1、程程序序说明：计算程序工作表保护密码：1工型单，双向（轴压，压弯）梁柱工型（轴压、压弯）构件验算（腹板失稳）1工型截面斜撑计算2工型截面（贴板）斜撑计算3箱形单、双向（轴压，压弯）梁柱4箱形截面斜撑计算5T形截面斜撑计算67无侧移框架柱计算长度8有侧移框架柱计算长度9柱顶可移动但不转动的双阶柱计算长度系数10H型梁整体稳定系数b计算（双轴对称）1112地震反映谱曲线1314组合梁计算15钢梁受扭计算1617格构式双工截面参数计算(I I)18实腹式双工截面参数计算（十字）19实腹式工型组合截面参数计算(|I)20箱型(工型帖板)截面参数计算2122简支梁温度变化引起内力1格构式钢管砼柱(上下砼2、柱）计算23高强度螺栓连接4圆形烟囱基础底角锚栓计算56风振系数计算7结构自振周期计算89偏心支撑耗能梁段净长度计算1011高层建筑钢结构舒适感验算123456789101112131415161718191234567891011规规范范GB类砌体结构设计规范GB50003-2001砌体结构设计规范条文说明GB50003-2001建筑地基基础设计规范GB50007-2002建筑地基基础设计规范条文说明GB50007-2002建筑结构荷载规范GB50009-2001建筑结构荷载规范条文说明GB50009-2001混凝土结构设计规范GB50010-2002混凝土结构设计规范条文说明GB500103、-2002建筑抗震设计规范GB50011-2001建筑抗震设计规范条文说明GB50011-2001建筑抗震鉴定标准GB50023-95高层民用建筑设计防火规范GB50045-95高层民用建筑设计防火规范条文说明GB50045-95工业建筑防腐蚀设计规范GB50046-95烟囱结构设计规范GB50051建筑物防雷设计规范GB50057-94建筑结构可靠度设计统一标准GB50068-2001建筑结构可靠度设计统一标准条文说明GB50068-2001构筑物抗震设计规范GB50191-93钢结构工程施工质量验收规范GB50205-2001钢结构工程施工质量验收规范条文说明GB50205-2001GBJ4、类木结构设计规范GBJ5-88钢结构设计规范GBJ17-88冷弯薄壁型钢结构技术规范GBJ18-87给水排水工程结构设计规范GBJ69-84钢筋混凝土升板结构技术规范GBJ130-90高耸结构设计规范GBJ135-90JGJ类钢筋混凝土高层建筑结构设计与施工规程JGJ3-91工业与民用建筑灌注桩基础设计与施工规程JGJ4-80高层建筑箱形与筏形基础技术规范JGJ6-99网架结构设计与施工规程JGJ7-91钢筋轻骨料混凝土结构设计规程JGJ12-82冷拔钢丝预应力混凝土构件设计与施工规程JGJ19-92建筑地基处理技术规范JGJ79-91建筑钢结构焊接规程JGJ81-91钢结构高强度螺栓连接的设5、计、施工及验收规程JGJ82-91建筑桩基技术规范JGJ94-94冷轧带肋钢筋混凝土结构技术规程JGJ95-95高层民用建筑钢结构技术规程JGJ99-98建筑抗震加固技术规程JGJ116-98冻土地区建筑地基基础设计规范JGJ118-98金属与石材幕墙工程技术规范JGJ133-2001金属与石材幕墙工程技术规范条文说明JGJ133-2001型钢混凝土组合结构技术规程JGJ138-2001型钢混凝土组合结构技术规程条文说明JGJ138-2001CECS类钢结构防火涂料应用技术规范CECS24-90混凝土结构加固技术规范CECS25-90钢管混凝土结构设计与施工规程CECS28-90钢筋混凝土承台6、设计规程CECS88-97钢结构加固技术规范CECS77-96门式刚架轻型房屋钢结构技术规程CECS102-98点支式玻璃幕墙工程技术规程CECS127-2001点支式玻璃幕墙工程技术规程条文说明CECS127-2001废废止止规规范范砌体结构设计规范GBJ3-88建筑地基基础设计规范（废止）GBJ7-89混凝土结构设计规范（废止）GBJ10-89建筑结构设计统一标准（废止）GBJ68-84回回目目录录拉拉（压压）弯弯构构件件强强度度及及稳稳定定性性校校核核计计算算（双双向向弯弯矩矩）说明：与本格底色同颜色之空格内数据均为人工干预数据。一：截面形状二：基本参数及截面特性截面高度H宽度B腹板厚t7、w70060020计算长度Lx计算长度Ly材料屈服强度fy(MPa)1600015700345截面塑性发展系数x截面塑性发展系数y X轴截面分类(a,b,c)1.051.2bIx(mm4)Iy(mm4)(回转半径）ix51791309871296418667304.7663859Wx(mm3)Wy(mm3)(长细比)x14797517.14321395.55652.49922806截面积A(mm2)面积矩Sx（mm3）NSF(净截面积比）5576081571600.9三：局部稳定性校核（可由右表判断）翼缘板校核8.055555556满足!腹板校核h0/tw=31.4满足！四：荷载（kN,m)t8、bfytb算得：,23515轴力kN弯矩（Mx1）弯矩（My1）7861413603弯矩最大处剪力（kN）弯矩（Mx2）弯矩（My2）000五：导出参数整体稳定系数bx整体稳定系数by等效弯矩系数mx(查右表）0.71626718511轴心受压稳定系数x轴心受压稳定系数y 等效弯矩系数tx（查右表）0.787756580.356861941欧拉临界力Nex(kN)欧拉临界力Ney(kN)41132.3839110693.32882六：强度及稳定性校核(压弯构件）1：强度校核单位：MPa 判断245.9110045强度满足!0剪应力满足！245.9110045折算应力满足!2：稳定校核249.79、859987平面X稳定满足!296.3617947平面Y稳定不满足!回回目目录录nyyynxxxnWMWMANyb yytyE xxxxm xxWMNNWMAN11)8.01()8.01(11EyyyymyxbxxtxyNNWMWMANwItV S322cc折算应力关于轴心受压构件稳定系数的公式计算参数取值的计算（x）0.6838785621,2,3的计算120.650.965等效弯矩系数mx,my的确定构件情况有侧移的框架柱和悬臂构件无侧移框架柱和两端支撑的构件有端弯矩而无横向荷载有端弯矩和横向荷载使构件产生反向曲率时有端弯矩和横向荷载使构件产生同向曲率时翼缘厚tf无端弯矩，仅跨中有一个横向10、荷载时36无端弯矩，跨度内有其他荷载状况时材料设计强度f(Mpa)290等效弯矩系数tx,ty的确定Y轴截面分类(a,b,c)构件情况c悬臂构件(回转半径）iy在平面外相邻支承点之间的构件段无横向荷载仅在支承点处有端弯矩152.4794284有端弯矩和横向荷载使构件产生反向曲率时(长细比)y有端弯矩和横向荷载使构件产生同向曲率时102.9647092在支承点处无端弯矩，仅有横向荷载时材料抗剪设计强度fv（Mpa）170多层框架实腹梁、柱的板件宽厚比限值(冶金建筑抗震设计规范YB9081-97）截面形式工型翼缘板b/tf钢结构规范箱型翼缘板b/tf工型和箱型腹板h0/tw冶金设计规范等效弯矩系数11、my(查右表）1等效弯矩系数ty（查右表）1的计算（y）1.3412646211,2,3的计算31230.30.731.2160.32mxmy110.650.65110.850.850.996178194 0.98529924611txty110.650.65110.850.8511梁柱7.592530.559.495989935.5关于轴心受压构件稳定系数的公式计算参数取值等效弯矩系数mx,my的确定多层框架实腹梁、柱的板件宽厚比限值(冶金建筑抗震设计规范YB9081-97）钢材强度设计值钢号厚度或直径强度设计值抗拉、抗压和抗弯 抗剪 端面承压Q2351621512532017402001112、53204260190110320621001801053201011501701003201501609032016Mn16Mnq16315185445172530017542526362901704103650270155410521002501454109输出行号9输输出出设设计计参参数数290170410回回目目录录拉拉（压压）弯弯构构件件强强度度及及稳稳定定性性校校核核计计算算（考考虑虑腹腹板板失失稳稳）说明：与本格底色同颜色之空格内数据均为人工干预数据。一：截面形状二：基本参数及截面特性截面高度H宽度B腹板厚tw70040016计算长度Lx计算长度Ly材料屈服强度fy(MPa)2613、77014800345截面塑性发展系数x截面塑性发展系数y X轴截面分类(a,b,c)1.051.2bIx(mm4)Iy(mm4)(回转半径）ix3044725333320218453.3298.1996864Wx(mm3)Wy(mm3)(长细比)x8699215.2381601092.26789.77205954截面积A(mm2)面积矩Sx（mm3）NSF(净截面积比）3424048392000.9腹板有效高度IxIy264.10362483042862476320180294.7AWxWy32451.315998693892.7881600901.474x=87.42252896y=三：局14、部稳定性校核（可由右表判断）翼缘板校核6.4满足!tbfytb算得：,23515腹板校核h0/tw=40梁满足，柱不满足!四：荷载（kN,m)轴力kN弯矩（Mx1）弯矩（My1）347780151弯矩最大处剪力（kN）弯矩（Mx2）弯矩（My2）069651五：导出参数整体稳定系数bx整体稳定系数by等效弯矩系数mx(查右表）0.28853525911轴心受压稳定系数x轴心受压稳定系数y 等效弯矩系数tx（查右表）0.5001578420.1984263320.4欧拉临界力Nex(kN)欧拉临界力Ney(kN)8632.8169682971.926881六：强度及稳定性校核(压弯构件）1：强度15、校核单位：MPa 判断1095.196263强度不满足!0剪应力满足！1095.196263折算应力不满足!2：稳定校核1510.254368平面X稳定不满足！1826.159797平面Y稳定不满足!