【吉安市S大学实训大楼建筑与结构设计17000字（论文）】

吉安市S大学实训大楼建筑与结构设计[摘要]本工程为吉安市井冈山大学实训大楼。该工程为四层钢筋混凝土框架结构，建筑面积为5391.36平方米，建筑物总高度为17.1米。本设计主要完成以下两方面的内容；一是依据建筑使用功能和立面设计要求完成建筑总平面、平面、立面及剖面设计。二是选择一榀典型框架完成结构布置、截面估算、荷载统计、水平及竖向荷载作用下内力计算、内力组合、梁板柱配筋计算，在完成基础和楼梯设计的基础上完成结构施工图的绘制。最后运用了PKPM完成整框架结构设计计算和手算结果校核工作。[关键词]：框架结构；建筑设计；结构设计；内力组合目录TOC\o"1-2"\h\z\u9363目录 -2-262101.设计说明 -4-270241.1工程概况 -4-21501.2建筑设计 -4-277021.3结构设计 -6-49942.1结构布置方案 -8-108402.2截面尺寸确定 -9-288852.3确定结构计算简图 -10-104472.4梁、柱线刚度计算 -11-64682.5框架抗侧刚度计算 -12-130993．荷载计算 -15-222263.1恒载标准值计算 -15-318353.2活载标准值计算 -19-310943.3风荷载标准值计算 -21-70273.4地震荷载标准值计算 -22-5784．内力计算 -27-239264.1恒载内力计算 -27-315234.2活载内力计算 -39-147664.3风荷载内力计算 -46-18044.4地震内力计算 -51-217305．内力组合 -56-58225.1竖向荷载弯矩调整 -56-101195.2框架梁内力组合 -60-104346．截面设计 -70-97906.1框架梁正、斜截面设计 -70-57456.2框架柱正、斜截面设计 -77-18727.板的设计 -85-158677.1A区格双向板计算 -85-217768.楼梯设计 -87-65958.1梯段板设计 -87-154328.2平台板设计 -88-60338.3梯段梁设计 -88-161599.基础设计 -91-2313510.参考文献 -95-1.设计说明1.1工程概况设计名称：吉安市井冈山大学实训大楼工程地址：江西省吉安市设计使用年限：50年建筑结构类型：框架结构基本风压：0.35；地面粗糙类别：B类基本雪压：0.4（根据《建筑结构荷载规范》GB50009-2012）（以下简称《荷载规范》）查到当地基本风压50年一遇，和基本雪压50年一遇）建筑抗震设防类别：丙类抗震设防烈度：7度；地震加速度：0.10；地震分组：第1.0组未修正地基允许承载力：250.0kPa，场地类别：Ⅱ类（根据《建筑抗震设计规范》GB50011-2010（2016年版)（以下简称《抗震规范》）查到当地抗震设防烈度、地震分组以及地震加速度）1.2建筑设计1．建筑设计方案根据《》、《》GB50352-2019、《建筑设计防火规范》GB50016—2014等相关建筑知识进行建筑方案设计。根据以上规范设计，合理考虑建筑满足实训大楼的使用需求，所以选择框架结构，因为框架结构强度高，整体型好，刚度大，抗震性好，布局灵活性大，且开窗自由，满足本工程的使用要求。建筑构造做法屋面做法(包括结构层):厚细石混凝土厚聚苯乙烯保温层水泥砂浆找平1:82%找坡层楼面做法(包括结构层):（1）厚水泥石子磨光（2）（3）厚水泥砂浆抹平（4）（5）厚现浇钢筋混凝土楼板（6）厚女儿墙做法：（1）（2）厚水泥砂浆（3）厚水泥砂浆（4）（5）厚水泥砂浆内墙面做法：（1）厚水泥砂浆抹灰（2）厚加气混凝土砌块（3）厚水泥砂浆抹灰外墙面做法：（1）喷彩砂涂料（2）厚水泥砂浆（3）厚水泥砂浆（4）厚加气混凝土砌块（5）1.3结构设计1．结构设计方法（基于可靠性理论的概率极限状态设计方法）1)结构(框架结构)选择，结构的布置，梁柱板截面确定及梁柱线刚度计算；2)恒、活载标准值的计算，风荷载、地震荷载计算，包括柱的侧移刚度；3)竖向荷载以及水平荷载作用下的弯矩、剪力、轴力计算；4)几组内力最不利组合设计，同时不考虑有利组合；5)梁框架柱正、斜截面配筋及验算；6)板的平面布置以及弯矩、配筋计算；7)楼梯踏步斜板、平台板、梯段梁设计及验算；8)基础底板尺寸的确定，承载力验算，基础高度确定冲切验算，配筋计算。2．采用国家规范1)GB50009-2012；2)GB50011-2010；3)GB50010-2010；4)GB50007-2011；5)GB50352-2019；6)GB50016—2014；7)B50003-2011。3．采用活载标准值（根据《建筑结构荷载规范》）不上人屋面：；楼面：房间，卫生间、走廊；楼梯间：。4．设计基本条件抗震设防类别：丙：第一组抗震设防烈度：7度：0.1g抗震等级：3级基本雪压()：0.4基本风压()：0.35地面粗糙类别：B类场地类别：Ⅱ承载力特征值：250使用材料混凝土：建筑中所用混凝土采用C30柱、梁主筋：，基础钢筋：，箍筋：

2.结构布置截面确定2.1结构布置方案，根据建筑施工图、建筑使用功能、墙的布置等因素，、布置图如图2-1所示，，选取8轴线框架进行计算，。·2-1结构布置图图2-2计算单元选取2.2截面尺寸确定1．梁截面尺寸确定一般框架梁高度按确定，按确定，如遇跨度比较小的梁按经验取值即可，根据估算各梁截面尺寸如下。表2-1梁截面尺寸表(mm)构件名称l0l0/8l0/12hh/2h/3bb×hAB跨梁7200900600700350233300300×700BC跨梁3600450300550275183300300×550CD跨梁7200900600700350233300300×700A轴梁6000750500550275183300300×550B轴梁6000750500600300200300300×600C轴梁6000750500600300200300300×600D轴梁6000750500600300200300300×600次梁7200400600550275183250250×5502.柱截面尺寸确定B柱受荷面积B柱柱底轴力估算式中，EQµN为框架柱的轴压比限值；EQAc

为框架柱的截面面积；EQf

c柱混凝土抗压强度设计值；EQγG为竖向荷载分项系数；EQq为每层单位面积的竖向荷载,可取14kN/m²；eqn为本工程层数；EQα1为考虑水平力产生的附加系数取1.05；EQα2边柱轴向力增大系数，边柱α2

=1.1，中柱α2

