DB34T1262-2010安徽钢管混凝土结构技术规程.pdf

'DB××安徽省地方标准DB××/×××-2010钢管混凝土结构技术规程Technicalspecificationforconcrete-filledsteeltubularstructures（报批稿）2010年5月20日2010-XX-XX发布2010-XX-XX实施安徽省住房和城乡建设厅联合发布安徽省质量技术监督局 安徽省地方标准钢管混凝土结构技术规程Technicalspecificationforconcrete-filledsteeltubularstructuresDB××/T××-××××-200×（报批稿）2010年5月20日主编单位：合肥工业大学合肥工业大学建筑设计研究院批准部门：安徽省住房和城乡建设厅安徽省质量技术监督局施行日期：2010年×月×日2010合肥 前言根据安徽省住房和城乡建设厅关于印发2009年度安徽省工程建设地方标准制订、修订计划的通知（建标函[2009]303号文）要求，由合肥工业大学和合肥工业大学建筑设计研究院会同有关单位共同编制了此规程。在编制过程中，编制组进行了广泛的调查研究，并进行了相关试验研究和理论计算，以多种形式征求全省有关科研单位、设计单位、钢构生产单位、施工单位、监理单位、检测单位和建设行政主管部门的意见，依据相关法律和规范性文件，参考国内相关标准、图集，反复修改后经安徽省住房和城乡建设厅会同有关部门审查定稿。本规程共分9章9个附录，其主要技术内容有：总则、术语和符号、基本规定、材料、构件承载力计算、结构体系与计算、节点和连接、抗火计算与防火构造、施工与验收。本规程由安徽省住房和城乡建设厅负责管理，委托合肥工业大学负责对条文和具体技术内容的解释。在执行过程中如有意见或建议，请将相关意见和有关资料反馈给合肥工业大学（安徽省合肥市屯溪路193号，邮编230009，E-mail:connection2003@126.com）。本规程主编单位、参编单位和主要起草人：主编单位：合肥工业大学合肥工业大学建筑设计研究院参编单位：安徽省建筑设计研究院合肥市市政设计有限公司东华工程科技股份有限公司安徽富煌钢结构股份有限公司合肥中铁钢结构有限公司安徽杭萧钢结构有限公司安徽鸿路钢结构（集团）股份有限公司安徽瑶海钢结构股份有限公司主编：王静峰徐勤参编人员：朱兆晴戴阳唐振忠陈宝民张晓阳吴春萍王珺完海鹰刘瑜黄诗荣周杰张乾坤沈友信俞泽奎徐明审查人员：I 目次前言1总则.....................................................................................................（1）2术语和符号.........................................................................................（2）2.1术语...............................................................................................（2）2.2符号...............................................................................................（3）3基本规定.............................................................................................（6）4材料.....................................................................................................（9）4.1钢材...............................................................................................（9）4.2混凝土...........................................................................................（9）5构件承载力计算...............................................................................（12）5.1一般规定....................................................................................（12）5.2轴心受力构件承载力计算........................................................（12）5.3受弯、压弯和拉弯构件承载力计算.........................................（15）5.4复合受剪和受扭构件承载力计算............................................（18）5.5局部受压构件承载力计算.........................................................（20）5.6初应力影响下构件承载力计算.................................................（22）6结构体系与计算...............................................................................（24）6.1结构体系.....................................................................................（24）6.2结构计算一般规定.....................................................................（25）6.3计算参数与构造要求.................................................................（25）6.4抗震计算.....................................................................................（29）6.5结构位移限值.............................................................................（29）7节点和连接.......................................................................................（31）8抗火计算与防火构造........................................................................（44）8.1结构抗火计算.............................................................................（44）8.2防火保护构造.............................................................................（47）2 9施工与验收.......................................................................................（52）9.1一般规定....................................................................................（52）9.2钢管构件制作与施工................................................................（52）9.3混凝土施工................................................................................（54）9.4冬季混凝土施工........................................................................（55）9.5验收............................................................................................（56）附录A钢管混凝土构件的轴压弹性模量Esc表..............................（58）附录B钢管混凝土构件的剪切弹性模量Gsc表..............................（66）附录C轴心受力构件的稳定系数φ值表..........................................（74）附录D压弯构件承载力计算系数......................................................（90）附录E局压构件承载力计算系数......................................................（91）附录F其它节点形式........................................................................（94）附录G防火保护层厚度表................................................................（108）附录H火灾下钢管混凝土柱承载力系数表....................................（116）附录I火灾后钢管混凝土柱剩余承载力系数表.............................（118）本规程用词说明.................................................................................（122）引用标准名录.....................................................................................（123）附：条文说明3 ContentsIntroduction1GeneralProvisions.............................................................................（1）2TermsandSymbols............................................................................（2）2.1Terms.............................................................................................（2）2.2Symbols.........................................................................................（3）3BasicRequirements...........................................................................（6）4Matreials............................................................................................（9）4.1Steel...............................................................................................（9）4.2Concrete.........................................................................................（9）5BearingCapacityCalculationofMembers......................................（12）5.1GeneralRequirements.....................................................................（12）5.2BearingCapacityCalculationofMemberunderAxialLoad..................（12）5.3BearingCapacityCalculationofMemberunderBendingorCompressure-BendingorTension-BendingLoads...............................（15）5.4BearingCapacityCalculationofMemberunderShearingandTorquemomentLoads.....................................................................（18）5.5BearingCapacityCalculationofMemberunderLocalAxialLoads........（20）5.6BearingCapacityCalculationofMemberunderInitialStress................（22）6StructuralSystemandCalculation...................................................（24）6.1StructuralSystem...........................................................................（24）6.2GeneralRequirementsofStructuralCalculation..................................（25）6.3CalculatingParametersandDetailRequirements.................................（25）6.4SesmicCalculation.........................................................................（29）6.5LimiteofStructuralDisplacement.....................................................（29）7JointandConnection........................................................................（31）8FireCalculationandFirePretection................................................（44）8.1FireCalculation.............................................................................（44）4 8.2FirePretection...............................................................................（47）9ConstuctionandCheck....................................................................（52）9.1GerneralRequirements...................................................................（52）9.2FabricationsandConstructionofSteelTubeMember..........................（52）9.3ConstructionofConcrete................................................................（54）9.4ConstructionofConcreteinWinter...................................................（55）9.5Check..........................................................................................（56）AppendixAListofElasticModulusofCFTMemberEsc..................（58）AppendixBListofShearModulusofCFTMemberGsc...................（66）AppendixCListofStabilityCoefficientofMemberunderAxialLoad.....................................................................（74）AppendixDListofCalculationCoefficientofMemberunderCompressure-BendingLoads...............................（90）AppendixEListofCalculationCoefficientofMemberunderLocalCompressureLoad.....................................（91）AppendixFOtherJointtypes...........................................................（94）AppendixGListofThicknessofFirePretection.............................（108）AppendixHListofBearingCapacityofCFTColumninFire.........（116）AppendixIListofBeiarngCapacityofCFTColumnafterFire....（118）ExplanationofWordinginThisSpecification.....................................（123）ListofQuotedStandards.....................................................................（123）Attached：ExplanationofStandard5 1总则1.0.1为满足建筑工程的需要，使钢管混凝土结构的设计、施工和验收做到技术先进、安全适用、经济合理和确保质量，特制定本规程。1.0.2本规程限用于圆形和矩形（包括方形）截面钢管内浇筑混凝土的钢管混凝土结构。1.0.3本规程适用于本省工业与民用建筑物和构筑物的钢管混凝土结构的设计、施工和验收。1.0.4本规程根据现行国家标准《建筑结构可靠度设计统一标准》GB50068规定的原则制定。1.0.5本规程使用的符号、计量单位和基本术语按现行国家标准《建筑结构设计术语和符号标准》GB/T50083的规定采用。1.0.6除本规程有明确规定者外，钢管混凝土的结构设计和施工尚应遵守现行国家标准的有关规定。1.0.7钢管混凝土施工质量应符合现行国家标准《钢结构工程施工质量验收规范》GB50205、《混凝土结构工程施工质量验收规范》GB50204及有关标准的要求。有关钢结构部分的设计尚应注明所要求的焊缝质量等级、钢材所要求的机械性能和化学成分的附加保证项目。混凝土强度的检验评定应符合现行国家标准《混凝土强度检验评定标准》GB50107的要求。1.0.8特殊环境下及有特殊设计要求的钢管混凝土结构设计与施工，尚应符合专门规范的有关规定。1 2语和符号2.1术语2.1.1钢管混凝土构件concretefilledsteeltubularmember在圆形或矩形（方形）截面钢管内浇筑混凝土且两种材料共同受力的构件。2.1.2钢管混凝土结构concretefilledsteeltubularstructure以钢管混凝土为主要受力构件的结构。2.1.3轴压承载力compositecompressivestrength钢管混凝土构件截面所能承受的轴向屈服压应力。2.1.4轴压弹性模量compositecompressivemodulusofelasticity钢管混凝土构件截面在单向受压，且其纵向名义应力与应变近似呈线性关系时，截面上名义正应力与对应正应变的比值。2.1.5弹性抗弯刚度compositebendingstiffnessofelasticity钢管混凝土构件的曲率与截面弯矩近似呈线性关系时，截面弯矩与曲率的比值。2.1.6剪切弹性模量compositeshearmomdulusofelasticity钢管混凝土构件截面在受纯剪，且其切向名义应力与应变近似呈线性关系时，截面上名义切应力与对应切应变的比值。2.1.7弹性剪切刚度compositeshearstitfnessofelasticity钢管混凝土构件的扭转角与截面扭矩近似呈线性关系时，截面扭矩和扭转角的比值。2.1.8效应系数constrainingcoefficient反映钢管混凝土构件截面的几何特征和组成材料的物理特性的综合参数，其标准值用ξ表示，ξ=Asfy/(Acfck)；其设计值用ξ0表示，ξ0=Asf/(Acfc)。2 2.2符号2.2.1作用和作用效应M—弯矩设计值；Mc—柱中心线处的梁支座弯矩设计值；N—轴力设计值；V—剪力设计值；T—扭矩设计值；NE—欧拉临界力；NL—无端板钢管混凝土局压构件承载力；2.2.2计算指标EA—钢管混凝土构件的轴压刚度；EI—钢管混凝土构件的弹性抗弯刚度；Ec—混凝土的弹性模量；Es—钢材的弹性模量；Esc—钢管混凝土构件的轴压弹性模量；f—钢材的抗拉、抗压和抗弯强度设计值；fck—混凝土的轴心抗压强度标准值；fc—混凝土的轴心抗压强度设计值；fjv—焊缝抗剪强度设计值；fscy—钢管混凝土构件的轴压强度标准值；fsc—钢管混凝土构件的轴压强度设计值；ft—混凝土的轴心抗拉强度设计值；fv—钢材的抗剪强度设计值；fy—钢材的屈服强度或屈服点；Gc—混凝土的剪切模量；Gs—钢材的剪切模量；Gsc—钢管混凝土构件的剪切弹性模量；GA—钢管混凝土构件的弹性剪切刚度；τscy—钢管混凝土构件的剪切强度标准值；τsc—钢管混凝土构件的剪切强度设计值。3 2.2.3几何参数Ac—钢管内混凝土的截面面积；AL—混凝土的局部受压面积；As—钢管的截面面积；Asc—钢管混凝土构件的截面面积，Asc=As+Ac；a—钢管混凝土柱的防火保护层厚度（单位：mm）；be—与加强环板共同工作的钢管壁的有效宽度；bj—角焊缝包入的宽度；C—钢管混凝土柱截面周长，对于圆形截面钢管混凝土，C=πD，（D为钢管截面外直径，单位：mm）；对于矩形截面钢管混凝土，C=2D+2B，（D和B分别为截面长边和短边的宽度，单位：mm）；hf—焊缝高度；hj—腹板或肋板高度；Ic—混凝土截面惯性矩；Is—钢管截面惯性矩；Isc—钢管混凝土构件的截面惯性矩；L0—构件的计算长度；Lj—焊缝长度；t—耐火极限（单位：h）或钢板的厚度（单位：mm）；Wsc—钢管混凝土构件的截面弹性抵抗矩；Wsct—钢管混凝土构件的截面扭转抵抗矩；θ—夹角；nr—相对刚度半径。2.2.4计算系数及其它αs—截面的含钢率，αs=As/Ac；β—钢管初应力系数或加强环板同时受垂直双向拉力的比值；βm—等效弯矩系数；γm—构件截面抗弯塑性发展系数；4 γv—钢管混凝土抗剪承载力计算系数；γt—钢管混凝土抗扭承载力计算系数；ϕ—轴心受压稳定系数；λ—长细比；kcr—长期荷载作用影响系数；kLc—钢管混凝土局部受压强度折减系数；kp—钢管初应力影响系数；kr—火灾后钢管混凝土构件承载力系数；kt—火灾下钢管混凝土构件承载力系数；5 3基本规定3.0.1钢管混凝土结构设计必须贯彻执行国家技术经济政策，充分考虑工程情况、材料供应、构件运输、安装和施工的具体条件，合理选用结构方案，做到安全、经济和适用，同时注意结构的抗腐蚀性能和抗火设计。3.0.2钢管的外直径或最小外边长不宜小于100mm，钢管的壁厚不宜小于4mm。钢管的外直径或最大外边长与壁厚之比不得大于无混凝土时由局部失稳控制的相应限值的1.5倍。3.0.3对于矩形截面钢管混凝土构件，其钢管截面长边边长与短边边长之比（D/B）不宜大于2。在钢管内壁焊接栓钉、纵向加劲肋等构造措施可显著改善构件力学性能和提高抗震能力，见图3.03。栓钉加劲肋钢管钢管(a)钢管内壁焊接栓钉(b)钢管内壁焊接加劲肋图3.03钢管混凝土构造3.0.4钢管混凝土构件的容许长细比可按现行国家标准《钢结构设计规范》GB50017中的有关规定确定。3.0.5钢管混凝土构件宜用作轴心受压或小偏心受压的构件，当大偏心受压采用单根构件不够经济合理时，宜采用格构式构件。3.0.6厂房柱和构架柱宜在单肢、双肢、三肢和四肢等四种截面形式中选用，设计时应根据厂房规模、结构形式、荷载情况和使用要求确定。3.0.7钢管混凝土的抗震和抗风计算参数，在无明确规定时可按钢筋混凝土结构取值。3.0.8结构构件应根据承载能力极限状态和正常使用极限状态的要求进行下列计算和验算：1.所有结构构件均应进行承载力计算，在必要时尚应进行结构的倾6 覆和滑移验算。2.对使用上需控制变形的结构构件，应进行变形验算。3.0.9预制构件还应按制作、运输及安装的荷载设计值进行施工阶段的验算，预制构件自身吊装的验算，应将构件自重乘以动力系数1.5。3.0.10钢管混凝土构件的轴压强度设计值fsc应按下式计算：1.圆钢管混凝土fsc=(1.14+1.02ξ0)fc(3.0.10-1)2.矩形钢管混凝土fsc=(1.18+0.85ξ0)fc(3.0.10-2)式中，fc一混凝土的轴心抗压强度设计值；f一钢材的抗拉、抗压和抗弯强度设计值；ξ0—构件截面的约束效应系数设计值=αsf/fc；αs—构件截面含钢率=As/Ac；As、Ac—钢管和混凝土的横截面面积。当钢材厚度不大于16mm时，fsc值由式(3.0.10-1)或(3.0.10-2)计算。当钢材厚度大于16mm时，fsc值应按式(3.0.10-1)或(3.0.10-2)的计算值乘以换算系数k1后确定。对Q235和Q345钢，k1＝0.96；对Q390和Q420钢，k1＝0.94。钢材的强度设计值按《钢结构设计规范》GB50017的规定确定。3.0.11钢管混凝土轴压刚度按下式计算：EA=EscAsc(3.0.11)式中，Esc一钢管混凝土构件的轴压弹性模量（当钢材厚度不大于16mm时，Esc值见附录A）。当钢材厚度大于16mm时，EA值应按式(3.0.11)的计算值乘以换算系数k1后确定。对Q235和Q345钢，k1＝0.96；对Q390和Q420钢，k1＝0.94。3.0.12钢管混凝土构件的弹性抗弯刚度应按下式计算：EI=EsIs+αEcIc(3.0.12)式中，7 Es、Ec一钢材和混凝土的弹性模量，分别按现行《钢结构设计规范》GB50017和《混凝土结构设计规范》GB50010的规定确定；Is、Ic一钢管和混凝土的截面惯性矩；α一对于圆钢管混凝土，α=0.8；对于矩形钢管混凝土，α=0.6。3.0.13钢管混凝土构件的抗剪强度设计值τsc应按下式计算：1.圆钢管混凝土2.330.134τsc=(0.422+0.313αs)ξ0fsc(3.0.13-1)2.矩形钢管混凝土2.330.25τsc=(0.455+0.313αs)ξ0fsc(3.0.13-2)当钢材厚度不大于16mm时，τsc值由式(3.0.13-1)或(3.0.13-2)计算。当钢材厚度大于16mm时，τsc值应按式(3.0.13-1)或(3.0.13-2)的计算值乘以换算系数k1后确定。对Q235和Q345钢，k1＝0.96；对Q390和Q420钢，k1＝0.94。3.0.14钢管混凝土构件的弹性剪切刚度GA应按下式计算：GA＝GscAsc(3.0.14)式中，Gsc一为钢管混凝土构件的剪切弹性模量（当钢材厚度不大于16mm时，Gsc值见附录B）。当钢材厚度大于16mm时，GA值应按式(3.0.14)的计算值乘以换算系数k1后确定。8 4材料4.1钢材4.1.1钢管混凝土的管材应根据结构的重要性、荷载特征、应力状态、材料厚度、连接方式、环境条件等因素合理选取牌号和质量等级。钢管用钢材宜采用Q235等级B、C、D的碳素结构钢、以及Q345、Q390、Q420等级B、C、D的低合金高强度结构钢，其质量标准应分别符合国家现行标准《碳素结构钢》GB/T700和《低合金高强度结构钢》GB/T1591的规定。当采用其它品种的钢材时，尚应符合相应有关标准的规定和要求。用于加工钢管的钢板板材尚应具有冷弯试验的合格保证。4.1.2圆钢管宜采用螺旋焊接管或直缝焊接管或无缝管，矩形钢管宜采用直缝焊接管或冷弯型钢钢管。焊缝必须采用对接焊缝并符合二级质量检验标准。4.1.3对焊接承重结构，当采用可防止层状撕裂的Z向钢时，其材质应符合现行国家标准《厚度方向性能钢板》GB5313的规定。4.1.4钢材的强度设计值和物理性能指标，应按照现行国家标准《钢结构设计规范》GB50017中的有关规定采用。4.1.5用于钢管混凝土结构的连接材料的力学性能指标，应满足有关现行国家标准的要求。4.2混凝土4.2.1混凝土可采用普通混凝土和高强高性能混凝土，水灰比不大于0.45。4.2.2混凝土的强度等级不宜低于C30级，可参照下列材料强度指标进行组合：Q235钢配C30或C40级混凝土；Q345钢配C40、C50或C60级混凝土；Q390和Q420钢配C50、C60级或C60以上强度等级的混凝土。当钢管混凝土用作地震区的多层、高层（结构体系中含框架）和超高层框架柱时，对于圆钢管混凝土构件截面的约束效应系数标准值ξ=Asfy/(Acfck)不应小于0.6，对于矩形钢管混凝土，ξ不应小于1。4.2.3混凝土的强度等级、力学性能和质量标准应分别符合现行国家标准《混凝土结构设计规范》GB50010的规定。4.2.4钢管混凝土中混凝土的收缩可按式（4.2.4-1）计算：9 tε=⋅ε（4.2.4-1）shtshu35+t式中t—混凝土的干燥时间（天）；−6ε—混凝土的收缩应变终值（×10），按下式计算。shuε=780×γ×γ×γ×γ×γ×γ×γ×γ（4.2.4-2）shucpλvssψcαu式中，γ为干燥前养护时间影响系数，按表4.2.4确定；γ为环境温cpλ度影响系数，和相对温度λ有关；由于钢管混凝土中的混凝土受其外包钢管的包裹，环境温度较大，λ按90%选取，当40≤λ≤80时，γ=1.4−0.0102λ；当80≤λ≤100时，γ=3−0.03λ；当λ＜40时，λλγ=1；λγ为构件尺寸对水分散失引起干燥的影响修正系数，为构件体积与vs表面积之比（V/S，单位为mm）的函数。−0.00472vγ=1.2es（4.2.4-3）vsγ为混凝土塌落度修正系数（单位为mm）sγ=0.89+0.00161s（4.2.4-4）s对高性能混凝土，γ≤1。sγ为细骨料影响修正系数，当ψ≤0.5时，γ=0.3+0.014ψ；当ψψψ＞0.5时，γ=0.9+0.002ψ，其中ψ为细骨料占骨料总量的百分数。ψγ为水泥用量影响系数（单位为mm）cγ=0.75+0.00061c（4.2.4-5）c其中，c为每立方米混凝土中水泥用量。γ为混凝土含气量影响修正系数αγ=0.95+0.008α（4.2.4-6）α其中，α为混凝土体积含气量的百分数γ为尺寸效应影响系数，按下式计算u10 γ=0.0002D+0.63（4.2.4-7）us其中D为构件横截面尺寸（单位为mm）。对圆钢管混凝土，D=D；ss对于矩形钢管混凝土；D=(D+B)/2。s表4.2.4干燥前养护时间影响系数γcp湿养护的天数137142890γ1.21.11.00.930.860.75cp11 5构件承载力计算5.1一般规定5.1.1本章适用于承受静力荷载或间接承受动力荷载作用的钢管混凝土构件的设计和计算。5.2轴心受力构件承载力计算5.2.1单肢钢管混凝土轴心受力构件的承载力应按下式计算1.轴心受压N≤ϕNu(5.2.1-1a)Nu=fscAsc(5.2.1-1b)式中，ϕ一轴心受压构件稳定系数，见附录C；λ一构件长细比；Nu—钢管混凝土轴心受压构件的承载力；Asc—钢管混凝土构件的截面面积。构件的长细比应按下式计算圆钢管混凝土λ=4L0/D(5.2.1-2a)矩形钢管混凝土λ=23LD（绕强轴弯曲）(5.2.1-2b)0λ=23LB（绕弱轴弯曲）(5.2.1-2c)0式中，L0一构件的计算长度；D一圆钢管外直径或矩形钢管长边边长；B—矩形钢管短边边长。2.轴心受拉N≤Ntu(5.2.1-3a)圆钢管混凝土Ntu=1.1fAs(5.2.1-3b)矩形钢管混凝土Ntu=1.05fAs(5.2.1-3c)式中，Ntu一钢管混凝土轴心受拉构件的承载力。当钢管截面有削弱时，式（5.2.1）中钢管截面积应采用净截面面积。12 5.2.2格构式钢管混凝土轴心受压构件的承载力应按式(5.2.1-1)计算，其受压稳定系数ϕ值根据构件的换算长细比查附录C，构件换算长细比由表5.2.2给出。表5.2.2格构式构件的换算长细比项腹杆截面型式计算式符号意义目类别平22y腹λ0y=λy+17λ1λ和λ是双yxxx杆肢整个构件h斜柱对y-y轴和2y腹λ=λ+67.5AA0yysWx-x轴的长杆细比；λ1是单肢y三2一个节间θλ=λ+200AAxx0yysW肢θ斜腹杆的长细比；b200A柱λ=λ2+sAs是一根0xx2a12aAW(1.5−cosθ)柱肢的钢y管面积；yAw是一根四2腹杆空钢λ=λ+135AAxx0yysW肢斜腹杆管的截面b2λ=λ+135AA柱0xxsW面积。a12ay注：平腹杆双肢柱的构造应符合第6.3.6条的规定。当四肢柱内外柱肢截面不相同时，应按下式计算换算长细比：m2.5∑()EAsiλ=λ2+13.5i=1(5.2.2-1)0yyEAWm2.5∑()EAsiλ=λ2+13.5i=1(5.2.2-2)0xxEAW当三肢柱内外柱肢截面不相同时，应按下式计算换算长细比：13 m2.5∑()EAsiλ=λ2+27i=1(5.2.2-3)0yyEAW式中，m2.5∑()EA一四根或三根柱肢的截面换算刚度之和；sii=1EAW一一根腹杆空钢管的截面刚度；Asi—各柱肢钢管截面面积。构件长细比：l0yl0xλ=；λ=(5.2.2-4)yxIy∑AscIx∑Asc单柱肢长细比：l1λ=(5.2.2-5)1Isc∑AscmmI=∑()I+a2A；I=∑()I+b2A(5.2.2-6)yscscxscsci=1i=1式中，Asc一一根柱肢的截面面积；Isc一一根圆钢管混凝土柱肢的截面惯性矩，4Isc=πD/64；a（或a1、a2）、b—柱肢中心到虚轴y－y和x－x的距离；l1—柱肢节间距离；m—柱肢数。5.2.3格构式钢管混凝土轴心受压构件除应按式(5.2.1-1)验算整体稳定承载力外，尚应验算单柱肢稳定承载力。当单柱肢长细比λ1符合下列条件时，可不验算单柱肢稳定承载力。平腹杆格构式构件：λ1≤40及λ1≤0.5λmax；斜腹杆格构式构件：λ1≤0.7λmax；λmax是构件在x－x和y－y方向换算长细比的较大值。5.2.4平腹杆格构式钢管混凝土轴心受压构件的每根腹杆所受剪力应按下14 式计算：V=∑Ascfsc85(5.2.4)5.3受弯、压弯和拉弯构件承载力计算5.3.1钢管混凝土受弯构件的承载力应满足下列要求：M≤γ0Mu(5.3.1-1)Mu=γmWscfsc(5.3.1-2)式中，M一所计算构件段范围内的最大弯矩设计值；Mu一构件的极限弯矩；γ0—结构重要性系数；γm—构件截面抗弯塑性发展系数，对于圆钢管混凝土，γm=1.1+0.48ln(ξ+0.1)；对于矩形钢管混凝土，γm=1.04+0.48ln(ξ+0.1)；Wsc—钢管混凝土构件的截面抗弯模量，3对于圆钢管混凝土，Wsc=πD/32；2对于矩形钢管混凝土绕强轴弯曲，Wsc=ΒD/6；2对于矩形钢管混凝土绕弱轴弯曲，Wsc=ΒD/6。5.3.2钢管混凝土双向受弯构件的承载力应满足下列要求：1.81.8⎛Mx⎞⎛⎜My⎞⎟(5.3.2)⎜⎟+≤1⎜M⎟⎜M⎟⎝ux⎠⎝uy⎠式中，Mx、My一所计算构件段范围内的最大弯矩设计值；Mux、Muy一构件绕强轴和弱轴的极限弯矩值，应按式(5.3.1-2)计算。5.3.3钢管混凝土构件在一个平面内承受压弯荷载共同作用时，承载力应按下式计算：1.强度承载力NaβM+m≤1（当N/Nu≥2η0）(5.3.3-1)NMuu15 2bNcNβM−−+m≤1（当N/Nu<2η0）(5.3.3-2)2NuNuMu2式中，a=1-2η0；b=(1-ζ0)/η0；c=2(ζ0-1)/η0，其中-1.15⎧0.5−0.2445ξ(ξ≤0.4)圆钢管混凝土ζ0=0.18ξ+1；η=⎨0−0.84()⎩0.1+0.14ξξ>0.4-1.3⎧0.5−0.3175ξ(ξ≤0.4)矩形钢管混凝土ζ0=0.14ξ+1；η=⎨0−0.81()⎩0.1+0.13ξξ>0.4ζ0和η0也可按本规程附录D中的规定进行取值。2.稳定承载力NaβM3+m≤1（N/Nu≥2ϕη0）(5.3.3-3)ϕNdMuu2bNcN1βM3−−+m≤1（N/Nu<2ϕη0）(5.3.3-4)2NuNudMu232式中，a=1-2ϕη0；b=(1-ζ0)/(ϕη0)；c=2(ζ0-1)/η0；对于圆钢管混凝土，d=1-0.4N/NE，对于矩形钢管混凝土，d=1-0.25N/NE。ξ0一构件截面的约束效应系数设计值，ξ0=Asf/(Acfc)；ξ一构件截面的约束效应系数标准值，ξ=Asfy/(Acfck)；η0—换算系数；M—所计算构件段范围内的最大弯矩；N—欧拉临界力，N22EE=πEscAsc/λ；βm—等效弯矩系数，按《钢结构设计规范》GB50017的规定取值；ϕ—弯矩作用平面内的轴心受压构件稳定系数，见附录C。另外，对于绕强轴弯曲的矩形钢管混凝土压弯构件，除了应按式(5.3.3-3)和(5.3.3-4)验算弯矩作用平面内的稳定性之外，还需按下式验算弯矩作用平面外的稳定性：NβM+txx≤1(5.3.3-5)ϕNϕMyubux式中，M一所计算构件段范围内的最大弯矩；βtx一等效弯矩系数，按《钢结构设计规范》GB50017的规定取值；16 ϕy—弯矩作用平面外的轴心受压构件稳定系数，见附录C；βtx—等效弯矩系数，可取1.4。5.3.4钢管混凝土拉弯构件的强度应按下式计算：NM+≤1(5.3.4)NMtuu式中，Ntu为钢管混凝土轴心受拉构件的强度承载力。5.3.5对于承受双向压弯及双向拉弯的矩形钢管混凝土构件，可把式(5.3.3-1)~(5.3.3-4)中的“1.81.80.56MM”项以“[()MM+(MM)]”uxuxyuy代入进行验算。其中，Mux、Muy为构件绕强轴和弱轴的极限弯矩值，应按式(5.3.1-2)计算。