 0.3732

vxx1 0.3732vxx2 0.4064vxx3 0.3732

case 1distance shear

0.000 0.0000.000 53.7396.000 -86.7056.000 95.766

12.000 -98.90312.000 89.50218.000 -69.98718.000 0.000

distance moment 0.000 0.0002.296 -61.6886.000 98.8978.952 -42.437

12.000 108.30815.367 -42.37218.000 0.000

distance shear 0.000 0.0000.000 64.0986.000 -95.9956.000 81.247

12.000 -85.44212.000 110.63818.000 -74.546

18.000 0.000distance moment

0.000 0.0002.402 -76.9916.000 95.6898.924 -23.113

12.000 108.27615.585 -90.02518.000 0.000

distance shear 0.000 0.0000.000 65.4186.000 -75.0266.000 85.582

12.000 -109.08712.000 109.14818.000 -76.03518.000 0.000

distance moment 0.000 0.0002.795 -91.4146.000 28.8238.638 -84.050

12.000 99.33815.536 -93.65918.000 0.000

distance shear 0.000 0.0000.000 61.9556.000 -98.1386.000 98.953

12.000 -95.71612.000 86.69618.000 -53.748

18.000 0.000distance moment

0.000 0.0002.322 -71.9286.000 108.5519.050 -42.346

12.000 98.84115.704 -61.70918.000 0.000

L beam lo 18000 mmMed 108551383 Nmm b1 0 mmMf 1680099388 Nmm b2 2435 mmneutral axis within flange beff1 0 mm

beff2 2287 mmk 0.0086337 Beff 2517.00 mmcompression bar not requiredz 424.65 mmAs 587.644907 2H 20 628 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

280 150293.2057 133.4929

320 100

steel stress maximum bar spacing280 150

288.2686 139.6642320 100

steel stress maximum bar spacing280 150

289.4396 138.2005320 100

first floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 6000 mm 6 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 2.875 kN/m variable load 0.45 kN/mUltimate load 4.55625 kN/m 4.55625 N/mm

distance shear(N) Slab loading to beam0 0 vsy 00 13668.75 permanent 0

6000 -13668.75 variable 06000 0

distance when V=0 3000

distance moment0 0

3000 205031256000 0

maximumshear 13668.75 Nmoment 20503125 Nmm

SpecificationAssumed:compression steel bar diameter 10.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Cover

min cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.017846 compression bar is not neededz 424.65 mmAs 110.994 mm^2 2H 10 157 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 11108.14 N OKVef 13144.78 N

θ 15.84087 θ is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.025744Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 3923.22 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913 mm use 335.25 mm

use 300 mmAdditional longitudinal force 13746.8Med.max/z 48282.41additional longitudinal re 31.60184 mm^2

Deflectionρ 0.000207

0.005ρ' 0.002161factor for structural system 1l/d 1968.513modification for steel area 1.41449allowable length to depth ratio 2784.443actual length to depth ratio 13.42282 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 287.2309maximum bar spacing 140.9614

Min bar spacingi. The max bar size 10 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 140.9614

ρo

L beam lo 6000 mmMed 20503125 Nmm b1 0 mmMf 798998398 Nmm b2 1835 mmneutral axis within flange beff1 0 mm

beff2 967 mmk 0.003429 Beff 1197.00 mmcompression bar not requiredz 424.65 mmAs 110.99404 2H 10 157 mmAs' 137.12605 2H 10 157 mm

ground floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 18000 mm 18 mBrick wall density 2.6 kN/m^2 0.26concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500.00 mm 0.5 mbeam width 230.00 mm 0 mBrick wall height 2500 mm 2.5 m

Permanent Loading from slab to beam A/1A-3A Variable Loading from slab to beam A/1A-3AVxx1 7.64127 kN/m Vxx1 2.18322 kN/mVxx2 10.88136 kN/m Vxx2 3.10896 kN/mVxx3 9.99243 kN/m Vxx3 2.85498 kN/m

Max Loading from slab to beam B/1A-3A Min Loading from slab to beam B/1A-3AVxx1 7.64127 kN/m Vxx1 2.18322 kN/mVxx2 10.88136 kN/m Vxx2 3.10896 kN/mVxx3 9.99243 Vxx3 2.85498 kN/m

b hBeam 0.23 0.5density of brick wall 2.6 kN/m^2Thickness of upper beam 0.5 mHeight of brick wall 3 mBrick s.w. 7.8 kN/mBeam self weight 1.8975 kN/m

span 1=2 2=3 3=4case 1: (L:H:L) first end moment 22.50845w 23.4073395 32.444901 26.581406 P 31.6475case 2: (H:L:H) L 6w 26.6821695 27.781461 30.863876 b 1.52case 3: (L:H:H) a 4.48

w 23.4073395 32.444901 30.863876case 4: (H:H:L)w 26.6821695 32.444901 23.40734

Case 1:span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 140.4440 194.6694 159.4884FEM 0.0000 -127.8415 97.3347 -97.3347 119.6163 0.0000balance 13.0743 17.4324 -12.7324 -9.5493carry over 0.0000 -6.3662 8.7162 0.0000balance 2.7284 3.6378 -4.9807 -3.7355carry over 0.0000 -2.4903 1.8189 0.0000balance 1.0673 1.4231 -1.0394 -0.7795carry over 0.0000 -0.5197 0.7115 0.0000balance 0.2227 0.2970 -0.4066 -0.3049

moment (kNm) 0.0000 -110.7488 110.7488 -105.2471 105.2471 0.0000w 23.4073 32.4449 26.5814Load 140.4440 194.6694 159.4884shear 51.7638900991 88.680147 98.251654 96.417752 89.225934 70.2625maximum moment 57.2363279088807 38.0170958401439 44.5055023663203distance from a 2.21143842934873 3.02826180497758 3.35670488766554

case 2span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 160.0930 166.6888 185.1833FEM 0.0000 -142.5782 83.3444 -83.3444 138.8874 0.0000balance 25.3859 33.8479 -31.7389 -23.8042carry over 0.0000 -15.8694 16.9240 0.0000balance 6.8012 9.0683 -9.6708 -7.2531

carry over 0.0000 -4.8354 4.5341 0.0000balance 2.0723 2.7631 -2.5909 -1.9432carry over 0.0000 -1.2955 1.3815 0.0000balance 0.5552 0.7403 -0.7895 -0.5921

moment (kNm) 0.0000 -107.7636 107.7636 -105.2949 105.2949 0.0000w 26.6822 27.7815 30.8639Load 160.0930 166.6888 185.1833shear 62.0859122253 98.007105 83.755836 82.93293 110.14077 75.0425maximum moment 72.2328912731194 18.4904020207541 91.2292147693258distance from a 2.32686896863128 3.01481033571407 3.56859818238487

case 3span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 140.4440 194.6694 185.1833FEM 0.0000 -127.8415 -53.8818 -97.3347 138.8874 0.0000balance 77.8814 103.8419 -23.7444 -17.8083carry over 0.0000 -11.8722 51.9209 0.0000balance 5.0881 6.7841 -29.6691 -22.2518carry over 0.0000 -14.8346 3.3921 0.0000balance 6.3577 8.4769 -1.9383 -1.4537carry over 0.0000 -0.9692 4.2384 0.0000balance 0.4154 0.5538 -2.4220 -1.8165