=1.0；EQβ柱由框架梁与剪力墙连接时,柱轴力折减系数,本工程取1。表2-2柱子轴力估算柱号A柱1.21421.641.051.111676.506B柱1.21430.641.05112159.136C柱1.21430.641.05112159.136D柱1.21421.641.051.111676.506表2-3柱子截面尺寸柱号截面尺寸A柱16670.8514.3137968371371500×500B柱21590.8514.3177622421421500×500C柱21590.8514.3177622421421500×500D柱16770.8514.3137968371371500×5003.板厚度确定根据规范要求，单向板的跨厚比要小于，双向板跨厚比要小于的要求，合荷载情况以及稳定性综合考虑，屋面板厚取，楼面板厚取。2.3确定结构计算简图底层柱高从基础顶面算起，室内外高差0.6m，假设基础顶面距离室外地面高度为0.45m，则底层柱计算高度，其他层柱计算高度同层高。框架计算简图见图2-3。图2-38轴框架计算简图2.4梁、柱线刚度计算梁柱的混凝土都选择C30，弹性模量=在框架结构中，有现浇层的楼面，可以作为梁的有效翼缘，增大梁的有效刚度，减小框架侧移。为考虑这一有利作用，在计算梁的截面惯性矩时，对现浇楼面的边框架梁取I＝1.5(为梁的截面惯性矩)；对中框架梁取＝2.0。：，，梁弹性模量kPa，柱弹性模量kN•mkN•mkN•m标准层轴柱线刚度kN•m底层轴柱线刚度kN•m图2-4梁柱线刚度(kN·m)2.5框架抗侧刚度计算框架柱的侧向刚度D的计算公式如下标准层刚度计算：，，底层刚度计算：，，其中系数及梁柱线刚度比按表2-4所列公式计算。表2-4柱侧向刚度修正系数位置边柱中柱一般层底层EQ\F(71458+71458,2×40064)=1.7840.5；EQ0.471×\F(12×40064,3.9²)=14887.7kN/mEQ\F(71458+71458,2×40064)=1.7840.5；EQ0.471×\F(12×40064,3.9²)=14887.7kN/mEQ\F(69323+71458+69323+71458,2×40064)=3.5140.6；EQ0.637×\F(12×40064,3.9²)=20134.73kN/mEQ\F(69323+71458+69323+71458,2×40064)=3.5140.6；EQ0.637×\F(12×40064,3.9²)=20134.73kN/mEQ\F(71458,29762)=2.4010.7；EQ0.659×\F(12×29762,5.25²)=8539.06kN/m底层D轴柱抗侧刚度计算EQ\F(71458,29762)=2.4010.7；EQ0.659×\F(12×29762,5.25²)=8539.06kN/m底层B轴柱抗侧刚度计算EQ\F(69323+71458,29762)=4.730.8；EQ0.777×\F(12×29762,5.25²)=10068.06kN/m底层C轴柱抗侧刚度计算EQ\F(69323+71458,29762)=4.730.8；EQ0.777×\F(12×29762,5.25²)=10068.06kN/m

3．荷载计算3.1恒载标准值计算3.1.1恒载面荷载标准值：1.12厚1：2水泥石子磨光：2.素水泥浆结合层一遍：3.18厚1:3水泥砂浆抹平：4.素水泥浆结合层一遍：5.现浇钢筋混凝土楼板：6.20厚1：2水泥砂浆抹平：楼面恒荷载标准值：3.1.2框架梁恒载线荷载屋面框架梁线荷载计算：AB跨梁自重：AB跨梁抹灰：合计 BC跨梁自重：BC跨梁抹灰：合计 CD跨梁自重：CD跨梁抹灰：合计 楼面框架梁线荷载计算： AB跨梁自重：AB跨梁抹灰：AB跨梁上墙自重：AB跨梁上墙面抹灰： 合计 BC跨梁自重：BC跨梁抹灰：合计 CD跨梁自重：CD跨梁抹灰：CD跨梁上墙自重：CD跨梁上墙面抹灰：合计 恒载作用下板传给顶层框架梁线荷载（如图3-1）板恒载传给AB梁线荷载(梯形转均布荷载)：板恒载传给BC梁线荷载(三角形转均布荷载)：板恒载传给CD梁线荷载(梯形转均布荷载)：恒载作用下板传给标准层框架梁线荷载板恒载传给AB梁线荷载(梯形转均布荷载)：板恒载传给BC梁线荷载(三角形转均布荷载)：板恒载传给CD梁线荷载(梯形转均布荷载)：AB框架梁均布荷载为：屋面梁：恒载＝AB屋面框架梁线荷载＋板恒载传给AB梁线荷载＝楼面梁：恒载＝AB楼面框架梁线荷载+板恒载传给AB梁线荷载＝BC框架梁均布荷载为：屋面梁：恒载＝BC屋面框架梁线荷载＋板恒载传给BC梁线荷载＝楼面梁：恒载＝BC楼面框架梁线荷载+板恒载传给BC梁线荷载＝CD框架梁均布荷载为：屋面梁：恒载＝CD屋面框架梁线荷载＋板恒载传给CD梁线荷载＝楼面梁：恒载＝CD楼面框架梁线荷载+板恒载传给CD梁线荷载＝3.1.3框架节点集中恒载标准值 连系梁自重 0.6m女儿墙自重 板传给连系梁 次梁自重 次梁抹灰 合计 连系梁抹灰 次梁自重 次梁抹灰 板传给次梁 合计 连系梁自重 连系梁抹灰 连系梁上窗自重 连系梁上墙自重 连系梁上墙抹灰 板传给联系梁 次梁自重 次梁抹灰 板传给次梁 合计 连系梁自重 连系梁抹灰 连系梁上窗自重 连系梁上墙自重 连系梁上墙抹灰 板传给联系梁 次梁自重 次梁抹灰 板传给次梁 合计 图3-1恒载计算简图3.2活载标准值计算3.2.1屋面框架梁活载线荷载标准值根据房间布局，使用功能以及任务书要求，活荷载取值：不上人屋面,房间,综合楼走廊,楼梯间及卫生间。活载作用下板传给顶层框架梁线荷载活载作用下板传给标准层框架梁线荷载3.2.2框架节点集中活载标准值A轴柱顶层集中活荷载 B轴柱顶层集中活荷载 板传给连系梁 板传给次梁 合计 A轴柱标准层集中活荷载 板传给连系梁 板传给次梁 合计 B轴柱标准层集中活荷载 板传给连系梁 板传给次梁 合计 图3-2活载计算简图3.3风荷载标准值计算3.3.1风荷载标准值作用在外墙面上的风荷载可以用作用在框架节点外置的集中荷载替代，集中荷载的大小等于基本风压与受风面积的乘积，计算公式为式中，EQβz为风阵系数，βz=1.0；EQβz为风阵系数，βz=1.0；EQμs为风荷载体型系数，根据建筑物的体型查得μs=1.3；EQμz风压高度变化系数，查表并使用线插法计算；EQω0为基本风压；EQhi为节点下层柱高,对底层为底层层高与室内外高差之和；EQhj为节点上层柱高，对顶层为女儿墙的2倍；EQB为迎风面宽度，取计算框架两边框架之间距离的一半。表3-1风荷载标准值楼层ZW0A()WK(kN)(m)kN/m24F11.316.950.68510.3523.47.2943F11.313.050.650.3515.34.5252F11.39.150.650.3523.46.9211F11.35.250.650.3527.458.118图3-3风荷载作用图（kN）3.3.2风荷载作用下框架侧移计算风荷载作用下的水平层间侧移计算公式i其中，EQVi为第i层的总剪力；EQ∑Di为第i层的侧移刚度和；EQΔui为第i层的层间侧移；Δui/hi为层间位移角，层间最大位移角1/5443﹤1/550(满足要求)。表3-2风荷载作用下的2位移验算层号wk(kN)V(kN)∑D/(kN/m)Δui(mm)h(m)Δui/hi47.2947.29470044.860.1043.91/3750034.52511.81970044.860.1693.91/2307726.92118.7470044.860.2683.91/1455218.11826.858106996.40.2515.251/209163.4地震荷载标准值计算3.4.1重力荷载代表值计算1．屋面楼面板恒载计算4层：3层：2层：1层：2．屋面楼面板活载计算4层：3层：2层：1层：3．梁荷载计算1、2、3、4层：4．柱荷载计算4F：3F：2F：1F：5．门、窗荷载计算1、2、3、4层：6．墙荷载计算屋面层女儿墙：1、2、3、4层外墙：1、2、3、4层内墙：7．重力荷载代表值计算集中于各层楼层节点处的重力荷载代表值=板恒载+板活载/2+梁自重+上下层柱自重/2+上下层窗自重/2+上下层墙自重/2，对于顶层=板恒载+板活载/2+梁自重+上下层柱自重/2+上下层窗自重/2+上下层墙自重/2+女儿墙自重图3-4重力荷载代表值3.4.2框架自振周期的计算；；