5.3.6格构式钢管混凝土构件承受压弯及共同作用时，应按下式验算弯矩作用平面内的整体稳定承载力：NβM+m≤1(5.3.6)ϕNW()1−ϕNNfuscEsc式中，ϕ一按换算长细比查得的验算平面内的轴心受压构件稳定系数，见附录C；Asc、Wsc一格构式柱截面总面积和总抵抗矩；λ—换算长细比。对斜腹杆格构式柱的单肢，可按桁架的弦杆计算。对平腹杆格构式柱的单肢，尚应考虑由剪力引起的局部弯矩影响，按偏压构件计算。腹杆所受剪力取实际剪力和按式(5.2.4)计算所得剪力中的较大值。5.3.7考虑永久荷载作用的影响时，应将钢管混凝土构件的极限承载力设计值乘以系数kcr，1.圆钢管混凝土⎧⎪2.5m()2[]()()l0.2m−0.4m+11+0.3m1−nm≤0.4⎪⎪2⎛1−n⎞(5.3.7-1)kcr=⎨l()0.2m−0.4m+1⎜1+2⎟()0.41.2⎪7.5+5.5m2⎩⎝⎠17 0.05-2式中，l=ξ；m=λ/100；n=(1+e/r)，e为荷载偏心距，r=D/2。2.矩形钢管混凝土⎧⎪m()([])()l1−0.25m1+0.13m1−nm≤0.4⎪⎪m2⎛1−n⎞(5.3.7-2)kcr=⎨l()0.13m−0.3m+1⎜1+2⎟()0.41.2⎪15+25m2⎩⎝⎠0.08-2式中，l=ξ；m=λ/100；n=(1+e/r)，e为荷载偏心距。对于绕强轴弯曲的情况，r=D/2；对于绕弱轴弯曲的情况，r=B/2。5.4复合受剪和受扭构件承载力计算5.4.1钢管混凝土受剪构件的承载力应满足下列要求：V≤γ0Vu(5.4.1-1a)Vu＝γvAscτsc(5.4.1-1b)式中，Vu一钢管混凝土纯剪构件的抗剪承载力；γ0一重要性系数，γv一钢管混凝土抗剪承载力计算系数，对于圆钢管混凝土，γv=0.97+0.2lnξ；对于矩形钢管混凝土，γv=0.954+0.162lnξ；Asc—钢管混凝土构件的截面面积；τsc—钢管混凝土构件的剪切强度设计值。5.4.2钢管混凝土受扭构件的承载力应满足下列要求：T≤Tu(5.4.2-1a)Tu＝γtWsctτsc(5.4.2-1b)式中，Tu一钢管混凝土构件的抗扭承载力；γt一钢管混凝土抗扭承载力计算系数，对于圆钢管混凝土，γt=1.294+0.267lnξ；对于矩形钢管混凝土，γt=1.431+0.242lnξ；Wsct一钢管混凝土构件的截面扭转抵抗矩，对于圆钢管混凝土，18 32Wsct=πD/16；对于矩形钢管混凝土，Wsct=0.208BD；τsc一钢管混凝土构件的剪切强度设计值。5.4.3钢管混凝土受压扭构件的承载力应满足下列要求：对于圆钢管混凝土和矩形钢管混凝土压扭构件，压扭相关方程均可采用如下表达式：1.强度承载力2.42⎛N⎞⎛T⎞⎜⎟+⎜⎟≤1(5.4.3-1)⎜⎟⎜⎟NT⎝u⎠⎝u⎠式中，Nu和Tu分别为钢管混凝土构件的轴压承载力和受扭承载力，应分别按式(5.2.1-1b)和式(5.4.2-1b)进行计算。2.稳定承载力2.42⎛N⎞⎛T⎞⎜⎟+⎜⎟≤1(5.4.3-2)⎜⎟⎜⎟ϕNγT⎝u⎠⎝tu⎠式中，ϕ为钢管混凝土轴压稳定系数，见附录C。5.4.4钢管混凝土受压弯扭构件的承载力应满足下列要求：2.42⎛NaM⎞⎛T⎞（当NN≥2ϕ3η2.41−()TT2）(5.4.4-1)⎜⎜+⎟⎟+⎜⎜⎟⎟≤1u0uϕNdMT⎝uu⎠⎝u⎠2.422⎡⎛N⎞⎛N⎞1M⎤⎛T⎞⎢−b⎜⎟−c⎜⎟+⎥+⎜⎟≤1（当⎜⎟⎜⎟⎜⎟⎢⎣⎝Nu⎠⎝Nu⎠dMu⎥⎦⎝Tu⎠NN<2ϕ3η2.41−()TT2）u0u(5.4.4-2)232式中，a=1-2ϕηe；b=(1-ζe)/ϕηe；c=2(ζe-1)/ηe；其中1圆钢管混凝土=1−0.4N/NEd1矩形钢管混凝土=1−0.25N/NEd-1.15⎧0.5−0.245ξ(ξ≤0.4)圆钢管混凝土ζ0=0.18ξ+1；η=⎨0−0.84()⎩0.1+0.14ξξ>0.419 -1.3⎧0.5−0.318ξ(ξ≤0.4)矩形钢管混凝土ζ0=0.14ξ+1；η=⎨0−0.81()⎩0.1+0.13ξξ>0.4η=2.41−β2⋅η；ξ=2.41−β2ξ；β=T/T；e0e0u22N=πEA/λEscsc5.4.5钢管混凝土受压弯剪构件的承载力应满足下列要求：2.42⎛⎜1N+aM⎞⎟+⎛⎜V⎞⎟≤1（当NN≥2ϕ3η2.41−()VV2）(5.4.5-1)⎜⎟⎜⎟u0uϕNdMV⎝uu⎠⎝u⎠2.422⎡⎛N⎞⎛N⎞1M⎤⎛V⎞（当NN<2ϕ3η2.41−()VV2）⎢−b⎜⎟−c⎜⎟+⎥+⎜⎟≤1u0u⎜⎟⎜⎟⎜⎟⎢⎣⎝Nu⎠⎝Nu⎠dMu⎥⎦⎝Vu⎠(5.4.5-2)式中，系数a、b、c的确定方法同5.4.4。5.5局部受压构件承载力计算5.5.1无端板钢管混凝土局部受压构件的承载力应满足下列要求：NL≤NuL(5.5.1-1)NuL=KLcNu(5.5.1-2)式中，NuL一钢管混凝土的局压承载力；Nu一钢管混凝土的轴压承载力；KLc一钢管混凝土局压承载力折减系数，应按下列式计算：1.圆钢管混凝土0.5KLc=Aβ+Bβ+C(5.5.1-3)式中，32-2A=(-0.18ξ+1.95ξ-6.89ξ+6.94)1032-2B=(1.36ξ-13.92ξ+45.77ξ-60.55)1032-2C=(-ξ+10ξ-33.2ξ+150)10β一局压面积比，β=AL/Ac；AL一局压荷载作用面积；Ac一核心混凝土横截面面积。2.矩形钢管混凝土20 -0.5KLc=Aβ+B(5.5.1-4)-2-2式中，A=(-1.38ξ+105)10；B=(1.5ξ-5.2)10。A、B和C也可以按本规程中附录E的规定取值。。5.5.2带端板钢管混凝土构件的局部受压承载力应满足下列要求：计算式同(5.5.1-1)、(5.5.1-2)，式中KLc应按下列式计算：1.圆钢管混凝土0.52KLc=(Aβ+Bβ+C)(Dnr+Enr+1)(5.5.1-5)式中32-2A=(-0.17ξ+1.9ξ-6.84ξ+7)1032-2B=(1.35ξ-14ξ+46ξ-60.8)1032-2C=(-1.08ξ+10.95ξ-35.1ξ+150.9)100.5-2D=(-0.53β-54β+46)100.5-2E=(6β+62β-67)10nr为相对刚度半径，且θ≤nr≤11r(D/k)40wn==(5.5.1-6)rrD/2式中,γ一刚度半径；0D一3wEsta钢管混凝土端板的抗弯刚度，D=；w212(1−u)st一钢管混凝土端板厚度；aE、u一端板的弹性模量和泊松比；ssk一端板下钢管混凝土刚度系数，k=E/L；Kr一端板半径，r=D/2，D一圆钢管截面外直径。2.矩形钢管混凝土-1-0.5KLc=(Aβ+Bβ+C)(Dnr+1)(5.5.1-7)式中，-2A=(35.45ξ+26.29)1021 -2B=(-40.62ξ+74.58)10-2C=(5.2ξ-0.93)100.5-2D=(103.2β-53.11)10nr为相对刚度半径，采用式(5.5.1-6)计算，且0≤nr≤2.5，r=B/2，B为矩形截面短边长度。A、B、C、D和E也可以按本规程中附录E的规定取值。5.6初应力影响下构件承载力计算5.6.1先安装空钢管结构，再向管内浇灌混凝土的方法。进行钢管混凝土结构施工时，应按施工阶段的荷载验算空钢管结构的强度和稳定性。5.6.2在浇灌混凝土时，由施工阶段荷载引起的钢管初始最大压应力值不宜超过0.35f，且不应大于0.8f。若超过0.35f，应考虑钢管初应力对钢管混凝土构件承载力的影响。具体方法是在一次加载方法计算获得承载力的基础上乘以钢管初应力影响系数kp。5.6.3钢管初应力影响系数kp的计算式如下：kp=1-f(λ)f(e/r)β(5.6.3-1)式中，f(λ)为考虑构件长细比（λ）影响的函数，应按下式确定：圆钢管混凝土f()λ=⎧0.17λ0−0.02(λ0≤1)(5.6.3-2)⎨2()−0.13λ+0.35λ−0.07λ>1⎩000矩形钢管混凝土f()λ=⎧0.14λ0+0.02(λ0≤1)(5.6.3-3)⎨2()−0.15λ+0.42λ−0.11λ>1⎩000其中，λ0=λ/80。f(e/r)为考虑构件荷载偏心率（e/r）影响的函数，应按下式确定：2⎧0.75()er−0.05(er)+0.9(er≤0.4)圆钢管混凝土f()er=⎨⎩−0.15()er+1.06()er>0.4(5.6.3-4)2⎧1.35(er)−0.04(er)+0.8(er≤0.4)矩形钢管混凝土f()er=⎨⎩−0.2()er+1.08()er>0.4(5.6.3-5)β为钢管初应力系数，应按下式确定：22 β=σ0/(ϕsf)(5.6.3-6)式中，σ0一钢管中的初始应力；ϕs一空钢管的稳定系数，按《钢结构设计规范》GB50017取值。23 6结构体系与计算6.1结构体系6.1.1钢管混凝土结构可用于多、高层建筑的框架体系、框架-支撑体系、框架-混凝土剪力墙、框架筒体、筒中筒、巨型框架体系和交错桁架体系。其中框架-混凝土剪力墙、框架筒体、筒中筒结构体系宜采用双重抗侧力结构体系。6.1.2钢管混凝土结构框架梁可采用钢-混凝土组合梁，也可采用钢筋混凝土梁和型钢混凝土梁。6.1.3钢管混凝土结构房屋的最大适用高度宜采用现行行业标准《高层建筑钢-混凝土混合结构设计规程》CECS230的规定。对平面和竖向特别不规则的结构或IV类场地上的结构，最大适用高度应适当降低。6.1.4钢管混凝土结构房屋的最大高宽比宜采用现行行业标准《高层建筑钢-混凝土混合结构设计规程》CECS230的规定。6.1.5钢管混凝土结构中钢筋混凝土和型钢混凝土构件的抗震等级应根据烈度、结构类型和房屋高度确定，并应符合相应的计算和构造措施要求。丙类建筑的抗震等级应按表6.1.5确定。甲类、乙类建筑的抗震等级可按现行国家标准《建筑工程抗震设防分类标准》GB50223确定烈度后按表6.1.5确定。表6.1.5钢管混凝土结构的抗震等级结构体系烈度6789钢管砼框架高度≤30≤30>30>30≤30>30≤25(m)钢管砼框架-钢支撑框架四三三二二一一钢管砼框架-钢高度≤6060~130>130≤6060~120>120≤6060~100>100≤60筋砼剪力墙(m)双钢管砼框架-型墙四三二三二一二一特一一重砼剪力墙抗钢管砼框架-钢高度≤150>150≤130>150≤100>100≤80侧筋砼筒(m)力钢管砼框架-型核心筒二一二一一特一一体砼筒系高度≤180>180≤150>150≤120>120≤90筒中筒(m)内筒三二二一一特一一注：1.表中所指“特一、一、二、三、四级”即“抗震等级为特一、一、二、三、四级”的简称；2.建筑场地为Ⅰ类时，除6度外可按表内降低一度所对应的抗震等级采取抗震构造措施，但相应的计算要求不应降低；24 3.接近或等于高度分界时，应允许结合房屋不规则程度及场地、地基条件确定抗震等级；6.1.6钢管混凝土结构与其他构件组成的结构体系，其布置宜规则，楼层刚度分布宜均匀。结构布置应符合现行国家现行标准《建筑抗震设计规范》GB50011、《高层建筑钢筋混凝土结构技术规程》JGJ3。的要求，并应使结构受力明确，满足对承载力、稳定性和刚度的设计要求。6.2结构计算一般规定6.2.1钢管混凝土结构应根据实际情况进行重力荷载、风荷载和地震作用下的效应分析。结构按承载能力极限状态计算和按正常使用极限状态验算时，应按国家现行有关标准规定的作用(荷载)对结构的整体进行作用(荷载)效应分析；必要时，尚应对结构中受力状况特殊的部分进行更详细的结构分析。结构可能遭遇火灾、爆炸、撞击等偶然作用时，尚应按国家现行有关标准的要求进行相应的结构分析。6.2.2在重力荷载、风荷载和多遇地震作用下，结构内力和变形可按弹性方法进行计算。抗震设计时，对特别不规则或具有明显薄弱部位，可能导致地震时严重破坏的建筑结构，应进行罕遇地震作用下的弹塑性变形分析。6.2.3对体形复杂或受力状况特殊的结构或其部分，可采用试验方法对结构的正常使用极限状态和承载能力极限状态进行分析或复核。6.2.4钢管混凝土结构应进行施工阶段（混凝土浇筑前和混凝土硬结前）的结构分析与验算，此时混凝土不承担荷载。钢管混凝土构件尚应按空钢管进行施工阶段的承载力、稳定性和变形验算，施工阶段的钢管混凝土构件的验算，按《钢结构设计规范》GB50017的相关规定。6.2.5结构分析模型应根据结构实际情况确定，所选取的分析模型以及必要的简化计算处理，应能较准确的反映结构的实际工作状况。6.3计算参数与构造要求6.3.1对框架柱和排架阶形柱的计算长度应按现行国家标准《钢结构设计规范》GB50017的有关规定确定。25 6.3.2钢管混凝土结构在抗震计算时，阻尼比在罕遇地震下取值为0.05，其它情况下取值为0.035-0.04。6.3.3钢管混凝土构件的轴压刚度、弹性抗弯刚度、弹性剪切刚度分别按照本规程3.0.11、3.0.12、3.0.14条规定确定。6.3.4对框(排)架结构进行作用效应分析时，可按下式计算其抗弯刚度。Bf=γ⋅(EsIs+α⋅EcIc)(6.3.4)式中：γ为柱刚度折减系数：当为单肢柱时，γ＝１；当为格构式柱时，γ值分别按6.3.5或6.3.6的规定计算。系数α的确定方法见3.0.12条。6.3.5当斜腹杆格构式柱用于框(排)架柱时，其刚度折减系数可按下式计算：1γ=(6.3.5-1)EscAsc1+mEAwC1对双肢柱或四肢柱：m=4.23(6.3.5-2)2n2.822对三肢柱：m=C1cosθ(6.3.5-3)2n1C1=(6.3.5-4)31+k4(1/k5−1)Htk4=(6.3.5-5)HItk5=(6.3.5-6)Id式中，EscAsc一一根受压柱肢的截面刚度；EAw一一根腹杆空钢管的截面刚度；n—节间数(见图6.3.5)；θ—柱肢平面夹角的一半(见图6.3.5)；Ht、H—上柱高度、柱总高；It,Id—上、下柱截面惯性矩。26 2θAwYXXLYAsc2LAWE2L2AWEsc=nLE2HscAsc=nLEHscAL图6.3.5斜腹杆格构式柱图6.3.6平腹杆格构式柱6.3.6当平腹杆格构式柱用于框(排)架柱时，可将组合柱视为多层框架(见图6.3.6)，参与结构整体计算。平腹杆格构式柱的刚度折减系数也可按下式计算：1γ=(6.3.6)⎡L2A(n−1)AL2l⎤1+Csc+sc11⎢⎥⎢16n2Isc8n2HIw⎥⎣⎦式中L—柱肢中心距；l1—柱肢净间距；αIw—一根腹杆截面惯性矩；oo40≤α≤60Isc—一根柱肢截面惯性矩；50Asc—一根柱肢截面面积；≥其它符号同6.3.5。12图6.3.7斜腹杆节点1—柱肢;2—斜腹杆6.3.7承受偏心压力的格构式柱宜采用斜腹杆形式；当柱肢间距较小或有27 使用要求时，可采用平腹杆形式。格构式柱的构造要求应符合下列规定：1斜腹杆格构式柱：1)斜腹杆与柱肢轴线间夹角宜为40°~60°的范围；2)杆件轴线宜交于节点中心；或腹杆轴线交点与柱肢轴线距离不宜大于d/4,当大于d/4时，应考虑其偏心影响，d为圆钢管外直径。3)腹杆端部净距不宜小于50mm(见图6.3.7)。2平腹杆格构式柱：1)腹杆中心距离不应大于柱肢中心距的四倍；2)腹杆空钢管面积不宜小于一个柱肢钢管面积的1/4；3)腹杆的长细比不宜大于单个柱肢长细比的1/2。3腹杆采用空钢管。4腹杆和柱肢应直接焊接，柱肢上不得开孔。柱肢与腹杆连接的其他构造要求，焊缝计算及柱肢在连接处的抗拉承载力计算(抗压承载力可不计算)按现行国家标准《钢结构设计规范》GB50017的有关规定进行。6.3.8钢管混凝土与钢板焊接的组合截面形式可采用图6.3.8所示的截面形式。(a)单腹板(b)双腹板图6.3.8-1圆钢管混凝土组合截面形式(a)单腹板(b)双腹板图6.3.8-2矩（方）形钢管混凝土组合截面形式6.3.9对三肢和四肢格构式柱，在受有较大水平力处和运送单元的端部应28 设置横隔，横隔的间距不得大于9倍柱截面较大宽度和8m的最小值。6.3.10在桁(网)架中，受压弦杆可选用钢管混凝土杆件，其他杆件可采用空钢管。杆件之间可直接焊接或用节点板(球)连接。6.3.11在钢管混凝土的管壁上可加焊支、吊架等配件。当在管壁上支承重量较大的支、吊架时，宜采用加强环形式，并按公式(7.0.7)验算管壁强度。6.4抗震计算6.4.1在进行结构的动力弹塑性时程分析时，可在试验的基础上选取钢管混凝土构件的恢复力模型。6.4.2钢管混凝土构件的弯矩-曲率模型宜采用三线型模型，并考虑刚度退化。6.4.3钢管混凝土构件的荷载-位移模型宜采用三线型模型，并考虑刚度退化。6.4.4带边框混凝土剪力墙可由现浇钢筋混凝土剪力墙与钢管混凝土柱和钢筋混凝土梁或钢-混凝土组合梁组成，同时承受水平和竖向荷载的作用。结构分析时，钢管混凝土柱可等刚度代换为混凝土柱，作为剪力墙的翼缘参与结构整体分析，边框梁作为构造措施可不考虑参与内力分析。抗震设计时，带边框混凝土剪力墙的钢管混凝土柱当用作角柱且仅单方向与剪力墙连接时，其弯矩、剪力设计值应乘以1.3增大系数，底层角柱应乘以1.5增大系数。6.5结构位移限值6.5.1钢管混凝土结构在风荷载及多遇地震作用下，按弹性方法计算的最大层间位移角不宜超过表6.5.1的规定。表6.5.1弹性层间位移角限值钢管混凝土框架其他结构结构类型钢筋混凝土梁钢梁H≤150mH≥250m钢骨混凝土梁层间位移角限值1/4001/5001/8001/500注：H指房屋高度，H介于150~250m时，层间位移角限值可采用线性插值。6.5.2钢管混凝土结构在罕遇地震作用下，按弹塑性方法计算的最大层29 间位移角不宜超过表6.5.1的规定。6.5.3高度超过150m的高层建筑结构应具有良好的使用条件，满足舒适度的要求，按现行国家标准《建筑结构荷载规范》GB50009规定的10年一遇的风荷载取值计算或专门风洞试验确定的顺风向与横风向结构顶点最大加速度αw和最大扭转角加速度αtr，均不应超过表6.5.2规定的最大加速度限值αmax。表6.5.2结构最大加速度限值2使用功能αmax（m/s）住宅、公寓0.15办公、旅馆0.2530 7节点和连接7.0.1钢管混凝土结构节点和连接的设计应符合强节点弱杆件的原则，满足强度、刚度、稳定性和抗震的要求，保证力的传递，使钢管和管内混凝土能共同工作，便于制作、安装和管内混凝土的浇灌施工。7.0.2框架结构的梁柱刚性节点，宜采用加强环节点形式。当钢管直径较大时，也可采用内加强环。1.当横梁为工字形截面钢梁或钢-混凝土组合梁时，节点构造见图7.0.2-1~7.0.2-4。节点计算可按现行行业标准《高层民用建筑钢结构技术规程》JGJ99进行。44221133(a)矩形钢管混凝土柱肢(b)圆钢管混凝土柱肢图7.0.2-1钢梁节点1—柱肢2—梁端3—上、下加强环4—高强螺栓31 44131322图7.0.2-2钢梁节点A图7.0.2-3钢梁节点B1—柱肢2—梁端1—柱肢2—梁端3—内加强环4—高强螺栓3—内加强环4—高强螺栓AA223314A-AA-A图7.0.2-4锚定式刚接节点1—柱肢2—横板3—锚固件竖板4—钢梁为提高这种锚固节点部分的整体刚度，可在梁的翼缘平面内，在梁32 与梁间加钢板以形成外加强环，如图7.0.2-5所示。5522443311图7.0.2-5加钢板形成加强环1—柱肢2—横板3—锚固件竖板4—钢梁5—钢板2.当横梁为预制钢筋混凝土梁时，节点形式见图7.0.2-6和图7.0.2-7。加强环板应能承受梁端弯矩及轴向力引起的拉力，钢牛腿（或腹板）应能承受梁端剪力。加强环板应与梁端预埋钢板或梁内主筋直接焊接。3232A11554AA-A4图7.0.2-6预制混凝土梁图7.0.2-7预制混凝土梁节点（明牛腿）节点（暗牛腿）1—柱肢2—钢筋混凝土梁1—柱肢2—钢筋混凝土梁3—上、下加强环4—明牛腿3—上、下加强环4—暗牛腿腹板5—预埋钢板5—预埋钢板3.当横梁为现浇钢筋混凝土梁时，可根据具体情况，或采用连续双梁（图7.0.2-8a），或将梁端局部加宽（图7.0.2-8b），使纵向钢筋连续33 绕过钢管的构造来实现。梁端加宽的斜度不小于1/6。在开始加宽处须增设附加箍筋将纵向钢筋包住。或采用图7.0.2-9所示的承重梢式节点，将钢筋混凝土梁的受力主筋焊接于承重梢的翼缘上，然后将梁端箍筋沿承重梢布置，再浇筑混凝土形成由钢管混凝土柱和钢筋混凝土梁构成的承重梢式刚性节点。2221141AAAA33A-A(a)双梁节点1—柱肢2—钢筋混凝土双梁3—纵向钢筋4—明牛腿33221/61/6114AAAA1A-A(b)变宽度梁节点图7.0.2-8现浇混凝土梁节点1—柱肢2—钢筋3—箍筋4—明牛腿34 22AAAA11A-AA-A图7.0.2-9承重梢刚接节点1—柱肢2—承重销4.格构式柱的刚性节点，应采用可靠措施保证节点的整体刚度。双肢柱节点处，应在两侧加焊贴板封闭。当柱肢相距较大或梁较高时，宜设中间加劲肋，见图7.0.2-10。13AA42234A-A图7.0.2-10双肢柱节点1—上加强环2—下加强环3—贴板4—中间加劲肋353 7.0.3排架结构的梁柱铰接节点，应能可靠传递剪力和轴向力。铰接节点可采用明牛腿形式（见图7.0.3-1），或节点板形式（见图7.0.3-2）。24241313图7.0.3-1明牛腿铰节点图7.0.3-2板式铰节点1—柱肢2—钢梁1—柱肢2—型钢支撑3—牛腿4—加劲肋3—节点板4—加劲板明牛腿节点可用于排架梁柱连接，板式节点可用于柱间支撑连接。节点计算可按国家标准《钢结构设计规范》GB50017进行，并应满足7.0.7条的规定。柱间支撑也可采用与柱肢直接焊接的钢管。7.0.4设有吊车的厂房阶形柱的变截面处构造见图7.0.4。1ABB2AA-ALB-B图7.0.4阶形柱变截面处构造1—吊车荷载2—肩梁承受吊车梁支座压力的肩梁不宜插入柱肢上端，可与钢管以角焊缝连接，靠角焊缝传递压力，按下式计算：36 N≤0.7hffjv∑lj（7.0.4）式中，hf一角焊缝焊脚尺寸；∑lj一角焊缝总计算长度；fjv—角焊缝抗剪强度设计值。7.0.5柱顶直接承受压力的钢管混凝土柱，柱顶板宜加厚，厚度不小于16mm，并应设置肩梁板和加劲肋，顶板应留有φ50的压浆孔（见图7.0.5-1和图7.0.5-2）。柱顶荷载宜作用于截面形心处。肩梁、膈板焊缝按公式(7.0.4)计算。φ50二次压浆孔3AAAA1φ50二次压浆孔2A-AA-A图7.0.5-1格构式柱头构造图7.0.5-2单肢柱柱头构造1—肩梁2—平台板3—中膈板7.0.6圆钢管混凝土结构的刚性节点加强环板的平面类型一般有4种，见图7.0.6-1。NNααbbttr≥10mmr≥10mmNNbsbsdd(a)I型(b)II型37 NNα=45α=45r≥30°bbttNNbsbsdd(c)III型(d)IV型图7.0.6-1圆钢管混凝土加强环板的类型矩形钢管混凝土的刚性节点加强环板的平面类型一般有2种，见图7.0.6-2。NNhshsssh≤30httr≥10mmr≥10mmNNbsbsdd(a)V型(b)VI型图7.0.6-2矩形钢管混凝土加强环板的类型加强环板在梁方向受拉力N作用时，N按下式计算：N=M/h+Nb(7.0.6-1)M=Mc-Vd/3，且M≥0.7Mc(7.0.6-2)式中，M一梁端弯矩设计值；Nb一梁轴向力对一个环板产生的拉力；38 Mc—柱中心线处的梁支座弯矩设计值；V一对应于Mc柱轴线处梁端剪力；d一圆钢管直径或矩形钢管垂直于弯曲轴的边长。1.加强环板宽度bs和厚度t1的计算1）连接混凝土梁的上环板宽度bs宜比梁宽小20mm～40mm；下环板宽宜比梁宽大20mm～40mm；连接钢梁的环板宽度bs宜与梁翼缘等宽。2）连接混凝土梁的钢板厚度t1，按下式计算，并应验算焊缝强度：t1=(Asf)/(bsf1)(7.0.6-3)式中，As一梁端全部负弯矩钢筋面积；f一梁端负弯矩钢筋抗拉强度设计值；f1一加强环板钢材抗拉强度设计值。连接钢梁的环板厚度t1，按梁翼缘板的轴心拉力确定。2.加强环板控制截面宽度b计算1t1eb2tb图7.0.6-3圆形柱肢管壁的有效宽度1—管壁2—加强环板1）I型和II型加强环板，按下式计算：Ntfb≥F()α−F()αb(7.0.6-4)12etftf11110.93F()α=(7.0.6-5)122sinα+11.74sinαF()α=(7.0.6-6)222sinα+139 ⎛bs⎞be=⎜0.63+0.88⎟dt+t1(7.0.6-7)⎝d⎠式中，α一拉力N作用方向与计算截面的夹角；be一柱肢管壁参加加强环工作的有效宽度（见图7.0.6-3）；t—柱肢管壁厚度；2）III型和IV型加强环板，按下式计算：()0.392Nx,maxtfb≥1.44+β−0.864b(7.0.6-8)etftf1111Nyβ=≤1(7.0.6-9)Nx,max式中，β一加强环同时受垂直双向拉力的比值，当加强环单向受拉时，β＝0；Nx,max一x方向由最不利效应组合产生的最大拉力；Ny—y方向与Nx,max同时作用的拉力。3）V型加强环板，其hs的选择应满足下式：4htf+2()4t+ttf≥N(7.0.6-10)s11134）VI加强环板，其hs除应满足式(7.0.6-10)外，还应满足下式：2323⎛t⎞⎛⎜t1⎞⎟⎛t+hs⎞2f1(7.0.6-11)2.62⎜⎟⎜⎟⎜⎟d≥N⎝d⎠⎝t+hs⎠⎝d⎠0.583.加强环板的构造要求如下:1）0.25≤bs/d≤0.75；2）圆钢管混凝土：0.1≤b/d≤0.35，b/t1≤10；矩形钢管混凝土：对于V型加强环板，hs/d≥0.15tb/t1；对于VI型加强环板，hs/d≥0.1tb/t1，tb为和环板连接的钢梁翼缘厚度。节点部分柱段长度为由上下加强环板算起各不小于柱肢的直径或柱截面最小边长。7.0.7梁柱节点的钢梁腹板或钢牛腿肋板处的管壁剪应力（见图7.0.7）应按下式进行验算。40 Vmax()τ=0.6lg2rcbj≤fv(7.0.7-1)htjbj=tw+2hf(7.0.7-2)式中，Vmax一梁端腹板或一个牛腿肋板承受的最大剪力；hj一腹板或肋板高度；rc—截面尺寸，对于圆钢管混凝土，rc=D/2-t，对于矩形钢管混凝土，当焊缝位于短边时，rc=B/2-t，当焊缝位于长边时，rc=D/2-t；bj一角焊缝包入的宽度；tw一腹（肋）板厚度；hf一角焊缝的焊脚尺寸。bjbjjjhhVmaxVmaxtrctrc(a)圆钢管混凝土(b)矩形钢管混凝土图7.0.7管壁应力计算简图7.0.8位于地震区的框架节点设计，应符合下列要求：1.采用III~IV型钢梁加强环节点或带内隔板节点；2.采用混凝土梁节点时，梁端设计应符合现行国家标准《建筑抗震设计规范》GB50011和《混凝土结构设计规范》GB50010的有关要求。3.加强环板的抗震验算可参考现行现行国家标准《建筑抗震设计规范》GB50011对钢结构的有关规定进行。4.节点应符合下列规定：加强环板的加工应保证外形曲线光滑，无裂纹、刻痕；节点管段与柱管间的水平焊缝应与母材等强；加强环板与钢梁翼缘的对接焊接，应采用剖口焊。5.可能产生塑性铰的最大应力区内，避免布置焊接焊缝。41 7.0.9框架的梁柱、柱脚与支撑等节点连接，应按相关的现行国家标准和行业标准进行设计与计算，并应进行以下计算与验算：1）钢管混凝土柱与钢梁刚接节点的承载力或强度验算，包括环肋板强度、管壁竖向局部抗剪等验算。矩形钢管混凝土柱与钢梁的刚接节点应按现行行业标准《矩形钢管混凝土结构技术规程》CECS159进行节点抗剪、抗弯承载力的验算。2）钢管混凝土柱与钢梁刚接节点梁端连接的抗弯、抗剪（包括连接件）承载力计算。7度及7度以上抗震设防时，尚应进行连接抗弯、抗剪极限承载力的验算。3）柱脚节点连接、支撑节点连接在轴力、弯矩与剪力作用下的承载力计算。7度及7度以上抗震设防时，尚应进行连接极限承载力的验算。7.0.10柱与基础的连接柱与基础的连接分为铰接和固接两种形式：1.铰接柱脚，按照国家标准《钢结构设计规范》GB50017进行设计。2.刚接柱脚分插入杯口式和锚固式两种。1）采用插入杯口式柱脚，基础杯口的设计同钢筋混凝土。柱肢插入深度h应符合如下规定：当圆钢管外径或矩形钢管边长D≤400mm时，h取(2～3)D；D≥1000mm时，h取(1～2)D；400mm＜D＜1000mm时，h取中间值。当柱肢出现拉力时，应按下式验算混凝土的抗剪强度（见图7.0.10-1）：N≤C′hft（7.0.10）式中，ft一混凝土抗拉强度设计值；C′一周长（以mm计），对于圆钢管混凝土，C′=πD′，对于矩形钢管混凝土，C′=2(B′+D′)，见图7.0.10-2；h一柱肢插入杯口深度。42 环形底板带孔底板50Dh5050505050+100B=B"D"D"=D+100D"=D+100(a)圆钢管混凝土(b)矩形钢管混凝土图7.0.10-1插入式柱脚图7.0.10-2柱脚环板2）采用钢板或钢靴锚固式柱脚，其设计可按照现行国家标准《钢结构设计规范》GB50017进行。埋入土中部分的柱肢，应以混凝土包覆，厚度不小于50mm，高出地面不小于200mm。当不满足式(7.0.10)的要求时，宜优先采用在钢管外壁加焊栓钉或短粗锚筋的措施。7.0.11钢管混凝土柱肢常用的对接形式见图7.0.11。螺栓/2a内套管/2aa=40~60mm(a)剖口对接焊(b)内套管对接(c)法兰盘对接钢管1:4直焊缝>15t(d)十字变径对接(e)变径对接(f)直焊缝钢管的对接图7.0.11常用的对接形式7.0.12其它节点形式可以按本规程附录F的规定采用。43 8抗火计算与防火构造8.1结构抗火计算8.1.1钢管混凝土柱防火应根据设计要求对其钢管采用喷涂防火涂料或其它有效外包覆防火措施，其耐火等级及耐火极限应满足国家有关消防规范的要求。钢管混凝土柱在国家标准规定的升温曲线条件下的防火保护层厚度a可按下式计算：1.采用金属网抹M5普通水泥砂浆-(0.396-0.0045λ)a=k1k2C(mm)（圆形截面钢管混凝土）(8.1.1-1)23式中，k1=135-1.12λ；k2=1.85t-0.5t+0.07t；-(0.3075-0.000325λ)a=(220.8t+123.8)C(mm)（矩形截面钢管混凝土）(8.1.1-2)2.采用现行行业标准《钢结构防火涂料应用技术规范》CECS24规定的厚涂型钢结构防火涂料-(0.28-0.0019λ)a=(19.2t+9.6)C(mm)（圆形截面钢管混凝土）(8.1.1-3)(2)()−0.42+0.0017λ−0.00002λa=149.6t+22C(mm)（矩形截面钢管混凝土）(8.1.1-4)式中t为耐火极限，以小时计；C为柱截面周长，C=628~6280mm（圆形截面钢管混凝土），即外直径D=200~2000mm；C=800~8000mm（矩形截面钢管混凝土），即短边边长B=200~2000mm；λ=10~80。钢管混凝土柱防火保护层厚度也可按照附录G规定确定。8.1.2为使裸钢管混凝土满足耐火极限要求，应限制其火灾荷载比，且火灾荷载比限值不应超过火灾下钢管混凝土柱承载力系数kt。kt按下式计算：a)对于圆形截面钢管混凝土柱：⎧1t≤t⎪2.5011+at⎪0⎪1(8.1.2-1)kt=⎨t1≤t0≤t2bt+c⎪0⎪kt0+dt0>t2⎪⎩式中，32a=(-0.13λ0+0.92λ0-0.39λ0+0.74)(-2.85C0+19.45)；44 2-0.46b=(-1.59λ0+13.0λ0-3.0)C0；2.51c=1+at1-bt1；d=−kt；2bt+c23232k=(0.02λ0-0.31λ0+1.46λ0+0.03)(0.0034C0-0.0465C0+0.21C0-0.33)；-232-32t1=(-1.31×10λ0+0.17λ0-0.72λ0+1.49)(7.2×10C0-0.02C0+0.27)；322t2=(-0.03λ0+0.31λ0-1.12λ0+1.89)(0.01C0-0.03C0+0.39)；t0=t/100；C0=C/1256；λ0=λ/40。b)对于矩形截面钢管混凝土柱：⎧1t≤t⎪2011+at⎪0⎪1(8.1.2-2)kt=⎨2t1≤t0≤t2bt+c⎪0⎪kt0+dt0>t2⎪⎩式中，32a=(0.05λ0-0.28λ0+0.33λ0+0.93)(-2.56C0+16.08)；322b=(-0.19λ0+1.48λ0-0.95λ0+0.86)(-0.19C0+0.15C0+9.05)；21c=1+(a-b)t1；d=−kt；22bt+c22k=0.0336λ0-0.2λ0+0.0744；32t1=0.38(0.02λ0-0.13λ0+0.05λ0+0.95)；22t2=(0.03λ0-0.29λ0+1.21)(0.03C0-0.13C0+0.71)；t0=t/100；C0=C/1600；λ0=λ/40。式（8.1.2-1）和（8.1.2-2）的适用范围是：fy=235MPa~420MPa、C30~C120混凝土、αs=0.04~0.20，λ=10~80，e/r=0~3.0，t≤3h，对于圆形截面钢管混凝土，C=628~6280mm，即外直径D=200~2000mm，对于矩形截面钢管混凝土，C=800~8000mm，即短边边长B=200~2000mm。火灾下钢管混凝土柱承载力系数kt也可以按附录H规定确定。8.1.3ISO834标准火灾曲线作用后钢管混凝土构件的剩余承载力可按下列公式计算：N(t)=k(t)⋅N(8.1.3-1)u,rru式中，Nu、Nu,r(t)分别为钢管混凝土柱在常温下和火灾后的极限承载力。45 火灾后经受标准火灾作用后钢管混凝土柱的剩余承载力系数kr(t)按下列公式计算：对于圆钢管混凝土：23⎧(1+0.15t−2t+2t)⋅f(C)⋅f(λ)t≤0.6οοοοοο⎪(8.1.3-2)kr=⎨⎪2(1−0.39t+0.095t)⋅f(C)⋅f(λ)t>0.6⎩οοοοο对于矩形钢管混凝土：2⎧(1−0.036t−0.59t)⋅f(C)⋅f(λ)t≤0.6οοοοο⎪kr=⎨(8.1.3-3)⎪2(1−0.46t+0.117t)⋅f(C)⋅f(λ)t>0.6⎩οοοοο式(8.1.3-2)和式(8.1.3-3)中，函数f(Co)可表示为：2⎧⎪a⋅Cο+b⋅Cο+cCο≤1f(Dο)=⎨(8.1.3-4)⎪⎩d⋅(C−1)+1C>1οο式中，a=−0.73t+0.087；b=1.41t−0.14；οοc=−0.68t+1.05；d=0.039lnt+0.07。οo式(8.1.3-1)和式(8.1.3-2中，函数f(λo)可表示为：⎧e⋅λο+fλο≤1.875f(λο)=⎨(8.1.3-5)⎩g⋅λο+hλο>1.87522式中，e=0.05to-0.17to+0.018；f=-0.05to+0.18to+0.98；22g=-0.06to+0.25to-0.039；h=0.1to-0.58to+1.09。tο=t/100，λο=λ/40，对于圆钢管混凝土，Cο=C/1884；对于矩形钢管混凝土Cο=C/2400。上述各式中，t以分钟(min)计，C以mm计。公式(8.1.3)的适用范围是：fy=235MPa~420MPa、C30~C80混凝土、αs=0.04~0.20、λ=10~80、e/r=0~3.0、受火时间t≤3h、对于圆形截面钢管混凝土，C=628~6280mm，即外直径D=200~2000mm、对于矩形截面钢管混凝土，C=800~8000mm，即短边边长B=200~2000mm。经受标准火灾作用后钢管混凝土柱的剩余承载力系数kr(t)可以按附录I规定确定。8.1.4对于火灾后承载力降低较多的柱构件，可采用增大截面法进行加固，如在原柱外套一直径更大的钢管，并在其中灌注混凝土。对于火灾影响较小的柱构件，可采用包裹纤维增强复合材料对其进行加固。46 8.2防火保护构造8.2.1金属网抹水泥砂浆的钢管混凝土柱防火保护构造如图8.2.1-1所示，外包混凝土的钢管混凝土柱防火保护构造如图8.2.1-2所示，防火涂料的防火保护构造如图8.2.1-3所示。323142411-钢管混凝土柱;2-砂浆保护层;3-金属网;4-定位钢筋图8.2.1-1采用金属网抹水泥砂浆的钢管混凝土柱防火保护构造3321211-钢管混凝土柱;2-混凝土保护层;3-构造钢筋图8.2.1-2采用外包混凝土的钢管混凝土柱防火保护构造（外包混凝土防火保护应配构造钢筋）21121-钢管混凝土柱；2-防火涂料图8.2.1-3采用防火涂料的钢管混凝土柱防火保护构造8.2.2在选用防火板作为钢管混凝土构件的防火保护材料时，如图8.2.2所示，需符合以下要求：47 1.防火板的包覆构造必须根据构件形状，构件所处部位，在满足耐火性能的条件下，充分考虑牢固稳定，进行包覆构造设计；2.固定防火板的龙骨及粘结剂应为不燃材料，龙骨材料应能便于和构件、防火板连接，粘接剂应能在高温下仍能保持一定的强度，保证结构的稳定和完整；3.防火板的燃烧性能和物理化学性能应符合有关规范的规定。34324112（a）圆钢管混凝土柱包圆弧形防火板（b）圆钢管混凝土柱包矩形防火板1-圆钢管混凝土柱;2-钢龙骨;3-弧形防火1-圆钢管混凝土柱;2-钢龙骨或防火板板;4-自攻螺钉支撑件;3-防火板;4-钢钉425243311（c）靠墙圆钢管混凝土柱包弧形防火板（d）矩形钢管混凝土柱包圆弧形防火板1-圆钢管混凝土柱;2-钢龙骨;3-弧形防1-矩形钢管混凝土柱;2-钢龙骨或防火板火板;4-自攻螺钉;5-防火板支撑件;3-圆弧形防火板;4-自攻螺钉图8.2.2钢管混凝土柱用钢龙骨固定的防火板构造8.2.3当钢管混凝土构件采用复合防火保护时，如图8.2.3所示，应符合下列要求：1.须根据构件形状及所处部位，在满足耐火性能的条件下，充分考48 虑结构的牢固稳定，进行包覆构造设计；2.在包覆构造设计时，应充分考虑外层包覆施工时，不应对内层防火层造成结构破坏的损伤。854916173532264(a)(b)1-矩形钢管混凝土柱;2-防火板1-矩形钢管混凝土柱;2-防火板龙骨;3-防龙骨;3-防火涂料;4-高温粘结剂火涂料;4-高温粘结剂固定;5-防火板;6-固定;5-防火板;6-钢钉钢钉;7-自攻螺钉;8-墙体;9-点焊3412561AA3524剖面A-A(c)1-圆钢管混凝土柱;2-凹形支撑板;3-防1-圆钢管混凝土柱;2-凹形支撑板;3-防火火板;4-防火涂料;5-钢钉;6-空气腔板;4-钢钉;5-高温粘结剂固定49 652341(d)1-矩形钢管混凝土柱;2-钢龙骨或防火板支撑件;3-柔性毡状隔热材料;4—圆弧形防火板;5-自攻螺钉;6-支撑固定件(点焊)854911673532264(e)(f)1-矩形钢管混凝土柱;2-防火板龙1-矩形钢管混凝土柱;2-防火板龙骨;3-柔性骨;3-柔性毡状隔热材料;4-高温粘毡状隔热材料;4-高温粘结剂固定;5-防火板;结剂固定;5-防火板;6-钢钉6-钢钉;7-自攻螺钉;8-墙体;9-点焊图8.2.3采用复合防火保护的钢管混凝土柱构造图8.2.4当钢管混凝土构件采用柔性毡状隔热材料防火保护时，如图8.2.4所示，应符合下列要求：1.本方法仅适用于平时不受机械伤害和不易被人为破坏，而且应免受水湿的部位；2.包覆构造的外层应设金属保护壳；50 包覆构造应满足在材料自重下，不应使毡状材料发生体积压缩不均的现象。金属保护壳应固定在支撑构件上，支撑构件应固定在钢构件上，支撑构件为不燃材料。342561(a)用钢龙骨支撑1-圆钢管混凝土柱;2-钢龙骨或防火板龙骨;3-自攻螺钉;4-包裹柔性毡状隔热材料;5-点焊或高温粘结剂固定;6-金属保护板523121AA4543剖面A-A(b)用圆弧形防火板支撑1-圆钢管混凝土柱;2-粘状隔热材料;1-圆钢管混凝土柱;2-高温粘结剂或钢龙3-弧形防火支撑板;4-钢钉;5-金属保骨固定;3-钢钉;4-弧形防火支撑板;5-金护板属保护板图8.2.4柔性毡状隔热材料防火构造图8.2.5为保证火灾发生时核心混凝土中水蒸气的排放，每个楼层的柱均应51 设置直径为20mm的排气孔，其位置宜位于柱与楼板相交位置上方及下方100mm处，并沿柱身反对称布设。52 9施工与验收9.1一般规定9.1.1钢管混凝土结构的制作与施工除符合本规程的规定外，尚应遵守现行国家标准的有关规定。9.1.2钢管混凝土结构制作和安装的施工单位应具有相应的资质，施工单位应根据批准的施工图设计文件编制施工详图。当需要修改时，应按有关规定办理设计变更手续。9.1.3钢管混凝土结构在制作前，应根据施工图设计文件和施工详图的要求编制制作工艺。制作工艺至少应包括：制作所依据的标准，施工操作要点，成品质量保证措施等。9.1.4钢管混凝土结构的施工单位应根据设计要求对构造复杂的构件进行工艺试验评定，并根据试验评定制定相应的施工工艺或方案。9.1.5钢管混凝土结构采用的钢材、连接材料及混凝土材料应符合本规程“4材料”的规定和设计的要求。在结构施工中，当需以屈服强度不同的钢材代替原设计中的主要钢材时，应按照钢材的实际强度进行验算。