《A外贸公司办公楼建筑结构设计》23000字【论文】

摘要：本次外贸公司办公楼建筑结构设计，总的来说被我分成了九大部分，先绘制了本次设计的建筑施工图；选取框架计算所受内力，并计算配筋然后绘制结构施工图。这期间每一步都是环环相扣，一步错，步步错，所以必须要一步一个脚印的走，不能有半点的马虎大意。出现错误也要及时的更改，养成随时检查数据的习惯在前期的建筑平面图绘制中，要先确定梁柱的截面尺寸和板的厚度，避免不必要的返工。之后选取计算单元进行计算，计算时应该时常注意单位的变化，避免出错，风荷载和地震荷载内力计算时还要对风荷载位移和地震位移进行验算。内力计算完毕之后，开始组合，内力的组合也十分重要，选取内力时要注意其位置，是在跨中还是跨端，是在具体的哪一层，这都是容易出错的地方。之后配筋面积的计算也要严格按照书本公式来计算。结构施工图，选择用PKPM软件，在该软件里面进行建模和荷载的输入，最终导出的图纸也需要经过检查和修改避免错误的出现。关键词：办公楼设计框架结构荷载计算内力计算引言本毕业设计题目为《外贸公司办公楼建筑结构设计》。在设计前，我充分地了解了自己所学的专业课知识，并在网上查阅了一些关于建筑设计的资料，通过在网上的学习，熟练地掌握了绘图软件的使用，受益匪浅。在绘制出建筑施工图后，我把所有的注意力都集中到了计算上，因为我明白计算过程的重要性，只要中间一步出现错误，就会影响接下来的种种结果，因此计算的时候格外细心，通过手算一步步对照，保证计算结果的准确性，在确保没有错误的情况下再展开下一步的计算在内力组合阶段，我采用office进行电算，在输入函数之后，计算结果一目了然的出现在我面前，然后一步一步的往下验算，计算和配筋一气呵成，整个过程下来使我对结构设计的了解更加清晰，收益颇丰。虽说这次设计遇到了很多困难，但是在老师的指导帮助下，一一解决了我的难题，在此过程中我不断的成长和进步，很庆幸有这样的机会提升自己，让自己不断的变得更好。设计说明设计目的毕业设计课程是学校针对学生在校期间最后的测试，目的在于考查学生四年学习以来对于专业技能的考试，以加深对各门专业课的理解，培养锻炼学生制图，理论分析的能力，对学生以后进入社会奠定了基础。设计内容建筑设计建筑方案的设计是根据一些民用建筑设计通则和民用建筑设计防火规范以及所学的专业知识进行的，然后再根据工程的具体使用性质具体的分析到各个方面。合理细致的对各个功能进行分区并且要符合规范，让设计的建筑能够发挥出应该有的作用。1.2.2工程概况该工程为外贸公司办公楼建筑结构设计，总建筑面积4500m，建筑层数为5层，建筑总高度20.8m，，抗震烈度为8度，工程拟建地址为河南省安阳市。房屋建筑结构类型为框架建筑结构，设计使用年限为50年。基本雪压为：0.30kN/m；基本风压为0.30kN/m。设计依据设计依据：（1）《建筑结构荷载规范》2012版（2）《建筑抗震设计规范》2010版（3）《混凝土结构设计规范》2010版（4）《建筑地基基础设计规范》2011版