表3-3结构顶点的假想侧移计算层次4670.21670.2170044.860.00960.121331215.611885.8270044.860.02690.111721215.613101.4370044.860.04430.084811233.3254334.755106996.40.04050.0405基本周期计算公式，=0.0，由上表可知，=0.4s3.4.3水平地震作用下的剪力计算本工程地基场地类别：Ⅰ类，设计地震分组：第一组，查表得特征周期，抗震设防烈度为：7度，地震加速度：0.1g，=EQ(\F(0.25,0.414))\S\di18(0.9)=0.051结构等效总重力荷载且因此顶部附加地震作用系数EQ框架横向水平地震作用标准值为：结构底部；顶层；其他层表3-4各质点横向水平地震剪力计算层次416.95670.2111360.0628.5228.52313.051215.6115863.7139.8268.3429.151215.6111122.8327.9296.2615.251233.3256474.9617.2113.463.4.4水平地震作用下的位移验算按下式计算各层的层间移角如下表所示，层间最大位移角(满足要求)。表3-5横向水平地震作用下的位移验算层次428.5270044.860.0004073.91/9582368.3470044.860.0009763.91/3996296.2670044.860.0013743.91/28381113.46106996.40.001065.251/4953

4．内力计算()、剪力()以顺时针转动为正，逆时针为负，轴力()受压为正，受拉为负。4.1恒载内力计算4.1.1弯矩分配系数计算EQ\f(4×40064,4×(40064+71458))=0.359EQ\f(4×71458,4×(40064+71458))=0.641EQ\f(4×71458,4×(71458+40064+69323))=0.395EQ\f(4×40064,4×(71458+40064+69323))=0.222EQ\f(4×69323,4×(71458+40064+69323))=0.383EQ\f(4×69323,4×(69323+40064+71458))=0.383EQ\f(4×40064,4×(69323+40064+71458))=0.222EQ\f(4×71458,4×(69323+40064+71458))=0.395EQ\f(4×71458,4×(71458+40064))=0.641EQ\f(4×40064,4×(71458+40064))=0.359EQ\f(4×40064,4×(40064+40064+71458))=0.264EQ\f(4×40064,4×(40064+40064+71458))=0.264EQ\f(4×71458,4×(40064+40064+71458))=0.471EQ\f(4×71458,4×(71458+40064+40064+69323))=0.323EQ\f(4×40064,4×(71458+40064+40064+69323))=0.181EQ\f(4×40064,4×(71458+40064+40064+69323))=0.181EQ\f(4×69323,4×(71458+40064+40064+69323))=0.314C轴柱3层、C轴柱2层分配系数节点左梁：EQ\f(4×69323,4×(69323+40064+40064+71458))=0.314EQ\f(4×40064,4×(69323+40064+40064+71458))=0.181EQ\f(4×40064,4×(69323+40064+40064+71458))=0.181节点右梁：EQ\f(4×71458,4×(69323+40064+40064+71458))=0.323D轴柱3层、D轴柱2层分配系数节点左梁：EQ\f(4×71458,4×(71458+40064+40064))=0.471EQ\f(4×40064,4×(71458+40064+40064))=0.264节点下柱：EQ\f(4×40064,4×(71458+40064+40064))=0.264A轴柱1层分配系数EQ\f(4×40064,4×(40064+29762+71458))=0.284节点下柱：EQ\f(4×29762,4×(40064+29762+71458))=0.211节点右梁：EQ\f(4×71458,4×(40064+29762+71458))=0.506B轴柱1层分配系数节点左梁：EQ\f(4×71458,4×(71458+40064+29762+69323))=0.339EQ\f(4×40064,4×(71458+40064+29762+69323))=0.19节点下柱：EQ\f(4×29762,4×(71458+40064+29762+69323))=0.141节点右梁：EQ\f(4×69323,4×(71458+40064+29762+69323))=0.329C轴柱1层分配系数节点左梁：EQ\f(4×69323,4×(69323+40064+29762+71458))=0.329EQ\f(4×40064,4×(69323+40064+29762+71458))=0.19EQ\f(4×29762,4×(69323+40064+29762+71458))=0.141EQ\f(4×71458,4×(69323+40064+29762+71458))=0.339D轴柱1层分配系数节点左梁：EQ\f(4×71458,4×(71458+40064+29762))=0.506EQ\f(4×40064,4×(71458+40064+29762))=0.284EQ\f(4×29762,4×(71458+40064+29762))=0.2114.1.2恒载固端弯矩计算恒载作用下梁固端计算：顶层AB跨均布荷载：，梯形荷载：==顶层BC跨均布荷载：，三角形荷载：顶层CD跨均布荷载：，梯形荷载：==标准层AB跨均布荷载：，梯形荷载：==标准层BC跨均布荷载：，三角形荷载：=标准层CD跨均布荷载：，梯形荷载：==4.1.3恒载弯矩分配过程弯矩的分配过程如下：上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3590.6410.3950.2220.3830.3830.2220.3950.6410.359偏心矩0偏心矩0偏心矩0偏心矩-59.1359.13-46.5946.59-59.1359.1321.2337.90-4.95-2.78-4.804.802.784.95-37.90-21.2310.52-2.4818.95-3.782.40-2.403.78-18.952.48-10.52-2.89-5.16-6.94-3.90-6.736.733.906.945.162.8928.86-28.8666.19-10.47-55.7255.7210.47-66.1928.86-28.860.2640.2640.4710.320.180.1810.3140.310.180.1810.3230.470.260.264-79.7079.70-37.9037.90-79.7079.7021.0421.0437.54-13.50-7.57-7.57-13.1313.137.577.5713.50-37.54-21.04-21.0410.6110.52-6.7518.77-1.39-3.786.56-6.561.393.78-18.776.75-10.61-10.52-3.80-3.80-6.77-6.51-3.65-3.65-6.336.333.653.656.516.773.803.8027.8627