9.1.6钢管内混凝土浇灌应在钢构件安装并经有关单位验收合格后进行。9.1.7钢管混凝土结构的防腐应按照现行钢结构的有关规定进行处理。钢管混凝土构件防火涂料涂装前，其表面除锈及防锈底漆涂装应符合设计要求和国家现行有关标准规定。9.1.8钢管混凝土构件防火涂料的粘结强度、抗压强度等性能指标应符合现行国家标准《钢结构防火涂料》GB14907和现行行业标准《钢结构防火涂料应用技术规范》CECS24的规定。检验方法应符合现行国家标准《建筑构件耐火试验方法》GB/T9978规定。9.1.9钢管混凝土结构的冬期施工应符合《建筑工程冬期施工规程》JGJ104中对钢结构工程的规定。9.2钢管构件制作与施工9.2.1钢管构件应根据施工详图进行放样。放样与号料应预留焊接收缩量和切割、端铣等加工余量。对于高层框架柱尚应预留弹性压缩量，弹性压缩量可由制作单位通过计算并据已有工程经验确定。53 9.2.2螺旋焊接或直缝焊接圆管，以及采用板材焊接的矩形钢管，其焊缝宜采用坡口熔透焊缝。焊接管焊缝的坡口形式和尺寸，应符合现行国家标准《气焊、手工电弧焊及气体保护焊焊缝坡口的基本形式和尺寸》GB/T985和《埋弧焊焊缝坡口的基本形式和尺寸》GB/T986的规定。9.2.3需边缘加工的零件，宜采用精密切割；焊接坡口加工宜采用自动切割、半自动切割、坡口机、刨边机等方法进行，并应用样板控制坡口角度和尺寸。9.2.4钢管构件组装前，各零、部件应经检查合格，组装的允许偏差应符合现行国家标准《钢结构工程施工质量验收规范》GB50205的规定。9.2.5钢管构件的焊接（包括施工现场焊接）应严格按照所编工艺文件规定的焊接方法、工艺参数、施焊顺序进行，并应符合设计文件和现行行业标准《建筑钢结构焊接技术规程》JGJ81规定。9.2.6钢管构件的除锈和涂装应在制作检验合格后进行。构件表面的除锈方法和除锈等级应符合设计规定，其质量要求应符合现行国家标准《涂装前钢材表面锈蚀等级和除锈等级》GB/T8923的规定。9.2.7钢管构件制作完成后，应按照施工图和现行国家标准《钢结构工程施工质量验收规范》GB50205的规定进行验收，其外形尺寸的允许偏差应符合上述规范的规定。9.2.8钢管构件制作完毕后应仔细清除钢管内的杂物，钢管内表面必须保持干净，不得有油渍等污物，应采取适当措施保持管内清洁。9.2.9制作完毕后的钢管构件，应采取适当保护措施，防止钢管内表面严重锈蚀。9.2.10钢管构件在吊装时应控制吊装荷载作用下的变形，吊点的设置应根据钢管构件本身的承载力和稳定性经验算后确定。必要时应采取临时加固措施。9.2.11吊装钢管构件时，应将其管口包封，防止异物落入管内。当采用预制钢管混凝土构件时，应待管内混凝土强度达到设计值的50%以后，方可进行吊装。9.2.12钢管构件吊装就位后，应立即进行校正，采取可靠固定措施以保证构件的稳定性。9.2.13钢管采用现场焊接拼接时，应采取可靠的施焊工艺，尽可能减少焊54 接残余应力和残余变形。9.2.14钢管构件的吊装质量应符合现行国家标准《钢结构工程施工质量验收规范》GB50205-2001的规定。9.3混凝土施工9.3.1用于钢管中的混凝土强度等级，力学性能指标和质量标准应符合本规程“4材料”的规定和设计要求。9.3.2钢管内混凝土的浇筑方式宜采用泵送顶升浇灌法，也可采用高位抛落免振捣法或手工逐段浇捣法，钢管底部应留清扫口。9.3.3泵送顶升浇灌法：在钢管柱适当的位置安装一个带有防回流装置的进料支管，直接与泵车的输送管相连，将混凝土连续不断地自下而上灌入钢管，无需振捣。钢管的尺寸宜大于或等于进料支管的两倍。对泵送顶升浇灌的柱下部入口处的管壁应进行强度验算。泵送混凝土前应用清水冲洗钢管内壁。9.3.4高位抛落免振捣法：利用混凝土下落时产生的动能达到振实混凝土的目的，适用于管截面最小边长或管径大于350mm，高度不小于4m的情况。对于抛落高度低于4m的区段，应用内部振捣器振实，一次抛落的3混凝土量宜在0.7m左右，用料斗装填，料斗的下口尺寸应比钢管截面最小边长或管径小100~200mm，以便于管内空气的排出，应保证混凝土无泌水和离析现象。9.3.5手工逐段浇捣法：混凝土自钢管上口灌入，用振捣器捣实，管截面最小边长或管径大于350mm时，采用内部振捣器进行振捣，每次振捣时间不少于30秒，一次浇灌高度不宜大于1.5m。当管截面最小边长或管径小于350mm时，可采用附着在钢管外部的振捣器进行振捣，外部振捣的位置应随混凝土浇灌进展加以调整。手工逐段浇捣法一次浇灌的高度不应大于振捣器的有效工作范围和2~3m柱长。9.3.6混凝土的配合比，除应满足强度指标外，尚应注意混凝土坍落度的选择。混凝土配合比应根据混凝土设计等级计算，并通过试验后确定。对于泵送顶升浇灌法，混凝土的配合比尚应满足可泵性要求。9.3.7钢管内混凝土浇灌工作，宜连续进行，若间歇时，时间不应超过混凝土的终凝时间，需留施工缝时，应将管口封闭，防止水、油和异物等55 落入。9.3.8每次浇灌混凝土前（包括施工缝），应先浇灌一层厚度为100~200mm的与混凝土等级相同的水泥砂浆，以免自由下落的混凝土骨料产生弹跳现象。9.3.9当混凝土浇灌到钢管顶端时，可以使混凝土稍微溢出后再将留有排气孔的层间横隔板或封顶板紧压在管端，随即进行点焊，待混凝土强度达到设计值的50%以后，再将横隔板或封顶板按设计要求进行补焊，也可将混凝土浇灌到稍低于管口的位置，待混凝土强度达到设计值的50%后再用相同等级的水泥砂浆添至管口，并按上述方法将横隔板或封顶板一次封焊到位。9.3.10钢管混凝土结构内部混凝土浇灌质量一般可采用敲击钢管的方法来检查其密实度，对于重要构件或部位应采用超声波进行检测。混凝土不密实的部位，应采用局部钻孔压浆法进行补强，并将钻孔补焊封固。9.3.11在钢管柱内浇灌混凝土过程中，应采取有效措施避免钢管柱内的管件变形和损坏。9.4冬期混凝土施工9.4.1本规程冬期施工期限划分原则是：当室外日平均气温连续5d稳定低于5℃或最低气温连续5d稳定在-3℃以下时，即进入冬期施工。冬期施工期限以外，当气温突然下降时，也应按本节规定执行。9.4.2冬期施工时，必须编制专项施工组织设计和技术措施，以保证浇筑的混凝土满足设计要求。9.4.3冬期浇筑的混凝土，其受冻临界强度应符合下列规定：普通混凝土采用硅酸盐水泥或普通硅酸盐水泥配制时，应为设计的混凝土强度标准值的30%；采用矿渣硅酸盐水泥配制的混凝土，应为设计的混凝土强度标准值的40%。如施工需要提高混凝土强度等级时，应按提高后的强度等级确定。9.4.4原材料的储存、加热、输送和混凝土的拌和、运输，均应根据气候条件通过热工计算，选择适宜的保温措施。9.4.5合理选用各种外加剂，宜使用无氯盐防冻剂。在掺用含有钾、钠离子的防冻剂混凝土中，不得采用活性骨料或在骨料中混有这类物质的材56 料。9.4.6在老混凝土上浇筑混凝土前，应检测老混凝土表面温度，如为负温，应加热成正温，加热深度不小于10cm。9.4.7当室外气温低于5℃、高于-10℃时，浇筑混凝土前应加热钢管并包裹覆盖；当室外气温低于-10℃时，钢管外应包裹电热毯保温。在养护过程中根据混凝土温度变化可继续送电。尽量争取在白天施工，利用较高的气温以保证混凝土施工的质量。9.4.8在施工过程中，应控制并及时调节混凝土的机口温度，使入管混凝土的温度高于15℃。控制方法以调节拌和水温为宜。提高混凝土拌和物温度的方法：首先应考虑加热拌和用水；当加热拌和用水尚不能满足浇筑温度要求时，应加热骨料。水泥不得加热。拌和用水加热超过60℃时，应改变拌和加料顺序，将骨料与水先拌和，然后加入水泥，以免水泥假凝。骨料不需加热时，应注意不要结冰，也不得混入冰、雪。9.4.9混凝土浇筑完毕后，外露表面及新老混凝土接合处和边角处应做好保温。混凝土在加热养护过程中，其表面不应出现干燥脱水。9.4.10冬期施工期间，施工单位应应根据需要进行适当的温度观测，并应与气象部门保持密切联系，随时掌握天气预报和寒潮、大风警报，以便及时采取防护措施。9.5验收9.5.1钢管混凝土结构工程的质量验收应按现行国家标准《建筑工程施工质量验收统一标准》GB50300、《钢结构工程施工质量验收规范》GB502051和《混凝土结构工程施工质量验收规范》GB50204中的有关规定执行。9.5.2钢管混凝土子分部工程验收资料：1.设计变更文件及原材料代用证件；2.原材料出厂质量合格证件及性能检测报告；3.焊接材料产品证明书、焊接工艺文件及烘焙记录；4.焊工合格证书及施焊范围；5.焊缝超声波探伤或射线探伤检测报告及记录；6.连接节点检查记录；57 7.钢筋接头试验报告；8.混凝土工程施工记录；9.混凝土试件性能试验报告；10.隐蔽工程验收记录；11.各检验批验收记录；12.工程重大质量、技术问题的技术资料、处理方案和验收记录；13.竣工图及相关设计文件；14.其它文件和记录。9.5.3钢管混凝土构件防火保护工程消防验收由建设单位组织设计、施工、监理单位及公安消防机构，依据《消防法》等有关消防技术标准进行专项验收。9.5.4消防验收时，建设单位应提供下列资料：1.公安消防机构的审批文件、竣工图及相关文件；2.《建筑工程消防验收申请表》；3.消防监理单位的《监理报告》；4.隐蔽工程验收记录、现场施工质量记录；5.产品质量合格证明文件；6.抽检产品粘结强度、抗压强度检测报告及材料的燃烧性能检测报告等相关文件。58 附录A钢管混凝土构件的轴压弹性模量Esc表表A-1圆钢管混凝土构件（钢材厚度≤16mm）的轴压弹性模量Esc（MPa）钢材Q235混凝土C30C40C50C60C700.0428938357384142247614537040.0531072378734355749748558380.0633206400074569151882579720.0735340421414782554016601060.0837475442754995956150622400.0939609464095209358285643750.1041743485435422760419665090.114387750677563616255368643αs0.1246011528125849664687707770.1348145549466063066821729110.1450279570806276468955750450.1552414592146489871089771790.1654548613486703273224793140.1756682634826916675358814480.1858816656177130177492835820.1960950677517343579626857160.206308469885755698176087850混凝土C80C90C100C110C1200.0459489652757095976643824280.0561623674097309378777845620.0663758695437522780911866960.0765892716777736183045888300.0868026738117949585179909650.0970160759458162987313930990.1072294780808376489447952330.117442880214858989158297367αs0.1276562823488803293716995010.13786978448290166958501016350.14808318661692300979841037700.158296588750944341001181059040.168509990885965681022521080380.178723393019987031043871101720.1889367951531008371065211123060.1991502972871029711086551144400.20936369942110510511078911657458 （续表A-1）钢材Q345混凝土C30C40C50C60C700.0425398306423502639801444970.0527814330593744242217469130.0630230354753985844633493300.0732647378914227447049517460.0835063403074469149465541620.0937479427244710751882565780.1039895451404952354298589940.114231247556519395671461411αs0.1244728499725435659130638270.1347144523885677261547662430.1449560548055918863963686590.1551976572216160466379710750.1654393596376402068795734920.1756809620536643771211759080.1859225644696885373628783240.1961641668867126976044807400.206405769302736857846083157混凝土C80C90C100C110C1200.0448959534205780462187666490.0551375558376022064603690650.0653791582536263667020714810.0756207606696505269436738970.0858624630856746971852763140.0961040655016988574268787300.1063456679187230176684811460.116587270334747177910183562αs0.1268288727507713381517859790.1370705751667955083933883950.1473121775838196686349908110.1575537799998438288766932270.1677953824158679891182956430.1780370848318921593598980600.18827868724791631960141004760.19852028966494047984301028920.2087618920809646310084710530859 （续表A-1）钢材Q390混凝土C30C40C50C60C700.0424709295703363338058424110.0527241321013616440590449430.0629772346333869643121474740.0732304371654122745653500060.0834835396964375948184525370.0937367422284629150716550690.1039899447594882253248576010.114243047291513545577960132αs0.1244962498235388558311626640.1347493523545641760842651950.1450025548865894963374677270.1552557574176148065906702590.1655088599496401268437727900.1757620624816654370969753220.1860151650126907573500778530.1962683675447160776032803850.206521570075741387856482917混凝土C80C90C100C110C1200.0446546506825474458807629430.0549078532135727661339654740.0651610557455980863870680060.0754141582776233966402705370.0856673608086487168934730690.0959204633406740371465756010.1061736658716993473997781320.116426868403724667652880664αs0.1266799709357499779060831950.1369331734667752981592857270.1471862759988006184123882590.1574394785298259286655907900.1676926810618512489187933220.1779457835938765591718958530.1881989861249018794250983850.19845208865692719967811009170.208705291187952509931310344860 （续表A-1）钢材Q420混凝土C30C40C50C60C700.0424386290373292437159413240.0526995316463553339767439320.0629604342543814242376465410.0732212368634075044984491490.0834821394714335947593517580.0937429420804596750201543660.1040038446884857652810569750.114264647297511845541859583αs0.1245255499055379358027621920.1347863525145640160636648000.1450472551235901063244674090.1553080577316161865853700170.1655689603406422768461726260.1758297629486683571070752350.1860906655576944473678778430.1963514681657205276287804520.206612370774746617889583060混凝土C80C90C100C110C1200.0445280492375312457011609680.0547889518455573359620635770.0650497544545834162228661850.0753106570626095064837687940.0855714596716355867445714020.0958323622806616770054740110.1060931648886877572663766190.116354067497713847527179228αs0.1266148701057399277880818360.1368757727147660180488844450.1471366753227920983097870530.1573974779318181885705896620.1676583805398442688314922700.1779191831488703590922948790.1881800857568964493531974870.19844088836592252961391000960.2087017909739486198748102704注：表内中间值可采用插值法求得。61 表A-2矩形钢管混凝土构件（钢材厚度≤16mm）的轴压弹性模量Esc(MPa)钢材Q235混凝土C30C40C50C60C700.0432732358083870542036454210.0534794376134037743608469200.0636856394194205045180484200.0738918412254372246751499190.0840979430304539548323514190.0943041448364706849895529190.1045103466414874051467544180.114716548447504135303955918αs0.1249227502535208654611574180.1351289520585375856182589170.1453351538645543157754604170.1555413556695710459326619160.1657475574755877660898634160.1759537592806044962470649160.1861599610866212164041664150.1963661628926379465613679150.206572364697654676718569415混凝土C80C90C100C110C1200.0448700520225531658633620260.0550147534275668859976633460.0651594548325805961320646650.0753041562385943162664659850.0854488576436080364007673040.0955935590486217465351686240.1057382604536354666694699440.115882961858649176803871263αs0.1260276632636628969382725830.1361723646686766070725739020.1463170660746903272069752220.1564617674797040473412765410.1666064688847177574756778610.1767511702897314776100791800.1868958716947451877443805000.1970405730997589078787818190.20718527450577261801308313962 （续表A-2）钢材Q345混凝土C30C40C50C60C700.0429127318333442037414404670.0531537339863644039334423140.0633947361403846141253441610.0736356382934048143172460090.0838766404464250145092478560.0941176425994452147011497030.1043585447534654248931515500.114599546906485625085053398αs0.1248404490595058252770552450.1350814512125260354689570920.1453224533655462356609589390.1555633555195664358528607870.1658043576725866360448626340.1760453598256068462367644810.1862862619786270464287663290.1965272641326472466206681760.206768166285667456812570023混凝土C80C90C100C110C1200.0443431464384942252429555070.0545225481905114154120571740.0647020499435286055811588410.0748815516965458057503605090.0850609534495629959194621760.0952404552025801860885638430.1054199569545973762576655100.115599358707614576426867177αs0.1257788604606317665959688450.1359583622136489567650705120.1461377639666661469341721790.1563172657186833371033738460.1664967674717005372724755130.1766761692247177274415771800.1868556709777349176106788480.1970351727307521077797805150.20721457448276930794898218263 （续表A-2）钢材Q390混凝土C30C40C50C60C700.0428465310803359036501394720.0531017333753575338562414610.0633569356703791540624434510.0736121379664007842686454400.0838673402614224044748474300.0941224425574440346809494190.1043776448524656548871514090.114632847148487285093353398αs0.1248880494435089052994553880.1351432517385305255056573770.1453984540345521557118593670.1556535563295737759179613560.1659087586255954061241633460.1761639609206170263303653350.1864191632166386565364673250.1966743655116602767426693140.206929567807681906948871304混凝土C80C90C100C110C1200.0442358452874819551126541260.0544295471825005752959559350.0646232490775191854793577450.0748169509725377956626595540.0850106528675564158459613640.0952042547625750260293631730.1053979566575936462126649830.115591658552612256396066792αs0.1257853604476308765793686010.1359790623426494867627704110.1461727642376681069460722200.1563664661326867171294740300.1665601680277053273127758390.1767538699227239474961776480.1869474718177425576794794580.1971411737127611778628812670.20733487560777978804618307764 （续表A-2）钢材Q420混凝土C30C40C50C60C700.0428170307343320336068389950.0530817331253546138225410790.0633463355153771840381431630.0736110379053997542538452470.0838757402964223244694473320.0941403426864449046851494160.1044050450764674749007515000.114669747466490045116453585αs0.1249343498575126253320556690.1351990522475351955477577530.1454637546375577657633598380.1557283570275803459790619220.1659930594186029161946640060.1762577618086254864103660900.1865223641986480566259681750.1967870665886706368416702590.207051768979693207057269320混凝土C80C90C100C110C1200.0441838447254759150480534380.0543870467154954752408553420.0645902487055150454336572460.0747933506945346056265591500.0849965526845541658193610540.0951997546745737260121629590.1054028566645932962049648630.115606058654612856397866767αs0.1258092606436324165906686710.1360124626336519767834705760.1462155646236715469762724800.1564187666136911071691743840.1666219686037106673619762880.1768250705937302275547781920.1870282725827497977476800970.1972314745727693579404820010.207434576562788918133283905注：表内中间值可采用插值法求得。65 附录B钢管混凝土构件的剪切弹性模量Gsc表表B-1圆钢管混凝土构件（钢材厚度≤16mm）的剪切弹性模量Gsc（MPa）钢材Q235混凝土C30C40C50C60C700.048600100751124712497136890.059517110031218913457146690.0610426119151310714387156120.0711332128191401215298165320.0812240137191491016199174380.0913152146181580417093183350.1014068155201669817984192260.111499016424175931887520116αs0.1215919173331849219767210050.1316856182481939420662218950.1417800191692030121560227880.1518752200972121422464236850.1619713210322213423373245860.1720684219752306124288254940.1821664229272399525210264070.1922654238882493826140273280.202365524859258902707828256混凝土C80C90C100C110C1200.0414785158531687517874188700.0515784168731791518934199520.0616741178441890119935209690.0717670187841985220898219440.0818582197032077921834228890.0919483206092169122752238140.1020376215052259123657247250.112126622396234852455425626αs0.1222154232852437425445265210.1323042241722526226334274110.1423931250602614927222283000.1524824259502703728110291890.1625720268432792929000300790.1726622277402882329893309710.1827529286432972330790318670.1928443295523062831693327680.20293643046731539326013367566 （续表B-1）钢材Q345混凝土C30C40C50C60C700.04795391161005211059120270.058949101061104112053130280.069940110831201313024140010.0710931120541297413980149550.0811923130231392914927158970.0912917139901488115868168310.1013915149591583216806177610.111491615929167831774318687αs0.1215922169011773518679196110.1316932178771868819615205350.1417946188551964420553214600.1518965198382060321494223850.1619990208242156522436233130.1721020218152253123382242430.1822055228112350224332251760.1923097238122447625285261130.202414524818254562624327054混凝土C80C90C100C110C1200.0412921137991464315471163010.0513932148191567416514173570.0614908158011666217509183590.0715863167571762118472193270.0816802176961856019412202700.0917732186231948520337211950.1018655195412040121250221070.111957320454213092215623010αs0.1220489213632221223055239060.1321403222692311323950247970.1422317231742401124843256850.1523231240802490925734265710.1624147249862580626624274560.1725065258932670527516283410.1825985268022760528408292270.1926909277152850829303301140.20278362863029414302003100467 （续表B-1）钢材Q390混凝土C30C40C50C60C700.0477938865973010665115640.05879998561071511648125500.069796108311167912605135040.0710787117961262913545144360.0811775127541356814471153530.0912760137061450015387162570.1013743146541542516295171520.111472315597163451719618038αs0.1215701165371726118091189180.1316678174741817218982197920.1417652184091908119868206600.1518625193411998620751215250.1619597202702088821630223850.1720567211982178722506232430.1821536221242268523380240970.1922503230482358124251249480.202347023971244742512025797混凝土C80C90C100C110C1200.0412398132171400614782155600.0513387142121500715790165760.0614340151651596216748175380.0715268160911688617672184620.0816178169951778718570193590.0917074178841867119449202350.1017958187601953920312210930.111883319625203972116321938αs0.1219700204822124422003227710.1320560213312208422834235950.1421415221732291623657244100.1522265230102374324474252180.1623110238432456325285260200.1723952246712538026091268170.1824790254952619226892276090.1925625263162700127690283960.20264572713427806284842918168 （续表B-1）钢材Q420混凝土C30C40C50C60C700.0477018718954110432112910.05870697021051611401122580.069697106681146612341131910.0710679116191239813258140980.0811652125571331514159149860.0912617134851421915044158570.1013574144041511315917167130.111452315313159961677817556αs0.1215465162131686917628183880.1316398171051773318469192090.1417324179881858819299200200.1518243188631943420120208210.1619153197302027120933216120.1720056205892110121737223950.1820951214402192222532231690.1921839222832273523319239350.202271923118235402409924692混凝土C80C90C100C110C1200.0412088128721362814372151190.0513056138421460115349161000.0613984147681552516273170250.0714884156621641517160179100.0815762165311727818017187630.0916621173801811918851195910.1017464182131894219666203990.111829319030197482046321188αs0.1219110198332054121245219610.1319915206242132022014227190.1420709214042208722770234650.1521493221732284323514241980.1622267229322358924248249210.1723032236822432524971256330.1823788244222505125685263340.1924536251542576826389270270.202527525877264772708527711注：表内中间值可采用插值法求得。