瑞地事业发展有限公司综合楼设计-毕业设计（一榀框架计算书）

'南通大学毕业设计（论文）题目：瑞地事业发展有限公司综合楼设计　　　　　　　　姓名：　　指导教师：　　　　学科专业：　　土木工程　　南通大学建筑工程学院 南通大学毕业设计（论文）目录摘要1ABSTRACT21工程设计基本资料及计算参数11.1工程设计资料11.1.1工程概况及地质报告11.1.2构造做法11.2基本(材料)参数取用及设置依据21.3结构平面布置31.3.1框架梁柱截面尺寸确定41.4楼板荷载（参数）71.4.1楼板恒荷载与活荷载计算确定71.5荷载(作用)计算及计算简图91.5.1竖向荷载作用下的计算简图(恒荷载、活荷载、重力代表值)101.5.2水平荷载作用下的计算简图(风荷载、水平地震作用)501.6横向框架在水平荷载作用下的位移计算601.6.1横向框架在风荷载作用下的位移计算601.6.2横向框架在水平地震作用下的位移计算622内力计算与内力组合642.1横向框架在竖向荷载作用下的内力计算642.1.1恒荷载内力计算642.1.2活荷载内力计算762.1.3重力荷载代表值内力计算872.2横向框架在水平荷载作用下的内力计算972.2.1风荷载荷载内力计算972.2.2水平地震作用内力计算1042.3⑨轴横向框架内力组合110II 南通大学毕业设计（论文）2.3.1一般规定1102.3.2框架梁的内力组合1122.3.3框架柱的内力组合1303结构截面配筋设计1473.1框架梁截面设计1473.1.1框架梁非抗震截面设计1473.1.3框架梁抗震截面设计1523.2框架柱截面设计1673.1.1框架柱非抗震截面设计1673.1.3框架柱抗震截面设计1673.3楼板配筋计算1903.2楼梯配筋计算1973.2桩基配筋计算1994手算与PKPM电算结果对比2054.1恒荷载与恒荷载作用下内力对比2054.2活荷载与活荷载作用下内力对比2135施工方案设计221参考文献225致谢226II 1.工程设计基本资料及计算参数1.1工程设计资料1.1.1工程概况扬州市瑞地事业发展有限公司综合楼设计，采用现浇混凝土框架结构，主体结构为六层，1-6层得建筑层高分别为3.9m、3.6m、3.6m、3.6m、3.6m、3.6m。建筑面积约为4744m2。设计使用年限为五十年；安全等级二级；环境类别为二类；抗震设防类别丙类。室内外高差0.45m2。综合楼各层建筑平面图，剖面图，门窗表等详见建筑施工图。柱网布置如图1.1所示。图1.1结构柱网布置地质报告：根据地质勘察报告，勘察期间，测得场地孔隙潜水初见水位高程为2.70～2.80m，测得场地孔隙潜水稳定水位高程为2.60～2.70m，水位呈季节性变化且受大气降水影响明显，年变幅1.50m左右，历史最高水位为高程3.80m，此水位可作为抗浮设计水位。本工程拟采用桩基础，建（构）筑物基础（桩基）直接与地下水接触，常年而言处于湿润区、含水量≥30%的弱透水土层，该场地环境类型为Ⅱ类，根据《岩土工程勘察规范》（GB50021-2001）12.2.1～表12.2.4及表12.2.5-1～12.2.5-2判定地下水对混凝土无腐蚀，在长期浸水条件下对钢筋混凝土结构中的钢筋无腐蚀，在干湿交替条件下对钢筋混凝土结构中的钢筋具弱腐蚀，对钢结构有弱腐蚀。1.1.2构造做法（1）屋面防水：上人屋面采用铺地砖保护层上人屋面，局部小面积屋面卷材防水膨胀珍珠岩保温屋面，由专业防水施工队，按规程施工。（2）楼面防水：卫生间加设聚氨酯防水涂层，涂膜厚度2mm，分两次涂刷，管根嵌防水胶，地沟内侧做防水涂层。除注明外，此类房间标高均比相对应的楼面低20，凡有水湿的房间，楼地面找坡，坡向地漏或排水口，坡度0.5%-1%，以不积水为原则，凡~1~ 管道穿过此类房间，均预埋管套，高出地面30。（3）屋面做法：现浇钢筋混凝土屋面板，水泥石灰焦砂浆2%，最薄处40mm，20厚1：3水泥砂浆找平层，1.2厚合成高分子防水卷材，30厚挤塑聚苯保温板，20厚1:3水泥砂浆找平层，50厚C30细石混凝土内配C4@200双向钢筋，按施工规范设分仓缝。（4）墙体防潮：做法：采用30厚1:2水泥砂浆加5%防水剂（5）墙身砌筑：外墙：±0.000以下用长江淤泥粉煤灰烧结普通砖，规格：240×115×53，M5水泥砂浆砌筑。±0.000以上用240厚水泥炉渣空心砌块，M5混合砂浆砌筑。内墙：楼梯间四周墙体采用240厚长江淤泥粉煤灰烧结普通砖，卫生间1500高度以下的墙体均采用长江淤泥粉煤灰烧结普通砖，其余墙体除注明外都采用240厚水泥炉渣空心砌块，M5混合砂浆砌筑。（6）填充隔墙均砌至梁或板底，与结构框架柱及构造柱采用通长混凝土配筋带或拉结筋进行连接，板带设于门、窗洞口的上部及下部；窗洞口两侧预埋C20混凝土块锚固窗框。（7）外装修：为避免外墙雨水渗漏，外墙抹灰中加适量防水剂，并应保证砌筑水泥炉渣空心砌块时砂浆饱满，垂直和水平缝中均不可有漏浆现象。所有外饰表面，施工前均须有建筑师确认。（8）内装修，详见建筑施工设计总说明（9）凡露明铁件均刷防锈漆两度；凡砌体、混凝土接触的木材表面，均须做防腐处理。所有排水管（含埋设暗管）应加强防锈处理。1.2基本参数及设置依据安全等级确定:依据《混凝土结构设计规范》（GB50010-2002）第3.2.1条：根据建筑结构破坏后果的严重程度，建筑结构划分为三个安全等级本设计为二级。依据《混凝土结构设计规范》（GB50010-2002）第3.2.3条:对于安全等级为二级或使用年限为50年得结构构件，其重要性系数r0不应小于1.0，此处取1.0。抗震设防烈度：查《建筑抗震设计规范》（GB50011-2010）附录A.0.8可知，扬州的抗震设防烈度为七度，设计基本地震加速度为0.15g，设计地震分组为一组。基本风压：查《建筑结构荷载规范》(GB50009-2001)附录D.4可知，扬州地区50年一遇基本风压0.45kN/m2，地面粗糙类别为C类基本雪压：查《建筑结构荷载规范》（GB50009—2001）附表D.4可知，扬州地区50年一遇基本雪为0.3N/m²。~1~ 抗震等级：查《建筑抗震设计规范》（GB50011—2001）表6.1.2可知，设防烈度为7度，高度小于30m的一般框架抗震等级为三级。轴压比限值：查《建筑抗震设计规范》（GB50011—2001）表6.3.6可知，抗震等级为三级框架结构，框架柱轴压比限值取0.85。根据《混凝土设计规范》GB50010-2002表4.1.3，表4.2.3-1采用规范中表4.1.3本设计均采用混凝土强度C30：fck=20.1(N／mm2)，ftk=2.01(N／mm2)普通钢筋强度采用HRB400：fy=360(N／mm2)；fy′=360(N／mm2)1.3结构平面布置根据建筑功能要求及框架体系，通过分析荷载传递路线确定梁系布置方案，本工程的各层平面布置如图1.2、图1.3、图1.4~1~ 1.3.1框架梁柱截面尺寸确定(1)横向框架梁A-B跨：l0=6.7m，h=（1/10~1/14）l0=670~479mm取h=650mmb=(1/2~1/3)h=325~216mm取b=250mmB-C跨：l0=3.0m，h=（1/10~1/14）l0=300~214mm取h=300mmb=(1/2~1/3)h=150~100mm取b=200mm根据构造要求框架梁宽度不宜小于200因此取200mm(2)纵向框架梁A轴：l0=7.8m，h=（1/10~1/14）l0=780~557mm取h=700mmb=(1/2~1/3)h=325~233mm取b=250mmB轴：l0=7.8m，h=（1/10~1/14）l0=780~557mm取h=700mmb=(1/2~1/3)h=325~233mm取b=250mmC轴与A轴对称，计算数据取值均与A轴相同取h=700mm,b=250mmD轴与B轴对称，计算数据取值均与B轴相同取h=700mm,b=250(3)横向次梁l0=6.7m，h=（1/10~1/14）l0=670~479mm取h=600mmb=(1/2~1/3)h=300~200mm取b=250mm(4)纵向连梁l0=7.8m，h=（1/10~1/14）l0=780~557mm取h=650mmb=(1/2~1/3)h=325~233mm取b=250mm(5)轴⑦-⑧与⑧-⑨间卫生间次梁~1~ l0=3.9m，h=（1/10~1/14）l0=390~279mm取h=300mmb=(1/2~1/3)h=150~100mm取b=200mm(6)室外楼梯连梁（横纵尺寸相同）l0=3.0m，h=（1/10~1/14）l0=300~214mm取h=300mmb=(1/2~1/3)h=150~100mm取b=200mm由于类似悬挑，受力变形较大因此按框架梁要求选取框架柱截面尺寸确定(1)按轴压比要求初估框架柱截面尺寸框架柱的受荷面积如图1.5，框架柱选用C30混凝土，fc=14.3N/mm2。框架抗震等级为三级，轴压比μN=0.9，由轴压比初步估算框架柱截面尺寸时按式计算，柱轴向压力设计值按式计算。1)轴⑦与轴B相交中柱=1.25×14×（4.85×7.8）×6×1.05×1.0×1.0=4171（kN）因为bchc=600×600=360000（mm2）故取中柱截面尺寸600mm×600mm2)轴⑦与轴A相交边柱=1.25×14×（3.35×7.8）×6×1.05×1.0×1.0=3169（kN）考虑到边柱承受偏心荷载且跨度较大，故取A轴边柱截面尺寸为600mm×600mm~1~ 3)轴⑨与轴D相交中柱=1.25×14×（3.9×7.8）×6×1.05×1.0×1.0=3354（kN）取中柱截面尺寸600mm×600mm4)轴①与A轴相交角柱角柱虽然承受面荷载较小，但由于角柱受双向偏心荷载作用，受力复杂，故取截面尺寸与中柱相同为600mm×600mm5)室外楼梯边柱因纵向楼梯间跨度较小，受力面积小，适当减小截面面积以节约材料用量，故取截面尺寸为370×600mm(2)校核框架柱截面是否满足构造要求1)按构造要求，框架柱截面高度不宜小于400mm，宽度不宜小于350mm2)为避免发生剪切破坏，柱境界高与截面边之比宜大于4，取二层短柱高Hn=3600mm,故Hn/h=6＞43)框架柱截面高度和宽度一般可去层高的1/10~1/15，即h≥（1/10~1/15)Hn=(1/10~1/15)×3900=390~260mm综上所述，所选框架柱截面尺寸均满足构造要求1.4楼板荷载（参数）1.4.1楼板恒荷载与活荷载计算确定各层楼盖采用现浇钢筋混凝土梁板结构，梁系把楼盖分为一些和单向板，大部分板厚取100mm，雨篷，卫生间部分板取80mm恒荷载（相关材料面荷载根据《建筑结构荷载规范》（GB50009-2001）附录A查得）表1.1板厚100mm上人屋面恒荷载构造层面荷载kN/m2屋面装修荷载（水泥花砖地面25mm，包括水泥砂浆打底）0.6找平层：20厚水泥砂浆0.02×20=0.4防水层(刚性)：50厚C30细石混凝土防水0.05×25=1.25防水层(柔性)：三毡四油铺小石0.4~1~ 子找平层：20厚水泥砂浆0.02×20=0.4找坡层：40厚水泥石灰焦渣砂浆2%0.04×14=0.56保温层：30厚挤塑聚苯保温板0.03×0.5=0.15结构层：100厚现浇钢筋混凝土板0.1×25=2.5抹灰层：10厚混合砂浆0.01×17=0.17合计6.43取6.5表1.2板厚100mm标准层楼面恒荷载构造层面荷载kN/m2板面装修荷载1.1结构层：100厚现浇钢筋混凝土板0.1×25=2.5抹灰层：10厚混合砂浆0.01×17=0.17合计3.77取4.0表1.3板厚80mm雨篷恒荷载构造层面荷载kN/m240厚细石混凝土面层0.04×25=1.0防水层：二毡三油上铺小石子0.35找坡层：40厚水泥石灰焦渣砂浆0.04×14=0.56防水层：二毡三油上铺小石子0.35找平层：20厚水泥砂浆（1:3）0.02×20=0.4结构层：80厚现浇钢筋混凝土板0.08×25=2抹灰层：10厚板底粉刷0.01×20=0.2合计4.86取5.0~1~ 1.4（4）板厚80mm卫生间恒荷载构造层面荷载kN/m2板面装修荷载1.1找平层：20厚水泥砂浆（1:3）0.02×20=0.4防水层：二毡三油上铺小石子0.35结构层：80厚现浇钢筋混凝土板0.08×25=2蹲位折算荷载：考虑局部炉渣填高1.5抹灰层：10厚混合砂浆0.01×17=0.17合计5.52取5.6活荷载（《建筑结构荷载规范》（GB50009-2001）表4.1.1查得）表1.5建筑面均布活荷载标准值及其组合值、频遇值和准永久值系数序号类别活荷载标准值组合值系数频遇值系数准永久值系数1上人屋面活荷载2.00.70.50.42综合楼一般房间活荷载2.00.70.60.53走廊、门厅、楼梯活荷载2.50.70.60.54雨篷活荷载（按不上人屋面活荷载考虑）0.50.70.505卫生间活荷载2.00.70.50.46档案室活荷载2.50.70.60.51.5荷载（作用）计算及计算简图手算横向平面框架时应满足以下四个基本假定：(1)结构分析的弹性假定(2)平面结构假定在柱网正交布置情况下，可认为每一方向的水平力只由该方向的抗侧力结构承担，垂直该方向的抗侧力结构不受力，如图1.6所示，当抗侧力结构与主轴斜交时，在简化计算中可将抗侧力构件刚度转换到主轴方向上再进行计算~1~ 1.6平面结构假定计算简图（a）平面结构；（b）y方向抗侧力结构；（c）x方向抗侧力结构(3)楼板在自身平面内刚度假定建筑物在水平荷载作用下产生侧移时，楼板只有刚度位移，无变形。(4)水平荷载按位移协调原则分配在同一标高处的所以抗侧力结构的水平位移相等。1.5.1竖向荷载作用下的计算简图(恒荷载、活荷载、重力代表值)恒荷载计算简图假定框架柱嵌固于基础顶面上，框架梁与柱刚接，由于各层柱的截面尺寸不变，故框架梁的跨度等于柱截面形心之间的距离，所以AB跨为6700mm，BC跨为3000mm，CD跨为6700mm。底层柱高从基础顶面算至二层楼面，根据地质条件，室内外高差为-0.450m，基础顶面至室外地面通常取-0.500，为便于计算，本设计取基础顶面至室外地坪的距离为-0.550m，二楼楼面标高为+3.900m，故底层柱高为4.9m，其余各层柱高从楼面算至上一层楼面层高，即3.6m、3.6m、3.6m、3.6m、3.6m。以⑨轴线横向框架为例，该榀框架的计算简图如图1.7所示⑴第一层框架计算简图~1~ 第一层框架梁布置如图1.8所示，第一层面板布置如图1.9所示，为方便荷载整理已标明梁板。说明：双向板沿两个方向传给支撑梁的荷载划分是从每个区格板得四角作与半边成45o的斜线，这些斜线与平行于长边的中线相交，每块板都被划分成四小块，假定每小块板上的荷载就近传给其支撑梁，因此板传给梁上的荷载为三角形长跨梁上的荷载为梯形。对于梁的自重或直接作用在梁上的其他荷载按实际情况考虑，为了便于计算，通常需要将三角形或梯形荷载换算成等效均布荷载，等效均布荷载是按照支座固端弯矩等效的原则来确定的。三角形荷载（图1.10）作用是：；梯形荷载（图1.11）作用时：~1~ 分析图1.8和图1.9的荷载传递，⑨轴线第一层的框架简图如图1.12所示，在AB跨和CD跨作用有梯形分布的荷载，等效简图如图1.13所示，图中集中力作用点由A、B、C、D、E、F等6个，如FA表示作用在A点的集中力，表示作用在BC范围内的均布荷载，下面计算第一层楼面梁传给⑨轴线横向框架的恒荷载，求出第一层框架计算简图①计算1)板E传递的荷载，板E得面荷载为4.0kN/m2(由表1.2查知)，由图1.8可知，传递给AB段为梯形荷载，等效转化为均布荷载为：(kN/m)因为左右两边板E传递荷载，故板E传递荷载为：6.67×2=13.3(kN/m)2)KL-2自重及抹灰KL-2(250mm×650mm)自重：25×0.25×(0.65-0.1)=3.438(kN/m)；抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.65-0.1)×2×17=0.187(kN/m)小计：3.438+0.187=3.63(kN/m)3)墙体荷载，墙体选用240mm水泥炉渣空心砌块，容重γ=8kN/m3。填充墙外墙面荷载计算见表1.6，填充墙内墙面荷载计算见表1.7表1.6填充墙外墙荷载~1~ 构造层面荷载(kN/m2)墙体自重8×0.24=1.92贴瓷砖外墙面0.5水泥粉刷内墙面0.3610厚水泥砂浆抹灰0.01×17=0.17合计2.95取3.0表1.7填充墙内墙荷载构造层面荷载(kN/m2)墙体自重8×0.24=1.92水泥粉刷内墙面0.36水泥粉刷内墙面0.36合计2.64取2.7故AB段墙体荷载为：2.7×(3.6-0.65)=7.97(kN/m)4)荷载小计：=13.3+3.36+7.97=24.9(kN/m)②计算部分只有梁自重及抹灰，即=25×0.2×(0.3-0.1)+0.01×(0.3-0.1)×2×17=1.07(kN/m)③FB计算由图1.8可知，FB是由KL-1(b)传递来的集中力，KL-1(b)的计算简图如图1.14所示P1)和计算。包括KL-1(b)自重和抹灰，板D传来的荷载以及梁上墙体荷载。KL-1(b)(250mm×700mm)自重：25×0.25×(0.7-0.1)=3.75(kN/m)抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.7-0.1)×2×17=0.204(kN/m)~1~ 板D传来的荷载，由表1.2可知板D面荷载为4.0kN/m2，传递给KL-1(b)的线荷载为：4.0×3.0÷2=6.0(kN/m)KL-1(b)梁上墙荷载：KL-1(b)两跨上的墙体荷载不同，左跨内的墙长为7.8m，由两个门M-3：1.0m×2.4m(门荷载为0.15kN/m2)，右跨内的墙长7.8m，有一个门M-5：1.5m×2.4m(门荷载为0.45kN/m2)，有一扇窗C-8：2.4m×1.95m(窗荷载为0.45kN/m2)，简化为均布线荷载为：=5.85(kN/m)因此=3.75+0.204+5.85+6.0=15.8(kN/m)为板E传来的荷载，板E的面荷载为4.0(kN/m)(由表1.2可知)，板E传来的荷载为三角形荷载，等效转化为均布荷载为：=5/8×4.0×1.95=4.88(kN/m)小计+=15.8+4.88=20.68(kN/m)2)FL-1计算FL-1为L-1传递的集中荷载，L-1的计算简图如图1.15所示为梁自重、抹灰与一边墙荷载(L-1(b)上此层无墙)L-1(a)(250mm×600mm)自重：25×0.25×(0.6-0.1)=3.125(kN/m)抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.6-0.1)×2×17=0.17(kN/m)墙荷载：2.7×(3.6-0.6)=8.1(kN/m)=3.13+0.17+8.1=11.4(kN/m)为板E传来的荷载，板E的面荷载为4.0kN/m2，传给L-1为梯形荷载，等效转化为均布荷载为：=13.3(kN/m)(计算时已求得)FL-1(a)=(+)×6.7÷2=(11.4+13.3)×6.7÷2=82.75(kN)FL-1(b)=(+)×6.7÷2=(3.3+13.3)×6.7÷2=55.61(kN)3)FB计算由图1.14可知FB=(+)×7.8+FL-1(a)/2+FL-1(b)/2=20.68×7.8+82.75/2+55.61/2=230.5(kN)~1~ ④计算部分包括KL-2自重、抹灰、板E传来的荷载和梁上的墙体荷载KL-2(250mm×650mm)自重：25×0.25×(0.65-0.08)=3.56(kN/m)因为梁两边板厚不同，一边100mm，一边80mm，近似取80mm。抹灰层：0.01×(0.65-0.08)×2×17=0.194(kN/m)梁上墙体荷载：2.7×(3.6-0.65)=7.97(kN/m)板E传来的荷载为梯形荷载等效转化为均布荷载：q=6.67(kN/m)小计：=3.56+0.194+7.97+6.67=18.35(kN/m)⑤计算部分包括KL-2自重、抹灰、板E传递面荷载、板C传递面荷载和梁上的墙体荷载KL-2(250mm×650mm)自重：25×0.25×(0.65-0.08)=3.56(kN/m)因为梁两边板厚不同，一边100mm，一边80mm，近似取80mm。抹灰层：0.01×(0.65-0.08)×2×17=0.194(kN/m)梁上墙体荷载：2.7×(3.6-0.65)=7.97(kN/m)板E传来的荷载为梯形荷载等效转化为均布荷载：q=6.67(kN/m)板C的面荷载为5.6kN/m2由表1.4可查知，由图1.9可知，传递给FD段为梯形荷载，等效转化为均布荷载为：(kN/m)小计：=3.56+0.194+7.97+6.67+7.83=26.22(kN/m)⑥计算部分包括KL-2自重、抹灰和梁上的墙体荷载KL-2(250mm×650mm)自重：25×0.25×(0.65-0.08)=3.56(kN/m)因为梁两边板厚不同，一边100mm，一边80mm，近似取80mm。抹灰层：0.01×(0.65-0.08)×2×17=0.194(kN/m)梁上墙体荷载：2.7×(3.6-0.65)=7.97(kN/m)小计：=3.56+0.194+7.97=11.62(kN/m)⑦FC计算由图1.8可知，FC是由KL-1(c)传递来的集中力，KL-1(c)的计算简图如图1.16所示~1~ 1)计算。包括KL-1(c)自重(梁两边板厚不同，一边100mm，一边80mm，近似取80mm)和抹灰，板D、板H传来的荷载以及梁上墙体荷载。KL-1(c)(250mm×700mm)自重：25×0.25×(0.7-0.08)=3.875(kN/m)抹灰层：0.01×(0.7-0.08+0.7-0.1)×17=0.207(kN/m)KL-1(c)上墙体荷载：墙长为7.8m，有两个门，M-3：1.0m×2.4m，简化为均不线荷载为：板H传递的线荷载为：5.6×3÷2=8.4(kN/m)板D传递的线荷载为：4.0×3÷2=6.0(kN/m)小计：=3.875+0.207+6.26+8.4+6.0=24.74(kN/m)2)计算包括KL-1(c)自重和抹灰，板D、板E传来的荷载以及梁上墙体荷载。KL-1(c)(250mm×700mm)自重及抹灰：25×0.25×(0.7-0.1)+0.01×(0.7-0.1)×34=3.954(kN/m)KL-1(c)上墙体荷载：墙长为7.8m，有两个门，M-3：1.0m×2.4m，简化为均布线荷载为：板D传递的线荷载为：4.0×3÷2=6.0(kN/m)板E传递的线荷载为：4.88(kN/m)(FB中已求的)小计：=3.954+6.26+6.0+4.88=21.09(kN/m)3)FL-1(b)B计算FL-1(b)B为L-1(b)B传递的集中荷载，L-1(b)的计算简图如图1.17所示包括L-1(b)自重、抹灰和梁上墙体荷载L-1(b)(250mm×600mm)自重：25×0.25×(0.6-0.08)=3.25(kN/m)抹灰层：0.01×(0.6-0.08)×2×17=0.18(kN/m)~1~ 梁上墙体荷载：2.7×(3.6-0.6)=8.1(kN/m)=3.25+0.18+8.1=11.53(kN/m)包括L-1(b)自重、抹灰和梁上墙体荷载L-1(b)自重及抹灰：3.43(kN/m)梁上墙体荷载，墙长4.6m，无洞口：2.7×(3.6-0.6)=8.1(kN/m)=3.43+8.1=11.53(kN/m)为板C传来的梯形荷载(由表1.4可知，板C的面荷载为5.6kN/m2)等效转化均布荷载为：=7.83(kN/m)(求时已得)FLL-2为LL-2传来的集中力。LL-2的计算简体如图1.18所示包括LL-2自重、抹灰和梁上墙体荷载及板H传递荷载LL-2(200mm×300mm)自重：25×0.2×(0.3-0.08)=1.1(kN/m)抹灰层：0.01×(0.3-0.08)×2×17=0.075(kN/m)板H传递来的荷载，由表1.4可知板H面荷载为5.6kN/m2，传递给LL-2的线荷载为：5.6×2.1÷2=5.88(kN/m)LL-2上墙体荷载，墙长7.8m，有两个门M-4：0.8m×2.1m，简化为均布荷载为：=1.1+0.075+5.88+7.8=14.9(kN/m)为板C传递给LL-2的三角形荷载，等效转化为均布荷载为：=5.6×1.95×5/8=6.83(kN/m)~1~ FLL-2=(+)×3.9=(14.9+6.83)×3.9=84.7(kN)则FL-1(b)B=11.53×2.1×5.65÷6.7+84.7×4.6÷6.7+(11.53+7.83)×4.6×2.3÷6.7=109.1(kN)FL-1(b)C=11.53×2.1×1.05÷6.7+84.7×2.1÷6.7+(11.53+7.83)×4.6×4.4÷6.7=88.9(kN)4)FL-1(a)计算FL-1(a)是L-1(a)传递的集中荷载，L-1(a)的计算简图如图1.19所示包括L-1(a)自重，抹灰和梁上墙体荷载L-1(a)(250mm×600mm)自重：25×0.25×(0.6-0.1)=3.125(kN/m)抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.6-0.1)×2×17=0.17(kN/m)墙荷载：2.7×(3.6-0.6)=8.1(kN/m)=3.13+0.17+8.1=11.4(kN/m)为板E传来的荷载，板E的面荷载为4.0kN/m2，传给L-1为梯形荷载，等效转化为均布荷载为：=13.3(kN/m)(计算时已求得)FL-1(a)B=FL-1(a)C=(+)×6.7÷2=(11.4+13.3)×6.7÷2=82.75(kN)5)FC计算FC=×3.9+FL-1(a)B/2+×3.9+FL-1(b)B/2=24.74×3.9+(109.1+82.75)/2+21.09×3.9=274.64(kN)⑧FF计算FF是由LL-2传递的集中荷载，LL-2的计算已在FC中求得为：FLL-2=84.7(kN)因此FF=FLL-2/2=42.4(kN)⑨FD计算FD是由KL-1(d)传递的集中荷载，KL-1(d)的计算简图如图1.20所示1)计算~1~ 包括KL-1(d)自重，抹灰和板F传递的荷载KL-1(d)(250mm×700mm)自重：25×0.25×(0.7-0.08)=3.875(kN/m)抹灰层：0.01×(0.7-0.08)×2×17=0.2108(kN/m)板F传递的荷载：板F的面荷载两边不同，卫生间一边为5.6kN/m2，房间一边为4.0kN/m2，分别由表1.4与表1.2查得卫生间一边板F传递给KL-1(d)的线荷载为：5.6×1.1÷2=3.08(kN/m)房间一边板F传递给KL-1(d)的线荷载为：4.0×1.1÷2=2.2(kN/m)小计：=3.88+0.2108+3.08=7.17(kN/m)，=3.88+0.2108+2.2=6.29(kN/m)为板C传递给KL-1(d)的三角形荷载，等效转化为均布荷载为：=5.6×1.95×5/8=6.83(kN/m)为板E传递给KL-1(d)的三角形荷载，等效转化为均布荷载为：=4.0×1.95×5/8=4.88(kN/m)2)FL-1(b)C与FL-1(a)C在(7)中已求得：FL-1(b)C=88.9kN；FL-1(a)C=82.7kN3)FD计算FD=(+++)×3.9+FL-1(b)C/2+FL-1(a)C/2=(7.17+6.29+6.83+4.88)×3.9+47.55+44.49=190.3kN⑩FE计算FE是由LL-1(a)与LL-1(b)传递来的集中荷载，LL-1(a)与LL-1(b)的计算简图如图1.211)是LL-1(a)的自重，抹灰与梁上墙体荷载LL-1(a)(250mm×650mm)自重：25×0.25×(0.65-0.08)=3.56(kN/m)抹灰层：0.01×(0.65-0.08)×2×17=0.19(kN/m)LL-1(a)上墙体：墙长7.8m，有两扇窗C-12：1.5m×1.95m(窗的面荷载为0.45kN/m2)简化为均布线荷载为：~1~ 小计：=3.56+0.19+6.94=10.69(kN/m)2)是LL-1(b)的自重。抹灰与梁上墙体荷载LL-1(b)(250mm×650mm)自重：25×0.25×(0.65-0.1)=3.44(kN/m)抹灰层：0.01×(0.65-0.1)×2×17=0.187(kN/m)LL-1(b)上墙体：墙长7.8m，有两扇窗C-11：2.5m×1.95m(窗的面荷载为0.45kN/m2)简化为均布线荷载为：小计：=3.44+0.187+5.66=9.29(kN/m)3)是板F传递给LL-1(a)的荷载为：=5.6×1.1÷2=3.08(kN/m)4)是板F传递给LL-1(b)的荷载为：=4.0×1.1÷2=2.2(kN/m)5)FL-1(b)D与FL-1(a)D为L-1(b)与L-1(a)传递的集中荷载，包括梁自重，抹灰与梁上墙体荷载为：FL-1(b)D=(3.43+8.1)×1.1/2=6.34kN；FL-1(a)D=(3.3+8.1)×1.1/2=6.27kN6)FE计算FE=(+++)×3.9+FL-1(b)D/2+FL-1(a)D/2=104.8kNFA计算FA是由KL-1(a)传递来的集中荷载，KL-1(a)计算简图如图1.22所示1)包括KL-1(a)自重和抹灰以及梁上墙体荷载。KL-1(a)(250mm×700mm)自重：25×0.25×(0.7-0.1)=3.75(kN/m)抹灰层：(梁外侧为面砖，近似按和梁内侧相同的抹灰)：0.01×(0.7-0.1)×2×17=0.204(kN/m)KL-1(a)上墙体荷载：KL-1(a)两跨上的墙体荷载相同，一跨内墙长7.8m，有两扇窗C-11：~1~ 2.5m×1.95m(窗的面荷载为0.45kN/m2)简化为均布线荷载为：小计：=3.73+0.204+5.51=9.47(kN/m)2)计算是由板E传递的三角形荷载，等效转化为均布荷载为：=4.88(kN/m)(求FB中已得)3)FA计算FA=(+)×7.8+FL-1(求FB中已得)=14.35×7.8+82.75/2+55.6/2=181.1(kN)第一层框架最终计算简图根据前面的计算结果，画出第一层框架的最终恒荷载计算简图，如图1.23所示单位：F：kNq：kN/m⑵第二层框架计算简图第二层框架梁布置如图1.24所示，第二层面板布置如图1.25所示，为方便荷载整理已标明梁板。~1~ 分析图1.24和图1.25的荷载传递，⑨轴线第二层的框架简图如图1.26所示，在AB跨和CD跨作用有梯形分布的荷载，等效简图如图1.27所示，图中集中力作用点由A、B、C、D、E、F等6个，下面计算第二层楼面梁传给⑨轴线横向框架的恒荷载，求出第二层框架计算简图。①计算计算同第一层：=13.3+3.36+7.97=24.9(kN/m)②计算部分只有梁自重及抹灰，即=25×0.2×(0.3-0.1)+0.01×(0.3-0.1)×2×17=1.07(kN/m)③FB计算由图1.24可知，FB是由KL-1(b)传递来的集中力，KL-1(b)的计算简图如图1.28所示1)和计算。包括KL-1(b)自重和抹灰，板D传来的荷载以及梁上墙体荷载。KL-1(b)(250mm×700mm)自重：25×0.25×(0.7-0.1)=3.75(kN/m)~1~ 抹灰层10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.7-0.1)×2×17=0.204(kN/m)板D传来的荷载，由表1.2可知板D面荷载为4.0kN/m2，传递给KL-1(b)的线荷载为：4.0×3.0÷2=6.0(kN/m)KL-1(b)梁上墙荷载：KL-1(b)两跨上的墙体荷载相同，一跨墙长为7.8m，由两个门M-3：1.0m×2.4m(门荷载为0.15kN/m2)，简化为均布线荷载为：因此=3.75+0.204+6.26+6.0=16.21(kN/m)为板E传来的荷载，板E的面荷载为4.0(kN/m)(由表1.2可知)，板E传来的荷载为三角形荷载，等效转化为均布荷载为：=5/8×4.0×1.95=4.88(kN/m)小计+=16.21+4.88=21.09(kN/m)2)FL-1计算FL-1为L-1传递的集中荷载，L-1的计算简图如图1.29所示为梁自重、抹灰与一边墙荷载(L-1(b)上此层无墙)L-1(a)(250mm×600mm)自重：25×0.25×(0.6-0.1)=3.125(kN/m)抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.6-0.1)×2×17=0.17(kN/m)墙荷载：2.7×(3.6-0.6)=8.1(kN/m)=3.13+0.17+8.1=11.4(kN/m)为板E传来的荷载，板E的面荷载为4.0kN/m2，传给L-1为梯形荷载，等效转化为均布荷载为：=13.3(kN/m)(计算时已求得)FL-1=(+)×6.7÷2=(11.4+13.3)×6.7÷2=82.75(kN)3)FB计算由图1.28可知FB=(+)×7.8+FL-1=21.09×7.8+82.75=247.3(kN)④计算部分包括KL-2自重、抹灰、板E传来的荷载和梁上的墙体荷载计算同第一层：=3.56+0.194+7.97+6.67=18.35(kN/m)⑤计算~1~ 部分包括KL-2自重、抹灰、板E传递面荷载、板C传递面荷载和梁上的墙体荷载计算同第一层：=3.56+0.194+7.97+6.67+7.83=26.22(kN/m)⑥计算部分包括KL-2自重、抹灰和梁上的墙体荷载计算同第一层：=3.56+0.194+7.97=11.62(kN/m)⑦FC计算由图1.24可知，FC是由KL-1(c)传递来的集中力，KL-1(c)的计算简图如图1.30所示1)计算。包括KL-1(c)自重(梁两边板厚不同，一边100mm，一边80mm，近似取80mm)和抹灰，板D、板H传来的荷载以及梁上墙体荷载。计算同第一层：=3.875+0.207+6.26+8.4+6.0=24.74(kN/m)2)计算包括KL-1(c)自重和抹灰，板D、板E传来的荷载以及梁上墙体荷载。计算同第一层：=3.954+6.26+6.0+4.88=21.09(kN/m)3)FL-1(b)B计算FL-1(b)B为L-1(b)B传递的集中荷载。计算同第一层：FL-1(b)B=11.53×2.1×5.65÷6.7+84.7×4.6÷6.7+(11.53+7.83)×4.6×2.3÷6.7=109.1kNFL-1(b)C=11.53×2.1×1.05÷6.7+84.7×2.1÷6.7+(11.53+7.83)×4.6×4.4÷6.7=88.9kN4)FL-1(a)计算FL-1(a)为L-1(a)传递的集中荷载。计算同第一层：FL-1(a)B=FL-1(a)C=(+)×6.7÷2=(11.4+13.3)×6.7÷2=82.75(kN)5)FC计算FC=×3.9+FL-1(a)B/2+×3.9+FL-1(b)B/2=24.74×3.9+(109.1+82.75)/2+21.09×3.9=274.64(kN)⑧FF计算~1~ FF是由LL-2传递的集中荷载，LL-2的计算已在FC中求得为：FLL-2=84.7(kN)因此FF=FLL-2/2=42.4(kN)⑨FD计算FD是由KL-1(d)传递的集中荷载，KL-1(d)的计算简图如图1.31所示1)计算包括KL-1(d)自重，抹灰和板F传递的荷载(此处F板面荷载为5.6kN/m2)计算同第一层：=3.88+0.2108+3.08=7.17(kN/m)2)计算包括KL-1(d)自重，抹灰和板F传递的荷载(此处F板面荷载为4.0kN/m2)计算同第一层：=3.88+0.2108+2.2=6.29(kN/m)3)、为板C传递给KL-1(d)的三角形荷载，等效转化为均布荷载为：=5.6×1.95×5/8=6.83(kN/m)；=4.0×1.95×5/8=4.88(kN/m)4)FL-1(b)C与FL-1(a)C在(7)中已求得：FL-1(b)C=88.9kN；FL-1(a)C=82.7kN5)FD计算FD=(+++)×3.9+FL-1(b)C/2+FL-1(a)C/2=(7.17+6.29+6.83+4.88)×3.9+47.55+44.49=190.3kN⑩FE计算FE是由LL-1(a)与LL-1(b)传递来的集中荷载。计算同第一层：FE=(+++)×3.9+FL-1(b)D/2+FL-1(a)D/2=104.8kNFA计算FA是由KL-1(a)传递来的集中荷载，KL-1(a)计算简图如图1.32所示~1~ 1)包括KL-1(a)自重和抹灰以及梁上墙体荷载。KL-1(a)(250mm×700mm)自重：25×0.25×(0.7-0.1)=3.75(kN/m)抹灰层：(梁外侧为面砖，近似按和梁内侧相同的抹灰)：0.01×(0.7-0.1)×2×17=0.204(kN/m)KL-1(a)上墙体荷载：KL-1(a)两跨上的墙体荷载相同，一跨内墙长7.8m，有两扇窗C-11：2.5m×1.95m(窗的面荷载为0.45kN/m2)简化为均布线荷载为：小计：=3.73+0.204+5.51=9.47(kN/m)2)计算是由板E传递的三角形荷载，等效转化为均布荷载为：=4.88(kN/m)(求FB中已得)3)FA计算FA=(+)×7.8+FL-1(求FB中已得)=14.35×7.8+82.75=194.7(kN)第二层框架最终计算简图根据前面的计算结果，画出第二层框架的最终恒荷载计算简图，如图1.33所示单位：F：kNq：kN/m(3)第三、四层框架计算简图由于第三、四层楼面梁布置与第二层完全相同，并且楼面板厚，用料，门窗布置与第二层完全相同。因此第三、四层框架计算简图与第二层框架计算简图完全相同。由此可知，第三、四层框架的最终恒荷载计算简图，如图1.34所示~1~ (4)第五层框架计算简图第五层楼面梁板布置与第二层完全相同，因此梁板布置图见第二层梁板布置图即图1.24与图1.25所示，分析图1.24和图1.25的荷载传递，⑨轴线第五层的框架简图如图1.35所示，在AB跨和CD跨作用有梯形分布的荷载，等效简图如图1.36所示，图中集中力作用点由A、B、C、D、E、F等6个，下面计算第五层楼面梁传给⑨轴线横向框架的恒荷载，求出第五层框架计算简图①计算计算同第一层：=13.3+3.36+7.97=24.9(kN/m)②计算部分只有梁自重及抹灰，即=25×0.2×(0.3-0.1)+0.01×(0.3-0.1)×2×17=1.07(kN/m)③FB计算由图1.24可知，FB是由KL-1(b)传递来的集中力，KL-1(b)的计算简图如图1.37所示~1~ 1)和计算。包括KL-1(b)自重和抹灰，板D传来的荷载以及梁上墙体荷载。KL-1(b)(250mm×700mm)自重：25×0.25×(0.7-0.1)=3.75(kN/m)抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.7-0.1)×2×17=0.204(kN/m)板D传来的荷载，由表1.2可知板D面荷载为4.0kN/m2，传递给KL-1(b)的线荷载为：4.0×3.0÷2=6.0(kN/m)KL-1(b)梁上墙荷载：KL-1(b)两跨上的墙体荷载不同，左跨墙长为7.8m，由两个门M-3：1.0m×2.4m(门荷载为0.15kN/m2)，右跨墙长为7.8m，由两个门，一个M-3：1.0m×2.4m，另一个M-5：1.5m×2.4m(门荷载为0.15kN/m2)简化为均布线荷载为：=6.13(kN/m)因此=3.75+0.204+6.13+6.0=16.1(kN/m)为板E传来的荷载，板E的面荷载为4.0(kN/m)(由表1.2可知)，板E传来的荷载为三角形荷载，等效转化为均布荷载为：=5/8×4.0×1.95=4.88(kN/m)小计+=16.1+4.88=20.96(kN/m)2)FL-1计算FL-1为L-1传递的集中荷载。计算同第二层：FL-1=(11.4+13.3)×6.7÷2=82.75(kN)3)FB计算由图1.28可知FB=(+)×7.8+FL-1=20.96×7.8+82.75=246.3(kN)④计算部分包括KL-2自重、抹灰、板E传来的荷载和梁上的墙体荷载计算同第一层：=3.56+0.194+7.97+6.67=18.35(kN/m)⑤计算部分包括KL-2自重、抹灰、板E传递面荷载、板C传递面荷载和梁上的墙体荷载计算同第一层：=3.56+0.194+7.97+6.67+7.83=26.22(kN/m)⑥计算部分包括KL-2自重、抹灰和梁上的墙体荷载计算同第一层：=3.56+0.194+7.97=11.62(kN/m)~1~ ⑦FC计算由图1.24可知，FC是由KL-1(c)传递来的集中力，计算同第一层：FC=×3.9+FL-1(a)B/2+×3.9+FL-1(b)B/2=24.74×3.9+(109.1+82.75)/2+21.09×3.9=274.64(kN)⑧FF计算FF是由LL-2传递的集中荷载，LL-2的计算已在FC中求得为：FLL-2=84.7(kN)因此FF=FLL-2/2=42.4(kN)⑨FD计算FD是由KL-1(d)传递的集中荷载。计算同第一层：FD=(7.17+6.29+6.83+4.88)×3.9+47.55+44.49=190.3(kN)⑩FE计算FE是由LL-1(a)与LL-1(b)传递来的集中荷载。计算同第一层：FE=(+++)×3.9+FL-1(b)D/2+FL-1(a)D/2=104.8(kN)FA计算FA是由KL-1(a)传递来的集中荷载。计算同第二层：FA=(+)×7.8+FL-1(求FB中已得)=14.35×7.8+82.75=194.7(kN)第五层框架最终计算简图，如图1.38所示单位：F：kNq：kN/m(5)第六层框架计算简图第六层框架梁布置如图1.39所示，第六层面板布置如图1.40所示，为方便荷载整理已标明梁板。~1~ 分析图1.39和图1.40的荷载传递，⑨轴线第六层的框架简图如图1.41所示，在AB跨和CD跨作用有梯形分布的荷载，等效简图如图1.42所示，求出第六层框架计算简图①计算包括KL-2自重，抹灰和板E传递的荷载1)板E得面荷载为6.5kN/m2(由表1.1查知)，由图1.39可知，传递给AB段为梯形荷载，等效转化为均布荷载为：(kN/m)~1~ 因为左右两边板E传递荷载，故板E传递荷载为：10.84×2=21.68(kN/m)2)KL-2自重及抹灰梁(250mm×650mm)自重：25×0.25×(0.65-0.1)=3.438(kN/m)；抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.65-0.1)×2×17=0.187(kN/m)小计：3.438+0.187=3.63(kN/m)3)荷载小计：=21.68+3.36=25.3(kN/m)②计算部分只有梁自重及抹灰，即=25×0.2×(0.3-0.1)+0.01×(0.3-0.1)×2×17=1.07(kN/m)③FB计算由图1.39可知，FB是由KL-1(b)传递来的集中力，KL-1(b)的计算简图如图1.43所示1)和计算。