1. FrontSpread SheetDESIGN OF RC BEAMS (ACI METHOD)Petrofac E&C Business Management SystemDoc No.SHJ-BMS-EN-VSS-C-1754Revision0Date9-Oct-06

&L&"Trebuchet MS,Regular"&9Design of RC Beam&R&"Trebuchet MS,Regular"&9SHJ-BMS-EN-VSS-C-1754 A&L&"Trebuchet MS,Regular"&9&Z&F&C&"Trebuchet MS,Regular"&9&A / Page &P of &N&R&G

2. ControlRevision historyRevDateDescription of Change09-Oct-06ApprovedApproval Authority: (Enter Role Title)OwnerDeveloperReviewerApproverIndrajit ChowdhurySanjeev GardeNikhil JogIndrajit ChowdhuryRecords of approval are retained in the BMS/Quality DepartmentSummaryDESIGN OF RC BEAMS (ACI METHOD)The spread is developed for design of multispan (3 spans) RC Beams for given loading (UDL and Triangular) by ACI Method meeting the requirements specified in ACI 318 - 99.CONTENTWorkSheet1Front Page2Control Page3Content

&L&"Trebuchet MS,Regular"&9Design of RC Beam&R&"Trebuchet MS,Regular"&9SHJ-BMS-EN-VSS-C-1754 A&L&"Trebuchet MS,Regular"&9&Z&F&C&"Trebuchet MS,Regular"&9&A / Page &P of &N&R&G

coverCALCULATIONS FOR DESIGN OF RC BEAM (ACI METHOD)BEAM MARKED : RB-aPage 1 of09/Oct/06SGNSJICRELEASEDREVDATEPPD BYCHKD BYAPPD BYDESCRIPTIONClient :Project :Document Number :

RB-a Client :Job No. :Page :ofProject :Prep.By :SGDate :Subject :Design of multispan Beam - ACI MethodChkd.By :ICDate :Design of Beam :Roof beam on grid ASize of beam :b =350mmPSF for DL=1.4D =350mmSelf weight of beam :DL =3.063KN/md =282mmPSF for LL=1.7DL due to cantilever slab projection = UDL =12.969KN/mFactored UDL =28.309KN/mConcrete =25N/mm2LL due to cantilever slab projection = UDL =3.450KN/mFactored inty =12.975KN/m2Steel =415N/mm2Triangular load on Beam B1& B3 =DL =23.639KNFactored load =54.528KNLL =12.608KNTriangular load on Beam B2 =DL =6.500KNFactored load =14.994KNLL =3.467KN4.100m2.150m4.100mStiffEI *0.1830.4650.4650.183Ratio00.2820.7180.7180.2820FEM-62.94462.944-14.26314.263-62.94462.94462.94431.472-31.472-62.9440.00094.417-14.26314.263-94.4170.000-22.625-57.52857.52822.625CO28.764-28.764-8.119-20.64520.6458.11910.322-10.322-2.914-7.4097.4092.9143.704-3.704-1.046-2.6592.6591.0461.329-1.329-0.375-0.9540.9540.3750.477-0.477-0.135-0.3420.3420.1350.171-0.171-0.048-0.1230.1230.0480.061-0.061-0.017-0.0440.0440.0170.022-0.022-0.006-0.0160.0160.0060.008-0.008-0.002-0.0060.0060.0020.003-0.003S -ve BM0.00059.128-59.12659.126-59.1280.000Shear force calculations- ve- ve- ve+ ve+ ve+ veSS React85.29885.29837.92937.92985.29885.298End Mom0.00059.12859.12659.12659.1280.000R due to M-14.42214.4220014.422-14.422S shear70.87699.71937.92937.92999.71970.876x2.031m from end1.0752.031m from end+ ve M76.504KN-m-36.052KN-m76.504KN-mBending Moment diagram59.12676.504-36.052Design of Beam for -ve BMM -ve =59.128KN-mFactor Rn==2.360N/mm2f =0.90strength reductionWhere,r=m=19.529r =0.0060Ast =r * b * d =596.59mm2But Minimum % of reinforcement required Amin =but shall not be less than=0.464in2=0.518in2HenceAmin =334.427mm2Ast required =596.59mm2No of bars required =1.90nos.Providing2.00T 20 barsdia of bar20mmDesign of Beam for +ve BMM -ve =76.504KN-mFactor Rn==3.054N/mm2f =0.90strength reductionWhere,r=m=19.529r =0.0080Ast =r * b * d =787.74mm2But Minimum % of reinforcement required Amin =but shall not be less than=0.464in2=0.518in2HenceAmin =334.427mm2Ast required =787.74mm2No of bars required =2.51nos.Providing3.00T 20 barsdia of bar20mmCheck for Shearfor Beam B-1for Beam B-2Vu/f =117.317KNVu/f =44.623KNf =0.85The allowable shear force in concrete without shear reinforcementVc ==82.760KNVs =34.557KNVs =Vc > Vu, hence providing nominal shear reinfDia of shear reinforcementSpacing of shear reinforcement8mms ==340.45mm c/cBut Min spacing of shear reinforcement iss ==13.402in c/c =340.42mm c/c= Say300.00c/cHence, Providing two legged stirrupsT8 @ 300 c/cSummary :Beam B1 & B3 :Size :350 x 350 mmBottom reinf :2- T 20 barsTop reinf @ support :3- T 20 barsStirrups :T8 @ 300 c/cBeam B2 :Size :350 x 350 mmBottom reinf :2- T 20 barsTop reinf :3- T 20 barsStirrups :T8 @ 300 c/c

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