附加约束矩形钢管高强混凝土柱的材料本构模型、方钢管高强混凝土柱耐火极限和保护层设计厚度.docx

附录A附加约束矩形钢管高强混凝土柱的材料本构模型A.1内配螺旋箍筋矩形钢管高强混凝土柱中混凝土等效单轴受压应力-应变曲线按下列公式确定:,(4/%)T+(a%)匕(/%)+(W-1)(4/%)2l+0-2)(q%)+W(q%)2k-JEcYfe/%)Ec=332OZ7+69OO久%(A.1-1)4>为(A.1-2)(A.1-3)(A.1-4)(A.1-5)(A.1-6)(A.1-7)%=0.0005瑞K=-3.157-0.27W=8.032+1.33esPsfupo鼠=：一4、(A.1-8)2(°-p)(A.1-9)Ds式中：螺旋箍筋约束指标；为一无约束混凝土的轴心抗压强度；o无约束混凝土的峰值压应变；螺旋箍筋的抗拉强度；D螺旋箍筋约束区直径；&P螺旋箍筋直径；S螺旋箍筋间距；Asp螺旋箍筋的截面面积；匕、W控制承载力下降速率、残余强度的指标。A.2外包套管矩形钢管高强混凝土柱中混凝土等效单轴受压应力-应变曲线按下列公式确定:,%/%)cc/T+(4/%)：匕(4/%)+(卬-1)(纭/1)21+(匕-2)(纭/%)+伙久/%)2k=2凡-(几/%)纥=3320匹;+6900%=0.0005窗&=3.2484+1oj睦=2.456+1,匕=-9.6642+0.035W=II.54考52+o.99(A.2-1)(A.2-2)(A.2-3)(A.2-4)(A.2-5)(A.2-6)(A.2-7)(A.2-8)(A.2-9)(A.2-10)42佃一245(26一4一4一2犷Q43(-2r)2式中：5一混凝土的应力;混凝土的应变;%套管约束指标;fj-套管厚度；力套管截面宽度;fyi套管屈服强度。图A.2套管有效约束区示意图A.3带约束拉杆矩形钢管高强混凝土柱中混凝土等效单轴受压应力-应变曲线按下列公式确定:f/%)I+(1/%)J匕(/1)+3-1)(/%)2cl+(K-2)(%)+W(久/%(久()(纭>%)k-_J%)纥=3320兀+6900X0(1+W0-7)%=¾>(1+35%L2)WSZ-l)4"AbSv修_2"%=0.0005窗K=6.57-0.08W=8.5/+0.93式中：c混凝土的应力；&混凝土的应变；fee约束混凝土轴心抗压强度；约束混凝土峰值压应变；EC混凝土的弹性模量；启无约束混凝土的轴心抗压强度；&0无约束混凝土的峰值压应变；2混凝土的有效约束指数；约束拉杆对核心混凝土的等效约束应力；Sh、SV约束拉杆的水平、竖向间距；b钢管截面宽度；I钢管厚度；fy钢管的屈服强度Atb约束拉杆的抗拉强度设计值，当力,tb大于400MPa时,Atb约束拉杆的横截面面积；(A.3-1)(A.3-2)(A.3-3)(A.3-4)(A.3-5)(A.3-6)(A.3-7)(A.3-8)(A.3-9)(A.3-10)Ib=400MPaVeW控制承载力下降速率、残余强度的指标。截面B-B截面A-A图A.3拉杆有效约束区示意图附录B方钢管高强混凝土柱耐火极限和保护层设计厚度8.1 无防火保护方钢管高强混凝土柱耐火极限可按表X取值。表B.1标准火灾作用下方钢管超高强混凝土柱耐火极限min)长细比截面边长mm)荷载比0.3荷载比0.4荷载比0.5荷载比0.6荷载比0.7104004531221576005437271710800654332211210007349352414120082544026161400925948291816009965493121180010971533624200011775564225204004129201176005036251788006042322012100068463424141200765137231414008357402817160090614429191800976447322120001037151372230400362217966004835251388005339301691000644433181112007147362013140073534027141600796041291718008762412919200090664230194040036211586600433320127800563925149100059433218111200654636191314006852392114160078584622161800836239271720009470533619续表B.1长细比截面边长mm)荷载比0.3荷载比0.4荷载比0.5荷载比0.6荷载比0.75040022191476600372915107800433417129100050402316111200574325171214006149282013160069533621141800745736261620008061373118604001411865600191411868002118131071000282319141012003127211612140035302519151600393428211418004037322316200044404023188.2 采用非膨胀型防火涂料时，方钢管超高强混凝土柱防火涂料设计厚度可按表B.2或表B.3取值。表B.2耐火极限为2.5h时非膨胀型防火涂料设计厚度min)长细比截面边长mm)荷载比0.3荷载比0.4荷载比0.5荷载比0.6荷载比0.710400101218286360010101525458001()1012213810001()1()1118341200101()10173014001()101()162816001()10101524180010101()13212000101()1011212040010132039636001()101625578001()1()12223810001010121834120010101120351400101010162916001010101627续表B.2长细比截面边长mm)荷载比0.3荷载比0.4荷载比0.5荷载比0.6荷载比0.720180010101015252000101010132430400101824487360010111634578001010132852100010101226441200101011243814001010101737160010101016301800101011172820001010111729404001019285473600101121376580010101732521000101013264412001010112538140010101123371600101010233318001010111832200010101013295040018213063736001013294565800101126385210001010192944120010101828421400101016244016001010122438180010101319342000101013163160400303954738960022314057778002124354768100015192434491200141622304214001215192634160011131724381800111215223420001011112331表B.3耐火极限为3h时非膨胀型防火涂料设计厚度min)长细比截面边长mm)荷载比0.3荷载比0.4荷载比0.5荷载比0.6荷载比0.71