六层框架办公楼结构计算书

设计总说明1设计简介：本设计为六层办公楼，按照设计要求与规范，建筑主体材料选用了混凝土，铝合金等常规材料，外墙采用保温漆。本建筑采用“一”字形框架结构。2建筑做法：根据建筑《苏J01－2005》，参照《房屋建筑学》采用以下建筑做法：地面：水磨石地面（有防水层）1．15厚1：2水泥白石子磨光打蜡2．素水泥浆结合层一道3．15厚1：3水泥砂浆找平层4．40厚C20细石混凝土5．防水层：A.刷冷底子油一道，二毡三油防潮层，撒绿豆砂一层，热沥青粘牢。B．聚氨酯三遍涂抹防水层，厚1.86．20厚1：3水泥砂浆找平层7．60厚C15混凝土8．100厚碎石夯实9．素土夯实楼面：水磨石楼面1．15厚1：2白水泥石子磨光打蜡2．刷素水泥浆结合层一道3．20厚1：3水泥砂浆结合层一道4．a.现浇钢筋混凝土楼面b．40厚C20细石混凝土垫层，预制钢筋混凝土楼面2.3踢脚线：水磨石踢角、台度1．10厚1：2水泥白石子磨光打蜡2．12厚1：3水泥砂浆打底3．刷界面处理剂一道2.4内墙：乳胶漆墙面1．刷乳胶漆2．5厚1：0.3：3水泥石灰膏砂浆粉面3．12厚1：1：6水泥石灰砂浆打底4．刷界面处理剂一道2.5外墙：保温墙面（聚苯板保温）1．外墙涂料饰面2．聚合物砂浆3．耐碱玻纤网格布一层（用于底层时为二层）4．聚合物砂浆5．界面剂一道，刷在挤塑板粘贴面上6．挤塑聚苯板保温层7．界面剂一道，刷在挤塑板粘贴面上8．3厚专用胶粘剂9．20厚1：3水泥砂浆找平层10．刷界面处理剂一道屋面：高分子改性沥青卷材防水屋面（二道设防保温，有隔气层屋面）1．刷浅色反光涂料（不计重）2．高分子改性沥青柔性卷材一层3．1：3水泥沙浆找平层4．40厚C20细石混凝土配Ф4@150双向钢筋5．保温层6．20厚1：3水泥砂浆找平层，现浇钢筋混凝土屋面2.7平顶：乳胶漆顶棚（现浇混凝土屋面）1．刷乳胶漆：2．6厚1：0.3：3水泥石灰膏粉面3．6厚1：0.3：3水泥石灰膏打底扫毛4．刷素水泥浆一道（内掺建筑胶）5．现浇钢筋混凝土（预制板底用水加10%火碱清洗油腻）2.8油漆：乳胶漆1．乳胶漆二度2．满刮腻子二道3．刷稀释乳胶漆一度2.9水泥台阶：防滑砖台阶1.10厚防滑地砖（带防滑条），干水泥擦缝2．8厚1：1水泥细砂浆结合层3.20厚1：3水泥砂浆找平层4.素水泥砂浆结合层一道5.70厚C15混凝土（厚度不包括踏步三角部分）台阶面向外坡1%6.200厚碎石，灌1：5水泥砂浆7.素土夯实2.10散水：混凝土散水1．60厚C15混凝土，撒1：1水泥砂子，压实抹光2．120厚碎石垫层3．素土夯实，向外坡4%2．11卫生间：1.8－10厚地砖楼面干水泥擦缝2.5厚1：1水泥细砂浆结合层3.30厚C20细石混凝土4.防水层：聚氨酯三遍涂膜防水层厚1.85.20厚1：3水泥砂浆找平层6.现捣制钢筋混凝土楼板7.地砖地面3.结构施工说明:3.1主要材料:1、主体框架梁板柱均采用C30混凝土。2、墙体采用KPI多孔砖。3、梁柱纵筋均采用HRB335二级钢筋，箍筋采用HPB235一级钢筋。4、板配筋均采用HPB235一级钢筋。3.2施工注意事项:1、屋面找坡应该考虑所采用的屋面防水材料和当地降雨量两方面的因素。2、现浇混凝土单向板跨中钢筋的放置方法：短向筋放置在板下部，长向筋放置在短向筋之上；3、拆模的时间要掌控的得体，在任何情况下，拆模时的混凝土强度不得低于设计强度的75%；若在板上作业（不得超过使用荷载），混凝土强度必须达到100%方可拆模。4、凡外墙转角处的现浇板角，在板面加设与外墙成45度的放射筋，一端伸入墙内圈梁。5、在板的未配筋表面布置双向Φ6@200温度筋网片。结构计算1设计资料：1.1工程名称：连云港市财政局综合办公楼1.2工程概况：本建筑采用的是现浇混凝土框架结构，层数6层。一层层高为4.5m，二层层高为3.6m，标准层层高为3.6m，室内外高差为0.45m，平屋顶1.3设计资料：1、基本风压：0.55KN/m²2、基本雪压：0.35KN/m²，雪荷载准永久值分区为Ⅲ区。3、地震烈度：7度，设计基本地震加速度为0.1g，Ⅱ类场地，设计地震分组为第二组。为三级抗震。4、地面粗糙度类别：B类。5、地质资料：地下水位在地面以下5m表1-1土壤物理力学性能编号土体名称平均深度m1素填土0.816.82粘土0.73217.00.90.958.618515.6300.63粘土5.03017.80.720.8316.5280120.52100.54粘土>103418.60.750.8018.3290140.52300.52结构布置及计算简图2.1结构布置如图2-1所示图2-1柱网布置图2.2计算单元选取由于本设计为一简单矩形三跨框架结构，计算单元取中跨横向框架④轴线一榀框架，如图2-2所示，其计算简图如图2-3。底层柱高=底层层高=4950mm。（注：运用刚性地面）图2－2计算单元图2-3计算简图2.3梁柱截面尺寸的确定2.3.1梁截面尺寸1、主梁：AB跨：梁高；取800㎜梁宽；取300㎜BC跨、CD跨的情况均与AB跨一样。故主梁截面尺寸：800㎜×300㎜①~②跨：梁高；取800mm梁宽mm故次梁截面尺寸：800mm×300mm2、次梁：①～②跨：梁高；取500㎜梁宽；取250㎜故次梁截面尺寸：500㎜×250㎜。3、次次梁：梁高；取500mm梁宽；取250故次次梁尺寸为：500mm×250mm2.3.2柱截面尺寸的确定1、按底层确定柱截面尺寸，底层柱高H=4500㎜。2、。3、初步选定柱的截面尺寸（1）、该建筑采用全现浇结构，底层混凝土强度等级取C45，其余层混凝土强度等级取C30。边柱负荷面积：中柱负荷面积：F=（2）、确定柱截面尺寸：柱轴压比限制：估算N＝10～20KN/办公楼一般取N＝10又因为本设计抗震等级为三级，框架结构所以n=0.9（3）、一层边柱：（4）、一层中柱：故取，初步选定柱截面尺寸为：600mm×600mm。2.4板厚的确定规范规定单向板中民用建筑楼板的最小厚度厚取60mm，故本设计取板厚120mm。3恒载计算3.1屋面荷载标准值：20厚1：3水泥砂浆：40厚C20细石混凝土：20厚1：3水泥砂浆找平：120厚现捣钢筋混凝土板：板底抹灰平顶，厚度20，：合计：3.2楼面荷载标准值：15厚1：2白水泥白石子磨光打蜡：0.655厚素水泥浆结合层一道：20厚1：3水泥砂浆找平层：120厚现捣钢筋混凝土屋面板：合计：3.3框架梁柱荷载标准值：3.3.1梁自重：（包括20mm厚抹灰）（1）合计：13.23KN/m（2）柱自重：（包括20mm厚抹灰）合计：3.4填充墙荷载标准值：外墙单位墙体自重（包括20mm厚抹灰）：合计：内墙单位墙体自重（包括20mm厚抹灰）：合计：3.5门窗荷载标准值：铝合金玻璃窗（以钢框玻璃窗计算）取，木门取，铝合金门取，木框玻璃窗取。