结构布置结构方案与布置结构类型选择（1）根据结构类型计算选取框架梁柱截面尺寸；（2）绘制建筑施工图；（3）进行内力计算，其中风荷载和地震荷载要进行位移验算；（4）内力组合；（5）选取最不利的内力组合进行梁柱的截面计算及配筋；（6）楼板、楼梯、基础的计算及配筋；（7）绘制结构施工图构件截面尺寸估算1.楼板厚度现浇混凝土楼板的厚度是根据环境因素，受力条件等综合确定，按照要求在考虑安全和舒适的条件下计算楼板的跨厚比，本设计板跨为3900mm，因为双向板跨厚比不大于40，单向板不大于30，本设计采用双向板，所以L=3900/40=97.5mm根据构造要求，楼板的最小厚度为80mm，所以这里标准层板厚取h=120mm。2.框架梁截面尺寸（1）横向框架梁横向跨度L=6900mm，梁高：ℎ=取h=600mm；梁宽：b=取b=300mm。（2）纵向框架梁纵向跨度L=7800mm，梁高：ℎ=取h=600mm；梁宽：b=取b=300mm。BC跨取法同上：取h=500mm，b=300mm。（3）框架柱截面尺寸计算。以Ｂ轴柱为例，计算过程如下：NAn为楼层数，S是柱传力范围，q为每层荷载，q范围为11-15kN/m此设计采用方形柱，边长为hc=460.6mm按照规范，应取取柱边长hc=550mm。5.设计参数（1）混凝土强度等级：按照设计要求规范，梁柱采用C35型号混凝土，垫层用C15混凝土，基础用C30混凝土。（2）钢筋强度：根据施工要求的标准，钢筋应选择HRB400。由此可得一榀框架简图如下：一榀框架尺寸简图框架线刚度计算由建筑图可知，地面标高为-0.45m基础到室内标高为1.00m，底层的层高为4.20m，所以底层柱的高度为5.20m。框架柱线刚度计算以底层柱为例，计算柱线刚度比（即柱刚度EI与高度H的比值）：以此类推，计算出各层柱线刚度，详见下表：柱线刚度表层数截面尺寸

(b×h)高度

（m）Ec

（N/mm2）截面惯性矩Ic

（×109mm4）线刚度ib

（kN·m）相对

线刚度1550×5505.231500.000957.6346193.0612550×5503.931500.000957.6361590.751.333550×5503.931500.000957.6361590.751.334550×5503.931500.000957.6361590.751.335550×5503.931500.000957.6361590.751.33框架梁线刚度计算框架梁刚度的计算与柱的相似，但应考虑楼板的因素，计算中间跨以此类推，计算其他各层梁线刚度，详见下表：梁线刚度表跨数截面尺寸

(b×h)跨度L

（m）Ec

（N/mm2）截面惯性矩Ic

（×109mm4）线刚度ib

（kN·m）相对

线刚度AＢ300×6006.931500.000955.4493001.07ＢＣ300×500331500.000953.13656001.42ＣＤ300×6006.931500.000955.4493001.07一榀框架计算简图

(1).一榀框架侧移刚度D侧向刚度计算，根据嵌固情况，略有区别,对于底层：K=对于一般层：K=对各楼层侧向刚度进行计算，汇总见下表：侧向刚度计算表层数KAαAKBαBKCαCKDαD11.070.512.490.672.490.671.070.5120.800.291.870.481.870.480.800.2930.800.291.870.481.870.480.800.2940.800.291.870.481.870.480.800.2950.800.291.870.481.870.480.800.29根据教材，侧向刚度计算公式为：D=按照上述表格计算结果求解，得出计算结果见下表：一榀框架侧向刚度表Dj第A轴第Ｂ轴第Ｃ轴第Ｄ轴∑Dj1层10455137351373510455483802层14092233242332414092748323层14092233242332414092748324层14092233242332414092748325层1409223324233241409274832