.76-55.6978.46-12.61-15.00-50.7950.7940.2115.00-78.4655.69-27.86-27.760.2640.2640.4710.3230.1810.1810.3140.3140.1810.1810.3230.4710.2640.264-79.7079.70-37.9037.90-79.7079.7021.0421.0437.54-13.50-7.57-7.57-13.1313.137.577.5713.50-37.54-21.04-21.0410.5211.32-6.7518.77-3.78-3.976.56-6.563.783.97-18.776.75-10.52-11.32-3.98-3.98-7.11-5.68-3.18-3.18-5.525.523.183.185.687.113.983.9827.5828.38-56.0279.29-14.53-14.72-49.9849.9814.5314.72-79.2956.02-27.58-28.380.2840.2110.5060.3390.190.1410.3290.3290.190.1410.3390.5060.2840.211-79.7079.70-37.9037.90-79.7079.7022.6316.8240.33-14.17-7.94-5.89-13.7513.757.945.8914.17-40.33-22.63-16.8210.520.00-7.0920.16-3.780.006.88-6.883.780.00-20.167.09-10.520.00-0.98-0.72-1.74-7.88-4.42-3.28-7.657.654.423.287.881.740.980.7232.1816.09-48.2077.81-16.14-9.17-52.4352.4316.149.17-77.8148.20-32.18-16.098.05A-4.59B4.59C-8.05D合计：BC跨三角形荷载：合计：CD跨梁均布荷载：CD跨梁形荷载合计：标准层恒载作用下梁简支状态下的跨中弯矩计算：AB跨梁均布荷载：AB跨梯形荷载合计：BC跨均布荷载：合计：CD跨梁均布荷载：CD跨梁梯形荷载合计：表4-1恒载作用下的跨中弯矩计算kN.m层次梁跨M中=M0-(Mr-Ml)/24AB90.33-(28.86+66.19)/2=42.81BC18.14-(55.72+55.72)/2=-37.58CD90.33-(66.19+28.86)/2=42.813AB120.65-(55.69+78.46)/2=53.58BC14.66-(50.79+50.79)/2=-36.13CD120.65-(78.46+55.69)/2=53.582AB120.65-(56.02+79.29)/2=53BC14.66-(49.98+49.98)/2=-35.32CD120.65-(79.29+56.02)/2=531AB120.65-(48.2+77.81)/2=57.65BC14.66-(52.43+52.43)/2=-37.77CD120.65-(77.81+48.2)/2=57.65图4-1恒载弯矩图(kN.m)4.1.4恒载梁柱剪力的计算恒载、活载作用下梁左端剪力；梁右端剪力，柱子剪力：计算其中分别为梁简支状态下的梁左右端剪力为梁左右端弯矩其中为柱上下端弯矩为梁柱的计算跨度或者高度恒载作用下梁简支状态下的支座反力计算：顶层AB跨均布荷载：梯形荷载：合计：顶层BC跨均布荷载：三角形荷载：合计：顶层CD跨均布荷载：梯形荷载：合计：标准层AB跨均布荷载：梯形荷载：合计：标准层BC跨均布荷载：三角形荷载：合计：标准层CD跨均布荷载：梯形荷载：合计：表4-2恒载作用下AB框架梁剪力计算(kN)层次4V左=44.11-(-28.86+66.19)/7.2=38.93V右=-44.11-(-28.86+66.19)/7.2=-49.293V左=62.94-(-55.69+78.46)/7.2=59.78V右=-62.94-(-55.69+78.46)/7.2=-66.12V左=62.94-(-56.02+79.29)/7.2=59.71V右=-62.94-(-56.02+79.29)/7.2=-66.171V左=62.94-(-48.2+77.81)/7.2=58.83V右=-62.94-(-48.2+77.81)/7.2=-67.05表4-3恒载作用下BC框架梁剪力计算(kN)层次4V左=17.19-(-55.72+55.72)/3.6=17.19V右=-17.19-(-55.72+55.72)/3.6=-17.193V左=14.29-(-50.79+50.79)/3.6=14.29V右=-14.29-(-50.79+50.79)/3.6=-14.292V左=14.29-(-49.98+49.98)/3.6=14.29V右=-14.29-(-49.98+49.98)/3.6=-14.291V左=14.29-(-52.43+52.43)/3.6=14.29V右=-14.29-(-52.43+52.43)/3.6=-14.29表4-4恒载作用下CD框架梁剪力计算(kN)层次4V左=44.11-(-66.19+28.86)/7.2=49.29V右=-44.11-(-66.19+28.86)/7.2=-38.933V左=62.94-(-78.46+55.69)/7.2=66.1V右=-62.94-(-78.46+55.69)/7.2=-59.782V左=62.94-(-79.29+56.02)/7.2=66.17V右=-62.94-(-79.29+56.02)/7.2=-59.711V左=62.94-(-77.81+48.2)/7.2=67.05V右=-62.94-(-77.81+48.2)/7.2=-58.83表4-5恒载作用下A、B轴柱剪力计算(kN)层次4V=-(28.86+27.86)/3.9=-14.54V=(-10.47-12.61)/3.9=5.923V=-(27.76+27.58)/3.9=-14.19V=(-15-14.53)/3.9=7.572V=-(28.38+32.18)/3.9=-15.53V=(-14.72-16.14)/3.9=7.911V=-(16.09+8.05)/5.25=-4.6V=(-9.17-4.59)/5.25=2.62表4-6恒载作用下C、D轴柱剪力计算(kN)层次4V=-(10.47+40.21)/3.9=-12.99V=-(-28.86-27.86)/3.9=14.543V=-(15+14.53)/3.9=-7.57V=-(-27.76-27.58)/3.9=14.192V=-(14.72+16.14)/3.9=-7.91V=-(-28.38-32.18)/3.9=15.531V=-(9.17+4.59)/5.25=-2.62V=-(-16.09-8.05)/5.25=4.6图4-2恒载剪力图(kN)4.1.5恒载柱子轴力计算柱顶的轴力：柱底的轴力：本层柱顶轴力+柱自重F为柱节点的集中荷载；为柱的左端梁剪力；为柱的右端梁剪力。