moment (kNm) 0.0000 -38.0990 38.0990 -95.5571 95.5571 0.0000w 23.4073395 32.444901 30.8638755Load 140.4440 194.6694 1111.0995shear 63.8721901109 76.571847 87.758352 106.91105 108.51781 76.6654maximum moment 87.144817751849 80.5872951585344 95.2179630318105distance from a 2.72872489891157 2.70484263634379 3.51601361055

case 4span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 160.0930 194.6694 140.4440FEM 0.0000 -142.5782 97.3347 -97.3347 105.3330 0.0000balance 19.3901 25.8534 -4.5705 -3.4279carry over 0.0000 -2.2852 12.9267 0.0000balance 0.9794 1.3058 -7.3867 -5.5400

carry over 0.0000 -3.6933 0.6529 0.0000balance 1.5829 2.1105 -0.3731 -0.2798carry over 0.0000 -0.1865 1.0552 0.0000balance 0.0799 0.1066 -0.6030 -0.4522

moment (kNm) 0.0000 -120.5459 120.5459 -95.6331 95.6331 0.0000w 26.6821695 32.444901 23.4073395Load 160.0930 194.6694 140.4440shear 59.9555185743 100.1375 101.48685 93.18256 86.160865 54.2832maximum moment 67.360793272769 38.1782300940425 62.9431365371717distance from a 2.24702562414691 3.12797521398028 3.68093372070862

maximumshear 1 63872.190 Nshear 2 101486.846 Nshear 3 110140.770 Nmoment 120545939.554 Nmm

SpecificationAssumed:compression steel bar diameter 20.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural class S4Min concrete cover regard to durabilit 15 mmMin concrete cover regard to fire 27 mm

Cmin 27 mmAllowance in design 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.10492275737 compression bar is not neededz 400.883840008 mm

As 691.265336157 mm^2 3H 20 943 mmA's 137.126049121 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.56496392002As,min 137.126049121 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45

column size 230 mm 0.23 mvef1 59017.46 N OKvef2 97755.68 N OKvef3 106591.42 N OKVed1 59259.89 NVed2 98180.33 Nved3 107082.97 N

θ1 3.53944355798 θ is 22θ2 2.14939084321 θ is 22θ3 1.97465852145 θ is 22tan θ1 0.40402622584cot θ1 2.47508685342tan θ2 0.40402622584cot θ2 2.47508685342tan θ3 0.40402622584cot θ3 2.47508685342

Shear linksAsw/s1 0.13734038811Assumed shear link H 8 Asw= 101 mm^2spacing of shear link 735.399115951 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link H 8 Asw= 101 mm^2spacing 548.913043478 mm use 335.25 mm

use 300 mmAsw/s2 0.22754217412Assumed shear link H 8 Asw= 101 mm^2spacing of shear link 443.873758304 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum links

Asw/s 0.184Assumed shear link H 8 Asw= 101 mm^2spacing 548.913043478 mm use 335.25 mm

use 300 mm

Asw/s3 0.24817488751Assumed shear link H 8 Asw= 101 mm^2spacing of shear link 406.971071951 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link H 8 Asw= 101 mm^2spacing 548.913043478 mm use 335.25 mm

use 300 mm

Additional longitudinal force1 73036.673Additional longitudinal force2 120976.9Additional longitudinal force3 131911.52Med.max/z 300700.42additional longitudinal reinforcemen 167.9004 mm^2additional longitudinal reinforcemen 278.10782 mm^2additional longitudinal reinforcemen 303.24487 mm^2

Deflectionρ 0.00058

0.005ρ' 0.0010279factor for structural system 1l/d 412.23335modification for steel area 1.4450387allowable length to depth ratio 595.69316actual length to depth ratio 40.268456 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress1 293.205673484steel stress2 288.268623674steel stress3 289.43960152maximum bar spaci 133.492908145maximum bar spaci 139.664220407maximum bar spaci 138.2004981

ρo

Min bar spacingi. The max bar size 20 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 133.49291

case 1distance shear

0.000 0.0000.000 51.7646.000 -88.6806.000 98.252

12.000 -96.41812.000 89.22618.000 -70.26218.000 0.000

distance moment 0.000 0.0002.211 -57.2366.000 110.7499.028 -38.017

12.000 105.24715.357 -44.50618.000 0.000

distance shear 0.000 0.0000.000 62.0866.000 -98.0076.000 83.756

12.000 -82.93312.000 110.14118.000 -75.042

18.000 0.000distance moment

0.000 0.0002.327 -72.2336.000 107.7649.015 -18.490

12.000 105.29515.569 -91.22918.000 0.000

distance shear 0.000 0.0000.000 63.8726.000 -76.5726.000 87.758

12.000 -106.91112.000 108.51818.000 -76.66518.000 0.000

distance moment 0.000 0.0002.729 -87.1456.000 38.0998.705 -80.587

12.000 95.55715.516 -95.21818.000 0.000

distance shear 0.000 0.0000.000 59.9566.000 -100.1376.000 101.487

12.000 -93.18312.000 86.16118.000 -54.283

18.000 0.000distance moment

0.000 0.0002.247 -67.3616.000 120.5469.128 -38.178

12.000 95.63315.681 -62.94318.000 0.000

L beam lo 18000 mmMed 120545940 Nmm b1 0 mmMf 1680099388 Nmm b2 2435 mmneutral axis within flange beff1 0 mm

beff2 2287 mmk 0.0095877 Beff 2517.00 mmcompression bar not requiredz 424.65 mmAs 652.577658 3H 20 943 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

280 150293.2057 133.4929

320 100

steel stress maximum bar spacing280 150

288.2686 139.6642320 100

steel stress maximum bar spacing280 150

289.4396 138.2005320 100

roof floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 1200

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 3900 mm 3.9 mBrick wall density 2.6 kN/m^2 0.26concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500.00 mm 0.5 mbeam width 230.00 mm 0 mBrick wall height 2500 mm 2.5 mPermanent load 14.54 kN/m variable load 1.755 kN/mUltimate load 22.2615 kN/m 22.2615 N/mm

distance shear(N) slab loading to beam0 0 vxy 0.30 43409.925 permanent 6.1425

3900 -43409.925 variable 1.7553900 0

distance when V=0 1950

distance moment0 0

1950 423246773900 0

maximumshear 43409.925 Nmoment 42324677 Nmm

SpecificationAssumed:compression steel bar diameter 16.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3

Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.0368392 compression bar is not neededz 424.65 mmAs 229.12542 mm^2 2H 16 402 mmA's 137.12605 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.5649639As,min 137.12605 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 30898.96 N OKVef 40849.85 N

θ 5.1046597 θ is OKθ 22

tan θ 0.4040262cot θ 2.4750869

Shear linksAsw/s 0.0716113Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1410.3927 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2

spacing 548.91304 mm use 335.25 mmuse 300 mm

Additional longitudinal force 38238.81Med.max/z 99669.56additional longitudinal re 87.905304 mm^2

Deflectionρ 0.000428

0.005ρ' 0.042414factor for structural system 1l/d 1152.19modification for steel area 1.754498allowable length to depth ratio 2021.515actual length to depth ratio 8.724832 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 294.25924maximum bar spacing 132.17594

Min bar spacingi. The max bar size 16 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 132.1759

ρo

L beam lo 3900 mmMed 42324677 Nmm b1 0 mmMf 798998398 Nmm b2 2885 mmneutral axis within flange beff1 0 mm

beff2 967 mmk 0.0070786 Beff 1197.00 mmcompression bar not requiredz 424.65 mmAs 229.12542 2H 16 402 mmAs' 137.12605 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

