梁等强拼接(手册)

,,框架梁等强度连接抗震设计,,,,,

一、设计条件：,,,,,,,

钢梁截面为HW250×250×9×14(r=16)，钢材为Q235，抗震设防烈度为8度，采用10.9级高强螺栓摩擦型连接。螺栓采用M20，摩擦面采用喷砂处理。节点位置详见布置图。,,,,,,,

,钢材强度f=,21.5,(10N/mm2),钢材抗剪强度fv=,12.5,(10N/mm2),

,梁截面高H=,25.0,(cm),翼缘宽B=,25.0,(cm),

,腹板厚tw=,0.9,(cm),翼缘板厚tf=,1.4,(cm),

,摩擦系数µ=,0.45,,双剪螺栓直径Φ=,2.0,(cm),

,螺栓间距d1=,7.0,(cm),螺栓预拉力P=,155.0,(kN),

,螺栓边距d2=,4.5,(cm),钢材极限强度fu=,37.5,(10N/mm2),

,螺栓抗拉ftb=,50.0,(10N/mm2),螺栓面积AebH=,2.45,(cm2),

,跨度hc=,900.0,(cm),型钢圆弧半径r=,1.6,(cm),

二、拼接连接计算:,,,,,,,

1、净截面积估算：,,,,,,,

,AnaF=0.85*B*tf=,,,,29.8,(cm2),

,Anaw=0.85*(H-2*tf)*tw=,,,,17.0,(cm2),

,单个螺栓抗剪承载力NvbH=0.9*2*µ*P=,,,,125.6,(kN),

,螺栓数目估算：,,,,,,

,翼缘nFac=AnaF×f/NvbH=,,,5.1,(cm)nFac=,8.0,

,螺栓行数n1:,,,2.0,螺栓列数n2:,4.0,

,腹板nWac=AnaW×fv/NvbH=,,,1.7,取nWac=,4.0,

,螺栓行数n3:,,,2.0,螺栓列数n4:,2.0,

,(行)腹板螺栓距离螺栓群中心距离x=,,,3.50,,,

,,,大于3行的扩展x=,,,,

,(列)腹板螺栓距离螺栓群中心距离y=,,,3.50,,,

,,,大于3列的扩展y=,,,,

,,,大于6列的扩展y=,,,,

2、连接板计算：,,,,,,,

,翼缘外侧连接板t1=0.5*tf+0.3=,,,1.0,(cm)取t1=,1.0,

,翼缘外侧连接板宽度取为B1=,,,25.0,,,

翼缘内侧连接板宽度B2=(B-tw)/2-r=,,,,10.5,(cm)取B2=,9.5,

,若面积相等则厚度t2=B1*t1/(2*B2)=,,,1.3,(cm)取t2=,1.2,

腹板两侧连接板t3=twb*hwb/(2*h)+0.1=,,,,0.7,(cm)取t3=,0.8,

腹板拼接连接板的高度H3=(n3-1)*d1+2*d2=,,,,16.0,(cm),,

,,,,,,,,

3、梁截面特性：,,,,,,,

,1),,,,,,

,A0c=tw*hw+2*B*tf=,,92.2,(cm2),,,

,I0xc=,10824.2,(cm4),W0xc=,865.9,(cm3),

,2),,,,,,

,翼缘板螺栓孔截面惯性矩Ixr1c=,,,1717.4,(cm4),,

,腹板螺栓孔截面惯性矩Ixr2c=,,,50.1,(cm4),,

螺栓孔截面惯性矩Ixrc=Ixr1c+Ixr2c=,,,,1767.6,(cm4),,

,3),,,,,,

,扣除螺栓孔后的净截面惯性矩Inxc=I0xc-Ixrc=,,,,9056.6,(cm4),

,4),,,,,,

,梁的净截面抵抗矩Wnxc=Inxc/0.5H=,,,,724.5,(cm3),

,5),,,,,,

,梁单侧翼缘的净截面积AnFc=B*tf-n1*tf*(Φ+0.2)=,,,,28.8,(cm2),

,6),,,,,,

梁腹板的净截面面积AnWc=tw*(H-2*tf)-n3*tw*(Φ+0.2)=,,,,,16.0,(cm2),

,,,,,,,,

4、梁的拼接连接按等强度设计法设计内力值,,,,,,,

,Mnc=Wnxc×f=,,,15577.4,(kN*m),,

,Vnc=Anwc×fv=,,,200.3,(kN),,

,,,,,,,,

5、校核估算螺栓数,,,,,,,

,nFb=Wnxc×f/[（Hb-tFb）NVbH]=,,,5.3,,,

,,,,可得：(nFb<nFac),设计满足,,

,nWb=Anwc×fv/NVBh=,,,1.6,,,

,,,,可得：(nwb<nWac),设计满足,,

,,,,,,,,

6、拼接连接板的校核,,,,,,,

,1)净截面面积的校核,,,,,,

梁单侧翼缘连接板的净截面面积AnFPL,,,,,(cm2),,

AnF1PL=(B1-n1*(Φ+0.2))*t1=,,,,,,20.6,

AnF2PL=(B2-0.5n1*(Φ+0.2))*t2*2=,,,,,,17.5,

AnFPL=AnF1PL+AnF2PL=,,,,,,38.1,

,,,,可得：(AnFPL>AnFc),设计满足,,

,腹板拼接连接板的净截面面积AnWPL,,,(cm2),,,

