详细埋件计算示例(英规).xls

1、1Project:Far East Aluminium Works Co.Ltd.0203/SP78Tel:25573121(10)Prepared:LXHDate:2015/11/26Check:File:EM.xlsPage:ANALYSIS OF EMBED DType D embed is used fixed mullion of Curtain wall Design Forces Non-Factored reaction ForcesWind loaddesign wind load=4.2 kPamodulus =(1.231+1.231)/2=1.231mqw=4.2x(1

2、.231+1.231)/2 =5.170 kN/m Due to Wind Load(Suction)Rw=9 KN(see appendix A)bending moment:(consider+_25mm error)M=8500 x(120+25)=1232500 N.mmtherefor Shear force per anchor channel due to momentV=1232500/250=4930NCheck 52/34 HTA HALFEN CHANNEL 350mm LG with 3 nos anchor bar:Recommented Max pull-out f

3、orce for embedFrec=2x22=44 kN(For edge distance=225mm)4930 NOK2Project:HOTEL DEVELOPMENT STL 461,MA ONSHAN,SHATINFar East Aluminium Works Co.Ltd.Tel:25573121(10)Prepared:PYGDate:2002/05/31Check:File:balus.xlsPage:3Analysis of anchor bolt of glass balustrade(4 nos UPAT-EXA M12 anchor bolt)qw=6 kPa Ma

4、x.reaction force of Per Embed.Rw=6kPa x 1.125 m x 0.5 m=3.38 kNM=6 x 500 x1125x(1125/2+125)/1000=2320313 N.mmDead load isnt critical,Ignored!Max.tensile force due to bending moment of per anchor bolt T=2320313/(2x140)=8287 N Max shear force act on per anchor boltN=3380/4=845N Design tensile resistan

5、ce of per anchor bolt Rrest =Rt.fA1.fA2.fRRt=11.50kNGr 30 concretefA1=(1+140/200)/2=0.85spacing=140mmfA1=(1+170/200)/2=0.93spacing=170mmfR=145/145=1.0Edge distance exceed 145mmThus:Rrest=11.50 x1000 x0.85x0.93x1.0=9090.75N8287.00NOK Design shear resistance of per anchor bolt Project:HOTEL DEVELOPMEN

6、T STL 461,MA ONSHAN,SHATINFar East Aluminium Works Co.Ltd.Tel:25573121(10)Prepared:PYGDate:2002/05/31Check:File:balus.xlsPage:4Rress =Rs.fA1.fA2.fRRs=9.00kNGr 30 concretefA1=(1+140/200)/2=0.85spacing=140mmfA1=(1+170/200)/2=0.93spacing=170mmfR=145/145=1.0Edge distance exceed 145mmThus:RresS=9.00 x100

7、0 x0.85x0.93x1.0=7114.50N845.00NOK Interaction8287/9090.75+845/7114.50=1.031.2x29000 =34800NOK!Check Sect A-A:shear resistance,VRS=PoA/1.2=145x 19.5 x8/1.2=18850N1.2x29000/4=8700NOK!6Moment resistance,MRS=PoSx/1.2=240 x 8 x19.5 2/4/1.2=152100N1.2x29000 x11.75/4=102225NOK!2.Check the 2 nos.of M12 S/S

8、 bolts (Gr.A2-70)shear resistance,VRS=PoA=310 x84.3=26133N1.4x29000 /2=20300NOK!Maximum bearing capacity of G.M.S angle(with 6mm thk.)Brp=460 x 6 x 12 =33120.00 N1.4x29000/2=17400NO.K!3.Check the75x50 x4.5mm THK.G.M.S.HOLLOW that conectting the B pointThe tensile force due to the horzonical wind loa

9、dN1=29000 x345/305/sin(45)=46397.85Ntension resistance,NRS=PoA=275 x1044 =287100N1.4x46397.85=64956.99NOK!4.Check the75x75x5mm THK.G.M.S.HOLLOW that conectting the A pointThe tensile force due to the horzonical wind loadN2=46397.85xcos(45)=32803.28Ntension resistance,NRS=PoA=275 x1400 =385000N1.4x32

10、803.28=45924.59NOK!5.Check the embed at A pointMax supported reaction forces at A pointRd=N2=32803.28NProject:Far East Aluminium Works Co.Ltd.0202K2PGTel:25573121(10)Prepared:LXHDate:#Check:File:CWA-3.xlsPage:7 BM=32803.28 x25=820081.97 N.mmDepth S to N.A.=m*fc*d/(m*fc+fs)wherem(modular ratio)=15fc(

11、concrete direct stress)=7.50 N/MM2fs(cast-in steel tensile stress)=140 N/MM2Hence,S=15 x 7.5 x d/(15 x 7.5+140)=0.45 d(Where d=75 mm)=33.75 mmLa=(1-0.45/3)x d=0.85 d=63.75 mmMpressive force,C=820081.97/63.75=12864 NMax.tensile force per steel rodT=C/3+Ft/3=12864/3+32803.28/3=15222 NCheck factored be

12、aring stress on concretefbr=1.4x 2 x 12864/(33.75 x 350)=3.05 N/mm2 15222.43/1000=15.22 kNAllowable OK!Checking factored bending stress of the embed plate,fb=1.4x 12864 N x(2 x 0.45 d/3)x 6/(350 x 10)=69.5 MPa 135 mm OK.6.Check type E embed at B point Design Forces Non-Factored reaction Forces Due t

13、o Wind Load(Suction)Rx=N1xsin(45)=33 KN Ry=N1xcos(45)=33 KN bending moment:M=32803.28 x 25+32803.28 x 5 =984098.36 N.mm(Consider 25mm offset)Depth S to N.A.=m*fc*d/(m*fc+fs)wherem(modular ratio)=15fc(concrete direct stress)=7.50 N/MM2fs(cast-in steel tensile stress)=140 N/MM2Hence,Project:Far East A

14、luminium Works Co.Ltd.0202K2PGTel:25573121(10)Prepared:LXHDate:#Check:File:CWA-3.xlsPage:9S=15 x 7.5 x d/(15 x 7.5+140)=0.45 d(Where d=225 mm)=101.25 mmLa=(1-0.45/3)x d=0.85 d=191.25 mmMpressive force,C=984098.36/191.25=5146 NMax.tensile force per steel rodT=C/3+Ft/6=5146/3+32803.28/6=7182 NMax.shea

15、r stress per steel rodFv=32803.28/6=5467 NCheck factored bearing stress on concretefbr=1.4x 2 x 5146/(101.25 x 400)=0.36 N/mm2 7182.42/1000=7.18 kNAllowable OK!For ShearUsing 6 nos.1/2 x 4-1/8 Nelson Studs(Spacing=150 mm c/c)Concrete:fc=4000 Psi or 28 MPa(Normal weight)Anchor capacity from table 25(

16、refer to App.C2)Suc=10.33 KipsShear capacity Reductions:De=3.4 Kips(for edge dis.=4.0 inches)Thus,RSuc=6.93 KipsUsing a Factor of Safety of 3.0Allowable Shear load =6.93 Kips/3=2.31 Kips/anchor or 10.27 kN/anchorAllowable Tensile load10.27 kN 5.5 kNAllowable OK!Interaction for concrete(P/RPuc)t+(S/RSuc)twhere t=5/3 =(5.5/10.27)(5/3)+(7.18/15.7)(5/3)=0.62 (5.5/10.27)3+(7.18/15.7)3 =0.25 1.0Allowable OK.Checking factored bending stress of the embed plate,fb=1.4x 5146 N x(2 x 0.45 d/3)x 6/(400 x 12