回回目目录录nyyynxxxnWMWMANyb yytyE xxxxm xxWMNNWMAN11)8.01()8.01(11EyyyymyxbxxtxyNNWMWMANwItV S322cc折算应力关于轴心受压构件稳定系数的公式计算参数取值的计算（x）1.1694112321,2,3的计算120.650.965等效弯矩系数mx,my的确定构件情况有侧移的框架柱和悬臂构件无侧移框架柱和两端支撑的构件16、有端弯矩而无横向荷载有端弯矩和横向荷载使构件产生反向曲率时有端弯矩和横向荷载使构件产生同向曲率时翼缘厚tf无端弯矩，仅跨中有一个横向荷载时30无端弯矩，跨度内有其他荷载状况时材料设计强度f(Mpa)290等效弯矩系数tx,ty的确定Y轴截面分类(a,b,c)构件情况c悬臂构件(回转半径）iy在平面外相邻支承点之间的构件段无横向荷载仅在支承点处有端弯矩96.70664121有端弯矩和横向荷载使构件产生反向曲率时(长细比)y有端弯矩和横向荷载使构件产生同向曲率时153.0401616在支承点处无端弯矩，仅有横向荷载时材料抗剪设计强度fv（Mpa）170ix多层框架实腹梁、柱的板件宽厚比限值(冶金建17、筑抗震设计规范YB9081-97）306.2139739截面形式iy工型翼缘板b/tf99.3301619箱型翼缘板b/tf148.9980457工型和箱型腹板h0/tw钢结构规范拉拉（压压）弯弯构构件件强强度度及及稳稳定定性性校校核核计计算算（考考虑虑腹腹板板失失稳稳）冶金设计规范等效弯矩系数my(查右表）1等效弯矩系数ty（查右表）1的计算（y）1.9935699911,2,3的计算31230.30.731.2160.32mxmy110.9541484721110.850.850.91944692 0.76601039411txty110.9541484721110.850.8511梁柱718、.592530.559.4711113735.5关于轴心受压构件稳定系数的公式计算参数取值等效弯矩系数mx,my的确定多层框架实腹梁、柱的板件宽厚比限值(冶金建筑抗震设计规范YB9081-97）钢材强度设计值钢号厚度或直径强度设计值抗拉、抗压和抗弯 抗剪端面承压Q2351621512532017402001153204260190110320621001801053201011501701003201501609032016Mn16Mnq16315185445172530017542526362901704103650270155410521002501454109输出行号9输输出出设设计计参19、参数数290170410回回目目录录拉拉（压压）弯弯构构件件强强度度及及稳稳定定性性校校核核计计算算（双双向向弯弯矩矩）说明：与本格底色同颜色之空格内数据均为人工干预数据。一：截面形状关于轴心受压构件稳定系数的公式计算参数取值的计算（x）0.456409541,2,3的计算10.65等效弯矩系数mx,my的确定构件情况有侧移的框架柱和悬臂构件无侧移框架柱和两端支撑的构件二：基本参数及截面特性截面高度H宽度B腹板厚tw翼缘厚tf8008003650计算长度Lx计算长度Ly材料屈服强度fy(MPa)材料设计强度f(Mpa)112001700345270等效弯矩系数tx,ty的确定截面塑性发展系数x20、截面塑性发展系数y X轴截面分类(a,b,c)Y轴截面分类(a,b,c)构件情况1.051.05bb悬臂构件Ix(mm4)Iy(mm4)(回转半径）ix(回转半径）iy在平面外相邻支承点之间的构件段1332466666711626679467319.6607993298.5994848Wx(mm3)Wy(mm3)(长细比)x(长细比)y33311666.6729066698.6735.037139455.693244919截面积A(mm2)NSF(净截面积比）1304000.9多层框架实腹梁、柱的板件宽厚比限值(冶金建筑抗震设计规范YB9081-97）三：局部稳定性校核（右表判断）截面形式翼缘21、板校核工型14.56满足!箱型腹板校核工型和箱型19.44满足!四：荷载（kN,m)轴力kN弯矩（Mx1）弯矩（My1）353424951弯矩（Mx2）弯矩（My2）21951五：导出参数整体稳定系数bx整体稳定系数by等效弯矩系数mx(查右表）等效弯矩系数my(查右表）1.41.411轴心受压稳定系数x轴心受压稳定系数y 等效弯矩系数tx（查右表）等效弯矩系数ty（查右表）0.8888242210.99642492411欧拉临界力Nex(kN)欧拉临界力Ney(kN)215966.93218179463.295六：强度及稳定性校核(压弯构件）1：强度校核单位：MPa 判断109.40674722、2强度满足!2：稳定校核nyyynxxxnWMWMANtbfytb算得：,23540WWthfyth00,23540算得：102.7939399平面X稳定满足80.73030035平面Y稳定满足!回回目目录录yb yytyE xxxxm xxWMNNWMAN11)8.01()8.01(11EyyyymyxbxxtxyNNWMWMAN的计算（y）0.0741627691,2,3的计算231230.9650.30.650.9650.3mxmy11有端弯矩而无横向荷载0.9579158321有端弯矩和横向荷载使构件产生反向曲率时11有端弯矩和横向荷载使构件产生同向曲率时0.850.85无端弯矩，仅跨23、中有一个横向荷载时0.996727277 0.999913588无端弯矩，跨度内有其他荷载状况时11txty11无横向荷载仅在支承点处有端弯矩0.9579158321有端弯矩和横向荷载使构件产生反向曲率时11有端弯矩和横向荷载使构件产生同向曲率时0.850.85在支承点处无端弯矩，仅有横向荷载时11梁柱翼缘板b/tf7.59翼缘板b/tf2530.5腹板h0/tw59.4917190735.5关于轴心受压构件稳定系数的公式计算参数取值的计算（x）1,2,3的计算等效弯矩系数mx,my的确定构件情况有侧移的框架柱和悬臂构件等效弯矩系数tx,ty的确定构件情况悬臂构件多层框架实腹梁、柱的板件宽厚比24、限值(冶金建筑抗震设计规范YB9081-97）截面形式钢材强度设计值钢号厚度或直径强度设计值抗拉、抗压和抗弯 抗剪端面承压Q2351621512532017402001153204260190110320621001801053201011501701003201501609032016Mn16Mnq163151854451725300175425263629017041036502701554105210025014541010输出行号10输输出出设设计计参参数数270155410回回目目录录斜斜撑撑强强度度及及稳稳定定性性校校核核计计算算说明：与本格底色同颜色之空格内数据均为人工干预数据。25、一：截面形状二：基本参数及截面特性截面高度H宽度B腹板厚tw30030010计算长度Lx计算长度Ly材料屈服强度fy(MPa)108206000345截面塑性发展系数x截面塑性发展系数y X轴截面分类(a,b,c)1.051.2bIx(mm4)Iy(mm4)(回转半径）ix209819893.372022333.33130.7146148Wx(mm3)Wy(mm3)(长细比)x1398799.289480148.888982.77574786截面积A(mm2)NSF(净截面积比）（x与y的较大值）122800.982.77574786三：局部稳定性校核（可由右表判断）翼缘板校核9.0625满足26、!腹板校核26.8满足!四：荷载（kN,m)tbfytb算 得：,235)1.010(wwthfyth00,235)5.025(算得：轴力kN重力弯矩（Mx1）重力弯矩（My1）637010五：导出参数整体稳定系数bx整体稳定系数by等效弯矩系数mx(查右表）0.86519892311轴心受压稳定系数x轴心受压稳定系数y 等效弯矩系数tx（查右表）0.5530570750.4888444911欧拉临界力Nex(kN)欧拉临界力Ney(kN)是否考虑压杆承载力降低系数（Y/N）？3643.8382584067.538173 y六：强度及稳定性校核(压弯构件）1：强度校核单位：MPa 判断105.27、9021378强度满足!2：稳定校核157.8053041平面内稳定满足!173.4109504平面外稳定满足!回回目目录录/)(nyyynxxxnWMWMAN/)8.01(11yb yytyE xxxxm xxWMNNWMAN/)8.01(11EyyyymyxbxxtxyNNWMWMAN关于轴心受压构件稳定系数的公式计算参数取值的计算（x）1.0782741291,2,3的计算120.650.965等效弯矩系数mx,my的确定构件情况有侧移的框架柱和悬臂构件无侧移框架柱和两端支撑的构件有端弯矩而无横向荷载有端弯矩和横向荷载使构件产生反向曲率时有端弯矩和横向荷载使构件产生同向曲率时翼缘厚tf无28、端弯矩，仅跨中有一个横向荷载时16无端弯矩，跨度内有其他荷载状况时材料设计强度f(Mpa)315等效弯矩系数tx,ty的确定Y轴截面分类(a,b,c)构件情况c悬臂构件(回转半径）iy在平面外相邻支承点之间的构件段无横向荷载仅在支承点处有端弯矩76.58335888有端弯矩和横向荷载使构件产生反向曲率时(长细比)y有端弯矩和横向荷载使构件产生同向曲率时78.34600215在支承点处无端弯矩，仅有横向荷载时计算参数钢号 长细比602350.8163450.785行号2等效弯矩系数my(查右表）1等效弯矩系数ty（查右表）1计算值0.726338205的计算（y）1.0205702691,2,329、的计算31230.30.730.9060.595mxmy11#DIV/0!0.65110.850.850.965036867 0.96867884311txty11#DIV/0!0.65110.850.8511708090100120#2000.7920.7690.7470.7270.68910.5710.7580.7330.7090.6870.64610.523列号前位l后位l前位插值 后位插值480900.7330.709关于轴心受压构件稳定系数的公式计算参数取值等效弯矩系数mx,my的确定计算参数钢材强度设计值钢号厚度或直径强度设计值抗拉、抗压和抗弯 抗剪端面承压Q2351621512530、32017402001153204260190110320621001801053201011501701003201501609032016Mn16Mnq16315185445172530017542526362901704103650270155410521002501454107输出行号7输输出出设设计计参参数数315185445回回目目录录斜斜撑撑强强度度及及稳稳定定性性校校核核计计算算说明：与本格底色同颜色之空格内数据均为人工干预数据。一：截面形状二：基本参数及截面特性截面高度H宽度B腹板厚tw40040014计算长度Lx计算长度Ly材料屈服强度fy(MPa)24000120003431、5截面塑性发展系数x截面塑性发展系数y X轴截面分类(a,b,c)1.051.05bIx(mm4)Iy(mm4)(回转半径）ix854229166.7631946966.7156.8998255Wx(mm3)Wy(mm3)(长细比)x4271145.8333159734.833152.9638413截面积A(mm2)NSF(净截面积比）（x与y的较大值）347000.9100三：局部稳定性校核（右表判断）翼缘板校核7.44满足!腹板校核25满足!tbfytb算 得：,235)1.010(wwthfyth00,23540算得：25满足!四：荷载（kN,m)轴力kN重力弯矩（Mx1）重力弯矩（My32、1）1274030五：导出参数整体稳定系数bx整体稳定系数by等效弯矩系数mx(查右表）1.41.41轴心受压稳定系数x轴心受压稳定系数y 等效弯矩系数tx（查右表）0.2134099510.5063802911欧拉临界力Nex(kN)欧拉临界力Ney(kN)是否考虑压杆承载力降低系数（Y/N）？3015.2190168922.469918 y六：强度及稳定性校核(压弯构件）1：强度校核单位：MPa 判断86.2019497强度满足!2：稳定校核303.1921736平面内稳定不满足!140.2405186平面外稳定满足!