包括KL-1(b)自重、抹灰和板D传来的荷载KL-1(b)(250mm×700mm)自重：25×0.25×(0.7-0.1)=3.75(kN/m)抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.7-0.1)×2×17=0.204(kN/m)板D传来的荷载，由表1.1可知板D面荷载为6.5kN/m2，传递给KL-1(b)的线荷载为：6.5×3.0÷2=9.75(kN/m)=3.75+0.204+9.75=13.7(kN/m)为板E传来的荷载，板E的面荷载为6.5(kN/m)(由表1.1可知)，板E传来的荷载为三角形荷载，等效转化为均布荷载为：=5/8×6.5×1.95=7.92(kN/m)小计+=13.7+7.92=21.6(kN/m)2)FL-1计算FL-1为L-1传递的集中荷载，L-1的计算简图如图1.44所示~1~ 为梁自重、抹灰L-1(250mm×600mm)自重：25×0.25×(0.6-0.1)=3.125(kN/m)抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.6-0.1)×2×17=0.17(kN/m)=3.125+0.17=3.3(kN/m)为板E传来的荷载，板E的面荷载为6.5kN/m2，传给L-1为梯形荷载，等效转化为均布荷载为：=21.68(kN/mFL-1=(+)×6.7÷2=(3.3+21.68)×6.7÷2=83.7(kN)3)FB计算FB=(+)×7.8+FL-1=21.6×7.8+83.7=252.18(kN)④计算包括KL-2自重，抹灰和板E传来的荷载计算同，=3.62+21.68=25.3(kN/m)⑤计算部分包括KL-2自重和抹灰梁(250mm×650mm)自重：25×0.25×(0.65-0.1)=3.438(kN/m)；抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.65-0.1)×2×17=0.187(kN/m)=3.438+0.187=3.62(kN/m)⑥FC计算FC是由KL-1(c)传递来的集中力，KL-1(c)的计算简图如图1.45所示FC与FB堆对称，受力相同因此：FC=FB=252.18kN⑦FD计算FD是由KL-1(d)传递的集中荷载，KL-1(d)的计算简图如图1.46所示~1~ 1)计算包括KL-1(d)自重，抹灰和板F传递的荷载（F板面荷载为6.5kN/m2)KL-1(d)(250mm×700mm)自重：25×0.25×(0.7-0.1)=3.75(kN/m)抹灰层：0.01×(0.7-0.1)×2×17=0.204(kN/m)板F传递的荷载：6.5×1.1÷2=3.58(kN/m)2)计算为板E传递的荷载（板E面荷载为6.5kN/m2)=5/8×6.5×1.95=7.92(kN/m)3)FL-1为L-1传递的集中荷载，FL-1=(+)×6.7÷2=(3.3+21.68)×6.7÷2=83.7(kN)((3)中已求得)4)FD计算FD=(+)×7.8+FL-1=(7.53+7.92)×7.8+83.7=204.21(kN)⑧FE计算FE是由LL-1传递来的集中荷载，LL-1的计算简图如图1.47所示1)计算包括LL-1自重，抹灰和板F传递的荷载（F板面荷载为6.5kN/m2)=25×0.25×(0.65-0.1)+0.01×(0.65-0.1)×2×17=3.627(kN/m)2)计算为板F传递的荷载（板F面荷载为6.5kN/m2)：=6.5×1.1÷2=3.58(kN/m)3)FE计算~1~ FE=(+)×7.8=(3.627+3.58)×7.8=56.2(kN)⑨FA计算FA是由KL-1(a)传递来的集中荷载，KL-1(a)计算简图如图1.48所示1)包括KL-1(a)自重和抹灰=25×0.25×(0.7-0.1)+0.01×(0.7-0.1)×2×17=3.95(kN/m)2)计算是由板E传递的三角形荷载，等效转化为均布荷载为：=7.92(kN/m)(求FB中已得)3)FA计算FA=(+)×7.8+FL-1(求FB中已得)=11.67×7.8+83.7=176.3(kN)⑩第六层框架最终计算简图根据前面的计算结果，画出第六层框架的最终恒荷载计算简图，如图所示单位：F：kNq：kN/m(6)恒荷载作用下横向框架的计算简图汇总前面各层的计算简图，画出恒荷载作用下的横向框架计算简图，如图1.50所示~1~ 单位：F：kNq：kN/m活荷载作用下的计算简图(1)第一层框架计算简图第一层楼面梁布置如图1.8所示，第一层楼面板布置如图1.9所示，活荷载与恒荷载的平面传递方式相同。分析图1.8与图1.9的荷载传递，⑨轴线第一层的框架简图如图1.51所示~1~ ①计算为板E传递的荷载，板E得面荷载为2.0kN/m2(由表1.2查知)，由图1.8可知，传递给AB段为梯形荷载，等效转化为均布荷载为：(kN/m)因为左右两边板E传递荷载，故板E传递荷载为：3.34×2=6.67(kN/m)②计算为板E传来的荷载为梯形荷载等效转化为均布荷载：q=3.34(kN/m)③计算1)板E传来的荷载为梯形荷载等效转化为均布荷载：q=3.34(kN/m)2)板C的面荷载为2.0kN/m2由表1.2可查知，板C传递给FD段为梯形荷载，等效转化为均布荷载为：(kN/m)因此：=3.34+2.8=6.1(kN/m)④FB计算由图1.8可知，FB是由KL-1(b)传递来的集中力，KL-1(b)的计算简图如图1.52所示1)计算为板D传来的活荷载，由表1.2可知板D面荷载为2.5kN/m2，传递给KL-1(b)的线荷载为：=2.5×3.0÷2=3.75(kN/m)2)计算为板E传来的荷载，板E的面荷载为2.0(kN/m)(由表1.5可知)，板E传来的荷载为三角形荷载，等效转化为均布荷载为：=5/8×2.0×1.95=2.44(kN/m)3)FL-1计算FL-1为L-1传递的集中荷载，L-1的计算简图如图1.53所示~1~ 为板E传来的荷载，板E的面荷载为2.0kN/m2，传给L-1为梯形荷载，等效转化为均布荷载为：=6.67(kN/m)(计算时已求得)因此FL-1=6.67×6.7÷2=22.45(kN)4)FB计算FB由图1.52可知，FB=(+)×7.8+FL-1=(3.75+2.44)×7.8+22.45=70.7(kN)⑤FC计算由图1.8可知，FC是由KL-1(c)传递来的集中力，KL-1(c)的计算简图如图1.54所示1)计算。为板H、板D传递的活荷载，板H传递的线荷载为：2.0×3.0÷2=3(kN/m)板D传递的线荷载为：2.5×3.0÷2=3.75(kN/m)小计：=3.0+3.75=6.75(kN/m)2)计算为板D、板E传递的活荷载，板D传递的线荷载为：2.5×3÷2=3.75(kN/m)板E传递的线荷载为：2.44(kN/m)(FB中已求得)小计：=3.954+6.26+6.0+4.88=21.09(kN/m)3)FL-1(b)B计算FL-1(b)B为L-1(b)B传递的集中荷载，L-1(b)的计算简图如图1.55所示~1~ 为板C传来的梯形荷载(由表1.5可知，板C的面荷载为2.0kN/m2)等效转化均布荷载为：=2.8(kN/m)(求时已得)FLL-2为LL-2传来的集中力。LL-2的计算简体如图1.56所示为板H传递来的活荷载，=3(kN/m)为板C传递给LL-2的活荷载，=2.0×1.95×5/8=2.44(kN/m)FLL-2=(+)×3.9=(3+2.44)×3.9=21.2(kN)则FL-1(b)B=21.2×4.6÷6.7+2.8×4.6×2.3÷6.7=18.98(kN)FL-1(b)C=21.2×2.1÷6.7+2.8×4.6×4.4÷6.7=15.1(kN)4)FL-1(a)计算FL-1(a)是L-1(a)传递的集中荷载，L-1(a)的计算简图如图1.57所示为板E传来的活荷载，=6.7(kN/m)(求时已得)FL-1(a)=×6.7÷2=6.7×6.7÷2=22.4(kN)5)FC计算FC=×3.9+FL-1(a)/2+×3.9+FL-1(b)B/2=6.75×3.9+11.2+18.89/2+6.2×3.9=71.2(kN)⑥FF计算FF是由LL-2传递的集中荷载，LL-2的计算已在FC中求得为：FLL-2=21.2(kN)因此FF=FLL-2/2=10.6(kN)~1~ ⑦FD计算FD是由KL-1(d)传递的集中荷载，KL-1(d)的计算简图如图1.58所示1)计算为板F传递的荷载(由表1.5可知F的活荷载为2.0kN/m2)，=2×1.1÷2=1.1(kN/m)2)计算为板C传递给KL-1(d)的活荷载，=2.44(kN/m)(求FB中已求得)3)FD计算FD=(+)×7.8+22.45=(1.1+2.44)×7.8+22.45=50.1(kN)⑧FE计算FE是由LL-1传递来的集中荷载，LL-1的计算简体如图1.59是板F传递给LL-1的荷载为：=2.0×1.1÷2=1.1(kN/m)FE=×7.8=8.58(kN/m)⑨FA计算FA是由KL-1(a)传递来的集中荷载，KL-1(a)计算简图如图1.60所示1)计算是由板E传递的活荷载，=2.44(kN/m)(求FB中已得)2)FA计算FA=×7.8+FL-1(求FB中已得)=2.44×7.8+82.75/2+22.45=41.5(kN)~1~ ⑩第一层框架最终计算简图根据前面的计算结果，画出第一层框架的最终活荷载计算简图，如图1.61所示单位：F：kNq：kN/m(2)第二~五层框架计算简图由于第二~五层梁板的设置与第一层完全相同，只是有墙、门、窗的改动，不影响活荷载的布置，所以第二~五层框架最终活荷载计算简图与第一层完全相同，只需改变层高，荷载大小完全相同(3)第六层框架计算简图第六层框架梁布置如图1.39所示，第六层面板布置如图1.40所示，分析图1.39与图1.40轴线第六层的框架简图如图1.62所示①计算为板E传递的荷载，计算同第一层：=3.34×2=6.67(kN/m)②计算也为板E传递的荷载，因此=3.34×2=6.67(kN/m)③FB计算FB是由KL-1(b)传递来的集中力，KL-1(b)的计算简图同第一层此处不再赘述1)计算~1~ 为板D传来的活荷载，由表1.5可知板D面荷载为2.0kN/m2，传递给KL-1(b)的线荷载为：=2.0×3.0÷2=3.0(kN/m)2)计算为板E传来的荷载，板E的面荷载为2.0(kN/m)(由表1.5可知)，板E传来的荷载为三角形荷载，等效转化为均布荷载为：=5/8×2.0×1.95=2.44(kN/m)3)FL-1计算FL-1为L-1传递的集中荷载，计算同第一层：FL-1=22.45(kN)4)FB计算FB=(+)×7.8+FL-1=(3.0+2.44)×7.8+22.45=64.9(kN)④FC计算FC是由KL-1(c)传递来的集中力，FC与FB对称，受力大小相同，因此FC=FB=64.9(kN)⑤FD计算FD是由KL-1(d)传递的集中荷载，KL-1(d)的计算简图与第一层相同此处不再赘述1)计算为板F传递的荷载(由表1.5可知F的活荷载为2.0kN/m2)，=2×1.1÷2=1.1(kN/m)2)计算为板C传递给KL-1(d)的活荷载，=2.44(kN/m)(求FB中已求得)3)FD计算⑥FE计算FE是由LL-1传递来的集中荷载，计算同第一层：FE=1.1×7.8=8.58(kN/m)⑦FA计算FA是由KL-1(a)传递来的集中荷载，计算同第一层：FA=×7.8+FL-1=41.5(kN)⑧第六层框架最终计算简图根据前面的计算结果，画出第六层框架的最终活荷载计算简图，如图1.63所示~1~ (4)横向框架在活荷载作用下的计算简图，如图1.64所示单位：F：kNq：kN/m横向框架在重力荷载代表值作用下的计算简图(1)第一层框架计算简图，依据图1.50与图1.64计算⑨轴线第一层框架的重力荷载代表值~1~1)=24.9+6.7×0.5=28.25(kN/m)2)=1.07(kN/m)3)=18.35+3.34×0.5=20.02(kN/m)4)=26.22+6.1×0.5=29.27(kN/m)5)=11.62(kN/m)6)FA=181.1+41.5×0.5=201.85(kN)7)FB=230.5+70.7×0.5=265.85(kN)8)FC=274.64+71.2×0.5=310.24(kN)9)FF=42.4+10.6×0.5=47.7(kN)~1~ 10)FD=190.3+50.1×0.5=215.35(kN)11)FE=104.8+8.58×0.5=109.9(kN)~1~12)第一层框架最终计算简图，如图1.65所示单位：F：kNq：kN/m(2)第二层框架计算简图~1~1)=24.9+6.7×0.5=28.25(kN/m)2)=1.07(kN/m)3)=18.35+3.34×0.5=20.02(kN/m)4)=26.22+6.1×0.5=29.27(kN/m)5)=11.62(kN/m)6)FA=194.7+41.5×0.5=215.45(kN)7)FB=247.5+70.7×0.5=282.85(kN)8)FC=274.64+71.2×0.5=310.24(kN)9)FF=42.4+10.6×0.5=47.7(kN)10)FD=190.3+50.1×0.5=215.35(kN)11)FE=104.8+8.58×0.5=109.9(kN)~1~12)第二层框架最终计算简图，如图1.66所示单位：F：kNq：kN/m(3)第三~五层框架计算简图由于三~五层恒荷载与活荷载与第二层完全跟相同，所以其计算简图与第二层框架在重力荷载代表值下的计算简图完全相同，因此其计算简图见二层计算简图，如图1.66所示，此处不再赘述。(4)第六层框架计算简图第六层楼面的活荷载取基本雪压为0.3kN/m2的雪荷载，不计入屋面活荷载，下面计~1~ 算⑨轴线第六层的框架在雪荷载作用下的计算简图，如图1.67所示①计算为板E传递的梯形雪荷载，等效均布荷载为：因为左右两边板E传递荷载，故板E传递荷载为：0.504×2=1.01(kN/m)②计算也为板E传递的梯形荷载，因此==1.01(kN/m)③FB计算FB是由KL-1(b)传递来的集中力，KL-1(b)的计算简图如图1.68所示1)为板D传递的雪荷载，传给KL-1的线荷载为：=0.3×3.0÷2=0.45(kN/m)2)为板E传递的雪荷载：=5/8×0.3×1.95=0.366(kN/m)3)FL-1为梁L-1传递的集中荷载：FL-1=1.01×6.7÷2=3.88(kN)4)FB=(+)×7.8+FL-1=0.816×7.8+3.38=9.74(kN)④FC计算；FC与FB对称，受力相同，因此FC=FB=9.74(kN)⑤FD计算FD是由KL-1(d)传递的集中荷载，KL-1(d)的计算简图如图1.69所示~1~ 1)为板F传递的雪荷载，传给KL-1(d)的线荷载为：=0.3×1.1÷2=0.165(kN/m)2)为板E传递的雪荷载：=5/8×0.3×1.95=0.366(kN/m)3)FL-1为梁L-1传递的集中荷载：FL-1=1.01×6.7÷2=3.88(kN)4)FB=(+)×7.8+FL-1=0.531×7.8+3.38=7.52(kN)⑥FE计算FE是由LL-1传递来的集中荷载，LL-1的计算简图如图1.70FE=×7.8=0.5×0.3×1.1×7.8=1.287(kN)⑦FA计算FA是由KL-1(a)传递来的集中荷载，KL-1(a)计算简图如图1.71所示1)为板E传递的雪荷载：=5/8×0.3×1.95=0.366(kN/m2)3)FL-1为梁L-1传递的集中荷载：FL-1=1.01×6.7÷2=3.88(kN)4)FB=×7.8+FL-1=0.366×7.8+3.38=6.23(kN)⑧第六层框架在雪荷载作用下的最终计算简图，如图1.72所示单位：F：kNq：kN/m~1~ 依据图1.50与图1.72计算第六层框架在重力荷载代表值作用下的计算简图~1~1)=25.3+1.01×0.5=25.81(kN/m)2)=1.07(kN/m)3)=25.3+1.01×0.5=25.81(kN/m)4)=11.62(kN/m)5)FA=176.3+6.23×0.5=179.42(kN)6)FB=252.2+9.74×0.5=257.1(kN)7)FC=252.2+9.74×0.5=257.1(kN)8)FD=204.2+7.52×0.5=207.96(kN)9)FE=56.2+1.29×0.5=56.85(kN)~1~10)第六层框架最终计算简图根据前面的计算结果，画出第六层框架的最终计算简图，如图1.73所示单位：F：kNq：kN/m(5)横向框架在重力荷载代表值作用下的计算简图汇总前面各层的计算简图，画出框架在重力荷载代表值作用下的最终计算简图，如图1.74所示~1~ 1.5.2水平荷载作用下的计算简图(风荷载、水平地震作用)横向框架在风荷载作用下的计算简图该综合楼为六层钢筋混凝土框架体系，室内外高差0.45m，基本风压ω0=0.45kN/m2地面粗糙类别为C类，结构总高度为22.9m(1)直于建筑物表面的风荷载标准值计算计算主要承重结构时，垂直于建筑物表面的风荷载标准值，按下式计算：①为风荷载体形系数，本设计按《建筑结构荷载规范》(GB50009-2001)得，迎风面取0.8，背风面取0.5，合计=1.3②为风压高度变化系数，本设计的地面粗糙度类别为C类，按《建筑结构荷载规范》(GB50009-2001)表7.2.1中C类选取风压高度变化系数③为风振系数，《建筑结构荷载规范》(GB50009-2001)第7.4.1~1~ 条规定：对于基本自振周期不大于0.25s的工程结构，如房屋，屋盖，及各种高耸结构，以及高度大于30m且高宽比大于1.5的高柔房屋，均应考虑风压脉动对结构发生顺风向风振的影响，对于框架结构可取T1=(0.08~0.1)n，n为结构层数，本设计T1=0.08×6=0.48s﹥0.25s，故应考虑风振系数，按下式计算：—脉动增大系数，查《建筑结构荷载规范》(GB50009-2001)表7.4.3确定—脉动影响系数，查《建筑结构荷载规范》(GB50009-2001)表7.4.4-3确定—结构振型系数，查《建筑结构荷载规范》(GB50009-2001)附录F确定(2)各层楼面处集中风荷载标准值计算①框架风荷载负荷载宽度轴线框架的负荷宽度：B=(7.8+7.8)/2=7.8，如图1.75所示②算风振系数由，查《建筑结构荷载规范》(GB50009-2001)表7.4.3得=1.194；由H/B=22.9/17.5=1.31<1.5，H<30m，查《建筑结构荷载规范》(GB50009-2001)表7.4.4-3得=0.436，风振系数计算过程详见表1.8表1.8风振系数计算过程~1~ 层号离地面高度(m)相对高度Z/H14.350.191.1940.4360.0740.741.05227.950.361.1940.4360.230.741.162311.550.521.1940.4360.3940.741.277415.150.681.1940.4360.6260.7431.439518.750.841.1940.4360.7880.8151.503622.3511.1940.43610.8781.593③层楼面处集中风荷载标准值计算各层楼面处集中风荷载标准值计算列与表1.9表1.9各层楼面处集中风荷载标准值层号离地面高度(m)h下h上Fi=B(h下+h上)/2(kN)14.350.741.0521.30.454.353.614.1227.950.741.1621.30.453.63.614.13311.550.741.2771.30.453.63.615.52415.150.7431.4391.30.453.63.617.56518.750.8151.5031.30.453.63.620.12622.350.8781.5931.30.453.61.017.87[B(3.6/2+1.0)](3)风荷载作用下的计算简图根据表1.10画出轴线横向框架在风荷载作用下的计算简图如图1.76所示~1~ 横向框架在水平地震作用的计算简图(1)重力荷载代表值计算①第六层重力荷载代表值计算G女儿墙=3.0×[(16.5+46.8)×2+1.1×4-3]=384(kN)G屋面板=6.5×16.5×46.8+6.5×3×3=5245.11(kN)G梁=25×[0.25×(0.7-0.1)×7.8×24+0.25×(0.65-0.1)×7.8×4+0.25×(0.65-0.1)×6.7×14+0.25×(0.6-0.1)×6.7×12+0.2×(0.3-0.1)×3×9+0.25×(0.6-0.1)+0.25×1.1×(0.65-0.1)×0.6]=1435.7(kN)G柱=28×25×0.62×(1.8-0.1)+2×25×0.6×0.37×1.7=447.27(kN)G墙=3×[(7.8-0.6)×(3.6-0.7)×8+(6.7-0.6)×(3.6-0.65)×4+(23.4+0.12+0.3)×(3.6-0.65)]+1.1×4×(3.6-0.65)+(7.8+0.24)×(3.6-0.65)-1.5×1.95×3-2.5×1.95×16-2.4×1.95-1.76×3+(3-0.6)×2×(3.6-0.65)-2.9×4.8+(6.7-0.9)×(3.6-0.65)-2.5×1.95-2×2.1×1.8]÷2+0.45×(1.5×1.95×3+2.5×1.95×16+2.4×1.95+1.76×3+2.5×1.95+2×2.1×1.8+2.9×4.8)÷2+2.7×[(6.7-0.6)×(3.6-0.65)×7+(6.7+0.12)×(3.6-0.6)×4+7.44×(3.6-0.6)×2+(7.44-0.96)×(3.6-0.6)+(7.44-0.36)×(3.6-0.6)+(3.9-.24)×(3.6-0.3)×3+2.4×(3.6-0.3)+(7.8-0.6)×(3.6-0.7)×11-0.8×2.1×4-2.4×1.0×19-1.5×2.4×2-4×1.95-2.4×1.95]÷2+0.15×(0.8×2.1×4+1.0×2.4×19)÷2+0.45(1.5×2.4×2+1.95×2.4+4×1.95)÷2=1081.98(kN)Q雪=0.5×0.3×(16.5×46.8+31.2×1.1+3×3)=122.3(kN)G6=G女儿墙+G屋面板+G梁+G柱+G墙+Q雪=8716.39(kN)第六层重力荷载设计值G6=1.2(G女儿墙+G屋面板+G梁+G柱+G墙)+1.4Q雪=10484.1(kN)②第五层重力荷载代表值计算G办+走=[(46.8×17.5+1.1×7.8×4+3×3)-3.9×6.7-3.7×7.8×2-7.8×6.7]×4=2892.4kNG卫=(3.9×6.7+3.9×7.8×2)×5.6=487.03(kN)G梁=1435.7+0.2×(0.3-0.08)×25×3.9×3+0.2×(0.3-0.08)×2.1×25+25×0.25×(0.60-0.08)×1.1×2-0.25×25×(0.7-0.1)×6.7=1432.77(kN)G柱=28×25×0.62×(3.6-0.1)+1.5×25×0.62×0.02+2×25×0.6×0.37×1.7=901.4(kN)~1~ G墙=1081.98-0.45×(1.5×2.4+4×1.95)÷2+0.5×0.5×2.4+0.5×0.45×2.4×1.95-0.5×2.7×[(3.6-0.7)×11.7-1.5×2.4×2-4×1.95]+0.5×2.7[(3.6-0.7)×11.7-1.5×2.4-2.4×1.95-2.4]+0.5×2.7×(3.6-0.65)×(6.7-0.6)+0.5×2.7×(3.6-0.6)×(6.7×0.12)+1081.98=2219.58(kN)Q5=0.5×(Q办+Q走+Q梯+Q卫+Q档)=0.5×[2.0×(7.8×7.8×3+3.9×6.7×11)+2.5×46.8×3+2.5×(7.8×6.7+3.0×6.7)+2.0×(7.8×7.8+3.9×6.7)+2.5×6.7×7.8]=888.2(kN)G5=G墙+G办+走+G卫+G梁+G柱+Q5=2219.58+2892.4+487.03+1432.77+901.14+888.2=8821.12(kN)第五层重力荷载设计值G5=1.2(G墙+G办+走+G卫+G梁+G柱)+1.4Q5=10762.98(kN)③第四层重力荷载代表值计算G办+走=[(46.8×17.5+1.1×7.8×4+3×3)-3.9×6.7-3.7×7.8×2-7.8×6.7]×4=2892.4kNG卫=(3.9×6.7+3.9×7.8×2)×5.6=487.03(kN)G梁=1435.7+0.2×(0.3-0.08)×25×3.9×3+0.2×(0.3-0.08)×2.1×25+25×0.25×(0.60-0.08)×1.1×2-0.25×25×(0.7-0.1)×6.7=1432.77(kN)G柱=28×25×0.62×(3.6-0.1)+1.5×25×0.62×0.02+2×25×0.6×0.37×1.7=901.4(kN)G墙=(2219.58-1081.98)×2=2275.2(kN)Q4=0.5×[2.0×(7.82×3+3.9×6.7×13)+2.5×46.8×3+2.5×(7.8×6.7+3.0×6.7)+2.0×(7.82+3.9×6.7)]=875.13(kN)G4=G墙+G办+走+G卫+G梁+G柱+Q4=2275.2+2892.4+901.14+1432.77+487.03+875.13=8863.67(kN)第四层重力荷载设计值G4=1.2(G墙+G办+走+G卫+G梁+G柱)+1.4×Q4=1.2×（2275.2+2892.4+901.14+1432.77+487.03）+1.4×875.13=10811.43(kN)④第三层重力荷载标准计算G办+走=[(46.8×17.5+1.1×7.8×4+3×3)-3.9×6.7-3.7×7.8×2-7.8×6.7]×4=2892.4kNG卫=(3.9×6.7+3.9×7.8×2)×5.6=487.03(kN)G梁=1435.7+0.2×(0.3-0.08)×25×3.9×3+0.2×(0.3-0.08)×2.1×25+25×0.25×(0.60-0.08)×1.1×2-0.25×25×(0.7-0.1)×6.7=1432.77(kN)G柱=28×25×0.62×(3.6-0.1)+1.5×25×0.62×0.02+2×25×0.6×0.37×1.7=901.4(kN)G墙=(2219.58-1081.98)×2=2275.2(kN)Q3=0.5×[2.0×(7.82×3+3.9×6.7×13)+2.5×46.8×3+2.5×(7.8×6.7+3.0×6.7)+2.0×(7.82+3.9×6.7)]=875.13(kN)~1~ G3=G墙+G办+走+G卫+G梁+G柱+Q3=2275.2+2892.4+487.03+1432.77+901.14+875.13=8863.67(kN)第三层重力荷载设计值G3=1.2(G墙+G办+走+G卫+G梁+G柱)+1.4×Q3=1.2×（2275.2+2892.4+901.14+1432.77+487.03）+1.4×875.13=10811.43(kN)⑤第二层重力荷载代表值计算G办+走=[(46.8×17.5+1.1×7.8×4+3×3)-3.9×6.7-3.7×7.8×2-7.8×6.7]×4=2892.4kNG卫=(3.9×6.7+3.9×7.8×2)×5.6=487.03(kN)G梁=1435.7+0.2×(0.3-0.08)×25×3.9×3+0.2×(0.3-0.08)×2.1×25+25×0.25×(0.60-0.08)×1.1×2-0.25×25×(0.7-0.1)×6.7=1432.77(kN)G柱=28×25×0.62×(3.6-0.1)+1.5×25×0.62×0.02+2×25×0.6×0.37×1.7=901.4(kN)G墙=1137.6+1081.98-0.5×2.7[(3.6-0.7)×15.6-1.5×2.4×2-4×1.95-1.0×2.4]-0.5×0.45×(1.5×2.4×2+4×1.95)-0.5×0.15×1.0×2.4+0.5×2.7×[(3.6-0.7)×15.6-1.5×2.4×2-2.4×1.95×2]+0.5×0.45×(1.5×2.4×2+2.4×1.95×2)=2220.8(kN)Q2=0.5×[2.0×(7.82×3+3.9×6.7×13)+2.5×46.8×3+2.5×(7.8×6.7+3.0×6.7)+2.0×(7.82+3.9×6.7)]=875.13(kN)G2=G墙+G办+走+G卫+G梁+G柱+Q2=2220.8+2892.4+487.03+1432.77+901.14+875.13=8809.27(kN)第二层重力荷载设计值G4=1.2(G墙+G办+走+G卫+G梁+G柱)+1.4×Q4=1.2×（2220.8+2892.4+487.03+1432.77+901.14)+1.4×875.13=10746.15(kN)⑥第六层重力荷载代表值计算G办+走=[(46.8×17.5+1.1×7.8×4+3×3)-3.9×6.7-3.7×7.8×2-7.8×6.7]×4=2892.4kNG卫=(3.9×6.7+3.9×7.8×2)×5.6=487.03(kN)G雨篷=5×(9.8×2.8+7.8×1.5+3.9×1.5)+25×0.25×(7.8-0.25)×(0.65-0.1)+25×0.25×(0.65-0.1)×1.45×2=260.87(kN)G梁=1435.7+0.2×(0.3-0.08)×25×3.9×3+0.2×(0.3-0.08)×2.1×25+25×0.25×(0.60-0.08)×1.1×2-0.25×25×(0.7-0.1)×6.7=1432.77(kN)G柱=28×25×0.62×(2.45+1.8-0.1)+1.5×25×0.62×0.02+2×25×0.6×0.37×(2.45+1.8-0.1)+2×25×3.14×0.32×(2.45-0.1)=1125.3(kN)G墙=0.5×3×[(6.7-0.6)×2×(3.9-0.65)+(6.7-0.28)×(3.9-0.65)+6.9×(3.9-0.65)+5.8×(3.9-0.65)+(7.8-0.6)×(3.9-0.7)×12+(1.1-0.3)×(3.9-0.65)-1.5×2.2×3-2.5×2.2×15-2.5×~1~ 2.2+(3-0.6)×(3.9-0.65)-2.4×2.2-4.8×3.15-2.1×3.15×3-1.76×3]+0.45×0.5×(1.5×2.2×3+2.5×2.2×16+2.4×2.2+4.8×3.15+2.1×3.15×3+1.76×3)+0.5×2.7[(6.7-0.6)×(3.9-0.65)×5+(6.7+0.3)×(3.9-0.65)×3+(6.7+1.14)×(3.9-0.6)×2+(6.7+0.12)×(3.9-0.2)×5+(7.8-0.6)×(3.9-0.6)×8+(3.9-0.3)×(3.9-0.7)×2+(3.9-0.24)×(3.9-0.3)×3+2.4×3.6-0.8×2.1×4-1.0×2.4×14-2×1.5×2.4-2.4×2.2-4×2.2]+0.5×0.15×(14×1.0×2.4+4×0.8×2.1)+0.5×0.45×(2×1.5×2.4+2.4×2.2+4×2.2)+2220.8-1137.6=2212.58(kN)Q1=0.5×(Q办+Q走+Q楼梯+Q卫+Q雨篷)=0.5×[2.0×(7.8×7.8×3+3.9×6.7×13)+2.5×46.8×3+2.5×(7.8×6.7+3.0×6.7)+2.0×(7.8×7.8+3.9×6.7)+0.5×(9.8×2.8+7.8×1.5+3.9×1.5)]=886.38(kN)G1=G墙+G办+走+G卫+G雨篷+G梁+G柱+Q1=2212.58+2892.4+487.03+260.87+1432.77+1125.3+886.38=9297.31(kN)第六层重力荷载设计值G1=1.2×(G墙+G办+走+G卫+G雨篷+G梁+G柱)+1.4×Q10=1.2×(2212.58+2892.4+487.03+260.87+1432.77+1125.3)+1.4×886.38=11334.05(kN)(2)框架梁柱线刚度计算考虑现浇楼板对梁刚度的加强作用，故对中框架梁的惯性矩乘2.0，对边框架梁的惯性矩乘以1.5，框架梁的线刚度计算详见表1.10，框架柱的线刚度计算详见表1.11表1.10框架梁线刚度计算框架梁位置截面b×h(m)混凝土强度等级弹性模量Ec(kN/m2)跨度L(m)矩形截面惯性矩I0(m4)Ib=1.5I0(m4)(边跨)Ib=2.0I0(m4)(中跨)Kbi=EcIb/L(kN·m)边框架梁0.25×0.65C303.0×1076.70.00570.00863.85×1040.25×0.65C303.0×1071.10.00570.008623.45×1040.2×0.3C303.0×1073.00.00050.00080.8×104中框架梁0.25×0.65C303.0×1076.70.00570.01145.1×1040.2×0.3C303.0×1073.00.00050.0011.0×1040.25×0.65C303.0×1071.10.00570.011431.1×1040.25×0.65C303.0×1073.00.00570.011411.4×104表1.11框架柱线刚度计算框架柱位置截面b×h(m)混凝土强度等级弹性模量Ec(kN/m2)高度L(m)矩形截面惯性矩Ic(m4)Kb=EcIc/L(kN·~1~ m)顶层柱0.6×0.6C303.0×1073.60.01089.0×104二~五层柱0.6×0.6C303.0×1073.60.01089.0×104底层柱0.6×0.6C303.0×1074.90.01086.61×104(3)侧移刚度D值计算考虑梁柱的线刚度比，用D值法计算框架柱的侧移刚度，计算过程详见表1.12表1.12柱的侧移刚度D值计算楼层KcKα根数一般层底层一般层底层二~六层A轴边框边柱9.0×1040.430.177147502A轴中框边柱9.0×1040.570.222185005B轴中框中柱9.0×1040.680.254211675B轴边框中柱9.0×1040.520.206171672C轴中框中柱9.0×1040.680.254211675C轴边框中柱9.0×1040.520.206171672D轴边框边柱9.0×1040.430.177147501D轴中框中柱9.0×1044.020.688556665D轴边框中柱9.0×1043.030.602501671∑D745585底层A轴边框边柱6.61×1040.580.417137762A轴中框边柱6.61×1040.770.458151305B轴中框中柱6.61×1040.920.486160565B轴边框中柱6.61×1040.70.44145362C轴中框中柱6.61×1040.920.486160565C轴边框中柱6.61×1040.70.44145362D轴边框边柱6.61×1040.580.417137761D轴中框中柱6.61×1045.480.799263955D轴边框中柱6.61×1044.130.755249421~1~ ∑D492599(4)结构基本自振周期计算①采用假想顶点位移法计算结构基本自振周期结构在重力荷载代表值作用下的假想顶点位移计算详见表1.13表1.13假想顶点位移计算楼层Gi(kN)∑Gi(kN)∑D(kN)∆ui=∑Gi(kN)/∑D(m)ui(m)68716.398716.397455850.01170.285358821.1217537.517455850.02350.273648863.6726401.187455850.03540.250138863.6735246.857455850.04730.214728809.2744074.127455850.05910.167419297.3153371.364925990.10830.1083由结构基本周期的近似计算可知，采用假想顶点位移法计算结构基本自振周期的计算公式为：考虑填充墙对框架的影响，取周期折减系数，则结构的基本自振周期为：②采用能量法计算结构基本自振周期与的计算过程详见表1.14表1.14能量法计算结构基本自振周期楼层GiuiGiuiGiui268716.390.28532486.79709.4858821.120.27362413.46660.3248863.670.25012216.73554.438863.670.21471902.97408.5728809.270.16741474.67246.8619297.310.10831006.89109.05合计11501.512688.68~1~ 将计算结果代入公式得：T1=2×3.14×0.7×=0.679(s)③用经验公式计算结构基本自振周期(5)横向水平地震作用计算本设计的质量和刚度沿高度分布比较均匀，高度不超过40m，并以剪切变形为主(房屋高宽比小于4)故采用底部剪力法计算横向水平地震作用①地震影响系数本工程所在场地为7度设防，设计地震分组为第一组，抗震三级，场地土3类，结构的基本自振周期采用能量法的计算结果，即T1=0.679(s)，由《建筑抗震设计规范》(GB50011-2010)表5.1.4-1得，查表《建筑抗震设计规范》(GB50011-2010)表5.1.4-2的Tg=0.35，因Tg1.4Tg=0.49(s)所以考虑顶部附加水平地震作用的影响：由《建筑抗震设计规范》(GB50011-2010)式5.2.1-3可知顶部附加水平地震作用为：由《建筑抗震设计规范》(GB50011-2010)式5.2.1-2可知计算各层水平地震作用标准值详见~1~ 表1.15，根据计算结果画出水平地震作用下的计算简图如图1.77所示表1.15各层水平地震作用标准值计算楼层Gi(kN)Hi(M)GiHi∑GiHiFi(kN)68716.3922.9199605.3736698.2709.9458821.1219.3170247.6736698.2605.5248863.6715.7139159.6736698.2494.9538863.6712.1107250.4736698.2381.4628809.278.574878.8736698.2266.3219297.314.945556.5736698.2162.031.6横向框架在水平荷载作用下的位移计算1.6.1横向框架在风荷载作用下的位移计算(1)框架梁柱线刚度计算考虑现浇楼板对梁刚度的加强作用，故对轴线框架梁(中框架梁)的惯性矩乘以2.0框架梁的刚度计算见表1.16，框架柱的线刚度计算见表1.17表1.16框架梁刚度计算截面b×h(m)混凝土强度等级弹性模量Ec(kN/m2)跨度L(m)矩形截面惯性矩I0(m4)Ib=2.0I0(m4)Kbi=EcIb/L(kN·m)0.25×0.65C303.0×1076.70.00570.01145.1×1040.25×0.65C303.0×1071.10.00570.011431.1×1040.25×0.65C303.0×1073.00.00570.011411.4×1040.2×0.3C303.0×1073.00.00050.0011.04表1.17框架柱线刚度计算框架柱位置截面b×h(m)混凝土强度等级弹性模量Ec(kN/m2)高度L(m)矩形截面惯性矩Kb=EcIc/L(kN·m)~1~ Ic(m4)顶层柱0.6×0.6C303.0×1073.60.01089.0×104二~五层柱0.6×0.6C303.0×1073.60.01089.0×104底层柱0.6×0.6C303.0×1074.90.01086.61×104(2)移刚度D计算考虑梁柱的线性刚度比，用D值法计算柱的侧移刚度，计算数据见表1.18表1.18柱的侧移刚度D值计算楼层KcKα根数一般层底层一般层底层二~六层A轴边柱9.0×1040.570.222185001B轴中柱9.0×1040.680.254211671C轴中柱9.0×1040.680.254211671D轴中柱9.0×1044.020.688556661∑D116501底层A轴边柱6.61×1040.770.458151301B轴中柱6.61×1040.920.486160561C轴中柱6.61×1040.920.486160561D轴中柱6.61×1045.480.799263951∑D73637(3)风荷载作用下框架侧移计算风荷载作用下框架的层间侧移可按下式计算，即：式中—第j层的总剪力标准值—第j层所有柱的抗侧刚度之和—第j层层间位移各层楼板标高处的侧移值是该层以下各层层间侧移之和，顶点侧移是所有各层层间侧移之和，即：第j层侧移：；顶层侧移：~1~ ⑨轴线框架在风荷载作用下侧移的计算过程详见表1.19表1.19风荷载作用下框架楼层层间侧移与层高之比计算楼层Fj(kN)Vj(kN)∑Dij(kN)△uj(m)h(m)△uj/h614.1214.121165010.000123.61/30000514.1328.251165010.000243.61/15000415.5243.771165010.000383.61/9474317.5661.331165010.000533.61/6792220.1281.451165010.00073.61/5143117.8799.32736370.001354.91/3222m侧移验算：有弹性层间位移角限值可知，对于框架结构，楼层层间最大位移与层高之间的限值为1/550。本设计的层间最大位移与层高之比在底层，其值为1/3222<1/550，《建筑抗震设计规范》（GB50011—2001）表5.5.1，框架侧移满足要求。1.6.2横向框架在水平地震作用下的位移计算(1)水平地震作用楼层位移计算各位置的框架梁柱线刚度，以及柱的侧移刚度D值的计算已在计算水平地震作用时求的，因此，横向框架在水平底地震作用层间位移计算详见表1.20表1.20各层水平地震作用楼层位移计算楼层Fi(kN)Vi(kN)∑D(kN/m)△ui=Vi/∑D(m)6709.941081.217455850.001455605.521686.737455850.002624494.952181.687455850.002933381.462563.147455850.003442266.322829.467455850.003791162.032991.494925990.00607楼层最大位移与楼层层高之比：△uj/h=0.11607/4.9=1/807<1/550《建筑抗震设计规范》（GB50011—2001）表5.5.1，故满足位移要求~1~ (2)刚重比与剪重比验算，详见表1.21表1.21各层刚重比与剪重比计算楼层hi(m)Di(kN/m)Dihi(kN)VEki(kN)(重力荷载代表值)(重力荷载设计值)Dihi/(刚重比)VEki/(剪重比)63.674558526841061081.218716.3910484.10307.940.10353.674558526841061686.7317537.5121247.08153.050.07943.674558526841062181.6826401.1832058.51101.670.06833.674558526841062563.1435264.8542869.9476.110.059823.674558526841062829.4644074.1253616.0960.900.052814.949259919211362991.4953371.3664950.0536.000.0461由表1.21可知各层的刚重比均大于1.0，满足稳定的要求。楼层最小地震剪力系数λ=0.016由表1.21可知各层的剪重比均大于0.016，满足剪重比的要求2.内力计算与内力组合2.1横向框架在竖向荷载作用下的内力计算2.1.1恒荷载内力计算(1)用弯矩二次分配法计算弯矩根据“图1.50恒荷载作用下横向框架的计算简图”，用弯矩二次分配法计算⑨轴线框架在恒荷载作用下的弯矩1)计算各框架梁柱的截面惯性矩框架梁的截面惯性矩：6.7m跨：I=bh3/12=250×6503/12=0.57×1010(mm4)3.0m跨：I=bh3/12=200×3003/12=0.05×1010(mm4)~1~ 框架柱的截面惯性矩：600×600：I=bh3/12=600×6003/12=1.08×1010(mm4)2)计算各框架梁柱的线刚度与相对线刚度考虑现浇楼板对梁刚度的加强作用，故对⑨轴线框架梁(中框架梁)的惯性矩乘以2.0，框架梁柱线刚度及相对线刚度计算过程详见表2.1表2.1梁柱线刚度及相对线刚度计算构件线刚度相对线刚度框架梁6.7m跨度0.573.0m跨度0.1框架柱二、三、四、五、六层i2,3=i9,10=i16,17=i23,24=i3,4=i10,11=i17,18=i24,25=i4,5=i11,12=i18,19=i25,26=i5,6=i12,13=i19,20=i26,27=i6,7=i13,14=i20,21=i27,28=1.00一层i1,2=i8,9=i22,23=0.733)计算弯矩分配系数弯矩配系数计算结果详见图2.1~1~ 4)计算固端弯矩由于框架承担荷载比较复杂，故采用叠加法计算在复杂荷载作用下的固端弯矩，每一跨的两端分布荷载分解为满布均布荷载和局部分布荷载。①均布荷载作用下的固端弯矩，查表得到，均布荷载作用下的固端弯矩可按图2.2中公式计算。②局部分布荷载荷载作用下的固端弯矩，查表得到，局部分布荷载荷载作用下的固端弯矩可按图2.3中公式计算。③集中荷载作用下的固端弯矩，查表得到，集中荷载作用下的固端弯矩可按图2.4中公式计算。