280 150294.2592 132.1759

320 100

first floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 1200

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 24.65625 kN/m variable load 6.5025 kN/mUltimate load 43.03969 kN/m 43.03969 N/mm

distance shear(N) Slab loading to beam0 0 vsy 0.4 0.450 109751.2 permanent 10.71 12.04875

5100 -109751.2 variable 3.06 3.44255100 0

distance when V=0 2550

distance moment0 0

2550 1399327845100 0

maximumshear 109751.2 Nmoment 139932784 Nmm

SpecificationAssumed:compression steel bar diameter 20.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3

Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.121797 compression bar is not neededz 392.29518 mmAs 820.00641 mm^2 3H 20 943 mmA's 137.12605 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.5649639As,min 137.12605 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 85562.90 N OKVef 104801.64 N

θ 2.0076479 θ is OKθ 22

tan θ 0.4040262cot θ 2.4750869

Shear linksAsw/s 0.1983001Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 509.32906 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2

spacing 548.91304 mm use 335.25 mmuse 300 mm

Additional longitudinal force 105887.8Med.max/z 356702.8additional longitudinal reinforcement 243.4202 mm^2

Deflectionρ 0.000705

0.005ρ' 0.001076factor for structural system 1l/d 304.8183modification for steel area 1.244837allowable length to depth ratio 379.4492actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 268.78125maximum bar spacing 164.02344

Min bar spacingi. The max bar size 20 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 164.0234

ρo

T beam lo 5100 mmMed 139932784 Nmm b1 2885 mmMf 1604671803 Nmm b2 2885 mmneutral axis within flange beff1 1087 mm

beff2 1087 mmk 0.01165279 Beff 2404.00 mmcompression bar not requiredz 424.65 mmAs 757.528696 3H 20 943 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

240 200268.7812 164.0234

280 150

first floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 1200

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 25.995 kN/m variable load 6.885 kN/mUltimate load 45.42075 kN/m 45.42075 N/mm

distance shear(N) Slab loading to beam0 0 vsy 0.45 0.450 115822.91 permanent 12.04875 12.04875

5100 -115822.91 variable 3.4425 3.44255100 0

distance when V=0 2550

distance moment0 0

2550 1476742135100 0

maximumshear 115822.91 Nmoment 147674213 Nmm

SpecificationAssumed:compression steel bar diameter 20.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3

Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.1285351 compression bar is not neededz 388.74094 mmAs 873.28325 mm^2 3H 20 943 mmA's 137.12605 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.5649639As,min 137.12605 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 90296.45 N OKVef 110599.53 N

θ 1.9046979 θ is OKθ 22

tan θ 0.4040262cot θ 2.4750869

Shear linksAsw/s 0.2092705Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 482.62884 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2

spacing 548.91304 mm use 335.25 mmuse 300 mm

Additional longitudinal force 111745.8Med.max/z 379878.2additional longitudinal reinforcement 256.8868 mm^2

Deflectionρ 0.000744

0.005ρ' 0.001076factor for structural system 1l/d 280.3427modification for steel area 1.17958allowable length to depth ratio 330.6866actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 268.60449maximum bar spacing 164.24439

Min bar spacingi. The max bar size 20 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 164.2444

ρo

T beam lo 5100 mmMed 147674213 Nmm b1 2885 mmMf 1604671803 Nmm b2 2885 mmneutral axis within flange beff1 1087 mm

beff2 1087 mmk 0.01229745 Beff 2404.00 mmcompression bar not requiredz 424.65 mmAs 799.437067 3H 20 943 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

240 200268.6045 164.2444

280 150

first floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 1200

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 2.6 kN/m^2 0.26concrete density 25 kN/m^3 2.5Height 3000 mm 3 m

Assumed upper beam depth 500.00 mm 0.5 mbeam width 230.00 mm 0 mBrick wall height 2500 mm 2.5 mPermanent load 19.1075 kN/m variable load 3.06 kN/mUltimate load 30.38513 kN/m 30.38513 N/mm

distance shear(N) Slab loading to beam0 0 vsy 0.40 77482.069 permanent 10.71

5100 -77482.069 variable 3.065100 0

distance when V=0 2550

distance moment0 0

2550 987896385100 0

maximumshear 77482.069 Nmoment 98789638 Nmm

SpecificationAssumed:compression steel bar diameter 20.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3

Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mmMin concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.0859861 compression bar is not neededz 410.05194 mmAs 553.83865 mm^2 2H 20 628 mmA's 137.12605 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.5649639As,min 137.12605 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 60405.63 N OKVef 73987.78 N

θ 2.8287089 θ is OKθ 22

tan θ 0.4040262cot θ 2.4750869

Shear linksAsw/s 0.1399957Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 721.4505 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2

spacing 548.91304 mm use 335.25 mmuse 300 mm

Additional longitudinal force 74754.59Med.max/z 240919.8additional longitudinal reinforcement 171.8496 mm^2

Deflectionρ 0.000655

0.005ρ' 0.001416factor for structural system 1l/d 341.7342modification for steel area 1.174272allowable length to depth ratio 401.2888actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 286.5461maximum bar spacing 141.81737

Min bar spacingi. The max bar size 20 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 141.8174

ρo

L beam lo 5100 mmMed 98789637.7 Nmm b1 2885 mmMf 1219523870 Nmm b2 0 mmneutral axis within flange beff1 1087 mm

beff2 510 mmk 0.01082475 Beff 1827.00 mmcompression bar not requiredz 424.65 mmAs 534.799518 2H 20 628 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

280 150286.5461 141.8174

320 100

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B

600 920 4480 6000 5400 600 3900 1200

Characteristic actionGk 1.25 kN/m^2 0.001 N/mm^2BS EN 1991-1-1:2002 Table 6.1category AFrom table 6.2

QkFloor 1.5 kN/m^2 0.0015 N/mm^2stair 2 kN/m^2 0.002 N/mm^2

Design life 50 yearsFire resist R60Exposure c XC- 3Fck 25 N/mm^2Fyk 500 N/mm^2density of concrete 25 kN/m^3diameter of bar 8 mm

Design slab panel 1-1A/ A-BLy 5.1 Ly/Lx 8.5 one way spanLx 0.6Design slab panel 1A-2/A-BLy 5.4 Ly/Lx 1.058823529 two way spanLx 5.1Design slab panel 2-3/A-BLy 6 Ly/Lx 1.176470588 two way spanLx 5.1Design slab panel 3-3A/A-BLy 5.4 Ly/Lx 1.058823529 two way spanLx 5.1Design slab panel 3A-4/A-BLy 5.1 Ly/Lx 8.5 one way spanLx 0.6

Slab thicknessMinimum thickness for fire resistance 80 mm 0.08 mEstimated thickness thickness considering deflection control 0.17 m 170 mm

axis distance for one way slab 20 mmaxis distance for two way slab ly/lx<1.5 10 mm

Durability, Fire& Bond RequirementsCmin,b 8 mmrecommended structural class S4Cmin,dur 20 mm

Min required axis distance for fire resistance 20 mmCmin,fire 16 mm∆C dev 10 mmNominal cover 30 mm

Slab selfweight 4.25 kN/m^2permanent load 1.25 kN/m^2Gk 5.5 kN/m^2Qk 1.5 kN/m^2design action 9.675 kN/m^2n 9.675 kN/m per m lengthConsider 1m width w 9.675 kN/m