,AnWPL=(H3-n3*(Φ+0.2))*t3*2=,,,,18.6,,

,,,,可得：(AnWPL>AnWc),设计满足,,

,2)拼接连接板刚性的校核,,,(cm4),,,

,拼接连接板的毛截面惯性矩I0xPL=,,,,14033.2,(cm4),

,翼缘拼接连接板的螺栓孔截面惯性矩IxR1PL=,,,,2653.4,(cm4),

,腹板拼接连接板的螺栓孔截面惯性矩IxR2PL=,,,,87.7,(cm4),

,拼接板扣除螺栓孔后的净截面惯性矩InPL=I0xPL-IxR1PL-IxR2PL=,,,,,11292.1,

,拼接连接板净截面的抵抗矩WnxPL=InxPL/(0.5*H+t1)=,,,,,836.4,

,,,,可得：（WnxPL>Wnxc）,设计满足,,

,,,,,,,,

7、按抗震设计要求对拼接连接节点的承载力的校核,,,,,,,

,1)梁的全塑性弯矩MPxc=Wpxc*fy=,,,,22016.4,(kN*cm),

,,,,,,,,

,2)拼接连接节点的最大承载力校核,,,,,,

,对弯矩,,,,,,

,梁翼缘拼接连接板的净截面抗拉最大承载力的相应最大弯矩,,,,,,

,Mu1=Anf1PLfu（H+t1）+Anf2PLfu（H-2tF-t2）=,,,,33882.0,(kN*cm),

,梁翼缘高强度螺栓抗剪最大承载力的相应最大弯矩,,,,,,

,Mu2=0.58×nfnAebHfubH（H-tF）=,,,,55892.7,(kN*cm),

,,,,可得：(Mu2>Mu1),设计满足,,

,梁翼缘边端截面抗拉最大承载力的相应最大弯矩,,,,,,

,Mu3=nd2tFfu（H-tF）=,,,,178416.0,(kN*cm),

,,,,可得：(Mu3>Mu1),设计满足,,

,梁翼缘拼接连接板边端截面抗拉最大承载力的相应最大弯矩,,,,,,

,Mu4=nd2fu[t1（H+t1）+t2（H-2tF-t2）]=,,,,138240.0,(kN*cm),

,,,,可得：(Mu4>Mu1),设计满足,,

,Mu=Min（Mu1、Mu2、Mu3、Mu4）=,,,,33882.0,(kN*cm),

,1.2MPxc=,,,,26419.7,(kN*cm),

,,,,可得：(Mu>1.2Mpxc),设计满足,,

,对剪力,,,,,,

,梁腹板净截面面积的抗剪最大承载力,,,,,,

,Vu1=Anwc×fu/1.732=,,,,346.9,(kN),

,梁腹板拼接连接板净截面面积的抗剪最大承载力,,,,,,

,Vu2=AnwPL×fu/1.732=,,,,401.8,(kN),

,,,,可得：(Vu2>Vu1),设计满足,,

,梁腹板高强度螺栓抗剪最大承载力,,,,,,

,Vu3=0.58×nfnAebHfubH=,,,,1184.2,(kN),

,,,,可得：(Vu3>Vu1),设计满足,,

,Vu=min（Vu1、Vu2、Vu3）=,,,,346.9,(kN),

,1.4Vpm=1.4MPxc/(0.5*hc)=,,,,68.5,(kN),

,,,,可得：(Vu>1.4Vpm),设计满足,,

,3)螺栓孔对梁截面的削弱率校核,,,,,,

,螺栓孔的削弱面积AR=,,,,16.3,,

,螺栓孔对梁截面的削弱率μR=AR/A0=,,,,17.7%,,

,,,,可得：μR<25%,设计满足,,

三、按钢结构抗震规范验算,,,,,,,

1、翼缘的拼接验算,,,,,,,

,螺栓极限受剪承载力,,,,,,

,单个螺栓受剪承载力Nvub=0.58nfAebfub=,,,,296.0,(kN),

,翼缘连接板受压承载力Nfcub=d∑tfcub=,,,,157.5,(kN),

,腹板连接板受压承载力Nwcub=d∑tfcub=,,,,180.0,(kN),

,"故翼缘高强螺栓的受剪承载力为Min(Nvub,Nfcub)=",,,,157.5,(kN),

,"故腹板高强螺栓的受剪承载力为Min(Nvub,Nwcub)=",,,,180.0,(kN),

,翼缘高强螺栓的受剪承载力共为nNcub=,,,,1260.0,(kN),

,1.2Affay=,,,,826.7,(kN),

,,,,可得：（nNcub>1.2Affay）,设计满足,,

2、腹板的拼接验算,,,,,,,

,假设弯矩按刚度分配,,,,,,

,梁腹板毛截面的惯性矩I0wb=tw×(H-tf)^3/12,,,,820.6,cm4,9758.233333

,梁腹板净截面的惯性矩Inwb=I0wb-IxR2PL=,,,,732.9,cm4,820.5786

,则：腹板弯矩为Mx=MPxc×Inwb/Inxb=,,,,1781.7,kN*cm,

,弯矩产生的最大螺栓剪力：,,,,,,

,∑r2=,,,,98.0,cm2,

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