表4-7恒载作用下A轴柱轴力(kN)层次4N顶=128.8-0+38.93=167.73N底=167.73+0.5×0.5×3.9=192.113N顶=192.11+122.44-0+59.78=374.33N底=374.33+0.5×0.5×3.9=398.712N顶=398.71+122.44-0+59.71=580.86N底=580.86+0.5×0.5×3.9=605.241N顶=605.24+122.44-0+58.83=786.51N底=786.51+0.5×0.5×5.25=819.32表4-8恒载作用下B轴柱轴力(kN)层次4N顶=153.74-(-49.29)+17.19=220.22N底=220.22+0.5×0.5×3.9=244.63N顶=244.6+153.24-(-66.1)+14.29=478.23N底=478.23+0.5×0.5×3.9=502.612N顶=502.61+153.24+66.17)+14.29=736.31N底=736.31+0.5×0.5×3.9=760.691N顶=760.69+0-(-67.05)+14.29=842.03N底=842.03+0.5×0.5×5.25=874.84表4-9恒载作用下C轴柱轴力(kN)层次4N顶=153.74-(-17.19)+49.29=220.22N底=220.22+0.5×0.5×0=220.223N顶=220.22+153.24-(-14.29)+66.1=453.85N底=453.85+0.5×0.5×0=453.852N顶=453.85+153.24-(-14.29)+66.17=687.55N底=687.55+0.5×0.5×0=687.551N顶=687.55+0-(-14.29)+67.05=768.89N底=768.89+0.5×0.5×5.25=801.7表4-10恒载作用下D轴柱轴力(kN)层次4N顶=153.74-(-38.93)+0=167.73N底=167.73+0.5×0.5×0=167.733N顶=167.73+122.44-(-59.78)+0=349.95N底=349.95+0.5×0.5×0=349.952N顶=349.95+122.44-(-59.71)+0=532.1N底=532.1+0.5×0.5×0=532.11N顶=532.1+0-(-58.83)+0=590.93N底=590.93+0.5×0.5×5.25=623.74图4-3恒载轴力图(kN)4.2活载内力计算4.2.1活载固端弯矩计算在活载作用下的固端计算：顶层AB跨梁MF=1/12×0.75×(1-0.208²+0.208³)×7.2²=3.13kN·m顶层BC跨梁MF=1/12×5/8×0.9×3.6²=0.61kN·m顶层CD跨梁MF=1/12×0.75×(1-0.208²+0.208³)×7.2²=3.13kN·m标准层AB跨梁MF=1/12×3.75×(1-0.208²+0.208³)×7.2²=15.64kN·m标准层BC跨梁MF=1/12×5/8×4.5×3.6²=3.04kN·m标准层CD跨梁MF=1/12×3.75×(1-0.208²+0.208³)×7.2²=15.64kN·m4.2.2活载弯矩分配过程弯矩分配过程如下上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3590.6410.3950.2220.3830.3830.2220.3950.6410.359偏心矩偏心矩偏心矩偏心矩-3.133.13-0.610.61-3.133.131.122.01-1.00-0.56-0.970.970.561.00-2.01-1.122.06-0.501.00-1.140.48-0.481.14-1.000.50-2.06-0.56-1.00-0.14-0.08-0.130.130.080.141.000.562.63-2.633.00-1.78-1.221.221.78-3.002.63-2.630.2640.2640.4710.3230.1810.1810.3140.3140.1810.1810.3230.4710.2640.264-15.6415.64-3.043.04-15.6415.644.134.137.37-4.07-2.28-2.28-3.963.962.282.284.07-7.37-4.13-4.130.562.06-2.033.68-0.28-1.141.98-1.980.281.14-3.682.03-0.56-2.06-0.16-0.16-0.28-1.37-0.77-0.77-1.331.330.770.771.370.280.160.164.536.04-10.5913.88-3.33-4.19-6.356.353.334.19-13.8810.59-4.53-6.040.2640.2640.4710.3230.1810.1810.3140.3140.1810.1810.3230.4710.2640.264-15.6415.64-3.043.04-15.6415.644.134.137.37-4.07-2.28-2.28-3.963.962.282.284.07-7.37-4.13-4.132.062.22-2.033.68-1.14-1.201.98-1.981.141.20-3.682.03-2.06-2.22-0.59-0.59-1.06-1.07-0.60-0.60-1.041.040.600.601.071.060.590.595.605.76-11.3714.18-4.02-4.08-6.066.064.024.08-14.1811.37-5.60-5.760.2840.2110.5060.3390.190.1410.3290.3290.190.1410.3390.5060.2840.264-15.6415.64-3.043.04-15.6415.644.443.307.91-4.27-2.39-1.78-4.154.152.391.784.27-7.91-4.44-4.132.060.00-2.143.96-1.140.002.07-2.071.140.00-3.962.14-2.060.000.020.020.04-1.66-0.93-0.69-1.611.610.930.691.66-0.04-0.02-0.026.533.32-9.8313.67-4.46-2.47-6.726.724.462.47-13.679.83-6.53-4.151.66A-1.23B1.23C-1.66AB跨梁M0=1/24×0.75×7.2²×(3-4×1.5²/7.2²)=4.58kN·mBC跨梁M0=1/12×0.9×3.6²=0.97kN·mCD跨梁M0=1/24×0.75×7.2²×(3-4×1.5²/7.2²)=4.58kN·mAB跨梁M0=1/24×3.75×7.2²×(3-4×1.5²/7.2²)=22.89kN·mBC跨梁M0=1/12×4.5×3.6²=4.86kN·mCD跨梁M0=表4-11活载作用下的跨中弯矩计算kN.m层次梁跨M中=M0-(Mr-Ml)/24AB4.58-(2.63+3)/2=1.77BC0.97-(1.22+1.22)/2=-0.25CD4.58-(3+2.63)/2=1.773AB22.89-(10.59+13.88)/2=10.66BC4.86-(6.35+6.35)/2=-1.49CD22.89-(13.88+10.59)/2=10.662AB22.89-(11.37+14.18)/2=10.12BC4.86-(6.06+6.06)/2=-1.2CD22.89-(14.18+11.37)/2=10.121AB22.89-(9.83+13.67)/2=11.14BC4.86-(6.72+6.72)/2=-1.86CD22.89-(13.67+9.83)/2=11.14图4-4活载弯矩图