④~1~ 5)固端弯矩的计算过程详见表2.2表2.2恒荷载作用下固端弯矩计算过程固端弯矩位置各部分产生固端弯矩kN/m最终固端弯矩(kN/m)满跨均布荷载局部分布荷载FF第六层框架梁MAB-94.643MBA94.643MBC-0.803MCB0.803MCD-94.643MDC94.643第五层框架梁MAB-93.147MBA93.147MBC-0.803MCB0.803MCD-129.1MDC114.43MAB-93.147~1~ 第四层框架梁MBA93.147MBC-0.803MCB0.803MCD-129.1MDC114.43第三层框架梁MAB-93.147MBA93.147MBC-0.803MCB0.803MCD-129.1MDC114.43MAB-93.147~1~ 第二层框架梁MBA93.147MBC-0.803MCB0.803MCD-129.1MDC114.43第一层框架梁MAB-93.147MBA93.147MBC-0.803MCB0.803MCD-129.1MDC114.436)弯矩二次分配过程采用弯矩二次分配法计算框架在恒荷载作用下的弯矩，分配过程如图2.5所示~1~ 注：箭头按1/2传递，图2.5已表明梁的传递方式，柱传递方式详见图2.6所示~1~ 注：箭头传递的系数也为1/2，底层1/37)跨中弯矩计算①AB跨，跨中弯矩计算简图如图2.7所示第一层：第二层：第三层：第四层：第五层：第六层：②BC跨，跨中弯矩计算简图如图2.8所示~1~ 第一层：第二层：第三层：第四层：第五层：第六层：③CD跨，跨中弯矩计算简图如图2.9所示×3.35-qFD×1.25×0.625-FF×1.25-qCF×2.1×2.3-MC第一层：第二层：第三层：第四层：第五层：第六层：8)弯矩图绘制根据弯矩二次分配法的计算结果，画出恒荷载作用下的框架梁柱弯矩图，如图2.10所示~1~ (2)运用力矩平衡的方法计算剪力1)计算各梁端剪力①AB跨梁：梁端剪力计算简图如图2.11所示VA=[qAB×6.7×3.35-(MB-MA)]/6.7VB=[qAB×6.7×3.35+MB-MA)]/6.7第一层：VA=[24.9×6.7×3.35-(83.31-82.88)]/6.7=83.35(kN)VB=(24.9×6.7×3.35+83.31-82.88)/6.7=83.48(kN)第二层：VA=[24.9×6.7×3.35-(88.8-88.71)]/6.7=83.4(kN)VB=(24.9×6.7×3.35+88.8-88.71)/6.7=83.44(kN)第三层：VA=[24.9×6.7×3.35-(88.38-88.23)]/6.7=83.39(kN)VB=(24.9×6.7×3.35+88.38-88.23)/6.7=83.44(kN)~1~ 第四层：VA=[24.9×6.7×3.35-(88.38-88.23)]/6.7=83.39(kN)VB=(24.9×6.7×3.35+88.38-88.23)/6.7=83.44(kN)第五层：VA=[24.9×6.7×3.35-(90.07-90.9)]/6.7=83.54(kN)VB=(24.9×6.7×3.35+90.07-90.9)/6.7=83.29(kN)第六层：VA=[25.3×6.7×3.35-(78.7-77.15)]/6.7=84.52(kN)VB=(25.3×6.7×3.35+78.7-77.15)/6.7=84.99(kN)②BC跨梁：梁端剪力计算简图如图2.12所示VC=(qBC×3×1.5+MC-MB)/3VB=[qBC×3×1.5-(MC-MB)]/3第一层：VC=(1.07×3×1.5+3.19-1.83)/3=2.06(kN)VB=[1.07×3×1.5+(3.19-1.83)]/3=1.15(kN)第二层：VC=(1.07×3×1.5+2-1.97)/3=1.62(kN)VB=[1.07×3×1.5-(2-1.97)]/3=1.6(kN)第三层：VC=(1.07×3×1.5+2.09-1.04)/3=1.96(kN)VB=[1.07×3×1.5+(2.09-1.04)]/3=1.26(kN)第四层：VC=(1.07×3×1.5+2.09-1.04)/3=1.96kN)VB=[1.07×3×1.5+(2.09-1.04)]/3=1.26(kN)第五层：VC=(1.07×3×1.5+1.94-0.64)/3=2.04(kN)VB=[1.07×3×1.5+(1.94-0.64)]/3=1.17(kN)第六层：VC=(1.07×3×1.5+1.3-3.74)/3=0.79(kN)VB=[1.03×3×1.5+(1.3-3.74)]/3=2.42(kN)③CD跨梁，梁端剪力计算简图如图2.13所示VD=(qCF×2.1×1.05+qFD×4.6×4.4+FF×2.1+MD-MC)/6.7VC=[qCF×2.1×5.65+qFD×4.6×2.3+FF×4.6-(MD-MC)]/6.7第一层：VD=(18.35×2.1×1.05+26.22×4.6×4.4+42.4×2.1+126.15-103)/6.7=102.01(kN)VC=[18.35×2.1×5.65+26.22×4.6×2.3+42.4×4.6-(126.15-103)]/6.7=99.53(kN)第二层：VD=(18.35×2.1×1.05+26.22×4.6×4.4+42.4×2.1+126.15-111.42)/6.7=100.74(kN)VC=[18.35×2.1×5.65+26.22×4.6×2.3+42.4×4.6-(126.15-111.42)]/6.7=100.81(kN)第三层：VD=(18.35×2.1×1.05+26.22×4.6×4.4+42.4×2.1+126.2-110.85)/6.7=100.83(kN)~1~ VC=[18.35×2.1×5.65+26.22×4.6×2.3+42.4×4.6-(126.2-110.85)]/6.7=100.72(kN)第四层：VD=(18.35×2.1×1.05+26.22×4.6×4.4+42.4×2.1+126.2-110.85)/6.7=100.83(kN)VC=[18.35×2.1×5.65+26.22×4.6×2.3+42.4×4.6-(126.2-110.85)]/6.7=100.72(kN)第五层：VD=(18.35×2.1×1.05+26.22×4.6×4.4+42.4×2.1+126.3-111.74)/6.7=100.71(kN)VC=[18.35×2.1×5.65+26.22×4.6×2.3+42.4×4.6-(126.3-111.74)]/6.7=100.84(kN)第六层(计算方法同AB跨六层)：VD=(25.3×6.7×3.35+105.58-69.27)/6.7=90.17(kN)VC=[25.3×6.7×3.35-(105.58-69.27)]/6.7=79.34(kN)2)计算各柱端剪力，计算简图如图2.14所示V1=V2=(M1+M2)/h①A轴柱，柱端剪力计算如下：第一层：(27.3+9.84)/4.9=7.58(kN)第二层：(45.43+55.58)/3.6=28.06(kN)第三层：(44.12+43.29)/3.6=24.28(kN)第四层：(44.12+44.12)/3.6=24.51(kN)第五层：(39.44+44.12)/3.6=23.21(kN)第六层：(77.15+51.47)/3.6=35.72(kN)②B轴柱，柱端剪力计算如下：第一层：(27.33+9.44)/4.9=7.5(kN)~1~第二层：(45.29+54.95)/3.6=27.84(kN)第三层：(44.07+43.34)/3.6=24.28(kN)第四层：(44.07+44.07)/3.6=24.48(kN)第五层：(39.99+44.07)/3.6=23.35(kN)第六层：(75.66+50.87)/3.6=35.15(kN)~1~③C轴柱，柱端剪力计算如下：~1~第一层：(68.39+18.03)/4.9=16.63(kN)第二层：(53.76+32.22)/3.6=23.88(kN)第三层：(54.78+56.47)/3.6=30.9(kN)第四层：(54.78+54.78)/3.6=30.43(kN)第五层：(53.23+54.78)/3.6=30(kN)第六层：(67.7+57.37)/3.6=34.74(kN)~1~③D轴柱，柱端剪力计算如下：~1~第一层：(2.35+0.83)/4.6=0.65(kN)第二层：(1.83+1.68)/3.6=0.98(kN)第三层：(1.94+2.01)/3.6=1.1(kN)第四层：(1.94+1.94)/3.6=1.08(kN)~1~ 第五层：(1.75+1.94)/3.6=1.03(kN)第六层：(7.58+2.22)/3.6=2.72(kN)~1~3)绘制剪力图根据力矩平衡法的计算结果，画出恒荷载作用下的框架梁柱剪力图，如图2.15所示(3)运用节点平衡的方法计算柱轴力轴力计算即为柱端竖向荷载与其相连的两端剪力之和，除六层柱顶外还要外加上柱自重，因为计算较为简单，在此不再赘述轴力计算过程。横向框架在恒荷载作用下的轴力图如图2.16所示~1~ 2.1.2横向框架在活荷载作用下的内力计算(1)用弯矩二次分配法计算弯矩根据“图1.64活荷载作用下横向框架的计算简图”，用弯矩二次分配法计算⑨轴线框架在活荷载作用下的弯矩框架梁柱的线刚度，相对线刚度和弯矩分配系数与图2.1中相应数值相同1)计算固端弯矩由于框架承担荷载比较复杂，故采用叠加法计算在复杂荷载作用下的固端弯矩，每一跨的两端分布荷载分解为满布均布荷载和局部分布荷载。固端弯矩的计算过程详见表2.3表2.3活荷载作用下固端弯矩计算过程固端弯矩位置各部分产生固端弯矩kN/m最终固端弯矩(kN/m)满跨均布荷载局部分布荷载FFMAB-25.06~1~ 第六层框架梁MBA25.06MCD-25.06MDC25.06第五层框架梁MAB-25.06MBA25.06MCD-29.46MDC26.63第四层框架梁MAB-25.06MBA25.06MCD-29.46MDC26.63第三层框架梁MAB-25.06MBA25.06MCD-29.46MDC26.63~1~ 第二层框架梁MAB-25.06MBA25.06MCD-29.46MDC26.63第一层框架梁MAB-25.06MBA25.06MCD-29.46MDC26.632)弯矩二次分配过程采用弯矩二次分配法计算框架在活荷载作用下的弯矩，分配过程如图2.17所示~1~ 注：箭头按1/2传递，图2.17已表明梁的传递方式，柱传递方式详见图2.18所示~1~ 注：箭头传递的系数也为1/2，层为1/33)跨中弯矩计算①AB跨，跨中弯矩计算简图如图2.19所示第一层：第二层：第三层：第四层：第五层：第六层：③CD跨，跨中弯矩计算简图如图2.20所示×3.35-qFD×1.25×0.625-FF×1.25-qCF×2.1×2.3-MC~1~ 第一层：第二层：第三层：第四层：第五层：第六层：4)弯矩图绘制根据弯矩二次分配法的计算结果，画出活荷载作用下的框架梁柱弯矩图，如图2.21所示~1~ (2)运用力矩平衡的方法计算剪力1)计算各梁端剪力①AB跨梁：梁端剪力计算简图如图2.22所示VB=[qAB×6.7×3.35-(MB-MA)]/6.7VB=[qAB×6.7×3.35-(MB-MA)]/6.7第一层：VA=[6.7×6.7×3.35-(22.44-22.29)]/6.7=22.42(kN)VB=(6.7×6.7×3.35+22.44-22.29)/6.7=22.48(kN)第二层：VA=[6.7×6.7×3.35-(23.91-23.87)]/6.7=22.44(kN)VB=(6.7×6.7×3.35+23.91-23.87)/6.7=22.45(kN)第三层：VA=[6.7×6.7×3.35-(23.79-24.74)]/6.7=22.44(kN)VB=(6.7×6.7×3.35+23.79-24.74)/6.7=22.45(kN)第四层：VA=[6.7×6.7×3.35-(23.79-24.74)]/6.7=22.44(kN)VB=(6.7×6.7×3.35+23.79-24.74)/6.7=22.45(kN)第五层：VA=[6.7×6.7×3.35-(24.39-24.43)]/6.7=22.45(kN)~1~ VB=(6.7×6.7×3.35+24.39-24.43)/6.7=22.44(kN)第六层：VA=[6.7×6.7×3.35-(20.86-20.46)]/6.7=22.39(kN)VB=(6.7×6.7×3.35+20.86-20.46)/6.7=22.5(kN)②BC跨梁：梁端剪力计算简图如图2.23所示VB=-VC=(MC-MB)/3第一层：VB=-VC=(3.19-1.83)/3=-0.06(kN)第二层：VB=-VC=(1.07×3×1.5+2-1.97)/3=0.05(kN)第三层：VB=-VC=(1.07×3×1.5+2.09-1.04)/3=0.06(kN)第四层：VB=-VC=(1.07×3×1.5+2.09-1.04)/3=0.06(kN)第五层：VB=-VC=(1.07×3×1.5+1.94-0.64)/3=0.07(kN)第六层：VB=-VC=(1.07×3×1.5+1.3-3.74)/3=0.08(kN)③CD跨梁，梁端剪力计算简图如图2.24所示VD=(qCF×2.1×1.05+qFD×4.6×4.4+FF×2.1+MD-MC)/6.7VC=[qCF×2.1×5.65+qFD×4.6×2.3+FF×4.6-(MD-MC)]/6.7第一层：VD=(3.34×2.1×1.05+6.1×4.6×4.4+10.6×2.1+25.84-25.26)/6.7=22.94(kN)VC=[3.34×2.1×5.65+6.1×4.6×2.3+10.6×4.6+(25.84-25.26)]/6.7=22.74(kN)第二层：VD=(3.34×2.1×1.05+6.1×4.6×4.4+10.6×2.1+26.83-27.09)/6.7=22.81(kN)VC=[3.34×2.1×5.65+6.1×4.6×2.3+10.6×4.6+(26.83-27.09)]/6.7=22.86(kN)第三层：VD=(3.34×2.1×1.05+6.1×4.6×4.4+10.6×2.1+26.75-26.95)/6.7=22.82(kN)VC=[3.34×2.1×5.65+6.1×4.6×2.3+10.6×4.6+(26.75-26.95)]/6.7=22.85(kN)第四层：VD=(3.34×2.1×1.05+6.1×4.6×4.4+10.6×2.1+26.75-26.95)/6.7=22.82(kN)VC=[3.34×2.1×5.65+6.1×4.6×2.3+10.6×4.6+(26.75-26.95)]/6.7=22.85(kN)第五层：VD=(3.34×2.1×1.05+6.1×4.6×4.4+10.6×2.1+27.13-27.38)/6.7=22.81(kN)VC=[3.34×2.1×5.65+6.1×4.6×2.3+10.6×4.6+(27.13-27.38)]/6.7=22.86(kN)第六层(计算方法同AB跨六层)：VD=(6.7×6.7×3.35+23.33-19.9)/6.7=22.95(kN)VC=[25.3×6.7×3.35-(23.33-19.9)]/6.7=21.94(kN)2)计算各柱端剪力，计算简图如图2.25所示~1~ V1=V2=(M1+M2)/h①A轴柱，柱端剪力计算如下：第一层：(7.34+2.65)/4.9=2.04(kN)第二层：(12.22+14.95)/3.6=7.55(kN)第三层：(11.87+11.65)/3.6=6.53(kN)第四层：(11.87+11.87)/3.6=6.59(kN)第五层：(10.67+11.87)/3.6=6.26(kN)第六层：(20.46+13.77)/3.6=9.51(kN)②B轴柱，柱端剪力计算如下：第一层：(7.32+2.54)/4.9=2.01(kN)~1~第二层：(12.15+14.74)/3.6=7.47(kN)第三层：(11.82+11.62)/3.6=6.51(kN)第四层：(11.82+11.82)/3.6=6.57(kN)第五层：(10.77+11.82)/3.6=6.28(kN)第六层：(20.07+13.58)/3.6=9.35(kN)~1~③C轴柱，柱端剪力计算如下：~1~第一层：(8.08+2.99)/4.9=2.26(kN)第二层：(13.7+16.61)/3.6=8.42(kN)第三层：(13.32+13.09)/3.6=7.34(kN)第四层：(13.32+13.32)/3.6=7.4(kN)第五层：(12.58+13.32)/3.6=7.19(kN)第六层：(19.4+14.56)/3.6=9.43(kN)~1~③D轴柱，柱端剪力计算如下：~1~第一层：(5.5+1.82)/4.6=1.49(kN)第二层：(8.89+10.9)/3.6=5.5(kN)第三层：(8.66+8.5)/3.6=4.77(kN)第四层：(8.66+8.66)/3.6=4.81(kN)第五层：(8.03+8.66)/3.6=4.64(kN)第六层：(13.89+9.66)/3.6=6.54(kN)~1~3)绘制剪力图根据力矩平衡法的计算结果，画出活荷载作用下的框架梁柱剪力图，如图2.26所示~1~ (3)运用节点平衡的方法计算柱轴力轴力计算即为柱端竖向荷载与其相连的两端剪力之和，除六层柱顶外还要外加上柱自重，因为计算较为简单，在此不再赘述轴力计算过程。横向框架在活荷载作用下的轴力图如图2.27所示~1~ 2.1.3横向框架在重力荷载代表值作用下的内力计算(1)用弯矩二次分配法计算弯矩根据“图1.74重力荷载代表值作用下横向框架的计算简图”，用弯矩二次分配法计算⑨轴线框架在重力荷载代表值作用下的弯矩框架梁柱的线刚度，相对线刚度和弯矩分配系数与图2.1中相应数值相同1)计算固端弯矩由于框架承担荷载比较复杂，故采用叠加法计算在复杂荷载作用下的固端弯矩，每一跨的两端分布荷载分解为满布均布荷载和局部分布荷载。固端弯矩的计算过程详见表2.4表2.4重力荷载代表值作用下固端弯矩计算过程固端弯矩位置各部分产生固端弯矩kN/m最终固端弯矩(kN/m)满跨均布荷载局部分布荷载FFMAB-96.55~1~ 第六层框架梁MBA96.55MBC-0.803MCB0.803MCD-96.55MDC96.55第五层框架梁MAB-105.68MBA105.68MBC-0.803MCB0.803MCD-144.11MDC127.86MAB-105.68~1~ 第四层框架梁MBA105.68MBC-0.803MCB0.803MCD-144.11MDC127.86第三层框架梁MAB-105.68MBA105.68MBC-0.803MCB0.803MCD-144.11MDC127.86第二层框架梁MAB-105.68MBA105.68MBC-0.803MCB0.803MCD-144.11MDC127.86~1~ 第一层框架梁MAB-105.68MBA105.68MBC-0.803MCB0.803MCD-144.11MDC127.862)弯矩二次分配过程采用弯矩二次分配法计算框架在活荷载作用下的弯矩，分配过程如图2.28所示~1~ 注：箭头按1/2传递，图2.28已表明梁的传递方式，柱传递方式详见图2.29所示~1~ 注：箭头传递的系数也为1/2，底层为1/33)跨中弯矩计算①AB跨，跨中弯矩计算简图如图2.30所示第一层第二层：第三层：第四层：第五层：第六层：②BC跨，跨中弯矩计算简图如图2.31所示第一层：第二层：第三层：第四层：第五层：~1~ 第六层：③CD跨，跨中弯矩计算简图如图2.32所示×3.35-qFD×1.25×0.625-FF×1.25-qCF×2.1×2.3-MC第一层：第二层：第三层：第四层：第五层：第六层：4)弯矩图绘制根据弯矩二次分配法的计算结果，画出恒荷载作用下的框架梁柱弯矩图，如图2.33所示~1~ (2)运用力矩平衡的方法计算剪力1)计算各梁端剪力①AB跨梁：梁端剪力计算简图如图2.34所示VA=[qAB×6.7×3.35-(MB-MA)]/6.7VB=[qAB×6.7×3.35+MB-MA)]/6.7第一层：VA=[28.25×6.7×3.35-(94.69-93.95)]/6.7=94.53(kN)VB=(28.25×6.7×3.35+94.69-93.95)/6.7=94.75(kN)第二层：VA=28.25×6.7×3.35-(100.85-100.57)]/6.7=94.6(kN)VB=(28.25×6.7×3.35+100.85-100.57)/6.7=94.68(kN)第三层：VA=[28.25×6.7×3.35-(100.38-100.04)]/6.7=94.59(kN)VB=(28.25×6.7×3.35+100.38-100.04)/6.7=94.69(kN)第四层：VA=[28.25×6.7×3.35-(100.38-100.04)]/6.7=94.59(kN)VB=(28.25×6.7×3.35+100.38-100.04)/6.7=94.69(kN)第五层：VA=[28.25×6.7×3.35-(104.3-102.3)]/6.7=94.34(kN)VB=(28.25×6.7×3.35+104.3-102.3)/6.7=94.94(kN)第六层：VA=[25.81×6.7×3.35-(81.18-79.37)]/6.7=86.19(kN)VB=(25.81×6.7×3.35+81.18-79.37)/6.7=86.73(kN)②BC跨梁：梁端剪力计算简图如图2.35所示VC=(qBC×3×1.5+MC-MB)/3VB=[qBC×3×1.5-(MC-MB)]/3第一层：VC=(1.07×3×1.5+3.51-2.02)/3=2.1(kN)VB=[1.07×3×1.5+(3.51-2.02)]/3=1.1(kN)第二层：VC=(1.07×3×1.5+2.15-1.01)/3=1.99(kN)~1~ VB=[1.07×3×1.5-(2.15-1.01)]/3=1.23(kN)第三层：VC=(1.07×3×1.5+2.26-1.1)/3=1.99(kN)VB=[1.07×3×1.5+(2.26-1.1)]/3=1.21(kN)第四层：VC=(1.07×3×1.5+2.26-1.1)/3=1.99(kN)VB=[1.07×3×1.5+(2.26-1.1)]/3=1.21(kN)第五层：VC=(1.07×3×1.5+0.34-0.77)/3=1.46(kN)VB=[1.07×3×1.5+(0.34-0.77)]/3=1.74(kN)第六层：VC=(1.07×3×1.5+1.76-2.11)/3=0.1.49(kN)VB=[1.03×3×1.5+(1.76-2.11)]/3=1.72(kN)③CD跨梁，梁端剪力计算简图如图2.36所示VD=(qCF×2.1×1.05+qFD×4.6×4.4+FF×2.1+MD-MC)/6.7VC=[qCF×2.1×5.65+qFD×4.6×2.3+FF×4.6-(MD-MC)]/6.7第一层：VD=(20.22×2.1×1.05+29.27×4.6×4.4+47.7×2.1+140.5-115.4)/6.7=113.77(kN)VC=[20.22×2.1×5.65+29.27×4.6×2.3+47.7×4.6-(140.5-115.4)]/6.7=111.03(kN)第二层：VD=(20.22×2.1×1.05+29.27×4.6×4.4+47.7×2.1+139.61-125.34)/6.7=112.16(kN)VC=[20.22×2.1×5.65+29.27×4.6×2.3+47.7×4.6-(139.61-125.34)]/6.7=112.65(kN)第三层：VD=(20.22×2.1×1.05+29.27×4.6×4.4+47.7×2.1+139.61-124.7)/6.7=112.25(kN)VC=[20.22×2.1×5.65+29.27×4.6×2.3+47.7×4.6-(139.61-124.7)]/6.7=112.55(kN)第四层：VD=(20.22×2.1×1.05+29.27×4.6×4.4+47.7×2.1+139.61-124.7)/6.7=112.25(kN)VC=[20.22×2.1×5.65+29.27×4.6×2.3+47.7×4.6-(139.61-124.7)]/6.7=112.55(kN)第五层：VD=(20.22×2.1×1.05+29.27×4.6×4.4+47.7×2.1+141.83-125.08)/6.7=112.53(kN)VC=[20.22×2.1×5.65+29.27×4.6×2.3+47.7×4.6-(141.83-125.08]/6.7=112.28(kN)第六层(计算方法同AB跨六层)：VD=(25.3×6.7×3.35+97.22-69)/6.7=90.68(kN)VC=[25.3×6.7×3.35-(97.22-69)]/6.7=82.25(kN)2)计算各柱端剪力，计算简图如图2.37所示V1=V2=(M1+M2)/h①A轴柱，柱端剪力计算如下：~1~ 第一层：(30.94+11.17)/4.9=8.59(kN)第二层：(51.5+63.02)/3.6=31.81(kN)第三层：(50.02+49.07)/3.6=27.53(kN)第四层：(50.02+50.02)/3.6=27.79(kN)第五层：(46.08+50.02)/3.6=26.69(kN)第六层：(79.37+56.25)/3.6=37.67(kN)②B轴柱，柱端剪力计算如下：第一层：(30.78+10.63)/4.9=8.45(kN)~1~第二层：(51.02+61.89)/3.6=31.36(kN)第三层：(49.64+48.82)/3.6=27.35(kN)第四层：(49.64+49.64)/3.6=27.58(kN)第五层：(46.26+49.64)/3.6=26.64(kN)第六层：(77.46+55.27)/3.6=36.87(kN)~1~③C轴柱，柱端剪力计算如下：~1~第一层：(36.03+14.5)/4.9=10.31(kN)第二层：(63.08+76.29)/3.6=38.71(kN)第三层：(61.22+60.11)/3.6=33.7(kN)第四层：(61.22+61.22)/3.6=34.01(kN)第五层：(60.54+61.22)/3.6=33.82(kN)第六层：(72.78+62.35)/3.6=37.54(kN)~1~③D轴柱，柱端剪力计算如下：~1~第一层：(5.61+0.09)/4.6=1.16(kN)第二层：(6.3+7.86)/3.6=3.9(kN)第三层：(6.29+6.28)/3.6=3.49(kN)第四层：(6.29+6.29)/3.6=3.49(kN)第五层：(2.43+6.29)/3.6=2.42(kN)第六层：(30.65+12.37)/3.6=11.95(kN)~1~3)绘制剪力图根据力矩平衡法的计算结果，画出恒荷载作用下的框架梁柱剪力图，如图2.38所示~1~ (3)运用节点平衡的方法计算柱轴力轴力计算即为柱端竖向荷载与其相连的两端剪力之和，除六层柱顶外还要外加上柱自重，因为计算较为简单，在此不再赘述轴力计算过程。横向框架在活荷载作用下的轴力图如图2.39所示2.2横向框架在水平荷载作用下的内力计算~1~ 2.2.1风荷载荷载内力计算框架在风荷载作用下的内力计算采用D值法，计算时首先将框架各楼层的层间总剪力Vj，按各柱的侧移刚度(D值)在该层总侧移刚度所占比例分配到各柱即可求得第j层，第i柱的层间剪力Vij；根据求的各柱层间剪力Vij和修正后的反弯点位置y，即可确定柱端弯矩MC上和MC下，由节点平衡条件，梁端弯矩之和等于柱端弯矩之和，将节点左右梁端弯矩之和，按线刚度比例分配，可求出各梁端弯矩，进而由梁的平衡条件求出梁端剪力，最后第j层，第i柱的轴力即为其上各层节点左右梁高剪力代数和。(1)反弯点高度计算反弯点高度比按下式计算即：y=y0+y1+y2+y3~1~ 式中：y0—标准反弯点高度y1—因上下层梁刚度比变化的修正值y2—因上层层高变化的修正值y3—因下层层高变化的修正值表2.5反弯点高度比y计算楼层A轴中框架柱B轴中框架柱C轴中框架柱D轴中框架柱六层五层四层三层二层一层~1~ (2)柱端弯矩及剪力计算风荷载作用下的柱端剪力按下式计算：风荷载作用下的柱端弯矩按下式计算：MC上=Vij(1-y)hMC下=Vijyh风荷载作用下的柱端剪力和柱端弯矩计算列于表2.6表2.6风荷载作用下的柱端弯矩及剪力计算柱楼层Vj(kN)Dij(kN/m)∑D(kN/m)Dij/∑DVij(kN)yyh(m)MC上(kN·m)MC下(kN·m)A轴114.12185001165010.162.240.250.906.052.02228.42185001165010.164.510.351.2610.565.69343.94185001165010.166.980.401.4415.0710.05461.50185001165010.169.770.451.6219.3415.82581.62185001165010.1612.960.501.8023.3323.33699.4915130736370.2120.440.673.2833.0567.11B轴114.12211671165010.182.570.291.046.562.68228.42211671165010.185.160.391.4011.347.25343.94211671165010.187.980.401.4417.2411.50461.50211671165010.1811.170.451.6222.1218.10581.62211671165010.1814.830.501.8026.6926.69699.4916056736370.2221.690.653.1937.2069.09C轴114.12211671165010.182.570.291.046.562.68228.42211671165010.185.160.391.4011.347.25343.94211671165010.187.980.401.4417.2411.50461.50211671165010.1811.170.451.6222.1218.10581.62211671165010.1814.830.501.8026.6926.69699.4916056736370.2221.690.653.1937.2069.09D轴114.12556661165010.486.750.451.6213.3610.93228.42556661165010.4813.580.501.8024.4424.44343.94556661165010.4821.000.501.8037.7937.79461.50556661165010.4829.390.501.8052.8952.89581.62556661165010.4839.000.501.8070.2070.20699.4926056736370.3535.200.552.7077.6294.87(3)梁端弯矩及剪力计算~1~ 由节点平衡条件，梁端弯矩之和等于柱端弯矩之和，将节点左右梁端弯矩之和按左右梁的线刚度比例分配，可求的梁端弯矩，进而由梁的平衡条件求出梁端剪力，风荷载作用下的梁端弯矩按下式计算即：中柱边柱1)风荷载作用下的梁端弯矩计算列于表2.7与表2.8表2.7梁端弯矩MAB计算楼层柱端弯矩柱端弯矩之和MAB(kN/m)6—6.056.056.0552.0212.5812.5810.5645.6920.7620.7615.07310.0529.3929.3919.34215.8239.1539.1523.33123.3356.3856.3833.05表2.8梁端弯矩MBA、MBC、MCB、MCD、MDC计算楼层柱端弯矩柱端弯矩之和MBAMBC66.565.1×1041.0×1045.481.076.5652.6814.025.1×1041.0×10411.722.3011.3447.2524.495.1×1041.0×10420.484.0117.24311.5033.625.1×1041.0×10428.115.5122.12218.1044.795.1×1041.0×10437.457.3426.69~1~ 126.6963.905.1×1041.0×10453.4210.4737.20楼层柱端弯矩柱端弯矩之和MDCMDE613.365.1×1045.1×1046.686.6813.36510.9335.375.1×1045.1×10417.6917.6924.44424.4462.235.1×1045.1×10431.1231.1237.79337.7990.695.1×1045.1×10445.3445.3452.89252.89123.095.1×1045.1×10461.5561.5570.20170.20147.825.1×1045.1×10473.9173.9177.62注：C柱梁端弯矩与B柱对称，数值完全相同，在此表不再赘述2)风荷载作用下的梁端剪力计算见表2.9表2.9梁端剪力计算楼层MAB(kN·m)MBA(kN·m)VAB=-VBA(kN)MBC(kN·m)MCB(kN·m)VBC=-VCB(kN)66.055.481.721.071.070.72512.5811.723.632.302.301.53420.7620.486.164.014.012.68329.3928.118.585.515.513.67239.1537.4511.437.347.344.89156.3853.4216.3910.4710.476.98楼层MCD(kN·m)MDC(kN·m)VCD=-VDC(kN)MDE(kN·m)VDE(kN)65.486.681.826.686.07511.7217.694.3917.6916.08420.4831.127.7031.1228.29328.1145.3410.9645.3441.22237.4561.5514.7861.5555.95153.4273.9119.0173.9167.19(4)柱轴力计算由梁柱节点的平衡求的柱轴力，详见表2.10表2.10风荷载作用下轴力计算单位：kN~1~ 楼层VABNAVBAVBCNB61.72-1.721.720.721.0053.63-3.633.631.532.1046.16-6.166.162.683.4838.58-8.588.583.674.91211.43-11.4311.434.896.54116.39-16.3916.396.989.41楼层VCBVCDNCVDCVDEND60.721.82-1.101.826.07-4.2651.534.39-2.864.3916.08-11.6942.687.70-5.027.7028.29-20.5933.6710.96-7.2910.9641.22-30.2624.8914.78-9.8814.7855.95-41.1816.9819.01-12.0219.0167.19-48.19(5)风荷载作用下框架内力图绘制1)根据上面所得结果绘制弯矩图，见图2.40~1~ 2)根据上面所得结果绘制剪力图，见图2.413)根据上面所得结果绘制轴力图，见图2.42~1~ 2.2.2水平地震作用内力计算横向框架在水平地震作用下的内力计算采用D值法，以⑨轴线横向框架为例进行水平地震作用下的框架内力计算，计算步骤和风荷载的计算相同(1)反弯点高度计算(与风荷载计算中的结果完全相同)详见表2.11表2.11反弯点高度比y楼层A轴中柱框架B轴中柱框架C轴中柱框架D轴中柱框架60.250.290.290.4550.350.390.390.540.40.40.40.530.450.450.450.520.50.50.50.510.670.650.650.55(2)柱端弯矩及剪力计算，计算过程详见表2.12表2.12水平地震作用下柱端弯矩剪力计算柱楼层Vj(kN)Dij(kN/m)∑D(kN/m)Dij/∑DVij(kN)yyh(m)MC上(kN·m)MC下(kN·m)A轴11081.21185007455850.02526.830.250.9072.4324.1421686.73185007455850.02541.850.351.2697.9352.7332181.68185007455850.02554.130.401.44116.9377.9542563.14185007455850.02563.600.451.62125.93103.0352829.46185007455850.02570.210.501.80126.37126.3762991.49151304925990.03191.880.673.28148.57301.65B轴11081.21211677455850.02830.700.291.0478.4632.0521686.73211677455850.02847.890.391.40105.1667.2332181.68211677455850.02861.940.401.44133.7889.1942563.14211677455850.02872.770.451.62144.08117.8852829.46211677455850.02880.330.501.80144.59144.5962991.49160564925990.03397.510.653.19167.22310.56C轴11081.21211677455850.02830.700.291.0478.4632.0521686.73211677455850.02847.890.391.40105.1667.2332181.68211677455850.02861.940.401.44133.7889.1942563.14211677455850.02872.770.451.62144.08117.88~1~ 52829.46211677455850.02880.330.501.80144.59144.5962991.49160564925990.03397.510.653.19167.22310.56D轴11081.21556667455850.07580.720.451.62159.83130.7721686.73556667455850.075125.930.501.80226.68226.6832181.68556667455850.075162.890.501.80293.19293.1942563.14556667455850.075191.370.501.80344.46344.4652829.46556667455850.075211.250.501.80380.25380.2562991.49260564925990.053158.230.552.70348.91426.44(3)梁端弯矩及剪力计算1)水平地震作用下的梁端弯矩计算过程详见表2.13与2.14表2.13梁端弯矩MAB计算楼层柱端弯矩柱端弯矩之和MAB(kN/m)6—72.4372.4372.43524.14122.08122.0897.93452.73169.66169.66116.93377.95203.88203.88125.932103.03229.40229.40126.371126.37274.95274.95148.57表2.14梁端弯矩MBA、MBC、MCB、MCD、MDC计算楼层柱端弯矩柱端弯矩之和MBAMBC678.465.1×1041.0×10465.6012.8678.46532.05137.205.1×1041.0×104114.7222.49105.16467.23201.025.1×1041.0×104168.0732.95133.78389.19233.275.1×1041.0×104195.0438.23144.082117.88262.475.1×1041.0×104219.4543.02144.591144.59311.815.1×1041.0×104260.7151.11~1~ 167.22楼层柱端弯矩柱端弯矩之和MDCMDE6159.835.1×1045.1×10479.9279.92159.835130.77357.455.1×1045.1×104178.73178.73226.684226.68519.875.1×1045.1×104259.94259.94293.193293.19637.655.1×1045.1×104318.83318.83344.462344.46724.715.1×1045.1×104362.35362.35380.251380.25729.165.1×1045.1×104364.58364.58348.91注：C柱梁端弯矩与B柱对称，数值完全相同，在此表不再赘述2)水平地震作用下的梁端剪力计算详见表2.15表2.15梁端剪力计算楼层MABMBAVAB=VBAMBCMCBVBC=VCB672.4365.6020.6012.8612.868.575122.08114.7235.3422.4922.4914.994169.66168.0750.4132.9532.9521.963203.88195.0459.5438.2338.2325.492229.40219.4566.9943.0243.0228.681274.95260.7179.9551.1151.1134.07楼层MCDMDCVCD=VDCMDEVDE665.6079.9221.7279.9272.655114.72178.7343.80178.73162.484168.07259.9463.88259.94236.313195.04318.8376.70318.83289.842219.45362.3586.84362.35329.411260.71364.5893.33364.58331.44(4)柱轴力计算由梁柱节点的平衡求的柱轴力，详见表2.16表2.16风荷载作用下轴力计算单位：kN楼层VABNAVBAVBCNB620.60-20.6020.608.5712.03535.34-35.3435.3414.9920.35~1~ 450.41-50.4150.4121.9628.44359.54-59.5459.5425.4934.05266.99-66.9966.9928.6838.31179.95-79.9579.9534.0745.88楼层VCBVCDNCVDCVDEND68.5721.72-13.1521.7272.65-50.93514.9943.80-28.8143.80162.48-118.68421.9663.88-41.9263.88236.31-172.42325.4976.70-51.2176.70289.84-213.15228.6886.84-58.1686.84329.41-242.58134.0793.33-59.2693.33331.44-238.11(5)水平地震作用下框架内力图绘制1)根据上面所得结果绘制弯矩图，见图2.432)根据上面所得结果绘制剪力图，见图2.44~1~ 3)根据上面所得结果绘制轴力图，见图2.452.3⑨轴横向框架内力组合2.3.1一般规定~1~ 求出各种荷载作用下的框架内力后，应根据最不利的原则进行内力组合(1)梁端负弯矩条幅当考虑结构塑性内力重分布的有利影响时，应在内力组合之前对竖向荷载作用下的内力进行调幅，本设计梁端负弯矩调幅系数取0.85，水平荷载作用下的弯矩不能调幅。(2)控制截面框架梁的控制截面通常是梁端支座截面和跨中截面，如图2.46所示。在竖向荷载作用下，支座截面可能产生最大负弯矩和最大剪力；在水平荷载作用下，支座截面还会出现正弯矩，跨中截面一般产生最大正弯矩，有时也可能出现负弯矩，框架梁的控制截面最不利内力组合由以下几种：梁跨中截面：+Mmax及相应的V(正截面设计)，有时需组合-Mmax；梁支座几面：-Mmax及相应的V(正截面设计)，Vmax及相应的M(斜截面设计)，有时需组合+Mmax；框架柱的控制截面通常是柱上、下两端截面，如图2.47所示，柱的剪力和轴力在同一层柱内变化很小，甚至内有变化，而柱的梁端弯矩最大，同一柱截面在不同内力组合时，由可能出现正弯矩或负弯矩，考虑到框架柱一般采用对称配筋，组合时只需选择绝对值最大的弯矩。框架柱的控制截面最不利内力组合由以下几种：柱截面：|Mmax|及相应的N、VNmax及相应的M、VNmin及相应的M、VVmax及相应的M、N|M|比较大(不是绝对最大)，但N较小或N比较大(不是绝对最小或绝对最大)(3)内力换算结构受力分析得内力是构件轴线处内力，而梁支座截面是指柱边缘处梁端截面，柱上、下端截面是指梁顶和梁底处柱端截面，如图2.47所示。因此在进行组合前，应将各~1~ 种荷载作用下的梁柱轴线的弯矩值和剪力值换算到梁柱边缘，然后再进行内力组合。对于框架柱，在手算时为了简化起见，可采用轴线处内力值，也就是可不用换算为柱边缘截面的内力，这样算得的钢筋用量比需要的钢筋用量略微多一些。梁支座边缘处内力值：M边缘=M-Mb/2V边缘=V-qb/2式中：M边缘—支座边缘截面的弯矩标准值；V边缘—支座边缘截面的剪力标准值；M—梁柱中线交点处的弯矩标准值；V—与M相应的梁柱中线交点处得剪力标准值；q—梁单位长度的均布荷载标准值；b—梁端支座宽度(即柱截面高度)。(4)荷载效应组合的种类1)非抗震设计时的基本组合以永久荷载效应控制的组合：1.35×恒载+0.7×1.4×活载=1.35×恒载+0.98×活载；以可变荷载效应控制的组合：1.2×恒载+1.4×活载；2）地震作用效应和其他荷载效应的基本组合(对一般结构，风荷载组合系数为0)：1.2×重力荷载+1.3×水平地震作用。3)荷载效应的标准组合。荷载效应的标准组合：1.0×恒载+1.0×活载。