Design slab panel 1-1A/ A-BMomentFrom Table 3.12 BS 8110: 1997End support condition (continuous)

support Middle Moment 0 kNm 0.49923 kNmShear 3.87 kN - kN

d 136 mm

As,min 181.3942484 mm^2/m Fctm 2.565As,max 6800 mm^2/m

Design moment Med 0.49923 Main barK 0.00107965 use As,mincompression bar is not needed H 8 250 mmz 67.8703947 201 mm^2As 16.9095 mm^2/m Secondary bar

H 8 250 mm201 mm^2

ShearVed 3.87 kNk 2.212678125 <=2.0ρ 0.001477941 <0.02Vrd,c 130659.7155 N 130.6597 kNVmin 67316.56557 N 67.31657 kNOK

Deflection

ρ 0.000124335ρ0 0.005K 1l/d 4241.610722modification factor for steel area provided 1.108083645l/d ( allowable) 4700.059

l/d actual 0.0375 OK

crackingh 170 < 200 mm OKMain barS 510 <= 400 mm

max bar spacing 250 OKsecondary bars 595 < 450 mm

max bar spacing 250 OK

Design slab panel 1A-2/A-BMsx1 12.33069075 kNm msx1 0.049Msx2 0 kNm msy1 0.044Msy1 11.072457 kNm msy2 0.058Msy2 14.5955115 kNm

Main reinforcement effective depthdx 136 mmdy 158 mm

Minimum and maximum reinforcement areaAs,min 181.3942484 mm^2/m Fctm 2.564963920015As,max 6800 mm^2/m

short span Main barmidspan Msx 12.33069 kNm/m use H 8 100 mmK 0.026666719 503 mm^2compression bar is not needed secondary bar

use H 8 250 mmz 64.72290939 mm 201 mm^2As 437.9657185 mm^2

Long spanmid span Msy1 11.07246 kNm/m Main barK 0.017741479 use H 8 150 mm

compression bar is not needed 335 mm^2z 76.48815034 mm secondary barAs 332.7825817 mm^2 use H 8 250 mm

201 mm^2

support Msy2 14.59551 kNm/m Main barK 0.023386495 use H 8 100 mmcompression bar is not needed 503 mm^2z 75.67144206 mm secondary barAs 443.402413 mm^2 use H 8 250 mm

201 mm^2

Shear Vsx1 15.39486 kN/m vsx1 0.312Vsx2 15.39486 kN/m vsx2 0.312Vsy1 14.309325 kN/m vsy1 0.29Vsy2 14.309325 kN/m vsy2 0.29

Design shear force Ved 15.39486 kNk 1.632911392 < 2ρ1 0.003183544 <=0.02Vrd,c 61813.6783 N 61.81368 kNVmin 57695.11777 N 57.69512 kN

OK

Deflectionρ 0.002771935ρ0 0.005K 1l/d 36.05866678modification factor for steel area provided 1.148491717l/d ( allowable) 41.41308

l/d actual 0.0375 OK

crackingh 170 < 200 mm OKMain barS 510 or 400 mm

max bar spacing 150 OKsecondary bars 595 or 450 mm

max bar spacing 250 OK

slab 2-3/A-BMsx1 13.5889245 kNm msx1 0.054Msx2 0 kNm msy1 0.034Msy1 8.5559895 kNm msy2 0.045Msy2 11.32410375 kNm

Main reinforcement effective depthdx 136 mmdy 158 mm

Minimum and maximum reinforcement areaAs,min 181.3942484 mm^2/m Fctm 2.564963920015As,max 6320 mm^2/m

short span Main barmidspan Msx 13.58892 kNm/m use H 8 100 mmK 0.029387813 503 mm^2compression bar is not needed secondary barz 64.37913371 mm use H 8 250 mmAs 485.2334149 mm^2 201 mm^2

Long span Main barmidspan Msy1 8.555989 kNm/m use H 8 175 mmK 0.013709325 287 mm^2compression bar is not needed secondary barz 77.06621457 mm use H 8 250 mmAs 255.2213248 mm^2 201 mm^2

support Msy2 11.3241 kNm/m Main barK 0.018144694 use H 8 125 mmcompression bar is not needed 402 mm^2z 76.43010346 mm secondary barAs 340.6043069 mm^2 use H 8 250 mm

201 mm^2

Shear Vsx1 15.9376275 kN/m vsx1 0.323Vsx2 15.9376275 kN/m vsx2 0.323Vsy1 19.737 kN/m vsy1 0.4Vsy2 19.737 kN/m vsy2 0.4

Design shear force Ved 19.737 kNk 2.125087901 >2ρ1 0.003183544 <=0.02

Vrd,c 75709.77652 N 75.70978 kNVmin 15641.202 N 15.6412 kN

OK

Deflectionρ 0.003071098ρ0 0.005K 1l/d 31.17486958modification factor for steel area provided 1.036614513l/d ( allowable) 32.31632

l/d actual 0.0375 OK

crackingh 170 < 200 mm OKMain barS 510 or 400 mm

max bar spacing 125 OKsecondary bars 595 or 450 mm

max bar spacing 250 OK

slab 3-3A/A-BMsx1 12.33069075 kNm msx1 0.049Msx2 0 kNm msy1 0.044Msy1 11.072457 kNm msy2 0.058Msy2 14.5955115 kNm

Main reinforcement effective depthdx 136 mmdy 158 mm

Minimum and maximum reinforcement areaAs,min 181.3942484 mm^2/m Fctm 2.564963920015As,max 6320 mm^2/m

short spanmidspan Msx 12.33069 kNm/m Main barK 0.026666719 use H 8 100 mmcompression bar is not needed 503 mm^2z 64.72290939 mm secondary barAs 437.9657185 mm^2 use H 8 250 mm

201 mm^2

Long span Main barmidspan Msy1 11.07246 kNm/m use H 8 150 mmK 0.017741479 335 mm^2compression bar is not needed secondary barz 76.48815034 mm use H 8 250 mmAs 332.7825817 mm^2 201 mm^2

Long span Main barmidspan Msy2 14.59551 kNm/m use H 8 100 mmK 0.023386495 503 mm^2compression bar is not needed secondary barz 75.67144206 mm use H 8 250 mmAs 443.402413 mm^2 201 mm^2

Shear Vsx1 14.01327 kN/m vsx1 0.284Vsx2 14.01327 kN/m vsx2 0.284Vsy1 19.737 kN/m vsy1 0.4Vsy2 19.737 kN/m vsy2 0.4

Design shear force Ved 19.737 kNk 2.125087901 > 2ρ1 0.002771935 <=0.02Vrd,c 72295.17974 N 72.29518 kNVmin 78206.01 N 78.20601 kN

OK

Deflectionρ 0.002771935ρ0 0.005K 1l/d 36.05866678modification factor for steel area provided 1.148491717l/d ( allowable) 41.41308

l/d actual 1.172037 OK

crackingh 170 < 200 mm OKMain barS 510 or 400 mm

max bar spacing 150 OKsecondary bar

s 595 or 450 mmmax bar spacing 250 OK

Design slab panel 3A-4/A-BMomentFrom Table 3.12 BS 8110: 1997End support condition (continuous)

support Middle Moment 0 kNm 0.49923 kNmShear 3.87 kN - kN

d 136 mm

Design moment Med 0.49923 Main barK 0.00107965 use H 8 250 mmcompression bar is not needed 201 mm^2z 67.8703947 secondary barAs 16.9095 mm^2/m use H 8 250 mm

201 mm^2As,min 181.3942484 mm^2/mAs,max 5440 mm^2/m Fctm 2.564963920015

ShearVed 2.9025 kNk 2.13718301 < 2ρ 0.000124335 <0.02Vrd,c 46723.46716 N 46.72347 kNVmin 67316.56557 N 67.31657 kNok