荷载计算恒载标准值计算屋面做法表做法厚度容重荷载40厚素混凝土40220.88kN/m2隔离层+防水层0.70kN/m2水泥砂浆找平20200.40kN/m2水泥砂浆找坡20200.40kN/m2硬质聚氨酯泡沫板0.17kN/m2钢筋混凝土楼板120253.00kN/m2水泥砂浆粉底10200.20kN/m2合计5.75kN/m2楼面做法表做法厚度容重荷载15厚地砖地面15280.42kN/m2水泥砂浆找平10200.20kN/m2素水泥浆一道0.19kN/m2钢筋混凝土楼板120253.00kN/m2水泥砂浆粉底10200.20kN/m2合计4.01kN/m2活荷载标准值计算荷载规范中已对活荷载各种情况取值做出规定，标准值见下表活荷载标准值表荷载分类大小单位屋面荷载(上人)2.0kN/m2楼梯办公室楼面3.52.0kN/m2kN/m2走廊2.5kN/m2查荷载规范6.1.1，雪荷载取值:sk=1×0.3=0.30按规范，当活荷载与雪荷载并存时，取两者中最大值参与计算即可。墙体自重荷载计算外纵墙自重计算墙厚具体做法取值（kN/㎡）200（外墙）外侧抹灰（20厚水泥砂浆）（0.020×20=0.4）200厚加气混凝土块（0.20×7.0=1.40）内则抹灰（20厚水泥砂浆）（0.02×20=0.4）2.20内纵墙自重计算墙厚具体做法取值（kN/㎡）200（内墙）外侧抹灰（20厚水泥砂浆）（0.020×20=0.4）200厚加气混凝土块（0.20×7.0=1.40）内则抹灰（20厚水泥砂浆）（0.02×20=0.4）2.20竖向荷载计算图3-1楼板导荷图恒载标准值计算。1.A~Ｂ轴间框架梁（1)屋面层屋面做法自重5.75kN/m2a=1/2×3900/6900=0.283板传荷载:梁自重：kN/m恒荷载=梁+板=kN/m（2)楼面层板传荷载:梁自重：kN/m隔墙:恒载=板+梁+墙=kN/m2.Ｂ~Ｃ轴间框架梁（1)屋面层板传荷载:梁自重：kN/m恒荷载=梁+板=3.002+10.781=13.783（2)楼面层板传荷载:梁自重：kN/m恒载=板+梁=3.002+7.519=10.5213.Ｃ~Ｄ轴间框架梁（1)屋面层板传荷载:梁自重：q恒荷载=梁+板=3.792+21.169=24.961（2)楼面层板传荷载:梁自重：q隔墙自重:q恒载=板+梁+墙=3.792+14.763+5.94+2.38=26.875柱竖直方向集中荷载计算如下：4.A轴柱竖向集中荷载计算（1)顶层女儿墙自重：=18×0.20×1.00+0.5×板传荷载:梁自重：抹灰层自重（10mm）:女儿墙自重：A轴柱集中荷载=0.51+20.81+36.38+21.15=78.85kN（2)标准层同上外纵墙自重：pA轴柱集中荷载=0.51+20.81+25.38+40.38=87.08kNEQ5.Ｂ轴柱竖向集中荷载计算（1）顶层板传荷载：p梁自重：p粉刷自重：pＢ轴柱集中荷载=68.14+24.3+0.51=92.95kN（2）标准层板传荷载：p梁自重：p粉刷自重：p内纵墙自重：pＢ轴柱集中荷载=EQ6.Ｃ轴柱竖向集中荷载计算因两侧对称，所以计算结果同上。7.Ｄ轴柱的竖向集中荷载：因两侧对称，所以计算结果同上。恒载作用下荷载简图活载计算（EQ1)A~Ｂ轴间框架梁顶层:标准层:（EQ2)Ｂ~Ｃ轴间框架梁顶层:q=2×0.50×1.50×标准层:q=2×3.50×1.50×（EQ3)Ｃ~Ｄ轴间框架梁顶层:标准层:（EQ4)A轴柱竖向集中荷载计算顶层:p=2×标准层:p=2×（5)Ｂ轴、Ｃ轴集中荷载计算，因为一榀框架对称，计算过程相同：顶层:p=标准层:p=（EQ7)Ｄ轴柱竖向集中荷载计算因为一榀框架为中心对称，故Ｄ轴荷载与A轴相同。活载作用下荷载简图风荷载计算风荷载标准值计算主体结构计算时，垂直于建筑物表面的风荷载的大小按下式计算：根据规范，基本风压为0.35，风压变化系数按表取值，风荷载系数为1.3，风振系数为1.0.以第一层为例，对风荷载标准值进行计算：首层的计算高度是4.65m，根据公式进行计算过程如下：A=7.8×W=风荷载计算表层数βzμsz(m)μzω0(kN/m2)A(m2)W(kN)51.001.3020.251.230.3013.287.4341.001.3016.351.140.3017.559.1031.001.3012.451.040.3017.558.3021.001.308.551.000.3017.557.9911.001.304.651.000.3033.358.75风荷载内力图风荷载位移验算EQ采用标准组合工况进行位移计算时(1).一榀框架侧移刚度D侧向刚度计算，根据嵌固情况，略有区别,对于底层：K=对于一般层：K=对各楼层侧向刚度进行计算，汇总见下表：侧向刚度计算表层数KAαAKBαBKCαCKDαD11.070.512.490.672.490.671.070.5120.800.291.870.481.870.480.800.2930.800.291.870.481.870.480.800.2940.800.291.870.481.870.480.800.2950.800.291.870.481.870.480.800.29根据教材，侧向刚度计算公式为：D=按照上述表格计算结果求解，得出计算结果见下表：一榀框架侧向刚度表Dj第A轴第Ｂ轴第Ｃ轴第Ｄ轴∑Dj1层10455137351373510455483802层14092233242332414092748323层14092233242332414092748324层14092233242332414092748325层1409223324233241409274832一榀框架水平位移表楼层Wk.(kN)Vj(kN)∑D(kN/m)△uj(m)△uj/h57.437.43748320.000100.0000249.1016.53748320.000200.0000538.3024.83748320.000300.0000827.9932.82748320.000400.0001018.7541.57483800.000900.00023由表可知抗侧刚度满足规范要求。