2.3.2框架梁的内力组合(1)AB跨梁内力组合1)内力换算和梁端负弯矩调幅，计算过程详见表2.17表2.17AB跨梁轴线处内力换算为梁支座边缘内力楼层截面位置内力荷载类型SGESGkSQkSwkSEk左风右风左震右震六层轴线处内力左端M-79.37-77.15-20.466.05-6.0572.43-72.43V86.1984.5222.39-1.721.72-20.6020.60跨中M64.2058.8716.940.29-0.293.42-3.42V———————右端M-86.73-78.70-20.865.48-5.4865.60-65.60V-81.18-84.99-22.50-1.721.72-20.6020.60梁支左端M-53.51-51.79-13.745.53-5.5366.2566.25~1~ 座边缘处内力V78.4576.9320.38-1.721.72-20.6020.60跨中M64.2058.8716.940.29-0.293.42-3.42V———————右端M-62.38-53.20-14.114.96-4.9659.42-59.42V-73.44-77.40-20.49-1.721.72-20.6020.60梁支座边缘处调幅后内力左端M-45.49-44.02-11.685.53-5.5366.2566.25V78.4576.9320.38-1.721.72-20.6020.60跨中M77.0470.6420.330.29-0.293.42-3.42V———————右端M-53.02-45.22-11.994.96-4.9659.42-59.42V-73.44-77.40-20.49-1.721.72-20.6020.60五层轴线处内力左端M-102.30-90.90-24.4312.58-12.58122.08-122.08V94.3483.5422.45-3.633.63-35.3435.34跨中M57.8153.2113.190.43-0.433.68-3.68V———————右端M-94.94-90.07-23.7911.72-11.72114.72-114.72V-104.30-83.29-22.44-3.633.63-35.3435.34梁支座边缘处内力左端M-74.00-65.84-17.7011.49-11.49111.48-111.48V85.8776.0720.44-3.633.63-35.3435.34跨中M57.8153.2113.190.43-0.433.68-3.68V———————右端M-63.65-65.08-17.0610.63-10.63104.12-104.12V-95.83-75.82-20.43-3.633.63-35.3435.34梁支座边缘处调幅后内力左端M-62.90-55.96-15.0411.49-11.49111.48-111.48V85.8776.0720.44-3.633.63-35.3435.34跨中M69.3763.8515.830.43-0.433.68-3.68V———————右端M-54.10-55.32-14.5010.63-10.63104.12-104.12V-95.83-75.82-20.43-3.633.63-35.3435.34四层轴线处内力左端M-100.04-88.23-23.7420.76-20.76169.66-169.66V94.5983.3922.44-6.166.16-50.4150.41跨中M58.3153.6613.830.14-0.140.80-0.80V———————右端M-100.38-88.38-23.7920.48-20.48168.07-168.07V-94.69-83.44-22.45-6.166.16-50.4150.41梁支座边缘处内力左端M-71.66-63.21-17.0118.91-18.91154.54-154.54V86.1275.9220.43-6.166.16-50.4150.41跨中M58.3153.6613.830.14-0.140.80-0.80V———————右端M-71.97-63.35-17.0618.63-18.63152.95-152.95V-86.12-75.92-20.43-6.166.16-50.4150.41梁支座边缘处左端M-60.91-53.73-14.4618.91-18.91154.54-154.54~1~ 调幅后内力V86.1275.9220.43-6.166.16-50.4150.41跨中M69.9764.3916.600.14-0.140.80-0.80V———————右端M-61.18-53.85-14.5018.63-18.63152.95-152.95V-86.12-75.92-20.43-6.166.16-50.4150.41三层轴线处内力左端M-100.04-88.23-23.7429.39-29.39203.88-203.88V94.5983.3922.44-8.588.58-59.5459.54跨中M58.3153.6613.830.64-0.644.42-4.42V———————右端M-100.38-88.38-23.7928.11-28.11195.04-195.04V-94.69-83.44-22.45-8.588.58-59.5459.54梁支座边缘处内力左端M-71.66-63.21-17.0126.82-26.82186.02-186.02V86.1275.9220.43-8.588.58-59.5459.54跨中M58.3153.6613.830.64-0.644.42-4.42V———————右端M-71.97-63.35-17.0625.54-25.54177.18-177.18V-86.22-75.97-20.44-8.588.58-59.5459.54梁支座边缘处调幅后内力左端M-60.91-53.73-14.4626.82-26.82186.02-186.02V86.1275.9220.43-8.588.58-59.5459.54跨中M69.9764.3916.600.64-0.644.42-4.42V———————右端M-61.18-53.85-14.5025.54-25.54177.18-177.18V-86.22-75.97-20.44-8.588.58-59.5459.54二层轴线处内力左端M-100.57-88.71-23.8739.15-39.15229.40-229.40V94.9083.4022.44-11.4311.43-66.9966.99跨中M55.2251.1613.700.85-0.854.98-4.98V———————右端M-100.85-88.80-23.9137.45-37.45219.45-219.45V-94.68-83.44-22.45-11.4311.43-66.9966.99梁支座边缘处内力左端M-72.10-63.69-17.14-35.72-35.72-209.30-209.30V86.4375.9320.43-11.4311.43-66.9966.99跨中M55.2251.1613.700.85-0.854.98-4.98V———————右端M-72.45-63.77-17.1834.02-34.02199.35-199.35V-86.21-75.97-20.44-11.4311.43-66.9966.99梁支座边缘处调幅后内力左端M-61.29-54.14-14.57-35.72-35.72-209.30-209.30V86.4375.9320.43-11.4311.43-66.9966.99跨中M66.2661.3916.440.85-0.854.98-4.98V———————右端M-61.58-54.20-14.6034.02-34.02199.35-199.35V-86.21-75.97-20.44-11.4311.43-66.9966.99一层轴线处内力左端M-93.95-82.88-22.2956.38-56.38274.95-274.95V94.5383.3622.42-16.3916.39-79.9579.95跨中M64.2064.0415.231.48-1.487.12-7.12V———————右端M-94.69-83.31-22.4453.42-53.42260.71-260.71V-94.75-83.48-22.47-16.3916.39-79.9579.95~1~ 梁支座边缘处内力左端M-65.59-57.87-15.5651.46-51.46250.97-250.97V86.0675.8920.41-16.3916.39-79.9579.95跨中M64.2064.0415.231.48-1.487.12-7.12V———————右端M-66.27-58.27-15.7048.50-48.50236.73-236.73V-86.28-76.01-20.46-16.3916.39-79.9579.95梁支座边缘处调幅后内力左端M-55.75-49.19-13.2351.46-51.46250.97-250.97V86.0675.8920.41-16.3916.39-79.9579.95跨中M77.0476.8518.281.48-1.487.12-7.12V———————右端M-56.33-49.53-13.3448.50-48.50236.73-236.73V-86.28-76.01-20.46-16.3916.39-79.9579.95注：表中梁端负弯矩调幅系数取0.85，跨中弯矩调幅系数为1.2表中弯矩单位：kN·m；剪力单位：kN2)非抗震设计时的基本组合非抗震设计时的基本组合是考虑恒荷载，活荷载和风荷载三种荷载效应的组合。组合列于表2.18表2.18用于承载力计算的框架梁非抗震基本组合表(梁AB)楼层截面位置内力荷载类型恒荷载+活荷载+风荷载恒荷载+活荷载SGkSQkSwk1.2SGk+1.4×0.7(SQk+Swk)　可变荷载控制组合永久荷载控制组合左风右风左风右风　1.2SGk+1.4SQk　　1.35SGk+1.4×0.7SQk　六层左端M-44.02-11.685.53-5.53-60.57-74.51-69.18-70.87V76.9320.38-1.721.72115.83120.16120.85123.83跨中M70.6420.330.29-0.29110.75110.02113.23115.29V————————右端M-45.22-11.994.96-4.96-63.12-75.62-71.05-72.80V-77.4-20.49-1.721.72-120.86-116.53-121.57-124.57五层左端M-55.96-15.0411.49-11.49-71.63-100.58-88.21-90.29V76.0720.44-3.633.63112.46121.61119.90122.73跨中M63.8515.830.43-0.4397.1196.0298.78101.71V————————右端M-55.32-14.5010.63-10.63-71.26-98.05-86.68-88.89V-75.82-20.43-3.633.63-121.30-112.15-119.59-122.38四层左端M-53.73-14.4618.91-18.91-58.87-106.52-84.72-86.71V75.9220.43-6.166.16109.08124.61119.71122.51M64.3916.600.14-0.1498.3698.01100.51103.19~1~ 跨中V————————右端M-53.85-14.5018.63-18.63-59.42-106.36-84.92-86.91V-75.92-20.43-6.166.16-124.61-109.08-119.71-122.51三层左端M-53.73-14.4626.82-26.82-48.90-116.49-84.72-86.71V75.9220.43-8.588.58106.04127.66119.71122.51跨中M64.3916.600.64-0.6498.9997.38100.51103.19V————————右端M-53.85-14.5025.54-25.54-50.71-115.07-84.92-86.91V-75.97-20.44-8.588.58-127.73-106.11-119.78-122.59二层左端M-54.14-14.57-35.72-35.72-128.33-128.33-85.37-87.37V75.9320.43-11.4311.43102.46131.26119.72122.53跨中M61.3916.440.85-0.8595.4593.3196.6898.99V————————右端M-54.2-14.6034.02-34.02-40.57-126.30-85.48-87.48V-75.97-20.44-11.4311.43-131.32-102.52-119.78-122.59一层左端M-49.19-13.2351.46-51.46-10.86-140.54-77.55-79.37V75.8920.41-16.3916.3996.13137.44119.64122.45跨中M76.8518.281.48-1.48117.12113.39117.81121.66V————————右端M-49.53-13.3448.50-48.50-15.13-137.35-78.11-79.94V-76.01-20.46-16.3916.39-137.64-96.34-119.86-122.66注：表中弯矩单位：kN·m；剪力单位：kN3)地震作用效应和其他荷载效应的基本组合对一般结构，风荷载组合值系数为0，所以地震作用效应和其他荷载效应的基本组合只考虑重力荷载代表值和水平地震作用两种荷载效应的组合。组合过程列于表2.19表2.19用于承载力计算的框架梁抗震基本组合表(AB梁)楼层截面位置内力荷载类型抗震组合SGESEkγRE(1.2SGE+1.3SEk)左震右震左震右震六层左端M-45.4966.25-66.2523.66-105.53V78.447-20.6020.6057.25102.78跨中M77.043.42-3.4272.6766.01V—————右端M-53.0259.42-59.4210.22-105.65V-73.44-20.6020.60-97.67-52.14五层左端M-62.9111.48-111.4852.08-165.30V85.865-35.3435.3448.53126.63跨中M69.3723.68-3.6866.0258.85V—————~1~ 右端M-54.1104.12-104.1252.82-150.21V-95.83-35.3435.34-136.79-58.69四层左端M-60.91154.54-154.5495.85-205.50V86.115-50.4150.4132.13143.54跨中M69.9720.80-0.8063.7562.20V—————右端M-61.18152.95-152.9594.06-204.18V-86.12-50.4150.41-143.54-32.13三层左端M-60.91186.02-186.02126.55-236.19V86.115-59.5459.5422.05153.63跨中M69.9724.42-4.4267.2858.67V—————右端M-61.18177.18-177.18117.69-227.81V-86.22-59.5459.54-153.73-22.15二层左端M-61.29-209.30-209.30-259.23-259.23V86.425-66.9966.9914.13162.18跨中M66.2644.98-4.9864.4954.79V—————右端M-61.58199.35-199.35138.95-249.79V-86.21-66.9966.99-161.95-13.91一层左端M-55.75250.97-250.97194.51-294.87V86.055-79.9579.95-0.57176.12跨中M77.047.12-7.1276.2862.39V—————右端M-56.33236.73-236.73180.11-281.50V-86.28-79.9579.95-176.350.34注：表中弯矩单位：kN·m；剪力单位：kN对于受弯混凝土梁，受弯时，承载力抗震调整系数γRE=0.75；受剪时，承载力抗震调整系数γRE=0.854)荷载效应的标准组合荷载效应的标准组合是考虑非抗震设计时的恒荷载和活荷载的组合，组合过程列于表2.20。表2.20用于正常使用极限状态验算的框架梁标准组合表(AB梁)楼层截面位置内力荷载类型恒荷载+活荷载SGkSQk1.0SGk+1.0SQk六层左端M-44.02-11.68-55.70V76.9320.3897.31跨中M70.6420.3390.97V———右端M-45.22-11.99-57.21~1~ V-77.4-20.49-97.89五层左端M-55.96-15.04-71.00V76.0720.4496.51跨中M63.8515.8379.68V———右端M-55.32-14.50-69.82V-75.82-20.43-96.25四层左端M-53.73-14.46-68.19V75.9220.4396.35跨中M64.3916.6080.99V———右端M-53.85-14.50-68.35V-75.92-20.43-96.35三层左端M-53.73-14.46-68.19V75.9220.4396.35跨中M64.3916.6080.99V———右端M-53.85-14.50-68.35V-75.97-20.44-96.41二层左端M-54.14-14.57-68.71V75.9320.4396.36跨中M61.3916.4477.83V———右端M-54.2-14.60-68.80V-75.97-20.44-96.41一层左端M-49.19-13.23-62.42V75.8920.4196.30跨中M76.8518.2895.13V———右端M-49.53-13.34-62.87V-76.01-20.46-96.47注：表中弯矩单位：kN·m；剪力单位：kN(2)BC跨梁内力组合1)内力换算和梁端负弯矩调幅，计算过程详见表2.21表2.21BC跨梁轴线处内力换算为梁支座边缘内力楼层截面位置内力荷载类型SGESGkSQkSwkSEk左风右风左震右震六层轴线处内力左端M-2.11-3.74-0.791.07-1.0712.86-12.86V1.722.42-0.08-0.720.72-8.578.57M-0.73-1.32-0.680.000.000.000.00~1~ 跨中V———————右端M-1.76-1.30-0.561.07-1.0712.86-12.86V-0.15-0.79-0.08-0.720.72-8.578.57梁支座边缘处内力左端M-1.594-3.014-0.7660.854-0.85410.289-10.289V1.402.10-0.08-0.720.72-8.578.57跨中M-0.73-1.32-0.680.000.000.000.00V———————右端M-1.72-1.06-0.540.85-0.8510.29-10.29V0.00-0.47-0.08-0.720.72-8.578.57梁支座边缘处调幅后内力左端M-1.3549-2.5619-0.65110.854-0.85410.289-10.289V1.402.10-0.08-0.720.72-8.578.57跨中M-0.876-1.584-0.810.000.000.000.00V———————右端M-1.46-0.90-0.460.85-0.8510.29-10.29V0.00-0.47-0.08-0.720.72-8.578.57五层轴线处内力左端M-0.77-0.64-0.042.30-2.3022.49-22.49V1.741.170.07-1.531.53-14.9914.99跨中M-0.65-0.55-0.140.000.000.000.00V———————右端M-0.34-1.94-0.242.30-2.3022.49-22.49V-1.46-2.040.07-1.531.53-14.9914.99梁支座边缘处内力左端M-0.25-0.29-0.021.84-1.8417.99-17.99V1.420.850.07-1.531.53-14.9914.99跨中M-0.65-0.55-0.140.000.000.000.00V———————右端M0.00-1.33-0.221.84-1.8417.99-17.99V-1.14-1.720.07-1.531.53-14.9914.99梁支座边缘处调幅后内力左端M-0.21-0.25-0.021.84-1.8417.99-17.99V1.420.850.07-1.531.53-14.9914.99跨中M-0.78-0.66-0.170.000.000.000.00V———————右端M0.00-1.13-0.191.84-1.8417.99-17.99V-1.14-1.720.07-1.531.53-14.9914.99四层轴线处内力左端M-1.10-1.04-0.144.01-4.0132.95-32.95V1.991.260.06-2.682.68-21.9621.96跨中M-0.48-0.44-0.230.000.000.000.00V———————右端M-2.26-2.09-0.314.01-4.0132.95-32.95V-1.99-1.960.06-2.682.68-21.9621.96梁支座边缘处内力左端M-0.50-0.66-0.123.21-3.2126.36-26.36V1.670.940.06-2.682.68-21.9621.96跨中M-0.48-0.44-0.230.000.000.000.00V———————M-1.66-1.50-0.293.21-3.2126.36-26.36~1~ 右端V-1.67-1.640.06-2.682.68-21.9621.96梁支座边缘处调幅后内力左端M-0.43-0.56-0.103.21-3.2126.36-26.36V1.670.940.06-2.682.68-21.9621.96跨中M-0.58-0.52-0.270.000.000.000.00V———————右端M-1.41-1.28-0.253.21-3.2126.36-26.36V-1.67-1.640.06-2.682.68-21.9621.96三层轴线处内力左端M-1.10-1.04-0.145.51-5.5138.23-38.23V1.211.260.06-3.673.67-25.4925.49跨中M-0.48-0.45-0.230.000.000.000.00V———————右端M-2.26-2.09-0.315.51-5.5138.23-38.23V-1.99-1.960.06-3.673.67-25.4925.49梁支座边缘处内力左端M-0.74-0.66-0.124.41-4.4130.58-30.58V0.890.940.06-3.673.67-25.4925.49跨中M-0.48-0.45-0.230.000.000.000.00V———————右端M-1.66-1.50-0.294.41-4.4130.58-30.58V-1.67-1.640.06-3.673.67-25.4925.49梁支座边缘处调幅后内力左端M-0.63-0.56-0.104.41-4.4130.58-30.58V0.890.940.06-3.673.67-25.4925.49跨中M-0.58-0.53-0.270.000.000.000.00V———————右端M-1.41-1.28-0.254.41-4.4130.58-30.58V-1.67-1.640.06-3.673.67-25.4925.49二层轴线处内力左端M-1.01-1.97-0.147.34-7.3443.02-43.02V1.231.600.05-4.894.89-28.6828.68跨中M-0.38-0.52-0.220.000.000.000.00V———————右端M-1.01-1.97-0.147.34-7.3443.02-43.02V-1.99-1.620.05-4.894.89-28.6828.68梁支座边缘处内力左端M-0.64-1.49-0.135.87-5.8734.42-34.42V0.911.280.05-4.894.89-28.6828.68跨中M-0.38-0.52-0.220.000.000.000.00V———————右端M-0.64-1.49-0.135.87-5.8734.42-34.42V-1.67-1.300.05-4.894.89-28.6828.68梁支座边缘处调幅后内力左端M-0.54-1.27-0.115.87-5.8734.42-34.42V0.911.280.05-4.894.89-28.6828.68跨中M-0.46-0.62-0.260.000.000.000.00V———————右端M-0.54-1.27-0.115.87-5.8734.42-34.42V-1.67-1.300.05-4.894.89-28.6828.68M-2.02-1.83-0.3810.47-10.4751.11-51.11~1~ 一层轴线处内力左端V1.101.150.06-6.986.98-34.0734.07跨中M-1.56-0.51-0.480.000.000.000.00V———————右端M-3.51-3.19-0.5710.47-10.4751.11-51.11V-2.10-2.060.06-6.986.98-34.0734.07梁支座边缘处内力左端M-1.69-1.49-0.368.38-8.3840.89-40.89V0.780.830.06-6.986.98-34.0734.07跨中M-1.56-0.51-0.480.000.000.000.00V———————右端M-2.88-2.57-0.558.38-8.3840.89-40.89V-1.78-1.740.06-6.986.98-34.0734.07梁支座边缘处调幅后内力左端M-1.44-1.26-0.318.38-8.3840.89-40.89V0.780.830.06-6.986.98-34.0734.07跨中M-1.87-0.61-0.570.000.000.000.00V———————右端M-2.45-2.19-0.478.38-8.3840.89-40.89V-1.78-1.740.06-6.986.98-34.0734.07注：表中梁端负弯矩调幅系数取0.85，跨中弯矩调幅系数为1.2表中弯矩单位：kN·m；剪力单位：kN2)非抗震设计时的基本组合非抗震设计时的基本组合是考虑恒荷载，活荷载和风荷载三种荷载效应的组合。组合列于表2.22表2.22用于承载力计算的框架梁非抗震基本组合表(梁BC)楼层截面位置内力荷载类型恒荷载+活荷载+风荷载恒荷载+活荷载SGkSQkSwk1.2SGk+1.4×0.7(SQk+Swk)　可变荷载控制组合永久荷载控制组合左风右风左风右风　1.2SGk+1.4SQk　　1.35SGk+1.4×0.7SQk　六层左端M-2.562-0.650.854-0.854-2.82-4.97-3.99-4.10V2.099-0.08-0.720.721.513.332.412.76跨中M-1.584-0.8100-2.92-2.92-3.03-2.93V————————右端M-0.904-0.460.854-0.854-0.58-2.73-1.72-1.67V-0.469-0.08-0.720.72-1.570.24-0.67-0.71五层左端M-0.246-0.021.841-1.8412.00-2.63-0.32-0.35V0.8490.07-1.531.53-0.823.031.121.21跨中M-0.66-0.1700-1.00-1.00-1.03-1.06V————————~1~ 右端M-1.129-0.191.841-1.8410.73-3.91-1.62-1.71V-1.7190.07-1.531.53-3.90-0.05-1.96-2.25四层左端M-0.563-0.103.21-3.213.23-4.85-0.82-0.86V0.9390.06-2.682.68-2.174.581.211.33跨中M-0.522-0.270.000.00-0.97-0.97-1.00-0.97V————————右端M-1.277-0.253.21-3.212.19-5.88-1.88-1.97V-1.6390.06-2.682.68-5.271.49-1.88-2.15三层左端M-0.246-0.021.84-1.842.00-2.63-0.32-0.35V0.8490.07-1.531.53-0.823.031.121.21跨中M-0.66-0.170.000.00-1.00-1.00-1.03-1.06V————————右端M-1.129-0.191.84-1.840.73-3.91-1.62-1.71V-1.7190.07-1.531.53-3.90-0.05-1.96-2.25二层左端M-1.267-0.115.87-5.875.75-9.05-1.67-1.81V1.2790.05-4.894.89-4.567.761.601.78跨中M-0.624-0.260.000.00-1.07-1.07-1.11-1.10V————————右端M-1.267-0.115.87-5.875.75-9.05-1.67-1.81V-1.30.05-4.894.89-7.664.66-1.49-1.71一层左端M-1.262-0.318.38-8.388.65-12.46-1.95-2.01V0.8290.06-6.986.98-7.729.871.081.18跨中M-0.612-0.570.000.00-1.45-1.45-1.53-1.38V————————右端M-2.186-0.478.38-8.387.34-13.77-3.28-3.41V-1.7390.06-6.986.98-10.816.78-2.00-2.29注：表中弯矩单位：kN·m；剪力单位：kN3)地震作用效应和其他荷载效应的基本组合对一般结构，风荷载组合值系数为0，所以地震作用效应和其他荷载效应的基本组合只考虑重力荷载代表值和水平地震作用两种荷载效应的组合。组合过程列于表2.23表2.23用于承载力计算的框架梁抗震基本组合表(BC梁)楼层截面位置内力荷载类型抗震组合SGESEkγRE(1.2SGE+1.3SEk)左震右震左震右震六层左端M-1.3510.29-10.298.81-11.25V1.40-8.578.579.9910.90跨中M-0.880.000.00-7.10-0.79V—————右端M-1.4610.29-10.29-0.79-11.34~1~ V0.00-8.578.57-9.479.47五层左端M-0.2117.99-17.9917.35-17.73V1.42-14.9914.99-15.1218.01跨中M-0.780.000.00-0.70-0.70V—————右端M0.0017.99-17.9917.54-17.54V-1.14-14.9914.99-17.7315.40四层左端M-0.4326.36-26.3625.32-26.09V1.67-21.9621.96-22.5625.97跨中M-0.580.000.00-0.52-0.52V—————右端M-1.4126.36-26.3624.43-26.98V-1.67-21.9621.96-25.9722.56三层左端M-0.6330.58-30.5829.25-30.38V0.89-25.4925.49-27.2629.07跨中M-0.580.000.00-0.52-0.52V—————右端M-1.4130.58-30.5828.55-31.09V-1.67-25.4925.49-29.8726.46二层左端M-0.5434.42-34.4233.07-34.05V0.91-28.6828.68-30.7632.62跨中M-0.460.000.00-0.41-0.41V—————右端M-0.5434.42-34.4233.07-34.05V-1.67-28.6828.68-33.3929.99一层左端M-1.4440.89-40.8938.57-41.16V0.78-34.0734.07-36.8538.44跨中M-1.870.000.00-1.68-1.68V—————右端M-2.4540.89-40.8937.66-42.07V-1.78-34.0734.07-39.4635.83注：表中弯矩单位：kN·m；剪力单位：kN对于受弯混凝土梁，受弯时，承载力抗震调整系数γRE=0.75；受剪时，承载力抗震调整系数γRE=0.854)荷载效应的标准组合荷载效应的标准组合是考虑非抗震设计时的恒荷载和活荷载的组合，组合过程列于表2.24。表2.24用于正常使用极限状态验算的框架梁标准组合表(BC梁)楼层截面位置内力荷载类型恒荷载+活荷载SGkSQk1.0SGk+1.0SQk~1~ 六层左端M-2.562-0.6511-3.21V2.10-0.082.02跨中M-1.584-0.81-2.39V———右端M-0.90-0.46-1.36V-0.47-0.08-0.55五层左端M-0.25-0.02-0.26V0.850.070.92跨中M-0.66-0.17-0.83V———右端M-1.13-0.19-1.31V-1.720.07-1.65四层左端M-0.56-0.10-0.67V0.940.061.00跨中M-0.52-0.27-0.79V———右端M-1.28-0.25-1.52V-1.640.06-1.58三层左端M-0.56-0.10-0.67V0.940.061.00跨中M-0.53-0.27-0.80V———右端M-1.28-0.25-1.52V-1.640.06-1.58二层左端M-1.27-0.11-1.37V1.280.051.33跨中M-0.62-0.26-0.88V———右端M-1.27-0.11-1.37V-1.300.05-1.25一层左端M-1.26-0.31-1.57V0.830.060.89跨中M-0.61-0.57-1.18V———右端M-2.19-0.47-2.66V-1.740.06-1.68注：表中弯矩单位：kN·m；剪力单位：kN(3)CD跨梁内力组合说明：第一层至第五层CD框架梁的受力复杂，因此计算q时近似取该跨梁上所有荷载除以该跨的跨长。1)内力换算和梁端负弯矩调幅，计算过程详见表2.25~1~ 表2.25CD跨梁轴线处内力换算为梁支座边缘内力楼层截面位置内力荷载类型SGESGkSQkSwkSEk左风右风左震右震六层轴线处内力左端M-69.50-69.27-19.965.48-5.4878.46-78.46V82.2579.3321.94-1.821.82-21.7221.72跨中M61.4760.7015.950.6-0.600.73-0.73V———————右端M-97.22-105.58-23.336.68-6.6879.92-79.92V-90.68-90.17-22.95-1.821.82-21.7221.72梁支座边缘处内力左端M-44.825-45.471-13.3784.934-4.93471.944-71.944V74.5171.7419.93-1.821.82-21.7221.72跨中M61.4760.7015.950.6-0.600.73-0.73V———————右端M-70.016-78.529-16.4456.134-6.13473.404-73.404V-82.94-81.15-20.94-1.821.82-21.7221.72梁支座边缘处调幅后内力左端M-38.1-38.65-11.374.934-4.93471.944-71.944V74.5171.7419.93-1.821.82-21.7221.72跨中M73.76472.8419.140.6-0.600.73-0.73V———————右端M-59.51-66.75-13.986.134-6.13473.404-73.404V-82.94-81.15-20.94-1.821.82-21.7221.72五层轴线处内力左端M-125.08-111.74-27.3811.72-11.72114.72-114.72V112.28100.8422.86-4.394.39-43.8043.80跨中M70.9062.8015.052.985-2.9932.005-32.01V———————右端M-141.83-126.30-27.1317.69-17.69178.73-178.73V-112.53-100.71-22.81-4.394.39-43.8043.80梁支座边缘处内力左端M-91.396-81.488-20.52210.403-10.43101.58-101.58V102.2391.8220.81-4.394.39-43.8043.80跨中M70.9062.8015.052.985-2.9932.005-32.01V———————右端M-108.071-96.087-20.28716.373-16.373165.59-165.59V-102.48-91.69-20.76-4.394.39-43.8043.80梁支座边缘处调幅后内力左端M-77.69-69.26-17.4410.403-10.4101.58-101.58V102.2391.8220.81-4.394.39-43.8043.80跨中M85.0875.3618.062.985-2.9932.005-32.01V———————右端M-91.86-81.67-17.2416.373-16.37165.59-165.59V-102.48-91.69-20.76-4.394.39-43.8043.80四层轴线处内力左端M-124.70-110.85-26.9520.48-20.48168.07-168.07V112.55100.7222.85-7.707.70-63.8863.88M72.1964.4015.455.32-5.3245.935-45.94~1~ 跨中V———————右端M-139.61-126.20-26.7531.12-31.12259.94-259.94V-112.25-100.83-22.82-7.707.70-63.8863.88梁支座边缘处内力左端M-90.935-80.634-20.09518.17-18.17148.91-148.91V102.5091.7020.80-7.707.70-63.8863.88跨中M72.1964.4015.455.32-5.3245.935-45.94————————右端M-105.94-95.951-19.90428.81-28.81240.78-240.78V-102.20-91.81-20.77-7.707.70-63.8863.88梁支座边缘处调幅后内力左端M-77.29-68.54-17.0818.17-18.17148.91-148.91V102.5091.7020.80-7.707.70-63.8863.88跨中M86.6377.2818.545.32-5.3245.935-45.94V———————右端M-90.04-81.56-16.9228.81-28.81240.78-240.78V-102.20-91.81-20.77-7.707.70-63.8863.88三层轴线处内力左端M-124.70-110.85-26.9528.11-28.11195.04-195.04V112.55100.7222.85-10.9610.96-76.7076.70跨中M72.1964.4015.458.615-8.6261.895-61.90V———————右端M-139.61-126.20-26.7545.34-45.34318.83-318.83V-112.25-100.83-22.82-10.9610.96-76.7076.70梁支座边缘处内力左端M-90.935-80.634-20.09524.822-24.82172.03-172.03V102.5091.7020.80-10.9610.96-76.7076.70跨中M72.1964.4015.458.615-8.6261.895-61.90V———————右端M-105.935-95.951-19.90442.052-42.052295.82-295.82V-102.20-91.81-20.77-10.9610.96-76.7076.70梁支座边缘处调幅后内力左端M-77.29-68.54-17.0824.822-24.82172.03-172.03V102.5091.7020.80-10.9610.96-76.7076.70跨中M86.6377.2818.548.615-8.6261.895-61.90V———————右端M-90.04-81.56-16.9242.052-42.05295.82-295.82V-102.20-91.81-20.77-10.9610.96-76.7076.70二层轴线处内力左端M-125.34-111.42-27.0937.45-37.45219.45-219.45V112.65100.8122.81-14.7814.78-86.8486.84跨中M71.8864.2015.1812.05-12.0571.45-71.45V———————右端M-139.61-126.15-26.8361.55-61.55362.35-362.35V-112.16-100.74-22.86-14.7814.78-86.8486.84梁支座边缘处内力左端M-91.545-81.177-20.24733.016-33.02193.4-193.4V102.6091.7920.76-14.7814.78-86.8486.84跨中M71.8864.2015.1812.05-12.0571.45-71.45V———————~1~ 右端M-105.96-95.928-19.97257.116-57.12336.3-336.3V-102.11-91.72-20.81-14.7814.78-86.8486.84梁支座边缘处调幅后内力左端M-77.81-69.00-17.2133.016-33.02193.4-193.4V102.6091.7920.76-14.7814.78-86.8486.84跨中M86.2677.0418.2212.05-12.0571.45-71.45V———————右端M-90.07-81.54-16.9857.116-57.12336.3-336.3V-102.11-91.72-20.81-14.7814.78-86.8486.84一层轴线处内力左端M-115.40-103.00-25.2653.42-53.42260.71-260.71V111.0399.5322.74-19.0119.01-93.3393.33跨中M68.7068.7016.7710.255-10.2651.935-51.94V———————右端M-140.50-126.30-25.8473.93-73.93364.58-364.58V-113.77-102.01-22.94-19.0119.01-93.3393.33梁支座边缘处内力左端M-82.091-73.141-18.43847.717-47.72232.711-232.71V100.9890.5120.69-19.0119.01-93.3393.33跨中M68.7068.7016.7710.255-10.2651.935-51.94V———————右端M-106.369-95.697-18.95868.227-68.23336.58-336.58V-103.72-92.99-20.89-19.0119.01-93.3393.33梁支座边缘处调幅后内力左端M-69.78-62.17-15.6747.717-47.72232.711-232.71V100.9890.5120.69-19.0119.01-93.3393.33跨中M82.4482.4420.1210.255-10.2651.935-51.94V———————右端M-90.41-81.34-16.1168.227-68.23336.58-336.58V-103.72-92.99-20.89-19.0119.01-93.3393.33注：表中梁端负弯矩调幅系数取0.85，跨中弯矩调幅系数为1.2表中弯矩单位：kN·m；剪力单位：kN2)非抗震设计时的基本组合非抗震设计时的基本组合是考虑恒荷载，活荷载和风荷载三种荷载效应的组合。