(kN.m)4.2.3活载梁柱剪力的计算活载作用下梁简支状态下的支座反力计算：活载作用下梁简支状态下的支座反力计算：顶层AB跨：BC跨：CD跨：标准层AB跨：BC跨：CD跨：表4-12活载作用下AB框架梁剪力计算(kN)层次4321表4-13活载作用下BC框架梁剪力计算(kN)层次4V左=0.81-(-1.22+1.22)/3.6=0.81V右=-0.81-(-1.22+1.22)/3.6=-0.813V左=4.05-(-6.35+6.35)/3.6=4.05V右=-4.05-(-6.35+6.35)/3.6=-4.052V左=4.05-(-6.06+6.06)/3.6=4.05V右=-4.05-(-6.06+6.06)/3.6=-4.051V左=4.05-(-6.72+6.72)/3.6=4.05V右=-4.05-(-6.72+6.72)/3.6=-4.05表4-14活载作用下CD框架梁剪力计算(kN)层次43V左=10.69-(-13.88+10.59)/7.2=11.152V左=10.69-(-14.18+11.37)/7.2=11.081V左=10.69-(-13.67+9.83)/7.2=11.22表4-15活载作用下A、B轴柱剪力计算(kN)层次4V=-(2.63+4.53)/3.9=-1.84V-(-1.78-3.33)/3.9=1.313V=-(6.04+5.6)/3.9=-2.98V-(-4.19-4.02)/3.9=2.112V=-(5.76+6.53)/3.9=-3.15V-(-4.08-4.46)/3.9=2.191V=-(3.32+1.66)/5.25=-0.95V-(-2.47-1.23)/5.25=0.7表4-16活载作用下C、D轴柱剪力计算(kN)层次4321图4-5活载剪力图(kN)4.2.4活载作用在柱上轴力的计算柱轴力：F为框架柱节点集中荷载；为柱子左端梁剪力；为柱子右端梁剪力。表4-17活载作用下C轴柱轴力(kN)层次4321表4-18活载作用下C轴柱轴力(kN)层次4321表4-19活载作用下C轴柱轴力(kN)层次4321表4-20活载作用下D轴柱轴力(kN)层次4321图4-6活载轴力图(kN)4.3风荷载内力计算4.3.1风荷载作用下柱子的剪力计算风荷载内力计算采用D值法，将对应层的层间剪力根据抗侧刚度分配每根柱子，剪力分配公式，Vi为某根柱子的剪力，Di为对应柱子的抗侧刚度，∑Di为某层柱子抗侧刚度总和，F为水平风荷载作用下的层间剪力。表4-21风荷载作用下的柱子剪力层次柱轴号4A70044.8614887.77.2941.55B70044.8620134.737.2942.1C70044.8620134.737.2942.1D70044.8614887.77.2941.553A70044.8614887.711.8192.51B70044.8620134.7311.8193.4C70044.8620134.7311.8193.4D70044.8614887.711.8192.512A70044.8614887.718.743.98B70044.8620134.7318.745.39C70044.8620134.7318.745.39D70044.8614887.718.743.981A106996.48539.0626.8582.14B106996.410068.0626.8582.53C106996.410068.0626.8582.53D106996.48539.0626.8582.144.3.2风荷载作用下柱子的弯矩计算柱的反弯点高度比计算式：，计算查表结果见下表。EQy0为标准反弯点高度EQy1为因上下层梁刚度比变化的修正值EQy2为因上层层高变化的修正值EQy3为因下层层高变化的修正值柱上端弯矩：，下端弯矩：分别为柱上、下端弯矩；为柱子剪力；为反弯点高度比。表4-22风荷载作用下A柱弯矩计算层号层高mV(kN)y0y1y2y3yhM下M上43.91.550.450000.45-2.72-3.3233.92.510.4890000.489-4.79-523.93.980.50000.5-7.76-7.7615.252.140.550000.55-6.18-5.06表4-23风荷载作用下B柱弯矩计算层号层高mV(kN)y0y1y2y3yhM下M上4F3.92.10.50000.5-4.1-4.13F3.93.40.50000.5-6.63-6.632F3.95.390.50000.5-10.51-10.511F5.252.530.550000.55-7.31-5.98表4-24风荷载作用下C柱弯矩计算层号层高mV(kN)y0y1y2y3yhM下M上4F3.92.10.50000.5-4.1-4.13F3.93.40.50000.5-6.63-6.632F3.95.390.50000.5-10.51-10.511F5.252.530.550000.55-7.31-5.98表4-25风荷载作用下D柱弯矩计算层号层高mV(kN)y0y1y2y3yhM下M上4F3.91.550.450000.45-2.72-3.323F3.92.510.4890000.489-4.79-52F3.93.980.50000.5-7.76-7.761F5.252.140.550000.55-6.18-5.064.3.3风荷载梁端弯矩计算由节点的平衡条件，梁弯矩按照线刚度大小分配的原则计算梁端弯矩。梁左弯矩:；梁右弯矩:，、为节点左、右梁端弯矩；分别为节点上下端柱弯矩；为节点左右梁线刚度。表4-26风荷载作用梁端弯矩计算(kN·m)层次AB左AB右BC左BC右CD左CD右4-3.32-2.09-2.01-2.01-2.09-3.323-7.72-5.47-5.26-5.26-5.47-7.722-12.55-8.74-8.4-8.4-8.74-12.551-12.82-8.41-8.08-8.08-8.41-12.82图4-7风荷载弯矩图(kN.m)4.3.4风荷载梁剪力及柱轴力计算水平荷载下梁剪力的计算：分别为梁左、右端弯矩，为梁计算跨度柱子轴力：其中分别为柱子左、右端梁剪力表4-27风荷载作用梁端剪力计算(kN)楼层CD跨LM左M右VELM左M右VELM左M右VE47.2-3.32-2.09-0.753.6-2.01-2.01-1.127.2-2.09-3.32-0.7537.2-7.72-5.47-1.833.6-5.26-5.26-2.927.2-5.47-7.72-1.8327.2-12.55-8.74-2.963.6-8.4-8.4-4.677.2-8.74-12.55-2.9617.2-12.82-8.41-2.953.6-8.08-8.08-4.497.2-8.41-12.82-2.95表4-28风荷载作用柱轴力标准(kN)层次A柱B柱C柱D柱4-0.75-1.121.120.753-2.58-4.044.042.582-5.54-8.718.715.541-8.49-13.213.28.49图4-8风荷载作用下的剪力图(kN)图4-9风荷载作用下的轴力图(kN)4.4地震内力计算4.4.1地震柱剪力计算表4-29地震载作用下的柱子剪力层次柱轴号4A70044.8614887.728.526.06B70044.8620134.7328.528.2C70044.8620134.7328.528.2D70044.8614887.728.526.063A70044.8614887.768.3414.53B70044.8620134.7368.3419.64C70044.8620134.7368.3419.64D70044.8614887.768.3414.532A70044.8614887.796.2620.46B70044.8620134.7396.2627.67C70044.8620134.7396.2627.67D70044.8614887.796.2620.461A106996.48539.06113.469.05B106996.410068.06113.4610.68C106996.410068.06113.4610.68D106996.48539.06113.469.054.4.2地震柱子弯矩计算地震荷载作用下的标准反弯点高度比计算查表过程如下表。