69 表B-2矩形钢管混凝土构件（钢材厚度≤16mm）的剪切弹性模量Gsc（MPa）钢材Q235混凝土C30C40C50C60C700.04828294931043611429123610.059311105471151512539135050.0610326115721255513602145910.0711337125831357414634156410.0812350135871457915648166660.0913367145891557716650176750.1014391155931657317645186740.111542416600175691863719668αs0.1216467176131856719629206580.1317521186331957120623216470.1418587196622058021620226390.1519665207002159622622236330.1620756217482262023631246320.1721861228072365324647256360.1822980238772469625670266480.1924112249592574926703276660.202526026053268142774628694混凝土C80C90C100C110C1200.0413206140201479015536162730.0514382152281603116808175770.0615492163631719017992187860.0716559174491829519116199310.0817597185021936320199210310.0918616195312040321252220970.1019621205442142522284231390.112061721546224332330024163αs0.1221608225402343224304251750.1322597235302442525301261770.1423585245182541426293271730.1524575255062640227282281650.1625568264962739128271291550.1726566274892838129261301450.1827569284862937530253311370.1928578294893037431249321320.20295953049931378322503313170 （续表B-2）钢材Q345混凝土C30C40C50C60C700.0478668841961510439112210.05898199531073311572123720.0610090110471182412668134780.0711202121341290113743145560.0812320132181397014805156150.0913445143041503615858166630.1014578153931610116908177040.111572216488171691795718740αs0.1216875175881823919006197750.1318038186951931420057208090.1419212198102039421111218450.1520397209322147922169228820.1621592220632257223231239240.1722799232022367124300249690.1824016243502477825374260190.1925245255082589326455270740.202648626675270162754328136混凝土C80C90C100C110C1200.0411937126311329313936145760.0513106138211450315169158310.0614223149511564816328170070.0715307160431674817439181290.0816368171071781818516192130.0917414181541886719568202700.1018449191871989920601213070.111947820211209212162222328αs0.1220502212282193422633233380.1321525222432294223637243390.1422547232552394724636253350.1523570242672495025633263260.1624595252792595326628273150.1725623262942695727623283030.1826655273112796228619292920.1927691283312897129617302810.20287322935629982306173127271 （续表B-2）钢材Q390混凝土C30C40C50C60C700.0477718671939110162108960.05889997861050511282120280.0610020108811159012366131140.0711139119661265813425141700.0812260130451371414467152050.0913384141201476315498162240.1014511151941580816521172320.111564216268168481753718231αs0.1216776173421788718548192220.1317914184171892519557202090.1419056194941996120562211910.1520202205712099821566221700.1621351216502203422568231470.1722504227312307123570241210.1823661238142410824571250940.1924820248982514725571260650.202598425985261862657227036混凝土C80C90C100C110C1200.0411570122251285113461140680.0512715133851402714654152790.0613807144851513615773164100.0714863155441619916842174860.0815894165731722917875185220.0916905175811823418879195270.1017903185711922019862205090.111888919548201902082721471αs0.1219867205152114821779224170.1320837214722209622718233500.1421802224232303523648242730.1522762233682396824571251860.1623718243082489425486260920.1724671252442581626396269920.1825622261772673427300278850.1926571271072764828201287740.20275192803428559290992965972 （续表B-2）钢材Q420混凝土C30C40C50C60C700.047715857092579995107000.05884596801036111101118130.069965107671143312167128780.0711078118401248513205139080.0812189129021352114223149140.0913296139571454515224159000.1014402150051555916212168700.111550516046165641719017826αs0.1216606170831756218157187710.1317704181141855319115197040.1418800191411953720066206290.1519892201622051521008215440.1620981211782148721943224500.1722066221902245222871233490.1823147231962341223793242400.1924223241972436624707251240.202529625193253142561626001混凝土C80C90C100C110C1200.0411348119791258313172137590.0512470131131372814331149330.0613536141831480515415160250.0714564152101583316445170600.0815562162041682417436180510.0916537171711778618395190070.1017494181171872519327199360.111843419046196442023920841αs0.1219361199592054621131217260.1320276208582143322007225930.1421180217462230622869234450.1522074226222316723718242820.1622958234872401724554251070.1723834243432485725380259200.1824701251902568726195267220.1925560260292650727000275130.202641226859273192779628295注：表内中间值可采用插值法求得。73 附录C轴心受压构件的稳定系数ϕ值表表C-1圆钢管混凝土稳定系数ϕ值（Q235钢）λ混凝土αs1020304050607080901000.041.0000.9720.9230.8750.8280.7830.7390.6960.6540.6140.081.0000.9750.9300.8860.8430.8000.7580.7160.6750.635C300.121.0000.9770.9350.8930.8520.8100.7690.7290.6880.6480.161.0000.9780.9380.8980.8580.8180.7780.7380.6970.6570.201.0000.9800.9410.9020.8630.8240.7840.7450.7040.6640.041.0000.9570.9010.8470.7950.7460.6990.6550.6130.5730.081.0000.9600.9080.8580.8090.7620.7170.6740.6320.593C400.121.0000.9620.9130.8640.8180.7720.7280.6850.6440.6040.161.0000.9640.9160.8690.8240.7790.7360.6940.6530.6130.201.0000.9660.9190.8740.8290.7850.7420.7000.6600.6200.041.0000.9460.8860.8280.7730.7220.6740.6280.5860.5470.081.0000.9500.8930.8390.7870.7380.6910.6460.6050.565C500.121.0000.9520.8980.8450.7950.7470.7010.6570.6160.5770.161.0000.9540.9010.8500.8010.7540.7090.6650.6240.5850.201.0000.9560.9040.8540.8060.7600.7150.6720.6310.5910.041.0000.9360.8720.8110.7540.7000.6510.6040.5620.5230.081.0000.9400.8790.8210.7670.7150.6670.6220.5800.541C600.121.0000.9420.8840.8280.7750.7250.6770.6330.5910.5520.161.0000.9440.8870.8330.7810.7310.6840.6400.5990.5590.201.0000.9460.8900.8370.7850.7370.6900.6460.6050.5650.040.9990.9280.8600.7970.7380.6830.6320.5850.5420.5040.080.9990.9320.8680.8070.7500.6970.6480.6020.5600.521C700.121.0000.9340.8720.8140.7580.7060.6570.6120.5700.5310.161.0000.9360.8760.8180.7640.7130.6650.6190.5780.5390.201.0000.9390.8790.8220.7690.7180.6700.6250.5830.5450.040.9950.9210.8510.7850.7240.6680.6160.5690.5260.4880.080.9950.9250.8580.7950.7370.6820.6320.5850.5430.505C800.120.9960.9270.8630.8020.7440.6910.6410.5950.5530.5150.160.9960.9290.8660.8060.7500.6970.6480.6030.5600.5220.200.9970.9320.8690.8100.7550.7020.6540.6080.5660.5280.040.9930.9160.8440.7760.7140.6560.6030.5550.5120.4740.080.9930.9190.8500.7860.7250.6700.6180.5710.5280.490C900.120.9930.9220.8540.7910.7320.6780.6270.5810.5380.5000.160.9930.9230.8570.7950.7380.6840.6340.5870.5450.5070.200.9920.9240.8600.7990.7420.6880.6390.5930.5510.5120.040.9890.9100.8360.7670.7030.6450.5910.5430.5000.4620.080.9890.9140.8430.7770.7150.6580.6060.5590.5160.478C1000.120.9890.9160.8470.7820.7220.6660.6150.5680.5250.4870.160.9890.9170.8500.7860.7270.6720.6210.5750.5320.4940.200.9890.9190.8520.7890.7310.6760.6260.5800.5380.4990.040.9860.9050.8290.7590.6940.6350.5810.5320.4890.4510.080.9860.9090.8360.7680.7060.6480.5950.5470.5050.467C1100.120.9860.9110.8400.7740.7120.6560.6040.5560.5140.4760.160.9860.9120.8430.7780.7170.6610.6100.5630.5210.4830.200.9860.9130.8450.7810.7210.6660.6150.5680.5260.4880.040.9830.9000.8230.7510.6860.6260.5710.5220.4790.4420.080.9830.9040.8300.7610.6970.6380.5850.5370.4940.457C1200.120.9830.9060.8340.7660.7040.6460.5940.5460.5030.4660.160.9830.9080.8360.7700.7080.6520.6000.5520.5100.4720.200.9830.9090.8390.7730.7120.6560.6040.5570.5150.47774 （续表C-1）λ混凝土αs1101201301401501601701801902000.040.5750.5160.4560.4050.3620.3260.2950.2680.2450.2250.080.5950.5340.4720.4190.3750.3380.3060.2780.2540.233C300.120.6080.5450.4810.4280.3830.3450.3120.2830.2590.2370.160.6160.5530.4880.4340.3880.3500.3160.2880.2630.2410.200.6230.5600.4940.4390.3930.3540.3200.2910.2660.2430.040.5360.4810.4240.3770.3380.3040.2750.2500.2280.2090.080.5550.4980.4390.3910.3490.3150.2850.2590.2360.217C400.120.5660.5080.4480.3990.3570.3210.2900.2640.2410.2210.160.5740.5150.4550.4040.3620.3260.2950.2680.2450.2240.200.5810.5210.4600.4090.3660.3290.2980.2710.2470.2270.040.5100.4580.4040.3590.3220.2890.2620.2380.2170.1990.080.5280.4740.4180.3720.3330.3000.2710.2460.2250.206C500.120.5390.4840.4270.3800.3400.3060.2770.2520.2300.2110.160.5470.4910.4330.3850.3450.3100.2810.2550.2330.2140.200.5530.4960.4380.3890.3480.3140.2840.2580.2360.2160.040.4880.4380.3860.3430.3070.2770.2500.2280.2080.1900.080.5050.4530.4000.3560.3180.2860.2590.2360.2150.197C600.120.5150.4620.4080.3630.3250.2920.2640.2400.2190.2010.160.5230.4690.4140.3680.3290.2960.2680.2440.2230.2040.200.5290.4740.4190.3720.3330.3000.2710.2470.2250.2060.040.4690.4210.3720.3300.2960.2660.2410.2190.2000.1830.080.4860.4360.3850.3420.3060.2750.2490.2270.2070.190C700.120.4960.4450.3930.3490.3120.2810.2540.2310.2110.1940.160.5030.4510.3980.3540.3170.2850.2580.2350.2140.1960.200.5090.4560.4030.3580.3200.2880.2610.2370.2170.1990.040.4540.4080.3600.3200.2860.2580.2330.2120.1930.1770.080.4700.4220.3720.3310.2960.2670.2410.2190.2000.184C800.120.4800.4310.3800.3380.3020.2720.2460.2240.2040.1870.160.4870.4370.3850.3430.3070.2760.2500.2270.2070.1900.200.4920.4420.3900.3470.3100.2790.2530.2300.2100.1920.040.4410.3960.3490.3100.2780.2500.2260.2060.1880.1720.080.4560.4100.3620.3210.2880.2590.2340.2130.1940.178C900.120.4660.4180.3690.3280.2930.2640.2390.2170.1980.1820.160.4730.4240.3740.3330.2980.2680.2420.2200.2010.1850.200.4780.4290.3780.3360.3010.2710.2450.2230.2040.1870.040.4300.3850.3400.3020.2710.2440.2200.2000.1830.1680.080.4450.3990.3520.3130.2800.2520.2280.2070.1890.174C1000.120.4540.4070.3590.3190.2860.2570.2330.2120.1930.1770.160.4600.4130.3650.3240.2900.2610.2360.2150.1960.1800.200.4650.4180.3690.3280.2930.2640.2390.2170.1980.1820.040.4190.3760.3320.2950.2640.2380.2150.1960.1790.1640.080.4340.3890.3440.3060.2730.2460.2230.2020.1850.169C1100.120.4430.3970.3510.3120.2790.2510.2270.2070.1890.1730.160.4490.4030.3560.3160.2830.2550.2300.2100.1910.1750.200.4540.4080.3600.3200.2860.2580.2330.2120.1930.1770.040.4100.3680.3240.2880.2580.2320.2100.1910.1740.1600.080.4240.3810.3360.2990.2670.2410.2180.1980.1810.166C1200.120.4330.3880.3430.3050.2730.2450.2220.2020.1840.1690.160.4390.3940.3480.3090.2770.2490.2250.2050.1870.1710.200.4440.3980.3520.3130.2800.2520.2280.2070.1890.173注：表内中间值可采用插值法求得。75 表C-2圆钢管混凝土稳定系数ϕ值（Q345钢）λ混凝土αs1020304050607080901000.041.0000.9770.9370.8950.8510.8060.7600.7130.6640.5870.081.0000.9810.9470.9100.8700.8280.7840.7370.6870.608C300.121.0000.9840.9530.9190.8820.8420.7980.7510.7010.6200.161.0000.9860.9580.9260.8910.8510.8080.7620.7110.6290.201.0000.9880.9620.9320.8970.8590.8160.7700.7190.6360.041.0000.9610.9110.8600.8110.7620.7130.6660.6180.5470.081.0000.9660.9210.8750.8290.7820.7360.6880.6400.566C400.121.0000.9690.9270.8840.8400.7950.7490.7020.6530.5780.161.0000.9720.9320.8910.8480.8040.7590.7110.6630.5860.201.0000.9740.9360.8960.8550.8110.7660.7190.6700.5930.041.0000.9500.8930.8370.7840.7330.6830.6350.5890.5210.081.0000.9540.9030.8520.8020.7530.7040.6570.6100.539C500.121.0000.9580.9090.8610.8120.7650.7170.6690.6220.5500.161.0000.9610.9140.8670.8200.7730.7260.6790.6310.5580.201.0000.9630.9180.8730.8270.7800.7330.6860.6380.5640.041.0000.9380.8760.8170.7600.7070.6560.6080.5630.4980.081.0000.9430.8860.8310.7770.7260.6760.6290.5830.515C600.121.0000.9470.8920.8390.7880.7370.6880.6410.5950.5260.161.0000.9500.8970.8460.7950.7460.6970.6500.6030.5330.201.0000.9520.9010.8510.8010.7520.7040.6570.6100.5390.040.9980.9280.8620.7990.7400.6850.6340.5860.5420.4790.080.9980.9340.8720.8130.7570.7040.6530.6060.5610.496C700.120.9990.9370.8780.8210.7670.7150.6650.6170.5720.5060.161.0000.9400.8830.8280.7740.7230.6740.6260.5810.5130.201.0000.9430.8870.8330.7800.7290.6800.6330.5870.5190.040.9940.9200.8500.7850.7240.6680.6160.5680.5240.4630.080.9940.9260.8600.7990.7400.6860.6340.5870.5430.480C800.120.9950.9290.8660.8070.7500.6960.6460.5980.5540.4900.160.9960.9320.8710.8130.7570.7040.6540.6070.5620.4970.200.9970.9350.8750.8180.7630.7110.6610.6130.5680.5020.040.9930.9150.8420.7740.7110.6530.6000.5520.5090.4500.080.9930.9200.8510.7860.7260.6700.6180.5700.5270.466C900.120.9920.9230.8560.7940.7350.6800.6290.5810.5380.4750.160.9920.9250.8600.7990.7420.6880.6370.5890.5450.4820.200.9920.9260.8640.8040.7470.6940.6430.5960.5520.4880.040.9890.9080.8320.7620.6980.6390.5860.5380.4960.4380.080.9890.9130.8420.7750.7130.6560.6040.5560.5130.454C1000.120.9890.9160.8470.7830.7220.6660.6140.5670.5240.4630.160.9890.9180.8510.7880.7290.6740.6220.5750.5310.4700.200.9890.9200.8540.7920.7340.6790.6280.5810.5370.4750.040.9850.9020.8240.7530.6870.6270.5730.5260.4840.4280.080.9860.9070.8330.7650.7020.6440.5910.5430.5010.443C1100.120.9860.9100.8390.7720.7110.6540.6010.5540.5110.4520.160.9860.9120.8430.7780.7170.6610.6090.5620.5190.4580.200.9860.9140.8460.7820.7220.6660.6150.5680.5240.4640.040.9820.8960.8160.7430.6760.6160.5620.5140.4730.4180.080.9830.9010.8250.7550.6910.6320.5790.5320.4900.433C1200.120.9830.9040.8310.7630.7000.6420.5890.5420.5000.4420.160.9830.9060.8350.7680.7060.6490.5970.5490.5070.4480.200.9830.9080.8380.7720.7110.6540.6030.5550.5130.45376 （续表C-2）λ混凝土αs1101201301401501601701801902000.040.5090.4450.3930.3490.3130.2810.2550.2310.2110.1940.080.5270.4610.4070.3620.3240.2910.2640.2400.2190.201C300.120.5380.4700.4150.3690.3300.2970.2690.2440.2230.2050.160.5450.4770.4210.3740.3350.3020.2730.2480.2260.2080.200.5510.4830.4260.3790.3390.3050.2760.2510.2290.2100.040.4740.4150.3660.3250.2910.2620.2370.2160.1970.1800.080.4910.4290.3790.3370.3010.2710.2450.2230.2040.187C400.120.5010.4380.3870.3440.3080.2770.2500.2280.2080.1910.160.5080.4450.3920.3490.3120.2810.2540.2310.2110.1930.200.5140.4490.3970.3530.3160.2840.2570.2340.2130.1960.040.4510.3950.3490.3100.2770.2500.2260.2050.1870.1720.080.4670.4090.3610.3210.2870.2580.2340.2130.1940.178C500.120.4770.4170.3680.3270.2930.2640.2390.2170.1980.1820.160.4840.4230.3740.3320.2970.2680.2420.2200.2010.1840.200.4890.4280.3780.3360.3010.2710.2450.2230.2030.1860.040.4310.3780.3330.2960.2650.2390.2160.1960.1790.1640.080.4470.3910.3450.3070.2740.2470.2230.2030.1850.170C600.120.4560.3990.3520.3130.2800.2520.2280.2070.1890.1740.160.4620.4050.3570.3170.2840.2560.2310.2100.1920.1760.200.4680.4090.3610.3210.2870.2590.2340.2130.1940.1780.040.4150.3630.3200.2850.2550.2290.2080.1890.1720.1580.080.4300.3760.3320.2950.2640.2380.2150.1950.1780.164C700.120.4380.3840.3390.3010.2690.2420.2190.1990.1820.1670.160.4450.3890.3430.3050.2730.2460.2230.2020.1850.1690.200.4500.3940.3470.3090.2760.2490.2250.2050.1870.1710.040.4020.3510.3100.2760.2470.2220.2010.1830.1670.1530.080.4160.3640.3210.2850.2550.2300.2080.1890.1730.158C800.120.4240.3710.3280.2910.2610.2350.2120.1930.1760.1620.160.4300.3770.3320.2960.2640.2380.2150.1960.1790.1640.200.4350.3810.3360.2990.2670.2410.2180.1980.1810.1660.040.3900.3410.3010.2680.2400.2160.1950.1770.1620.1480.080.4040.3530.3120.2770.2480.2230.2020.1840.1680.154C900.120.4120.3610.3180.2830.2530.2280.2060.1870.1710.1570.160.4180.3660.3230.2870.2570.2310.2090.1900.1740.1590.200.4230.3700.3260.2900.2600.2340.2110.1920.1760.1610.040.3800.3320.2930.2610.2330.2100.1900.1730.1580.1450.080.3930.3440.3040.2700.2420.2170.1970.1790.1630.150C1000.120.4010.3510.3100.2750.2470.2220.2010.1830.1670.1530.160.4070.3560.3140.2790.2500.2250.2040.1850.1690.1550.200.4120.3600.3180.2830.2530.2280.2060.1870.1710.1570.040.3710.3240.2860.2550.2280.2050.1850.1690.1540.1410.080.3840.3360.2960.2630.2360.2120.1920.1750.1590.146C1100.120.3920.3430.3020.2690.2410.2170.1960.1780.1630.1490.160.3970.3480.3070.2730.2440.2200.1990.1810.1650.1510.200.4020.3520.3100.2760.2470.2220.2010.1830.1670.1530.040.3620.3170.2800.2490.2230.2000.1810.1650.1500.1380.080.3750.3280.2900.2580.2300.2070.1880.1710.1560.143C1200.120.3830.3350.2960.2630.2350.2120.1920.1740.1590.1460.160.3880.3400.3000.2670.2390.2150.1940.1770.1610.1480.200.3930.3440.3030.2700.2410.2170.1960.1790.1630.150注：表内中间值可采用插值法求得。