Deflectionρ 0.000124335ρ0 0.005K 1l/d 11modification factor for steel area provided 11.88680159l/d ( allowable) 130.7548

l/d actual 0.081415 OK

crackingh 170 < 200 mm OKMain barS 510 or 400 mm

max bar spacing 250 OKsecondary bars 595 or 450 mm

max bar spacing 250 OK

roof floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 18000 mm 18 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 m

Permanent Loading from slab to beam A/1A-3A Variable Loading from slab to b A/1A-3A

Vxx1 8.8077 kN/m Vxx1 2.4021 kN/m

Vxx2 9.0882 kN/m Vxx2 2.4786 kN/m

Vxx3 8.8077 kN/m Vxx3 2.4021 kN/m

Max Loading from slab to beam B/1A-3A Min Loading from slab to beam B/1A-3A

Vxx1 8.8077 kN/m Vxx1 2.4021 kN/m

Vxx2 9.0882 kN/m Vxx2 2.4786 kN/m

Vxx3 8.8077 Vxx3 2.4021 kN/m

b hBeam 0.23 0.5density of brick wall 0 kN/m^2Thickness of upper beam 0 mHeight of brick wall 0 mBrick s.w. 0 kN/mBeam self weight 1.8975 kN/m

span 1=2 2=3 3=4case 1: (L:H:L)w 14.45202 18.5486 14.45202case 2: (H:L:H)w 18.05517 14.8307 18.05517

case 3: (L:H:H)w 14.45202 18.5486 18.05517case 4: (H:H:L)w 18.05517 18.5486 14.45202

Case 1:span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 86.7121 111.2916 86.7121FEM 0.0000 -65.0341 55.6458 -55.6458 65.0341 0.0000balance 4.0236 5.3647 -5.3647 -4.0236carry over 0.0000 -2.6824 2.6824 0.0000balance 1.1496 1.5328 -1.5328 -1.1496carry over 0.0000 -0.7664 0.7664 0.0000balance 0.3285 0.4379 -0.4379 -0.3285

moment (kNm) 0.0000 -59.5325 59.5325 -59.5325 59.5325 0.0000w 14.4520 18.5486 14.4520Load 86.7121 111.2916 86.7121shear 33.433978579 53.27814 55.64579 55.64579 48.71935 37.9928maximum moment 38.673864401036 23.9361889723032 22.5866476528741distance from a 2.3134467416124 3 3.3711098693987

case 2span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 108.3310 88.9842 108.3310FEM 0.0000 -81.2483 44.4921 -44.4921 81.2483 0.0000balance 15.7526 21.0035 -21.0035 -15.7526carry over 0.0000 -10.5018 10.5018 0.0000

balance 4.5008 6.0010 -6.0010 -4.5008carry over 0.0000 -3.0005 3.0005 0.0000balance 1.2859 1.7146 -1.7146 -1.2859carry over 0.0000 -0.8573 0.8573 0.0000balance 0.3674 0.4899 -0.4899 -0.3674

moment (kNm) 0.0000 -59.3415 59.3415 -59.3415 59.3415 0.0000w 18.0552 14.8307 18.0552Load 108.3310 88.9842 108.3310shear 44.275256586 64.05576 44.49209 44.49209 64.05576 44.2753maximum moment 54.2863441811463 7.3966070147855 54.2863441811463distance from a 2.45222042139717 3 3.54777957860283

case 3span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 86.7121 111.2916 108.3310FEM 0.0000 -65.0341 -29.6708 -55.6458 81.2483 0.0000balance 40.5878 54.1171 -14.6300 -10.9725carry over 0.0000 -7.3150 27.0585 0.0000balance 3.1350 4.1800 -15.4620 -11.5965carry over 0.0000 -7.7310 2.0900 0.0000balance 3.3133 4.4177 -1.1943 -0.8957carry over 0.0000 -0.5971 2.2089 0.0000balance 0.2559 0.3412 -1.2622 -0.9467

moment (kNm) 0.0000 -17.7421 17.7421 -56.8369 56.8369 0.0000w 14.45202 18.548595 18.05517Load 86.7121 111.2916 649.9861shear 40.39904465 46.31308 49.12998 62.16159 63.63833 44.6927maximum moment 56.4655601308535 47.323628532055 55.3148193016985distance from a 2.79539086232563 2.64871731481128 3.52465945255186

case 4span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 108.3310 111.2916 86.7121FEM 0.0000 -81.2483 55.6458 -55.6458 65.0341 0.0000balance 10.9725 14.6300 -5.3647 -4.0236carry over 0.0000 -2.6824 7.3150 0.0000

balance 1.1496 1.5328 -4.1800 -3.1350carry over 0.0000 -2.0900 0.7664 0.0000balance 0.8957 1.1943 -0.4379 -0.3285

moment (kNm) 0.0000 -68.2305 68.2305 -57.5471 57.5471 0.0000w 18.05517 18.548595 14.45202Load 108.3310 111.2916 86.7121shear 42.79376473 65.53726 57.42635 53.86522 52.94724 33.7649maximum moment 50.7141804755657 20.6653643698434 39.4431757220579distance from a 2.37016681262601 3.09599462271987 3.66365669924831

maximumshear 1 44275.257 Nshear 2 57426.350 Nshear 3 64055.763 Nmoment 68230471.618 Nmm

SpecificationAssumed:compression steel bar diameter 16.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural class S4Min concrete cover regard to durability 15 mmMin concrete cover regard to fire 27 mm

Cmin 27 mmAllowance in design for d 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.05938756 compression bar is not needed

z 422.21652219 mmAs 371.49578628 mm^2 2H 16 402 mmA's 137.12604912 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.56496392As,min 137.12604912 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45

column size 230 mm 0.23 mvef1 42198.91 N OKvef2 55293.26 N OKvef3 61979.42 N OKVed1 42372.23 NVed2 55533.46 Nved3 62265.24 N

θ1 4.9420011531 θ is 22θ2 3.7762901491 θ is 22θ3 3.3714588419 θ is 22tan θ1 0.4040262258cot θ1 2.4750868534tan θ2 0.4040262258cot θ2 2.4750868534tan θ3 0.4040262258cot θ3 2.4750868534

Shear linksAsw/s1 0.0982016392Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1028.4960706 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mmAsw/s2 0.1287040288Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 784.74621933 mm

use 335.25 mmMax spacing 335.25 mm use 300 mm

Minimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mm

Asw/s3 0.144305568Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 699.90369316 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mm

Additional longitudinal force1 52222.99Additional longitudinal force2 68427.81Additional longitudinal force3 76702.22Med.max/z 161600.7additional longitudinal reinforcement1 120.0528 mm^2additional longitudinal reinforcement2 157.3053 mm^2additional longitudinal reinforcement3 176.3269 mm^2

Deflectionρ 0.000328

0.005ρ' 0.001028factor for structural system 1l/d 984.1046modification for steel area 1.088349allowable length to depth ratio 1071.049actual length to depth ratio 40.26846 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress1 275.14291884steel stress2 274.93656293steel stress3 275.14291884maximum bar spacing1 156.07135145maximum bar spacing2 156.32929633