3.6楼梯荷载的标准值：先假设楼梯底板厚度150mm，平台梁尺寸：，平台板厚：100mm。3.6.1梯段板的荷载：合计：3.6.2平台板荷载标准值：水磨石面层：100厚混凝土板：板底抹灰：合计：3.6.3平台梁荷载：梁自重：梁侧粉刷：合计：4活荷载计算本设计为不上人屋面，雪荷载标准值为，在计算重力荷载时，按规范屋面活载取雪荷载。楼梯活荷载为，卫生间活荷载为，楼面活荷载为。5楼层荷载汇总计算各层总重力荷载代表值，除顶层屋面计算时是取女儿墙全部恒载+屋面以下一半恒载，其余各层计算均取楼层上下各一半恒载，各层重力荷载集中于楼屋盖标高处。活载取50%。5.1顶层荷载：女儿墙自重：（240厚墙砖女儿墙）屋面自重：，（屋面面积1043.287m2）柱自重（包括粉刷）：梁荷载（包括粉刷）：1主梁（包括粉刷）：次梁（包括粉刷）：次次梁（包括粉刷）：梁总荷载为：顶层上半部分外墙荷载：外墙净长度：顶层上半部分外墙荷载：内墙净长：顶层上半部分内墙荷载：门窗洞口总面积：故墙体总荷载：门窗荷载：按规范规定活载取雪荷载：（屋面面积=1043.28m2顶层重力荷载代表值：五层荷载：梁荷载：墙体总荷载：门窗荷载：36.85+15.34=52.2KN楼梯荷载：KN4123.44+1131.26+2799.41+3461.48+52.2+149.97=11717.76KN楼梯活荷载：2.5楼面活荷载：2.0卫生间活荷载：2.0五层重力荷载代表值：KN5.3二～四层荷载：楼面荷载：4123.44KN柱自重（包括粉刷）1131.26KN梁荷载：梁总荷载（包括粉刷）：2799.41KN墙体总荷载：3461.48KN门窗荷载：52.2KN楼梯荷载：楼梯活荷载：楼面活荷载：2.0卫生间楼面活载:二～四层重力荷载代表值：5.4一层荷载：楼面荷载：4123.44KN柱自重（包括粉刷）：梁总荷载：2799.41KN外墙净长：底层外墙荷载：底层内墙荷载：底层墙体荷载：门窗荷载：M－1：（4）M－2：（11）M-3：（2）M－4：（1）C－3：（26）C－4：（4）C－3：（2）M：C：门窗荷载：楼梯荷载：277.61KN雨棚荷载：楼梯活荷载：卫生间楼面活载:楼面活荷载：2.0一层重力荷载代表值：各层荷载代表值的图示如图5-1：图5-1重力荷载代表值6地震作用6.1横向框架侧移刚度计算表6-1二～六层梁的线刚度截面尺寸b×h（mm2）弹性模量Ec（N/mm2）惯性矩Ic=bh3/12（mm4）跨度L（mm）线刚度i0=EcIc/L边框架梁Kb=1.5i0中框架梁Kb=2.0i0300×8006900250×5006900250×5003600表6-2底层梁的线刚度截面尺寸b×h（mm2）弹性模量Ec（N/mm2）惯性矩Ic=bh3/12（mm4）跨度L（mm）线刚度i0=EcIc/L边框架梁Kb=1.5i0中框架梁Kb=2.0i0300×8006900250×5006900250×5003600表6-3柱子的线刚度层次截面尺寸b×h（mm2）弹性模Ec（N/mm2）惯性矩Ic=bh3/12（mm4）层高H(mm)线刚度i0=EcIc/H3~6600×6003.0×10410.8×10936009.00×10102600×6003.0×10410.8×10936009.00×10101600×6003.3×10410.8×10945007.2×1010表6－4柱的侧移刚度D值计算层次截面砼强度等级弹性模量层高H（m）截面惯性矩线刚度aA、D轴线边框架边柱2-60.6*0.6C303.60.930.322666710.6*0.6C454.501.290.5419042B、C轴线边框架中柱2-60.6*0.6C303.61.850.483856010.6*0.6C454.502.580.6727626A、D轴线中框架边柱2-60.6*0.6C303.61.240.383066710.6*0.6C454.501.720.5922814B、C轴线中框架中柱2-60.6*0.6C303.62.470.554383310.6*0.6C454.503.450.7230683表6－5各层D值汇总楼层序号12～6汇总D值各柱D值×根数A、D轴线边框架边柱19042×426667×4B、C轴线边框架中柱27626×438560×4A、D轴线中框架边柱22814×1230667×12B、C轴线中框架中柱30683×1243833×1282863611246686.2横向框架自振周期计算局部突出屋面的部分对主体结构位移的影响，按顶点位移相等的原则，将重力荷载折算到主体结构顶层。按顶点位移法计算，考虑填充墙对框架刚度的影响，取基本周期调整系数，计算公式为，式中为顶点位移（单位为m）按D值法计算，见表6-4。表6-6横向框架顶点位移计算层次G（KN）∑G（KN）Di=∑G/Di(m)(m)6127621276211246680.0110.322512984.625746.611246680.0210.311413112.2438858.811246680.0320.29313112.2451971.111246680.0430.258213112.2465083.311246680.0540.215114343.1579426.48286360.1610.161相邻层间刚度的比值：828636/1124668＝0.74>0.7故层间刚度符合要求6.3横向框架水平地震作用地震作用按7度，设计基本地震加速度为0.1g的Ⅱ场地，设计地震分组为第二组，故特征周期=0.4。则，因，总水平地震作用标准值即底部剪力按下式计算：由于，所以需要考虑顶部附加水平地震作用顶部附加水平地震作用系数：顶部附加水平地震作用则质点i的水平地震作用为：。