77 表C-3圆钢管混凝土稳定系数ϕ值（Q390钢）λ混凝土αs1020304050607080901000.041.0000.9790.9410.9000.8570.8120.7630.7120.6500.5570.081.0000.9830.9520.9170.8780.8350.7880.7370.6730.577C300.121.0000.9860.9590.9270.8910.8490.8030.7520.6860.5890.161.0000.9890.9640.9350.9000.8600.8140.7630.6960.5970.201.0000.9910.9690.9410.9070.8680.8220.7710.7040.6040.041.0000.9630.9130.8640.8150.7650.7150.6640.6050.5190.081.0000.9680.9250.8800.8340.7870.7380.6870.6270.537C400.121.0000.9710.9320.8900.8460.8000.7520.7010.6390.5480.161.0000.9740.9370.8970.8550.8100.7620.7110.6490.5560.201.0000.9770.9410.9030.8620.8170.7700.7190.6560.5620.041.0000.9500.8950.8400.7860.7340.6830.6330.5760.4940.081.0000.9560.9060.8550.8050.7550.7050.6550.5970.512C500.121.0000.9600.9130.8650.8170.7680.7180.6680.6090.5220.161.0000.9630.9180.8720.8250.7770.7280.6780.6180.5300.201.0000.9650.9220.8780.8320.7850.7360.6850.6250.5360.041.0000.9390.8770.8180.7610.7070.6550.6060.5510.4720.081.0000.9440.8880.8330.7790.7270.6760.6270.5700.489C600.121.0000.9480.8950.8420.7900.7390.6890.6390.5820.4990.161.0000.9510.9000.8490.7980.7480.6980.6480.5900.5060.201.0000.9540.9050.8550.8050.7550.7050.6560.5970.5120.040.9980.9280.8620.7990.7400.6840.6320.5830.5300.4540.080.9980.9340.8730.8140.7580.7040.6520.6030.5490.470C700.120.9990.9380.8800.8230.7680.7160.6650.6150.5600.4800.161.0000.9420.8850.8300.7760.7240.6730.6240.5680.4870.201.0000.9450.8900.8360.7830.7310.6800.6310.5740.4920.040.9940.9200.8500.7840.7230.6660.6130.5650.5130.4400.080.9940.9260.8600.7990.7400.6850.6330.5840.5310.455C800.120.9950.9300.8670.8080.7510.6960.6450.5960.5420.4650.160.9960.9330.8720.8140.7580.7050.6530.6040.5500.4710.200.9970.9360.8770.8200.7640.7110.6600.6110.5560.4770.040.9930.9140.8400.7720.7080.6500.5970.5480.4980.4270.080.9920.9190.8500.7860.7250.6680.6160.5670.5160.442C900.120.9920.9230.8570.7940.7350.6790.6270.5790.5260.4510.160.9920.9250.8610.8000.7420.6870.6350.5870.5340.4580.200.9920.9270.8640.8050.7480.6930.6420.5930.5400.4630.040.9890.9070.8310.7600.6950.6360.5820.5340.4850.4160.080.9890.9120.8410.7740.7110.6540.6010.5530.5020.431C1000.120.9890.9160.8470.7820.7210.6640.6120.5640.5120.4390.160.9890.9180.8510.7880.7280.6720.6200.5720.5200.4460.200.9890.9200.8540.7920.7340.6780.6260.5780.5260.4510.040.9850.9000.8220.7490.6830.6230.5690.5220.4730.4060.080.9850.9060.8320.7630.6990.6410.5880.5400.4900.420C1100.120.9860.9090.8380.7710.7090.6510.5980.5500.5000.4290.160.9860.9120.8420.7770.7160.6590.6060.5580.5070.4350.200.9860.9140.8450.7810.7210.6650.6130.5640.5130.4400.040.9820.8940.8140.7400.6720.6120.5570.5100.4630.3970.080.9820.9000.8230.7530.6880.6290.5750.5280.4790.411C1200.120.9820.9030.8290.7610.6970.6390.5860.5380.4890.4190.160.9830.9060.8340.7660.7040.6460.5940.5460.4960.4250.200.9830.9080.8370.7710.7090.6520.6000.5520.5020.43078 （续表C-3）λ混凝土αs1101201301401501601701801902000.040.4830.4230.3730.3320.2970.2670.2420.2200.2010.1840.080.5000.4370.3860.3430.3070.2760.2500.2270.2080.190C300.120.5100.4460.3940.3500.3130.2820.2550.2320.2120.1940.160.5180.4530.4000.3550.3180.2860.2590.2350.2150.1970.200.5230.4580.4040.3590.3210.2890.2620.2380.2170.1990.040.4500.3940.3470.3090.2760.2490.2250.2050.1870.1710.080.4660.4070.3600.3200.2860.2570.2330.2120.1930.177C400.120.4750.4160.3670.3260.2920.2630.2380.2160.1970.1810.160.4820.4220.3720.3310.2960.2670.2410.2190.2000.1840.200.4870.4270.3760.3350.2990.2700.2440.2220.2020.1860.040.4280.3750.3310.2940.2630.2370.2140.1950.1780.1630.080.4440.3880.3430.3040.2720.2450.2220.2020.1840.169C500.120.4530.3960.3500.3110.2780.2500.2260.2060.1880.1720.160.4590.4020.3550.3150.2820.2540.2300.2090.1910.1750.200.4640.4060.3590.3190.2850.2570.2320.2110.1930.1770.040.4090.3580.3160.2810.2520.2260.2050.1860.1700.1560.080.4240.3710.3270.2910.2600.2340.2120.1930.1760.161C600.120.4330.3790.3340.2970.2660.2390.2160.1970.1800.1650.160.4390.3840.3390.3010.2700.2430.2200.2000.1820.1670.200.4440.3880.3430.3050.2730.2450.2220.2020.1840.1690.040.3940.3450.3040.2700.2420.2180.1970.1790.1640.1500.080.4080.3570.3150.2800.2500.2250.2040.1850.1690.155C700.120.4160.3640.3210.2860.2560.2300.2080.1890.1730.1580.160.4220.3690.3260.2900.2590.2330.2110.1920.1750.1610.200.4270.3740.3300.2930.2620.2360.2140.1940.1770.1630.040.3810.3340.2940.2620.2340.2110.1910.1730.1580.1450.080.3950.3450.3050.2710.2420.2180.1970.1790.1640.150C800.120.4030.3520.3110.2760.2470.2230.2010.1830.1670.1530.160.4090.3580.3160.2800.2510.2260.2040.1860.1700.1560.200.4130.3620.3190.2840.2540.2280.2070.1880.1720.1570.040.3700.3240.2860.2540.2270.2050.1850.1680.1540.1410.080.3830.3350.2960.2630.2350.2120.1920.1740.1590.146C900.120.3910.3420.3020.2680.2400.2160.1960.1780.1620.1490.160.3970.3470.3060.2720.2440.2190.1980.1800.1650.1510.200.4010.3510.3100.2750.2460.2220.2010.1820.1670.1530.040.3600.3150.2780.2470.2210.1990.1800.1640.1500.1370.080.3730.3270.2880.2560.2290.2060.1870.1700.1550.142C1000.120.3810.3330.2940.2610.2340.2110.1910.1730.1580.1450.160.3860.3380.2980.2650.2370.2140.1930.1760.1600.1470.200.3910.3420.3020.2680.2400.2160.1950.1780.1620.1490.040.3520.3080.2720.2420.2160.1950.1760.1600.1460.1340.080.3640.3190.2810.2500.2240.2010.1820.1660.1510.139C1100.120.3720.3250.2870.2550.2280.2060.1860.1690.1540.1420.160.3770.3300.2910.2590.2320.2090.1890.1720.1570.1440.200.3810.3340.2940.2620.2340.2110.1910.1730.1580.1450.040.3440.3010.2660.2360.2110.1900.1720.1560.1430.1310.080.3560.3120.2750.2440.2190.1970.1780.1620.1480.136C1200.120.3630.3180.2810.2490.2230.2010.1820.1650.1510.1380.160.3690.3230.2850.2530.2260.2040.1840.1680.1530.1400.200.3730.3260.2880.2560.2290.2060.1860.1700.1550.142注：表内中间值可采用插值法求得。79 表C-4圆钢管混凝土稳定系数ϕ值（Q420钢）λ混凝土αs1020304050607080901000.041.0000.9800.9430.9040.8600.8140.7640.7100.6290.5390.081.0000.9850.9550.9210.8820.8380.7890.7350.6510.558C300.121.0000.9880.9630.9320.8950.8530.8040.7500.6640.5690.161.0000.9900.9680.9400.9050.8630.8150.7610.6740.5780.201.0000.9920.9730.9460.9120.8720.8240.7690.6810.5840.041.0000.9630.9150.8660.8160.7650.7140.6620.5860.5020.081.0000.9690.9270.8830.8370.7880.7380.6850.6060.520C400.121.0000.9730.9340.8930.8490.8020.7520.6990.6190.5300.161.0000.9760.9400.9010.8580.8120.7620.7090.6280.5380.201.0000.9780.9450.9070.8650.8200.7700.7170.6350.5440.041.0000.9510.8950.8410.7870.7340.6820.6310.5580.4780.081.0000.9570.9070.8570.8070.7560.7040.6530.5770.495C500.121.0000.9610.9150.8670.8190.7690.7180.6660.5890.5050.161.0000.9640.9200.8750.8270.7780.7280.6750.5980.5130.201.0000.9670.9250.8810.8340.7860.7360.6830.6050.5180.041.0000.9390.8770.8180.7610.7060.6530.6030.5330.4570.081.0000.9450.8890.8340.7800.7270.6750.6240.5520.473C600.121.0000.9490.8960.8440.7910.7390.6880.6370.5630.4830.161.0000.9520.9020.8510.8000.7490.6970.6460.5710.4900.201.0000.9550.9060.8570.8060.7560.7050.6530.5780.4950.040.9980.9280.8620.7990.7390.6830.6300.5800.5130.4400.080.9980.9340.8730.8140.7570.7030.6510.6000.5310.455C700.120.9980.9390.8800.8240.7690.7150.6630.6130.5420.4640.160.9990.9420.8860.8310.7770.7240.6720.6210.5500.4710.201.0000.9450.8910.8370.7830.7310.6790.6280.5560.4760.040.9940.9190.8490.7830.7210.6640.6110.5610.4960.4250.080.9940.9250.8600.7980.7390.6830.6310.5810.5140.441C800.120.9950.9300.8670.8080.7500.6950.6430.5930.5240.4500.160.9960.9330.8730.8140.7580.7040.6520.6010.5320.4560.200.9970.9370.8770.8200.7650.7110.6590.6080.5380.4610.040.9920.9130.8390.7700.7060.6470.5940.5450.4820.4130.080.9920.9190.8500.7850.7240.6660.6130.5640.4990.428C900.120.9920.9230.8560.7930.7340.6780.6250.5760.5090.4360.160.9920.9250.8610.8000.7410.6860.6330.5840.5160.4430.200.9920.9270.8650.8050.7470.6920.6400.5900.5220.4480.040.9890.9060.8290.7580.6930.6330.5790.5310.4690.4020.080.9890.9120.8400.7720.7100.6510.5980.5500.4860.417C1000.120.9890.9150.8460.7810.7200.6630.6100.5610.4960.4250.160.9890.9180.8510.7870.7270.6710.6180.5690.5030.4310.200.9890.9200.8540.7920.7330.6770.6240.5750.5090.4360.040.9850.8990.8200.7470.6800.6200.5660.5180.4580.3930.080.9850.9050.8300.7610.6970.6380.5850.5360.4740.407C1100.120.9850.9090.8370.7690.7070.6490.5960.5470.4840.4150.160.9860.9110.8410.7750.7140.6570.6040.5550.4910.4210.200.9860.9130.8450.7800.7200.6630.6100.5610.4960.4260.040.9810.8930.8120.7370.6690.6080.5540.5070.4480.3840.080.9820.8990.8220.7510.6850.6260.5720.5240.4640.397C1200.120.9820.9030.8280.7590.6950.6360.5830.5350.4730.4060.160.9820.9050.8330.7650.7020.6440.5910.5430.4800.4110.200.9830.9070.8360.7700.7080.6500.5970.5490.4850.41680 （续表C-4）λ混凝土αs1101201301401501601701801902000.040.4670.4090.3610.3210.2870.2580.2340.2130.1940.1780.080.4840.4230.3740.3320.2970.2670.2420.2200.2010.184C300.120.4940.4320.3810.3390.3030.2730.2470.2250.2050.1880.160.5010.4380.3870.3440.3080.2770.2510.2280.2080.1910.200.5060.4430.3910.3480.3110.2800.2530.2300.2100.1930.040.4350.3810.3360.2990.2670.2410.2180.1980.1810.1660.080.4510.3940.3480.3090.2770.2490.2250.2050.1870.172C400.120.4600.4020.3550.3160.2820.2540.2300.2090.1910.1750.160.4660.4080.3600.3200.2870.2580.2330.2120.1940.1780.200.4720.4130.3640.3240.2900.2610.2360.2150.1960.1800.040.4150.3630.3200.2850.2550.2290.2070.1890.1720.1580.080.4290.3760.3310.2950.2640.2370.2150.1950.1780.163C500.120.4380.3830.3380.3010.2690.2420.2190.1990.1820.1670.160.4440.3890.3430.3050.2730.2460.2220.2020.1850.1690.200.4490.3930.3470.3080.2760.2480.2250.2040.1870.1710.040.3960.3470.3060.2720.2430.2190.1980.1800.1650.1510.080.4100.3590.3170.2820.2520.2270.2050.1870.1700.156C600.120.4190.3660.3230.2870.2570.2310.2090.1900.1740.1590.160.4250.3720.3280.2910.2610.2350.2120.1930.1760.1620.200.4290.3760.3320.2950.2640.2370.2150.1950.1780.1630.040.3810.3340.2940.2620.2340.2110.1910.1730.1580.1450.080.3950.3450.3050.2710.2420.2180.1970.1790.1640.150C700.120.4030.3520.3110.2760.2470.2230.2010.1830.1670.1530.160.4080.3570.3150.2800.2510.2260.2040.1860.1700.1560.200.4130.3610.3190.2840.2540.2280.2070.1880.1720.1570.040.3690.3230.2850.2530.2270.2040.1850.1680.1530.1400.080.3820.3340.2950.2620.2350.2110.1910.1740.1590.145C800.120.3900.3410.3010.2680.2390.2150.1950.1770.1620.1480.160.3950.3460.3050.2710.2430.2190.1980.1800.1640.1500.200.4000.3500.3090.2740.2460.2210.2000.1820.1660.1520.040.3580.3130.2770.2460.2200.1980.1790.1630.1490.1360.080.3710.3240.2860.2550.2280.2050.1850.1690.1540.141C900.120.3780.3310.2920.2600.2320.2090.1890.1720.1570.1440.160.3840.3360.2960.2640.2360.2120.1920.1750.1590.1460.200.3880.3400.3000.2660.2380.2150.1940.1770.1610.1480.040.3490.3050.2690.2390.2140.1930.1740.1590.1450.1330.080.3610.3160.2790.2480.2220.2000.1810.1640.1500.137C1000.120.3680.3220.2850.2530.2260.2040.1840.1680.1530.1400.160.3740.3270.2890.2570.2300.2070.1870.1700.1550.1420.200.3780.2920.2600.2320.2090.1890.1720.1570.1440.3310.040.3400.2980.2630.2340.2090.1880.1700.1550.1410.1300.080.3520.3080.2720.2420.2170.1950.1760.1600.1460.134C1100.120.3600.3150.2780.2470.2210.1990.1800.1640.1490.1370.160.3650.3190.2820.2500.2240.2020.1830.1660.1520.1390.200.3690.3230.2850.2530.2270.2040.1850.1680.1530.1400.040.3330.2910.2570.2280.2040.1840.1660.1510.1380.1270.080.3440.3010.2660.2360.2120.1900.1720.1570.1430.131C1200.120.3520.3080.2710.2410.2160.1940.1760.1600.1460.1340.160.3570.3120.2750.2450.2190.1970.1780.1620.1480.1360.200.3610.3160.2790.2480.2220.1990.1800.1640.1500.137注：表内中间值可采用插值法求得。81 表C-5矩形钢管混凝土稳定系数ϕ值（Q235钢）λ混凝土αs1020304050607080901000.041.0000.9650.9170.8700.8240.7800.7370.6960.6550.6170.081.0000.9670.9240.8810.8380.7970.7560.7150.6760.637C300.121.0000.9690.9280.8870.8470.8060.7670.7270.6880.6500.161.0000.9700.9310.8920.8530.8140.7750.7360.6970.6590.201.0000.9720.9340.8960.8580.8190.7810.7430.7040.6660.041.0000.9500.8960.8430.7930.7450.6990.6560.6150.5760.081.0000.9530.9020.8530.8060.7600.7160.6740.6340.595C400.121.0000.9550.9070.8600.8140.7700.7270.6850.6450.6070.161.0000.9570.9100.8640.8200.7760.7340.6940.6540.6150.201.0000.9580.9120.8680.8240.7820.7400.7000.6600.6220.041.0000.9400.8810.8250.7720.7220.6740.6300.5880.5500.081.0000.9430.8880.8350.7850.7370.6910.6480.6070.568C500.121.0000.9450.8920.8410.7920.7460.7010.6580.6180.5790.161.0000.9470.8950.8460.7980.7520.7080.6660.6260.5870.201.0000.9480.8980.8490.8030.7570.7140.6720.6320.5940.040.9960.9310.8680.8090.7530.7010.6520.6070.5650.5270.080.9960.9340.8750.8190.7660.7150.6680.6240.5820.544C600.120.9960.9360.8790.8250.7730.7240.6780.6340.5930.5550.160.9960.9380.8820.8290.7780.7300.6850.6410.6010.5620.200.9960.9390.8850.8330.7830.7350.6900.6470.6070.5680.040.9920.9230.8570.7950.7380.6840.6340.5880.5460.5070.080.9920.9260.8640.8050.7500.6980.6490.6040.5630.524C700.120.9920.9280.8680.8110.7570.7060.6590.6140.5730.5350.160.9920.9300.8710.8150.7620.7120.6650.6210.5800.5420.200.9930.9320.8740.8190.7670.7170.6710.6270.5860.5480.040.9880.9160.8480.7840.7250.6700.6190.5720.5300.4920.080.9880.9200.8550.7940.7370.6840.6340.5880.5460.508C800.120.9880.9220.8590.8000.7440.6920.6430.5980.5560.5180.160.9890.9240.8620.8040.7490.6980.6500.6050.5630.5250.200.9890.9250.8650.8080.7530.7030.6550.6100.5690.5310.040.9850.9100.8400.7750.7140.6580.6060.5590.5160.4780.080.9850.9140.8470.7840.7260.6710.6210.5740.5320.494C900.120.9850.9160.8510.7900.7320.6790.6290.5840.5420.5040.160.9840.9170.8530.7930.7370.6850.6360.5900.5490.5110.200.9840.9180.8560.7970.7410.6890.6400.5950.5540.5160.040.9820.9050.8330.7670.7040.6470.5950.5470.5040.4670.080.9820.9090.8400.7760.7160.6600.6090.5620.5200.482C1000.120.9820.9110.8440.7810.7220.6680.6170.5710.5290.4910.160.9810.9120.8460.7850.7270.6730.6240.5780.5360.4980.200.9810.9130.8480.7880.7310.6780.6280.5830.5410.5030.040.9790.9000.8270.7590.6960.6380.5850.5370.4940.4560.080.9790.9040.8330.7680.7070.6500.5980.5510.5090.471C1100.120.9790.9060.8370.7730.7130.6580.6070.5600.5180.4800.160.9790.9070.8400.7770.7180.6630.6130.5660.5240.4870.200.9790.9080.8420.7800.7210.6670.6170.5710.5300.4920.040.9760.8960.8210.7520.6880.6290.5750.5270.4840.4460.080.9760.8990.8270.7600.6980.6410.5890.5410.4990.461C1200.120.9760.9010.8310.7660.7050.6480.5970.5500.5080.4700.160.9760.9030.8340.7690.7090.6540.6030.5560.5140.4760.200.9760.9040.8360.7720.7130.6580.6070.5610.5190.48182 （续表C-5）λ混凝土αs1101201301401501601701801902000.040.5790.5360.4730.4210.3760.3390.3060.2790.2540.2330.080.5990.5550.4900.4350.3900.3510.3170.2880.2630.241C300.120.6110.5660.5000.4440.3980.3580.3240.2940.2690.2460.160.6200.5750.5070.4510.4030.3630.3280.2990.2730.2500.200.6270.5810.5130.4560.4080.3670.3320.3020.2760.2530.040.5400.4990.4410.3920.3510.3160.2850.2600.2370.2170.080.5580.5170.4560.4060.3630.3270.2960.2690.2450.225C400.120.5700.5280.4660.4140.3700.3330.3020.2740.2500.2300.160.5780.5350.4720.4200.3760.3380.3060.2780.2540.2330.200.5840.5410.4780.4250.3800.3420.3090.2810.2570.2350.040.5140.4760.4200.3730.3340.3010.2720.2470.2260.2070.080.5320.4920.4350.3860.3460.3110.2820.2560.2340.214C500.120.5430.5030.4430.3940.3530.3180.2870.2610.2380.2190.160.5510.5100.4500.4000.3580.3220.2910.2650.2420.2220.200.5570.5160.4550.4040.3620.3260.2950.2680.2450.2240.040.4920.4550.4010.3570.3190.2870.2600.2360.2160.1980.080.5090.4710.4150.3690.3300.2970.2690.2450.2230.205C600.120.5190.4800.4240.3770.3370.3030.2750.2500.2280.2090.160.5260.4870.4300.3820.3420.3080.2790.2530.2310.2120.200.5320.4930.4350.3860.3460.3110.2820.2560.2340.2140.040.4730.4370.3860.3430.3070.2760.2500.2270.2080.1900.080.4900.4530.4000.3550.3180.2860.2590.2350.2150.197C700.120.5000.4620.4080.3620.3240.2920.2640.2400.2190.2010.160.5070.4690.4140.3680.3290.2960.2680.2440.2220.2040.200.5120.4740.4180.3720.3330.2990.2710.2460.2250.2060.040.4580.4230.3730.3320.2970.2670.2420.2200.2010.1840.080.4740.4380.3870.3440.3080.2770.2500.2280.2080.191C800.120.4840.4470.3950.3510.3140.2830.2560.2320.2120.1950.160.4910.4540.4000.3560.3180.2870.2590.2360.2150.1970.200.4960.4590.4050.3600.3220.2900.2620.2380.2180.2000.040.4450.4110.3630.3220.2880.2600.2350.2140.1950.1790.080.4600.4250.3750.3340.2990.2690.2430.2210.2020.185C900.120.4700.4340.3830.3410.3050.2740.2480.2260.2060.1890.160.4760.4400.3890.3460.3090.2780.2520.2290.2090.1920.200.4820.4450.3930.3490.3130.2810.2550.2310.2110.1940.040.4330.4000.3530.3140.2810.2530.2290.2080.1900.1740.080.4490.4140.3660.3250.2910.2620.2370.2150.1970.180C1000.120.4580.4230.3730.3320.2970.2670.2420.2200.2010.1840.160.4640.4290.3790.3370.3010.2710.2450.2230.2040.1870.200.4690.4340.3830.3400.3040.2740.2480.2250.2060.1890.040.4230.3910.3450.3060.2740.2470.2230.2030.1850.1700.080.4380.4040.3570.3170.2840.2560.2310.2100.1920.176C1100.120.4470.4130.3640.3240.2900.2610.2360.2140.1960.1800.160.4530.4190.3690.3280.2940.2650.2390.2180.1990.1820.200.4580.4230.3740.3320.2970.2670.2420.2200.2010.1840.040.4140.3820.3370.3000.2680.2410.2180.1980.1810.1660.080.4280.3950.3490.3100.2770.2500.2260.2050.1880.172C1200.120.4370.4030.3560.3160.2830.2550.2310.2100.1910.1750.160.4430.4090.3610.3210.2870.2590.2340.2130.1940.1780.200.4480.4140.3650.3250.2900.2610.2370.2150.1960.180注：表内中间值可采用插值法求得。83 表C-6矩形钢管混凝土稳定系数ϕ值（Q345钢）λ混凝土αs1020304050607080901000.041.0000.9710.9310.8900.8480.8050.7610.7150.6690.6100.081.0000.9750.9410.9050.8670.8260.7840.7390.6920.632C300.121.0000.9780.9470.9140.8780.8390.7980.7530.7060.6440.161.0000.9800.9520.9210.8860.8490.8080.7640.7160.6540.201.0000.9820.9560.9260.8930.8560.8160.7720.7240.6610.041.0000.9550.9060.8570.8090.7620.7150.6690.6230.5680.081.0000.9600.9160.8710.8270.7820.7360.6910.6450.588C400.121.0000.9630.9220.8800.8370.7940.7490.7040.6580.6000.161.0000.9650.9260.8860.8450.8030.7590.7140.6680.6090.201.0000.9670.9300.8910.8510.8100.7660.7210.6750.6160.041.0000.9440.8890.8350.7830.7330.6850.6390.5940.5410.081.0000.9480.8980.8490.8000.7530.7060.6600.6150.560C500.121.0000.9520.9040.8570.8100.7640.7180.6730.6270.5720.161.0000.9540.9090.8630.8180.7730.7270.6820.6360.5800.201.0000.9560.9120.8680.8240.7790.7340.6890.6430.5870.040.9950.9330.8730.8150.7600.7080.6590.6120.5680.5170.080.9950.9380.8820.8280.7770.7270.6780.6320.5880.536C600.120.9950.9410.8880.8360.7860.7380.6900.6440.6000.5460.160.9950.9430.8920.8420.7940.7460.6990.6530.6080.5540.200.9960.9460.8960.8470.7990.7520.7060.6600.6150.5610.040.9910.9240.8590.7980.7410.6870.6370.5900.5470.4980.080.9910.9290.8690.8110.7570.7050.6560.6100.5660.515C700.120.9910.9320.8740.8190.7670.7160.6670.6210.5770.5260.160.9920.9340.8790.8250.7740.7240.6760.6300.5860.5330.200.9930.9370.8830.8300.7790.7300.6820.6360.5920.5390.040.9870.9160.8480.7850.7260.6700.6190.5720.5290.4820.080.9870.9210.8570.7970.7410.6880.6380.5910.5480.499C800.120.9880.9240.8630.8050.7500.6980.6490.6020.5590.5090.160.9880.9270.8680.8110.7570.7060.6570.6110.5670.5160.200.9890.9290.8710.8160.7620.7120.6630.6170.5730.5220.040.9840.9090.8390.7730.7120.6560.6040.5570.5140.4680.080.9840.9140.8480.7850.7270.6720.6220.5750.5320.484C900.120.9840.9170.8530.7930.7360.6820.6320.5860.5430.4940.160.9840.9190.8570.7980.7420.6900.6400.5940.5510.5010.200.9840.9210.8600.8020.7470.6950.6460.6000.5570.5070.040.9810.9030.8300.7630.7000.6430.5900.5430.5010.4550.080.9810.9080.8390.7750.7150.6590.6080.5610.5180.471C1000.120.9810.9110.8440.7820.7230.6690.6180.5710.5290.4810.160.9810.9130.8480.7870.7300.6760.6260.5790.5360.4880.200.9810.9140.8510.7910.7340.6810.6320.5850.5420.4940.040.9780.8970.8220.7530.6890.6310.5780.5310.4890.4450.080.9780.9020.8310.7650.7030.6470.5950.5480.5060.460C1100.120.9780.9050.8360.7720.7120.6560.6050.5590.5160.4700.160.9780.9070.8400.7770.7180.6630.6130.5660.5240.4760.200.9780.9080.8430.7810.7230.6690.6180.5720.5290.4820.040.9740.8920.8150.7440.6790.6200.5670.5200.4780.4340.080.9750.8970.8240.7560.6930.6360.5840.5370.4950.450C1200.120.9750.9000.8290.7630.7020.6450.5940.5470.5050.4590.160.9750.9020.8320.7680.7080.6520.6010.5540.5120.4660.200.9750.9030.8350.7720.7120.6570.6060.5600.5180.47184 （续表C-6）λ混凝土αs1101201301401501601701801902000.040.5290.4630.4080.3630.3250.2920.2650.2410.2200.2010.080.5470.4790.4230.3760.3360.3030.2740.2490.2270.208C300.120.5590.4890.4310.3840.3430.3090.2790.2540.2320.2130.160.5670.4960.4380.3890.3480.3130.2840.2580.2350.2160.200.5730.5020.4430.3930.3520.3170.2870.2610.2380.2180.040.4930.4310.3800.3380.3030.2720.2460.2240.2050.1880.080.5100.4460.3940.3500.3130.2820.2550.2320.2120.194C400.120.5200.4550.4020.3570.3200.2880.2600.2370.2160.1980.160.5280.4620.4080.3620.3240.2920.2640.2400.2190.2010.200.5340.4670.4120.3660.3280.2950.2670.2430.2220.2030.040.4690.4110.3620.3220.2880.2590.2350.2130.1950.1790.080.4860.4250.3750.3330.2980.2690.2430.2210.2020.185C500.120.4960.4340.3830.3400.3040.2740.2480.2250.2060.1890.160.5030.4400.3880.3450.3090.2780.2520.2290.2090.1910.200.5080.4450.3930.3490.3120.2810.2540.2310.2110.1940.040.4480.3920.3460.3080.2750.2480.2240.2040.1860.1710.080.4640.4060.3580.3190.2850.2570.2320.2110.1930.177C600.120.4740.4150.3660.3250.2910.2620.2370.2150.1970.1800.160.4810.4210.3710.3300.2950.2660.2400.2190.2000.1830.200.4860.4250.3750.3340.2990.2690.2430.2210.2020.1850.040.4310.3770.3330.2960.2650.2380.2160.1960.1790.1640.080.4470.3910.3450.3070.2740.2470.2230.2030.1850.170C700.120.4560.3990.3520.3130.2800.2520.2280.2070.1890.1730.160.4620.4050.3570.3170.2840.2560.2310.2100.1920.1760.200.4670.4090.3610.3210.2870.2580.2340.2130.1940.1780.040.4170.3650.3220.2870.2560.2310.2090.1900.1730.1590.080.4320.3780.3340.2970.2650.2390.2160.1970.1790.165C800.120.4410.3860.3410.3030.2710.2440.2210.2010.1830.1680.160.4470.3920.3460.3070.2750.2470.2240.2040.1860.1700.200.4520.3960.3490.3110.2780.2500.2260.2060.1880.1720.040.4050.3550.3130.2780.2490.2240.2030.1840.1680.1540.080.4200.3670.3240.2880.2580.2320.2100.1910.1740.160C900.120.4280.3750.3310.2940.2630.2370.2140.1950.1780.1630.160.4340.3800.3350.2980.2670.2400.2170.1980.1800.1650.200.4390.3840.3390.3020.2700.2430.2200.2000.1820.1670.040.3950.3450.3050.2710.2430.2180.1980.1800.1640.1500.080.4090.3580.3160.2810.2510.2260.2040.1860.1700.156C1000.120.4170.3650.3220.2860.2560.2310.2090.1900.1730.1590.160.4230.3700.3270.2900.2600.2340.2120.1920.1760.1610.200.4280.3740.3300.2940.2630.2370.2140.1950.1780.1630.040.3850.3370.2980.2650.2370.2130.1930.1750.1600.1470.080.3990.3490.3080.2740.2450.2210.2000.1810.1660.152C1100.120.4070.3560.3140.2790.2500.2250.2040.1850.1690.1550.160.4130.3610.3190.2840.2540.2280.2070.1880.1720.1570.200.4180.3650.3220.2870.2570.2310.2090.1900.1730.1590.040.3770.3300.2910.2590.2310.2080.1880.1710.1560.1430.080.3900.3410.3010.2680.2400.2160.1950.1770.1620.148C1200.120.3980.3480.3070.2730.2440.2200.1990.1810.1650.1510.160.4040.3530.3120.2770.2480.2230.2020.1840.1680.1540.200.4080.3570.3150.2800.2510.2260.2040.1860.1700.155注：表内中间值可采用插值法求得。85 表C-7矩形钢管混凝土稳定系数ϕ值（Q390钢）λ混凝土αs1020304050607080901000.041.0000.9730.9360.8970.8550.8110.7650.7170.6660.5790.081.0000.9780.9470.9130.8750.8340.7890.7410.6900.600C300.121.0000.9810.9540.9230.8870.8480.8040.7560.7040.6120.161.0000.9840.9590.9300.8960.8580.8140.7670.7140.6210.201.0000.9860.9630.9360.9030.8660.8230.7750.7220.6280.041.0000.9570.9090.8610.8130.7650.7170.6690.6210.5390.081.0000.9620.9200.8770.8320.7870.7400.6920.6430.559C400.121.0000.9650.9270.8860.8440.8000.7540.7060.6560.5700.161.0000.9680.9320.8930.8520.8090.7630.7150.6650.5780.201.0000.9710.9360.8990.8590.8160.7710.7230.6730.5850.040.9990.9450.8910.8380.7860.7360.6860.6380.5910.5140.080.9990.9500.9010.8530.8040.7560.7080.6600.6120.532C500.120.9990.9540.9080.8620.8150.7680.7210.6730.6250.5430.160.9990.9570.9130.8690.8230.7770.7300.6820.6340.5510.201.0000.9590.9170.8740.8300.7840.7380.6900.6410.5570.040.9950.9340.8740.8170.7620.7090.6590.6110.5650.4910.080.9950.9390.8840.8310.7790.7280.6790.6310.5850.508C600.120.9950.9420.8910.8400.7900.7400.6920.6440.5970.5190.160.9950.9450.8960.8460.7970.7490.7010.6530.6060.5260.200.9960.9480.9000.8520.8040.7560.7080.6600.6120.5320.040.9910.9240.8600.7990.7410.6870.6360.5880.5440.4720.080.9910.9290.8700.8130.7580.7060.6560.6080.5630.489C700.120.9910.9330.8760.8220.7690.7170.6680.6200.5740.4990.160.9920.9360.8810.8280.7760.7260.6770.6290.5830.5060.200.9920.9380.8850.8330.7820.7320.6830.6360.5890.5120.040.9870.9150.8480.7840.7250.6690.6170.5700.5260.4570.080.9870.9210.8580.7980.7410.6870.6370.5890.5450.473C800.120.9870.9250.8640.8060.7510.6980.6480.6010.5560.4830.160.9880.9270.8690.8130.7580.7070.6570.6090.5640.4900.200.9890.9300.8730.8180.7640.7130.6630.6160.5700.4960.040.9840.9090.8380.7720.7100.6530.6010.5540.5110.4440.080.9840.9140.8480.7850.7260.6710.6200.5730.5290.460C900.120.9840.9170.8540.7930.7360.6820.6310.5840.5400.4690.160.9840.9190.8580.7990.7430.6900.6390.5920.5470.4760.200.9840.9210.8610.8030.7480.6960.6460.5980.5540.4810.040.9810.9020.8290.7610.6980.6400.5870.5400.4980.4320.080.9810.9070.8380.7740.7130.6570.6050.5580.5150.448C1000.120.9810.9110.8440.7810.7230.6680.6160.5690.5260.4570.160.9810.9130.8480.7870.7290.6750.6240.5770.5330.4630.200.9810.9150.8510.7910.7350.6810.6310.5830.5390.4690.040.9770.8960.8200.7500.6860.6270.5750.5270.4860.4220.080.9780.9010.8300.7630.7010.6440.5920.5450.5030.437C1100.120.9780.9040.8350.7710.7110.6550.6030.5560.5130.4460.160.9780.9070.8400.7760.7170.6620.6110.5640.5200.4520.200.9780.9080.8430.7810.7220.6680.6170.5700.5260.4570.040.9740.8900.8130.7410.6750.6160.5630.5160.4750.4120.080.9750.8960.8220.7540.6910.6330.5800.5330.4910.427C1200.120.9750.8990.8270.7610.7000.6430.5910.5440.5010.4360.160.9750.9010.8310.7670.7060.6500.5980.5510.5090.4420.200.9750.9030.8350.7710.7110.6560.6040.5570.5140.44786 （续表C-7）λ混凝土αs1101201301401501601701801902000.040.5020.4390.3880.3450.3080.2780.2510.2280.2090.1910.080.5200.4550.4010.3570.3190.2870.2600.2360.2160.198C300.120.5300.4640.4100.3640.3260.2930.2650.2410.2200.2020.160.5380.4710.4160.3690.3310.2980.2690.2450.2230.2050.200.5440.4760.4200.3740.3340.3010.2720.2470.2260.2070.040.4680.4090.3610.3210.2870.2590.2340.2130.1940.1780.080.4840.4240.3740.3320.2970.2680.2420.2200.2010.184C400.120.4940.4320.3820.3390.3040.2730.2470.2250.2050.1880.160.5010.4390.3870.3440.3080.2770.2510.2280.2080.1910.200.5070.4440.3910.3480.3110.2800.2540.2310.2100.1930.040.4450.3900.3440.3060.2740.2460.2230.2030.1850.1700.080.4610.4040.3560.3170.2830.2550.2310.2100.1920.176C500.120.4710.4120.3630.3230.2890.2600.2350.2140.1950.1790.160.4770.4180.3690.3280.2930.2640.2390.2170.1980.1820.200.4830.4220.3730.3310.2970.2670.2420.2200.2000.1840.040.4260.3730.3290.2920.2620.2350.2130.1940.1770.1620.080.4410.3860.3400.3030.2710.2440.2200.2000.1830.168C600.120.4500.3940.3470.3090.2760.2490.2250.2050.1870.1710.160.4560.3990.3520.3130.2800.2520.2280.2080.1890.1740.200.4610.4040.3560.3170.2830.2550.2310.2100.1920.1760.040.4100.3580.3160.2810.2520.2260.2050.1860.1700.1560.080.4240.3710.3270.2910.2600.2340.2120.1930.1760.161C700.120.4330.3790.3340.2970.2660.2390.2160.1970.1800.1650.160.4390.3840.3390.3010.2700.2430.2200.2000.1820.1670.200.4440.3880.3430.3050.2730.2450.2220.2020.1840.1690.040.3960.3470.3060.2720.2430.2190.1980.1800.1650.1510.080.4100.3590.3170.2820.2520.2270.2050.1870.1700.156C800.120.4190.3660.3230.2870.2570.2320.2090.1900.1740.1590.160.4250.3720.3280.2920.2610.2350.2130.1930.1760.1620.200.4300.3760.3320.2950.2640.2380.2150.1950.1780.1640.040.3850.3370.2970.2640.2360.2130.1930.1750.1600.1470.080.3980.3490.3080.2740.2450.2200.1990.1810.1650.152C900.120.4070.3560.3140.2790.2500.2250.2030.1850.1690.1550.160.4120.3610.3190.2830.2530.2280.2060.1880.1710.1570.200.4170.3650.3220.2860.2560.2310.2090.1900.1730.1590.040.3750.3280.2890.2570.2300.2070.1880.1700.1560.1430.080.3880.3400.3000.2660.2380.2150.1940.1760.1610.148C1000.120.3960.3470.3060.2720.2430.2190.1980.1800.1640.1510.160.4020.3520.3100.2760.2470.2220.2010.1830.1670.1530.200.4060.3550.3140.2790.2500.2250.2030.1850.1690.1550.040.3660.3200.2830.2510.2250.2020.1830.1660.1520.1390.080.3790.3310.2920.2600.2330.2090.1890.1720.1570.144C1100.120.3860.3380.2980.2650.2370.2140.1930.1760.1610.1470.160.3920.3430.3030.2690.2410.2170.1960.1780.1630.1490.200.3960.3470.3060.2720.2440.2190.1980.1800.1650.1510.040.3580.3130.2760.2450.2200.1980.1790.1630.1480.1360.080.3700.3240.2860.2540.2270.2050.1850.1680.1540.141C1200.120.3780.3310.2920.2590.2320.2090.1890.1720.1570.1440.160.3830.3350.2960.2630.2350.2120.1920.1740.1590.1460.200.3880.3390.2990.2660.2380.2140.1940.1760.1610.148注：表内中间值可采用插值法求得。87 表C-8矩形钢管混凝土稳定系数ϕ值（Q420钢）λ混凝土αs1020304050607080901000.041.0000.9750.9390.9000.8580.8140.7660.7160.6540.5610.081.0000.9800.9510.9170.8800.8370.7910.7410.6770.580C300.121.0000.9830.9580.9280.8920.8520.8060.7550.6910.5920.161.0000.9860.9640.9350.9020.8620.8170.7660.7010.6010.201.0000.9880.9680.9410.9090.8700.8260.7750.7090.6070.041.0000.9580.9110.8630.8150.7670.7170.6670.6090.5220.081.0000.9630.9220.8800.8350.7890.7410.6910.6300.541C400.121.0000.9670.9300.8900.8470.8020.7550.7040.6430.5520.161.0000.9700.9350.8970.8560.8120.7650.7140.6530.5600.201.0000.9720.9390.9030.8630.8200.7730.7220.6600.5660.040.9990.9460.8920.8390.7870.7360.6860.6360.5800.4970.080.9990.9510.9030.8550.8060.7570.7080.6580.6010.515C500.120.9990.9550.9100.8640.8180.7700.7210.6720.6130.5250.160.9990.9580.9150.8720.8260.7790.7310.6810.6220.5330.201.0000.9610.9200.8770.8330.7870.7380.6890.6290.5390.040.9920.9250.8610.8000.7420.6860.6340.5840.5160.4430.080.9950.9400.8850.8320.7800.7290.6790.6300.5740.492C600.120.9950.9430.8920.8410.7910.7410.6910.6420.5860.5020.160.9950.9460.8970.8480.7990.7500.7010.6510.5940.5090.200.9960.9490.9020.8540.8060.7570.7080.6590.6010.5150.040.9910.9240.8600.7990.7410.6860.6340.5860.5330.4570.080.9910.9290.8700.8130.7580.7060.6550.6060.5520.473C700.120.9910.9330.8770.8220.7690.7170.6670.6180.5630.4830.160.9920.9360.8820.8290.7770.7260.6760.6270.5720.4900.200.9920.9390.8860.8340.7830.7330.6830.6340.5780.4960.040.9870.9150.8470.7830.7240.6670.6150.5670.5160.4420.080.9870.9210.8580.7980.7410.6860.6350.5870.5340.458C800.120.9870.9250.8650.8070.7510.6980.6470.5990.5450.4670.160.9880.9280.8700.8130.7590.7060.6560.6070.5530.4740.200.9890.9300.8740.8180.7650.7130.6630.6140.5590.4800.040.9840.9080.8370.7710.7090.6510.5990.5510.5010.4300.080.9840.9140.8470.7850.7250.6700.6180.5700.5190.445C900.120.9840.9170.8530.7930.7350.6810.6300.5810.5290.4540.160.9840.9200.8580.7990.7430.6890.6380.5900.5370.4600.200.9840.9220.8610.8040.7480.6950.6450.5960.5430.4660.040.9800.9010.8270.7590.6950.6370.5850.5370.4880.4180.080.9810.9070.8380.7730.7120.6550.6030.5550.5050.433C1000.120.9810.9100.8440.7810.7220.6660.6150.5670.5160.4420.160.9810.9130.8480.7870.7290.6740.6230.5750.5230.4480.200.9810.9150.8510.7910.7340.6800.6290.5810.5290.4540.040.9770.8950.8190.7480.6840.6250.5720.5240.4760.4080.080.9770.9010.8290.7620.7000.6420.5900.5420.4930.423C1100.120.9780.9040.8350.7700.7090.6530.6010.5530.5030.4310.160.9780.9060.8390.7760.7160.6600.6090.5610.5110.4380.200.9780.9080.8420.7800.7210.6660.6150.5670.5160.4430.040.9740.8890.8110.7390.6730.6130.5600.5130.4660.3990.080.9740.8950.8210.7520.6880.6300.5780.5300.4820.413C1200.120.9740.8980.8260.7600.6980.6410.5880.5410.4920.4220.160.9750.9000.8310.7650.7040.6480.5960.5490.4990.4280.200.9750.9020.8340.7700.7100.6540.6020.5550.5050.43388 （续表C-8）λ混凝土αs1101201301401501601701801902000.040.4860.4250.3750.3340.2980.2690.2430.2210.2020.1850.080.5030.4400.3880.3450.3090.2780.2520.2290.2090.191C300.120.5130.4490.3960.3520.3150.2840.2570.2330.2130.1950.160.5210.4560.4020.3580.3200.2880.2610.2370.2160.1980.200.5270.4610.4070.3620.3230.2910.2630.2400.2190.2000.040.4530.3960.3500.3110.2780.2500.2260.2060.1880.1720.080.4690.4100.3620.3220.2880.2590.2340.2130.1950.178C400.120.4780.4180.3690.3280.2940.2640.2390.2170.1990.1820.160.4850.4240.3750.3330.2980.2680.2430.2210.2010.1850.200.4900.4290.3790.3370.3010.2710.2450.2230.2040.1870.040.4310.3770.3330.2960.2650.2380.2160.1960.1790.1640.080.4460.3910.3450.3060.2740.2470.2230.2030.1850.170C500.120.4550.3990.3520.3130.2800.2520.2280.2070.1890.1730.160.4620.4040.3570.3170.2840.2550.2310.2100.1920.1760.200.4670.4090.3610.3210.2870.2580.2340.2130.1940.1780.040.3840.3360.2960.2640.2360.2120.1920.1750.1590.1460.080.4270.3730.3290.2930.2620.2360.2130.1940.1770.162C600.120.4350.3810.3360.2990.2670.2410.2180.1980.1810.1660.160.4420.3860.3410.3030.2710.2440.2210.2010.1830.1680.200.4460.3910.3450.3070.2740.2470.2230.2030.1850.1700.040.3960.3470.3060.2720.2430.2190.1980.1800.1650.1510.080.4100.3590.3170.2820.2520.2270.2050.1870.1700.156C700.120.4190.3660.3230.2870.2570.2320.2090.1900.1740.1590.160.4250.3720.3280.2920.2610.2350.2130.1930.1760.1620.200.4300.3760.3320.2950.2640.2370.2150.1950.1780.1640.040.3840.3360.2960.2630.2360.2120.1920.1740.1590.1460.080.3970.3480.3070.2730.2440.2200.1990.1810.1650.151C800.120.4050.3550.3130.2780.2490.2240.2030.1840.1680.1540.160.4110.3600.3170.2820.2530.2270.2060.1870.1710.1570.200.4160.3640.3210.2850.2550.2300.2080.1890.1730.1580.040.3720.3260.2880.2560.2290.2060.1860.1690.1550.1420.080.3860.3370.2980.2650.2370.2130.1930.1750.1600.147C900.120.3930.3440.3040.2700.2420.2180.1970.1790.1630.1500.160.3990.3490.3080.2740.2450.2210.2000.1820.1660.1520.200.4040.3530.3120.2770.2480.2230.2020.1840.1680.1540.040.3630.3170.2800.2490.2230.2010.1810.1650.1510.1380.080.3760.3290.2900.2580.2310.2080.1880.1710.1560.143C1000.120.3830.3350.2960.2630.2350.2120.1920.1740.1590.1460.160.3890.3400.3000.2670.2390.2150.1940.1770.1610.1480.200.3930.3440.3040.2700.2410.2170.1970.1790.1630.1500.040.3540.3100.2730.2430.2170.1960.1770.1610.1470.1350.080.3670.3210.2830.2520.2250.2030.1830.1670.1520.140C1100.120.3740.3270.2890.2570.2300.2070.1870.1700.1550.1420.160.3790.3320.2930.2600.2330.2100.1900.1730.1580.1440.200.3840.3360.2960.2630.2360.2120.1920.1750.1590.1460.040.3460.3030.2670.2380.2130.1910.1730.1570.1440.1320.080.3580.3140.2770.2460.2200.1980.1790.1630.1490.136C1200.120.3660.3200.2820.2510.2250.2020.1830.1660.1520.1390.160.3710.3250.2860.2550.2280.2050.1860.1690.1540.1410.200.3750.3280.2900.2570.2300.2070.1880.1710.1560.143注：表内中间值可采用插值法求得。89 附录D压弯构件承载力计算系数表D压弯构件承载力计算系数构件类型圆钢管混凝土矩形钢管混凝土ξζ0η0ζ0η00.3001.7190.4271.6700.4050.3251.6560.4211.6040.3970.3501.6020.4141.5480.3890.3751.5560.4081.5010.3810.4001.5160.4021.4610.3730.4251.4820.3871.4260.3600.4501.4510.3741.3950.3480.4751.4240.3621.3680.3380.5001.3990.3511.3450.3280.6001.3240.3151.2720.2970.7001.2710.2891.2230.2740.8001.2330.2691.1870.2560.9001.2030.2531.1610.2421.0001.1800.2401.1400.2301.1001.1610.2291.1240.2201.2001.1460.2201.1100.2121.3001.1330.2121.1000.2051.4001.1220.2061.0900.1991.5001.1130.2001.0830.1941.6001.1050.1941.0760.1891.7001.0980.1901.0700.1851.8001.0920.1851.0650.1811.9001.0860.1821.0610.1772.0001.0810.1781.0570.1742.2001.0730.1721.0500.1692.4001.0660.1671.0450.1642.6001.0600.1631.0400.1602.8001.0550.1591.0370.1563.0001.0510.1561.0340.1533.2001.0470.1531.0310.1513.4001.0440.1501.0290.1483.6001.0410.1481.0260.1463.8001.0390.1461.0250.1444.0001.0370.1441.0230.142注：表内中间值可采用插值法求得。90 附录E局压构件承载力计算系数表E-1无端板钢管混凝土局压构件承载力计算系数构件类型圆钢管混凝土矩形钢管混凝土ξABCＡＢ0.30.050-0.0481.4091.0460.0480.40.045-0.4441.3831.0440.0460.50.040-0.0411.3581.0430.0450.60.035-0.3781.3351.0420.0430.70.030-0.3491.3131.0400.0420.80.026-0.3211.2931.0390.0400.90.022-0.2961.2751.0380.0391.00.018-0.2731.2421.0360.0371.10.015-0.2521.2281.0350.0361.20.012-0.2331.2151.0330.0341.30.009-0.2161.2041.0320.0331.40.006-0.2001.1931.0310.0311.50.004-0.1861.1841.0290.0301.60.002-0.1741.1751.0280.0281.70.000-0.1631.1681.0270.0271.8-0.002-0.1531.1621.0250.0251.9-0.003-0.1451.1561.0240.0242.0-0.005-0.1381.1511.0220.0222.1-0.006-0.1321.1471.0210.0212.2-0.007-0.1271.1441.0200.0192.3-0.008-0.1241.1411.0180.0182.4-0.009-0.1211.1391.0170.0162.5-0.009-0.1191.1371.0160.0152.6-0.010-0.1171.1361.0140.0132.7-0.010-0.1171.1351.0130.0122.8-0.010-0.1171.1341.0110.0102.9-0.010-0.1171.1341.0100.0093.0-0.010-0.1181.1341.0090.0073.1-0.010-0.1191.1341.0070.0063.2-0.010-0.1211.1341.0060.0043.3-0.010-0.1221.1341.0040.0033.4-0.010-0.1241.1341.0030.0013.5-0.010-0.1261.1341.0020.0003.6-0.010-0.1271.1341.0000.0023.7-0.010-0.1291.1340.9990.0043.8-0.010-0.1301.1340.9980.0053.9-0.009-0.1311.1330.9960.0064.0-0.009-0.1320.1320.9950.008注：表内中间值可采用插值法求得。91 表E-2带端板圆钢管混凝土局压构件承载力计算系数ξABCβDE0.30.051-0.4821.4130.0500.339-0.5280.40.045-0.4461.3850.0750.312-0.4960.50.040-0.4111.3600.1000.289-0.4680.60.035-0.3791.3350.1250.268-0.4430.70.031-0.3501.3130.1500.250-0.4210.80.026-0.3231.2930.1750.233-0.4000.90.022-0.2981.2740.2000.217-0.3811.00.019-0.2751.2570.2250.203-0.3621.10.016-0.2531.2410.2500.189-0.3451.20.013-0.2341.2270.2750.175-0.3281.30.010-0.2171.2140.3000.163-0.3121.40.008-0.2011.2030.3250.150-0.2971.50.006-0.1871.1920.3500.139-0.2821.60.005-0.1751.1830.3750.127-0.2681.70.004-0.1641.1760.4000.116-0.2541.80.003-0.1551.1690.4250.106-0.2401.90.002-0.1471.1630.4500.095-0.2272.00.002-0.4101.1590.4750.085-0.2142.10.003-0.1341.1550.5000.076-0.2022.20.003-0.3101.1520.5250.066-0.1892.30.004-0.1261.1500.5500.057-0.1772.40.005-0.1241.1480.5750.047-0.1652.50.007-0.1221.1470.6000.039-0.1542.60.009-0.1211.1470.6250.030-0.1422.70.011-0.1211.1470.6500.021-0.1312.80.014-0.1211.1480.6750.013-0.1202.90.017-0.1221.1490.7000.004-0.1093.00.021-0.1241.1500.725-0.004-0.0993.10.024-0.1251.1510.750-0.012-0.0883.20.028-0.1271.1530.775-0.019-0.0783.30.033-0.1291.1550.800-0.027-0.0673.40.037-0.1321.1570.825-0.035-0.0573.50.043-0.1341.1590.850-0.042-0.0473.60.048-0.1371.1610.875-0.050-0.0383.70.054-0.1391.1620.900-0.057-0.0283.80.060-0.1411.1640.925-0.064-0.0183.90.066-0.1431.1650.950-0.071-0.0094.00.073-0.1441.1660.975-0.078-0.001注：表内中间值可采用插值法求得。