七：节点强度校核A=25208Ix=754187500Iy=26674633、700.0Wx=3770937.5Wy=1333733.5135.5689487节点强度满足!/)(nyyynxxxnWMWMAN/)8.01(11yb yytyE xxxxm xxWMNNWMAN/)8.01(11EyyyymyxbxxtxyNNWMWMANthfyth00,235)5.025(算得：/)(nyyynxxxnWMWMANwwthfyth00,23540算得：回回目目录录关于轴心受压构件稳定系数的公式计算参数取值的计算（x）1.9925758081,2,3的计算120.650.965等效弯矩系数mx,my的确定构件情况有侧移的框架柱和悬臂构件无侧移框架柱和两端支撑的构件有端弯矩34、而无横向荷载有端弯矩和横向荷载使构件产生反向曲率时有端弯矩和横向荷载使构件产生同向曲率时翼缘厚tf无端弯矩，仅跨中有一个横向荷载时25无端弯矩，跨度内有其他荷载状况时材料设计强度f(Mpa)300等效弯矩系数tx,ty的确定Y轴截面分类(a,b,c)构件情况b悬臂构件(回转半径）iy在平面外相邻支承点之间的构件段无横向荷载仅在支承点处有端弯矩134.950836有端弯矩和横向荷载使构件产生反向曲率时(长细比)y有端弯矩和横向荷载使构件产生同向曲率时88.92127202在支承点处无端弯矩，仅有横向荷载时肋板厚t14计算参数钢号 长细比602350.8163450.785行号2等效弯矩系数my(35、查右表）1等效弯矩系数ty（查右表）1计算值0.589791345的计算（y）1.1583284911,2,3的计算31230.30.650.9650.3mxmy11#DIV/0!0.65110.850.850.915495359 0.97144288511txty11#DIV/0!0.65110.850.8511708090100120#2000.7920.7690.7470.7270.68910.5710.7580.7330.7090.6870.64610.523列号前位l后位l前位插值 后位插值关于轴心受压构件稳定系数的公式计算参数取值等效弯矩系数mx,my的确定计算参数8150200036、.5940.523钢材强度设计值钢号厚度或直径强度设计值抗拉、抗压和抗弯 抗剪端面承压Q2351621512532017402001153204260190110320621001801053201011501701003201501609032016Mn16Mnq16315185445172530017542526362901704103650270155410521002501454108输出行号8输输出出设设计计参参数数300175425回回目目录录斜斜撑撑强强度度及及稳稳定定性性校校核核计计算算说明：与本格底色同颜色之空格内数据均为人工干预数据。一：截面形状二：基本参数及截面特性截面高37、度H宽度B腹板厚tw50040014计算长度Lx计算长度Ly材料屈服强度fy(MPa)1800012000345截面塑性发展系数x截面塑性发展系数y X轴截面分类(a,b,c)1.051.05bIx(mm4)Iy(mm4)(回转半径）ix1341791667736209866.7202.8774349Wx(mm3)Wy(mm3)(长细比)x5367166.6673681049.33388.72351926截面积A(mm2)NSF(净截面积比）（x与y的较大值）326000.988.72351926三：局部稳定性校核（右表判断）翼缘板校核14.88满足!腹板校核32.14285714满足!tbf38、ytb算 得：,235)1.010(wwthfyth00,23540算得：四：荷载（kN,m)轴力kN重力弯矩（Mx1）重力弯矩（My1）2500500五：导出参数整体稳定系数bx整体稳定系数by等效弯矩系数mx(查右表）1.41.41轴心受压稳定系数x轴心受压稳定系数y 等效弯矩系数tx（查右表）0.5078356280.5761453381欧拉临界力Nex(kN)欧拉临界力Ney(kN)是否考虑压杆承载力降低系数（Y/N）？8419.9018910394.55957 y六：强度及稳定性校核(压弯构件）1：强度校核单位：MPa 判断133.5077528强度满足!2：稳定校核228.412239、447平面内稳定满足!196.2717867平面外稳定满足!回回目目录录/)(nyyynxxxnWMWMAN/)8.01(11yb yytyE xxxxm xxWMNNWMAN/)8.01(11EyyyymyxbxxtxyNNWMWMAN关于轴心受压构件稳定系数的公式计算参数取值的计算（x）1.1557524751,2,3的计算120.650.965等效弯矩系数mx,my的确定构件情况有侧移的框架柱和悬臂构件无侧移框架柱和两端支撑的构件有端弯矩而无横向荷载有端弯矩和横向荷载使构件产生反向曲率时有端弯矩和横向荷载使构件产生同向曲率时翼缘厚tf无端弯矩，仅跨中有一个横向荷载时25无端弯矩，跨度内有40、其他荷载状况时材料设计强度f(Mpa)300等效弯矩系数tx,ty的确定Y轴截面分类(a,b,c)构件情况b悬臂构件(回转半径）iy在平面外相邻支承点之间的构件段无横向荷载仅在支承点处有端弯矩150.276827有端弯矩和横向荷载使构件产生反向曲率时(长细比)y有端弯矩和横向荷载使构件产生同向曲率时79.85263089在支承点处无端弯矩，仅有横向荷载时计算参数钢号 长细比602350.8163450.785行号2等效弯矩系数my(查右表）1等效弯矩系数ty（查右表）1计算值0.712063554的计算（y）1.0401962921,2,3的计算31230.30.650.9650.3mxmy141、10.65#DIV/0!110.850.850.940616885 0.95189791411txty110.65#DIV/0!110.850.8511708090100120#2000.7920.7690.7470.7270.68910.5710.7580.7330.7090.6870.64610.523列号前位l后位l前位插值 后位插值480900.7330.709关于轴心受压构件稳定系数的公式计算参数取值等效弯矩系数mx,my的确定计算参数钢材强度设计值钢号厚度或直径强度设计值抗拉、抗压和抗弯 抗剪端面承压Q235162151253201740200115320426019011032042、621001801053201011501701003201501609032016Mn16Mnq16315185445172530017542526362901704103650270155410521002501454108输出行号8输输出出设设计计参参数数300175425回回目目录录无侧移框架柱计算长度（系数）一：刚度计算1.上左梁截面类型（H型，箱型,任意，无构件）H/X/R/W？h截面特性HBtwtf20005002550IxIyWxWy61831250000 1.04E+09 618312504176563Axy长度(Lx)97500 30.1376624000线刚度(EI)/L43、5.17837E+116546545.17837E+112.上右梁截面类型（H型，箱型,任意，无构件）H/X/R/W？hHBtwtf20005002550IxIyWxWy61831250000 1.04E+09 618312504176563Axy长度(Lx)97500 30.1376624000线刚度(EI)/L5.17837E+11 234523455.17837E+113.下左梁截面类型（H型，箱型,任意，无构件）H/X/R/W？h截面特性HBtwtf36005002550IxIyWxWy2.46865E+11 1.05E+09 1.37E+084184896Axy长度(Lx)1375044、0 17.9115524000线刚度(EI)/L2.06749E+124522.06749E+124.下右梁截面类型（H型，箱型,任意，无构件）H/X/R/W？h截面特性HBtwtf36005002550IxIyWxWy2.46865E+11 1.05E+09 1.37E+084184896Axy长度(Lx)137500 17.9115524000线刚度(EI)/L2.06749E+123463462.06749E+125.上柱截面类型（H型，箱型,任意，无构件）H/X/R/W？w截面特性HBtwtf400200812IxIyWxWy251586901.3 714755411257935 7145、4755.4Axy长度(Lx)1100839.68826000线刚度(EI)/L04563706.中柱截面类型（H型，箱型,任意）H/X/R？h截面特性HBtwtf7004002536IxIyWxWy3693547333 3.85E+08 105529921924089Axy长度(Lx)44500 20.826176000线刚度(EI)/L1.23734E+11 356756761.23734E+117.下柱截面类型（H型，箱型,任意，无构件）H/X/R/W？h截面特性HBtwtf300012002550IxIyWxWy3.1191E+11 1.44E+10 2.08E+08 2400629346、Axy长度(Lx)192500 4.7135896000线刚度(EI)/L1.0449E+133675671.0449E+13无侧移框架柱计算长度（系数）二：系数K1.框架梁判断上左梁是否和柱铰接（Y/N）？n那么，上左梁线刚度=5.1784E+11上右梁是否和柱铰接（Y/N）？n那么，上右梁线刚度=5.1784E+11下左梁是否和柱铰接（Y/N）？n那么，下左梁线刚度=2.0675E+12下右梁是否和柱铰接（Y/N）？n那么，下右梁线刚度=2.0675E+122.中柱为底层柱判断柱脚固定还是铰接（F/P）？p3.系数K1,K2K1=8.370172K2=0.391099三：计算长度系数0.747、02507531注意：此结果和规范中附录表格（4.1）内数据有细微差别回回目目录录回回目目录录有侧移框架柱计算长度（系数）一：刚度计算1.上左梁截面类型（H型，箱型,任意，无构件）H/X/R/W？R截面特性HBtwtf400200812IxIyWxWy251586901.3 714755411257935 714755.4Axy长度(Lx)1100839.68826000线刚度(EI)/L请输入任意截面线刚度EI/L=6546546546542.上右梁截面类型（H型，箱型,任意，无构件）H/X/R/W？RHBtwtf400200812IxIyWxWy251586901.3 714755411248、57935 714755.4Axy长度(Lx)1100839.68826000线刚度(EI)/L请输入任意截面线刚度EI/L=23452345234523453.下左梁截面类型（H型，箱型,任意，无构件）H/X/R/W？R截面特性HBtwtf400200812IxIyWxWy251586901.3 714755411257935 714755.4Axy长度(Lx)1100839.68826000线刚度(EI)/L请输入任意截面线刚度EI/L=4524524.