组合列于表2.26表2.26用于承载力计算的框架梁非抗震基本组合表(梁CD)楼层截面位置内力荷载类型恒荷载+活荷载+风荷载恒荷载+活荷载SGkSQkSwk1.2SGk+1.4×0.7(SQk+Swk)　可变荷载控制组合永久荷载控制组合左风右风左风右风　　~1~ 1.2SGk+1.4SQk　1.35SGk+1.4×0.7SQk　六层左端M-38.65-11.374.934-4.934-54.49-66.93-62.30-63.32V71.7419.93-1.821.82108.91113.49113.99116.38跨中M72.8419.140.60-0.60112.28110.77114.20117.09V————————右端M-66.75-13.986.13-6.13-89.98-105.44-99.67-103.81V-81.15-20.94-1.821.82-126.05-121.47-126.69-130.07五层左端M-69.26-17.4410.40-10.40-91.99-118.20-107.54-110.60V91.8220.81-4.394.39130.87141.94139.32144.35跨中M75.3618.062.99-2.99116.95109.43115.72119.43V————————右端M-81.67-17.2416.37-16.37-99.11-140.37-122.15-127.16V-91.69-20.76-4.394.39-141.72-130.65-139.09-144.12四层左端M-68.54-17.0818.17-18.17-80.87-126.66-106.16-109.27V91.7020.80-7.707.70126.55145.95139.16144.18跨中M77.2818.545.32-5.32122.80109.39118.69122.50V————————右端M-81.56-16.9228.81-28.81-82.89-155.49-121.56-126.68V-91.81-20.77-7.707.70-146.04-126.64-139.25-144.30三层左端M-68.54-17.0824.82-24.82-72.49-135.04-106.16-109.27V91.7020.80-10.9610.96122.44150.06139.16144.18跨中M77.2818.548.62-8.62126.95105.24118.69122.50V————————右端M-81.56-16.9242.05-42.05-66.20-172.17-121.56-126.68V-91.81-20.77-10.9610.96-150.15-122.53-139.25-144.30二层左端M-69-17.2133.02-33.02-62.88-146.09-106.89-110.02V91.7920.76-14.7814.78117.68154.93139.21144.26跨中M77.0418.2212.05-12.05130.58100.22117.95121.86V————————右端M-81.54-16.9857.12-57.12-47.27-191.20-121.61-126.71V-91.72-20.81-14.7814.78-154.91-117.66-139.20-144.21一层左端M-62.17-15.6747.72-47.72-34.23-154.47-96.55-99.29V90.5120.69-19.0119.01110.73158.63137.58142.46跨中M82.4420.1210.26-10.26137.21111.36127.10131.02V————————右端M-81.34-16.1168.23-68.23-31.95-203.88-120.17-125.60V-92.99-20.89-19.0119.01-161.86-113.96-140.83-146.01注：表中弯矩单位：kN·m；剪力单位：kN3)地震作用效应和其他荷载效应的基本组合对一般结构，风荷载组合值系数为0，所以地震作用效应和其他荷载效应的基本组合只考虑重力荷载代表值和水平地震作用两种荷载效应的组合。组合过程列于表2.27~1~ 表2.27用于承载力计算的框架梁抗震基本组合表(CD梁)楼层截面位置内力荷载类型抗震组合SGESEkγRE(1.2SGE+1.3SEk)左震右震左震右震六层左端M-38.171.94-71.9435.85-104.44V74.51-21.7221.7252.00100.00跨中M73.7640.73-0.7367.1065.68V—————右端M-59.5173.40-73.4018.01-125.13V-82.94-21.7221.72-108.60-60.60五层左端M-77.69101.58-101.5829.12-168.96V102.23-43.8043.8055.88152.68跨中M85.0832.01-32.01107.7845.37V————右端M-91.86165.59-165.5978.78-244.12V-102.5-43.8043.80-152.93-56.13四层左端M-77.29148.91-148.9175.62-214.75V102.5-63.8863.8833.97175.14跨中M86.6345.94-45.94122.7533.18V————右端M-90.04240.78-240.78153.72-315.80V-102.2-63.8863.88-174.83-33.66三层左端M-77.29172.03-172.0398.16-237.29V102.5-76.7076.7019.80189.31跨中M86.6361.90-61.90138.3117.62V————右端M-90.04295.82-295.82207.38-369.46V-102.2-76.7076.70-189.00-19.49二层左端M-77.81193.40-193.40118.53-258.59V102.6-86.8486.848.70200.61跨中M86.2671.45-71.45147.297.97V————右端M-90.07336.30-336.30246.83-408.95V-102.1-86.8486.84-200.11-8.20一层左端M-69.78232.71-232.71164.09-289.69V100.98-93.3393.33-0.13206.13跨中M82.4451.94-51.94124.8323.56V————右端M-90.41336.58-336.58246.79-409.54V-103.7-93.3393.33-208.93-2.67注：表中弯矩单位：kN·m；剪力单位：kN对于受弯混凝土梁，受弯时，承载力抗震调整系数γRE=0.75；受剪时，承载力抗震~1~ 调整系数γRE=0.854)荷载效应的标准组合荷载效应的标准组合是考虑非抗震设计时的恒荷载和活荷载的组合，组合过程列于表2.28。表2.28用于正常使用极限状态验算的框架梁标准组合表(CD梁)楼层截面位置内力荷载类型恒荷载+活荷载SGkSQk1.0SGk+1.0SQk六层左端M-38.65-11.37-50.02V71.7419.9391.67跨中M72.8419.1491.98V———右端M-66.75-13.98-80.73V-81.15-20.94-102.09五层左端M-69.26-17.44-86.71V91.8220.81112.63跨中M75.3618.0693.42V———右端M-81.67-17.24-98.92V-91.69-20.76-112.45四层左端M-68.54-17.08-85.62V91.7020.80112.50跨中M77.2818.5495.82V———右端M-81.56-16.92-98.48V-91.81-20.77-112.58三层左端M-68.54-17.08-85.62V91.7020.80112.50跨中M77.2818.5495.82V———右端M-81.56-16.92-98.48V-91.81-20.77-112.58二层左端M-69-17.21-86.21V91.7920.76112.55跨中M77.0418.2295.26V———右端M-81.54-16.98-98.52V-91.72-20.81-112.53一层左端M-62.17-15.67-77.84V90.5120.69111.20跨中M82.4420.12102.56V———~1~ 右端M-81.34-16.11-97.46V-92.99-20.89-113.88注：表中弯矩单位：kN·m；剪力单位：kN2.3.3框架柱的内力组合(1)A轴线框架柱内力组合1)控制截面内力，详见表2.29表2.29A轴线框架柱控制截面内力值楼层截面位置内力荷载类型SGESGkSQkSwkSEk左风右风左震右震六层柱顶M79.3777.1520.46-6.056.05-72.4372.43N265.61260.8263.89-1.721.72-20.620.6V37.6735.729.51-2.242.24-26.8326.83柱底M-56.25-51.47-13.772.02-2.0224.14-24.14N298.01293.2296.29-1.721.72-20.620.6V37.6735.729.51-2.242.24-26.8326.83五层柱顶M46.0839.4410.67-10.5610.56-97.9397.93N607.8571.46160.24-3.633.63-35.3435.34V26.6923.216.26-4.514.51-41.8541.85柱底M-50.02-44.12-11.875.69-5.6952.73-52.73N640.2603.86192.64-3.633.63-35.3435.34V26.6923.216.26-4.514.51-41.8541.85四层柱顶M50.0244.1211.87-15.0715.07-116.93116.93N950.24881.95256.58-6.166.16-50.4150.41V27.7924.516.59-6.986.98-54.1354.13柱底M-50.02-44.12-11.8710.05-10.0577.95-77.95N982.54914.35288.98-6.166.16-50.4150.41V27.7924.516.59-6.986.98-54.1354.13三层柱顶M50.0244.1211.87-19.3419.34-125.93125.93N1292.651192.44352.92-8.588.58-59.5459.54V27.5324.286.53-9.779.77-63.663.6柱底M-49.07-43.29-11.6515.82-15.82103.03-103.03N1325.051224.84385.32-8.588.58-59.5459.54V27.5324.286.53-9.779.77-63.663.6二层柱顶M51.545.4312.22-23.3323.33-126.37126.37N1635.41502.94449.26-11.4311.43-66.9966.99V31.8128.067.55-12.9612.96-70.2170.21柱底M-63.02-55.58-14.9523.33-23.33126.37-126.37N1667.81535.34481.66-11.4311.43-66.9966.99V31.8128.067.55-12.9612.96-70.2170.21一层柱顶M30.9427.37.34-33.0533.05-148.57148.57N1964.181799.79545.58-16.3916.39-79.9579.95~1~ V8.597.582.04-20.4420.44-91.8891.88柱底M-11.179.84-2.6567.11-67.11301.65-301.65N2008.281843.89589.68-16.3916.39-79.9579.95V8.597.582.04-20.4420.44-91.8891.88注：表中弯矩单位：kN·m；剪力与轴力单位：kN2)非抗震设计时的基本组合非抗震设计时的基本组合时考虑恒荷载、活荷载和风荷载三种荷载效应的组合。组合列于表2.30表2.30用于承载力计算的框架柱非抗震内力组合表(A轴柱)楼层截面位置内力荷载类型恒荷载+活荷载+风荷载恒荷载+活荷载SGkSQkSwk1.2SGk+1.4×0.7(SQk+Swk)可变荷载控制永久荷载效应控制左风右风左风右风　1.2SGk+1.4SQk　　1.35SGk+1.4×0.7SQk　六层柱顶M77.1520.46-6.056.05110.74125.98121.22124.20N260.8263.89-1.721.72391.32395.65402.43414.72V35.729.51-2.242.2452.0257.6756.1857.54柱底M-51.47-13.772.02-2.02-76.57-81.66-81.04-82.98N293.2296.29-1.721.72471.02475.36486.67490.21V35.729.51-2.242.2452.0257.6756.1857.54五层柱顶M39.4410.67-10.5610.5647.4774.0862.2763.70N571.46160.24-3.633.63883.08892.23910.09928.51V23.216.26-4.514.5130.0641.4236.6237.47柱底M-44.12-11.875.69-5.69-60.73-75.07-69.56-71.19N603.86192.64-3.633.63962.78971.93994.331004.00V23.216.26-4.514.5130.0641.4236.6237.47四层柱顶M44.1211.87-15.0715.0748.9186.8969.5671.19N881.95256.58-6.166.161373.871389.391417.551442.08V24.516.59-6.986.9828.9246.5138.6439.55柱底M-44.12-11.8710.05-10.05-55.24-80.56-69.56-71.19N914.35288.98-6.166.161453.571469.101501.791517.57V24.516.59-6.986.9828.9246.5138.6439.55三层柱顶M44.1211.87-19.3419.3443.5392.2769.5671.19N1192.44352.92-8.588.581864.801886.421925.021955.66V24.286.53-9.779.7725.0549.6738.2839.18柱底M-43.29-11.6515.82-15.82-46.69-86.56-68.26-69.86N1224.84385.32-8.588.581944.501966.122009.262031.15V24.286.53-9.779.7725.0549.6738.2839.18二柱M45.4312.22-23.3323.3340.5299.3171.6273.31~1~ 层顶N1502.94449.26-11.4311.432355.192384.002432.492469.24V28.067.55-12.9612.9626.8659.5144.2445.28柱底M-55.58-14.9523.33-23.33-56.14-114.93-87.63-89.68N1535.34481.66-11.4311.432434.902463.702516.732544.74V28.067.55-12.9612.9626.8659.5144.2445.28一层柱顶M27.37.34-33.0533.050.3783.6543.0444.05N1799.79545.58-16.3916.392826.532867.832923.562964.38V7.582.04-20.4420.44-14.0937.4211.9512.23柱底M9.84-2.6567.11-67.1193.03-76.098.1010.69N1843.89589.68-16.3916.392935.012976.323038.223067.14V7.582.04-20.4420.44-14.0937.4211.9512.23注：表中弯矩单位：kN·m；剪力与轴力单位：kN3)地震作用效应和其他荷载效应的基本组合对于一般结构，风荷载组合值系数为0，所以地震作用效应和其他荷载效应的基本组好人只考虑重力荷载代表值和水平地震作用两种荷载效应组合，内力组合过程列于表2.31。表2.31用于承载力计算的框架柱抗震内力基本组合表(A轴柱)楼层截面位置内力荷载类型抗震组合SGESEkγRE(1.2SGE+1.3SEk)左震右震左震右震六层柱顶M79.37-72.4372.430.87151.52N265.61-20.620.6233.56276.41V37.67-26.8326.838.7868.07柱底M-56.2524.14-24.14-28.89-79.11N298.01-20.620.6264.67307.51V37.67-26.8326.838.7868.07五层柱顶M46.08-97.9397.93-57.61146.08N607.8-35.3435.34546.73620.24V26.69-41.8541.85-19.0273.47柱底M-50.0252.73-52.736.82-102.86N640.2-35.3435.34577.84651.35V26.69-41.8541.85-19.0273.47四层柱顶M50.02-116.93116.93-73.59169.63N950.24-50.4150.41859.80964.66V27.79-54.1354.13-31.4788.16柱底M-50.0277.95-77.9533.05-129.09N982.54-50.4150.41890.81995.66V27.79-54.1354.13-31.4788.16三层柱顶M50.02-125.93125.93-82.95178.99~1~ N1292.65-59.5459.541179.021302.87V27.53-63.663.6-42.2098.36柱底M-49.07103.03-103.0360.04-154.26N1325.05-59.5459.541210.131333.97V27.53-63.663.6-42.2098.36二层柱顶M51.5-126.37126.37-81.98180.86N1635.4-66.9966.991500.311639.65V31.81-70.2170.21-45.14110.03柱底M-63.02126.37-126.3770.93-191.92N1667.8-66.9966.991531.421670.76V31.81-70.2170.21-45.14110.03一层柱顶M30.94-148.57148.57-124.81184.22N1964.18-79.9579.951802.461968.76V8.59-91.8891.88-92.77110.29柱底M-11.17301.65-301.65302.99-324.44N2008.28-79.9579.951844.802011.10V8.59-91.8891.88-92.77110.29注：表中弯矩单位：kN·m；剪力与轴力单位：kN对于框架柱，偏心受压时，承载力抗震调整系数γRE=0.80，受剪时，承载力抗震调整系数γRE=0.85。4)荷载效应的标准组合荷载效应的标准组合是考虑非抗震设计时的恒荷载和活荷载的组合，组合过程列于表2.32表2.32用于正常使用极限状态验算的框架柱标准组合表(A轴柱)楼层截面位置内力荷载类型恒荷载+活荷载SGkSQk1.0SGk+1.0SQk六层柱顶M77.1520.4697.61N260.8263.89324.71柱底M-51.47-13.77-65.24N293.2296.29389.51五层柱顶M39.4410.6750.11N571.46160.24731.7柱底M-44.12-11.87-55.99N603.86192.64796.5四层柱顶M44.1211.8755.99N881.95256.581138.53柱底M-44.12-11.87-55.99N914.35288.981203.33三层柱顶M44.1211.8755.99~1~ N1192.44352.921545.36柱底M-43.29-11.65-54.94N1224.84385.321610.16二层柱顶M45.4312.2257.65N1502.94449.261952.2柱底M-55.58-14.95-70.53N1535.34481.662017一层柱顶M27.37.3434.64N1799.79545.582345.37柱底M9.84-2.657.19N1843.89589.682433.57注：表中弯矩单位：kN·m；轴力单位：kN(2)B轴线框架柱内力组合1)控制截面内力，详见表2.33表2.33B轴线框架柱控制截面内力值楼层截面位置内力荷载类型SGESGkSQkSwkSEk左风右风左震右震六层柱顶M-77.47-75.66-20.07-6.566.56-78.4678.46N345.24339.6187.321.00-1.0012.03-12.03V-36.87-35.15-9.35-2.572.57-30.7030.70柱底M55.2750.8713.582.68-2.6832.05-32.05N377.64372.01119.721.00-1.0012.03-12.03V-36.87-35.15-9.35-2.572.57-30.7030.70五层柱顶M-46.26-39.99-10.77-11.3411.34-105.16105.16N757.14702.77212.932.10-2.1020.35-20.35V-26.64-23.36-6.28-5.165.16-47.8947.89柱底M49.6444.0711.827.25-7.2567.23-67.23N789.54735.17245.332.10-2.1020.35-20.35V-26.64-23.36-6.28-5.165.16-47.8947.89四层柱顶M-49.64-44.07-11.82-17.2417.24-133.78133.78N1169.071067.16338.563.48-3.4828.44-28.44V-27.58-24.48-6.57-7.987.98-61.9461.94柱底M49.6444.0711.8211.50-11.5089.19-89.19N1201.471099.56370.963.48-3.4828.44-28.44V-27.58-24.48-6.57-7.987.98-61.9461.94三层柱顶M-49.64-44.07-11.82-22.1222.12-144.08144.08N1580.221431.56464.174.91-4.9134.05-34.05V-27.35-24.28-6.51-11.1711.17-72.7772.77柱M48.8243.3411.6218.10-18.10117.83-117.83~1~ 底N1612.621463.96496.574.91-4.9134.05-34.05V-27.35-24.28-6.51-11.1711.17-72.7772.77二层柱顶M-51.02-45.29-12.15-26.6926.69-144.59144.59N1991.381796.3589.776.54-6.5438.31-38.31V-31.36-27.84-7.47-14.8314.83-80.3380.33柱底M61.8954.9514.7426.69-26.69144.59-144.59N2023.781828.7622.176.54-6.5438.31-38.31V-31.36-27.84-7.47-14.8314.83-80.3380.33一层柱顶M-30.78-27.33-7.32-37.2037.20-167.22167.22N2385.482143.83715.49.41-9.4145.88-45.88V-8.45-7.5-2.01-21.6921.69-97.5197.51柱底M10.639.442.5469.09-69.09310.56-310.56N2429.582187.93759.59.41-9.4145.88-45.88V-8.45-7.5-2.01-21.6921.69-97.5197.51注：表中弯矩单位：kN·m；剪力与轴力单位：kN2)非抗震设计时的基本组合非抗震设计时的基本组合时考虑恒荷载、活荷载和风荷载三种荷载效应的组合。组合列于表2.34表2.34用于承载力计算的框架柱非抗震内力组合表(B轴柱)楼层截面位置内力荷载类型恒荷载+活荷载+风荷载恒荷载+活荷载SGkSQkSwk1.2SGk+1.4×0.7(SQk+Swk)可变荷载控制永久荷载效应控制左风右风左风右风　1.2SGk+1.4SQk　　1.35SGk+1.4×0.7SQk　六层柱顶M-75.66-20.07-6.566.56-124.35-107.81-118.89-121.81N339.6187.321.00-1.00518.82516.30529.78544.05V-35.15-9.35-2.572.57-57.20-50.72-55.27-56.62柱底M50.8713.582.68-2.6881.5374.7880.0681.98N372.01119.721.00-1.00598.52596.00614.02619.54V-35.15-9.35-2.572.57-57.20-50.72-55.27-56.62五层柱顶M-39.99-10.77-11.3411.34-75.85-47.27-63.07-64.54N702.77212.932.10-2.101114.261108.971141.431157.41V-23.36-6.28-5.165.16-42.45-29.44-36.82-37.69柱底M44.0711.827.25-7.2576.9158.6469.4371.08N735.17245.332.10-2.101193.971188.671225.671232.90V-23.36-6.28-5.165.16-42.45-29.44-36.82-37.69四层柱顶M-44.07-11.82-17.2417.24-89.50-46.05-69.43-71.08N1067.16338.563.48-3.481711.561702.791754.581772.45V-24.48-6.57-7.987.98-47.71-27.60-38.57-39.49~1~ 柱底M44.0711.8211.50-11.5082.2753.2969.4371.08N1099.56370.963.48-3.481791.271782.501838.821847.95V-24.48-6.57-7.987.98-47.71-27.60-38.57-39.49三层柱顶M-44.07-11.82-22.1222.12-95.65-39.91-69.43-71.08N1431.56464.174.91-4.912308.912296.542367.712387.49V-24.28-6.51-11.1711.17-51.41-23.26-38.25-39.16柱底M43.3411.6218.10-18.1089.4643.8468.2869.90N1463.96496.574.91-4.912388.622376.242451.952462.98V-24.28-6.51-11.1711.17-51.41-23.26-38.25-39.16二层柱顶M-45.29-12.15-26.6926.69-103.29-36.03-71.36-73.05N1796.3589.776.54-6.542906.912890.432981.243002.98V-27.84-7.47-14.8314.83-61.51-24.13-43.87-44.90柱底M54.9514.7426.69-26.69118.1450.8886.5888.63N1828.7622.176.54-6.542986.612970.133065.483078.47V-27.84-7.47-14.8314.83-61.51-24.13-43.87-44.90一层柱顶M-27.33-7.32-37.2037.20-88.894.85-43.04-44.07N2143.83715.49.41-9.413485.863462.143574.163595.26V-7.5-2.01-21.6921.69-38.8615.80-11.81-12.09柱底M9.442.5469.09-69.09101.58-72.5314.8815.23N2187.93759.59.41-9.413594.343570.633688.823698.02V-7.5-2.01-21.6921.69-38.8615.80-11.81-12.09注：表中弯矩单位：kN·m；剪力与轴力单位：kN3)地震作用效应和其他荷载效应的基本组合对于一般结构，风荷载组合值系数为0，所以地震作用效应和其他荷载效应的基本组好人只考虑重力荷载代表值和水平地震作用两种荷载效应组合，内力组合过程列于表2.35。表2.35用于承载力计算的框架柱抗震内力基本组合表(B轴柱)楼层截面位置内力荷载类型抗震组合SGESEkγRE(1.2SGE+1.3SEk)左震右震左震右震六层柱顶M-77.47-78.4678.46-155.977.23N345.2412.03-12.03343.94318.92V-36.87-30.7030.70-71.53-3.68柱底M55.2732.05-32.0586.3919.73N377.6412.03-12.03375.05350.02V-36.87-30.7030.70-71.53-3.68五层柱顶M-46.26-105.16105.16-153.7864.96N757.1420.35-20.35748.02705.69V-26.64-47.8947.89-80.0925.75~1~ 柱底M49.6467.23-67.23117.57-22.26N789.5420.35-20.35779.12736.79V-26.64-47.8947.89-80.0925.75四层柱顶M-49.64-133.78133.78-186.7991.48N1169.0728.44-28.441151.881092.73V-27.58-61.9461.94-96.5840.31柱底M49.6489.19-89.19140.41-45.10N1201.4728.44-28.441182.991123.83V-27.58-61.9461.94-96.5840.31三层柱顶M-49.64-144.08144.08-197.50102.19N1580.2234.05-34.051552.421481.60V-27.35-72.7772.77-108.3152.51柱底M48.82117.83-117.83169.41-75.68N1612.6234.05-34.051583.531512.70V-27.35-72.7772.77-108.3152.51二层柱顶M-51.02-144.59144.59-199.35101.39N1991.3838.31-38.311951.571871.88V-31.36-80.3380.33-120.7556.78柱底M61.89144.59-144.59209.79-90.96N2023.7838.31-38.311982.671902.99V-31.36-80.3380.33-120.7556.78一层柱顶M-30.78-167.22167.22-203.46144.36N2385.4845.88-45.882337.782242.35V-8.45-97.5197.51-116.3799.13柱底M10.63310.56-310.56333.19-312.78N2429.5845.88-45.882380.112284.68V-8.45-97.5197.51-116.3799.13注：表中弯矩单位：kN·m；剪力与轴力单位：kN对于框架柱，偏心受压时，承载力抗震调整系数γRE=0.80，受剪时，承载力抗震调整系数γRE=0.85。4)荷载效应的标准组合荷载效应的标准组合是考虑非抗震设计时的恒荷载和活荷载的组合，组合过程列于表2.36表2.36用于正常使用极限状态验算的框架柱标准组合表(B轴柱)楼层截面位置内力荷载类型恒荷载+活荷载SGkSQk1.0SGk+1.0SQk六层柱顶M-75.66-20.07-95.73N339.6187.32426.93柱底M50.8713.5864.45~1~ N372.01119.72491.73五层柱顶M-39.99-10.77-50.76N702.77212.93915.7柱底M44.0711.8255.89N735.17245.33980.5四层柱顶M-44.07-11.82-55.89N1067.16338.561405.72柱底M44.0711.8255.89N1099.56370.961470.52三层柱顶M-44.07-11.82-55.89N1431.56464.171895.73柱底M43.3411.6254.96N1463.96496.571960.53二层柱顶M-45.29-12.15-57.44N1796.3589.772386.07柱底M54.9514.7469.69N1828.7622.172450.87一层柱顶M-27.33-7.32-34.65N2143.83715.42859.23柱底M9.442.5411.98N2187.93759.52947.43注：表中弯矩单位：kN·m；轴力单位：Kn(3)C轴线框架柱内力组合1)控制截面内力，详见表2.37表2.37C轴线框架柱控制截面内力值楼层截面位置内力荷载类型SGESGkSQkSwkSEk左风右风左震右震六层柱顶M72.7867.719.4-6.566.56-78.4678.46N339.19332.3286.92-1.101.10-13.1513.15V37.5443.749.43-2.572.57-30.7030.70柱底M-62.35-57.37-14.562.68-2.6832.05-32.05N371.59364.72119.32-1.101.10-13.1513.15V37.5443.749.43-2.572.57-30.7030.70五层柱顶M60.5453.2312.58-11.3411.34-105.16105.16N795.57742.24213.31-2.862.86-28.8128.81V33.82307.19-5.165.16-47.8947.89柱底M-61.22-54.78-13.327.25-7.2567.23-67.23N827.97774.64245.71-2.862.86-28.8128.81V33.82307.19-5.165.16-47.8947.89~1~ 四层柱顶M61.2254.7813.32-17.2417.24-133.78133.78N1252.751151.96339.7-5.025.02-41.9241.92V34.0130.437.4-7.987.98-61.9461.94柱底M-61.22-54.78-13.3211.50-11.5089.19-89.19N1285.151181.36372.1-5.025.02-41.9241.92V34.0130.437.4-7.987.98-61.9461.94三层柱顶M61.2254.7813.32-22.1222.12-144.08144.08N1709.931561.68466.09-7.297.29-51.2151.21V33.730.97.34-11.1711.17-72.7772.77柱底M-60.11-56.4713.0918.10-18.10117.83-117.83N1742.331594.08498.49-7.297.29-51.2151.21V33.730.97.34-11.1711.17-72.7772.77二层柱顶M63.0853.7613.7-26.6926.69-144.59144.59N2167.111971.15582.45-9.889.88-58.1658.16V38.7123.888.42-14.8314.83-80.3380.33柱底M-76.29-32.33-16.6126.69-26.69144.59-144.59N2199.512003.55214.85-9.889.88-58.1658.16V38.7123.888.42-14.8314.83-80.3380.33一层柱顶M36.0368.398.08-37.2037.20-167.22167.22N2622.762199.78718.73-12.0212.02-59.2659.26V10.3116.642.26-21.6921.69-97.5197.51柱底M-14.5-13.08-2.9969.09-69.09310.56-310.56N2666.982243.88762.83-12.0212.02-59.2659.26V10.3116.632.26-21.6921.69-97.5197.51注：表中弯矩单位：kN·m；剪力与轴力单位：kN2)非抗震设计时的基本组合非抗震设计时的基本组合时考虑恒荷载、活荷载和风荷载三种荷载效应的组合。组合列于表2.38表2.38用于承载力计算的框架柱非抗震内力组合表(C轴柱)楼层截面位置内力荷载类型恒荷载+活荷载+风荷载恒荷载+活荷载SGkSQkSwk1.2SGk+1.4×0.7(SQk+Swk)可变荷载控制永久荷载效应控制左风右风左风右风　1.2SGk+1.4SQk　　1.35SGk+1.4×0.7SQk　六层柱顶M67.719.4-6.566.5697.42113.95108.40110.41N332.3286.92-1.101.10506.92509.69520.47533.81V43.749.43-2.572.5761.1367.6165.6968.29柱底M-57.37-14.562.68-2.68-83.81-90.57-89.23-91.72N364.72119.32-1.101.10586.62589.39604.71609.31~1~ V43.749.43-2.572.5761.1367.6165.6968.29五层柱顶M53.2312.58-11.3411.3465.4494.0281.4984.19N742.24213.31-2.862.861155.861163.061189.321211.07V307.19-5.165.1638.5651.5646.0747.55柱底M-54.78-13.327.25-7.25-73.38-91.65-84.38-87.01N774.64245.71-2.862.861235.561242.771273.561286.56V307.19-5.165.1638.5651.5646.0747.55四层柱顶M54.7813.32-17.2417.2460.80104.2484.3887.01N1151.96339.7-5.025.021804.051816.701857.931888.05V30.437.4-7.987.9835.7955.8946.8848.33柱底M-54.78-13.3211.50-11.50-68.03-97.01-84.38-87.01N1181.36372.1-5.025.021880.151892.801938.571959.49V30.437.4-7.987.9835.7955.8946.8848.33三层柱顶M54.7813.32-22.1222.1254.65110.3984.3887.01N1561.68466.09-7.297.292452.102470.472526.542565.04V30.97.34-11.1711.1732.2560.4047.3648.91柱底M-56.4713.0918.10-18.10-28.46-74.08-49.44-63.41N1594.08498.49-7.297.292531.812550.182610.782640.53V30.97.34-11.1711.1732.2560.4047.3648.91二层柱顶M53.7613.7-26.6926.6948.14115.4083.6986.00N1971.15582.45-9.889.883086.823111.723180.813231.85V23.888.42-14.8314.8320.5857.9540.4440.49柱底M-32.33-16.6126.69-26.69-26.10-93.35-62.05-59.92N2003.55214.85-9.889.882662.522687.422705.052915.35V23.888.42-14.8314.8320.5857.9540.4440.49一层柱顶M68.398.08-37.2037.2045.38139.1293.38100.24N2199.78718.73-12.0212.023530.193560.483645.963674.06V16.642.26-21.6921.69-4.5150.1523.1324.68柱底M-13.08-2.9969.09-69.0967.59-106.52-19.88-20.59N2243.88762.83-12.0212.023638.683668.973760.623776.81V16.632.26-21.6921.69-4.5350.1323.1224.67注：表中弯矩单位：kN·m；剪力与轴力单位：kN3)地震作用效应和其他荷载效应的基本组合对于一般结构，风荷载组合值系数为0，所以地震作用效应和其他荷载效应的基本组好人只考虑重力荷载代表值和水平地震作用两种荷载效应组合，内力组合过程列于表2.39。表2.39用于承载力计算的框架柱抗震内力基本组合表(C轴柱)楼层截面位置内力荷载类型抗震组合SGESEkγRE(1.2SGE+1.3SEk)~1~ 左震右震左震右震六层柱顶M72.78-78.4678.46-11.73151.47N339.19-13.1513.15311.95339.30V37.54-30.7030.704.3772.21柱底M-62.3532.05-32.05-26.52-93.19N371.59-13.1513.15343.05370.40V37.54-30.7030.704.3772.21五层柱顶M60.54-105.16105.16-51.25167.48N795.57-28.8128.81733.78793.71V33.82-47.8947.89-18.4287.41柱底M-61.2267.23-67.2311.15-128.69N827.97-28.8128.81764.89824.81V33.82-47.8947.89-18.4287.41四层柱顶M61.22-133.78133.78-80.36197.90N1252.75-41.9241.921159.041246.24V34.01-61.9461.94-33.75103.13柱底M-61.2289.19-89.1933.99-151.53N1285.15-41.9241.921190.151277.34V34.01-61.9461.94-33.75103.13三层柱顶M61.22-144.08144.08-91.07208.61N1709.93-51.2151.211588.271694.79V33.7-72.7772.77-46.04114.78柱底M-60.11117.83-117.8364.84-180.25N1742.33-51.2151.211619.381725.90V33.7-72.7772.77-46.04114.78二层柱顶M63.08-144.59144.59-89.82210.93N2167.11-58.1658.162019.942140.91V38.71-80.3380.33-49.28128.25柱底M-76.29144.59-144.5977.14-223.61N2199.51-58.1658.162051.042172.02V38.71-80.3380.33-49.28128.25一层柱顶M36.03-167.22167.22-139.32208.50N2622.76-59.2659.262456.222579.48V10.31-97.5197.51-97.23118.26柱底M-14.5310.56-310.56309.06-336.90N2666.98-59.2659.262498.672621.93V10.31-97.5197.51-97.23118.26注：表中弯矩单位：kN·m；剪力与轴力单位：kN对于框架柱，偏心受压时，承载力抗震调整系数γRE=0.80，受剪时，承载力抗震调整系数γRE=0.85。