地震荷载标准值计算根据要求，要进行抗震计算，根据要求可采用底部剪力法进行计算，应首先进行重力荷载值的计算重力荷载代表值计算第5层女儿墙自重：屋面板自重：梁自重：G内外墙自重：G框架柱：GG第5层重力荷载代表值：G据上，对其他楼层重力荷载代表值进行计算，梁、板、活载计算如下：第4层：GGG第3层：GGG第2层：GGG第1层：GGG根据上述计算，可以得出层间质点重量：重力荷载代表值框架自振周期计算μ结构假想位移计算表层号Gi(kN)∑Gi(kN)Di△μi(m)μi(m)5872872748320.01160.191647731645748320.02200.180037732419748320.03230.158027733192748320.04270.125718254018483800.08300.0830由表可知α0取0.65。计算结果如下：水平地震作用计算查规范可知，地震烈度为8度，该场地为2类场地，由此可得结构总的水平地震剪力作用标准值计算：由于T1=0.48≤1.4Tg=0.49.故无需考虑顶部附加地震作用δn=0顶部附加水平地震作用：△各质点横向水平地震作用计算公式如下：对各层分别计算，得出结果见下表:楼层地震剪力计算表层号hi(m)Hi(m)Gi(kN)GiHiGiHi/(∑GiHi)Fi(kN)Vi(kN)53.9020.80872181380.34570.9470.9443.9016.90773130640.24850.99121.9333.9013.00773100490.19139.27161.2023.909.1077370340.13427.55188.7515.205.2082542900.08216.86205.61地震荷载作用下水平力简图地震作用变形验算经过前面的计算后，可得结构层间位移：结构层间位移表层号Vi(kN)∑Di(N/m)△μi(mm)hi(m)△μi/hi570.94748320.00093.900.00024121.93748320.00163.900.00043161.20748320.00223.900.00062188.75748320.00253.900.00061205.61483800.00425.200.0008荷载内力分析计算采用D值法进行计算恒载计算计算分配系数采用弯矩二次分配法，一榀框架结点图如下：一榀框架节点图以1号的节点为例，结果如下所示：μμ以此类推，计算各层各节点分配系数，计算结果见下图：弯矩分配系数图弯矩计算跨中计算弯矩公式如下所示：M按上述公式，以顶层为例，计算梁端弯矩：MMM以此类推，恒载作用下梁端弯矩如下：梁端弯矩表梁端弯矩梁AＢ梁ＢＣ梁ＣＤ5-99.03-10.34-99.034-106.63-7.89-106.633-106.63-7.89-106.632-106.63-7.89-106.631-106.63-7.89-106.63恒载内力计算弯矩二次分配用于Excel表格进行计算，计算结果如下所示：恒载弯矩二次分配表恒载工况弯矩图梁柱的剪力计算公式分别如下所示：VV按上述公式，计算梁和柱的剪力，结果见下图：恒载作用下剪力图对于轴力的计算，公式如下：N上式中，V为柱节点两侧的剪力差，P为传至柱上的集中力，恒载作用下轴力图如下表所示恒载作用下轴力图活载计算活载梁端弯矩计算活载亦属于竖向荷载，其计算方法同恒载，计算结果如下：梁端活载弯矩表梁端弯矩梁AＢ梁ＢＣ梁ＣＤ第5层-7.30-0.70-7.30第4层-36.50-4.92-36.50第3层-36.50-4.92-36.50第2层-36.50-4.92-36.50第1层-36.50-4.92-36.50EQ活荷载弯矩二次分配法计算：活荷载弯矩二次分配表活载作用下弯矩图活载的梁端剪力与柱端剪力计算公式同恒载，具体如下：VV按上述公式，计算活载的梁端和柱剪力，结果如下图：活载作用下剪力图活载作用下轴力计算同恒载，公式如下：N活载作用下轴力图雪荷载计算安阳市的雪荷载标准值sk=0.3kN/m²由此可得屋面的梁端弯矩为：MMM风荷载内力计算柱沿侧向刚度分配的计算方式如下：对反弯点进行求解并对柱反弯点计算：第A轴柱反弯点位置表层号h(m)Ky0y1y2y3yyh(m)53.900.800.300.000.000.000.301.1743.900.800.400.000.000.000.401.5633.900.800.450.000.000.000.451.7623.900.800.500.000.000.000.501.9515.201.070.640.000.000.000.643.33第Ｂ轴柱反弯点位置表层号h(m)Ky0y1y2y3yyh(m)53.901.870.390.000.000.000.391.5243.901.870.440.000.000.000.441.7233.901.870.490.000.000.000.491.9123.901.870.500.000.000.000.501.9515.202.490.550.000.000.000.552.86第Ｃ轴柱反弯点位置表层号h(m)Ky0y1y2y3yyh(m)53.901.870.390.000.000.000.391.5243.901.870.440.000.000.000.441.7233.901.870.490.000.000.000.491.9123.901.870.500.000.000.000.501.9515.202.490.550.000.000.000.552.86第Ｄ轴柱反弯点位置表层号h(m)Ky0y1y2y3yyh(m)53.900.800.300.000.000.000.301.1743.900.800.400.000.000.000.401.5633.900.800.450.000.000.000.451.7623.900.800.500.000.000.000.501.9515.201.070.640.000.000.000.643.33EQ对梁、柱