则主体结构顶层（第六层）水平地震剪力作用为，抗震验算时，结构各楼层的最小水平地震剪力标准值应符合因为查表得剪力系数表6-7各层地震作用及楼层地震剪力层次hi(m)Hi(m)Gi(KN)GiHiGiHi/∑GiHiVi(KN)63.622.9512762292887.90.2729511013.671013.6753.619.3512984.6251252.10.232951678.731692.443.615.7513112.4206517.80.192951560.692253.133.612.1513112.4159313.70.152951442.652685.723.68.5513112.4112109.70.1012951298.052993.814.504.5014225.3164013.90.0542951188.863182.6表6-8楼层的最小水平地震剪力标准值验算楼层序号Gi(KN)612762127620.016204.21013.67512984.625746.60.016411.91692.4413112.2438858.80.016621.72253.1313112.2451971.10.016831.52695.7213112.2465083.320.0161041.32993.8114343.1579426.50.0161270.83182.66.4变形验算：结果列于表6-9表6-9变形验算层次层间剪力Vi（KN）层间刚度Di（KN）Ui-Ui-1=Vi/Di（m）层高hi(m)层间相对弹性转角备注61013.6711246680.00093.61/4000层间相对弹性转角均满足θe＜[θe]=1/550的要求51692.411246680.00153.61/240042253.111246680.00203.61/180032695.711246680.00243.61/150022993.811246680.00273.61/133313182.68286360.00284.51/11920.012322.5从表可见最大层间弹性位移发生在第一层，其值为1/1192<1/550满足要求图6－1层间剪力及位移示意图6.5横向框架④轴柱端弯矩计算表6-10横向框架④轴柱端弯矩计算层次hVi层间刚度∑DA、D轴（边柱）DKy1-yMtMb63.61013.671124668306671.240.350.6564.6834.8353.61692.41124668306671.240.400.6099.6866.4543.62253.11124668306671.240.450.55121.6599.5333.62695.71124668306671.240.450.55145.54119.0823.62993.81124668306671.240.50.5146.94146.9414.53182.6828636228141.720.650.35136.68253.84层次hVi层间刚度∑DB、C轴（中柱）DKY1-yMtMb63.61013.671124668438332.470.40.685.3456.8953.61692.41124668438332.470.450.55130.60106.8643.62253.11124668438332.470.450.55173.87170.2033.62695.71124668438332.470.500.50189.11189.1123.62993.81124668438332.470.500.50210.03210.0314.53182.6828636306833.450.450.55238.64291.676.6地震作用下的内力分析取④轴横向框架分析，④轴柱端弯矩计算结果详见表6-11，地震作用下框架梁柱端弯矩、梁端剪力及柱轴力分别见下图。求得柱端弯矩后可用节点平衡的方法求得梁端弯矩，公式如下：表6-11梁端弯矩、剪力及柱端轴力计算层次A-BB-C柱轴力MblMbrlVbMblMbrlVbAB664.68-36.576.914.6748.77-48.776.914.1414.670.535134.51-93.216.933.01124.28-124.286.936.0247.68-14.144188.10-120.316.944.69160.42-160.426.946.6992.37-14.143245.07-153.996.957.83205.32-205.326.959.51150.2-15.822266.02-171.066.963.34228.08-228.086.966.11213.54-18.591283.62-192.356.968.98256.32-256.326.974.29282.52-23.90图6－2地震作用下框架梁、柱弯矩图6－3地震作用下框架梁剪力图图6－4地震作用下框架柱轴力图7横向框架风荷载用下的内力分析风压标准值计算公式为：基本风压：，风载体型系数：（迎风面）和（背风面）地面粗糙度类别为B类：，查表得脉动影响系数，结构自振周期。因为结构高度H=23.7m＜30m，可取；对矩形平面总体型系数,可查荷载规范。将风荷载换算成作用于框架每层节点上的集中荷载，计算过程如表7-1所示。表中Z为框架节点至室外地面的高度，A为一榀框架各层节点的受风面积，计算结果如图7-1所示。表7-1风荷载计算层次βzμsZ(m)μzω0(KN/m2)A(m2)Pω(KN)61.01.322.501.290.5518.7217.2751.01.318.901.230.5525.9222.7941.01.315.301.150.5525.9221.3131.01.311.701.050.5525.9219.4621.01.38.101.000.5525.9218.5311.01.34.501.000.5530.7822.01图7－1节点等效集中风荷载7.1横向框架风荷载作用下的水平位移验算7.1.1侧移刚度D表7－2横向2～6层D值计算构件名称A轴柱0.3830667B轴柱2.470.5543833C轴柱2.470.5543833D轴柱1.240.3830667横向底层D值计算构件名称A轴柱1.720.5922814B轴柱3.450.7230683C轴柱3.450.7230683D轴柱1.720.59228147.1.2风荷载作用下框架侧移计算水平荷载作用下框架的层间侧移可按下式计算第一层的层间侧移值求出后，就可以计算各楼板标高处的顶点位移值，各楼板标高处的侧移值是该层以下各层层间侧移之和，顶点位移是所有层的层间侧移之和。J层侧移顶点侧移框架在风荷载作用下的侧移计算见表7-3表7－3风荷载作用下框架侧移计算层次617.2717.271490000.00011/36000522.7940.061490000.00031/12000421.3161.371490000.00041/9000319.4680.831490000.00051/7200218.5399.361490000.00071/5142122.01121.371069940.00111/4500侧移验算层间侧移最大值1/4500<1/550满足要求7.2横向框架风荷载作用下的内力计算以②轴线横向框架计算内力，其计算方法同地震作用计算方法，柱端剪力及弯矩按以下公式计算:,具体见表7-4：表7-4风荷载作用下A轴框架柱剪力和梁柱端弯矩计算层次Dh617．27149000306670.213.630.358.484.578.48540．06149000306670.218.410.4018.1712.1122.74461．37149000306670.2112.890.4525.5220.8837.63380．