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1) Compressive strength of Reinforced Concrete a) for tie reinforcement Pn, KN= 1200 fc', MPa= 0 Width, mm= 400 Depth, m= 750 Ag mm2= 300000 φ, mm= 32 n= 21 Ast, m2 16880.64 Ast %= 5.62688 fy, MPa= 414 Pc, KN 0 Ps,KN 5590.868 Phi Pn, KN= 5590.868 2) tensile strength of Reinforced Concrete a) for tie reinforcement φ, mm= 16 n= 20 Ast, m2 4019.2 fy, MPa= 414 Phi Pn, KN= 1331.159 3) Minimum Flexural Reinforcement fc', MPa= 40 fy, MPa= 460 Bw= 250 D= 570 Cover= 20 d= 550 472.62302 418.47826 472.62302 Astmin1 mm 2 = Astmin2 mm 2= Astmin mm 2
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design formulae

### Transcript of Rc Design Formula

List of Formulae

Flexure

1)Compressive strength of Reinforced ConcreteRebar diaAreaa) for tie reinforcement628.26Pn, KN=1200738.465fc', MPa=0850.24Width, mm=400963.585Depth, m=7501078.5Ag mm2=3000001194.985, mm=3212113.04n=2113132.665Ast, m216880.64Ast %=5.6268814153.86fy, MPa=41415176.625Pc, KN016200.96Ps,KN5590.86796817226.865Phi Pn, KN= 5590.86796818254.3419283.3852)tensile strength of Reinforced Concrete20314a) for tie reinforcement25490.62528615.44, mm=1632803.84n=20Ast, m24019.2fy, MPa=414

Phi Pn, KN= 1331.159043) Minimum Flexural Reinforcementfc', MPa= 40fy, MPa= 460Bw=250D=570Cover=20d=550Astmin1 mm2= 472.6230198621Astmin2 mm2=418.4782608696Astmin mm2 472.6230198621

Shear in Member ( Column/Beam) subjected to compressionVu, shear force, KN= 6.30Vn, Nominal Shear, KN=7.41Nu, Axial force(N)=622775.00B, mm304.80D, mm304.50Ag92811.60fc' Mpa20.68cover63.50d241.00Vc, KN=82.36Minimum Shear Reinforcementbw=400D=750Clear cover30d720fc'=40fy=275s360Av, min (mm2)=205.3295632726Maximum spacing of tension reinforcementfy=414fs=276

Shear (2)Units unless otherwise specified: Length- mm, Force,-N, Stress- N/mm2Calculation of Shear CapacitySectionB=228.6mmMaterialsForcesStirrupsD=305mmfc'=20MpaPu (Nu) =-142000negative for tension=6mmCover=40mmfy=415MpaVu =161s=100mmd=265sqrt(fc')=4.472135955Mu =leg4Ag=69723Av=113.04mm2=11) Shear strength of concrete subjected to significant axial force

Vc =18.8542634564KN

Vs= 124.31574KN

Vn=143.1700034564KN2)Shear strength of concrete subjected to shear and flexure only

verifiedVc =46.055979083KN2) Shear strength Provided by Shear Reinforcementa) Spacing limits fro shear reinforcements1=132.5d/2s2=600mms3=s=132.5mmb) Minimum Shear ReinforcementverifiedAv=20.2372126375mm2/spacingverifiedAv= 25.5453614458Avmin= 20.2372126375Per132.5mms=b) Reinforcement Shear strength=12As226s=250fy=414d=720Vs= 269.46432KNhorizontallw=11.9s=2380s=450s=1050s=450

ShearUnits unless otherwise specified: Length- mm, Force,-N, Stress- N/mm2Give inputs only in Green colour filled cells and in indicated cells if requiredCalculation of Shear CapacityLSectionB=300mmMaterialsbeam length (l)=7.60MeterD=450mmfc'=40MpaForcesUDL (Wu)=57.60KN ( factored live and dead load)Cover=30mmfy=414MpaPu (Nu) =0negative for tension (N)Vu @ end=218.88KNd=420sqrt(fc')=6.32Vu (KN)=150input value or select "5O" (KN)Vu @ mid=54.72KNAg=135000=0.85Mu =Vn= Vu/ end=257.51KN=1Vn @ d=176.5KNVn=Vu/ mid=64.38KN

Summary

Vn @ d=176.47KNVc =101.60KNAre Stirrups requred? 1 ( 1- stirrups required, 0- stirrups not required) Try10.0mm2legged stirrupsAv provided=157.1mm2Avmin= 38.0mm2/spacingSmax=210.0mmSreqd=217.3mmRequired Vs=125.7KNActual Vs=182.1KNDesign is OKTRUE

1) Are stirrups required?