弯矩进行计算，计算过程见下表MM中柱：MM边柱：M第A轴梁柱节点弯矩（风荷载）：层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)57.4374832140920.191.411.173.851.653.85416.5374832140920.193.141.567.354.909.00324.8374832140920.194.721.7610.128.2815.02232.8274832140920.196.241.9512.1712.1720.45141.5748380104550.229.153.3317.1330.4529.30第Ｂ轴梁柱节点弯矩（风荷载）：层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)57.4374832233240.312.301.525.473.502.353.12416.5374832233240.315.121.7211.188.796.308.38324.8374832233240.317.701.9115.3214.7110.3413.77232.8274832233240.3110.171.9519.8319.8314.8219.72141.5748380137350.2811.642.8627.2433.2920.2026.87第Ｃ轴梁柱节点弯矩（风荷载）：层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)57.4374832233240.312.301.525.473.503.122.35416.5374832233240.315.121.7211.188.798.386.30324.8374832233240.317.701.9115.3214.7113.7710.34232.8274832233240.3110.171.9519.8319.8319.7214.82141.5748380137350.2811.642.8627.2433.2926.8720.20第Ｄ轴梁柱节点弯矩（风荷载）：层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)57.4374832140920.191.411.173.851.653.85416.5374832140920.193.141.567.354.909.00324.8374832140920.194.721.7610.128.2815.02232.8274832140920.196.241.9512.1712.1720.45141.5748380104550.229.153.3317.1330.4529.30风荷载作用下弯矩图kN*m梁端剪力通过梁端弯矩求解公式如下：VM为框架梁梁端的弯矩，L为框架梁的计算长度即跨度。风荷载作用下剪力图kN风荷载作用下轴力图kN地震荷载内力计算采用D值法进行弯矩的计算，如下表所示：第A轴地震作用内力计算表层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)570.9474832140920.1913.480.3036.8015.7736.804121.9374832140920.1923.170.4054.2236.1569.993161.2074832140920.1930.630.4565.7053.76101.852188.7574832140920.1935.860.5069.9369.93123.691205.6148380104550.2245.230.6484.67150.53154.60第Ｂ轴地震作用内力计算表层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)570.9474832233240.3121.990.3952.3133.4522.4429.874121.9374832233240.3137.800.4482.5664.8649.7866.233161.2074832233240.3149.970.4999.3995.4970.4793.782188.7574832233240.3158.510.50114.09114.0989.92119.661205.6148380137350.2857.570.55134.71164.65106.75142.05第Ｃ轴地震作用内力计算表层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)570.9474832233240.3121.990.3952.3133.4529.8722.444121.9374832233240.3137.800.4482.5664.8666.2349.783161.2074832233240.3149.970.4999.3995.4993.7870.472188.7574832233240.3158.510.50114.09114.09119.6689.921205.6148380137350.2857.570.55134.71164.65142.05106.75第Ｄ轴地震作用内力计算表层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)570.9474832140920.1913.480.3036.8015.7736.804121.9374832140920.1923.170.4054.2236.1569.993161.2074832140920.1930.630.4565.7053.76101.852188.7574832140920.1935.860.5069.9369.93123.691205.6148380104550.2245.230.6484.67150.534.60地震荷载作用下弯矩简图kN*m地震荷载作用下剪力简图kN地震荷载作用下轴力简图kN