83149000306670.2116.970.4533.6027.4954.48299．56149000306670.2120.870.537.5737.5765.061121．37106994228140.21325.850.6540.7175.6085.28风荷载作用下B轴框架柱剪力和梁柱端弯矩计算617.27149000438330.295.000.410.807.2010.80540.06149000438330.2911.620.4523.0018.4030.20461.37149000438330.2917.790.4535.2228.8253.62380.83149000438330.2923.440.5042.1942.1971.01299.36149000438330.2928.810.5051.8651.8694.051121.37106994306830.2934.810.5570.4986.15122.35层次A-BB-C柱轴力llAB68.48-4.636.91.96.17-6.176.91.791.900.11522.74-12.946.95.1717.26-17.266.95.007.070.28437.63-22.986.98.7830.64-30.646.98.8815.850.18354.48-30.436.912.3140.58-40.586.911.7621.090.73265.06-40.316.915.2753.74-53.746.915.5836.360.42185.28-52.446.919.9669.91-69.916.920.2656.320.12风荷载作用下梁端弯矩、剪力及柱轴力计算图7－2风荷载作用下框架梁、柱弯矩图图7－3风荷载作用下框架梁剪力图图7－4风荷载作用下框架柱轴力图8竖向荷载作用下横向框架内力计算8.1计算单元取②轴线横向框架进行计算，计算单元宽度为7.2m，如图8-1所示，由于房间布置有次梁，故直接传给该框架的楼面荷载如图中的水平阴影线所示，计算单元范围内的楼面荷载先传递给次梁和纵向框架梁，再以集中力的形式传给框架，作用于各节点上，由于纵向框架的中线与柱的中心线不重合，因此在框架节点上还有集中力矩。图8－1计算单元8.2荷载计算8.2.1各层恒第六层：图8-2所示:图8－2六层梁上作用的恒载女儿墙5×7.2×0.8＝28.8KN次梁自重ABCDCD间：3.39×6.9=23.39KN边框梁自重：6.46×7.2=46.51KN中跨次次梁自重：3.39X3.6=12.21AB、CD跨均布荷载：BC跨均布荷载：3.06KN/mA、D轴集中力：KNB、1/B跨的均布荷载：6.46+4.944X3.6=24.26KNC轴集中力：1/B轴的集中荷载：B轴的集中荷载：第一～五层：如图8-3所示，图8－3一～五层梁上作用的恒载A、D轴4~5跨墙体：1/B、C轴4~5跨墙体：A、D轴窗重量：1/B、C轴门重量：AB、CD、1/B跨均布荷载：24.26KN/m1/B、C跨均布荷载：6.46KN/mA、D轴集中力:C轴集中力：1/B轴集中力：96.85+81.74+1.15=179.74KNB轴集中力：167.29KN8.2.2各层一～六层活载计算：图8－4一～六层梁上作用的活载AB、CD、1/B跨均布荷载：1/B、C跨均布荷载：A、D轴集中力：C轴集中力：1/B轴集中力：KNB轴集中力：8.3各层结点弯矩计算8.3.1六层恒载作用下结点弯矩图8－5六层梁上作用的恒载8.3.2一～五层恒载作用下结点弯矩图8－6一～五层梁上作用的恒载8.3.3一～六层活载作用下结点弯矩图8－7一～六层梁上作用的活载8.4梁柱线刚度比（弯矩分配系数）一层：梁柱二～六层：柱图8－8二次弯矩分配系数8.5横向框架的弯矩用二次分配法进行弯矩分配8.5.1恒载作用下的弯矩二次分配：见（图8-8.5.28.5图8-9恒载作用下梁柱弯矩图图8-10恒载作用下梁柱轴力图图8-11恒载作用下梁柱剪力图8.5图8-12活载作用下梁柱弯矩图图8-13活载作用下梁柱轴力图图8-14活载作用下梁柱剪力图8.5.5表8-1恒载作用下的内力表8-2活载作用下的内力图8-7恒载作用下弯矩二次分配图（KN·m）图8-8活载作用下弯矩二次分配图图8-9恒载作用下的梁柱弯矩图图8-10恒载作用下的柱轴力图图8-11恒载作用下梁柱的剪力图图8-12活载作用下梁柱的弯矩图图8-13活载作用下柱的轴力图图8-14活载作用下梁柱的剪力图表8-1恒载作用下的内力层次A-BB-CC-D柱轴力M左M右V左V右M左M右V左V右M左M右V左V右ABCD655.8790.5283.783.756.8435.09117.39146.8681.0558.8583.783.7232.1368.37397.84232.10267.45403.72433.19267.45581.7794.3183.783.748.1321.94146.22200.9287.9581.6683.783.7566.26633.63717.80566.26601.61668.98753.15601.61475.8193.6983.783.748.7522.98146.22200.9286.9179.0583.783.7900.42898.891037.76900.42935.77934.241073.12935.77375.8193.6983.783.748.7522.98146.22200.9286.9179.0583.783.71234.581164.151357.711234.581269.931199.511393.061269.93274.5593.6983.783.748.7522.98146.22200.9286.9173.0983.783.71568.741429.421677.67156.741604.091464.771713.021604.09166.5893.183.783.751.2726.01146.22200.9283.8873.5583.783.71854.281694.681997.631854.281902.891743.292046.241902.89活载作用下的内力表8-2层次A-BB-CC-D柱轴力M左M右V左V右M左M右V左V右M左M右V左V右ABCD616.5926.8124.8424.8416.779.7824.8424.8433.7717.5524.8424.8449.6890.7290.7249.68523.2627.9624.8424.8414.194.3824.8424.8427.3224.3224.8424.8499.36184.44181.4499.36422.5027.7724.8424.8414.386.124.8424.8425.629.5624.8424.84149.04272.16272.16149.04322.5027.7724.8424.8414.386.124.8424.8425.629.5624.8424.84198.72362.88362.88198.72222.6727.8224.8424.8414.336.0224.8424.8425.6823.7124.8424.84248.4453.6453.6248.4119.8127.3924.8424.8415.187.4324.8424.8424.7620.8424.8424.84298.08544.32544.32298.089、横向框架内力组合9.1弯矩调幅由于在这之前的计算均运用结构的弹性理论结算结构的内力的，而现实情况下，结构是按塑性破坏的，所以在内力组合之前对竖向荷载作用下的内力进行调幅。