4)荷载效应的标准组合~1~ 荷载效应的标准组合是考虑非抗震设计时的恒荷载和活荷载的组合，组合过程列于表2.40表2.40用于正常使用极限状态验算的框架柱标准组合表(C轴柱)楼层截面位置内力荷载类型恒荷载+活荷载SGkSQk1.0SGk+1.0SQk六层柱顶M67.719.487.1N332.3286.92419.24柱底M-57.37-14.56-71.93N364.72119.32484.04五层柱顶M53.2312.5865.81N742.24213.31955.55柱底M-54.78-13.32-68.1N774.64245.711020.35四层柱顶M54.7813.3268.1N1151.96339.71491.66柱底M-54.78-13.32-68.1N1181.36372.11553.46三层柱顶M54.7813.3268.1N1561.68466.092027.77柱底M-56.4713.09-43.38N1594.08498.492092.57二层柱顶M53.7613.767.46N1971.15582.452553.6柱底M-32.33-16.61-48.94N2003.55214.852218.4一层柱顶M68.398.0876.47N2199.78718.732918.51柱底M-13.08-2.99-16.07N2243.88762.833006.71注：表中弯矩单位：kN·m；轴力单位：Kn(4)D轴线框架柱内力组合1)控制截面内力，详见表2.41表2.41D轴线框架柱控制截面内力值楼层截面位置内力荷载类型SGESGkSQkSwkSEk左风右风左震右震六层柱顶M-30.65-7.58-13.89-13.3613.36-159.83159.83N361.89383.3681.63-4.264.26-50.9350.93V-2.72-2.72-6.54-6.756.75-80.7280.72~1~ 柱底M12.372.229.6610.93-10.93130.77-130.77N394.29415.76114.03-4.264.26-50.9350.93V-2.72-2.72-6.54-6.756.75-80.7280.72五层柱顶M-2.431.75-8.03-24.4424.44-226.68226.68N637.65817.96195.52-11.6911.69-118.68118.68V2.421.03-4.64-13.5813.58-125.93125.93柱底M6.29-1.948.6624.44-24.44226.68-226.68N870.35850.36227.92-11.6911.69-118.68118.68V2.421.03-4.64-13.5813.58-125.93125.93四层柱顶M-6.291.94-8.66-37.7937.79-293.19293.19N1313.321252.68309.42-20.5920.59-172.42172.42V3.491.08-4.81-21.0021.00-162.89162.89柱底M6.29-2.018.6637.79-37.79293.19-293.19N1345.831285.08341.82-20.5920.59-172.42172.42V3.491.08-4.81-21.0021.00-162.89162.89三层柱顶M-6.291.83-8.66-52.8952.89-344.36344.36N1573.561687.4423.32-30.2630.26-213.15213.15V3.491.1-4.77-29.3929.39-191.37191.37柱底M6.28-2.018.552.89-52.89344.46-344.46N1605.961719.8455.72-30.2630.26-213.15213.15V3.491.1-4.77-29.3929.39-191.37191.37二层柱顶M-6.31.83-8.89-70.2070.20-380.25380.25N2048.952122.03537.26-41.1841.18-242.58242.58V3.90.98-5.5-39.0039.00-211.25211.25柱底M7.86-1.6810.970.20-70.20380.25-380.25N2081.352154.43569.66-41.1841.18-242.58242.58V3.90.98-5.5-39.0039.00-211.25211.25一层柱顶M-5.622.35-5.5-77.6277.62-348.91348.91N2525.952557.93652.38-48.1948.19-238.11238.11V1.160.65-1.49-35.2035.20-158.23158.23柱底M0.09-0.831.8294.87-94.87426.44-426.44N2570.051602.03695.38-48.1948.19-238.11238.11V1.160.65-1.49-35.2035.20-158.23158.23注：表中弯矩单位：kN·m；剪力与轴力单位：kN2)非抗震设计时的基本组合非抗震设计时的基本组合时考虑恒荷载、活荷载和风荷载三种荷载效应的组合。组合列于表2.42表2.42用于承载力计算的框架柱非抗震内力组合表(D轴柱)楼层截面位内力荷载类型恒荷载+活荷载+风荷载恒荷载+活荷载~1~ 置SGkSQkSwk1.2SGk+1.4×0.7可变荷载永久荷载效(SQk+Swk)控制应控制左风右风左风右风　1.2SGk+1.4SQk　　1.35SGk+1.4×0.7SQk　六层柱顶M-7.58-13.89-13.3613.36-43.43-9.76-28.54-23.85N383.3681.63-4.264.26557.52568.25574.31597.53V-2.72-6.54-6.756.75-20.01-3.00-12.42-10.08柱底M2.229.6610.93-10.9328.611.0616.1912.46N415.76114.03-4.264.26637.22647.96658.55673.03V-2.72-6.54-6.756.75-20.01-3.00-12.42-10.08五层柱顶M1.75-8.03-24.4424.44-38.8122.78-9.14-5.51N817.96195.52-11.6911.691213.181242.641255.281295.86V1.03-4.64-13.5813.58-21.7212.50-5.26-3.16柱底M-1.948.6624.44-24.4439.38-22.219.805.87N850.36227.92-11.6911.691292.881322.341339.521371.35V1.03-4.64-13.5813.58-21.7212.50-5.26-3.16四层柱顶M1.94-8.66-37.7937.79-56.2039.03-9.80-5.87N1252.68309.42-20.5920.591867.141919.031936.401994.35V1.08-4.81-21.0021.00-31.2221.70-5.44-3.26柱底M-2.018.6637.79-37.7956.12-39.129.715.77N1285.08341.82-20.5920.591946.851998.732020.642069.84V1.08-4.81-21.0021.00-31.2221.70-5.44-3.26三层柱顶M1.83-8.66-52.8952.89-75.3657.93-9.93-6.02N1687.4423.32-30.2630.262520.142596.392617.532692.84V1.1-4.77-29.3929.39-41.7232.34-5.36-3.19柱底M-2.018.552.89-52.8974.94-58.349.495.62N1719.8455.72-30.2630.262599.842676.092701.772768.34V1.1-4.77-29.3929.39-41.7232.34-5.36-3.19二层柱顶M1.83-8.89-70.2070.20-97.4679.45-10.25-6.24N2122.03537.26-41.1841.183171.503275.273298.603391.26V0.98-5.5-39.0039.00-54.8943.39-6.52-4.07柱底M-1.6810.970.20-70.20100.17-76.7313.248.41N2154.43569.66-41.1841.183251.203354.973382.843466.75V0.98-5.5-39.0039.00-54.8943.39-6.52-4.07一层柱顶M2.35-5.5-77.6277.62-101.9193.69-4.88-2.22N2557.93652.38-48.1948.193830.803952.233982.854092.54V0.65-1.49-35.2035.20-45.4543.25-1.31-0.58柱底M-0.831.8294.87-94.87120.83-118.241.550.66N1602.03695.38-48.1948.192737.902859.332895.972844.21V0.65-1.49-35.2035.20-45.4543.25-1.31-0.58注：表中弯矩单位：kN·m；剪力与轴力单位：kN3)地震作用效应和其他荷载效应的基本组合~1~ 对于一般结构，风荷载组合值系数为0，所以地震作用效应和其他荷载效应的基本组好人只考虑重力荷载代表值和水平地震作用两种荷载效应组合，内力组合过程列于表2.43。表2.43用于承载力计算的框架柱抗震内力基本组合表(D轴柱)楼层截面位置内力荷载类型抗震组合SGESEkγRE(1.2SGE+1.3SEk)左震右震左震右震六层柱顶M-30.65-159.83159.83-195.65136.80N361.89-50.9350.93294.45400.38V-2.72-80.7280.72-91.9786.42柱底M12.37130.77-130.77147.88-124.13N394.29-50.9350.93325.55431.49V-2.72-80.7280.72-91.9786.42五层柱顶M-2.43-226.68226.68-238.08233.41N637.65-118.68118.68488.72735.57V2.42-125.93125.93-136.68141.62柱底M6.29226.68-226.68241.79-229.71N870.35-118.68118.68712.11958.96V2.42-125.93125.93-136.68141.62四层柱顶M-6.29-293.19293.19-310.96298.88N1313.32-172.42172.421081.471440.10V3.49-162.89162.89-176.43183.55柱底M6.29293.19-293.19310.96-298.88N1345.83-172.42172.421112.681471.31V3.49-162.89162.89-176.43183.55三层柱顶M-6.29-344.36344.36-364.17352.10N1573.56-213.15213.151288.941732.29V3.49-191.37191.37-207.90215.02柱底M6.28344.46-344.46364.27-352.21N1605.96-213.15213.151320.051763.40V3.49-191.37191.37-207.90215.02二层柱顶M-6.3-380.25380.25-401.51389.41N2048.95-242.58242.581714.712219.28V3.9-211.25211.25-229.45237.41柱底M7.86380.25-380.25403.01-387.91N2081.35-242.58242.581745.812250.38V3.9-211.25211.25-229.45237.41一层柱顶M-5.62-348.91348.91-368.26357.47N2525.95-238.11238.112177.282672.55V1.16-158.23158.23-173.66176.03柱底M0.09426.44-426.44443.58-443.41N2570.05-238.11238.112219.612714.88~1~ V1.16-158.23158.23-173.66176.03注：表中弯矩单位：kN·m；剪力与轴力单位：kN对于框架柱，偏心受压时，承载力抗震调整系数γRE=0.80，受剪时，承载力抗震调整系数γRE=0.85。4)荷载效应的标准组合荷载效应的标准组合是考虑非抗震设计时的恒荷载和活荷载的组合，组合过程列于表2.44表2.44用于正常使用极限状态验算的框架柱标准组合表(D轴柱)楼层截面位置内力荷载类型恒荷载+活荷载SGkSQk1.0SGk+1.0SQk六层柱顶M-7.58-13.89-21.47N383.3681.63464.99柱底M2.229.6611.88N415.76114.03529.79五层柱顶M1.75-8.03-6.28N817.96195.521013.48柱底M-1.948.666.72N850.36227.921078.28四层柱顶M1.94-8.66-6.72N1252.68309.421562.1柱底M-2.018.666.65N1285.08341.821626.9三层柱顶M1.83-8.66-6.83N1687.4423.322110.72柱底M-2.018.56.49N1719.8455.722175.52二层柱顶M1.83-8.89-7.06N2122.03537.262659.29柱底M-1.6810.99.22N2154.43569.662724.09一层柱顶M2.35-5.5-3.15N2557.93652.383210.31柱底M-0.831.820.99N1602.03695.382297.41注：表中弯矩单位：kN·m；轴力单位：kN3.结构截面配筋设计3.1框架梁截面设计~1~ 3.1.1框架梁非抗震截面设计对于框架梁的设计，首先利用跨中正弯矩值，以单筋T形截面来配置梁底纵筋（因为跨中梁顶负筋一般配置较少，以单筋截面设计带来的误差较小）；然后根据“跨中梁底纵筋全部锚入支座”的原则确定支座的梁底纵筋。利用支座负弯矩设计值以双筋矩形截面来配置梁顶纵筋。纵筋的截断、锚固按构造要求确定。(1)选取最不利组合内力由表2.18、表2.22、表2.26可知最不利内力，详见表3.1表3.1非抗震设计时框架梁的最不利内力构件楼层截面位置内力非抗震组合(左风)非抗震组合(右风)非抗震组合(可变荷载控制组合)非抗震组合(永久荷载控制组合)计算使用最不利内力值AB框架梁六层左端M-60.57-74.51-69.18-70.87-74.51V115.83120.16120.85123.83123.83跨中M110.75110.02113.23115.29115.29右端M-63.12-75.62-71.05-72.80-75.62V-120.86-116.53-121.57-124.57-124.57五层左端M-71.63-100.58-88.21-90.29-100.58V112.46121.61119.90122.73122.73跨中M97.1196.0298.78101.71101.71右端M-71.26-98.05-86.68-88.89-98.05V-121.30-112.15-119.59-122.38-122.38四层左端M-58.87-106.52-84.72-86.71-106.52V109.08124.61119.71122.51124.61跨中M98.3698.01100.51103.19103.19右端M-59.42-106.36-84.92-86.91-106.36V-124.61-109.08-119.71-122.51-124.61三层左端M-48.90-116.49-84.72-86.71-116.49V106.04127.66119.71122.51127.66跨中M98.9997.38100.51103.19103.19右端M-50.71-115.07-84.92-86.91-115.07V-127.73-106.11-119.78-122.59-127.73二层左端M-128.33-128.33-85.37-87.37-128.33V102.46131.26119.72122.53131.26跨中M95.4593.3196.6898.9998.99右端M-40.57-126.30-85.48-87.48-126.30V-131.32-102.52-119.78-122.59-131.32一层左端M-10.86-140.54-77.55-79.37-140.54V96.13137.44119.64122.45137.44跨中M117.12113.39117.81121.66121.66右端M-15.13-137.35-78.11-79.94-137.35~1~ V-137.64-96.34-119.86-122.66-137.64BC框架梁六层左端M-2.82-4.97-3.99-4.10-4.97V1.513.332.412.763.33跨中M-2.92-2.92-3.03-2.93-3.03右端M-0.58-2.73-1.72-1.67-2.73V-1.570.24-0.67-0.71-1.57五层左端M2.00-2.63-0.32-0.35-2.63V-0.823.031.121.213.03跨中M-1.00-1.00-1.03-1.06-1.06右端M0.73-3.91-1.62-1.71-3.91V-3.90-0.05-1.96-2.25-3.90四层左端M3.23-4.85-0.82-0.86-4.85V-2.174.581.211.334.58跨中M-0.97-0.97-1.00-0.97-1.00右端M2.19-5.88-1.88-1.97-5.88V-5.271.49-1.88-2.15-5.27三层左端M2.00-2.63-0.32-0.35-2.63V-0.823.031.121.213.03跨中M-1.00-1.00-1.03-1.06-1.06右端M0.73-3.91-1.62-1.71-3.91V-3.90-0.05-1.96-2.25-3.90二层左端M5.75-9.05-1.67-1.815.75V-4.567.761.601.787.76跨中M-1.07-1.07-1.11-1.10-1.11右端M5.75-9.05-1.67-1.81-9.05V-7.664.66-1.49-1.71-7.66一层左端M8.65-12.46-1.95-2.01-12.46V-7.729.871.081.189.87跨中M-1.45-1.45-1.53-1.38-1.53右端M7.34-13.77-3.28-3.41-13.77V-10.816.78-2.00-2.29-10.81CD框架梁六层左端M-54.49-66.93-62.30-63.32-66.93V108.91113.49113.99116.38116.38跨中M112.28110.77114.20117.09117.09右端M-89.98-105.44-99.67-103.81-105.44V-126.05-121.47-126.69-130.07-130.07五层左端M-91.99-118.20-107.54-110.60-118.20V130.87141.94139.32144.35144.35跨中M116.95109.43115.72119.43119.43右端M-99.11-140.37-122.15-127.16-140.37V-141.72-130.65-139.09-144.12-144.12四层左端M-80.87-126.66-106.16-109.27-126.66V126.55145.95139.16144.18145.95跨中M122.80109.39118.69122.50122.80~1~ 右端M-82.89-155.49-121.56-126.68-155.49V-146.04-126.64-139.25-144.30-146.04三层左端M-72.49-135.04-106.16-109.27-135.04V122.44150.06139.16144.18150.06跨中M126.95105.24118.69122.50126.95右端M-66.20-172.17-121.56-126.68-172.17V-150.15-122.53-139.25-144.30-150.15二层左端M-62.88-146.09-106.89-110.02-146.09V117.68154.93139.21144.26154.93跨中M130.58100.22117.95121.86130.58右端M-47.27-191.20-121.61-126.71-191.20V-154.91-117.66-139.20-144.21-154.91一层左端M-34.23-154.47-96.55-99.29-154.47V110.73158.63137.58142.46158.63跨中M137.21111.36127.10131.02137.21右端M-31.95-203.88-120.17-125.60-203.88V-161.86-113.96-140.83-146.01-146.01注：表中弯矩单位：kN·m；剪力单位：kN(2)框架梁正截面受弯承载力计算各层AB、BC、CD框架梁的截面尺寸分别为250mm×650mm，200mm×300mm，250mm×300mm，混凝土强度等级均采用C30，纵向受力钢筋与箍筋均采用HRB400钢筋，由此可知：混凝土强度：C30钢筋强度：HRB400相对界限受压区高度考虑到跨中截面应考虑楼板作用，按T形截面设计，翼缘为板厚100mm，(AB与CD梁)，(BC梁)>0.1(AB与CD梁)，按《混凝土结构设计规范》规定的翼缘计算宽度因为BC梁跨中受负弯矩，因此以矩形截面计算配筋。所以翼缘宽度(AB与CD梁)截面尺寸如图3.1、图3.2、图3.3所~1~ 判断截面类型：AB、CD框架梁：kN·m≥Mmax（一~六）层=121.66kN·m(AB梁)/137.21kN·m(CD梁)。属于第一类T形截面（中和轴在翼缘内），可按的单筋矩形截面进行设计。BC框架梁：Mmax（一~六）层=3.03kN·m。属于第一类T形截面（中和轴在翼缘内），可按的单筋矩形截面进行设计。最小配筋率计算：支座处受负弯矩，因此可按矩形截面计算配筋，截面尺寸如图3.4、图3.5、图3.6所示：框架梁正截面受弯承载力及纵向钢筋计算过程详见表3.2注：跨中T形截面根据抗震构造要求，上部钢筋均配2C14(308mm2)腰筋：按构造要求=325mm2，实配4C12(452mm2)(3)框架梁斜截面受剪承载力计算斜截面受剪承载力及配箍计算详见表3.3，表中Asv/s=0，说明按构造配箍~1~ 表3.2框架梁正截面受弯承载力计算(非抗震设计)楼层计算公式梁AB梁BC梁CD计算公式梁AB跨中截面（按T形截面计算）梁CD跨中截面（按T形截面计算）支座左截面支座右截面支座左截面跨中截面支座右截面支座左截面支座右截面六层M/(kN·m)-74.51-75.62-4.97-3.03-2.73-66.93-105.44M/(kN·m)115.29117.09b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.0550.0560.0250.0150.0140.0490.0780.0110.0110.0570.0580.0250.0150.0140.0510.0810.0110.011ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb346.4351.752.832.028.8310.2496.4523.5531.7325325120120120325325325325实配钢筋/mm23C143C142C122C122C123C143C16实配钢筋/mm22C18/1C142C18/1C14461461226226226461603662.9662.9五层M/(kN·m)-100.58-98.05-2.63-1.06-3.91-118.2-140.37M/(kN·m)101.71119.43b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×615~1~ 0.0740.0730.0130.0050.0190.0870.1040.0090.0110.0770.0750.0130.0050.0200.0920.1100.0090.011ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb472.6460.227.811.141.4559.5670.9461.6542.4325325120120120325325325325实配钢筋/mm22C182C182C122C122C123C163C18实配钢筋/mm23C182C18/1C14509509226226226603763603662.9四层M/(kN·m)-106.52-106.36-4.85-1-2.63-126.66-155.49M/(kN·m)103.19122.8b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.0790.0790.0240.0050.0130.0940.1150.0090.0110.0820.0820.0240.0050.0130.0990.1220.0100.011ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb501.7500.951.510.527.8601.7748.1468.3557.8325325120120120325325325325~1~ 实配钢筋/mm22C16/1C142C16/1C142C122C122C123C163C18实配钢筋/mm23C182C18/1C16555.9555.9226226226603763603710.1三层M/(kN·m)-116.49-115.07-2.63-1.06-3.91-135.04-172.17M/(kN·m)103.19126.95b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.0860.0850.0130.0050.0190.1000.1270.0090.0120.0900.0890.0130.0050.0200.1050.1370.0100.012ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb551.0544.027.811.141.4643.9834.7468.3576.8325325120120120325325325325实配钢筋/mm23C163C162C122C122C123C182C20/1C18实配钢筋/mm22C18/1C142C18/1C16603603226226226763874662.9710.1二层M/(kN·m)-128.33-126.3-5.75-1.11-9.05-146.09-191.2M/(kN·m)98.99130.58b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.0950.0930.0290.0060.0450.1080.1410.0090.012~1~ 0.1000.0980.0290.0060.0460.1150.1530.0090.012ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb610.1599.961.211.797.1700.0935.2449.2593.4325325120120120325325325325实配钢筋/mm23C183C162C122C122C123C184C18实配钢筋/mm22C16/1C142C18/1C167636032262262267631017555.9710.1一层M/(kN·m)-140.54-137.35-12.46-1.53-13.77-154.47-203.88M/(kN·m)121.66137.21b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.1040.1020.0620.0080.0690.1140.1510.0110.0130.1100.1070.0640.0080.0710.1220.1640.0110.013ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb671.7655.6134.916.1149.7742.91003.3552.6623.7325325120120120325325325325实配钢筋/mm23C183C182D181D122D183C184C18实配钢筋/mm22C18/1C163C187637635091135097631017710.1763~1~ 表3.3框架梁斜截面受弯承载力计算(非抗震设计)构件楼层截面位置V(kN)实配四肢箍筋AB框架梁六层左端123.83549.66-0.50C8@200右端124.57549.66-0.50C8@200五层左端122.73549.66-0.50C8@200右端122.38549.66-0.50C8@200四层左端124.61549.66-0.50C8@200右端124.61549.66-0.50C8@200三层左端127.66549.66-0.50C8@200右端127.73549.66-0.50C8@200二层左端131.26549.66-0.50C8@200右端131.32549.66-0.50C8@200一层左端137.44549.66-0.50C8@200右端137.64549.66-0.50C8@200BC框架梁六层左端3.33189.48-0.40C8@200右端1.57189.48-0.40C8@200五层左端3.03189.48-0.40C8@200右端3.90189.48-0.40C8@200四层左端4.58189.48-0.40C8@200右端5.27189.48-0.40C8@200三层左端3.03189.48-0.40C8@200右端3.90189.48-0.40C8@200二层左端7.76189.48-0.40C8@200右端7.66189.48-0.40C8@200一层左端9.87189.48-0.40C8@200右端10.81189.48-0.40C8@200CD框架六层左端116.38549.66-0.50C8@200~1~ 梁右端130.07549.66-0.50C8@200五左端144.35549.66-0.50C8@200层右端144.12549.66-0.50C8@200四层左端145.95549.66-0.50C8@200右端146.04549.66-0.50C8@200三层左端150.06549.66-0.50C8@200右端150.15549.66-0.50C8@200二层左端154.93549.66-0.50C8@200右端154.91549.66-0.50C8@200一层左端158.63549.66-0.50C8@200右端146.01549.66-0.50C8@200(4)裂缝宽度验算裂缝宽度验算时，要求各框架梁按荷载效应的标准组合并考虑长期作用影响的最大裂缝宽度不大于裂缝宽度限值。弯矩采用正常使用极限状态下的荷载效应组合值。裂缝宽度验算过程详见表3.43.1.2框架梁抗震截面设计(1)选取最不利组合内力由表2.19、表2.23、表2.27可知最不利内力，详见表3.5(2)框架梁正截面受弯承载力计算各层AB、BC、CD框架梁的截面尺寸分别为250mm×650mm，200mm×300mm，250mm×300mm，已知抗震等级为三级，混凝土强度等级均采用C30，纵向受力钢筋与箍筋均采用HRB400钢筋，由此可知：混凝土强度：C30钢筋强度：HRB400相对界限受压区高度计算方式，以及截面类型的确定均与非抗震情况下相同，在此不再赘述，计算过程详见表3.6(3)框架斜截面受剪承载能力计算~1~ 表3.4框架梁裂缝宽度验算(非抗震设计)层次计算公式梁AB梁BC梁CD左端跨中右端左端跨中右端左端跨中右端六层Mk(kN•m)55.790.9757.213.2132.3941.3591550.0216591.9880.7279461662.9461226226226461662.9603225.82256.48231.9461.6645.9526.09202.80259.33250.210.00570.00810.00570.00750.00750.00750.00570.00810.00740.2000.4740.2000.2000.2000.200-0.0350.4810.3961416.88141212121416.88162.12.12.12.12.12.12.12.12.10.1160.2730.1190.0230.0170.010-0.0180.2800.229<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3五层Mk(kN•m)7179.6869.820.260.831.3186.7193.4298.92509603509226226226603662.9763260.70246.97256.375.0215.8925.24268.75263.39242.30~1~ 0.00630.00740.00630.00750.00750.00750.00740.00800.00940.3000.3860.2870.2000.2000.2000.4450.4810.5261816181212121616.88182.12.12.12.12.12.12.12.12.10.2280.2200.2140.0020.0060.0090.2760.2870.269<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3四层Mk(kN•m)68.1980.9968.350.670.7921.5285.6295.8298.48556603556226226226603710.1763229.22251.03229.7612.7915.2029.27265.38252.20241.220.00680.00740.00680.00750.00750.00750.00740.00870.00940.2670.3970.2690.2000.2000.2000.4370.5060.52316.721616.721212121617.38182.12.12.12.12.12.12.12.12.10.1560.2310.1580.0050.0060.0110.2680.2770.266~1~ <0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3三层Mk(kN•m)68.1980.9968.350.670.8041.5285.6295.8298.48603662.9603226226226763763834.7211.35228.34211.8512.7915.4329.27209.73234.71220.500.00740.00810.00740.00750.00750.00750.00940.00940.01030.2670.3970.2690.2000.2000.2000.4370.5060.5231616.8816121212181819.382.12.12.12.12.12.12.12.12.10.1300.2030.1320.0050.0060.0110.1930.2510.240<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3二层Mk(kN•m)68.7177.8368.81.370.881.3786.2195.25698.52763555.9603226226226763710.11017168.31261.67213.2426.3516.9326.35211.17250.71181.050.00940.00680.00740.00750.00750.00750.00940.00870.01250.2730.3690.2740.2000.2000.2000.4410.5020.523~1~ 1815.4161212121817.38182.12.12.12.12.12.12.12.12.10.0970.2310.1350.0100.0060.0100.1960.2740.162<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3一层Mk(kN•m)62.4295.1362.871.571.182.6677.84102.5697.46763710.17632262262267637631017152.90250.38154.0030.1322.6950.96190.68251.23179.100.00940.00870.00940.00750.00750.00750.00940.00940.01250.1900.5020.1970.2000.2000.2000.3700.5450.5171817.38181212121818182.12.12.12.12.12.12.12.12.10.0610.2730.0640.0110.0080.0190.1490.2890.158<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3<0.3~1~ 表3.5震设计时框架梁的最不利内力构件楼层截面位置内力抗震组合(左震)抗震组合(右震)计算使用最不利内力值AB框架梁六层左端M23.66-105.53-105.53V57.25102.78102.78跨中M72.6766.0172.67右端M10.22-105.65-105.65V-97.67-52.14-97.67五层左端M52.08-165.30-165.30V48.53126.63126.63跨中M66.0258.8566.02右端M52.82-150.21-150.21V-136.79-58.69-136.79四层左端M95.85-205.50-205.50V32.13143.54143.54跨中M63.7562.2063.75右端M94.06-204.18-204.18V-143.54-32.13-143.54三层左端M126.55-236.19-236.19V22.05153.63153.63跨中M67.2858.6767.28右端M117.69-227.81-227.81V-153.73-22.15-153.73二层左端M-259.23-259.23-259.23V14.13162.18162.18跨中M64.4954.7964.49右端M138.95-249.79-249.79V-161.95-13.91-161.95一层左端M194.51-294.87-294.87V-0.57176.12176.12跨中M76.2862.3976.28右端M180.11-281.50-281.50~1~ V-176.350.34-176.35BC框架梁六层左端M8.81-11.25-11.25V9.9910.9010.90跨中M-7.10-0.79-7.10右端M-0.79-11.34-11.34V-9.479.47-9.47五层左端M17.35-17.73-17.73V-15.1218.0118.01跨中M-0.70-0.70-0.70右端M17.54-17.54-17.54V-17.7315.40-17.73四层左端M25.32-26.09-26.09V-22.5625.9725.97跨中M-0.52-0.52-0.52右端M24.43-26.98-26.98V-25.9722.56-25.97三层左端M29.25-30.38-30.38V-27.2629.0729.07跨中M-0.52-0.52-0.52右端M28.55-31.09-31.09V-29.8726.46-29.87二层左端M33.07-34.05-34.05V-30.7632.6232.62跨中M-0.41-0.41-0.41右端M33.07-34.05-34.05V-33.3929.99-33.39一层左端M38.57-41.16-41.16V-36.8538.4438.44跨中M-1.68-1.68-1.68右端M37.66-42.07-42.07V-39.4635.83-39.46CD框架梁六层左端M35.85-104.44-104.44V52.00100.0052.00~1~ 跨中M67.1065.6865.68右端M18.01-125.13-125.13V-108.60-60.60-108.60五层左端M29.12-168.96-168.96V55.88152.68152.68跨中M107.7845.37107.78右端M78.78-244.12-244.12V-152.93-56.13-152.93四层左端M75.62-214.75-214.75V33.97175.14175.14跨中M122.7533.18122.75右端M153.72-315.80-315.80V-174.83-33.66-174.83三层左端M98.16-237.29-237.29V19.80189.31189.31跨中M138.3117.62138.31右端M207.38-369.46-369.46V-189.00-19.49-189.00二层左端M118.53-258.59-258.59V8.70200.61200.61跨中M147.297.97147.29右端M246.83-408.95-408.95V-200.11-8.20-200.11一层左端M164.09-289.69-289.69V-0.13206.13206.13跨中M124.8323.56124.83右端M246.79-409.54-409.54V-208.93-2.67-208.93~1~ 表3.6各框架梁正截面受弯承载力计算(抗震设计)楼层计算公式梁AB梁BC梁CD计算公式梁AB跨中截面（按T形截面计算）梁CD跨中截面（按T形截面计算）支座左截面支座右截面支座左截面跨中截面支座右截面支座左截面支座右截面六层M/(kN·m)-105.53-105.65-11.25-7.10-11.34-104.44-125.13M/(kN·m)72.6765.68b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.0780.0780.0560.0350.0560.0770.0930.0070.0060.0810.0810.0580.0360.0580.0800.0070.0060.097ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb329.3297.5406.25406.25150120150406.25406.25325325实配钢筋/mm22C182C182C122C122C122C183C16实配钢筋/mm22C182C18509509226226226509603509509五层M/(kN·m)-165.30-150.21-17.73-0.70-17.54-168.96-244.12M/(kN·m)66.02107.78b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.1220.1110.0880.0030.0870.1250.1810.0060.010~1~ 