a) Shear strength of concrete subjected to significant axial tension

Vc =101.6039812212KN

b)Shear strength of concrete subjected to shear and flexure only

verifiedVc =101.60KNVs=125.67KNIf Vs is negative, provide minimum reinforcement only)Vs=Vn-Vc/2

Are Stirrups requred? 1 ( 1- stirrups required, 0- stirrups not required)

2) Maximum Stirrup Spacinga. Maximum Spacing based on beam depth and forces

2.a.1S1210d/22.a.2S2600mm2.a.3S3210

b Maximum Spacing based provided shear reinforcement. ( in 3)

S4 and S5 no need to check, ( verify)2.b.1S4552.82.b.2S5619.3mm

Smax=210mm

3) Design of Shear Reinforcement ( Required shear reinforcement area within spacing s)Smax=210mmbar diaAreaarea for 2 legsVs=126KN628.356.5S provided=150mm ( Provide in D25)850.3100.5Av reqd=108.41mm21078.5157.112113.1226.216201.1402.1

Try10mm2legged stirrupsdia =10mm ( Provide in D23)legs=2( Provide in D25)Av provided=157.08mm2Provided shear reinforcement

4) Compute stirrup spacing required fo the provided reinforcement ( in 2) to resist the shear forces ( not required)

Vn= Vu/ end=176.4705882353( If different than linked, input/link the appropriate value )Vc=101.6039812212( If different than linked, input/link the appropriate value )Av=157.08( If different than linked, input/link the appropriate value )Sreqd=217.3420481827mmS provided=150mm ( Provide in D25)

If Sreqd > S provided, design is OK.

4) Check Minimum Shear reinforcement required a) Spacing limits fro shear reinforcementSmax=210mmS Provided150mmb) Minimum Shear ReinforcementverifiedAv=42.622mm2/spacingverifiedAv= 38.043Avmin= 38.043mm2/spacing

5) Shear Capacity of the designed beamAv provided=157mm2S provided=150mm ( Provide in D25)Actual Vs=182KNRequired Vs=126KNDesign is OKTRUEs=b) Reinforcement Shear strength=12As226s=250fy=414d=720Vs= 269.46432KNhorizontallw=11.9s=2380s=450s=1050s=450

flexUnits unless otherwise specified: Length- mm, Force,-N, Stress- N/mm2Calculation of Shear CapacitySectionB=400mm3928D=750mmPn max= steel1300.9536Cover=30mmd=720As min1099.9226644064Ag=300000=1Materialsfc'=40Mpafy=414Mpasqrt(fc')=6.3245553203ForcesPu (Nu) =-1150000TensionVu =161Mu =1) For Members subjected to Significant axial tension

Vc =-34577.60884734512) Shear strength Provided by Shear Reinforcementa) Spacing limits fro shear reinforcements1=360d/2s2=600s3=s=360b) Minimum Sher ReinforcementAv=136.3904103864mm2/spacingAv= 121.7391304348Avmin= 121.7391304348b) Shear Reinforcement strength=12As226s=250fy=414d=720Vs= 269.46432KN

Sheet6Beam ScheduleFloor LevelBeam markBeam Cross sectionBar Longitudinal ReinforcementStirrups no/setStirrup spacingWidthDepthDiscont, AMid spanDiscont BTBTBTBTBTBTBTBTBTBTBTBTBTBTBTB

Limitations

schedule Beam ScheduleBeam IDSpan noSpan Length (mm)Section SizeLongitudinal barsStirrupsTypical ElevationsBHABCDEFGS1S2S3Elevation1-S1= 0.25lS3= 0.25lCB1141802506004-16-2-16-2-162-16-2Elevation2-S1= 0.25lS3= 0.3max (l1,l2)220002506004-16-2-16-3-163-16-2CB2145502506002-16-2-16-2-163-16-2224002506004-16-2-16-3-163-16-2CB3141802506004-16-2-162-163-16-2248002506002-16-2-16-2-162-16-2CB4120152506002-16-2-16-2-162-16-1CB5123352506002-16-2-16-2-162-16-1CB6112202506002-16-2-16-2-162-16-1CB7129152304502-16-2-16-2-162-16-1CB8129352304502-16-2-16-2-162-16-1CB919002506002-16-2-16-2-162-16-1CB10110602506002-16-2-16-2-162-16-1CB11124003507503-16-3-16-3-163-16-1CB11a124002506002-16-2-16-2-162-16-1CB12173004007504-254-252-20+8-327-323-25CB-1223050400750--4-253-202-20CB13173004007503-253-202-20+8-327-323-25CB141103234007503-322-282-25+11-3211-322-28CB15173004007504-254-252-253-2523050400750--4-253-202-20CB16173004007503-202-202-162-201-20CB17173003004502-202-202-202-201-20