分别考虑恒荷载和活荷载由可变荷载效应控制组合和由永久荷载效益控制的组合，并比较两种组合的内力，取最不利者。由于构件控制截面的内力取自支座边缘处，为此，进行组合前，应先计算各控制截面处的内力值。调幅系数β=0.8，柱子高度b=0.6m，g为恒载，p为活载，具体计算过程见表9-1表9-1弯矩调幅层次恒载作用下的弯矩(KNM)调幅及控制截面处的弯矩M控(KNM)及剪力V'(KN)MM'=0.8×MAB跨BC跨CD跨AB跨MblMbrMblMbrMblMbrMbl'Mbr'655.8790.5256.8435.0981.0558.8544.772.42581.7794.4348.1321.9487.9581.6665.4275.45475.8193.6948.7522.9886.9179.0560.6574.95375.8193.6948.7522.9886.9179.0560.6574.95274.5593.6948.7522.9886.9173.0959.6474.95166.5893.151.2726.0183.8873.5553.2674.48层次M'=0.8×MVBC跨CD跨AB跨BC跨Mbl'Mbr'Mbl'Mbr'VblVbrVblVbr645.4728.0764.8447.0883.783.7117.39146.86538.517.5570.3665.3383.783.7200.9287.9543918.3869.5363.2483.783.7200.9286.9133918.3869.5363.2483.783.7200.9286.9123918.3869.5358.4783.783.7200.9286.91174.4820.8167.1058.8483.783.7200.9286.91层次VV'=V-gb/2CD跨AB跨BC跨CD跨VblVbrVbl'Vbr'Vbl'Vbr'Vbl'Vbr'683.783.776.4276.42110.11139.5876.4276.42583.783.776.4276.42193.6480.6776.4276.42483.783.776.4276.42193.6479.6376.4276.42383.783.776.4276.42193.6479.6376.4276.42283.783.776.4276.42193.6479.6376.4276.42183.783.776.4276.42193.6479.6376.4276.42层次活载作用下的弯矩(KNM)调幅及控制截面处的弯矩M控(KNM)及剪力V'(KN)MM'=0.8×MAB跨BC跨CD跨AB跨MblMbrMblMbrMblMbrMbl'Mbr'616.5926.8116.779.7833.7717.5513.2721.45523.2627.9614.194.3827.3224.3218.6122.37422.527.7714.386.125.629.561822.22322.527.7714.386.125.629.561822.22222.6727.8214.336.0225.6823.7118.1422.26119.8127.3915.187.4324.7620.8415.8521.91层次M'=0.8×MVBC跨CD跨AB跨BC跨Mbl'Mbr'Mbl'Mbr'VblVbrVblVbr613.427.8227.0214.0424.8424.8424.8424.84511.353.521.8619.4624.8424.8424.8424.84411.504.8821.2823.6524.8424.8424.8424.84311.504.8821.2823.6524.8424.8424.8424.84211.464.8220.5418.9724.8424.8424.8424.84112.145.9419.8116.6724.8424.8424.8424.84层次VV'=V-pb/2CD跨AB跨BC跨CD跨VblVbrVbl'Vbr'Vbl'Vbr'Vbl'Vbr'624.8424.8422.6822.6822.6822.6822.6822.68524.8424.8422.6822.6822.6822.6822.6822.68424.8424.8422.6822.6822.6822.6822.6822.68324.8424.8422.6822.6822.6822.6822.6822.68224.8424.8422.6822.6822.6822.6822.6822.68124.8424.8422.6822.6822.6822.6822.6822.68续表-9-1弯矩调整层次M控制=M-V控×b/2（恒载）AB跨BC跨CD跨M控lM控rM控lM控rM控lM控r621.7749.4912.44-13.841.9124.15542.4952.52-19.59-6.6547.4342.4437.7252.02-19.09-5.5146.640.31337.7252.02-19.09-5.5146.640.31236.7152.02-19.09-5.5146.635.54130.3351.5516.39-3.0844.1735.91层次M控制=M-V控×b/2（活载）AB跨BC跨CD跨M控lM控rM控lM控rM控lM控r66.4714.656.621.0220.227.24511.8115.574.55-3.315.0612.66411.215.424.7-1.9214.4816.85311.215.424.7-1.9214.4816.85211.3415.464.66-1.9813.7412.1719.0515.115.34-0.8613.019.879.2内力组合考虑五种荷载组合：（注：重力载＝恒载+0.5活载）1、1.2恒载+1.4活载；2、1.35恒载+0.98活载3、1.2恒载+1.4风载；4、1.2恒载+0.9×（1.4活载+1.4风载）；5、γRE（1.2重力载+1.3地震荷载）为达到“三水准设防，二阶段设计”的要求，应使框架结构具有足够的承载能力、良好的变形能力以及合理的破坏机制。