0.1310.1180.0930.0040.0920.1340.2010.0060.010ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb798.9721.0194.97.4192.7817.91225.6299.1489.2406.25406.25150120150406.25406.25325325实配钢筋/mm24C164C162C142C122C143C204C20实配钢筋/mm22C182C188048043082263088421256509509四层M/(kN·m)-205.50-204.18-26.09-0.52-26.98-214.75-315.80M/(kN·m)63.75122.75b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.1520.1510.1300.0030.1340.1590.2340.0060.0110.1660.1650.1400.0030.1450.1740.2700.0060.011ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb1012.01004.9294.05.4304.81062.41649.0288.8557.6406.25406.25150120150406.25406.25325325实配钢筋/mm24C204C202C182C122C184C202C25/2C22实配钢筋/mm22C183C161256125650922650912561742509603~1~ 三层M/(kN·m)-236.19-227.81-30.38-0.52-31.09-237.29-369.46M/(kN·m)67.28138.31b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.1750.1680.1510.0030.1550.1750.2730.0060.0130.1930.1860.1650.0030.1690.1940.3270.0060.013ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb1181.01134.3347.15.4356.01187.21867.8304.8628.7406.25406.25150120150406.25406.25325325实配钢筋/mm24C204C202C182C122C184C204C25实配钢筋/mm22C182C221256125650922650912561964509760二层M/(kN·m)-259.23-249.79-34.05-0.41-34.05-258.59-408.95M/(kN·m)64.49147.29b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.1920.1850.1700.0020.1700.1910.3020.0060.0140.2150.2060.1870.0020.1870.2140.3490.0060.014ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb~1~ 1311.71257.7393.74.3393.71308.12268.4292.1669.8406.25406.25150120150406.25406.25325325实配钢筋/mm24C204C202C182C122C184C222C28/2C25实配钢筋/mm22C162C221256125650922650915202214402760一层M/(kN·m)-294.87-281.50-41.16-1.68-42.07-289.69-409.54M/(kN·m)76.28124.83b×h0(mm2)250×615250×615200×265200×265200×265250×615250×615b×h0(mm2)2017×6152017×6150.2180.2080.2050.0080.2090.2140.3030.0070.0110.2490.2360.2320.0080.2380.2440.3720.0070.012ξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξbξ<ξb1521.31441.6488.017.7500.51490.32272.6345.7567.1406.25406.25150120150406.25406.25325325实配钢筋/mm24C224C222C182C122C184C222C28/2C25实配钢筋/mm22C163C161520152050911350915202214402603~1~ 表3.7VGbl与VGbr计算构件楼层VGbl(kN)VGbr(kN)框架梁AB六层86.4686.46五层94.6494.64四层94.6494.64三层94.6494.64二层94.6494.64一层94.6494.64框架梁BC六层1.611.61五层1.611.61四层1.611.61三层1.611.61二层1.611.61一层1.611.61框架梁CD六层86.4686.46五层114.42109.96四层114.42109.96三层114.42109.96二层114.42109.96一层114.42109.96表3.8计算构件楼层截面(kN·m)(kN·m)AB框架梁六层左端31.54-140.71右端13.62-140.87五层左端69.44-220.40右端70.43-200.28四层左端127.80-273.99右端125.42-272.24三层左端168.73-314.92右端156.92-303.74二层左端0.00-345.64右端185.26-333.05一层左端259.35-393.16右端240.15-375.33BC框架梁六层左端11.75-15.00右端0.00-15.13五层左端23.14-23.64右端23.39-23.39四层左端33.76-34.78右端32.57-35.97三层左端39.01-40.51~1~ 右端38.06-41.45二层左端44.09-45.39右端44.09-45.39一层左端51.43-54.88右端50.22-56.09CD框架梁六层左端47.81-139.25右端24.01-166.84五层左端38.83-225.28右端105.03-325.50四层左端100.82-286.33右端204.96-421.06三层左端130.89-316.39右端276.51-492.62二层左端158.04-344.79右端329.11-545.27一层左端218.79-386.26右端329.06-546.05表3.9梁端截面剪力“强剪弱弯”调整构件楼层截面　(kN·m)　(kN·m)　ln(m)VGb(kN)　　γre(kN)AB框架梁六层左端31.54-140.716.786.4668.5458.26右端13.62-140.876.786.4665.5755.74五层左端69.44-220.406.794.6469.8559.38右端70.43-200.286.794.6473.3262.32四层左端127.80-273.996.794.6470.6460.04右端125.42-272.246.794.6470.5359.95三层左端168.73-314.926.794.6470.6460.04右端156.92-303.746.794.6470.5359.95二层左端0.00-345.646.794.6437.8932.21右端185.26-333.056.794.6470.3759.82一层左端259.35-393.166.794.6472.6761.77右端240.15-375.336.794.6472.4461.58BC框架梁六层左端11.75-15.0031.610.410.35右端0.00-15.1331.61-3.94-3.35五层左端23.14-23.6431.611.421.21右端23.39-23.3931.611.611.36四层左端33.76-34.7831.611.231.04右端32.57-35.9731.610.360.31三层左端39.01-40.5131.611.050.90右端38.06-41.4531.610.360.31二层左端44.09-45.3931.611.130.96右端44.09-45.3931.611.130.96~1~ 一层左端51.43-54.8831.610.340.29右端50.22-56.0931.61-0.55-0.47CD框架梁六层左端47.81-139.256.786.4671.4560.73右端24.01-166.846.786.4663.0153.56五层左端38.83-225.286.7114.4283.8171.24右端105.03-325.506.7109.9673.7762.70四层左端100.82-286.336.7114.4283.9771.37右端204.96-421.066.7109.9674.4863.31三层左端130.89-316.396.7114.4283.9771.37右端276.51-492.626.7109.9674.4863.31二层左端158.04-344.796.7114.4283.7671.20右端329.11-545.276.7109.9674.4763.30一层左端218.79-386.266.7114.4286.9373.89右端329.06-546.056.7109.9674.3463.19注：γER=0.85将表3.9中所得调整剪力与表3.5中最不利剪力相比可得，进行斜截面抗震承载力计算时选用最不利内力值。即表3.5数据，具体计算过程详见表3.10所得若Asv/s<0,选用构造配筋表1.10各层框架梁斜截面受剪承能载力计算(抗震设计)构件楼层截面位置V(kN)实配加密区四肢箍筋实配非加密区四肢箍筋加密区长度AB框架梁六层左端102.78549.66-0.50C8@150C8@200975右端97.67549.66-0.50C8@150C8@200975五层左端126.63549.66-0.50C8@150C8@200975右端136.79549.66-0.50C8@150C8@200975四层左端143.54549.66-0.50C8@150C8@200975右端143.54549.66-0.50C8@150C8@200975三层左端153.63549.66-0.50C8@150C8@200975右端153.73549.66-0.50C8@150C8@200975二层左端162.18549.66-0.50C8@150C8@200975右端161.95549.66-0.50C8@150C8@200975一层左端176.12549.66-0.50C8@150C8@200975右端176.35549.66-0.50C8@150C8@200975BC框架梁六层左端10.90189.48-0.40C8@150C8@200500右端9.47189.48-0.40C8@150C8@200500五层左端18.01189.48-0.40C8@150C8@200500右端17.73189.48-0.40C8@150C8@200500四层左端25.97189.48-0.40C8@150C8@200500右端25.97189.48-0.40C8@150C8@200500三层左端29.07189.48-0.40C8@150C8@200500~1~ 右端29.87189.48-0.40C8@150C8@200500二层左端32.62189.48-0.40C8@150C8@200500右端33.39189.48-0.40C8@150C8@200500一层左端38.44189.48-0.40C8@150C8@200500右端39.46189.48-0.40C8@150C8@200500CD框架梁六层左端52.00549.66-0.50C8@150C8@200975右端108.60549.66-0.50C8@150C8@200975五层左端152.68549.66-0.50C8@150C8@200975右端152.93549.66-0.50C8@150C8@200975四层左端175.14549.66-0.50C8@150C8@200975右端174.83549.66-0.50C8@150C8@200975三层左端189.31549.66-0.50C8@150C8@200975右端189.00549.66-0.50C8@150C8@200975二层左端200.61549.66-0.50C8@150C8@200975右端200.11549.66-0.50C8@150C8@200975一层左端206.13549.66-0.50C8@150C8@200975右端208.93549.66-0.50C8@150C8@200　975三级抗震下最小配箍率为0.26ft/fyv=0.18%3.2框架柱截面设计3.2.1框架柱非抗震截面设计(由于表格过多，在此仅计算A轴柱为例)(1)框架A柱正截面受弯承载力计算，计算过程详见表3.11(2)框架A柱斜截面受弯承载力计算，计算过程详见表3.12(3)裂缝宽度验算层号e0h0A轴验算(<0.55)131.705700.06可不验算裂缝宽度241.665700.07可不验算裂缝宽度336.405700.06可不验算裂缝宽度462.545700.11可不验算裂缝宽度583.035700.15可不验算裂缝宽度6318.415700.54可不验算裂缝宽度3.2.2框架柱抗震截面设计(由于表格过多，在此仅计算A轴柱为例)(1)框架A柱正截面受弯承载力计算偏心受压构件正截面承载力计算的抗震承载力调整系数为γER=0.8~1~ 表3.11A柱正截面受弯承载力计算截面1层A柱1层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)83.6544.050.3793.0310.9693.03设计轴力N(kN)2867.832964.382826.532935.013067.142935.10计算长度L=1.0H(底层)(mm)4900.004900.004900.004900.004900.004900.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000.00360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.0030.0030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570.00570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.3014.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360.00360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)29.1714.860.1331.703.5731.70附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0+ea(mm)49.1734.8620.1351.7023.5751.70曲率修正系数ζ1=0.5fcA/N或1.00.900.870.910.880.840.88长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.001.001.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.501.682.231.461.971.46e=ηei+h/2-a或a"(mm)343.54328.44314.86345.51316.36345.51系数α1(≤C50,取1.0)1.001.001.001.001.001.00系数β1(≤C50,取0.8)0.800.800.800.800.800.80~1~ 界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.590.610.580.600.630.60偏心性质(ξ与ξb比较)小偏心小偏心小偏心小偏心小偏心小偏心大偏心受压计算ξ／／／／／／As=As"(mm²)／／-1314.75-807.00／-806.97小偏心受压计算ξ0.610.640.620.630.680.63As=As"(mm²)1033.451254.891559.61957.341423.43957.31实选钢筋4C204C204C224C204C204C20实选钢筋面积(mm²)125612561570125612561256实际配筋率ρ×100%0.36%0.36%0.36%0.36%0.36%0.36%最大配筋率ρmax%5%5%5%5%5%5%最小配筋率ρmin%0.60%0.60%0.60%0.60%0.60%0.60%截面2层A柱2层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)99.3173.3140.52114.9389.6856.14设计轴力N(kN)2384.002469.242355.192463.702544.742434.90计算长度L=1.0H(底层)(mm)4500.004500.004500.004500.004500.004500.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000.00360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.0030.0030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570.00570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.3014.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360.00360.00360.00~1~ 钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)41.6629.6917.2046.6535.2423.06附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0+ea(mm)61.6649.6937.2066.6555.2443.06曲率修正系数ζ1=0.5fcA/N或1.01.001.001.001.001.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.001.001.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.371.461.621.341.411.53e=ηei+h/2-a或a"(mm)354.56342.59330.11359.55348.14335.96系数α1(≤C50,取1.0)1.001.001.001.001.001.00系数β1(≤C50,取0.8)0.800.800.800.800.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.490.500.480.500.520.50偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心小偏心大偏心大偏心受压计算ξ0.490.500.480.50／0.50As=As"(mm²)938.311060.781243.56847.55962.941154.17小偏心受压计算ξ／／／／0.52／As=As"(mm²)／／／／-976.26／实选钢筋4C204C204C204C204C204C20实选钢筋面积(mm²)125612561256125612561256实际配筋率ρ×100%0.26%0.26%0.26%0.26%0.26%0.26%最大配筋率ρmax%5%5%5%5%5%5%最小配筋率ρmin%0.60%0.60%0.60%0.60%0.60%0.60%截面3层A柱3层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)71.1971.1943.5386.5669.5646.69设计轴力N(kN)1955.661955.661864.801966.122031.151944.52计算长度L=1.0H(底层)(mm)4500.004500.004500.004500.004500.004500.00~1~ =1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000.00360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.0030.0030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570.00570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.3014.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360.00360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)36.4036.4023.3444.0334.2524.01附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0+ea(mm)56.4056.4043.3464.0354.2544.01曲率修正系数ζ1=0.5fcA/N或1.01.001.001.001.001.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.001.001.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.411.411.531.361.421.52e=ηei+h/2-a或a"(mm)242.84349.30349.30336.24356.93347.15系数α1(≤C50,取1.0)1.001.001.001.001.001.00系数β1(≤C50,取0.8)0.800.800.800.800.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.400.400.380.400.420.40偏心性质(ξ与ξb比较)小偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.400.400.380.400.420.40As=As"(mm²)1073.701073.701199.88996.171091.701198.02小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C204C204C204C204C204C20实选钢筋面积(mm²)125612561256125612561256~1~ 实际配筋率ρ×100%0.26%0.26%0.26%0.26%0.26%0.26%最大配筋率ρmax%5%5%5%5%5%5%最小配筋率ρmin%0.60%0.60%0.60%0.60%0.60%0.60%截面4层A柱4层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)86.8971.0948.9171.1971.1955.24设计轴力N(kN)1389.391442.081373.871517.571517.571453.57计算长度L=1.0H(底层)(mm)4500.004500.004500.004500.004500.004500.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000.00360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.0030.0030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570.00570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.3014.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360.00360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)62.5449.3035.6046.9146.9138.00附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0+ea(mm)82.5469.3055.6066.9166.9158.00曲率修正系数ζ1=0.5fcA/N或1.01.001.001.001.001.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.001.001.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.281.331.411.341.341.39e=ηei+h/2-a或a"(mm)275.68375.44362.20348.50359.81359.81系数α1(≤C50,取1.0)1.001.001.001.001.001.00系数β1(≤C50,取0.8)0.800.800.800.800.800.80~1~ 界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.280.290.280.310.310.30偏心性质(ξ与ξb比较)小偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.280.290.280.310.310.30As=As"(mm²)811.86918.10999.56950.44950.441004.85小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C184C184C184C184C184C18实选钢筋面积(mm²)101710171017101710171017实际配筋率ρ×100%0.26%0.26%0.26%0.26%0.26%0.26%最大配筋率ρmax%5%5%5%5%5%5%最小配筋率ρmin%0.60%0.60%0.60%0.60%0.60%0.60%截面5层A柱5层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)74.0863.7047.4775.0771.1960.73设计轴力N(kN)892.23928.61883.08971.931004.00962.78计算长度L=1.0H(底层)(mm)4500.004500.004500.004500.004500.004500.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000.00360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.0030.0030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570.00570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.3014.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360.00360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000.00200000.00200000.00~1~ 截面重心偏心矩e0(mm)83.0368.6053.7677.2470.9163.08附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0+ea(mm)103.0388.6073.7697.2490.9183.08曲率修正系数ζ1=0.5fcA/N或1.01.001.001.001.001.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.001.001.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.221.261.311.241.251.28e=ηei+h/2-a或a"(mm)395.93381.50366.66390.14383.81375.98系数α1(≤C50,取1.0)1.001.001.001.001.001.00系数β1(≤C50,取0.8)0.800.800.800.800.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.180.190.180.200.210.20偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.180.190.180.200.210.20As=As"(mm²)560.29641.94689.94616.06659.44683.03小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C164C164C164C164C164C16实选钢筋面积(mm²)804804804804804804实际配筋率ρ×100%0.73%0.73%0.73%0.73%0.73%0.73%最大配筋率ρmax%5%5%5%5%5%5%最小配筋率ρmin%0.60%0.60%0.60%0.60%0.60%0.60%截面6层A柱6层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)125.98124.20110.7482.9882.9876.57设计轴力N(kN)395.65414.72391.32490.21490.21471.02计算长度L=1.0H(底层)(mm)4500.004500.004500.004500.004500.004500.00=1.25H(其他层)(mm)~1~ 柱截面截面宽度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000.00360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.0030.0030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570.00570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.3014.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360.00360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)318.41299.48282.99169.27169.27162.56附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0+ea(mm)338.41319.48302.99189.27189.27182.56曲率修正系数ζ1=0.5fcA/N或1.01.001.001.001.001.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.001.001.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.071.071.081.121.121.13e=ηei+h/2-a或a"(mm)631.31612.38595.89482.18482.18475.46系数α1(≤C50,取1.0)1.001.001.001.001.001.00系数β1(≤C50,取0.8)0.800.800.800.800.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.080.080.080.100.100.10偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.080.080.080.100.100.10As=As"(mm²)185.85154.41112.51145.81145.81156.37小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C164C164C164C164C164C16实选钢筋面积(mm²)804804804804804804实际配筋率ρ×100%0.73%0.73%0.73%0.73%0.73%0.73%~1~ 最大配筋率ρmax%5%5%5%5%5%5%最小配筋率ρmin%0.60%0.60%0.60%0.60%0.60%0.60%表3.12框架A柱斜截面受剪承载力计算截面V6层5层4层3层2层1层设计轴力N(kN)475.36971.931469.101966.122463.702976.32设计剪力V(kN)57.6741.4246.5149.6759.5137.42柱截面截面宽度b(mm)600600600600600600截面高度h(mm)600600600600600600截面面积A(mm²)360000360000360000360000360000360000柱的净高Hn(mm)360036003600360036004900保护层+d/2as或as"(mm)303030303030截面有效高度h0=h-a或a"(mm)570570570570570570砼强度设计值fc(N/mm²)14.314.314.314.314.314.3ft(N/mm²)1.431.431.431.431.431.43钢筋强度设计值fyv(N/mm²)300300300300300300砼强度影响系数βc111111剪跨比λλ=Hn/(2h0)3.163.163.163.163.164.30λ>3时，取λ=3；λ<1时，取λ=13.003.003.003.003.003.00λ取值3.003.003.003.003.003.00高厚比hw/b1.141.141.141.141.141.14验算截面尺寸0.25βcfcbh0/Kn122312231223122312231223~1~ V≤0.25βcfcbh0/kN满足要求满足要求满足要求满足要求满足要求不满足要求0.3fcA/KN1544.401544.401544.401544.401544.401544.40N>=0.3fcA时，N取为0.3fcA475.36971.931469.101544.4059.5137.42是否构造配箍筋247.239281.999316.800322.072218.130216.583检验是是是是是是//////箍筋C8C8C8C8C8C8s200200200200200200实配箍筋非加密区C8@200C8@200C8@200C8@200C8@200C8@200加密区C8@150C8@150C8@150C8@150C8@150C8@150考虑地震作用组合的框架底层柱下截面的弯矩设计值，对一、二、三级抗震等级应按考虑地震作用组合的弯矩设计值乘以1.5、1.25、1.15确定。抗震设计A柱正截面承载力计算详见表3.13表3.13A柱正截面承载力计算(抗震设计)截面1层A柱1层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)211.85211.85143.53373.11373.11106.68设计轴力N(kN)1968.761968.761802.462011.12011.101844.80计算长度L=1.0H(底层)(mm)4900.004900.004900.0049004900.004900.00~1~ =1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600600.00600.00截面高度h(mm)600.00600.00600.00600600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.003030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.314.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000200000.00200000.00截面重心偏心矩e0(mm)107.60107.6079.63185.52185.5257.83附加偏心矩ea(mm)20.0020.0020.002020.0020.00初始偏心矩ei=e0+ea(mm)127.60127.6099.63205.52205.5277.83曲率修正系数ζ1=0.5fcA/N或1.01.001.001.0011.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.0011.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.211.211.271.1321.131.35e=ηei+h/2-a或a"(mm)424.76424.76396.79502.68502.68374.98系数α1(≤C50,取1.0)1.001.001.0011.001.00系数β1(≤C50,取0.8)0.800.800.800.80.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.400.400.370.410.410.38~1~ 偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.400.400.370.4112167830.410.38As=As"(mm²)1169.341169.341367.92524.099036524.101542.16小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C204C204C204C144C144C22实选钢筋面积(mm²)125612561256615615.001520实际配筋率ρ×100%0.36%0.36%0.36%0.36%0.000.00最大配筋率ρmax%5%5%5%0.050.050.05最小配筋率ρmin%0.60%0.60%0.60%0.0060.0060.006截面2层A柱2层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)239.19207.9994.28220.71220.7181.56设计轴力N(kN)1639.651639.651500.311670.761670.761531.42计算长度L=1.0H(底层)(mm)4500.004500.004500.0045004500.004500.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600600.00600.00截面高度h(mm)600.00600.00600.00600600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.003030.0030.00~1~ 截面有效高度h0=h-a或a"(mm)570.00570.00570.00570570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.314.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000200000.00200000.00截面重心偏心矩e0(mm)145.88126.8562.84132.11132.1053.26附加偏心矩ea(mm)20.0020.0020.002020.0020.00初始偏心矩ei=e0+ea(mm)165.88146.8582.84152.15152.1073.26曲率修正系数ζ1=0.5fcA/N或1.01.001.001.0011.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.0011.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.141.161.281.1511.151.31e=ηei+h/2-a或a"(mm)458.78439.75375.74445.445.01366.16系数α1(≤C50,取1.0)1.001.001.0011.001.00系数β1(≤C50,取0.8)0.800.800.800.80.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.340.340.310.340.340.31偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.340.340.310.340.340.31As=As"(mm²)906.051034.451404.421002.391002.391479.63小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／~1~ 实选钢筋4C204C204C204C204C204C22实选钢筋面积(mm²)125612561256125612561520实际配筋率ρ×100%0.26%0.26%0.26%0.26%0.000.00最大配筋率ρmax%5%5%5%0.050.050.05最小配筋率ρmin%0.60%0.60%0.60%0.0060.0060.006截面3层A柱3层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)205.83205.8395.39177.4177.4069.05设计轴力N(kN)1302.871302.871179.0213341333.971210.13计算长度L=1.0H(底层)(mm)4500.004500.004500.0045004500.004500.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面积A(mm²)360000.0360000.0360000.0360000360000.0360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.003030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.314.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000200000.00200000.00截面重心偏心矩e0(mm)157.99157.9980.91132.98132.9857.06附加偏心矩ea(mm)20.0020.0020.002020.0020.00~1~ 初始偏心矩ei=e0+ea(mm)177.99177.99100.91152.98152.9877.06曲率修正系数ζ1=0.5fcA/N或1.01.001.001.0011.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.0011.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.131.131.231.151.151.30e=ηei+h/2-a或a"(mm)470.89470.89393.81445.89445.89369.96系数α1(≤C50,取1.0)1.001.001.0011.001.00系数β1(≤C50,取0.8)0.800.800.800.80.