下右梁截面类型（H型，箱型,任意，无构件）H/X/R/W？w截面特性HBtwtf400200812IxIyWxWy251586901.3 49、714755411257935 714755.4Axy长度(Lx)1100839.68826000线刚度(EI)/L034634605.上柱截面类型（H型，箱型,任意，无构件）H/X/R/W？R截面特性HBtwtf400200812IxIyWxWy251586901.3 714755411257935 714755.4Axy长度(Lx)1100839.68826000线刚度(EI)/L请输入任意截面线刚度EI/L=45637456376.中柱截面类型（H型，箱型,任意）H/X/R？r截面特性HBtwtf400200812IxIyWxWy251586901.3 714755411257935 750、14755.4Axy长度(Lx)1100839.68826000线刚度(EI)/L请输入任意截面线刚度EI/L=35675676356756767.下柱截面类型（H型，箱型,任意，无构件）H/X/R/W？r截面特性HBtwtf400200812IxIyWxWy251586901.3 714755411257935 714755.4Axy长度(Lx)1100839.68826000线刚度(EI)/L请输入任意截面线刚度EI/L=00有侧移框架柱计算长度（系数）二：系数K1.框架梁判断上左梁是否和柱铰接（Y/N）？n那么，上左梁线刚度=654654上右梁是否和柱铰接（Y/N）？n那么，上右梁线刚度51、=23452345下左梁是否和柱铰接（Y/N）？n那么，下左梁线刚度=452下右梁是否和柱铰接（Y/N）？n那么，下右梁线刚度=02.中柱为底层柱判断柱脚固定(F)还是铰接(P)（F/P）？f3.系数K1,K2K1=0.674863K2=无穷大三：计算长度系数1.494929131注意：此结果和规范中附录表格（4.2）内数据有细微差别回回目目录录回回目目录录柱顶可移动但不转动的双阶柱计算长度系数H112800 I1格构式？（Y/N）H216400 I2格构式？（Y/N）H312800 I3格构式？（Y/N）N13635000N213187000N320133000导出参数K11.28E-01K52、22.70E-0111.18708291421.76E+001(上柱计算长度）2.382911898考虑折减系数0.72(中柱计算长度）1.61E+003=3(下柱计算长度）4.04102渐近公式代入1,2及3,算得上式=1.1844E-06可以!4.04081-0.0003079344.04082-0.0002932144.04083-0.0002784954.04084-0.0002637754.04085-0.0002490564.04086-0.0002343364.04087-0.0002196164.04088-0.0002048974.04089-0.0001901774.04053、9-0.0001754574.04091-0.0001607374.04092-0.0001460174.04093-0.0001312974.04094-0.0001165774.04095-0.0001018574.04096-8.71372E-05011)(222122211212211ctgctgKctgctgKKctgctgKK4.04097-0.0000724174.04098-5.76968E-054.04099-4.29766E-054.041-2.82563E-054.04101-0.0000135364.041021.1844E-064.041031.59048E-054.54、041043.06253E-054.041054.53458E-054.041066.00664E-054.041070.0000747874.041088.95077E-054.041090.0001042284.04110.0001189494.041110.000133674.041120.0001483914.041130.0001631124.041140.0001778334.041150.0001925544.041160.0002072754.041170.0002219964.041180.0002367174.041190.0002514384.04120.0002661555、94.041210.0002808814.041220.0002956024.041230.0003103234.041240.0003250454.04450.0051267414.04460.0052741124.04470.0054214874.04480.0055688674.04490.0057162524.0450.0058636414.04510.0060110354.04520.0061584344.04530.0063058374.04540.0064532464.04550.0066006584.04560.0067480764.04570.0068954984.0458056、.0070429264.04590.0071903574.0460.0073377944.04610.0074852354.04620.0076326814.04630.0077801324.04640.0079275874.04650.0080750474.04660.0082225124.04670.0083699814.04680.0085174554.04690.0086649344.0470.0088124184.04710.0089599064.04720.0091073994.04730.0092548974.04740.0094023994.04750.0095499074.057、4760.0096974184.04770.0098449354.04780.0099924564.04790.0101399824.0480.0102875134.04810.0104350484.04820.0105825894.04830.0107301334.04840.0108776834.04850.0110252374.04860.0111727964.04870.011320364.04880.0114679284.04890.0116155014.0490.0117630794.04910.0119106624.04920.0120582494.04930.01220584158、4.04940.0123534374.04950.0125010394.04960.0126486454.04970.0127962564.04980.0129438714.04990.0130914914.050.0132391164.05010.0133867464.05020.013534384.05030.0136820194.05040.0138296634.05050.0139773114.05060.0141249644.05070.0142726224.05080.0144202854.05090.0145679524.0510.0147156244.05110.014863359、014.05120.0150109824.05130.0151586684.05140.0153063594.05150.0154540544.05160.0156017544.05170.0157494594.05180.0158971694.05190.0160448834.0520.0161926024.05210.0163403264.05220.0164880544.05230.0166357884.05240.0167835254.05250.0169312684.05260.0170790154.05270.0172267674.05280.0173745244.05290.0160、75222854.0530.0176700514.05310.0178178224.05320.0179655984.05330.0181133784.05340.0182611634.05350.0184089524.05360.0185567464.05370.0187045454.05380.0188523494.05390.0190001584.0540.0191479714.05410.0192957884.05420.0194436114.05430.0195914384.05440.019739274.05450.0198871074.05460.0200349484.0547061、.0201827944.05480.0203306454.05490.02047854.0550.020626364.05510.0207742254.05520.0209220954.05530.0210699694.05540.0212178484.05550.0213657324.05560.021513624.05570.0216615134.05580.0218094114.05590.0219573134.0560.022105224.05610.0222531324.05620.0224010494.05630.022548974.05640.0226968964.05650.062、228448274.05660.0229927624.05670.0231407024.05680.0232886474.05690.0234365964.0570.023584554.05710.0237325094.05720.0238804734.05730.0240284414.05740.0241764144.05750.0243243924.05760.0244723744.05770.0246203614.05780.0247683534.05790.0249163494.0580.025064354.05810.0252123564.05820.0253603674.0583063、.0255083824.05840.0256564024.05850.0258044274.05860.0259524564.05870.026100494.05880.0262485294.05890.0263965724.0590.026544624.05910.0266926734.05920.0268407314.05930.0269887934.05940.027136864.05950.0272849324.05960.0274330084.05970.0275810894.05980.0277291754.05990.0278772654.060.028025364.06010.64、028173464.06020.0283215644.06030.0284696744.06040.0286177874.06050.0287659064.06060.0289140294.06070.0290621574.06080.029210294.06090.0293584274.0610.0295065694.06110.0296547164.06120.0298028684.06130.0299510244.06140.0300991854.06150.030247354.06160.0303955214.06170.0305436954.06180.0306918754.061965、0.030840059N209050000002.09E+10N565370000005.65E+10Y1.63161E+111.81E+112.828714回回目目录录柱顶可移动但不转动的双阶柱计算长度系数考虑折减系数0.7011)(222122211212211ctgctgKctgctgKKctgctgKK回回目目录录H H型型截截面面整整体体稳稳定定系系数数b b计计算算（双双轴轴对对称称）说明：土黄色表格为原始数据，需要手工填入。