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6 Design Reinforcement for Long Span 7 Design for bending moment ,Mo = 42,554.72 kg-m d1 = 37.00 cm d2 = 25.00 cm Strip width Ls/2 = 3.000 m Exterior Span Interior Span NEG. M POS. M NEG. M POS. M NEG. M COL. Strip coff. 0.36 0.24 0.56 0.20 0.50 M(kg-m) 15,320 10,213 23,831 8,511 21,277 As(cm^2) 27.39 27.03 42.61 22.52 38.04 Reinf. (or) DB12 0.12 0.13 0.08 0.15 0.09 Reinf. DB16 0.22 0.22 0.14 0.27 0.16 USED MID. Strip coff. 0.20 0.20 0.22 0.15 0.20 M(kg-m) 8,511 8,511 9,405 6,383 8,298 As(cm^2) 22.52 22.52 24.89 16.89 21.96 Reinf. (or) DB12 0.15 0.15 0.14 0.20 0.15 Reinf. DB16 0.27 0.27 0.24 0.36 0.27 USED As(min) = 5.6 cm^2/m Used = DB12 @ 0.20 m.

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FLAT SLAB +DROPRC. FLAT SLAB DESIGN1Material PropertiesLL500kg/sqm.fc'=280kscfs=1,700ksck = 1/(1+fs/(n*fc))=0.3324DESIGNj=0.8894.1Check beam shear strength of slab(AT DROP) bo1040cmR=15.52Vp at l+d , (DROP)=1.7ksc.Vc =0.29*(fc')^0.5=4.9ksc.2Preliminary design fors slab thickessOKShort span length ,Ls=6.00mAT COLUMN bo456cmLong span length ,Lg=8.00mVp at C+d , (COLUMN)=3.4ksc.Slab Thickness ,t2(min) = 4 in=10.16cm.Vc =0.29*(fc')^0.5=4.9ksc.Slab Thickness ,t2(min) = Lg/40=20.0cm.OK6Design Reinforcement for Long Span7Design Reinforcement for Short Spant2(min) = 0.091L(1-2C/3L)*(141w'/fc')^0.5+2.54=19.8cm.4.2Check puching shear strength of slabDesign for bending moment ,Mo=42,554.72kg-mt1(min) = 0.106L(1-2C/3L)*(141w'/fc')^0.5+3.81=23.9cm.Vp at C+d1/2 , (COLUMN)=5.0ksc.d1=37.00cmtotal load26,286.00Used slab thickness ,t2=28cm.Vc =0.53*(fc')^0.5=8.9ksc.d2=25.00cmDesign for bending moment ,Mo=31,186.55kg-mOKOKStrip widthLs/2=3.000mStrip widthLg/2=4.000mt1(max) = 1.5t1=42cm.Vp at l+d2/2 , (DROP)=2.2ksc.covering , (d')=3cm.Vc =0.53*(fc')^0.5=8.9ksc.Exterior SpanInterior SpanExterior SpanInterior SpanEffective Depth , (d2)=25cm.OKNEG. MPOS. MNEG. MPOS. MNEG. MNEG. MPOS. MNEG. MPOS. MNEG. MDrop Pannel width ,l1 ,0.30Ls < l1 < 0.40Ls (bs)=1.80m1.84.3Check Column Section RequirementCOL. Stripcoff.0.360.240.560.200.50Col. Stripcoff.0.360.240.560.200.50OKF = 1.15-C/L=1.10>= 11.10M(kg-m)15,32010,21323,8318,51121,277M(kg-m)11,2277,48517,4646,23715,593Drop Pannel length ,l2 ,0.30Lg < l2 < 0.40Lg, (bg)=2.40m2.4Mo =0.09FWLg(1-2C/3Lg)^2=42,555kg-mAs(cm^2)27.3927.0342.6122.5238.04As(cm^2)20.0719.8131.2316.5127.88OKMo =0.09FWLs(1-2C/3Ls)^2=31,187kg-mReinf. (or)DB120.120.130.080.150.09Reinf. (or)DB120.230.230.140.270.16Drop pannel thickness ,t1=40cm.Reinf.DB160.220.220.140.270.16Reinf.DB160.400.410.260.490.29OKCase 1 Have Both uppper and Lower ColumnUSEDUSEDEffective Depth at drop pannel, (d1)=37cm.Ic = 0.083t^3H/(0.5+WD/WL)=0cm^4>=42000Column width C1=0.4mIc ()=213,333cm^4MID. Stripcoff.0.200.200.220.150.20MID. Stripcoff.0.200.200.220.150.20Column length C2=0.4mOKM(kg-m)8,5118,5119,4056,3838,298M(kg-m)6,2376,2376,8924,6786,081Case 2 Have Lower Column onlyAs(cm^2)22.5222.5224.8916.8921.96As(cm^2)16.5116.5118.2412.3816.093LOADIc = (2-2.3h/H)0.083t^3H/(0.5+WD/WL)=103,794cm^4>=42000Reinf. (or)DB120.150.150.140.200.15Reinf. (or)DB120.270.270.250.370.28DL ,Dead load=698kg/sqm.H ,(Average Height of Upper and Lower Column)=0cmReinf.DB160.270.270.240.360.27Reinf.DB160.490.490.440.650.50LL ,Live load=500kg/sqm.h ,(Top of slab to bottom of column capital)=40cmUSEDUSEDDL+LL ,Total load Uniform load ,w'=1,198kg/sqm.H ,( Lower Column)=100cmWD=33,500kg5BENDING MOMENT FOR DESIGN COLUMNWL=24,000kgInternal Column , M = (WL1-WDL2)/40=4,800kg-mAs(min) =5.6cm^2/mAs(min) =7cm^2/mTotal load on column ,W = WD + WL=57,500kgExternal Column , M = (WL1)/30=7,667kg-mUsed =DB12 @0.20m.Used =RB9 @0.09m.Load transfer to edge beam (B) = 0.4W=23,000kg8Check Effective Depth due to MomentShort span ,Ls=3833kg/m.Check t1Long span ,Lg=2875kg/m.Mg=23,831kg-mdg = (Mg/R/(3/4*bs))^0.5=33.73cmOKMs=17,464kg-mds = (Ms/R/(3/4*bg))^0.5=25.00cmOKCheck t2Mg=10,213kg-mdg = (Mg/R/(3/4*bs))^0.5=17.10cmOKMs=7,485kg-mds = (Ms/R/(3/4*bg))^0.5=12.68cmOK

BASE PLATEBASE PLATE FOR SUPPORTFe 24;Fy =2400ksc.; =20cm. =20cm.TRUSS =3.7cm.l=/2 - /2 =8.15cm.P=4330.5kgw=P/(*) =10.83kg./cm^2M=wl^2/2 =359.5532953125kg.-cm.t ()=(6*M/0.75/Fy)^0.5 =1.09cm.Use20mm.BOLT FOR SUPPORTSTEEL PLATE;Fy =2400ksc.BOLT - A307;Fv =700ksc.Fp =1.35*Fy =3240ksc.t () =2cm.D (Bolt) =2cm. ( STEEL PLATE)Ps=D* t() * Fpkg/bolt=12960kg/bolt ( BOLT)Pb=3.414*D^2/4*Fvkg/bolt=2389.8kg/boltPh=44kgNo. of BoltPh/Ps =0.003setNo. of BoltPh/Pb =0.02setUSE Bolt=4setDiameter=20mm.CHECK TENSILE STRESS ()Ft=0.6Fy =1440ksc.Anet=*(-(Dia.BOLT+0.2)*2)cm.^2=31.2cm.^2ftPh/Anetksc.1.41ksc.ft