因此在抗震设计时应遵循“强柱弱梁”，“强剪弱弯”，“强结点、强锚固”的设计原则。框架横梁的控制截面是支座截面和跨中截面，支座处一般产生-Mmax和Vmax，跨中截面产生Mmax。柱的控制截面在柱的上、下端。恒载、活载、风载和地震荷载都分别按各自规律布置进行内力分析，恒载，活载取支座上部弯矩为负，下部弯矩为正；风载、地震荷载均考虑左右两个方向，然后取出各个构件控制截面处的内力，最后在若干组不利内力中选取几组最不利的内力作为构件截面的设计内力。梁的内力见组合附表-1，柱的内力组合附表-2，梁柱结点弯矩调整附表-3，柱端剪力调整附表-4，调整后横向框架各柱剪力组合附表-5。

10、截面设计10.1框架梁二～五层内力接近，取第三层进行计算，底层与顶层分别进行计算，各层计算结果见表10-110.1.1梁的正截面受弯承载力计算当梁的下部受拉时，按T型梁截面计算，当梁上部受拉时，按矩形梁截面计算。即跨中按T型梁截面计算，支座出按矩形梁截面计算。翼缘计算宽度按跨度考虑，取三分之一跨度,6.9×1/3=2.3m按翼缘考虑时：此情况不起控制作用，故梁内纵向钢筋采用HRB335级钢筋标准层：AB跨图10－1AB跨梁简图属于第一类T型截面：实配4φ18同时满足配筋率要求2、BC跨：图10－2BC跨梁简图属于第一类T型截面：实配4φ25满足要求。3、CD跨计算同于AB跨3、AB跨：

支座A上部因为实配4φ20（）支座B上部因为实配4φ20（）4、BC跨：

支座B上部实配4φ20（）支座C上部同支座B实配4φ20（）表10-1横梁配筋计算顶层二~五层计算面积选筋实配面积计算面积选筋实配面积AB跨支座A-114.095132φ18509-370.5811564φ201256支座B-115.725212φ18509-271.8612224φ201256跨中215.689714φ181017196.618924φ181017BC跨支座B-82.343702φ18509-250.1811264φ201256支座C-50.112252φ18509-260.4511594φ201256跨中349.3315734φ221520423.5119474φ251964CD跨支座C-109.974952φ18509-264.811874φ201256支座D-117.415282φ18509-377.0712364φ201256跨中216.9097718φ181017196.619984φ181017底层计算面积选筋实配面积AB跨支座A-410.5310844φ201256支座B-320.9811874φ201256跨中201.929654φ181017BC跨支座B-356.0911684φ201256支座C-329.7112984φ201256跨中425.7211194φ201256CD跨支座C-310.8711894φ201256支座D-417.7210894φ201256跨中203.399684φ18101710.1.2梁的斜截面受剪承载力计算表10-2梁斜截面配筋计算截面支座A支座B左支座B右支座C左支座C右支座D六层V/KN125.39124.38164.12210.66125.39123.46γREV/KN106.58105.72139.5179.06106.58104.94bh0/mm20.25βcfcbh0/KN793.65793.65793.65793.65793.65793.65222.22222.22222.22222.22222.22222.22<0<0<0<0<0<0箍筋股数、直径2φ82φ82φ82φ82φ82φ8箍筋间距1001001001001001000.190.190.190.190.190.19验算满足满足满足满足满足满足标准层V/KN180.49180.49320.34186.53180.49180.49γREV/KN153.42153.42274.84158.55153.42153.42bh0/mm20.20βcfcbh0/KN793.65793.65793.65793.65793.65793.65222.22222.22222.22222.22222.22222.22<0<0<0<0<0<0箍筋股数、直径2φ82φ82φ82φ82φ82φ8箍筋间距1001001001001001000.560.560.560.560.560.56验算满足满足满足满足满足满足一层V/KN194.99194.99342.55205.74194.99194.99γREV/KN165.74165.74291.17174.88165.74165.74bh0/mm20.20βcfcbh0/KN793.65793.65793.65793.65793.65793.65222.22222.22222.22222.22222.22222.22<0<00.55<0<0<0箍筋股数、直径2φ82φ82φ82φ82φ82φ8箍筋间距1001001001001001000.560.560.560.560.560.56验算满足满足满足满足满足满足括号内数值为梁端加密区范围内的箍筋间距，βc＝1.0，γRE为梁的抗震受剪承载力调整系数，取0.85ft＝1.43KN/mm2，fc＝14.3KN/mm2,fyv=210KN/mm2梁端加密区箍筋取2肢φ8＠100，采用HPB235级钢筋，，加密区长度取1.5倍的梁高（0.8m）＝1200mm，非加密区箍筋取2肢φ8＠200，箍筋设计满足要求。