ρo

maximum bar spacing3 156.07135145

Min bar spacingi. The max bar size 16 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 156.0714

vxx1 0.314vxx2 0.324

vxx3 0.314

vxx1 0.314vxx2 0.324

vxx3 0.314

case 1distance shear

0.000 0.0000.000 33.4346.000 -53.2786.000 55.646

12.000 -55.64612.000 48.71918.000 -37.99318.000 0.000

distance moment 0.000 0.0002.313 -38.6746.000 59.5329.000 -23.936

12.000 59.53215.371 -22.58718.000 0.000

distance shear 0.000 0.0000.000 44.2756.000 -64.0566.000 44.492

12.000 -44.49212.000 64.056

18.000 -44.27518.000 0.000

distance moment 0.000 0.0002.452 -54.2866.000 59.3429.000 -7.397

12.000 59.34215.548 -54.28618.000 0.000

distance shear 0.000 0.0000.000 40.3996.000 -46.3136.000 49.130

12.000 -62.16212.000 63.63818.000 -44.69318.000 0.000

distance moment 0.000 0.0002.795 -56.4666.000 17.7428.649 -47.324

12.000 56.83715.525 -55.31518.000 0.000

distance shear 0.000 0.0000.000 42.7946.000 -65.5376.000 57.426

12.000 -53.86512.000 52.947

18.000 -33.76518.000 0.000

distance moment 0.000 0.0002.370 -50.7146.000 68.2309.096 -20.665

12.000 57.54715.664 -39.44318.000 0.000

L beam lo 18000 mmMed 68230471.6 Nmm b1 0 mmMf 1680099388 Nmm b2 2435 mmneutral axis within flange beff1 0 mm

beff2 2287 mmk 0.00542675 Beff 2517.00 mmcompression bar not requiredz 424.65 mmAs 369.366911 2H 16 402 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

240 200275.1429 156.0714

280 150

steel stress maximum bar spacing240 200

274.9366 156.3293

280 150

steel stress maximum bar spacing240 200

275.1429 156.0714280 150

roof floor

1-1A 1A-1B 1B-2 2_3 3-3A 3A-4 A-A1 A1-B600 920 4480 6000 5400 600 3900 12000.6 0.92 4.48 6 5.4 0.6 3.9 1.2

Sizeoverall depth, h 500.00 mm

width, b 230.00 mmFck 25 N/mm2Fyk 500 N/mm2

Length 18000 mm 18 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 m

Permanent Loading from slab to beam A/1A-3A Variable Loading from slab to b A/1A-3A

Vxx1 8.8077 kN/m Vxx1 2.4021 kN/m

Vxx2 9.0882 kN/m Vxx2 2.4786 kN/m

Vxx3 8.8077 kN/m Vxx3 2.4021 kN/m

Max Loading from slab to beam B/1A-3A Min Loading from slab to beam B/1A-3A

Vxx1 8.8077 kN/m Vxx1 2.4021 kN/m

Vxx2 9.0882 kN/m Vxx2 2.4786 kN/m

Vxx3 8.8077 Vxx3 2.4021 kN/m

b hBeam 0.23 0.5density of brick wall 0 kN/m^2Thickness of upper beam 0 mHeight of brick wall 0 mBrick s.w. 0 kN/mBeam self weight 1.8975 kN/m

span 1=2 2=3 3=4case 1: (L:H:L)w 14.45202 18.5486 14.45202case 2: (H:L:H)w 18.05517 14.8307 18.05517

case 3: (L:H:H)w 14.45202 18.5486 18.05517case 4: (H:H:L)w 18.05517 18.5486 14.45202

Case 1:span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 86.7121 111.2916 86.7121FEM 0.0000 -65.0341 55.6458 -55.6458 65.0341 0.0000balance 4.0236 5.3647 -5.3647 -4.0236carry over 0.0000 -2.6824 2.6824 0.0000balance 1.1496 1.5328 -1.5328 -1.1496carry over 0.0000 -0.7664 0.7664 0.0000balance 0.3285 0.4379 -0.4379 -0.3285

moment (kNm) 0.0000 -59.5325 59.5325 -59.5325 59.5325 0.0000w 14.4520 18.5486 14.4520Load 86.7121 111.2916 86.7121shear 33.433978579 53.27814 55.64579 55.64579 48.71935 37.9928maximum moment 38.673864401036 23.9361889723032 22.5866476528741distance from a 2.3134467416124 3 3.3711098693987

case 2span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 108.3310 88.9842 108.3310FEM 0.0000 -81.2483 44.4921 -44.4921 81.2483 0.0000balance 15.7526 21.0035 -21.0035 -15.7526carry over 0.0000 -10.5018 10.5018 0.0000

balance 4.5008 6.0010 -6.0010 -4.5008carry over 0.0000 -3.0005 3.0005 0.0000balance 1.2859 1.7146 -1.7146 -1.2859carry over 0.0000 -0.8573 0.8573 0.0000balance 0.3674 0.4899 -0.4899 -0.3674

moment (kNm) 0.0000 -59.3415 59.3415 -59.3415 59.3415 0.0000w 18.0552 14.8307 18.0552Load 108.3310 88.9842 108.3310shear 44.275256586 64.05576 44.49209 44.49209 64.05576 44.2753maximum moment 54.2863441811463 7.3966070147855 54.2863441811463distance from a 2.45222042139717 3 3.54777957860283

case 3span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 86.7121 111.2916 108.3310FEM 0.0000 -65.0341 -29.6708 -55.6458 81.2483 0.0000balance 40.5878 54.1171 -14.6300 -10.9725carry over 0.0000 -7.3150 27.0585 0.0000balance 3.1350 4.1800 -15.4620 -11.5965carry over 0.0000 -7.7310 2.0900 0.0000balance 3.3133 4.4177 -1.1943 -0.8957carry over 0.0000 -0.5971 2.2089 0.0000balance 0.2559 0.3412 -1.2622 -0.9467

moment (kNm) 0.0000 -17.7421 17.7421 -56.8369 56.8369 0.0000w 14.45202 18.548595 18.05517Load 86.7121 111.2916 649.9861shear 40.39904465 46.31308 49.12998 62.16159 63.63833 44.6927maximum moment 56.4655601308535 47.323628532055 55.3148193016985distance from a 2.79539086232563 2.64871731481128 3.52465945255186

case 4span 1--2 2--1 2--3 3--2 3--4 4--3stiffness member 0.6667 0.5000 0.6667 0.6667 0.5000 0.6667distribution factor 1.0000 0.4286 0.5714 0.5714 0.4286 1.0000Load 108.3310 111.2916 86.7121FEM 0.0000 -81.2483 55.6458 -55.6458 65.0341 0.0000balance 10.9725 14.6300 -5.3647 -4.0236carry over 0.0000 -2.6824 7.3150 0.0000

balance 1.1496 1.5328 -4.1800 -3.1350carry over 0.0000 -2.0900 0.7664 0.0000balance 0.8957 1.1943 -0.4379 -0.3285

moment (kNm) 0.0000 -68.2305 68.2305 -57.5471 57.5471 0.0000w 18.05517 18.548595 14.45202Load 108.3310 111.2916 86.7121shear 42.79376473 65.53726 57.42635 53.86522 52.94724 33.7649maximum moment 50.7141804755657 20.6653643698434 39.4431757220579distance from a 2.37016681262601 3.09599462271987 3.66365669924831

maximumshear 1 44275.257 Nshear 2 57426.350 Nshear 3 64055.763 Nmoment 68230471.618 Nmm

SpecificationAssumed:compression steel bar diameter 16.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural class S4Min concrete cover regard to durability 15 mmMin concrete cover regard to fire 27 mm