一：b计算截面高度H宽度B腹板厚tw翼缘厚tf4503501220梁侧向支撑点间距（l1）(结果）根据查右表得b128401.630476190.87二：截面66、特性截面积A18920IxIy(弱轴回转半径）iy(强轴回转半径）ix716304333.3142975706.786.93017619194.5755305WxWy(长细比)x(长细比)y3183574.815817004.038165.98979824147.7047507三：材料屈服强度345四：构件内力M1(KNm）M2(KNm）00五：计算结果b判断0.563652349 0.6,合理结果。回回目目录录工字形截面简支梁的系数b项次 侧向支撑情况1跨中无侧向支撑2345跨中有一个侧向支撑678跨中有不少于两个等距离侧向支撑点910梁跨中无荷载作用，仅梁端有弯矩工字形截面简支梁不需计算整67、体稳定性的最大l1/b1值钢号Q23516Mn，16Mnq15MnV，15MnVq荷载状况=l1t1/(b1h)适用范围均布荷载作用在上翼缘0.901961905双轴对称工字形截面和加强受压翼缘的单轴对称工字形截面下翼缘1.403904762集中荷载作用在上翼缘1.023485714下翼缘1.773466667均布荷载作用在上翼缘1.15双轴对称工字形截面和加强受压，受拉翼缘的单轴对称工字形截面下翼缘1.4集中荷载作用在截面高度任意位置1.75任意荷载作用在上翼缘1.2下翼缘1.4#DIV/0!跨中无侧向支撑点的梁跨中有侧向支撑点，荷载作用在任意位置荷载作用在上翼缘荷载作用在下翼缘13201668、111713101612工字形截面简支梁的系数b梁跨中无荷载作用，仅梁端有弯矩工字形截面简支梁不需计算整体稳定性的最大l1/b1值回回目目录录上海地区钢结构用地震反映谱烈度67或67max0.040.080.040.08(0.12)上海规范0.5(0.72)特征周期值(S)设计地震分组场地类别IIIIIIIV第一组0.250.350.450.65第二组0.30.40.550.75第三组0.350.450.650.9对IV类场地土地震反映谱按下列采用对IIII类场地土地震反映谱按下列采用max=0.08max=对全钢结构，=0.02阻尼比=T特征周期Tg=00.036衰减指数=0.050.07469、下降斜率调整系数1=0.10.112阻尼调整系数2=0.150.1120.20.112T0.250.11200.30.1120.050.350.1120.10.40.1120.150.450.1120.20.50.1120.250.550.1120.30.60.1120.350.650.1120.40.70.1120.450.750.1120.50.80.1120.550.850.1120.60.90.1120.650.95 0.106334980.71 0.101225710.751.05 0.096593770.81.1 0.092374870.851.15 0.088515820.91.70、2 0.084972190.951.25 0.08170662111121314151 6171 8191 101 111 12100.020.040.060.080.10.121.30.07868741.051.35 0.075887531.11.4 0.073283791.151.45 0.070856151.21.5 0.068587221.251.55 0.066461851.31.6 0.064466731.351.65 0.062590191.41.7 0.060821881.451.75 0.059152661.51.8 0.057574371.551.85 0.0560797471、1.61.9 0.054662231.651.95 0.053316011.72 0.052035781.752.05 0.050816781.82.1 0.049654691.852.150.04854561.92.2 0.047485941.952.25 0.0464724522.3 0.045502172.052.35 0.044572372.12.4 0.043680542.152.45 0.042824412.22.5 0.042001852.252.55 0.041210922.32.60.04044982.352.65 0.039716852.42.7 0.039010512.472、52.75 0.038329352.52.8 0.037672042.552.85 0.037037342.62.9 0.036424092.652.95 0.035831232.73 0.035257742.753.05 0.034463082.83.10.03375322.853.15 0.033068952.93.2 0.032409022.953.25 0.0317721933.3 0.031157323.053.35 0.030563323.13.40.02998923.153.45 0.029434013.23.5 0.028896873.253.55 0.028376943.3373、.6 0.027873453.3511121314151 6171 8191 101 111 12100.020.040.060.080.10.123.65 0.027385653.43.7 0.026912853.453.750.02645443.53.8 0.026009673.553.85 0.025578093.63.90.02515913.653.95 0.024752193.74 0.024356853.754.05 0.023972623.84.1 0.023599053.854.15 0.023235733.94.2 0.022882253.954.25 0.02253824474、4.3 0.022203344.054.35 0.021877194.14.4 0.021559494.154.45 0.021249914.24.5 0.020948164.254.55 0.020653964.34.6 0.020367044.354.65 0.020087144.44.7 0.019814024.454.75 0.019547454.54.80.01928724.554.85 0.019033054.64.9 0.018784814.654.95 0.018542284.75 0.018305284.755.05 0.018073614.85.1 0.017847124.75、855.15 0.017625634.95.2 0.017408994.955.25 0.0171970555.3 0.016989665.055.35 0.016786695.15.4 0.016587995.155.45 0.016393455.25.5 0.016202935.255.55 0.016016325.35.6 0.015833515.355.65 0.015654385.45.7 0.015478835.455.75 0.015306755.55.8 0.015138055.555.85 0.014972645.65.9 0.014810425.655.950.01465176、35.760.01449525.756.050.01445.86.10.01445.856.150.01445.96.20.01445.956.250.0144689括号内用于设计基本地震加速度为0.15g和0.3g的地区新规范GB50011-20010.16(0.24)0.32多遇0.9(1.2)1.4罕遇0.080.050.650.900.021.000.0360.0580.080.080.080.080.080.080.080.080.080.080.080.080.0748380.0703330.0663640.062840.0596890.0568540.0542891 7 131977、25313743495561677379859197103 109 115 12100.010.020.030.040.050.060.070.080.09上海地区钢结构用地震反映谱对IIII类场地土地震反映谱按下列采用111 213141516171 81 91 101 111 12100.020.040.060.080.10.120.0519570.0498260.0478720.0460730.0444110.0428710.0414390.0401050.0388580.037690.0365940.0355630.0345920.0336750.0328080.0319870.03178、2070.0304670.0297630.0290930.0284530.0278430.0272590.0267010.0261670.0256540.0251620.024690.0242360.0237990.0233790.0229740.0225830.0222070.0218430.0214920.0211520.0208240.0205060.0201980.0198990.019610.019330.0190580.0187940.0187140.018634111 213141516171 81 91 101 111 12100.020.040.060.080.10.121 79、7 131925313743495561677379859197103 109 115 12100.010.020.030.040.050.060.070.080.090.0185540.0184740.0183940.0183140.0182340.0181540.0180740.0179940.0179140.0178340.0177540.0176740.0175940.0175140.0174340.0173540.0172740.0171940.0171140.0170340.0169540.0168740.0167940.0167140.0166340.0165540.01647480、0.0163940.0163140.0162340.0161540.0160740.0159940.0159140.0158340.0157540.0156740.0155940.0155140.0154340.0153540.0152740.0151940.0151140.0150340.0149540.0148740.0147940.0147140.0146340.0145540.0144740.0143941 7 131925313743495561677379859197103 109 115 12100.010.020.030.040.050.060.070.080.091 7 1381、1925313743495561677379859197103 109 115 12100.010.020.030.040.050.060.070.080.09回回目目录录一：截面形状二：基本参数及截面特性BHTwTf3501251014Lx(mm)Ly(mm)fy(N/mm2)截面削弱系数1200040003450.9Ix(mm4)Iy(mm4)Wx(mm3)Wy(mm3)5.00E+074.75E+062.86E+054.47E+04ix(mm）iy（mm）A(mm2)f(N/mm2)91.228.16.01E+03315lxly截面类型(X向）截面类型(y向）131.5142.2cb三：82、局部稳定性校核1.