92 表E-3带端板矩形钢管混凝土局压构件承载力计算系数ξABCβD0.30.3690.6240.0060.050-0.3000.40.4050.5830.0120.075-0.2480.50.4400.5430.0170.100-0.2050.60.4760.5020.0220.125-0.1660.70.5110.4610.0270.150-0.1310.80.5470.4210.0320.175-0.0990.90.5820.3800.0380.200-0.0701.00.6170.3400.0430.225-0.0421.10.6530.2990.0480.250-0.0151.20.6880.2580.0530.2750.0101.30.7240.2180.0580.3000.0341.40.7590.1770.0640.3250.0571.50.7950.1370.0690.3500.0791.60.8300.0960.0740.3750.1011.70.8660.0550.0790.4000.1221.80.9010.0150.0840.4250.1421.90.936-0.0260.0900.4500.1612.00.972-0.0670.0950.4750.1802.11.007-0.1070.1000.5000.1992.21.043-0.1480.1050.5250.2172.31.078-0.1880.1100.5500.2342.41.114-0.2290.1160.5750.2512.51.149-0.2700.1210.6000.2682.61.185-0.3100.1260.6250.2852.71.220-0.3510.1310.6500.3012.81.256-0.3920.1360.6750.3172.91.291-0.4320.1420.7000.3323.01.326-0.4730.1470.7250.3483.11.362-0.5130.1520.7500.3633.21.397-0.5540.1570.7750.3773.31.433-0.5950.1620.8000.3923.41.468-0.6350.1680.8250.4063.51.504-0.6760.1730.8500.4203.61.539-0.7170.1780.8750.4343.71.575-0.7570.1830.9000.4483.81.610-0.7980.1880.9250.4613.91.645-0.8380.1940.9500.4754.01.681-0.8790.1990.9750.488注：表内中间值可采用插值法求得。93 附录F其它节点形式F-1钢管混凝土梁柱铰接节点尚可采用如下形式（图F-1）：1122AAAA33A-AA-A（a）圆钢管混凝土梁柱节点1—钢管混凝土2－高强螺栓3－钢梁1122AAAA33A-AA-A（b）方、矩形钢管混凝土梁柱节点1—钢管混凝土2－高强螺栓3－钢梁图F-1铰接节点形式94 F-2钢管混凝土梁柱刚接节点尚可采用如下形式（图F-2）：12313AA4A-A(a)穿心腹板式节点1—钢管混凝土2－高强螺栓3－工字型钢梁4－穿心腹板14233AA1A-A(b)外加强环板式节点1—钢管混凝土2－高强螺栓3－工字型钢梁4－外加强环板95 12343AA1A-A(c)翼缘板焊接-腹板栓接穿心钢筋节点1—钢管混凝土2－高强螺栓3－工字型钢梁4－钢筋12411AABB33234A-AB-B(d)钢筋贯通式节点1—钢管混凝土2－外加强环板3－加劲肋4－穿钢筋孔96 1212AA33A-A(e)穿心抗剪腹板节点1—钢管混凝土2－钢梁3－剪力板11AA132A-A(f)方钢管穿心环板加肋中柱节点1—钢管混凝土2－钢梁3－内加强环板97 114AA223A-A3(g)T形外加劲板型节点1—钢管混凝土2－钢梁3－竖向加劲肋4－水平加劲肋1122AA343A-A(h)环梁节点1—钢管混凝土2－钢筋混凝土框架梁3－钢筋混凝土环梁4－抗剪销98 114AA322A-A(i)穿心钢筋暗牛腿节点1—钢管混凝土2－暗牛腿3－纵筋4－箍筋118A343107BB2462565A8A-A185492B-B(j)锚板式钢管混凝土柱－帽型钢组合梁连接节点1—钢管混凝土，2—暗牛腿，3—上层纵向钢筋，4－箍筋，5－下层纵向钢筋，6－U型截面钢梁，7－横向分布钢筋，8－T型锚定板，9－钢板，10－抗剪连接件。99 11A34387BB2462565AA-A1542B-B(k)穿心钢筋暗牛腿式钢管混凝土柱－帽型钢组合梁连接节点1—钢管混凝土，2—暗牛腿，3—上层纵向钢筋，4－箍筋，5－下层纵向钢筋，6－U型截面钢梁，7－横向分布钢筋，8－抗剪连接件。图F-2钢管混凝土刚接节点形式注：对于穿心钢筋式节点，穿过的钢筋数量控制在1/2左右，保证梁两侧钢筋焊在钢加强环上，同时按一根穿过和一根焊接来间隔布置，且保证焊缝宽度满足钢管开孔要求，穿过钢管的钢筋有较大间隔，从而提高钢筋粘o结强度。允许在梁轴方向对应圆心角60范围内开孔，各孔直径之和不能超过柱周长的20%，孔径与钢筋直径之差在5mm以内，不能在现场用气割扩孔，避免造成刻槽，产生应力集中，保证孔中对中的距离不小于3倍孔径，对正交梁，两个方向开孔，上下应错开一个孔距离，保证正交梁的钢筋穿过节点时不在一个平面上，钢筋开孔后，如果钢管有显著削弱，可在孔两侧设置肋板加固。100 F-3钢管混凝土梁柱半刚性连接节点尚可采用如下形式（图F-3）：13AA31224A-A4(a)穿心螺栓端板连接节点1—钢管混凝土2－钢梁3－长高强螺栓4－外伸端板135AA322145A-A4(b)穿心螺栓角钢连接节点1—钢管混凝土2－钢梁3－长高强螺栓4－角钢5－短高强螺栓101 13AA22143A-A4(c)单边螺栓T型件连接节点1—钢管混凝土2－钢梁3－高强螺栓4－T型钢件132AA32441A-A(d)单边螺栓平端板连接节点1—钢管混凝土2－钢梁3－高强螺栓4－平齐端板102 132AA32144A-A(e)单边螺栓外伸端板连接节点1—钢管混凝土2－钢梁3－高强螺栓4－外伸端板图F-3钢管混凝土半刚接节点形式103 F-4矩形钢管混凝土桁架常用的节点型式（图F-4）(a)搭接接头构造(b)翼缘焊接钢板的节点加强措施(c)矩形钢管混凝土桁架节点图F-4矩形钢管混凝土桁架常用的节点型式104 F-5钢结构节点中较适用于钢管混凝土的节点型式（图F-5）(a)KT节点(b)T节点(c)斜X节点(d)Y节点(e)DK节点(f)正X节点105 (g)KK节点(h)TT节点(i)XX节点106 (j)DY节点图F-5钢结构节点中适用于钢管混凝土的节点型式107 附录G防火保护层厚度表表Ｇ-1圆钢管混凝土柱防火保护层厚度（金属网抹M5普通水泥砂浆）结构厚度或截面耐火极限λ=20λ=40λ=60λ=80燃烧性能最小尺寸（mm）（h）223243511.0不燃烧体304257681.5不燃烧体35516881D=2002.0不燃烧体415878932.5不燃烧体4666891063.0不燃烧体202941501.0不燃烧体263954671.5不燃烧体31466580D=3002.0不燃烧体365374922.5不燃烧体4160841043.0不燃烧体182739501.0不燃烧体243652661.5不燃烧体29446279D=4002.0不燃烧体335072912.5不燃烧体3757811033.0不燃烧体172638491.0不燃烧体223551661.5不燃烧体27426179D=5002.0不燃烧体314870902.5不燃烧体3554791023.0不燃烧体162537491.0不燃烧体213349651.5不燃烧体25405978D=6002.0不燃烧体294668902.5不燃烧体3352771023.0不燃烧体152437491.0不燃烧体203248651.5不燃烧体24395878D=7002.0不燃烧体284467892.5不燃烧体3150761013.0不燃烧体108 （续表G-1）152436491.0不燃烧体193148651.5不燃烧体23385777D=8002.0不燃烧体274366892.5不燃烧体3049741013.0不燃烧体142335481.0不燃烧体193147641.5不燃烧体22375677D=9002.0不燃烧体264265882.5不燃烧体2948731003.0不燃烧体142235481.0不燃烧体183046641.5不燃烧体22365677D=10002.0不燃烧体254164882.5不燃烧体2847721003.0不燃烧体132234481.0不燃烧体182946641.5不燃烧体21355577D=11002.0不燃烧体244063882.5不燃烧体2746711003.0不燃烧体132234481.0不燃烧体172945641.5不燃烧体20345476D=12002.0不燃烧体244062882.5不燃烧体274571993.0不燃烧体132134481.0不燃烧体172845631.5不燃烧体20345476D=13002.0不燃烧体233962872.5不燃烧体264470993.0不燃烧体122133481.0不燃烧体162844631.5不燃烧体203353761400≤D≤20002.0不燃烧体223861872.5不燃烧体254369993.0不燃烧体注：表内中间值可用插值法求得。109 表G-2圆钢管混凝土柱防火保护层厚度（厚涂型钢结构防火涂料）结构厚度或截面耐火极限λ=20λ=40λ=60λ=80燃烧性能最小尺寸（mm）（h）6810131.0不燃烧体81113171.5不燃烧体10131721D=2002.0不燃烧体121620252.5不燃烧体141823303.0不燃烧体679121.0不燃烧体81013161.5不燃烧体9121620D=3002.0不燃烧体111419242.5不燃烧体131722283.0不燃烧体579121.0不燃烧体7912161.5不燃烧体9111519D=4002.0不燃烧体101418232.5不燃烧体121621273.0不燃烧体579111.0不燃烧体7912151.5不燃烧体8111419D=5002.0不燃烧体101317232.5不燃烧体121520263.0不燃烧体568111.0不燃烧体6811151.5不燃烧体8111418D=6002.0不燃烧体91317222.5不燃烧体111519263.0不燃烧体568111.0不燃烧体6811151.5不燃烧体8101418D=7002.0不燃烧体91216222.5不燃烧体111419253.0不燃烧体110 （续表G-2）568111.0不燃烧体6811141.5不燃烧体7101318D=8002.0不燃烧体91216212.5不燃烧体101419253.0不燃烧体468111.0不燃烧体6810141.5不燃烧体7101318D=9002.0不燃烧体91216212.5不燃烧体101418253.0不燃烧体468101.0不燃烧体6810141.5不燃烧体791317D=10002.0不燃烧体81116212.5不燃烧体101318243.0不燃烧体468101.0不燃烧体6710141.5不燃烧体791317D=1100mm2.0不燃烧体81115202.5不燃烧体101318243.0不燃烧体468101.0不燃烧体5710141.5不燃烧体791217D=12002.0不燃烧体81115202.5不燃烧体91217243.0不燃烧体457101.0不燃烧体5710131.5不燃烧体791217D=13002.0不燃烧体81115202.5不燃烧体91317233.0不燃烧体457101.0不燃烧体5710131.5不燃烧体6912171400≤D≤20002.0不燃烧体81115202.5不燃烧体91217233.0不燃烧体注：表内中间值可用插值法求得。111 表G-3矩形钢管混凝土柱防火保护层厚度（金属网抹M5普通水泥砂浆）结构厚度或截面耐火极限λ=20λ=40λ=60λ=80燃烧性能最小尺寸（mm）（h）474951541.0不燃烧体626568711.5不燃烧体78818588B=2002.0不燃烧体93971011062.5不燃烧体1081131181233.0不燃烧体424446481.0不燃烧体555860631.5不燃烧体69727579B=3002.0不燃烧体828690942.5不燃烧体961001051103.0不燃烧体384042441.0不燃烧体515356581.5不燃烧体63666973B=4002.0不燃烧体757983872.5不燃烧体8892961013.0不燃烧体363839411.0不燃烧体475052551.5不燃烧体59626568B=5002.0不燃烧体707478822.5不燃烧体828690953.0不燃烧体343637391.0不燃烧体454750521.5不燃烧体56596265B=6002.0不燃烧体677074782.5不燃烧体788286903.0不燃烧体323436381.0不燃烧体434547501.5不燃烧体53565962B=7002.0不燃烧体646771742.5不燃烧体747882863.0不燃烧体112 （续表G-3）313334361.0不燃烧体414346481.5不燃烧体51545760B=8002.0不燃烧体616468722.5不燃烧体717579833.0不燃烧体303233351.0不燃烧体404244461.5不燃烧体49525558B=9002.0不燃烧体596266692.5不燃烧体697276813.0不燃烧体293132341.0不燃烧体384043451.5不燃烧体48505356B=10002.0不燃烧体576064672.5不燃烧体677074783.0不燃烧体283031331.0不燃烧体373942441.5不燃烧体46495255B=11002.0不燃烧体565962652.5不燃烧体656872763.0不燃烧体272931321.0不燃烧体363841431.5不燃烧体45485053B=12002.0不燃烧体545760642.5不燃烧体636770743.0不燃烧体272830321.0不燃烧体353740421.5不燃烧体44474952B=13002.0不燃烧体535659622.5不燃烧体616569733.0不燃烧体262829311.0不燃烧体353739411.5不燃烧体434648511400≤B≤20002.0不燃烧体525558612.5不燃烧体606467713.0不燃烧体注：表内中间值可用插值法求得。113 表G-4矩形钢管混凝土柱防火保护层厚度（厚涂型钢结构防火涂料）结构厚度或截面耐火极限λ=20λ=40λ=60λ=80燃烧性能最小尺寸（mm）（h）989101.0不燃烧体131212141.5不燃烧体16151619B=2002.0不燃烧体201920232.5不燃烧体242424273.0不燃烧体77781.0不燃烧体111010121.5不燃烧体14131316B=3002.0不燃烧体171616192.5不燃烧体201920233.0不燃烧体76671.0不燃烧体999111.5不燃烧体12111214B=4002.0不燃烧体151415172.5不燃烧体181617203.0不燃烧体66671.0不燃烧体988101.5不燃烧体11101113B=5002.0不燃烧体141313162.5不燃烧体161516183.0不燃烧体65561.0不燃烧体87891.5不燃烧体1091012B=6002.0不燃烧体131212142.5不燃烧体151416173.0不燃烧体55561.0不燃烧体77781.5不燃烧体109911B=7002.0不燃烧体121111132.5不燃烧体141313163.0不燃烧体114 （续表G-4）55561.0不燃烧体76781.5不燃烧体98910B=8002.0不燃烧体111011132.5不燃烧体131213153.0不燃烧体5455.1.0不燃烧体76681.5不燃烧体98810B=9002.0不燃烧体101010122.5不燃烧体121112143.0不燃烧体44451.0不燃烧体66671.5不燃烧体8889B=10002.0不燃烧体10910122.5不燃烧体121111143.0不燃烧体44451.0不燃烧体66671.5不燃烧体8789B=11002.0不燃烧体1099112.5不燃烧体111011133.0不燃烧体44451.0不燃烧体65671.5不燃烧体8779B=12002.0不燃烧体999112.5不燃烧体111011133.0不燃烧体44451.0不燃烧体65571.5不燃烧体7778B=13002.0不燃烧体988102.5不燃烧体111010123.0不燃烧体44441.0不燃烧体55561.5不燃烧体76781400≤B≤20002.0不燃烧体988102.5不燃烧体10910123.0不燃烧体注：表内中间值可用插值法求得。115 附录H火灾下钢管混凝土柱承载力系数表表H-1火灾下圆钢管混凝土柱承载力系数C受火时间（h）λ(mm)0.250.500.751.001.251.501.752.002.252.502.753.009420.900.610.460.400.380.360.340.320.300.280.260.2418840.910.640.510.470.450.440.430.420.410.400.390.3828260.920.670.550.500.500.490.490.480.480.470.460.462037680.930.710.580.520.520.520.520.510.510.510.500.5047100.950.750.610.530.530.530.530.530.520.520.520.5256520.960.800.640.560.540.540.530.530.530.530.530.5362800.970.840.670.590.540.540.540.540.540.540.530.539420.850.470.320.280.250.210.180.140.110.070.03018840.870.520.390.370.350.330.310.290.270.250.230.2128260.890.570.430.420.410.400.390.380.370.360.350.344037680.900.610.460.450.450.440.440.430.430.420.420.4147100.920.660.470.460.460.460.450.450.450.440.440.4456520.940.730.500.470.460.460.460.460.450.450.450.4462800.950.770.540.470.470.460.460.460.450.450.450.459420.790.330.280.230.180.140.090.04000018840.810.390.360.340.310.290.260.240.210.180.160.1328260.830.430.420.400.390.380.360.350.340.330.310.306037680.850.470.440.440.430.430.420.410.410.400.390.3947100.880.520.460.450.450.440.440.440.430.430.420.4256520.910.580.460.460.450.450.450.440.440.430.430.4362800.930.640.460.460.460.450.450.440.440.440.430.439420.720.310.260.200.150.090.040000018840.740.390.360.330.300.270.240.210.180.150.120.0928260.770.430.420.400.390.370.360.340.330.310.300.288037680.800.460.450.440.440.430.420.410.410.400.390.3847100.830.470.470.460.460.450.450.440.440.430.430.4256520.870.480.470.470.460.460.450.450.440.440.430.4362800.890.510.470.470.460.460.450.450.440.440.430.43注：表内中间值可用插值法求得。116 表H-2火灾下矩形钢管混凝土柱承载力系数C受火时间（h）λ(mm)0.250.500.751.001.251.501.752.002.252.502.753.0012000.750.430.300.230.200.190.190.190.190.180.180.1824000.780.470.320.240.230.230.220.220.220.220.210.2136000.810.510.350.260.260.250.250.250.250.240.240.242048000.840.560.390.290.270.270.270.260.260.260.260.2560000.870.620.450.330.270.270.270.270.260.260.260.2672000.900.700.520.380.290.270.270.270.260.260.260.2680000.930.770.590.440.330.270.270.270.270.260.260.2612000.750.430.280.190.170.160.150.130.120.110.090.0824000.780.470.300.220.210.190.180.160.150.140.120.1136000.810.510.320.240.230.220.200.190.170.160.150.134048000.840.560.360.260.240.230.210.200.190.170.160.1560000.870.620.400.260.240.230.210.200.190.170.160.1572000.900.700.460.310.240.230.210.200.190.170.160.1580000.930.770.520.350.240.230.220.200.190.180.170.1612000.770.450.230.160.140.110.190.070.050.020024000.790.490.240.190.170.140.120.100.080.050.030.0136000.820.530.260.210.190.170.140.120.100.080.050.036048000.850.580.280.220.190.170.150.130.100.080.060.0460000.880.640.310.220.190.170.150.130.110.080.060.0572000.910.720.360.230.200.170.160.130.110.080.060.0580000.930.780.400.240.200.170.160.140.120.090.070.0612000.780.400.170.130.100.070.040.01000024000.810.420.180.160.130.100.070.040.0100036000.830.450.200.170.150.120.090.060.030008048000.860.490.210.180.150.120.090.060.0300060000.890.530.220.180.150.120.090.060.0300072000.920.590.260.180.160.130.100.060.0400080000.940.640.290.190.160.130.100.060.05000注：表内中间值可用插值法求得。117 附录I火灾后钢管混凝土柱剩余承载力系数表表I-1火灾后圆钢管混凝土柱剩余承载力系数保护层厚度（mm）C0510λ(mm)受火时间（h）0.51.01.52.02.53.00.51.01.52.02.53.00.51.01.59420.890.750.660.580.520.471.000.990.970.950.900.891.001.000.9918840.930.830.760.710.670.651.000.990.990.970.940.921.001.001.0028260.940.850.790.740.710.681.001.001.000.990.970.961.001.001.002037680.950.870.820.770.730.711.001.001.000.990.980.971.001.001.0047100.970.890.840.800.760.741.001.001.000.990.990.971.001.001.0056520.980.910.870.820.790.781.001.001.001.001.000.981.001.001.0062800.980.930.880.840.810.801.001.001.001.001.000.991.001.001.009420.880.730.630.550.490.440.990.970.940.920.900.890.990.990.9718840.920.800.730.670.640.611.000.990.970.960.920.901.000.990.9928260.930.830.760.700.660.641.000.990.980.980.950.941.001.000.994037680.940.850.780.730.690.671.001.000.990.990.970.951.001.001.0047100.950.870.800.750.720.701.001.000.990.990.970.961.001.001.0056520.960.890.830.780.750.731.001.000.990.990.980.971.001.001.0062800.970.900.840.800.760.751.001.001.000.990.990.981.001.001.009420.870.710.600.520.460.410.980.950.900.900.810.800.990.970.9518840.900.780.690.640.600.580.990.970.950.940.880.870.990.980.9828260.920.800.720.660.620.600.990.980.970.960.920.901.000.990.986037680.930.820.740.690.650.631.000.990.980.980.950.931.000.990.9947100.940.840.770.710.670.661.000.991.000.980.990.961.001.000.9956520.950.860.790.740.700.681.000.990.990.990.980.971.001.000.9962800.960.870.800.750.720.701.001.000.990.990.990.981.001.001.009420.870.700.580.480.410.350.970.950.900.910.830.800.980.980.9518840.900.770.670.590.530.490.990.970.950.950.880.860.990.980.9728260.920.790.690.620.560.510.990.980.970.970.920.901.000.990.988037680.930.810.710.640.580.531.000.990.980.980.950.921.000.990.9947100.940.820.740.660.600.551.000.990.980.980.960.941.001.000.9956520.950.840.760.680.620.581.000.990.990.990.960.951.001.000.9962800.960.860.770.700.640.591.001.000.990.990.980.961.001.001.00118 （续表I-1）保护层厚度（mm）C101520λ(mm)受火时间（h）2.02.53.00.51.01.52.02.53.00.51.01.52.02.53.09420.990.980.981.001.001.001.000.990.991.001.001.001.000.990.9918841.000.990.991.001.001.001.001.001.001.001.001.001.001.001.0028261.001.001.001.001.001.001.001.001.001.001.001.001.001.001.002037681.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0047101.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0056521.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0062801.001.001.001.001.001.001.001.001.001.001.001.001.001.001.009420.960.950.941.000.990.980.990.970.961.000.990.990.990.980.9718840.990.970.961.001.000.990.990.980.971.001.000.990.990.990.9828260.990.980.971.001.001.001.000.990.991.001.001.001.000.990.994037681.000.990.981.001.001.001.000.991.001.001.001.001.001.001.0047101.000.990.991.001.001.001.001.001.001.001.001.001.001.001.0056521.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0062801.001.001.001.001.001.001.001.001.001.001.001.001.001.001.009420.940.910.900.990.980.970.980.940.930.990.980.980.980.960.9518840.980.950.941.000.990.980.990.970.961.000.990.990.990.980.9628260.970.970.961.000.990.990.990.980.971.001.000.990.990.980.976037680.990.980.971.001.000.990.990.990.981.001.000.990.990.990.9847100.990.990.991.001.001.000.990.990.991.001.001.001.000.990.9956520.990.990.991.001.001.001.000.990.991.001.001.001.001.001.0062800.990.990.991.001.001.001.001.000.991.001.001.001.001.001.009420.930.910.900.990.980.970.980.940.930.990.980.970.980.950.9418840.960.950.940.990.990.980.990.970.961.000.990.990.990.970.9628260.980.970.961.000.990.990.990.980.971.000.990.990.990.980.978037680.990.980.971.000.990.990.990.980.971.001.001.000.990.990.9847100.990.980.981.001.000.990.990.990.981.001.000.991.000.990.9956520.990.990.991.001.001.001.000.990.991.001.001.001.000.990.9962801.000.990.991.001.001.001.001.000.991.001.001.001.001.000.99注：本表只适用于厚涂型钢结构防火涂料，对于中间值可用插值法求得。119 表I-2火灾后矩形钢管混凝土柱剩余承载力系数保护层厚度(mm)C0510λ(mm)受火时间（h）0.51.01.52.02.53.00.51.01.52.02.53.00.51.01.512000.910.720.620.530.470.431.000.990.950.950.820.801.001.000.9924000.950.790.720.660.610.591.000.990.990.970.930.911.001.001.0036000.960.810.740.680.640.621.001.001.000.990.970.961.001.001.002048000.970.830.760.710.670.651.001.001.000.990.980.971.001.001.0060000.980.850.790.730.700.681.001.001.000.990.990.971.001.001.0072000.990.870.810.760.720.711.001.001.001.001.000.981.001.001.0080001.000.890.830.780.740.721.001.001.001.001.000.991.001.001.0012000.890.700.590.510.440.400.990.970.910.920.800.780.990.990.9624000.930.770.680.620.580.560.990.990.970.960.900.881.000.990.9936000.950.790.710.650.610.591.000.990.980.960.940.921.001.000.994048000.960.810.730.670.630.611.001.000.990.990.960.941.001.000.9960000.970.830.750.690.660.641.001.000.990.990.970.951.001.000.9972000.980.850.780.720.680.661.001.000.990.990.980.961.001.001.0080000.990.860.790.730.700.681.001.001.001.000.990.971.001.001.0012000.880.670.560.480.420.380.970.950.870.850.740.760.980.970.9424000.920.740.650.590.540.520.990.970.940.920.860.820.990.980.9736000.930.760.670.610.570.550.990.980.970.960.910.900.990.990.986048000.940.780.700.630.590.570.990.990.970.980.940.920.990.990.9960000.960.800.720.660.620.600.990.990.980.980.960.941.001.000.9972000.970.820.740.680.640.620.990.990.990.990.970.961.001.000.9980000.970.830.750.690.650.641.001.000.990.990.980.971.001.001.0012000.880.660.540.440.370.320.970.950.880.840.740.730.980.980.9424000.920.730.630.550.480.440.990.970.950.930.870.810.990.980.9736000.930.750.650.570.510.460.990.980.970.950.920.880.990.990.988048000.940.770.670.590.530.480.990.990.970.950.940.900.990.990.9960000.960.790.690.610.550.500.990.990.980.960.950.921.001.000.9972000.970.810.710.630.570.520.990.990.980.970.960.951.001.000.9980000.970.820.730.650.580.541.001.000.990.980.970.961.001.001.00120 （续表I-2）保护层厚度(mm)C101520λ(mm)受火时间（h）2.02.53.00.51.01.52.02.53.00.51.01.52.02.53.012000.960.950.941.001.001.001.000.990.991.001.001.001.001.001.0024001.000.990.981.001.001.001.001.001.001.001.001.001.001.001.0036001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.002048001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0060001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0072001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0080001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0012000.980.900.890.990.990.980.970.950.931.000.990.980.970.960.9524000.990.970.961.001.000.990.980.970.961.001.000.990.990.980.9636000.990.980.971.001.000.990.980.980.991.001.001.001.000.990.984048001.000.990.981.001.001.001.000.990.991.001.001.001.000.990.9960001.000.990.991.001.001.001.000.990.991.001.001.001.000.990.9972001.000.990.991.001.001.001.001.001.001.001.001.001.001.001.0080001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0012000.920.860.850.990.980.950.940.910.900.990.980.970.960.930.9224000.960.940.920.990.990.980.970.960.941.000.990.980.970.960.9336000.970.960.941.000.990.990.980.980.971.001.000.990.980.980.966048000.980.970.961.001.000.990.990.980.981.001.000.990.990.990.9860000.990.980.961.001.000.990.990.990.991.001.000.990.990.990.9972000.990.980.971.001.000.990.990.990.991.001.000.990.990.990.9980001.000.990.981.001.001.001.000.990.991.001.001.001.001.000.9912000.930.870.860.990.980.960.950.920.900.990.980.970.960.940.9124000.960.950.920.990.990.980.970.960.941.000.990.980.970.950.9436000.970.970.960.990.990.990.980.980.961.000.990.990.990.980.968048000.990.980.971.000.990.990.980.980.971.001.000.990.990.990.9860000.990.980.981.001.000.990.990.990.981.001.000.990.990.990.9972000.990.980.981.001.000.990.990.990.991.001.000.990.990.990.9980001.000.990.991.001.001.001.001.000.991.001.001.001.001.001.00注：本表只适用于厚涂型钢结构防火涂料，对于中间值可用插值法求得。