Cmin 27 mmAllowance in design for d 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.05938756 compression bar is not needed

z 422.21652219 mmAs 371.49578628 mm^2 2H 16 402 mmA's 137.12604912 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.56496392As,min 137.12604912 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45

column size 230 mm 0.23 mvef1 42198.91 N OKvef2 55293.26 N OKvef3 61979.42 N OKVed1 42372.23 NVed2 55533.46 Nved3 62265.24 N

θ1 4.9420011531 θ is 22θ2 3.7762901491 θ is 22θ3 3.3714588419 θ is 22tan θ1 0.0864687345cot θ1 11.564873779tan θ2 0.0660042976cot θ2 15.150528631tan θ3 0.0589110664cot θ3 16.974739407

Shear linksAsw/s1 0.0210168819Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 4805.6605458 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mmAsw/s2 0.0210259099Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 4803.5971132 mm

use 335.25 mmMax spacing 335.25 mm use 300 mm

Minimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mm

Asw/s3 0.0210411957Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 4800.1074325 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304348 mm use 335.25 mm

use 300 mm

Additional longitudinal force1 244012.5Additional longitudinal force2 418861.1Additional longitudinal force3 526042.2Med.max/z 161600.7additional longitudinal reinforcement1 560.9484 mm^2additional longitudinal reinforcement2 962.899 mm^2additional longitudinal reinforcement3 1209.293 mm^2

Deflectionρ 0.000328

0.005ρ' 0.001028factor for structural system 1l/d 984.1046modification for steel area 1.088349allowable length to depth ratio 1071.049actual length to depth ratio 40.26846 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress1 275.14291884steel stress2 274.93656293steel stress3 275.14291884maximum bar spacing1 156.07135145maximum bar spacing2 156.32929633

ρo

maximum bar spacing3 156.07135145

Min bar spacingi. The max bar size 16 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 156.0714

vxx1 0.314vxx2 0.324

vxx3 0.314

vxx1 0.314vxx2 0.324

vxx3 0.314

case 1distance shear

0.000 0.0000.000 33.4346.000 -53.2786.000 55.646

12.000 -55.64612.000 48.71918.000 -37.99318.000 0.000

distance moment 0.000 0.0002.313 -38.6746.000 59.5329.000 -23.936

12.000 59.53215.371 -22.58718.000 0.000

distance shear 0.000 0.0000.000 44.2756.000 -64.0566.000 44.492

12.000 -44.49212.000 64.056

18.000 -44.27518.000 0.000

distance moment 0.000 0.0002.452 -54.2866.000 59.3429.000 -7.397

12.000 59.34215.548 -54.28618.000 0.000

distance shear 0.000 0.0000.000 40.3996.000 -46.3136.000 49.130

12.000 -62.16212.000 63.63818.000 -44.69318.000 0.000

distance moment 0.000 0.0002.795 -56.4666.000 17.7428.649 -47.324

12.000 56.83715.525 -55.31518.000 0.000

distance shear 0.000 0.0000.000 42.7946.000 -65.5376.000 57.426

12.000 -53.86512.000 52.947

18.000 -33.76518.000 0.000

distance moment 0.000 0.0002.370 -50.7146.000 68.2309.096 -20.665

12.000 57.54715.664 -39.44318.000 0.000

L beam lo 18000 mmMed 68230471.6 Nmm b1 0 mmMf 1680099388 Nmm b2 2435 mmneutral axis within flange beff1 0 mm

beff2 2287 mmk 0.00542675 Beff 2517.00 mmcompression bar not requiredz 424.65 mmAs 369.366911 2H 16 402 mmAs' 137.126049 2H 10 157 mm

Interpolation calculationsteel stress maximum bar spacing

240 200275.1429 156.0714

280 150

steel stress maximum bar spacing240 200

274.9366 156.3293

280 150

steel stress maximum bar spacing240 200

275.1429 156.0714280 150

roof floor

A-A1 A1-B Size

3900 1200 overall depth, h 500.00 mmwidth, b 230.00 mm

Fck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 3.5475 kN/m variable load 0.45 kN/mUltimate load 5.464125 kN/m 5.464125 N/mm

distance shear(N)0 00 13933.52

5100 -13933.525100 0

distance when V=0 2550

distance moment0 0

2550 177652365100 0

maximumshear 13933.52 Nmoment 17765236 Nmm

SpecificationAssumed:compression steel bar diameter 10.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mm

Min concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.015463 compression bar is not neededz 424.65 mmAs 96.17243 mm^2 2H 10 157 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 10862.68 N OKVef 13305.14 N

θ 15.65001 θ is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.025175Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 4011.871 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913 mm use 335.25 mm

use 300 mmAdditional longitudinal force 13443.04Med.max/z 41835.01

additional longitudinal re 30.90354 mm^2

Deflectionρ 0.000935

0.005ρ' 0.011249factor for structural system 1l/d 319.9744modification for steel area 1.632484allowable length to depth ratio 522.3533actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 293.018maximum bar spacing 133.7275

Min bar spacingi. The max bar size 10 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 133.7275

ρo

roof floor

A-A1 A1-B 1a-2 Size

3900 1200 5400 overall depth, h 500.00 mmwidth, b 230.00 mm

Fck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 11.9625 kN/m variable load 2.745 kN/mUltimate load 20.26688 kN/m 20.26688 N/mm

distance shear(N) Slab loading to beam0 0 vsy 0.30 51680.53 permanent 8.415

5100 -51680.53 variable 2.2955100 0

distance when V=0 2550

distance moment0 0

2550 658926775100 0

maximumshear 51680.53 Nmoment 65892677 Nmm

SpecificationAssumed:compression steel bar diameter 16.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mm

Min concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.057353 compression bar is not neededz 423.1166 mmAs 358.004 mm^2 2H 16 402 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 40290.55 N OKVef 49349.84 N

θ 4.228554 θ is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.093377Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1081.635 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913 mm use 335.25 mm

use 300 mmAdditional longitudinal force 49861.3Med.max/z 155731.7

additional longitudinal re 114.6237 mm^2

Deflectionρ 0.000635

0.005ρ' 0.002058factor for structural system 1l/d 358.543modification for steel area 1.126962allowable length to depth ratio 404.0644actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 274.2964maximum bar spacing 157.1295

Min bar spacingi. The max bar size 16 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 157.1295

ρo

L beam lo 5100 mmMed 65892677 Nmm b1 0 mmMf 839048443 Nmm b2 2585 mmneutral axis within flange beff1 0 mm

beff2 1027 mmk 0.0104941 Beff 1257.00 mmcompression bar not requiredz 424.65 mmAs 356.71122 2H 16 402 mmAs' 137.12605 2H 10 157 mm

roof floor

A-A1 A1-B 1a-2 2--3 Size

3900 1200 5400 6000 overall depth, h 500.00 mmwidth, b 230.00 mm

Fck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 25.74 kN/m variable load 6.5025 kN/mUltimate load 44.50275 kN/m 44.50275 N/mm

distance shear(N) Slab loading to beam0 0 vsy 0.4 0.450 113482.01 permanent 11.22 12.6225

5100 -113482 variable 3.06 3.44255100 0

distance when V=0 2550

distance moment0 0

2550 1446895665100 0

maximumshear 113482.01 Nmoment 144689566 Nmm

SpecificationAssumed:compression steel bar diameter 20.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mm

Min concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.1259373 compression bar is not neededz 390.12023 mmAs 852.60816 mm^2 3H 20 943 mmA's 137.12605 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.5649639As,min 137.12605 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 88471.47 N OKVef 108364.20 N

