《变径钢筋锚固长度计算方式.docx》由会员分享,可在线阅读,更多相关《变径钢筋锚固长度计算方式.docx(6页珍藏版)》请在优知文库上搜索。
1、关于变径钢筋连接采用倒插绑扎搭接,搭接锚固长度计算方式:I1.G1.OIT图集:第55页it:tffH1.t1.-r.I*M9aatfC20C25505C40C45*414f2W22f2CWH214Imo一二黑IJ)4MWJW出29J2MH341.dW3X2WTdZSdBt3OJtU39dM3dJ加2MHRBBSHR3F33S一、-M(3333MJtd2必26J2V1723(4m)WJW33却20/24J2M22d2%Bt3皿4)3留IW2MYd242M2%2112MHRftKOHRRFWW1.FMOO-=”J)46rf37d3M3”3M神?W纨3“42JHd34JXW2r2WXd26dKMJ
2、)状看(340/3”322W2W27dM25d500Zft(m)5MS(W“d4W4M4d4M如JM3&3N如如Nd34323“3一4W3W如如31.d3W长渡,爱坡ttME本e值长an,,frMtIfCttt-1.r.M椅*fcJ*.HC力Mtfc缶屡的柱冲用.3什以的卵九幡出长炭及卿也拼搐机收在拉坪检观横空宓见*E终*3$页.4.1心受拉及小f1.心支拉柱内g球冏不伸乘M岬如婚信UT*设计者成东枝干正玷橘施工m中注明於平西位W1.及足世.$.上QW笫比F住*时见If1.1.上”侬雄直拄比下柱5的JftIfft大K兄E2.下柱力豉山上住声讨见阳3下行佛航近日比上械指脑Jt程大时总B4阳中为机
3、如格。.也W第R机械连按和内馔11便HCy7U式=门上R1.HrNF土在%n*te6.也成由邮位位于Jfc他也曲以上Z次F都佗以下地下重加分柱软面仪绐工饼柿跳贝本也嫉祭“K一、1.aE代号需查受拉钢筋锚固长度表:1、看钢筋种类:2、看图纸抗震等级:3、看楼层混凝上强度等级,按标号计算:最后得出多少D二、变径钢筋锚固长度计算:图为少变多:1.2*1.aE图2为小变大:1.2*1.aE+500图3为多变少:1.2*1.aE图4为大变小:1.2*1.aE三.具体计算结果如卜表:IHRB400E变径钢筋锚固长度计算表钻劲陶由小交大:丽长度)变径i陶由大变小IR筋由多费少涧筋由少费多三三H()12斐MC
4、251272.814焚12C256624C301172C30576C351121.6C355328C401054.4C404752C4S1037.6C4S460.814变16C251383.216变14C2S772.8C301268C30672C351210.4C35621.6C401133.6C40S544C4511144C45537616变18C251493.618变16C2S8832C3013MC30768C351299.2C357104C401212.8C406336C451191.2C45614418斐20C25皿20焚18C259936C3014MC30864C35138SC3S7
5、992C401?92C407128C451268C45691.220斐22C251714422g20025H04C301556C30960C3514768C35888C401371.2C40792C451344.8C4576822费25C2518E025费22C2512144C301700C301056C351610C359768C4014S0CqO871.2C451460C45&448钢筋及预埋件隐蔽胺收记录修改如下:分部(子分Z1.)工在名标主体结构险蔽部位”一五依据及图号图纸台市、设计变更、施工图结施雨筋合格证墉号1PB3006.5:02-01-12-65577HPB3006.5:YZZ
6、1.1601053HPB3008:02-01-14-058788HPB3008:YZZ1.1601053HPB30010:02-01-14-0377470HPB30010:YZZ1.1600946HRB400E8:12-02-1G-48199HKB400E8:YZ1160i1.1.3HRBqoOE10:03-01-14-0092008HRB400E10:YZZ1.1601050HRB400E12:61-0-16-7789HRWoOEYn1.I601054HRBMOE14:01-01-15-0928718HRB400E14:YZZ1.1601054HRB400E16:01-01-14-04575
7、78HR现OoEI6:Y1.1601054HRB40(E18:01-01-14-04534884HRMOOE18:miiO1.1.1.O级向受力力防品种投格C12C14C16C18A1.Oft三(t)1.880.220.570.0360.67俯筋连播方式家用纨礼电遭压力炸讯晚报缶编号11HHO3549横头fe三石合要求接头面投百分率1.21.a三(具体部位详第袅1-2)8个)C12:704C14:60;C16:12UC18:6;地肪祸向iR品加报格A6.5A8A1.OC8C1.O於里(t)0.221.20.330.920.75附表19楼五层墙柱变在钢筋采用倒插绑扎搭接,具体部位如下:部位锚固长
8、度mm)1/J322三三30118三2212*8三iS三S47S11xn,交HS6,18交6*16落友调固长支分633EE1XD#616*163?1612塔及诚3!长豆孑47SmE1/E281616三6t12塔接雄JS梃豆为475mm3文触618.2016三22三16三三三633mm3XHSs616S612塔接端司长变为475ee3交FS616交6,12格拉场司长麦为47SeeDX3Ss20163518*12搭友城3:长宣为47SEE3次D轴20216S18112格接屈U长支为47Smm4iK22116三8141012塔接雄霓长安为475mm4文KS6i1.6三12用技病圉长变为475eeS3
9、ZGS三616交012需技谄3!长宝为475EE4交F结1416351212三三475mm;SZZD三22216交1412塔St说3)长袁力47SmES地81616112野揍燧5:长豆为47SmE7K1/J三614t16三121223J三三475mm7文1/J三三1*116X12*12三三S三三475mm6XC121.163E12*12舟技城引长受力475ee16文MMi6116交1214S3rffi3SS54mm65J/Hfi81636412据揍833枝支为47Smrn14J/H616三6三12塔接堆3S梃支为475Em14SGSS12*16X1212塔技标30长变为475mm165G12*
10、1656118样技病3!长支为712mm13-143F61635612塔友城3:长堂为47SEE13.14交1/Ee12116交12112塔殖端2:长皇为475ee118三6t16塔堂端里长文为633mm26XKS6118.2016X22*16知M1.S1.B长笠为633mm20文XM616R6t12搭安应W长受力47SmE26XF6116支612持堂母里戈复为47Smm26:ZDM20三16三18*22S3三三475mm25XK22116三8*1410112瘠M1三3B长芟为475mm25交K通G16J5U2挎安迨哥长支为475mm2SXF514116三1212将娄娘3及更为47Smm24XOS22*16三14112用艾雄里长复为475mm24811651612搭圣笳宜收宣力4751111n22X1/J5C14iIg交12,12将续63!晚宜为47Smm22之1/J岫K116交1212塔至淮空七支为475mm232CS1216交1212将斐宿用长变为475mm1721.SS12“G交1212搭妥适三长置为47SmE171.t