10.2框架柱10.2.1柱的正截面计算一～六层柱截面均为600mm×600mm。表10-3柱的正截面承载力计算层数杆件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D一层组合类型NMMM451.58364.73380.5259.7817.5613.7025.4988.21202.95364.73367.66213.66N1571.281451.831715.51039.932861.022886.883295.862362.321527.531451.831679.831003.47轴压比0.310.280.330.20.560.560.640.460.30.280.330.19287.4251.22221.8249.816.134.7517.7337.3132.86251.22218.97212.92202020202020202020202020307.4271.22241.8269.8126.1324.7527.7357.3152.86271.22238.97232.921.611.791.522.50.890.890.781.091.671.791.522.634950495049504950495049504950495049504950495049508.258.258.258.258.258.258.258.258.258.258.258.251.141.171.241.891.941.731.51.291.171.171.171.171.3610.44577.33542.91594.56309.39308.02307.97345.95457.19577.32539.59562.8X183.13190.2199.94333.45121.2123.2151.34275.13188.03199.21195.69198.95判别大小偏心大偏心大偏心大偏心大偏心小偏心小偏心小偏心大偏心大偏心大偏心大偏心大偏心0.570.570.57大偏心911533251.9497.1-2635-615533210.9275小偏心-1355-1329-522180018001800180018001800180018001800180018001800配筋按构造配筋6Φ20As=1884mm2表10-3续1柱正截面承载力计算表10-3柱的正截面承载力计算层数杆件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D二层组合类型NMMM248.63351.94345.69245.8374.7041.0557.670.35233.97224.09177.06177.46N1347.291224.041402.73901.722408.952421.972757.111975.811315.441124.041402.73875.20轴压比0.260.240.270.180.470.470.540.380.260.220.270.17184.54287.52246.44272.622116.9520.920.18177.86199.45126.22200.77202020202020202020202020204.54207.52266.44292.625136.9540.9220.18197.86219.45146.22222.77>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.071.061.051.051.261.361.331.661.071.061.091.06478.86479.97539.76567.25324.26310.25314.42293.5471.71492.62419.38496.14X187.03192.66263.49195.1280.76182.28121.34230.28193201.01193.49201.1判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心小偏心大偏心大偏心大偏心大偏心大偏心0.59大偏心<0<0177.7273<0<0<0<0<0<0<0小偏心<0180018001800180018001800180018001800180018001800配筋按构造配筋6Φ20As=1884mm2

表10-3续2柱正截面承载力计算表10-3柱的正截面承载力计算层数杆件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D三层组合类型NMMM232.63321.94315.98237.4663.4736.8652.719.97181.09203.75163.51237.46N1054.1993.771400.66704.971909.151974.962188.51552.841054.1993.771127.95704.97轴压比0.20.190.270.140.370.380.430.30.20.190.220.14220.7323.9225.5336.833.218.66124.085.77171.68205.03144.96336.84202020202020202020202020240.7343.9245.5256.8250.238.6644.0825.77191.68225.03114.96256.84>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.061.041.061.061.061.371.331.561.081.061.091.06515.14617.66520.23532.21525.21320.39318.63300467498.5439.81532.25X188.86195.8189.25201.16222.5230.2255.07180.9182.8199.6202.8186.7判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心<0600.19<0437<0<0<0<0<0<0<0437小偏心180018001800180018001800180018001800180018001800配筋按构造配筋6Φ20As=1884mm2

表10-3续3柱正截面承载力计算表10-3柱的正截面承载力计算层数杆件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D四层组合类型NMMM196.61292.81293.73201.9962.2136.952.7167.91157.79188.89141.89153.83N787.39788.951070.24821.271409.351527.91715.431409.35787.39762.44866.59821.27轴压比0.150.150.210.160.270.30.330.270.150.150.170.16249.7371274.5245.944.124.230.7348.2200.4247.7163.73187.31202020202020202020202020369.7391394.5265.964.144.250.7368.2220.4267.7183.73207.31>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.051.041.041.051.221.531.281.231.071.061.081.07543.19665.6670.28539.2338.2318.79324.93343.89495.8493.6458.4481.82X=N/()191.77191.95201.7195.72194.3190.1188.2194.3191.77187.2191.02197.2判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心140.2150.3144.35<0<0<0<0<0<0<0<0<0小偏心180018001800180018001800180018001800180018001800配筋按构造配筋6Φ20As=1884mm2

