Instruction manuals

6.2 Beam Design

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beam design
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  Job: DateDate Design of Beam for BendingSagging moments at Span A-B and F-G Design Moments=kNmConcrete Grade=CCover to reinforcements=mmStrenght of reinforcement=N/mm 2 Length of beam=mmEffective width of slab =(4000/2+4000/2 )Size of reinforcement bar=mmSize of shear link=mmThis beam is behave as a flange beam ( T Beam)Hense, b ef  =b w +L z /5=bw + (0.7 x L)b ef  =995mm=mmd=500-25-10-20/2d=409mm=mm BS 8110-1:1985 K== 3.4.4.4 bdf  cu Redistribution does not exceed10% , hense K'=0.156K<Hense, Compression reinforcement is not requiredz=d 0.5+ ( 0.25 - K/0.9)=mm6180.0025460550020 CALCULATION SHEET MAGA ENGINEERING (PTE) LTD. ReferenceOutputCalculations 200, Nawala Road, NarahenpitaColombo - 05, Sri Lanka.Fax: 2808846 & 47Tel: 2808835 to 44 Fairmount Residencies - Rajagiriya (Proposal - II)Design of Slabs DesignChecked1504500.0433K'388.35995.0409.022525M  Job: DateDate CALCULATION SHEET MAGA ENGINEERING (PTE) LTD. ReferenceOutputCalculations 200, Nawala Road, NarahenpitaColombo - 05, Sri Lanka.Fax: 2808846 & 47Tel: 2808835 to 44 Fairmount Residencies - Rajagiriya (Proposal - II)Design of Slabs DesignCheckedBut,0.95d=mmHense,Selected z=mmz=388mmx=(d - z) / 0.45=x < 150 mm, hense natural axis within the flange,Then, A s,req ==mm0.87 f  y  z Use0Nos.T16&4Nos.T20A s,Pro =mm 2 A s,Pro >A s,req Ok Check minimum R/F100 A s => Minimum steel % is OkDeflection Check BS 8110-1:1985 f  s  =5 f  y  A s,req x1= 3.4.6 8 A s,pro  β M/bd 2 =M F=0.55 +=120 ( 0.9 + M/bd 2 ) BS 8110-1:1985 Basic span /Efe.depth ratio= Table-3.10 Hense,Allowable span /Efe.depth ratio= Actual span /Efe.depth ratio= Allowable span /Efe.depth ratio>Actual span /Efe.depth ratio Hense, Deflection check is OkSlenderness check BS 8110-1:1985 Clear distance between restrains=4450 - column widht 3.4.1.6 =mm60 b c = A c  A c 0.13 264.90 ( 477 - f  s )0.86 19.8 1.24 1.24 M60 x 2504.78 23.0 388.3 1,257.1 1158.346.0388.613.4 3550  Job: DateDate CALCULATION SHEET MAGA ENGINEERING (PTE) LTD. ReferenceOutputCalculations 200, Nawala Road, NarahenpitaColombo - 05, Sri Lanka.Fax: 2808846 & 47Tel: 2808835 to 44 Fairmount Residencies - Rajagiriya (Proposal - II)Design of Slabs DesignChecked=mm250 b c2 /d=mmLesser value from above=mm> Hense Slenderness check is OkHogging moments at Support B & F Design Moments=kNmConcrete Grade=CCover to reinforcements=mmStrenght of reinforcement=N/mm 2 Length of beam=mmEffective width of slab =( 5360/2+4150/2 )Size of reinforcement bar=mmSize of shear link=mmThis beam is behave as a flange beam ( T Beam)b=mmb=225.0d=500-25-10-20/2d=405mm=mm BS 8110-1:1985 K== 3.4.4.4 bd 2 f  cu Redistribution does not exceed10% , hense K'=0.156K<K'2010M0.0813405.022590.03025460225.01500015000150450150004450355038203  Job: DateDate CALCULATION SHEET MAGA ENGINEERING (PTE) LTD. ReferenceOutputCalculations 200, Nawala Road, NarahenpitaColombo - 05, Sri Lanka.Fax: 2808846 & 47Tel: 2808835 to 44 Fairmount Residencies - Rajagiriya (Proposal - II)Design of Slabs DesignCheckedHense, Compression reinforcement is not requiredz=d 0.5+ ( 0.25 - K/0.9)=mmBut,0.95d=mmHense,Selected z=mmz=364mmThen, A s,req ==mm0.87 f  y  z Use2Nos.T16&1Nos.T20A s,Pro =mm 2 A s,Pro >A s,req OkDesign for Shear  BS 8110-1:19853.12.11.1 Maximum shear at support B,Design shear forceV=kNDesign shear stressv = V/b v d=N/mm 0.8 √  f  cu =N/mm v =< lesser of 0.8√f  cu or 5.0 BS 8110-1:1985Table - 3.9 Find value of v c ,100 A s =N/mmLesser of 100A s /b v d and 3.0=N/mm=Max of 400/d or 1= γ m =here we use grade 30 concrete . Hense, (f  cu /25) 1/3 =1261.3831261.3834.382 1.383716.6  M617.3 364.3384.8364.30.677 b v d0.677 400d0.9881.0001.250.941
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