121 本规程用词和用语1为便于在执行本规程条文时区别对待，对严格程度不同的用词说明如下：1）表示很严格，非这样做不可的用词：正面词采用“必须”，反面词采用“严禁”。2）表示严格，在正常情况均应这样做的用词：正面词采用“应”，反面词采用“不应”或“不得”。3）表示允许稍有选择，在条件许可时首先应这样做的用词：正面词采用“宜”，反面词采用“不宜”。4）表示有选择，在一定条件下可以这样做的，采用“可”。2条文中必须按指定的标准、规范或其它有关规定执行的，其用语是“应按……规定确定”或“应符合……规定”；非必须按照所指定的标准、规范或规定执行的，其用语是“参照…”。122 本规程引用标准本规程参考和引用了下列标准：GB5313《厚度方向性能钢板》GB14907《钢结构防火涂料》GB50009《建筑结构荷载规范》GB50010《混凝土结构设计规范》GB50011《建筑抗震设计规范》GB50016《建筑设计防火规范》GB50017《钢结构设计规范》GB50018《冷弯薄壁型钢结构技术规范》GB50045《高层民用建筑设计防火规范》GB50068《建筑结构可靠度设计统一标准》GB50204《混凝土结构工程施工质量验收规范》GB50205《钢结构工程施工质量验收规范》GB50300《建筑工程施工质量验收统一标准》GBJ107《混凝土强度检验评定标准》GB/T700《碳素结构钢》GB/T985《气焊、手工电弧焊及气体保护焊焊缝坡口的基本形式和尺寸》GB/T986《埋弧焊焊缝坡口的基本形式和尺寸》GB/T1591《低合金高强度结构钢》GB/T8923《涂料前钢材表面锈蚀等级和除锈等级》GB/T9978《建筑构件耐火试验方法》GB/T50083《建筑结构设计术语和符号标准》JGJ3《高层建筑混凝土结构技术规程》JGJ81《建筑钢结构焊接技术规程》JGJ99《高层民用建筑钢结构技术规程》JCJ01《钢管混凝土结构设计与施工规程》CECS24《钢结构防火涂料应用技术规范》CECS28《钢管混凝土结构设计与施工规程》CECS159《矩形钢管混凝土结构技术规程》CECS200《建筑钢结构防火设计规范》CECS230《高层建筑钢-混凝土混合结构设计规程》DL/T5085《钢-混凝土组合结构设计规程》123 DBJ13-51-2003《钢管混凝土结构技术规程》DBJ13-61-2004《钢-混凝土混合结构技术规程》124 安徽省地方标准钢管混凝土结构技术规程DB××/T××××-2010J××××-2010条文说明2010合肥 目次1总则............................................................................................1282术语和符号................................................................................1283基本规定....................................................................................1294材料............................................................................................1334.1钢材.................................................................................1334.2混凝土.............................................................................1335构件承载力计算........................................................................1355.1一般规定.........................................................................1355.2轴心受力构件承载力计算.............................................1355.3受弯、压弯和拉弯构件承载力计算.............................1375.4复合受剪和受扭构件承载力计算.................................1385.5局部受压构件承载力计算.............................................1385.6初应力影响下构件承载力计算.....................................1386结构体系与计算........................................................................1406.1结构体系.........................................................................1406.2结构计算一般规定.........................................................1406.3计算参数与构造要求.....................................................1406.4抗震计算.........................................................................1416.5结构位移限制.................................................................1507节点和连接................................................................................1518抗火设计方法............................................................................1548.1结构抗火计算.................................................................1548.2防火保护构造.................................................................1569施工与验收................................................................................1579.1一般规定.........................................................................157126 9.2钢管构件制作与施工.....................................................1589.3混凝土施工.....................................................................1589.4冬期混凝土施工.............................................................1589.5验收.................................................................................159127 1总则1.0.1本条说明了编程本规程的目的。1.0.2钢管混凝土构件由于截面形状的不同，其力学性能和设计方法不同。本条限定了本规程中钢管混凝土构件的截面形状。另外，国外有在钢管混凝土中配置钢筋的做法，而本规程中的设计方法仅限钢管内填充混凝土的情况。1.0.2给出了本规程的适用范围。市政工程、桥梁工程、地铁工程及地下工程的钢管混凝土结构可参考本规程，同时也要遵守现行国家和行业标准的有关规定。1.0.4规定了本规程的设计原则。1.0.5给出了本规程中符号、计量单位和技术术语的规定依据。1.0.6钢管混凝土的设计除满足本规程外，尚应依据其他相应现行国家或行业标准等进行。1.0.7钢管混凝土的施工除满足本规程外，尚应依据其他相应现行国家或行业标准等进行。1.0.8在特殊环境下的钢管混凝土结构应进行专门研究。本规程中的钢管混凝土仅适用于一般使用环境中的建筑工程。另外，对于有特殊要求的结构，也应进行专门研究，且符合相应的国家或行业标准。2术语和符号（本章无条文说明）128 3基本规定3.0.2钢管的最小管径和最小壁厚的规定是为了保证混凝土浇灌质量、钢管焊接质量以及构件受力性能而确定的。研究结果表明，钢管混凝土管壁的稳定性，由于存在内填混凝土而有所提高，钢管的外直径或最大外边长与壁厚之比不得大于空钢管限值的1.5倍。对于格构式柱，缀材采用的钢管不灌混凝土。在有可靠依据的情况下，钢管混凝土结构也可根据实际需要适当采用薄壁钢管。当管壁较薄时，钢材的材料强度将不能充分发挥，且构件延性下降。可采用一些构造措施来抵消这种影响，例如约束拉杆、角部隅撑和设置纵向加劲肋等。本条可参考文献“陶忠,于清.新型组合结构柱-试验、理论与方法.北京:科学出版社,2006。”3.0.3为了保证矩形钢管和核心混凝土之间有效的共同工作，根据目前有关研究成果的适用范围，提出此条件。对于栓钉、加劲肋的计算，目前尚缺少研究成果，还不能提供详细的计算方法，需要通过试验和有限元计算等方法确定。3.0.4根据工程经验，钢管混凝土构件的容许长细比可以按现行国家标准《钢结构设计规范》GB50017对钢构件的有关规定确定。3.0.5本条指出钢管混凝土结构的一般应用范围及截面形式的选择。当柱构件在受到较大弯矩的时候，除采用格构式柱外，其截面也可采用由内外两层钢管同心放置、并在两者的夹层中填充混凝土而形成的中空夹层钢管混凝土。3.0.6由于厂房框架柱多为承载力高的偏压构件，采用格构式柱，使柱肢处于轴压或小偏压状态，可以充分发挥钢管混凝土的优越性。边列和山墙柱可采用三肢柱，框架柱也可采用双肢柱。3.0.7钢管混凝土柱的延性和耗能性能比钢筋混凝土柱更好，在没有进行更多的专门研究之前，其抗风和抗震计算参数可按钢筋混凝土取值，应该129 是偏于安全的。3.0.8~3.0.9规定了钢管混凝土结构的一般设计原则。3.0.10采用数值分析方法可以获得钢管混凝土轴压时纵向压力N和纵向应变ε关系曲线。这是代表整个钢管混凝土的荷载—应变关系，将轴向荷2载N除以全截面面积Asc[对于圆钢管混凝土：Asc=πro(ro是钢管外半径)；对于矩形钢管混凝土：Asc=B⋅D]，即得截面上的名义应力σ=N/Asc，此关系也就是钢管混凝土构件的应力-应变关系。经与大量试验曲线比较，吻合程度很好。此荷载－应变关系的各阶段都获得了数学表达式。由此得到了弹性阶段的弹性模量E、弹塑性阶段的切线模量Esct和强化阶段的强化模量scEsch。定义由弹塑性阶段转入强化阶段的点为钢管混凝土构件的强度标准值fscy。fscy的表达式如下：1对于圆钢管混凝土：f=(1.14+1.02ξ)⋅f3.0.10-1)scyck2对于矩形钢管混凝土：f=(1.18+0.85ξ)⋅f(3.0.10-2)scyck引入钢材和混凝土的材料分项系数后，即得钢管混凝土轴心受压强度设计值f(N/mm2)的计算公式。sc规程给出的fsc计算公式要考虑钢材厚度的影响。在采用fsc为设计钢管混凝土构件的强度指标时，对轴心受压构件的强度进行了可靠性分析。在收集和整理了近千个试件的试验结果，按不同钢号、混凝土强度等级、含钢率和荷载比的情况进行分析和计算以后表明，采用本规定的设计方法所确定的钢管混凝土构件的抗力满足现行国家标准《建筑结构可靠度设计统一标准》GB50068中规定对延性破坏构件的可靠性要求。钢管混凝土构件处于温度变化的环境中时，其强度将受温度变化的影响。当温度升高时，钢材和混凝土的强度和弹性模量都随温度的升高而下降，通过试验和分析可得到强度的下降率。当温度下降时，构件承载力将130 有所提高，设计时可不考虑其影响。根据哈尔滨工业大学的研究成果，并考虑到构件设计时，温度对承载力的影响按附加组合计算，其组合强度设计值可提高10%。温度对构件承载力影响的折减系数k按以下规定取值：t80℃时，k＝0.97；100℃时，k＝0.92；150℃时，k＝0.85；中间ttt值可采用插入法求得。当温度超过150℃时，对强度影响过大，应采取隔热防护措施。本规程条文中并未列入考虑环境温度影响的计算，遇此情况，可参考上列数据考虑。温度影响计算一律以＋20℃为基准。3.0.11从钢管混凝土轴压应力-应变关系曲线可导出轴压弹性模量、切线模量和强化模量，公式如下：1弹性模量：E=f/ε(3.0.11-1)scscpscp1)对圆钢管混凝土：比例极限：fscp=[0.192(fy/235)+0.488]fscy(3.0.11-2)−6比例极限应变：εscp=3.25×10fy(3.0.11-3)2)对矩形钢管混凝土：比例极限：fscp=[0.263(fy/235)+0.365(20/fck)+0.104]fscy(3.0.11-4)−6比例极限应变：εscp=3.01×10fy(3.0.11-5)2切线模量：(A1fscy−B1σ)σE=E(3.0.11-6)sctsc(fscy−fscp)fscpEfscpEfsch2schscp式中：A1=1−();B1=1−();EscfscyEscfscy平均应力：σ=N/Asc3强化阶段模量：对于圆钢管混凝土：E=420ξ+550(3.0.11-sch131 7)对于矩形钢管混凝土：E=220ξ+450(3.0.11-8)sch本条可参见文献“韩林海.钢管混凝土结构-理论与实践（第二版）.北京:科学出版社,2007”。3.0.12钢管混凝土柱的抗弯刚度，目前国内外各规程的规定不尽相同。考虑到构件受弯时混凝土开裂的可能，对混凝土部分的抗弯刚度宜适当折减。研究结果还表明，圆形钢管对其核心混凝土的约束效果要优于矩形钢管，对其混凝土部分的抗弯刚度折减可略小。3.0.13采用数值分析方法可以获得钢管混凝土受纯剪切作用时的名义剪应力（τ=T/W或V/A）和剪应变（γ）间的关系曲线，钢管混凝土sctsc的受剪构件的应力-应变关系。基于理论分析和试验研究，可确定出钢管混凝土构件的抗剪强度设计值τ的计算公式如下：sc1对于圆钢管混凝土：2.330.134τ=(0.422+0.313α)⋅ξ⋅f(3.0.13-1)scyssc2对于矩形钢管混凝土：2.330.25τ=(0.455+0.313α)⋅ξ⋅f(3.0.13-2)scyssc3.0.14从钢管混凝土名义剪应力（τ=T/W或V/A）和剪应变（γ）sctsc关系曲线可推导出钢管混凝土构件的剪切弹性模量G的计算公式如下：scG=τ/γ(3.0.14-1)scscpscp式中：τ和γ分别为名义抗剪比例极限及其对应的剪应变scpscpτ=⎧[0.149(fy)+0.322]−[0.842(fy)2−1.775(fy)+0.933]α0.933⎫⋅(30)0.032⋅τ(3.0.14-2)scp⎨s⎬scy⎩235235235⎭fcufy0.07(fcu−30)γ=0.595+(3.0.14-3)scpEEsc本条可参见文献“韩林海.钢管混凝土结构-理论与实践（第二版）.北京:科学出版社,2007”。132 4材料4.1钢材4.1.1钢管混凝土构件主要用作各种柱子，结合结构要求和现行国家标准《钢结构设计规范》GB50017的有关规定提出了对钢材的要求。由冷弯卷制而成钢管，所以要求冷弯180°的保证。4.1.2圆钢管混凝土结构常采用螺旋焊接管和直缝焊接管。当螺旋焊接管的常用规格不能满足要求时，可采用钢板卷制成的直缝焊接钢管，应采用对接坡口焊缝，不允许采用钢板搭接的角焊缝。焊缝应达到二级质量检验标准，且和母材等强度。4.1.3钢结构在制造过程中，由于钢材质量和焊接构造等因素，厚板容易出现层状撕裂，这对沿厚度方向受拉的接头来说很不利。因此，需要采用厚度方向性能钢板。现行国家标准《建筑抗震设计规范》GB50011和《建筑钢结构焊接技术规程》JGJ81规定，厚度大于40mm时应采用厚度方向性能的钢板。4.1.4本规程中钢管混凝土结构的钢材力学性能设计指标和物理指标，均应按照现行国家标准《钢结构设计规范》GB50017的相关规定取值。本规程不再专门列出。4.2混凝土4.2.1由于钢管本身是封闭的，多余水分不能排出，因而水灰比不宜过大。采用流动性混凝土或塑性混凝土主要决定于采用的浇灌工艺。良好的混凝土密实度是保证钢管和核心混凝土之间共同工作的重要前提。目前高强混凝土、自密实高性能混凝土已有良好的工程应用范例，是处在发展阶段的新技术。研究结果表明，在钢管混凝土中采用自密实高性能混凝土时，只要按有关规定严格控制其质量，钢管自密实混凝土能够满足对钢管混凝土的设计要求。4.2.2对于目前建筑工程中常用的钢材，采用C30以上强度等级的混凝土比较合理。在常用含钢率情况下，Q235钢和Q345钢宜配C30～C50或133 C60混凝土，Q390钢和Q420钢宜配C60及以上的混凝土，且约束效应系数不宜大于4，也不宜小于0.3。对钢管混凝土的理论分析和试验研究的结果都表明，由于钢管对其核心混凝土的约束作用，使混凝土材料本身性质得到改善，即强度得以提高，塑性和韧性大为改善。同时，由于混凝土的存在可以延缓或阻止钢管发生内凹的局部屈曲；在这种情况下，不仅钢管和混凝土材料本身的性质对钢管混凝土性能的影响很大，而且二者几何特性和物理特性参数如何“匹配”，也将对钢管混凝土构件力学性能起着非常重要的影响。研究结果表明，可以以约束效应系数作为衡量这种相互作用的基本参数。约束效应系数越大，则构件的延性越好，反之则越差。当钢管混凝土用作地震区的结构柱时，为了保证钢管混凝土构件具有良好的延性，提出此限值。4.2.3本规程中钢管混凝土结构中混凝土的力学性能设计指标和物理指标，均应按照现行国家标准的相关规定取值，本规程不再专门列出。4.2.4本条可参见文献“韩林海.钢管混凝土结构-理论与实践（第二版）.北京:科学出版社,2007”。134 5构件承载力计算5.1一般规定5.1.1本节规定的钢管混凝土构件的设计和计算是建立在静力荷载或间接动力荷载作用的基础上。对钢管混凝土的抗震验算可参考现行国家标准《建筑抗震设计规范》GB50011对钢结构的有关规定。5.2轴心受力构件承载力计算5.2.1轴心受力构件的承载力计算1轴心受压构件考虑初始弯曲L0/1000，按偏心受压构件计算钢管混凝土构件轴心受压时的临界应力σp，与大量试验结果吻合良好。这样可得到了稳定系数ϕ=σf。经回归分析，ϕ值可按下列公式计算：pscy⎧1(λ≤λ)0⎪2()ϕ=⎨aλ+bλ+cλ0<λ≤λp(5.2.1-1)⎪()2()dλ+35λ>λ⎩p式中a，b，c，e均为系数：1+(35+2λ−λ)ep0a=()2λ−λp0b=e-2aλp2c=1-aλ0-bλ03e=-d/(λp+35)⎡⎤0.30.05⎛⎜235⎞⎟⎛25⎞⎛αs⎞d=⎢13000+4657ln⎜⎟⎥⎜⎜⎟⎟⎜⎟（圆钢管混凝土）；⎢⎣⎝fy⎠⎥⎦⎝fck+5⎠⎝0.1⎠⎡⎤0.30.05⎛⎜235⎞⎟⎛25⎞⎛αs⎞d=⎢13500+4810ln⎜⎟⎥⎜⎜⎟⎟⎜⎟（矩形钢管混凝土）；⎢⎣⎝fy⎠⎥⎦⎝fck+5⎠⎝0.1⎠135 λp和λ0分别为构件弹性失稳和弹塑性失稳的界限长细比：λ=1743f；λ=π()420ξ+550[(1.02ξ+1.14)f](圆形钢管混凝土)py0ckλ=1811f；λ=π()220ξ+450[(0.85ξ+1.18)f](矩形钢管混凝土)py0ck2轴心受拉构件钢管混凝土轴心受拉时，钢管径向将发生收缩，但受到管内混凝土的阻碍，因而钢管处于纵向和环向受拉、径向受压的复杂应力状态，由于径向压力不大，简化为双向受拉工作。管内混凝土由于纵向开裂而处于双向受压应力状态。和轴心受压时的分析一样，通过计算机分析得到钢管混凝土轴心受拉时，名义平均拉应力和纵向拉应变的关系曲线。塑性阶段对应的应力为钢t管混凝土抗拉构件的强度标准值fscy。为简化计算，可按下式计算：2ft(1.121αs−0.167αs)scy=f(5.2.1-2)y1+αst抗拉承载力：Ntu=fscyAsc=(1.121-0.167αs)fyAs，当αs为0.04~0.20时；(1.121-0-167αs)为1.114~1.086，可近似取为1.1，则Ntu＝1.1fyAs，写成设计公式：N≤Ntu。式中：f和As分别是钢材的抗拉强度设计值和钢管的截面面积。5.2.2格构式轴心受压构件临界状态时，缀材的变形不能忽略。尤其是采用平腹杆格构式钢管混凝土轴心受压构件，平腹杆的刚度远比柱肢刚度小。因而计入缀材剪切变形的影响，推导了构件的换算长细比。公式中直接采用柱肢的钢管面积，方便了设计。同时还提供了三肢柱和四肢柱当截面不对称时的计算公式。对于格构式构件的柱肢，目前工程中一般都采用圆钢管混凝土的形式。本条参考文献“钟善桐.钢管混凝土结构.哈尔滨:黑龙江科学技术出版社,1994。”5.2.3格构式轴心受压构件保证单肢稳定的规定采用现行国家标准《钢结构设计规范》GB50017的规定。136 5.2.4格构式轴心受压构件假想剪力的计算采用现行国家标准《钢结构设计规范》GB50017的规定。5.3受弯、压弯和拉弯构件承载力计算5.3.1对于单向受弯构件考虑截面的塑性发展。5.3.2对于双向受弯构件考虑两个方向弯矩之间的相互作用。5.3.3通过数值计算分析，得到了轴力、弯矩（N、M）共同作用下的N/Nu-M/Mu相关曲面。在N/Nu-M/Mu的相关关系中有平衡点，位于N/(fscyAsc)3＝2ϕη0处，导出压弯荷载共同作用下承载力的验算公式(5.3.3-3)~(5.3.3-4)。当λ=0时，ϕ＝1，且不计及附加挠度影响系数，对于圆钢管混凝土为1/(1-0.4N／NE)，对于矩形钢管混凝土为1/(1-0.25N／NE)，则分别得到强度验算公式(5.3.3-1)和(5.3.3-2)。由于矩形钢管混凝土压弯构件在两个主轴方向的长细比不一定相同，因此有必要进行弯矩作用平面外的稳定计算。目前弯矩作用平面外失稳尚缺乏试验资料，有待今后在这方面做工作。5.3.5对于矩形钢管混凝土双向压弯构件考虑轴力和两个方向弯矩之间的相互作用，将单轴压弯构件承载力验算公式加以推广可得到其承载力验算公式。5.3.6相关公式考虑了截面塑性发展，当不考虑塑性发展时，结果可直接用于格构式柱，即公式(5.3.6)。5.3.7在永久荷载作用下，由于管内混凝土发生徐变和收缩变形，产生内力重分布现象，导致钢材和管中混凝土应力改变，二者的模量发生变化，因而使构件的临界应力下降。下降率和永久荷载的大小、约束效应系数、构件长细比和荷载偏心率有关。在工程常用范围内，根据分析结果提出长期荷载作用影响系数kcr。本条参见文献“韩林海,刘威.长期荷载作用对圆钢管混凝土压弯构件力学性能影响的研究.土木工程学报,2002,35(2):8-19.”，“韩林海,陶忠,刘威,陈宝春.长期荷载作用对方钢管混凝土柱承载力的影响.中国137 公路学报,2001,14(3):57-66.”，“韩林海,陶忠,刘威,陈宝春.长期荷载作用下方钢管混凝土轴心受压柱的变形特性.中国公路学报,2001,14(2):52-57.”、“Han,Lin-Hai,Yang,You-fu.AnalysisofThin-WalledSteelRHSColumnsFilledwithConcreteunderLong-TermSustainedLoads,Thin-walledStructures,2003,41(9):849-870.”。5.4复合受剪和受扭构件承载力计算采用有限元法建立了钢管混凝土构件在压、弯、扭、剪及其复合受力状态下力学性能的分析模型。对纯扭、横向受剪、压扭、弯扭、压弯扭、压弯剪和压弯扭剪构件的荷载-变形关系曲线进行了全过程分析，研究了各阶段钢管和核心混凝土截面的应力状态及其相互作用，探讨了不同加载路径情况对钢管混凝土构件力学特性的影响规律。研究结果表明，加载路径对钢管混凝土构件承载力极限状态影响不大。最终在参数分析结果的基础上推导了钢管混凝土构件在不同受力状态下的承载力实用计算方法。本条参考文献“韩林海.钢管混凝土结构-理论与实践（第二版）.北京:科学出版社,2006.”。5.5局部受压构件承载力计算根据参数分析的结果，综合各参数的影响规律，在含钢率0.04~0.2、钢材Q235~Q420、混凝土C30~C120的参数范围内，分别推导无端板和带端板钢管混凝土局压承载力折减系数kLC的计算公式。本条参考文献“刘威,韩林海.钢管混凝土受轴向局压荷载时的工作机理研究.土木工程学报,2006,39(6):19-27.”。5.6初应力影响下构件承载力计算在验算施工阶段空钢管结构时，不考虑地震组合。根据施工阶段的荷载计算空钢管柱子的应力，这种初始应力对钢管混凝土柱的最终强度承载力影响不大。但由于初应力的存在会使组合性能的弹塑性阶段提前，改变138 弹塑性阶段的组合切线模量，从而影响构件的稳定承载力。根据几十个构件的试验结果分析和大量的理论计算，为了保证结构的安全可靠，应控制截面的平均初始压应力不应超过0.35f。若超过该限值，则需要考虑钢管初应力对钢管构件正常使用阶段承载力的影响。本条参考文献“韩林海，尧国皇.钢管初应力对钢管混凝土压弯构件承载力的影响研究.土木工程学报,2003,36(4):9-18.”139 6结构体系与计算6.1结构体系6.1.1~6.1.6参考现行国家标准《建筑抗震设计规范》GB50011、《高层建筑钢-混凝土混合结构设计规程》CECS230及有关与钢管混凝土相关的混合结构标准。6.2结构计算一般规定6.2.1~6.2.5参考了现行国家标准《建筑抗震设计规范》GB50011、《钢结构设计规范》GB50017、《混凝土结构设计规范》GB50010、《高层建筑钢-混凝土混合结构设计规程》CECS230及有关与钢管混凝土相关的混合结构标准。6.3计算参数与构造要求6.3.1对框架柱和单层工业厂房阶形柱的计算长度，由于本规程采用了组合模量，故采用现行《钢结构设计规范》GB50017的规定。6.3.2钢管混凝土结构中的剪力墙或核心筒为混凝土结构，框架为钢管混凝土柱，参考现有研究成果、《高层建筑钢-混凝土混合结构设计规程》CECS230及与钢管混凝土相关的混合结构标准，规定了本条文中的阻尼比取值。6.3.4刚度折减系数γ则是考虑缀材变形对刚度的影响和上柱的影响。6.3.5假设斜腹杆组合柱为理想铰接桁架，由斜腹杆组合柱和等效实腹柱的水平位移相等条件，并计入上柱对下柱刚度的影响，推导出斜腹杆的刚度折减系数。6.3.6对平腹杆组合柱，平腹杆一般使用空钢管，线刚度往往小于柱肢，由于其剪切变形的影响，大大降低了组合柱的抗弯刚度，所以在结构计算140 中，宜将组合柱视为多层框架和结构一起联解。为简化计算并便于为基础设计提供柱脚内力，根据分析，提出平腹杆组合柱刚度折减系数计算公式。该式分母中的第三项即为腹杆变形项，此项对γ的影响在15~20%左右，不容忽视。6.3.7斜腹杆组合柱的换算长细比是假设腹杆倾角为40°~60°，按格构柱抗弯刚度折减值导得的，所以实际构件的腹杆角度亦应限定在这个范围内。平腹杆柱的构造规定，是为了从构造上保证腹杆有一定的线刚度，不致使格构式柱的抗弯刚度低得太多，在换算长细比的推导过程中，作了条文中规定的限制。6.3.8由于单肢柱框架的顶层柱和排架阶形柱的上柱，往往垂直力较小而偏心距大，采用组合截面较合理，也便于施工。6.3.9参照现行国家标准《钢结构设计规范》GB50017的有关规定。6.3.10根据哈尔滨工业大学和中建三局科研所合作进行的焊接对钢管混凝土结构轴心受压构件工作性能影响的试验研究，后施焊会造成核心混凝土强度指标下降，但对构件承载力的降低不超过2.5%；由焊接造成柱挠曲产生的偏心很小，可忽略其对偏心承载力的影响。在设计荷载下施焊，柱刚度变化也很小，对结构的工作性能无明显影响。但应注意不宜在同一构件上多点同时施焊，且焊接电流不宜过大。本条参考文献“钟善桐.钢管混凝土结构.哈尔滨:黑龙江科学技术出版社,1994.”。6.3.11当在管壁上支承重量较大的支、吊架时，采用加强环是为了有效地把荷载均匀地传给柱身。6.4抗震计算6.4.1构件的恢复力模型是进行结构弹塑性动力时程分析的基础。恢复力模型一般可在试验研究的基础上获得，或通过对试验结果的理论模拟并进行一定程度的简化，得到实用的简化恢复力模型。6.4.2钢管混凝土构件的弯矩-曲率滞回模型宜采用三线型模型：141 1圆钢管混凝土弯矩-曲率滞回模型2在如下参数范围内，即n=0-0.8，α=0.03-0.2，fy=200-500N/mm，2fcu=30-90N/mm，圆钢管混凝土构件的M-φ滞回模型可采用图6.4.2-1所示的三线型模型，模型中有五个参数需要确定：弹性阶段刚度(Ke)，屈服弯矩(My)，A点对应的弯矩(Ms)，屈服曲率(φy)和第三段刚度(Kp)，各参数的计算方法如下：MDB4CMy31KpA5′2′KeOφyφ25A′1′33′4DC′B图6.4.2-1圆钢管混凝土M-φ滞回模型1)弹性段刚度(Ke)弹性段刚度Ke可近似采用EC4(2004)建议的公式，即Ke=Es⋅Is+0.6⋅Ec⋅Ic。2)屈服弯矩(My)圆钢管混凝土M-φ关系曲线的特点是：当轴压比较小时，曲线有强化现象，而在其他情况下，曲线可能出现下降段，此时其My的取值即为峰值点处的弯矩值，如图6.4.2-2所示。圆钢管混凝土构件M−φ关系曲线上的屈服弯矩主要与含钢率（α）、混凝土强度（fcu）和轴压比（n）有关，表达式如下：A⋅c+B11M=⋅M(6.4.2-1)yyu(A+B)⋅(p⋅n+q)11式中，⎧−0.137(b≤1)A1=⎨；⎩0.118⋅b−0.255(b>1)142 2⎧−0.468⋅b+0.8⋅b+0.874(b≤1)；B1=⎨⎩1.306−0.1⋅b(b>1)⎧0.566−0.789⋅b(b≤1)p=⎨；⎩−0.11⋅b−0.113(b>1)⎧1.195−0.34⋅b(b≤0.5)q=⎨；⎩1.025(b>0.5)2b=α/0.1；c=fcu/60，fcu需以N/mm为单位代入；Myu为圆钢管混凝土构件的极限弯矩。3)A点对应的弯矩(Ms)A点对应的弯矩Ms的表达式如下：Ms=0.6My(6.4.2-2)4)曲率(φy)屈服弯矩(My)对应的曲率(φy)主要与fcu和n有关，计算公式如下：φ=0.0135⋅(c+1)⋅(1.51−n)(6.4.2-3)y5)第三段刚度(Kp)计算结果表明，圆钢管混凝土压弯构件弯矩-曲率关系曲线的第三段刚度Kp分为大于零（正刚度）和小于零（负刚度）两种情况。参数分析结果表明，影响Kp的主要参数包括约束效应系数（ξ）、轴压比（n）和混凝土强度（fcu）。通过对数值结果的回归分析，Kp的表达式如下：K=α⋅K(6.4.2-4)pdoe式中，α=α/1000，系数α的确定方法如下：dodd当约束效应系数ξ＞1.1时：⎧2.2⋅ξ+7.9(n≤0.4)αd=⎨(6.4.2-5a)⎩(7.7⋅ξ+11.9)⋅n−0.88⋅ξ+3.14(n>0.4)当约束效应系数ξ≤1.1时：⎧A⋅n+B(n≤no)αd=⎨(6.4.2-5b)C⋅n+D(n>n)⎩o−0.513其中，n=(0.245⋅ξ+0.203)⋅c；oA=12.8⋅c⋅(lnξ−1)+5.4⋅lnξ−11.5；B=c⋅(0.6−1.1⋅lnξ)−0.7⋅lnξ+10.3；C=(68.5⋅lnξ−32.6)⋅lnc+46.8⋅ξ−67.3；143 −0.8078D=7.8⋅ξ⋅lnc−10.2⋅ξ+20。6)模型软化段图6.4.2-1所示的M−φ模型中，当从1点或4点卸载时，卸载线将按弹性刚度Ke进行卸载，并反向加载至2点或5点，2点和5点纵坐标荷载值分别取1点和4点纵坐标弯矩值0.2倍；继续反向加载，模型进入软化段23′或5D′，点3′和D′均在OA线的延长线上，其纵坐标值分别与1(或3)点和4(或D)点相同。随后，加载路径沿3′1′2′3或D′4′5′D进行，软化段2′3和5′D的确定办法分别与23′和5D′类似。MC’MyKpCMsAKeOφyφ图6.4.2-2圆钢管混凝土屈服弯矩定义2矩形钢管混凝土弯矩-曲率滞回模型对于矩形钢管混凝土构件的弯矩-曲率滞回模型，经对大量计算结果2的分析，发现在如下参数范围内，即n=0-0.8，α=0.03-0.2，fy=200-500N/mm，2fcu=30-90N/mm，β=1-2，模型可简化为图6.4.2-3所示。此模型有四个参数需要确定：弹性阶段的刚度(Ke)，屈服弯矩(My)、B点对应的弯矩(MB)和曲率(φB)。1)弹性段刚度(Ke)弹性段刚度Ke可近似采用AIJ(1997)建议的公式，即K=E⋅I+0.2E⋅I。esscc144 MAMy1B3CMBKe4′2′0.2MyoφBφ-0.2My24DC′3′B′1′A′图6.4.2-3矩形钢管混凝土M-φ滞回模型2)A点屈服弯矩(My)对于矩形钢管混凝土压弯构件，其弯矩-曲率关系曲线仅在轴压比较小的情况下才有较明显的强化现象，通常情况下，曲线上都存在着下降段，此时其Myu的取值即为峰值点处的弯矩值，如图6.4.2-4所示。矩形钢管混凝土屈服弯矩My可表示为My=Myu(6.4.2-6)式中，Myu为矩形钢管混凝土受弯构件极限弯矩。MMyAn=0MBBCOφBφ图6.4.2-4矩形钢管混凝土屈服弯矩定义145 3)B点弯矩、曲率(MB，φB)通过对矩形钢管混凝土往复荷载作用下弯矩-曲率关系骨架曲线的计算，发现B点对应的弯矩MB和曲率φB可用如下表达式计算：M=M⋅(1−n)ko(6.4.2-7)Byφ=20⋅φ⋅(2−n)(6.4.2-8)Be−2式中，k=(ξ+0.4)，绕强轴x-x弯曲时，φ=0.544⋅f/(E⋅D)；oeys绕弱轴y-y弯曲时，φ=0.544⋅f/(E⋅B)。eys由式(6.4.2-7)可以看出，当轴压比n为0时，模型中B点弯矩取值MB和屈服弯矩My相等，此时骨架曲线将不存在下降段，如图6.4.2-4所示；同时还可以看出，随着轴压比的增大和约束效应系数的减小，MB的取值趋于减小，模型下降段的下降幅度趋于明显。4)模型软化段在矩形钢管混凝土弯矩-曲率滞回模型中，当从图6.4.2-3中的1点或3点卸载时，卸载线将按弹性刚度Ke进行卸载，并反向加载至2点或4点，2点和4点纵坐标弯矩值取-0.2My。继续反向加载，模型进入软化段，如果从2点进行加卸载历程上首次反向加载，模型沿2A′进行反向加载。继续反向加载，加载路径沿骨架线A′B′C′进行；如果加卸载过程中上次反方向加载超过A′点，达到1′点，其弯矩值为M1，则模型从4点沿直线4D进行，D点为OA直线上弯矩值和M1相等的点，然后沿水平线D1′点达到骨架线上1′点，再沿骨架线继续反向加载。当模型反向加载再正向卸载并加载时，模型的加卸载准则和正向加载的情况类似。本条参见文献“韩林海.钢管混凝土结构-理论与实践(第二版),北京:科学出版社,2007.”6.4.3钢管混凝土构件的荷载-位移恢复力模型宜采用三线型模型：1圆钢管混凝土荷载-位移滞回模型经对大量计算结果的分析，发现在如下参数范围，即n=0-0.8，22α=0.03-0.2，λ=10-80，fy=200-500N/mm，fcu=30-90N/mm，ξ=0.2-4，圆钢管混凝土构件的荷载-位移滞回模型可采用图6.4.3所示的三线型模型，其中，A点为骨架线弹性阶段的终点，B点为骨架线峰值点，其水平荷载值为Py，A点的水平荷载大小取0.6Py。模型中尚需考虑再加载时的软化问题，模型参数包括：弹性阶段的刚度(Ka)、B点位移(Δp)和最大水平荷载(Py)以及第三段刚度(KT)。146 PBPy3D14AC5′2′KaΔpOΔ25A′C′D′4′1′3′B′图6.4.3钢管混凝土P−Δ滞回模型示意图1)弹性刚度(Ka)由于轴压比对压弯构件弹性阶段的刚度影响很小，所以，圆钢管混凝土压弯构件在弹性阶段的刚度可按与其相对应的纯弯构件刚度计算方法，圆钢管混凝土弹性阶段刚度Ka的表达式如下：3K=3K/L(6.4.3-1)ae1式中，Ke为弹性阶段刚度；L1=L/2。2)B点位移(Δp)计算结果表明：B点位移(Δp)主要与钢材屈服极限（fy），长细比（λ）及轴压比（n）有关，具体表达式如下：2P6.74⋅[(lnr)−1.08⋅lnr+3.33]⋅f1(n)yΔ=⋅(6.4.3-2)p(8.7-s)Ka2式中，s=fy/345，fy需以N/mm为单位代入；r=λ/40；2⎧1.336⋅n−0.044⋅n+0.804(0≤n≤0.5)f1(n)=⎨。⎩1.126−0.02⋅n(0.51)5)模型软化段在圆钢管混凝土构件荷载-位移滞回模型中，当从图6.4.3中的1点或4点卸载时，卸载线将按弹性刚度Ka进行卸载，并反向加载至2点或5点，2点和5点纵坐标荷载值分别取1点和4点纵坐标荷载值的0.2倍；继续反向加载，模型进入软化段23′或5D′，点3′和D′均在OA线的延长线上，其纵坐标值分别与1(或3)点和4(或D)点相同。随后，加载路径沿3′1′2′3或D′4′5′D进行，软化段2′3和5′D的确定办法分别与23′和5D′类似。2矩形钢管混凝土荷载-位移滞回模型对于矩形钢管混凝土，经对大量计算结果的分析，发现在如下参数范22围内，即n=0-0.8，α=0.03-0.2，λ=10-80，fy=200-500N/mm，fcu=30-90N/mm，β=1-2，ξ=0.2-4，可用类似于如图6.4.3所示的模型，其中A点为骨架线弹性阶段的终点，B点为骨架线峰值点，其极限荷载为Py，A点的水平荷载大小取0.6Py。模型中尚需考虑再加载时的软化问题，模型参数包括：弹性阶段的刚度Ka、B点位移Δp和极限荷载Py以及下降段刚度Kd。1)弹性阶段刚度(Ka)由于轴压比对压弯构件弹性阶段的刚度影响很小，所以，矩形钢管混凝土压弯构件在弹性阶段的刚度可按与其相对应的纯弯构件刚度计算方法，矩形钢管混凝土弹性阶段刚度Ka的可按照式（6.4.3-1）计算，L为柱148 计算长度。2)极限荷载(Py)及其对应的位移(Δp)根据对计算结果的分析，导得极限荷载Py及其对应位移Δp的表达式分别如下：2⎧⎪(2.5n−0.75n+1)⋅My/L10≤n≤0.4Py=⎨(6.4.3-5)⎪⎩(0.63n+0.848)⋅My/L10.4