表10-3续4柱正截面承载力计算表10-3柱的正截面承载力计算层数杆件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D五层组合类型NMMM162.09198.67232.41164.962.2116.940.5867.91134.2159.2283.3129.47N1507.86555.99741.45508.44909.551080.91194.56909.5507.89404.7619.12508.44轴压比0.150.160.10.150.230.300.330.270.150.270.340.14319357.3313.5324.368.434.240.170.4264.360.290.3254.6202020202020202020202020339377.3333.5344.388.454.260.190.4284.380.2110.3274.6>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.051.041.031.061.221.231.341.361.061.051.101.03521.1530.3521.1526.6164.2160.1163.0170.2432150.1342.1436.7X=N/()191.77191.86201.7190.52190.33188.33180.2194.33191.77187.20191.01192.3判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心150.3160.1146.75150.1<0<0<0<0<0<0<0<0小偏心180018001800180018001800180018001800180018001800配筋按构造配筋6Φ20As=1884mm2

表10-3续5柱正截面承载力计算表10-3柱的正截面承载力计算层数杆件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D六层组合类型NMMM125.5179.71208.25128.8169.8439.7443.8772.5714.94112.2439.73112.28N216.94310.81398.36207.01409.7633.93673.71409.74207.01310.81332.92207.01轴压比0.140.160.10.150.230.30.330.270.150.260.360.12318340.3306.5314.368.430.240.656.8364.360.390.6250.7202020202020202020202020338360.3326.5334.388.450.260.976.8284.380.3110.6270.7>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.041.051.051.061.121.111.211.111.071.031.031.05521.1530.3438.1164.3160.1159.8143.2138.3150.6140.3167.8122.3X=N/()188.4199.3191.7190.52186.3190.77200.53234.6195.7190.3244.86227.8判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心62.8<0<0<0<0<0<0<0<0<0<0<0小偏心180018001800180018001800180018001800180018001800配筋按构造配筋6Φ20As=1884mm2

10.2.2柱的斜截面计算以第一层A柱为例框架柱的剪力设计值V=89.19KN，故满足要求。，取=3.0故取N=1527.53KN，故该层柱应按构造要求配置箍筋。柱端加密区的箍筋选用4肢φ10＠100，由轴压比表可知，该层柱底的轴压比 故加密区长度为，取1200mm非加密区，故箍筋取4φ10＠200。其它层计算结果见表10-4考虑到底层地面做刚性地面，因此除柱端外尚应取刚性地面上下各500mm，故底层加密区长度为500+1200=1700mm，其它层加密区长度为600mm。表10-4柱的斜截面计算层号123柱号ABCDABCDABCDV89.19116.1120.0690109.88133.47123.14106.3999.92120.73126.5196.96961961961961961961961961961961961961截面是否满足要求满足满足满足满足满足满足满足满足满足满足满足满足N1527.281451.81715.51039.931347.291224.041402.73901.721054.1993.771400.66704.97154415441544154415441544154415441544154415441544N=min(，N)1527.281451.815441039.931347.291224.041402.73901.721054.1993.771400.66704.97（>3，取3）333333333333〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0选配N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200轴压比0.060.060.060.060.060.060.060.060.060.060.060.06加密区最小箍筋特征值0.060.060.060.060.060.060.060.060.060.060.060.06>0.40.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%层号456柱号ABCDABCDABCDV87.121