详细埋件计算示例(英规).xls

详细埋件计算示例(英规).xls

《详细埋件计算示例(英规).xls》由会员分享，可在线阅读，更多相关《详细埋件计算示例(英规).xls（25页珍藏版）》请在冰豆网上搜索。

1Project:

FarEastAluminiumWorksCo.Ltd.0203/SP78Tel:

25573121（10）Prepared:

LXHDate:

2015/11/26Check:

File:

EM.xlsPage:

ANALYSISOFEMBEDDTypeDembedisusedfixedmullionofCurtainwallDesignForcesNon-FactoredreactionForcesWindloaddesignwindload=4.2kPamodulus=（1.231+1.231）/2=1.231mqw=4.2x（1.231+1.231）/2=5.170kN/mDuetoWindLoad（Suction）Rw=9KN（seeappendixA）bendingmoment:

（consider+_25mmerror）M=8500x（120+25）=1232500N.mmthereforShearforceperanchorchannelduetomomentV=1232500/250=4930NCheck52/34HTAHALFENCHANNEL350mmLGwith3nosanchorbar:

RecommentedMaxpull-outforceforembedFrec=2x22=44kN（Foredgedistance=225mm）4930NOK2Project:

HOTELDEVELOPMENTSTL461,MAONSHAN,SHATINFarEastAluminiumWorksCo.Ltd.Tel:

25573121（10）Prepared:

PYGDate:

2002/05/31Check:

File:

balus.xlsPage:

3Analysisofanchorboltofglassbalustrade（4nosUPAT-EXAM12anchorbolt）qw=6kPaMax.reactionforceofPerEmbed.Rw=6kPax1.125mx0.5m=3.38kNM=6x500x1125x（1125/2+125）/1000=2320313N.mmDeadloadisntcritical,Ignored!

Max.tensileforceduetobendingmomentofperanchorboltT=2320313/（2x140）=8287NMaxshearforceactonperanchorboltN=3380/4=845NDesigntensileresistanceofperanchorboltRrest=Rt.fA1.fA2.fRRt=11.50kNGr30concretefA1=（1+140/200）/2=0.85spacing=140mmfA1=（1+170/200）/2=0.93spacing=170mmfR=145/145=1.0Edgedistanceexceed145mmThus:

Rrest=11.50x1000x0.85x0.93x1.0=9090.75N8287.00NOKDesignshearresistanceofperanchorboltProject:

HOTELDEVELOPMENTSTL461,MAONSHAN,SHATINFarEastAluminiumWorksCo.Ltd.Tel:

25573121（10）Prepared:

PYGDate:

2002/05/31Check:

File:

balus.xlsPage:

4Rress=Rs.fA1.fA2.fRRs=9.00kNGr30concretefA1=（1+140/200）/2=0.85spacing=140mmfA1=（1+170/200）/2=0.93spacing=170mmfR=145/145=1.0Edgedistanceexceed145mmThus:

RresS=9.00x1000x0.85x0.93x1.0=7114.50N845.00NOKInteraction8287/9090.75+845/7114.50=1.031.2x29000=34800NOK!

CheckSectA-A:

shearresistance,VRS=PoA/1.2=145x19.5x8/1.2=18850N1.2x29000/4=8700NOK!

6Momentresistance,MRS=PoSx/1.2=240x8x19.52/4/1.2=152100N1.2x29000x11.75/4=102225NOK!

2.Checkthe2nos.ofM12S/Sbolts（Gr.A2-70）shearresistance,VRS=PoA=310x84.3=26133N1.4x29000/2=20300NOK!

MaximumbearingcapacityofG.M.Sangle（with6mmthk.）Brp=460x6x12=33120.00N1.4x29000/2=17400NO.K!

3.Checkthe75x50x4.5mmTHK.G.M.S.HOLLOWthatconecttingtheBpointThetensileforceduetothehorzonicalwindloadN1=29000x345/305/sin（45）=46397.85Ntensionresistance,NRS=PoA=275x1044=287100N1.4x46397.85=64956.99NOK!

4.Checkthe75x75x5mmTHK.G.M.S.HOLLOWthatconecttingtheApointThetensileforceduetothehorzonicalwindloadN2=46397.85xcos（45）=32803.28Ntensionresistance,NRS=PoA=275x1400=385000N1.4x32803.28=45924.59NOK!

5.ChecktheembedatApointMaxsupportedreactionforcesatApointRd=N2=32803.28NProject:

FarEastAluminiumWorksCo.Ltd.0202K2PGTel:

25573121（10）Prepared:

LXHDate:

#Check:

File:

CWA-3.xlsPage:

7BM=32803.28x25=820081.97N.mmDepthStoN.A.=m*fc*d/（m*fc+fs）wherem（modularratio）=15fc（concretedirectstress）=7.50N/MM2fs（cast-insteeltensilestress）=140N/MM2Hence,S=15x7.5xd/（15x7.5+140）=0.45d（Whered=75mm）=33.75mmLa=（1-0.45/3）xd=0.85d=63.75mmMpressiveforce,C=820081.97/63.75=12864NMax.tensileforcepersteelrodT=C/3+Ft/3=12864/3+32803.28/3=15222NCheckfactoredbearingstressonconcretefbr=1.4x2x12864/（33.75x350）=3.05N/mm215222.43/1000=15.22kNAllowableOK!

Checkingfactoredbendingstressoftheembedplate,fb=1.4x12864Nx（2x0.45d/3）x6/（350x10）=69.5MPa135mmOK.6.ChecktypeEembedatBpointDesignForcesNon-FactoredreactionForcesDuetoWindLoad（Suction）Rx=N1xsin（45）=33KNRy=N1xcos（45）=33KNbendingmoment:

M=32803.28x25+32803.28x5=984098.36N.mm（Consider25mmoffset）DepthStoN.A.=m*fc*d/（m*fc+fs）wherem（modularratio）=15fc（concretedirectstress）=7.50N/MM2fs（cast-insteeltensilestress）=140N/MM2Hence,Project:

FarEastAluminiumWorksCo.Ltd.0202K2PGTel:

25573121（10）Prepared:

LXHDate:

#Check:

File:

CWA-3.xlsPage:

9S=15x7.5xd/（15x7.5+140）=0.45d（Whered=225mm）=101.25mmLa=（1-0.45/3）xd=0.85d=191.25mmMpressiveforce,C=984098.36/191.25=5146NMax.tensileforcepersteelrodT=C/3+Ft/6=5146/3+32803.28/6=7182NMax.shearstresspersteelrodFv=32803.28/6=5467NCheckfactoredbearingstressonconcretefbr=1.4x2x5146/（101.25x400）=0.36N/mm27182.42/1000=7.18kNAllowableOK!

ForShearUsing6nos.1/2x4-1/8NelsonStuds（Spacing=150mmc/c）Concrete:

fc=4000Psior28MPa（Normalweight）Anchorcapacityfromtable25（refertoApp.C2）Suc=10.33KipsShearcapacityReductions:

De=3.4Kips（foredgedis.=4.0inches）Thus,RSuc=6.93KipsUsingaFactorofSafetyof3.0AllowableShearload=6.93Kips/3=2.31Kips/anchoror10.27kN/anchorAllowableTensileload10.27kN5.5kNAllowableOK!

Interactionforconcrete（P/RPuc）t+（S/RSuc）twheret=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=0.251.0AllowableOK.Checkingfactoredbendingstressoftheembedplate,fb=1.4x5146Nx（2x0.45d/3）x6/（400x12