翼缘板宽厚比计算2.腹板宽厚比计算b/t=15(235/fy)0.5h0/tw=15(235/fy)0.512.112.411.112.4满足满足四：荷载（kN,m)N(KN)设计值Mx(KN*M)设计值My(KN*M)设计值1560.010五：导出参数fxfy是否考虑h(Y/N)?h0.2550.243Y0.608NEX(KN)NEY(KN)gxgy7.06E+026.04E+021.21.05fbxfbybmbtx0.90.911六：强度及稳定性校核(压弯构件）1.强度Mpa判断72.5满足2.平面内稳定167.5满足3.平面外稳定176.0满足回回目目录录/)(nyyy83、nxxxnWMWMAN/)8.01(11ybyytyExxxxmxxWMNNWMAN/)8.01(11EyyyymyxbxxtxyNNWMWMAN回回目目录录组合梁计算一.截面特征计算1钢梁截面特征计算：b=250h=650B=250s=8钢梁面积 Ab*t+h*s+B*T=1320013200mm2钢梁中和轴至钢梁顶面的距离为 yt=0.5b*t2+h*s*(0.5h+t)+B*T*(t+h+0.5T)/A=钢梁中和轴至钢梁底面的距离为 yb=h+t+T-yt=341341mm钢梁截面惯性矩 I=(b*t3+s*h3+B*T3)/12+b*t*(yt-0.5t)2+s*h*(yt-0.5h-84、t)2+B*T*(0.5T+h+t-yt)2=钢梁上翼缘的弹性抵抗矩 W1=I/yt=3138903.2263138903.226mm3钢梁下翼缘的弹性抵抗矩 W2=I/yb=3138903.2263138903.226mm3输入钢材屈服强度345Mpa2组合截面特征计算：混凝土等级c30钢与混凝土弹性模量比E=6.8666666676.866666667板厚hd130梁跨度15000梁左相邻净距2750梁右相邻净距2750b1=780780b2=780780混凝土板计算宽度be=15601560mm混凝土板截面面积Ac=be*hd=202800202800mm2换算成钢截面的组合截面面积A085、=Ac/E+A=42733.9805842733.98058mm2混凝土板顶面至钢梁截面中和轴的距离 y=hd+ht+yt=541541mm混凝土板顶面至组合截面中和轴的距离 x=be*hd2/(2*E)+A*y/A0=212212mm混凝土截面惯性矩 Ic=be*hd3/12=285610000285610000mm4换算成钢截面的组合截面惯性矩 I0=Ic/E+Ac*(x-0.5hd)2/E+I+A(y-x)2=31789406763178940676对混凝土板顶面的组合截面弹性抵抗矩 w0ct=E*I0/x=102965688.6102965688.6mm4对混凝土板底面的组合截面弹性抵86、抗矩 w0cb=E*I0/(x-hd)=266203975.3266203975.3mm4对钢梁上翼缘的组合截面弹性抵抗矩 w0t=I0/(d-x)=-264911723-264911723mm4对钢梁下翼缘的组合截面弹性抵抗矩 w0b=I0/(H-x)=4744687.5764744687.576mm43考虑混凝土徐变的组合截面特征计算换算成钢截面的组合截面面积 A0c=Ac/2E+A=27966.9902927966.99029mm2混凝土板顶面至组合截面中和轴的距离xc=be*hd2/(4*E)+A*y/A0c=289289mm换算成钢截面的组合截面惯性矩 I0c=Ic/(2*E)+Ac87、*(xc-0.5hd)2/(2*E)+I+A(y-xc)2=对混凝土板顶面的组合截面弹性抵抗矩 w0ctc=2E*I0c/xc=126896197.2126896197.2mm4对混凝土板底面的组合截面弹性抵抗矩 w0cbc=2E*I0c/(x c-hd)=230647804.9230647804.9mm4对钢梁上翼缘的组合截面弹性抵抗矩 w0tc=I0c/(d-xc)=-30004091.57-30004091.57mm4对钢梁下翼缘的组合截面弹性抵抗矩 w0bc=I0c/(H-xc)=4503143.5914503143.591mm4二 施工阶段的验算1 弯矩和剪力钢梁自重：1.241.288、4kN/m板自重：10.7310.73kN/m(平台梁间距：2750mm)板托重：0.260.26kN/m自重标准值 g1k：10.1910.19kN/m自重设计值 g1：12.2312.23kN/m施工荷载：3.853.85kN/m施工阶段弯矩设计值M452.28452.28kN.m(梁跨度：15000mm)施工阶段剪力设计值V120.61120.61kN2钢梁抗弯强度设计钢梁上翼缘应力 M/rx*W1=137.23137.23N/mm2315N/mm2钢梁下翼缘应力 M/rx*W2=137.23137.23N/mm2315N/mm23钢梁剪应力计算面积矩 S=17545001754500m89、m3钢梁剪应力1max=v1*s1/I*tw=24.7124.71N/mm2185N/mm24挠度计算=5*g*l4/(384*E*I)=38.738.7mm L/400=37.5mm三 使用阶段的验算1弯矩及剪力找平层重：2.62.6kN/m活荷载：26.826.8kN/m（活荷载：7.5kn/m2)使用阶段弯矩设计值M828.35828.35kN.m使用阶段剪力设计值V220.89220.89kN2组合梁的抗弯强度2.1在垂直荷载作用下的正应力混凝土板顶面应力0ct=-M/W0ct=-8.04-8.04N/mm214.3N/mm2混凝土板底面应力0cb=-M/W0cb=-3.11-3.1190、N/mm214.3N/mm2钢梁上翼缘应力0t=-M1/W1+M2/W0t=-112.72-112.72N/mm2315钢梁下翼缘应力0b=M1/W2+M2/W0b=284.18284.18N/mm23152.2考虑混凝土徐变在垂直荷载作用下的正应力混凝土板顶面应力:0ctc=-(M2g/W0ctc+M2q/W0ct)=-7.91-7.91N/mm214.3N/mm2混凝土板底面应力:0cbc=-(M2g/W0cbc+M2q/W0cb)=-3.15-3.15N/mm214.3N/mm2钢梁上翼缘应力0tc=-M1/W1+(M2g/W0tc+M2q/W0t)=-114.91-114.91N/mm91、2315钢梁下翼缘应力0bc=-M1/W2+(M2g/W0bc+M2q/W0b)=285.02285.02N/mm23152.3温度差产生的应力(略）2.4组合梁中由于混凝土收缩引起的内力(略)3钢梁的剪应力钢梁腹板顶面处对钢梁中和轴的面积矩S0=39675003967500mm3钢梁腹板顶面以外的砼及钢梁上翼缘对组合截面中和轴的面积矩So=43574954357495mm3两个受力阶段的荷载对组合梁的钢梁产生的剪应力(V1+V2)Ss/Istw=64.0664.06N/mm2185N/mm24组合梁的挠度5qkl4/384EIo+5gkl4/384EIoc=35.6135.61mm1501692、016Mn16Mnq1631517253002636290板托顶宽b00板托高度ht70365027052100250167输出行号7输输出出设设计计参参数数315mm4强度种类混凝土强度设计值（N/mm2）C15C20fc7.29.6ft0.911.1弹性模量104N/mm22.22.55426703641502670364150mm4输出列号4输出fc=14.3 N/mm2输出ft=1.43 N/mm2输出弹模3E4 N/mm2PASS!PASS!PASS!PASS!PASS!PASS!FALSEFALSEPASS!PASS!PASS!PASS!N/mm2PASS!PASS!N/mm2PA93、SS!PASS!PASS!PASS!PASS!PASS!N/mm2PASS!PASS!N/mm2PASS!PASS!PASS!PASS!PASS!PASS!抗剪端面承压12532011532011032010532010032090320185445175425170410155410145410185445C25C30C35C40C45C50C55C60C65C70C75C8011.914.3 16.7 19.1 21.1 23.1 25.3 27.5 29.7 31.8 33.8 35.91.271.43 1.57 1.711.8 1.89 1.96 2.04 2.09 2.14 2.1894、 2.222.83 3.15 3.25 3.35 3.45 3.553.6 3.653.7 3.753.8强度设计值混凝土强度设计值（N/mm2）回回目目录录钢梁受扭计算一.截面特征计算工字形1.钢梁截面特征计算：b=400t=20h=600s=12剪心距上翼缘中心：Axb*t+h*s+B*T=ax=TB3h/(tb3+TB3)=主扇性惯性矩：Jw=ax2*tb3/12+(h-ax)2*TB3/12=主扇性静面矩：Sw=ax*tb2/8=最大扇性面积：w=ax*b/22.简单梁受扭计算：最大双力矩：Bmax=最大扭矩：Mw=计算弯扭正应力：stress=Bmax*Wmax/Jw=计算最大剪应力95、：shear=Mw*Sw/(Jw*t)79000一.截面特征计算箱形1.钢梁截面特征计算：d1=600d2=300t=16剪心距上翼缘中心：Axb*t+h*s+B*T=ax=d1/2主扇性惯性矩：Jw=d12d22(d1-d2)2t/(24(d1+d2)主扇性静面矩：Sw=ax*tb2/8=最大扇性面积：w=d1d2(d1-d2)/(4(d1+d2)2.