θ 1.9430692 θ is OKθ 22

tan θ 0.4040262cot θ 2.4750869

Shear linksAsw/s 0.205041Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 492.58447 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304 mm use 335.25 mm

use 300 mmAdditional longitudinal force 109487.3Med.max/z 370884.6

additional longitudinal reinforcement 251.6949 mm^2

Deflectionρ 0.000748

0.005ρ' 0.001104factor for structural system 1l/d 278.2318modification for steel area 1.203912allowable length to depth ratio 334.9667actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 270.53287maximum bar spacing 161.83392

Min bar spacingi. The max bar size 20 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 161.8339

ρo

T beam lo 5100 mmMed 144689566 Nmm b1 2585 mmMf 1.565E+09 Nmm b2 2885 mmneutral axis within flange beff1 1027 mm

beff2 1087 mmk 0.0123573 Beff 2344.00 mmcompression bar not requiredz 424.65 mmAs 783.27962 3H 20 943 mmAs' 137.12605 2H 10 157 mm

roof floor

A-A1 A1-B 2--3 3-3A Size

3900 1200 6000 5400 overall depth, h 500.00 mmwidth, b 230.00 mm

Fck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 25.74 kN/m variable load 6.5025 kN/mUltimate load 44.50275 kN/m 44.50275 N/mm

distance shear(N) Slab loading to beam0 0 vsy 0.4 0.450 113482.01 permanent 11.22 12.6225

5100 -113482 variable 3.06 3.44255100 0

distance when V=0 2550

distance moment0 0

2550 1446895665100 0

maximumshear 113482.01 Nmoment 144689566 Nmm

SpecificationAssumed:compression steel bar diameter 20.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mm

Min concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.1259373 compression bar is not neededz 390.12023 mmAs 852.60816 mm^2 3H 20 943 mmA's 137.12605 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.5649639As,min 137.12605 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 88471.47 N OKVef 108364.20 N

θ 1.9430692 θ is OKθ 22

tan θ 0.4040262cot θ 2.4750869

Shear linksAsw/s 0.205041Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 492.58447 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.91304 mm use 335.25 mm

use 300 mmAdditional longitudinal force 109487.3Med.max/z 370884.6

additional longitudinal reinforcement 251.6949 mm^2

Deflectionρ 0.000748

0.005ρ' 0.001104factor for structural system 1l/d 278.2318modification for steel area 1.203912allowable length to depth ratio 334.9667actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 270.53287maximum bar spacing 161.83392

Min bar spacingi. The max bar size 20 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 161.8339

ρo

T beam lo 5100 mmMed 144689566 Nmm b1 2885 mmMf 1.565E+09 Nmm b2 2585 mmneutral axis within flange beff1 1087 mm

beff2 1027 mmk 0.0123573 Beff 2344.00 mmcompression bar not requiredz 424.65 mmAs 783.27962 3H 20 943 mmAs' 137.12605 2H 10 157 mm

roof floor

A-A1 A1-B 3-3A Size

3900 1200 5400 overall depth, h 500.00 mmwidth, b 230.00 mm

Fck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 11.9625 kN/m variable load 2.745 kN/mUltimate load 20.26688 kN/m 20.26688 N/mm

distance shear(N) Slab loading to beam0 0 vsy 0.30 51680.53 permanent 8.415

5100 -51680.53 variable 2.2955100 0

distance when V=0 2550

distance moment0 0

2550 658926775100 0

maximumshear 51680.53 Nmoment 65892677 Nmm

SpecificationAssumed:compression steel bar diameter 16.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mm

Min concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.057353 compression bar is not neededz 423.1166 mmAs 358.004 mm^2 2H 16 402 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 40290.55 N OKVef 49349.84 N

θ 4.228554 θ is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.093377Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 1081.635 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913 mm use 335.25 mm

use 300 mmAdditional longitudinal force 49861.3Med.max/z 155731.7

additional longitudinal re 114.6237 mm^2

Deflectionρ 0.000635

0.005ρ' 0.002058factor for structural system 1l/d 358.543modification for steel area 1.126962allowable length to depth ratio 404.0644actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 274.2964maximum bar spacing 157.1295

Min bar spacingi. The max bar size 16 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 157.1295

ρo

L beam lo 5100 mmMed 65892677 Nmm b1 0 mmMf 839048443 Nmm b2 2585 mmneutral axis within flange beff1 0 mm

beff2 1027 mmk 0.0104941 Beff 1257.00 mmcompression bar not requiredz 424.65 mmAs 356.71122 2H 16 402 mmAs' 137.12605 2H 10 157 mm

roof floor

A-A1 A1-B Size

3900 1200 overall depth, h 500.00 mmwidth, b 230.00 mm

Fck 25 N/mm2Fyk 500 N/mm2

Length 5100 mm 5.1 mBrick wall density 0 kN/m^2 0concrete density 25 kN/m^3 2.5Height 0 mm 0 m

Assumed upper beam depth 0 mm 0 mbeam width 0 mm 0 mBrick wall height 0 mm 0 mPermanent load 3.5475 kN/m variable load 0.45 kN/mUltimate load 5.464125 kN/m 5.464125 N/mm

distance shear(N)0 00 13933.52

5100 -13933.525100 0

distance when V=0 2550

distance moment0 0

2550 177652365100 0

maximumshear 13933.52 Nmoment 17765236 Nmm

SpecificationAssumed:compression steel bar diameter 10.00 mmtension steel bar diameter 10.00 mmshear links diameter 8.00 mmDesign life 50.00 years

Durability, fire & Bond requirementExpossure class XC-3Nominal Covermin cover regard to bond 25 mmRecommended structural clS4Min concrete cover regard t 15 mm

Min concrete cover regard t 27 mm

Cmin 27 mmAllowance in design for dev 10 mmNominal cover 37 mm use 40 mm

Effective depth of beamd 447 mmd' 53.00 mm

Rectangular beamMain reinforcementK 0.015463 compression bar is not neededz 424.65 mmAs 96.17243 mm^2 2H 10 157 mmA's 137.126 mm^2 2H 10 157 mm

Minimum and Maximum reinforcement bar areaFctm 2.564964As,min 137.126 mm^2As,max 4600 mm^2

Shear ReinforcementVrd 286839.9 N 286.8399 kN when θ =22

416380.5 N 416.3805 kN when θ = 45column size 230 mm 0.23 mved 10862.68 N OKVef 13305.14 N

θ 15.65001 θ is OKθ 22

tan θ 0.404026cot θ 2.475087

Shear linksAsw/s 0.025175Assumed shear link used H 8 Asw= 101 mm^2spacing of shear links 4011.871 mm

use 335.25 mmMax spacing 335.25 mm use 300 mmMinimum linksAsw/s 0.184Assumed shear link used H 8 Asw= 101 mm^2spacing 548.913 mm use 335.25 mm

use 300 mmAdditional longitudinal force 13443.04Med.max/z 41835.01

additional longitudinal re 30.90354 mm^2

Deflectionρ 0.000935

0.005ρ' 0.011249factor for structural system 1l/d 319.9744modification for steel area 1.632484allowable length to depth ratio 522.3533actual length to depth ratio 11.4094 OK

CrackingFrom table 7.1Nlimiting crack width 0.3 mmsteel stress 293.018maximum bar spacing 133.7275

Min bar spacingi. The max bar size 10 mmii. 20 mmiii. Maximum size of aggregate +5mm 25 mm

min bar spacing 25 mm

Actual bar spacing 84 mm25 < 84 < 133.7275

ρo