内力组合计算内力的所有组合形式如下所示：工况1：S工况2：S工况3：S工况4：S工况5：S工况6：S工况7：S工况8：S5.1塑性弯矩调幅根据设计规范要求，弯矩调幅系数可取β=0.8~0.9，弯矩调幅系数取β=0.9，调幅过程如下所示：梁端调幅公式：M跨中弯矩公式为：M=塑性调幅后，结果见下图：调幅后恒载下弯矩图调幅后活载下弯矩图柱内力组合第A轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max

及NNmax

及M左风右风左风右风左震右震5柱顶M-70.30-7.463.85-3.8536.80-102.22-91.57-98.04-86.28-97.06-41.00-136.68-136.68-102.22N162.249.51-0.900.90-8.59228.34207.25208.76202.75205.27189.23211.56211.56228.34柱底M52.5913.17-1.651.65-15.7783.9080.1682.9373.7078.3250.5191.5191.5183.90N191.739.51-0.900.90-8.59268.16242.63244.15238.14240.66224.61246.95246.95268.164柱顶M-44.14-17.667.35-7.3554.22-76.90-71.52-83.87-59.98-80.566.92-134.05-134.05-76.90N370.8656.57-3.123.12-25.95556.10521.61526.85496.10504.84445.24512.71512.71556.10柱底M47.1616.06-4.904.90-36.1579.4074.9683.1965.4779.1919.23113.22113.2279.40N400.3556.57-3.123.12-25.95595.91557.00562.24531.49540.23480.63548.10548.10595.913柱顶M-47.16-16.0610.12-10.1265.70-79.40-70.58-87.58-58.16-86.5019.18-151.64-151.64-79.40N579.22103.73-6.806.80-50.92883.60834.57846.00787.20806.24691.11823.50823.50883.60柱底M46.4915.83-8.288.28-53.7678.2770.9984.9159.7182.89-4.60135.17135.1778.27N608.71103.73-6.806.80-50.92923.41869.96881.39822.59841.63726.49858.89858.89923.412柱顶M-48.36-16.4712.17-12.1769.93-81.43-70.87-91.31-57.13-91.2123.00-158.82-158.82-81.43N787.63150.91-11.9111.91-81.881211.191146.431166.431076.371109.72929.261142.151142.151211.19柱底M57.6519.64-12.1712.17-69.9397.0786.45106.9071.39105.47-9.94171.87171.8797.07N817.12150.91-11.9111.91-81.881251.001181.811201.821111.761145.11964.651177.531177.531251.001柱顶M-28.96-9.8417.13-17.1384.67-48.74-34.14-62.92-20.41-68.3869.41-150.73-150.73-48.74N995.35197.84-19.0819.08-119.761537.611455.371487.421361.591415.021157.441468.811468.811537.61柱底M14.484.92-30.4530.45-150.5324.37-1.3149.84-20.4364.83-175.36216.02216.0224.37N1034.67197.84-19.0819.08-119.761590.691502.551534.611408.781462.201204.621516.001516.001590.69第Ｂ轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max