表4-30地震荷载作用下A柱弯矩计算层号层高mVi(kN)y0y1y2y3yhM下M上4F3.96.060.4890000.489-11.56-12.083F3.914.530.50000.5-28.33-28.332F3.920.460.50000.5-39.9-39.91F5.259.050.580000.58-27.56-19.96表4-31地震荷载作用下B柱弯矩计算层号层高mVi(kN)y0y1y2y3yhM下M上4F3.98.20.50000.5-15.99-15.993F3.919.640.50000.5-38.3-38.32F3.927.670.50000.5-53.96-53.961F5.2510.680.550000.55-30.84-25.23表4-32地震荷载作用下C柱弯矩计算层号层高mVi(kN)y0y1y2y3yhM下M上4F3.98.20.50000.5-15.99-15.993F3.919.640.50000.5-38.3-38.32F3.927.670.50000.5-53.96-53.961F5.2510.680.550000.55-30.84-25.23表4-33地震荷载作用下D柱弯矩计算层号层高mVi(kN)y0y1y2y3yhM下M上4F3.96.060.4890000.489-11.56-12.083F3.914.530.50000.5-28.33-28.332F3.920.460.50000.5-39.9-39.91F5.259.050.580000.58-27.56-19.964.4.3地震梁端弯矩计算表4-34地震荷载作用梁端弯矩计算(kN·m)层次4-12.08-8.15-7.84-7.84-8.15-12.083-39.89-27.69-26.6-26.6-27.69-39.892-68.23-47.05-45.21-45.21-47.05-68.231-59.86-40.39-38.8-38.8-40.39-59.86图4-10地震弯矩图(kN.m)4.4.4地震梁剪力及柱轴力计算表4-35地震荷载作用梁端剪力计算(kN)楼层AB跨BC跨CD跨LM左M右VELM左M右VELM左M右VE47.2-12.08-8.15-2.813.6-7.84-7.84-4.367.2-8.15-12.08-2.8137.2-39.89-27.69-9.393.6-26.6-26.6-14.787.2-27.69-39.89-9.3927.2-68.23-47.05-16.013.6-45.21-45.21-25.127.2-47.05-68.23-16.0117.2-59.86-40.39-13.923.6-38.8-38.8-21.567.2-40.39-59.86-13.92表4-36地震荷载作用梁端弯和柱轴力标准(kN·m)层次A柱B柱C柱D柱4-2.81-4.364.362.813-12.2-19.1419.1412.22-28.21-44.2644.2628.211-42.13-65.8265.8242.13图4-11地震剪力图(kN)图4-12地震轴力图(kN)

5．内力组合内力组合采用如下组合，梁的弯矩方向上部受拉为负，下部受拉为正。a）b）c）d）5.1竖向荷载弯矩调整1．框架梁弯矩调幅，EQMl0,Mr0：调幅前梁左梁右弯矩，β为调幅系数EQM中：弯矩调幅前梁跨中弯矩标准值EQM：弯矩调幅后梁跨中弯矩标准值表5-1恒载作用下的梁端弯矩调幅层次梁跨M0/2β调幅前弯矩标准值调幅后弯矩标准值梁左跨中梁右梁左跨中梁右4AB跨45.1650.8-28.8642.81-66.19-23.08852.315-52.952BC跨9.070.8-55.72-37.58-55.72-44.576-26.436-44.576CD跨45.1650.8-66.1942.81-28.86-52.95252.315-23.0883AB跨60.3250.8-55.6953.58-78.46-44.55266.995-62.768BC跨7.330.8-50.79-36.13-50.79-40.632-25.972-40.632CD跨60.3250.8-78.4653.58-55.69-62.76866.995-44.5522AB跨60.3250.8-56.0253-79.29-44.81666.531-63.432BC跨7.330.8-49.98-35.32-49.98-39.984-25.324-39.984CD跨60.3250.8-79.2953-56.02-63.43266.531-44.8161AB跨60.3250.8-48.257.65-77.81-38.5670.251-62.248BC跨7.330.8-52.43-37.77-52.43-41.944-27.284-41.944CD跨60.3250.8-77.8157.65-48.2-62.24870.251-38.56表5-2活载作用下的梁端弯矩调幅层次梁跨M0/2β调幅前弯矩标准值调幅后弯矩标准值梁左跨中梁右梁左跨中梁右4AB跨3.130.8-2.631.77-3-2.1042.333-2.4BC跨0.610.8-1.22-0.25-1.22-0.976-0.006-0.976CD跨3.130.8-31.77-2.63-2.42.333-2.1043AB跨7.820.8-10.5910.66-13.88-8.47213.107-11.104BC跨1.520.8-6.35-1.49-6.35-5.08-0.22-5.08CD跨7.820.8-13.8810.66-10.59-11.10413.107-8.4722AB跨7.820.8-11.3710.12-14.18-9.09612.675-11.344BC跨1.520.8-6.06-1.2-6.06-4.8480.012-4.848CD跨7.820.8-14.1810.12-11.37-11.34412.675-9.0961AB跨7.820.8-9.8311.14-13.67-7.86413.49-10.936BC跨1.520.8-6.72-1.86-6.72-5.376-0.516-5.376CD跨7.820.8-13.6711.14-9.83-10.93613.49-7.864表5-2活载作用下的梁端弯矩调幅层次梁跨M0/2β调幅前弯矩标准值调幅后弯矩标准值梁左跨中梁右梁左跨中梁右4AB跨3.130.8-2.631.77-3-2.1042.333-2.4BC跨0.610.8-1.22-0.25-1.22-0.976-0.006-0.976CD跨3.130.8-31.77-2.63-2.42.333-2.1043AB跨7.820.8-10.5910.66-13.88-8.47213.107-11.104BC跨1.520