简单梁受扭计算：最大双力矩：Bmax=最大扭矩：Mw=计算弯扭正应力：stress=Bmax*Wmax/Jw=计算最大剪应力：shear=Mw*Sw/(Jw*t)回回目目录录it=2291200k=0.00065 1/mmkl=4.84263496、16.47B=300T=20178.021978178.0219781.13934E+131.13934E+1371208791.2171208791.2135604.395635604.39561.65E+01 KN*M25.49E+07 N*mm5.16E+015.16E+01 Mpa17.1562517.15625 Mpa3003002.16E+122.16E+1215000150001.65E+01 KN*M25.49E+07 N*mm1.14E+021.14E+02 MpaMpa b 回回目目录录基本输入参数组合高度D2000单肢截面高度H单肢宽度B800500腹板厚t2翼缘厚t1197、625单肢截面特性单肢Ix(mm4)单肢Iy(mm4)单肢截面积A(mm2)431770833352108933337000格构截面特性毛截面面积(mm2)74000Ix(mm4)Iy(mm4)Iz(mm4)=(bt3)/386354166671.49042E+1112464666.67截面模量Wx(mm3)截面模量Wy(mm3)21588541.67119233742.9剪切面积Ax(mm2)剪切面积Ay(mm2)2400050000STAAD/pro 程序GENERAL截面数据输出(仅对ASD规范校核)AX D TD B TB IZ IY IX SZ SY AY AZ PZ PY HSS 98、DEE74000 800 32 2500 25 8635416666.66667 149042178666.667 12464666.6666667 21588541.6666667 119233742.933333 24000 50000 0 0 0 0XY回回目目录录AX D TD B TB IZ IY IX SZ SY AY AZ PZ PY HSS DEE74000 800 32 2500 25 8635416666.66667 149042178666.667 12464666.6666667 21588541.6666667 119233742.933333 24000 5000099、 0 0 0 0回回目目录录基本输入参数截面高度H宽度Bhb500500300300板厚t1板厚t2板厚t3板厚t420201212截面特性毛截面面积(mm2)34896Ix(mm4)Iy(mm4)Iz(mm4)=(bt3)/38790005128790005123729920截面模量Wx(mm3)截面模量Wy(mm3)35160023516002剪切面积Ax(mm2)剪切面积Ay(mm2)1752017520STAAD/pro 程序GENERAL截面数据输出(仅对ASD规范校核)AX D TD B TB IZ IY IX SZ SY AY AZ PZ PY HSS DEE34896 500 100、52 500 52 879000512 879000512 3729920 3516002.048 3516002.048 17520 17520 0 0 0 0回回目目录录34896 500 52 500 52 879000512 879000512 3729920 3516002.048 3516002.048 17520 17520 0 0 0 0回回目目录录基本输入参数截面高度H宽度B组合截面高度D b12005001400800板厚t1板厚t2板厚t3板厚t436503630截面特性中心距c(mm)c+B/2=D-c=525.8586684775.8586684874.1413316101、毛截面面积(mm2)156568Ix(mm4)Iy(mm4)Iz(mm4)=(bt3)/3421396634561.21827E+11235247968截面模量Wx(mm3)截面模量Wy(mm3)70232772.43278735372剪切面积Ax(mm2)剪切面积Ay(mm2)8060875960STAAD/pro 程序GENERAL截面数据输出(仅对ASD规范校核)AX D TD B TB IZ IY IX SZ SY AY AZ PZ PY HSS DEE156568 1200 50 1650 36 42139663456 121827054633.701 235247968 70232102、772.4266667 278735372.038772 80608 75960 0 0 0 0回回目目录录156568 1200 50 1650 36 42139663456 121827054633.701 235247968 70232772.4266667 278735372.038772 80608 75960 0 0 0 0回回目目录录基本输入参数截面高度H宽度B腹板缩进c80400每米重翼缘tf腹板tw中间板t4.513752.52.50截面特性毛截面面积(mm2)575Ix(mm4)Iy(mm4)Iz(mm4)=(bt3)/3476197.9167158697.91673593103、.75截面模量Wx(mm3)截面模量Wy(mm3)11904.947927934.895833剪切面积Ax(mm2)剪切面积Ay(mm2)375200STAAD/pro 程序TUBE截面数据输出(仅对ASD规范校核)AX D WF TF IZ IY IX AY AZ575 80 40 2.5 476197.916666667 158697.916666667 3593.75 375 200对H型AX D TW WF TF IZ IY IX AY AZ575 80 0 40 2.5 476197.916666667 158697.916666667 3593.75 375 200回回目目录录长单104、重数量总重971 4.3828514 17.53141575 80 40 2.5 476197.916666667 158697.916666667 3593.75 375 200回回目目录录输入L=10000 mm输入H=1000 mm输入t1=30 C输入t2=0 C输入线膨胀系数=1.20E-05 1/Ct0=t1-t2=30 C输入弹性模量E=2.06E+05 N/mm2输入截面惯性矩I=6754645333 mm4RA=-RB=-75.1 kNMB=-751.4 kNm回回目目录录一一：设设计计依依据据1.钢材屈服强度：235MPa2.填充混凝土级别：c503.设计内力(kN)：下柱105、轴力N17040上柱轴力N2弯矩M12310弯矩M2剪力Q1200剪力Q2二二：截截面面特特性性计算项目计算内容上柱折算截面特性钢管外径537壁厚44钢管惯性矩2086887201钢管截面积68147.428混凝土惯性矩 1995056791混凝土截面积158337.0694665.041452421010790 原参数现参数比率下柱折算截面特性1.单肢柱的折算截面特性CCSAEEAACCSIEEII钢管外径500壁厚8钢管惯性矩374248432.6 钢管截面积12365.309混凝土惯性矩 2693713143混凝土截面积183984.2343178.20194825380002.72.组106、合柱的折算截面特性B1=800B2=800A0=2 A=86356.40387Ix=2I=1650760005Iy=2I+AB12+AB22=56918858483缀条截面特性A1x=A1y=3644三三：框框架架柱柱等等效效计计算算长长度度确确定定下柱L1=9800I1=56918858483N1=上柱L2=6900I2=2421010790N2=0.0600.061.53查表得，=5.34厂房阶形柱计算长度系数得折减系数取0.7相应各阶柱段得计算长度系数1=0.7=3.742=1/1=2.44各阶柱在排架平面内的等效计算长度Le1*=1L1=36632Le2*=2L2=16822四四：上上107、柱柱承承载载力力计计算算计算项目计算内容套箍指标3.047管柱截面的承载力设计值21185kN考虑长细比影响的承载力折减系数Le2*=16822mm0.398846951CCSAEEAACCSIEEII21121LILIK2112121ININLLccssAfAf)1(CCOAfN4/115.01*2dlel下柱折算截面特性考虑偏心率影响的承载力折减系数e0=M2/N=254mme0/rc=1.131.550.32按轴心受压柱考虑时长细比影响的承载力折减系数160mm=Le2*/i=105查表得0=0.72上柱承载力le=0.134l=1-0.115x(Le/d-4)0.5=0.55考虑偏心率108、影响的承载力折减系数构件按轴心受压杆件考虑，即端弯矩M2=0e0=0e=1按轴心受压柱考虑时长细比影响的承载力折减系数138mm=Le/i=71查表得0=0.745单肢承载力le=0.55受拉区柱肢的套箍指标0.55cere/85.1110AIi/21121BBMNNccssAfAf)1(CCOAfNAIi/yreyAAAIl1020*/27)/(ccsstAfAf界限偏心率0.82考虑长细比影响的整体承载力折减系数0.66考虑偏心率影响的整体承载力折减系数e0=M2/N2=328mme0/(B1+B2)=0.21b0.71按轴心受压柱考虑时长细比影响的承载力折减系数x=71y*=51.7查表109、得0*=0.751整体承载力l*e*=0.47f=190N/mm22.斜腹杆与主管连接焊缝计算Lw=(3.25ds-0.025d)(0.534/sin+0.466)=465mmhf1.2t=6mm取hf=6mmf=N/heLw=166.3f=200N/mm23.受压支管节点处的承载力设计值计算：=ds/d=0.242ttb15.0160575.01*yl)21/(2110*BBeed=0.069+0.93=0.294=N/A=-178.2N/mm2n=1+0.3/fy-0.3(/fy)2=0.60084.07kN1501609016Mn16Mnq163151851725300175263629110、0170365027015552100250145443输出行号3输输出出设设计计参参数数190110强度种类混凝土强度设计值（N/mm2）C15C20C25fc7.29.611.9ft0.911.11.27弹性模量104N/mm22.22.552.88输出列号8输出fc=23.1N/mm2输出ft=1.89N/mm2输出弹模3.45E4N/mm2角焊缝强度：200端面承压320320320320320320445425410410410320C30C35C40C45C50C55C60C6514.316.719.121.123.125.327.529.71.431.571.711.81.891111、.962.042.0933.153.253.353.453.553.63.652输出列号 2输出fc=9.6N/mm2输出ft=1.1N/mm2输出弹模 2.55E4N/mm2C70C75C8031.833.835.92.142.182.223.73.753.8回回目目录录摩擦型连接中每个高强度螺栓一个摩擦面上的剪力序号螺栓的性能等级螺栓公称直径预拉力摩擦面抗滑移系数0.250.350.418.8SM1245 10.1214.1716.22M1670 15.7522.0525.23M20110 24.7534.6539.64M22135 30.3742.5248.65M24155 34.874112、8.8255.86M27205 46.1264.5773.87M30250 56.2578.7590810.9SM1255 12.3717.3219.89M1610022.531.53610M20155 34.8748.8255.811M22190 42.7559.8568.412M24225 50.6270.878113M27290 62.2591.35 104.414M30355 79.87 111.82 127.8输入螺栓规格m24输入螺栓等级(8.8/10.9)10.9输入抗滑移系数0.45输出行号5输出列号4输出高强度螺栓预拉力P225 kN输出高强度螺栓抗剪承载力设计值91.12 113、kN高强度螺栓的受拉承载力设计值Ntb=0.8xP=180 kN是否冷弯薄壁型钢结构连接(Y/N)?N输入螺栓传力摩擦面数(单剪1/双剪2？)