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.270.270.240.270.270.25偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.270.270.240.270.270.25As=As"(mm²)155.40155.40651.89318.24318.24806.24小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C144C144C144C144C144C16实选钢筋面积(mm²)615615615615615804实际配筋率ρ×100%0.26%0.26%0.26%0.26%0.000.00最大配筋率ρmax%5%5%5%0.050.050.05最小配筋率ρmin%0.60%0.60%0.60%0.0060.0060.006截面4层A柱4层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)195.07195.0784.63148.45148.4538.01设计轴力N(kN)964.66964.66859.80995.67995.66890.81~1~ 计算长度L=1.0H(底层)(mm)4500.004500.004500.0045004500.004500.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.003030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.314.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000200000.00200000.00截面重心偏心矩e0(mm)202.22202.2298.42149.0966438149.1042.66附加偏心矩ea(mm)20.0020.0020.002020.0020.00初始偏心矩ei=e0+ea(mm)222.22222.22118.42169.1169.1062.66曲率修正系数ζ1=0.5fcA/N或1.01.001.001.0011.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.0011.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.101.101.191.141.141.37e=ηei+h/2-a或a"(mm)515.12515.12411.33462462.00355.57系数α1(≤C50,取1.0)1.001.001.0011.001.00系数β1(≤C50,取0.8)0.800.800.800.80.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52~1~ 实际受压区高度ξ=N/α1fcbh00.200.200.180.200.200.18偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.200.200.180.200.200.18As=As"(mm²)6.626.62480.18255.98255.98744.73小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C144C144C144C144C144C16实选钢筋面积(mm²)615615615615615804实际配筋率ρ×100%0.26%0.26%0.26%0.0026432750.000.00最大配筋率ρmax%5%5%5%0.050.050.05最小配筋率ρmin%0.60%0.60%0.60%0.0060.0060.006截面5层A柱5层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)168.00168.0066.25118.29118.297.84设计轴力N(kN)620.24620.24546.73651.35651.35577.84计算长度L=1.0H(底层)(mm)4500.004500.004500.0045004500.004500.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600600.00600.00截面高度h(mm)600.00600.00600.00600600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.003030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570570.00570.00~1~ 砼强度设计值fc(N/mm²)14.3014.3014.3014.314.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000200000.00200000.00截面重心偏心矩e0(mm)270.86270.86121.18181.6042973181.6013.57附加偏心矩ea(mm)20.0020.0020.002020.0020.00初始偏心矩ei=e0+ea(mm)290.86290.86141.18201.6201.6033.57曲率修正系数ζ1=0.5fcA/N或1.01.001.001.0011.001.00长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.0011.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.081.081.161.111.111.68e=ηei+h/2-a或a"(mm)583.76583.76434.08494.51494.51326.47系数α1(≤C50,取1.0)1.001.001.0011.001.00系数β1(≤C50,取0.8)0.800.800.800.80.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.130.130.110.130.130.12偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.130.130.110.130.130.12As=As"(mm²)139.61139.61297.89125.77125.77634.69小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C144C144C144C144C144C16实选钢筋面积(mm²)615615615615615804~1~ 实际配筋率ρ×100%0.73%0.73%0.73%0.73%0.010.01最大配筋率ρmax%5%5%5%0.050.050.05最小配筋率ρmin%0.60%0.60%0.60%0.0060.0060.006截面6层A柱6层A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)设计弯矩M(kN·m)168.00168.0066.25118.29118.297.84设计轴力N(kN)620.24620.24546.73651.35651.35577.84计算长度L=1.0H(底层)(mm)4500.004500.004500.0045004500.004500.00=1.25H(其他层)(mm)柱截面截面宽度b(mm)600.00600.00600.00600600.00600.00截面高度h(mm)600.00600.00600.00600600.00600.00截面面积A(mm²)360000.00360000.00360000.00360000360000.00360000.00回转半径i=sqrt(I/A)(mm)173.21173.21173.21173.21173.21173.21保护层+d/2as或as"(mm)30.0030.0030.003030.0030.00截面有效高度h0=h-a或a"(mm)570.00570.00570.00570570.00570.00砼强度设计值fc(N/mm²)14.3014.3014.3014.314.3014.30钢筋强度设计值fy或fy"(N/mm²)360.00360.00360.00360360.00360.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000200000.00200000.00截面重心偏心矩e0(mm)270.86270.86121.18181.6181.6013.57附加偏心矩ea(mm)20.0020.0020.002020.0020.00初始偏心矩ei=e0+ea(mm)290.86290.86141.18201.6201.6033.57曲率修正系数ζ1=0.5fcA/N或1.01.001.001.001.001.001.00~1~ 长细比影响系数ζ2=1.15-0.01L/h或1.01.001.001.001.001.001.00偏心矩增大系数η(L/i≤17.5时，取1.0)1.081.081.161.111.111.68e=ηei+h/2-a或a"(mm)583.76583.76434.08494.51494.51326.47系数α1(≤C50,取1.0)1.001.001.001.001.001.00系数β1(≤C50,取0.8)0.800.800.800.800.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.520.520.520.520.520.52实际受压区高度ξ=N/α1fcbh00.130.130.110.130.130.12偏心性质(ξ与ξb比较)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受压计算ξ0.130.130.110.130.130.12As=As"(mm²)139.61139.61297.89125.77125.77634.69小偏心受压计算ξ／／／／／／As=As"(mm²)／／／／／／实选钢筋4C144C144C144C144C144C16实选钢筋面积(mm²)615615615615615804实际配筋率ρ×100%0.73%0.73%0.73%0.73%0.010.01最大配筋率ρmax%5%5%5%5%0.050.05最小配筋率ρmin%0.60%0.60%0.60%0.60%0.010.01(2)框架A柱斜截面受弯承载力计算考虑地震作用组合的框架柱，框架柱的剪力设计值Vc应按下式计算(三级抗震)：Vc=1.1(M上+M下)/Hn考虑地震作用组合的框架结构底层柱下端弯矩设计值，对三级抗震等级应考虑作用组合的弯矩设计值乘以系数1.15，计算正截面时已求得，M上应由“强柱弱梁”的原则确定，三级抗震应满足∑Mc=1.1∑Mb，∑Mc按上下柱线刚度分配，A柱斜截面承载能力计算详见表3.14~1~ 表3.14A柱斜截面承载能力计算框架B柱斜截面受剪承载力计算截面V123456设计轴力N(kN)373.11220.7126177.40148.45118.29118.29设计剪力V(kN)149.42106.3394.3585.1171.1571.15柱截面截面宽度b(mm)600600600600600600截面高度h(mm)600600600600600600截面面积A(mm²)360000360000360000360000360000360000柱的净高Hn(mm)490036003600360036003600保护层+d/2as或as"(mm)303030303030截面有效高度h0=h-a或a"(mm)570570570570570570砼强度设计值fc(N/mm²)14.314.314.314.314.314.3ft(N/mm²)1.431.431.431.431.431.43钢筋强度设计值fyv(N/mm²)300300300300300300砼强度影响系数βc111111剪跨比λλ=Hn/(2h0)4.303.163.163.163.163.16λ>3时，取λ=3；λ<1时，取λ=13.003.003.003.003.003.00λ取值3.003.003.003.003.003.00高厚比hw/b1.141.141.141.141.141.14验算截面尺寸0.25βcfcbh0/Kn122312231223122312231223~1~ V≤0.25βcfcbh0/Kn满足要求满足要求满足要求满足要求满足要求满足要求0.3fcA/KN1544.401544.401544.401544.401544.401544.40N>=0.3fcA时，N取为0.3fcA373.11220.71177.40148.45118.29118.29是否构造配箍筋240.081229.414226.382224.355222.244222.244检验是是是是是是//////箍筋C8C8C8C8C8C8s200200200200200200实配箍筋非加密区C8@200C8@200C8@200C8@200C8@200C8@200加密区C8@150C8@150C8@150C8@150C8@150C8@150~1~ ~1~ 3.3楼板配筋计算（采用单独一块计算的方式计算）楼板布置见图1.5A区格板配筋计算(1)lx=2.1mly=7.8mlx/ly=7.8/2.1=3.7＞2按单向板计算(2)荷载组合设计值由可变荷载效应控制的组合：g+q=1.2×5.6+1.4×2.0=11.2(kN/m2)由永久荷载效应控制的组合：g+q=1.35×5.6+1.4×0.7×2.0=9.52(kN/m2)因为11.2＞9.52，所以采用可变荷载效应控制组合计算(3)内力计算取1m板宽作为计算单元，按弹性理论计算，取A区格板的计算跨度为l0=2100mm。如果A区格板两端是完全简支的情况则跨中弯矩为。考虑到A区格板两端梁的嵌固作用，故跨中弯矩为；A区格板如果是两端完全嵌固，则支座弯矩为，考虑到两端不是完全嵌固，故取支座弯矩为，A区格板的弯矩计算见表1.7表1.7A区格板弯矩计算表截面跨中支座截面跨中支座弯矩系数1/10-1/144.93-3.53（4）截面设计保护层厚度取20mm，选用B8钢筋作为受力主筋，则板得截面有效高度为：h0=h-c-d/2=56(mm)混凝土采用C30，则fc=14.3N/m2，板受力钢筋采用HRB335，fy=300N/m2~1~~1~ A区格板配筋计算见表1.8表1.8A区格板配筋计算表截面跨中支座截面跨中支座M(kN·m/m)4.93-3.53311.5223.10.110.078选配钢筋B8@150B8@1800.9420.959实配钢筋335279B区格板配筋计算(1)lx=2.0mly=7.8mlx/ly=7.8/2.1=3.9＞2按单向板计算(2)荷载组合设计值由可变荷载效应控制的组合：g+q=1.2×5.0+1.4×0.5=6.7(kN/m2)由永久荷载效应控制的组合：g+q=1.35×5.0+1.4×0.7×0.5=7.24(kN/m2)因为7.24＞6.7，所以采用永久荷载效应控制组合计算(3)内力计算取1m板宽作为计算单元，按弹性理论计算，取B区格板的计算跨度为l0=2000mm。如果B区格板两端是完全简支的情况则跨中弯矩为。考虑到B区格板两端梁的嵌固作用，故跨中弯矩为；B区格板如果是两端完全嵌固，则支座弯矩为，考虑到两端不是完全嵌固，故取支座弯矩为，B区格板的弯矩计算见表1.9表1.9B区格板弯矩计算表截面跨中支座截面跨中支座弯矩系数1/10-1/142.90-2.07（4）截面设计保护层厚度取20mm，选用B8钢筋作为受力主筋，则板得截面有效高度为：h0=h-c-d/2=56(mm)混凝土采用C30，则fc=14.3N/m2，板受力钢筋采用HRB335，fy=300N/m2B区格板配筋计算见表1.10表1.10B区格板配筋计算表~1~~1~ 截面跨中支座截面跨中支座M(kN·m/m)2.90-2.07178.51260.06470.0462选配钢筋B8@200B8@2000.9670.976实配钢筋251251C区格板配筋计算lx=3.9m,ly=4.6m,ly/lx=4.6/3.9=1.18＜2故按双向板计算（1）荷载计算恒荷载设计值：g=5.6×1.2=6.7（kN/m2）活荷载设计值：q=1.4×2.0=2.8（kN/m2）g+q/2=6.8+1.4=8.1(kN/m2)q/2=2.8/2=1.4(kN/m2)g+q=6.7+2.8=9.5(kN/m2)（2）内力计算lx=3.9m,ly=4.6m，lx/ly=0.85单位板宽跨中弯矩mx=（0.0246+0.2×0.0156）×8.1×3.92+（0.0506+0.2×0.0348）×1.4×3.92=4.64(kN·m)my=（0.0156+0.2×0.0246）×8.1×3.92+（0.0348+0.2×0.0506）×1.4×3.92=3.48(kN·m)单位板宽支座弯矩（3）截面设计保护层厚度取20mm，选用B8钢筋作为受力主筋，则lx短跨方向跨中截面有效高度为：h01=h-c-d/2=56(mm)；ly长跨方向跨中截面有效高度为：h02=h-c-3d/2=48(mm)；支座处h0均为56mm截面弯矩设计值不考虑折算，计算配筋量时，取内力臂系数=0.95，板筋选用HRB335，。配筋结果见表1.11~1~~1~ 表1.11C区格板配筋计算表位置截面h0(mm)M(kN·m/m)As(mm2)选配钢筋实配钢筋跨中lx方向564.64291B8@150335跨中ly方向483.48254B8@180279支座C边支座(lx方向)56-9.05567B10@120654C边支座(ly方向)56-7.96499B8@120503D区格板配筋计算(1)lx=3.0mly=7.8mlx/ly=7.8/3.0=2.6＞2按单向板计算(2)荷载组合设计值由可变荷载效应控制的组合：g+q=1.2×4.0+1.4×2.5=8.3(kN/m2)由永久荷载效应控制的组合：g+q=1.35×4.0+1.4×0.7×2.5=7.85(kN/m2)因为8.3＞7.85，所以采用可变荷载效应控制组合计算(3)内力计算取1m板宽作为计算单元，按弹性理论计算，取D区格板的计算跨度为l0=2000mm。如果D区格板两端是完全简支的情况则跨中弯矩为。考虑到D区格板两端梁的嵌固作用，故跨中弯矩为；D区格板如果是两端完全嵌固，则支座弯矩为，考虑到两端不是完全嵌固，故取支座弯矩为，D区格板的弯矩计算见表1.12表1.12D区格板弯矩计算表截面跨中支座截面跨中支座弯矩系数1/10-1/147.47-5.34（4）截面设计保护层厚度取20mm，选用B8钢筋作为受力主筋，则板得截面有效高度为：h0=h-c-d/2=76(mm)混凝土采用C30，则fc=14.3N/m2，板受力钢筋采用HRB335，fy=300N/m2D区格板配筋计算见表1.13表1.13D区格板配筋计算表截面跨中支座截面跨中支座~1~~1~ M(kN·m/m)7.47-5.343442420.090.0647选配钢筋B8@120B8@1800.9530.967实配钢筋419279E区格板配筋计算lx=3.9m,ly=6.7m,ly/lx=6.7/3.9=1.7＜2故按双向板计算（1）荷载计算恒荷载设计值：g=4.0×1.2=4.8（kN/m2）活荷载设计值：q=1.4×2.0=2.8（kN/m2）g+q/2=4.8+1.4=6.2(kN/m2)q/2=2.8/2=1.4(kN/m2)g+q=4.8+2.8=7.6(kN/m2)（2）内力计算lx=3.9m,ly=6.7m，lx/ly=0.58单位板宽跨中弯矩mx=（0.0374+0.2×0.0068）×6.2×3.92+（0.0849+0.2×0.0299）×1.4×3.92=5.59(kN·m)my=（0.0068+0.2×0.0374）×6.2×3.92+（0.0299+0.2×0.0849）×1.4×3.92=2.34(kN·m)单位板宽支座弯矩（3）截面设计保护层厚度取20mm，选用B8钢筋作为受力主筋，则lx短跨方向跨中截面有效高度为：h01=h-c-d/2=76(mm)；ly长跨方向跨中截面有效高度为：h02=h-c-3d/2=68(mm)；支座处h0均为76mm截面弯矩设计值不考虑折算，计算配筋量时，取内力臂系数=0.95，板筋选用HRB335，。配筋结果见表1.14表1.14E区格板配筋计算表位置截面h0(mm)M(kN·m/m)As(mm2)选配钢筋实配钢筋~1~~1~ 跨中lx方向765.59258.1B8@150335跨中ly方向683.48120.7B8@200251支座E边支座(lx方向)76-9.05427B8@120503E边支座(ly方向)76-7.96304.7B8@150335F区格板配筋计算(1)lx=1.1mly=7.8mlx/ly=7.8/1.1=7.1＞2按单向板计算(2)荷载组合设计值由可变荷载效应控制的组合：g+q=1.2×4.0+1.4×2.0=7.6(kN/m2)由永久荷载效应控制的组合：g+q=1.35×4.0+1.4×0.7×2.0=7.36(kN/m2)因为7.6＞7.36，所以采用可变荷载效应控制组合计算(3)内力计算取1m板宽作为计算单元，按弹性理论计算，取F区格板的计算跨度为l0=1100mm。如果F区格板两端是完全简支的情况则跨中弯矩为。考虑到F区格板两端梁的嵌固作用，故跨中弯矩为；F区格板如果是两端完全嵌固，则支座弯矩为，考虑到两端不是完全嵌固，故取支座弯矩为，F区格板的弯矩计算见表1.15表1.15F区格板弯矩计算表截面跨中支座截面跨中支座弯矩系数1/10-1/140.92-0.66（4）截面设计保护层厚度取20mm，选用B6钢筋作为受力主筋，则板得截面有效高度为：h0=h-c-d/2=76(mm)混凝土采用C30，则fc=14.3N/m2，板受力钢筋采用HRB335，fy=300N/m2F区格板配筋计算见表1.16表1.16F区格板配筋计算表截面跨中支座截面跨中支座M(kN·m/m)0.92-0.6640.630.20.01110.0080选配钢筋B8@200B8@2000.9940.96实配钢筋251251~1~~1~ G区格板配筋计算lx=3.0m,ly=3.0m,ly/lx=3.0/3.0=1.0＜2故按双向板计算（1）荷载计算恒荷载设计值：g=4.0×1.2=4.8（kN/m2）活荷载设计值：q=1.4×2.5=2.8（kN/m2）g+q/2=4.8+3.5/2=6.55(kN/m2)q/2=3.5/2=1.75(kN/m2)g+q=4.8+3.5=8.3(kN/m2)（2）内力计算lx=3.0m,ly=3.0m，lx/ly=1.0单位板宽跨中弯矩mx=（0.0176+0.2×0.0176）×6.55×3.92+（0.0368+0.2×0.0368）×1.75×3.92=1.94(kN·m)my=（0.0176+0.2×0.0176）×6.55×3.92+（0.0368+0.2×0.0368）×1.75×3.92=1,94(kN·m)单位板宽支座弯矩（3）截面设计保护层厚度取20mm，选用B8钢筋作为受力主筋，则lx短跨方向跨中截面有效高度为：h01=h-c-d/2=76(mm)；ly长跨方向跨中截面有效高度为：h02=h-c-3d/2=68(mm)；支座处h0均为76mm截面弯矩设计值不考虑折算，计算配筋量时，取内力臂系数=0.95，板筋选用HRB335，。配筋结果见表1.17表1.17G区格板配筋计算表位置截面h0(mm)M(kN·m/m)As(mm2)选配钢筋实配钢筋跨中lx方向761.9490B8@200251跨中ly方向681.94100B8@200251支座E边支座(lx方向)76-3.83176B8@200251E边支座(ly方向)76-3.83176B8@200251~1~~1~ 3.4楼梯配筋计算，计算简图如图3.7所示图3.7一号楼梯TB-1计算简图基本资料：(1)依据规范：《建筑结构荷载规范》（GB50009－2001）《混凝土结构设计规范》（GB50010－2002）(2)几何参数：楼梯净跨:L1=3900mm楼梯高度:H=2100mm梯板厚:t=130mm踏步数:n=14(阶)上平台楼梯梁宽度:b1=300mm(3)荷载标准值：可变荷载：q=2.50kN/m2面层荷载：qm=1.00kN/m2栏杆荷载：qf=0.40kN/m(4)材料信息：混凝土强度等级:C30fc=14.30N/mm2ft=1.43N/mm2Rc=25.0kN/m3钢筋强度等级:HRB400fy=360.00N/mm2抹灰厚度：c=20.0mmRs=20kN/m3梯段板纵筋合力点至近边距离：as=20mm考虑支座嵌固作用~1~~1~ (5)楼梯几何参数：踏步高度：h=0.1500m踏步宽度：b=0.3000m计算跨度：L0=L1＋b1/2－b=3.90＋0.30/2－0.30=3.75m梯段板与水平方向夹角余弦值：cosα=0.894荷载计算(取B=1m宽板带)：(1)梯段板：面层：gkm=(B＋B·h/b)qm=(1＋1×0.15/0.30)×1.00=1.50kN/m自重：gkt=Rc·B·(t/cosα＋h/2)=25×1×(0.13/0.89＋0.15/2)=5.51kN/m抹灰：gks=RS·B·c/cosα=20×1×0.02/0.89=0.45kN/m恒荷标准值：Pk=gkm＋gkt＋gks＋qf=1.50＋5.51＋0.45＋0.40=7.86kN/m恒荷控制：Pn(G)=1.35gk＋1.4·0.7·B·q=1.35×7.86＋1.4×0.7×1×2.50=13.06kN/m活荷控制：Pn(L)=1.2gk＋1.4·B·q=1.2×7.86＋1.4×1×2.50=12.93kN/m荷载设计值：Pn=max{Pn(G),Pn(L)}=13.06kN/m(2)正截面受弯承载力计算：左端支座反力:Rl=24.48kN右端支座反力:Rr=24.48kN最大弯矩截面距左支座的距离:Lmax=1.88m最大弯矩截面距左边弯折处的距离:x=1.88mMmax=Rl·Lmax－Pn·x2/2=24.48×1.88－13.06×1.882/2=22.95kN·m考虑支座嵌固折减后的最大弯矩:Mmax"=0.8×Mmax=0.80×22.95=18.36kN·m相对受压区高度：ζ=0.112423配筋率：ρ=0.004466纵筋(1号)计算面积：As=491.23mm2支座负筋(2、3号)计算面积：As"=As=491.23mm2实际配筋结果(为每米宽板带的配筋)(1)1号钢筋计算结果(跨中)计算面积As:491.23mm2~1~~1~ 实际配筋：f10@150实配面积：523.60mm2(2)2/3号钢筋计算结果(支座)计算面积As":491.23mm2实际配筋：f10@150实配面积：523.60mm2(3)号钢筋计算结果实际配筋：d6@250实配面积：113.10mm2TB-2等的计算与TB-1相似，因为篇幅太多，在此不再赘述。3.5桩基配筋计算基本信息：根据地质报告可知，本设计的设计±0.000相对于黄海高程为2.700，采用预制圆管桩，有效桩长5.8m，截面直径600mm，型号PHC-600(110)AB-C80-12,图集G03-2002单桩承载力计算，预制管桩按下式计算：因此=0.6×3.14(2×26+1.1×42+2.7×65+0.8×90)+5500+3.14×0.32=2172(kN)取2000kNR=1/2×Rα=1000(kN)即单桩承载力圆桩桩身强度设计值:满足要求承台计算，应为计算较为复杂，篇幅有限，取轴横向框架柱下最大荷载承台计算；采用四桩承台基本资料：承台类型：四桩承台承台计算方式：程序自动设计(1)依据规范：《建筑地基基础设计规范》（GB50007－2002）~1~~1~ 《混凝土结构设计规范》（GB50010－2002）(2)几何参数：承台边缘至桩中心距:C=1200mm桩列间距:A=2400mm桩行间距:B=2400mm承台根部高度:H=800mm承台端部高度:h=800mm纵筋合力点到底边的距离:as=70mm平均埋深:hm=1.50m矩形柱宽:Bc=600mm矩形柱高:Hc=600mm圆桩直径:Ds=600mm换算后桩截面：Ls=480mm(3)荷载设计值：(作用在承台顶部）竖向荷载:F=3900.00kN绕X轴弯矩:Mx=8.10kN·m绕Y轴弯矩:My=0.00kN·mX向剪力:Vx=11.90kNY向剪力:Vy=0.00kN(4)材料信息：混凝土强度等级:C30fc=14.30N/mm2ft=1.43N/mm2钢筋强度等级:HRB400fy=360.00N/mm2承台计算(1)作用在承台底部的弯矩绕X轴弯矩:M0x=Mx－Vy·H=8.10－0.00×0.80=8.10kN·m绕Y轴弯矩:M0y=My＋Vx·H=0.00＋11.90×0.80=9.52kN·m(2)基桩净反力设计值：计算公式：《建筑地基基础设计规范》（GB50007－2002）Ni=F/n±M0x·yi/∑yj2±M0y·xi/∑xj2（8.5.3－2）N1=F/n－M0x·y1/∑yj2＋M0y·x1/∑xj2=3900.00/4－8.10×1.20/5.76＋9.52×(-1.20)/5.76=971.33kNN2=F/n－M0x·y2/∑yj2＋M0y·x2/∑xj2=3900.00/4－8.10×1.20/5.76＋9.52×1.20/5.76=975.30kNN3=F/n－M0x·y3/∑yj2＋M0y·x3/∑xj2=3900.00/4－8.10×(-1.20)/5.76＋9.52×(-1.20)/5.76=974.70kNN4=F/n－M0x·y4/∑yj2＋M0y·x4/∑xj2=3900.00/4－8.10×(-1.20)/5.76＋9.52×1.20/5.76=978.67kN~1~~1~ (3)承台受柱冲切验算：计算公式：《建筑地基基础设计规范》（GB50007－2002）Fl≤2[β0x·(bc＋a0y)＋β0y·(hc＋a0x)]·βhp·ft·h0（8.5.17－1）X方向上自柱边到最近桩边的水平距离：a0x=0.66my方向上自柱边到最近桩边的水平距离：a0y=0.66m承台有效高度：h0=H－as=0.80－0.07=0.73m作用于冲切破坏锥体上的冲切力设计值：Fl=F－∑Qi=3900.00－0.00=3900.00kNX方向冲跨比：λ0x=a0x/h0=0.66/0.73=0.90Y方向冲跨比：λ0y=a0y/h0=0.66/0.73=0.90X方向冲切系数：β0x=0.84/(λ0x＋0.2)=0.84/(0.90＋0.2)=0.76Y方向冲切系数：β0y=0.84/(λ0y＋0.2)=0.84/(0.90＋0.2)=0.762[β0x·(Hc＋a0y)＋β0y·(Bc＋a0x)]·βhp·ft·h0=2×[0.76×(0.60＋0.66)＋0.76×(0.60＋0.66)]×1.00×1430.00×0.73=4002.73kN>Fl=3900.00kN,满足要求。(4)承台受剪验算：计算公式：《建筑地基基础设计规范》（GB50007－2002）Fl≤βhs·β·ft·b0·h0（8.5.18－1）1)垂直Y方向截面的抗剪计算Y方向上自柱边到计算一排桩的桩边的水平距离：a0=0.66m计算截面处承台宽度：b=A＋2C=2.40＋2×1.20=4.80m斜截面上最大剪力设计值：Vl=1953.38kN计算截面的剪跨比：λ＝a0/h0=0.66/0.73=0.90剪切系数：β=1.75/(λ＋1.0)=1.75/(0.90＋1.0)=0.92承台计算截面的计算宽度：be=b=4.80mβhs·β·ft·be·h0=1.00×0.92×1430.00×4.80×0.73=4605.18kN>Vl=1953.38kN,满足要求。2)垂直X方向截面的抗剪计算~1~~1~ X方向上自柱边到计算一排桩的桩边的水平距离：a0=0.66m计算截面处承台宽度：b=B＋2C=2.40＋2×1.20=4.80m斜截面上最大剪力设计值：Vl=1953.97kN计算截面的剪跨比：λ＝a0/h0=0.66/0.73=0.90剪切系数：β=1.75/(λ＋1.0)=1.75/(0.90＋1.0)=0.92承台计算截面的计算宽度：be=b=4.80mβhs·β·ft·be·h0=1.00×0.92×1430.00×4.80×0.73=4605.18kN>Vl=1953.97kN,满足要求。(5)承台角桩冲切验算：计算公式：《建筑地基基础设计规范》（GB50007－2002）Nl≤[β1x·(c2＋a1y/2)＋β1y·(c1＋a1x/2)]·βhp·ft·h0（8.5.17－5）角桩竖向冲反力设计值：Nl=978.67kN从角桩内边缘至承台外边缘的距离：c1=C＋Ls/2=1.20＋0.48/2=1.44mc2=C＋Ls/2=1.20＋0.48/2=1.44mX方向上从承台角桩内边缘引45度冲切线与承台顶面相交点至角桩内边缘的水平距离:（当柱或承台变阶处位于该45度线以内时，则取由柱边或变阶处与桩内边缘连线为冲切锥体的锥线）a1x=0.66mY方向上从承台角桩内边缘引45度冲切线与承台顶面相交点至角桩内边缘的水平距离:（当柱或承台变阶处位于该45度线以内时，则取由柱边或变阶处与桩内边缘连线为冲切锥体的锥线）a1y=0.66mX方向角桩冲跨比：λ1x=a1x/h0=0.66/0.73=0.90y方向角桩冲跨比：λ1y=a1y/h0=0.66/0.73=0.90X方向角桩冲切系数：β1x=0.56/(λ1x＋0.2)=0.56/(0.90＋0.2)=0.51~1~~1~ Y方向角桩冲切系数：β1y=0.56/(λ1y＋0.2)=0.56/(0.90＋0.2)=0.51[β1x·(c2＋a1y/2)＋β1y·(c1＋a1x/2)]·βhp·ft·h0=[0.51×(1.44＋0.66/2)＋0.51×(1.44＋0.66/2)]×1.00×1430.00×0.73=1874.30kN>Nl=978.67kN,满足要求。(6)承台受弯计算：计算公式：《建筑地基基础设计规范》（GB50007－2002）Mx＝∑Ni·yi（8.5.16－1）计算公式：《建筑地基基础设计规范》（GB50007－2002）My＝∑Ni·xi（8.5.16－2）1)垂直X轴方向计算截面处弯矩计算：My＝∑Ni·xi=1758.57kN·m相对受压区高度：ζ=0.049292配筋率：ρ=0.001958X向钢筋:Asx=6860.76mm22)垂直Y轴方向计算截面处弯矩计算：Mx=∑Ni·yi=1758.04kN·m相对受压区高度：ζ=0.049276配筋率：ρ=0.001957Y向钢筋:Asy=6858.62mm2(7)承台受压验算：计算公式：《混凝土结构设计规范》（GB50010－2002）Fl≤1.35βc·βl·fc·Aln（7.8.1－1）局部荷载设计值：Fl=Fc=3900.00kN混凝土局部受压面积：Al=Bc·Hc=0.60×0.60=0.36m2混凝土局部受压计算面积：Ab=3.24m2混凝土受压时强度提高系数：βl=sq.(Ab/Al)=sq.(3.24/0.36)=3.001.35βc·βl·fc·Al=1.35×1.00×3.00×14300.00×0.36=20849.40kN>Fl=3900.00kN,满足要求。计算结果：(1)X方向钢筋选筋结果计算面积As:6860.76mm2实际配筋：f14@100~1~~1~ 实配面积：7389.03mm2(2)Y方向钢筋选筋结果计算面积As:6858.62mm2实际配筋：f14@100实配面积：7389.03mm2如图3.8所示4.手算与PKPM电算结果对比~1~~1~ 4.1恒荷载及在恒荷载作用下内力对比恒荷载：手算结果：单位：F：kNq：kN/m电算结果：~1~~1~ 通过对比可直观得到，恒荷载差距较小，大部分都在10%以内，有个别数据差距在20%左右，误差原因可能为手算取值精确度差距以及手算计算简图已全部化为等效均布荷载。计算方法有别弯矩~1~~1~ 手算结果：电算结果：~1~~1~ 通过对比可直观得到，恒荷载弯矩差距较小，大部分都在10%以内，有个别数据差距在15%左右，误差原因可能为手算有误，对于悬挑部分能表现出这一点。剪力：手算结果：~1~~1~ 电算结果：~1~~1~ 通过对比可直观得到，恒荷载剪力有一定的差距，大部分都在15%以内，有个别数据差距较大特别是柱弯矩部分，误差原因：在电算时考虑了上层变截面的情况而手算时没有，影响柱的相对线性比较大。轴力：手算结果：~1~~1~ 电算结果：~1~~1~ 通过对比可直观得到，恒荷载轴力绝大部分差距很小，都在5%以左右，有个别数据差距较大特别是顶层屋面，误差原因：电算中只表明了板传荷载，对于梁荷载未考虑4.2活荷载及在活荷载作用下内力对比活荷载手算结果~1~~1~ 单位：F：kNq：kN/m电算结果：~1~~1~ 通过对比可直观得到，活荷载有一定的差距，大部分都在20%以内，有个别数据差距较大部分。弯矩：手算结果：~1~~1~ 电算结果：~1~~1~ 通过对比可直观得到，活荷载弯矩差距很小，大部分都在10%以内，只有极个别数据差距较大剪力手算结果：~1~~1~ 点算结果：~1~~1~ 通过对比可直观得到，活荷载弯矩差距较小，大部分都在15%以内，只有极个别数据差距较大轴力：手算结果~1~~1~ 电算结果：~1~~1~ 通过对比可直观得到，活荷载弯矩差距较大，特别是在越到底层越大，通过计算校核得出，电算活荷载未将柱自重算入其中，因此与手算较大。因篇幅过大，在次就以对比恒荷载与活荷载为例，总的对比结果差距较小，差距在12%左右的数据较多。其他和在情况对比方式相同，结果相近。由此可知，手算结果还是较为准确的未出现太大的错误。5.施工方案设计施工程序及流向根据本工程的特点，将其划分为四个主要施工阶段，即：基础施工阶段、主体结构施工阶段、砌体工程施工阶段、装修施工阶段。主要施工程序~1~~1~ 本项目的施工以主体工程为主导进行。整个工程按先地下后地上、先土建后安装、室内外装饰同时进行的原则进行施工，使各分部分项工程在时间和空间上达到紧密配合、复式推进的目的。并适时插入水卫、电气的安装施工，确保工程整体进度计划的完成。施工顺序和组织安排（1）施工顺序1）基础施工阶段：土方开挖→垫层砼浇筑→独立基础、地梁支模、扎筋、浇筑砼→回填土。辅助工作穿插在其中。2）主体结构施工阶段：测量放线→柱筋→合柱模→浇筑→梁板模板→梁板钢筋→浇筑梁板。辅助工作穿插在其中。3）砌体工程施工阶段按砌体工程要求有组织砌筑。4）装修施工阶段该阶段具有工作面宽、人员分散等特点，它包括外装修和内装修，该阶段组织不同的专业队伍，先外装饰再内装饰施工。（2）组织安排施工过程应按照施工组织设计精心施工。一方面，从施工现场的全局出发，加强各个单位、各部门的配合与协作，协调解决各方面问题，使施工活动顺利开展。另一方面，加强技术、材料、质量、安全、进度等各项管理工作，落实施工单位内部承包的责任制，全面做好各项经济核算与管理工作，严格执行各项技术、质量检验制度，抓紧工程收尾和竣工工作。3、部分工艺流程砌筑工程工艺流程：选定合格砌体材料→运输和堆放→放线和立皮数杆→清底、洒水湿润→砌筑→分层抹灰→成品保护钢筋加工工艺流程：材质复验及焊接试验→配料→调直→除锈→断料→对焊→弯曲成型→成品堆放乳胶漆涂料施工工艺：基层处理→抽筋定点（做护角线）→抹灰→批腻子（弹线）→刷乳胶漆。瓷砖工程工艺流程：基层处理→抹底子灰→选砖、浸砖→排砖弹线→贴标准点→垫底尺→镶贴饰面砖→擦泡施工工期安排本工程分阶段控制时间，确保工程在150天内竣工，力争提前完成。~1~~1~ 主要项目施工方法及施工机械5.3.1施工方法（1）施工轴线、标高测量控制1）本工程选用的测量工具：一台J2经纬仪、一台S3水准仪、二把50m、十把10m专用钢卷尺、十把10m卷尺及十只线锤等。2）建立施工控制网：根据总平面图上拟建食堂的坐标位置及基线、基点的相关数据，以及业主提供的水准点或设计图上指定的相对标高参照点，用经纬仪、水准仪、钢尺进行网点的测设，按先整体后局部的工作程序进行测量，建立现场施工控制网。作为食堂定位、放线的依据。3）为了保证经有关部门复核后的坐标、水准点不致被破坏，根据本工程现场的条件，可将施工所用的坐标线，引到本建筑外不易被破坏的地方保存起来。4）垂直引线主要使用经纬仪，为了防止仪器出现差错，使用线锤进行复核。水准标高使用水准仪，配专用钢卷尺，为了减少误差要求钢尺两端尽可能在同一水平高度。（2）基础工程1）基础施工抄平放线根据基础尺寸及构造，按宿舍楼的轴线定位，连接相应的轴线，计算放线开挖放坡深度，定出开挖边坡位置。2）土方及垫层施工基坑采用人工开挖，弃土按土方平衡原则进行调配，多余的土料用载重量8t的运土汽车运到指定的场地。根据给定条件，常年水位在-3.00以下，基坑土方开挖时无需进行降水和排水。基坑开挖后迅速地施工垫层和基础，避免下雨天积水浸泡基坑。3）模板及钢筋工程基础全部采用木模板，钢筋采用设计的相应的连接方式连接。钢筋的绑扎严格按国家现行施工验收规范及设计要求进行，钢筋绑扎前检查预埋钢管的位置、尺寸、大小，并调校；绑扎时锚固长度、搭接接头长度及抗震等按设计及混凝土结构施工及验收规范进行。4）混凝土施工浇筑混凝土应连续进行，如必须间歇，其间歇时间应尽量缩短。浇筑混凝土时应派专人经常观察模板、钢筋、预留孔洞、预埋件、插筋等有无位移变形或堵塞情况，发现问题应立即暂停浇灌并应在已浇筑的混凝土初凝前修整完毕。（3）施工外脚手架~1~~1~ 根据工程特点，施工外脚手架采用双排落地钢管扣件脚手架。（4）主体工程1）模板柱、梁部分均采用木模板2)混凝土输送混凝土输送采用两台固定泵车，配置垂直布料杆。零星的混凝土用井架作垂直运输。3）钢筋由于拟建宿舍楼不是很高，钢筋尽可能不在地面绑扎成形或焊接成骨架。（5）砌体工程本工程为框架结构，砌体为非承重构件。砂浆拌制：按配比单计量配料，称量误差控制在允许范围内。采用机械拌合，先倒砂子、水泥、掺合料，初步拌合后加水，继续搅拌不少于2分钟。砂浆随拌随用，混合砂浆在炎热天气3小时内须用完。按规定留置试块。砌体提前1-2天浇水湿润。抄平、弹线：抄平、弹线前先在基础顶面用水泥砂浆找平，然后弹出墙身轴线、边线及门窗洞口位置。立皮数杆，在墙的转角和每隔10~15m的地方立一根皮数杆，用以控制砖墙的竖向尺寸。皮数杆上标明门窗洞、圈梁标高、灰缝厚度。盘角挂线：砌墙前先盘角，新盘角及时进行吊靠，并认真对照皮数杆和标高。平整和垂直完全符合要求后才可以挂线砌墙。认真对照图纸做好予留予埋，避免事后凿槽打洞。（6）装饰工程在装饰工程阶段，根据外装修、内装修要求，组建相应的专业施工班组。全部专业队伍均实行任务、标准、工期和材料责任承包制。（7）安装预埋安装预埋须做到以下几点：1）熟悉图纸，掌握水、电、暖及其他设备的设计意图及安装预埋的内容；2）协调安装与土建、安装各工种之间的关系，避免在标高与平面上发生矛盾；3）预埋与土建同步进行，避免错位、遗漏；4）做好防雷接地的测试工作。主要施工机械选择根据本工程实际情况，拟投入主要施工机械设备计划表详见表:序号设备名称型号数量~1~~1~ 1履带式起重机1台2塔吊1台3混凝土输送泵2台4龙门架1台5混凝土搅拌机2台6钢筋加工设备2套7木制加工设备1套8水、电通安装施工机械2套9混凝土搅拌运输车2辆10载重汽车4辆参考文献［1］建筑结构荷载规范（GB50009—2006）.中国建筑工业出版社,2006.［2］建筑结构抗震设计规范（GB50011—2010）.中国建筑工业出版社,2010.［3］建筑结构抗震设防分类标准（GB50223—2008）.中国建筑工业出版社,2008.［4］建筑地基基础设计规范（GB50007—2002）.中国建筑工业出版社,2002.［5］混凝土结构设计规范（GB50010—2002）.中国建筑工业出版社,2002.［6］钢结构设计规范（GB50017—2003）.中国建筑工业出版社,2003.［7］高层建筑混凝土结构技术规程(JGJ3—2002）.中国建筑工业出版社,2002.［8］砌体结构设计规范（GB5003—2001）.中国建筑工业出版社,2001.［9］梁兴文.土木工程专业毕业设计指导.科学出版社,2002.［10］艾学明.公共建筑设计.东南大学出版社，2009.［11］段红霞.混凝土结构工程设计施工实用图集》.机械工业出版社,2008.~1~~1~ ［12］中远国际工程设计研究院.建筑工程设计编制深度实例范本.中国建筑工业出版社,2005.［13］中国建筑西北设计研究院.建筑施工图示例图集(第二版).中国建筑工业出版社,2006.［14］崔金浩.框架结构计算分析与设计实例.中国建筑工业出版社,2008.［15］周俐俐.多层钢筋混凝土框架结构设计实例详解—手算与PKPM应用.中国水利水电出版社,2008.致谢本文是在导师赵玉新教授的悉心细致的指导下，紧张地完成。在这里我要感谢老师的督促与合理安排、并且尽可能的提供很多相关的资料，以及老师耐心的解答。老师也很尊重我们的想法与思路，能在必要时给以提点而不过度干预，给了我们最大的发挥空间。同时还要感谢同组的同学，能在我有问题时热心的为我解答，对我完成本文有较大的帮助，并且能够及时传达老师的通知。此外，要感谢四年来教过我的老师们，他们的谆谆教导让我今天得以学有所用，而得到今日的成绩。当然还要感谢我的辅导员老师四年来对我的关心以及照顾。最后，要感谢我的家人给了我最大的支持与鼓励。~1~~1~ ~1~'