.8-6.35-1.49-6.35-5.08-0.22-5.08CD跨7.820.8-13.8810.66-10.59-11.10413.107-8.4722AB跨7.820.8-11.3710.12-14.18-9.09612.675-11.344BC跨1.520.8-6.06-1.2-6.06-4.8480.012-4.848CD跨7.820.8-14.1810.12-11.37-11.34412.675-9.0961AB跨7.820.8-9.8311.14-13.67-7.86413.49-10.936BC跨1.520.8-6.72-1.86-6.72-5.376-0.516-5.376CD跨7.820.8-13.6711.14-9.83-10.93613.49-7.864表5-2活载作用下的梁端弯矩调幅层次梁跨M0/2β调幅前弯矩标准值调幅后弯矩标准值梁左跨中梁右梁左跨中梁右4AB跨3.130.8-2.631.77-3-2.1042.333-2.4BC跨0.610.8-1.22-0.25-1.22-0.976-0.006-0.976CD跨3.130.8-31.77-2.63-2.42.333-2.1043AB跨7.820.8-10.5910.66-13.88-8.47213.107-11.104BC跨1.520.8-6.35-1.49-6.35-5.08-0.22-5.08CD跨7.820.8-13.8810.66-10.59-11.10413.107-8.4722AB跨7.820.8-11.3710.12-14.18-9.09612.675-11.344BC跨1.520.8-6.06-1.2-6.06-4.8480.012-4.848CD跨7.820.8-14.1810.12-11.37-11.34412.675-9.0961AB跨7.820.8-9.8311.14-13.67-7.86413.49-10.936BC跨1.520.8-6.72-1.86-6.72-5.376-0.516-5.376CD跨7.820.8-13.6711.14-9.83-10.93613.49-7.8645.2框架梁内力组合表5-54层框架梁内力组合梁跨截面内力恒载①活载②风载③地震④1.35×①+0.7×1.4×②1.2×①+1.4×(②±0.6×③)1.2×①+1.4×(0.7×②±③)1.2×(①+0.5②)±1.3×④)设计值左风右风左风右风左震右震AB跨梁左M-23.09-2.10-3.32-12.08-33.23-33.44-27.86-34.4211.13-44.67-13.26-44.67V59.7110.30-0.75-2.8190.7085.4486.7080.7015.5674.1881.4990.70跨中M52.322.33-0.62-1.9772.9165.5366.5664.204.9561.6266.7372.91V-6.46-0.78-0.75-2.81-9.49-9.47-8.21-9.572.26-11.87-4.57-11.87梁右M-52.95-2.402.098.15-73.84-65.15-68.66-62.97-12.24-54.39-75.58-75.58V-66.17-11.08-0.75-2.81-100.19-95.55-94.29-91.31-10.10-89.71-82.40-100.19BC跨梁左M-44.58-0.98-2.01-7.84-61.13-56.55-53.17-57.267.84-64.27-43.88-64.27V14.294.05-1.12-4.3623.2621.8823.7619.559.8713.9125.2525.25跨中M-26.44-0.010.000.00-35.69-31.73-31.73-31.73-0.01-31.73-31.73-35.69V0.000.00-1.12-4.360.00-0.940.94-1.575.01-5.675.67-5.67梁右M-44.58-0.982.017.84-61.13-53.17-56.55-51.63-10.18-43.88-64.27-64.27V-14.29-4.05-1.12-4.36-23.26-23.76-21.88-22.690.15-25.25-13.91-25.25CD跨梁左M-52.95-2.40-2.09-8.15-73.84-68.66-65.15-68.826.48-75.58-54.39-75.58V66.1711.08-0.75-2.81100.1994.2995.5589.2116.5082.4089.71100.19跨中M52.322.330.621.9772.9166.5665.5365.930.6566.7361.6272.91V6.460.78-0.75-2.819.498.219.477.474.144.5711.8711.87梁右M-23.09-2.103.3212.08-33.23-27.86-33.44-25.12-16.18-13.26-44.67-44.67V-59.71-10.30-0.75-2.81-90.70-86.70-85.44-82.80-9.16-81.49-74.18-90.70表5-63层框架梁内力组合梁跨截面内力恒载①活载②风载③地震④1.35×①+0.7×1.4×②1.2×①+1.4×(②±0.6×③)1.2×①+1.4×(0.7×②±③)1.2×(①+0.5②)±1.3×④)设计值左风右风左风右风左震右震AB跨梁左M-44.55-8.47-7.72-39.89-68.45-71.81-58.84-72.5738.11-110.40-6.69-110.40V0.000.00-1.83-9.390.00-1.541.54-2.5611.35-12.2112.21-12.21跨中M67.0013.11-1.13-6.10103.2997.8099.6991.6623.1780.3396.19103.29V0.000.00-1.83-9.390.00-1.541.54-2.5611.35-12.2112.21-12.21梁右M-62.77-11.105.4727.69-95.62-86.27-95.46-78.55-46.73-45.99-117.98-117.98V0.000.00-1.83-9.390.00-1.541.54-2.5611.35-12.2112.21-12.21BC跨梁左M-40.63-5.08-5.26-26.60-59.83-60.29-51.45-61.1025.99-86.39-17.23-86.39V0.000.00-2.92-14.780.00-2.452.45-4.0917.83-19.2119.21-19.21跨中M-25.97-0.220.000.00-35.28-31.47-31.47-31.38-0.26-31.30-31.30-35.28V0.000.00-2.92-14.780.00-2.452.45-4.0917.83-19.2119.21-19.21梁右M-40.63-5.085.2626.60-59.83-51.45-60.29-46.37-38.18-17.23-86.39-86.39V0.000.00-2.92-14.780.00-2.452.45-4.0917.83-19.2119.21-19.21CD跨梁左M-62.77-11.10-5.47-27.69-95.62-95.46-86.27-93.8620.08-117.98-4