2一个高强度螺栓的受剪承载力设计值Nvb摩擦型连接承压型连接承压型连接的强度设计值名称螺栓性能等级构件钢材8.8S10.9S3号钢16Mn或16Mnq钢材厚度1617252636抗剪fvb250310 承压fcb4656406155900.450.5518.2222.2728.3539.6544.5554.4554.6766.8262.7776.7288.02 101.47101.25 123.7522.2727.2240.549.562.7776.72114、76.9594.0591.12 111.37117.45 143.55143.77 175.72摩擦面抗滑移系数15Mnv或15Mnvq钢材厚度1617252636665640615回回目目录录一一：设设计计依依据据1.钢材屈服强度：235MPa2.填充混凝土级别：c403.设计内力(kN)：下柱轴力N12100上柱轴力N2弯矩M12350弯矩M2剪力Q1200剪力Q2二二：截截面面特特性性计算项目计算内容上柱截面特性钢管外径6200壁厚500钢管惯性矩3.66424E+13 钢管截面积8953539.1混凝土惯性矩 3.58908E+13 混凝土截面积2123716612304062.884115、.23047E+13下柱折算截面特性1.单肢柱的折算截面特性CCSAEEAACCSIEEII钢管外径500壁厚8钢管惯性矩374248432.6 钢管截面积12365.309混凝土惯性矩 2693713143混凝土截面积183984.2341391.94725799227447.92.组合柱的折算截面特性B1=800B2=800A0=2 A=82783.89451Ix=2I=1598454896Iy=2I+AB12+AB22=54580147381缀条截面特性A1x=A1y=3644三三：框框架架柱柱等等效效计计算算长长度度确确定定下柱L1=8600I1=54580147381N1=上柱L2=116、8400I2=42304743862427N2=793.5490.060.02查表得，=6.39厂房阶形柱计算长度系数得折减系数取0.7相应各阶柱段得计算长度系数1=0.7=4.472=1/1=292.13各阶柱在排架平面内的等效计算长度Le1*=1L1=38468Le2*=2L2=2453885四四：上上柱柱承承载载力力计计算算计算项目计算内容套箍指标407.662管柱截面的承载力设计值173955644kN考虑长细比影响的承载力折减系数Le2*=2453885mm-1.276267725CCSAEEAACCSIEEII21121LILIK2112121ININLLccssAfAf)1(CC117、OAfN4/115.01*2dlel下柱折算截面特性考虑偏心率影响的承载力折减系数e0=M2/N=3375mme0/rc=1.301.550.29按轴心受压柱考虑时长细比影响的承载力折减系数1854mm=Le2*/i=1323查表得0=0.72上柱承载力le=-0.380Nu=leN0=-652705394l=1-0.115x(Le/d-4)0.5=0.55考虑偏心率影响的承载力折减系数构件按轴心受压杆件考虑，即端弯矩M2=0e0=0e=1按轴心受压柱考虑时长细比影响的承载力折减系数139mm=Le/i=71查表得0=0.745单肢承载力le=0.55受拉区柱肢的套箍指标0.56cere/85118、.1110AIi/21121BBMNNccssAfAf)1(CCOAfNAIi/yreyAAAIl1020*/27)/(ccsstAfAf界限偏心率0.82考虑长细比影响的整体承载力折减系数0.65考虑偏心率影响的整体承载力折减系数e0=M2/N2=1119mme0/(B1+B2)=0.70b0.42按轴心受压柱考虑时长细比影响的承载力折减系数x=71y*=53.5查表得0*=0.751整体承载力l*e*=0.27f=160N/mm22.斜腹杆与主管连接焊缝计算Lw=(3.25ds-0.025d)(0.534/sin+0.466)=465mmhf1.2t=6mm取hf=6mmf=N/heLw=119、144.8f=200N/mm23.受压支管节点处的承载力设计值计算：=ds/d=0.242ttb15.0160575.01*yl)21/(2110*BBeed=0.069+0.93=0.294=N/A=-155.2N/mm2n=1+0.3/fy-0.3(/fy)2=0.67179.18kN1501609016Mn16Mnq16315185172530017526362901703650270155521002501455006输出行号6输输出出设设计计参参数数16090强度种类混凝土强度设计值（N/mm2）C15C20C25fc7.29.611.9ft0.911.11.27弹性模量104N/m120、m22.22.552.86输出列号6输出fc=19.1N/mm2输出ft=1.71N/mm2输出弹模3.25E4N/mm2角焊缝强度：200端面承压320320320320320320445425410410410320C30C35C40C45C50C55C60C6514.316.719.121.123.125.327.529.71.431.571.711.81.891.962.042.0933.153.253.353.453.553.63.652输出列号 2输出fc=9.6N/mm2输出ft=1.1N/mm2输出弹模 2.55E4N/mm2C70C75C8031.833.835.92.142121、.182.223.73.753.8回回目目录录锚栓中心半径2600锚栓数量32285016245000平均角度11.25 2550.041726010851222.5 2402.086823080084333.752161.82118693880445 1838.477613520000 烟囱底座整体弯矩556.25 1444.48268346120 烟囱底座承受竖向力667.5 994.976923959916778.75 507.234841029149890!0 单个锚栓受力 Nt=9101.25!010112.5!011123.75!012135!013146.25!014157.5!122、015168.75!016180!017191.25!018202.5!019213.75!020225!021236.25!022247.5!023258.75!024270!025281.25!026292.5!027303.75!028315!029326.25!0M=4778.3N=53495.4 kN回回目目录录脉动增大系数W0T12(kNs2/m2)0.010.020.040.060.080.1钢结构(1)1.471.571.691.771.831.88有填充墙的房屋钢结构(2)1.261.321.391.441.471.5混凝土及砌体结构(3)1.111.141.171.191.123、211.23地面粗糙度类别CW0=0.55有效W0=0.62*W0=0.341自振周期T1=0.2W0T12=0.01364选择结构类型（1，2，3）1脉动增大系数=1.5064脉动影响系数是否高耸结构（Y/N）？nn结构总高度H=65.4迎风面宽度B=6.66脉动影响系数=0.53076振型系数z输入计算点高度65.4风压高度变化系数z风压高度变化系数z=1.41计算结果是否考虑横风向共振响应（Y/N）？n风振系数=1.56807225回回目目录录zz10.20.40.60.8124682.042.242.362.462.532.83.093.283.421.611.731.811.881.124、932.12.32.432.521.281.341.381.421.441.541.651.721.771020303.543.914.142.62.853.011.821.962.06UZ1.411.41US0.80.5WO0.550.5564.950.62040.387751.89222 1.1826370.94611 0.591319回回目目录录耗能梁段截面(H型）H=400B=200tw=8tf=13梁段截面的塑性抵抗矩Wp=833552 mm3材料屈服强度fy=235 Mpa梁段腹板计算高度h0=374 mm梁段腹板厚度tw=8 mm耗能梁段塑性受剪承载力Vp=407.8096 kN125、耗能梁段塑性受弯承载力Mp=195.8847 kNm耗能梁段净长a768.534021759174mm 则为剪切屈服型，否则为弯曲屈服型回回目目录录公寓（Y）/公共建筑（N）？N顶点加速度最大限值0.3 m/s2风载体型系数s1.3重现期调整系数r0.83基本风压00.55建筑物高度（室外）(m)56.5建筑物长度(m)123.86建筑物总迎风面面积A(m2)6998.09建筑物总质量M(t)93145脉动影响系数2.949脉动增大系数0.392顺风向顶点最大加速度ad=0.051542 m/s20.3 m/s2可以风压高度变化系数z=1.7建筑物顶点平均风速VH=35.23748br=0.0126、00664 注：公式中2.05X10-4疑为104，建筑钢结构设计手册下P269建筑物平均重量B=2.471385 kN/m3建筑物横风向临界阻尼比值0.01 或0.02建筑物横风向第一自振周期Tw=2.96建筑物宽度91.3横风向顶点最大加速度aw=0.032587 m/s20.3 m/s2可以回回目目录录一：截面形状二：基本参数及截面特性截面高度H 宽度B腹板厚tw翼缘厚tf40015048计算长度Lx 计算长度Ly50005000Ix(mm4)Iy(mm4)(回转半径）ix(回转半径）iy1110855684502048167.996902833.8203Wx(mm3)Wy(mm3)(长127、细比)x(长细比)y555427.84 60027.3129.76245345147.8402截面积A(mm2)面积矩Sx（mm3）3936308928抗剪设计强度185腹板计算高度h0=384材料屈服强度345h0/tw=96加劲肋配置判断：100(235/C23)0.5h0/tw=170(235/C23)0.5所以，应按计算配置横向加劲肋！三：按计算配置横向加劲肋考虑影响的增大系数计算=315=1.094254max=185h0/tw*()0.5=1365.891564加劲肋间距计算判断：1200h0/tw*()0.5=1500h0/tw*()0.5=1200,h0/tw=100192=a=960h0/tw*()0.5100172.5=a=7681200h0/tw*()0.5=1500192=a1500192=a=53厚ts=4