及NNmax

及M左风右风左风右风左震右震5柱顶M52.725.965.47-5.4752.3177.0176.2067.0176.7661.45134.84-1.16134.8477.01N202.4713.67-1.181.18-11.32286.73261.11263.09254.71258.01236.45265.88236.45286.73柱底M-41.21-10.45-3.503.50-33.45-65.87-67.02-61.14-64.59-54.79-99.21-12.24-99.21-65.87N231.9613.67-1.181.18-11.32326.54296.50298.48290.10293.40271.84301.27271.84326.544柱顶M38.5213.3911.18-11.1882.5665.1274.3655.5875.0043.69161.59-53.07161.5965.12N442.1290.89-4.554.55-38.11685.93653.97661.61613.25625.99535.53634.62535.53685.93柱底M-39.22-12.63-8.798.79-64.86-65.32-72.13-57.36-71.75-47.14-138.9629.68-138.96-65.32N471.6190.89-4.554.55-38.11725.75689.36697.00648.63661.37570.92670.01570.92725.753柱顶M39.2212.6315.32-15.3299.3965.3277.6151.8880.8937.99183.85-74.56183.8565.32N682.04168.01-10.0510.05-75.661085.401045.221062.10969.03997.17820.901017.61820.901085.40柱底M-38.99-12.56-14.7114.71-95.49-64.95-76.73-52.02-79.69-38.50-178.4669.81-178.46-64.95N711.53168.01-10.0510.05-75.661125.221080.611097.491004.421032.56856.281053.00856.281125.222柱顶M39.8712.8419.83-19.83114.0966.4182.4849.1688.1932.67203.86-92.77203.8666.41N921.91245.11-18.0918.09-124.471484.791434.251464.641321.171371.831091.551415.171091.551484.79柱底M-45.27-14.58-19.8319.83-114.09-75.40-91.39-58.08-96.37-40.85-211.3985.24-211.39-75.40N951.40245.11-18.0918.09-124.471524.601469.641500.031356.561407.211126.941450.561126.941524.601柱顶M24.277.8427.24-27.24134.7140.4562.9817.2274.94-1.33208.95-141.30208.9540.45N1162.47322.46-28.8328.83-181.291885.351822.191870.631670.611751.341352.761824.121352.761885.35柱底M-12.14-3.92-33.2933.29-164.65-20.23-48.027.91-65.0228.20-230.96197.12-230.96-20.23N1201.79322.46-28.8328.83-181.291938.431869.371917.811717.801798.521399.951871.301399.951938.43第Ｃ轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max

及NNmax

及M左风右风左风右风左震右震5柱顶M-52.72-5.965.47-5.4752.31-77.01-67.01-76.20-61.45-76.761.16-134.84-134.84-77.01N202.4713.671.18-1.1811.32286.73263.09261.11258.01254.71265.88236.45236.45286.73柱底M41.2110.45-3.503.50-33.4565.8761.1467.0254.7964.5912.2499.2199.2165.87N231.9613.671.18-1.1811.32326.54298.48296.50293.40290.10301.27271.84271.84326.544柱顶M-38.52-13.3911.18-11.1882.56-65.12-55.58-74.36-43.69-75.0053.07-161.59-161.59-65.12N442.1290.894.55-4.5538.11685.93661.61653.97625.99613.25634.62535.53535.53685.93柱底M39.2212.63-8.798.79-64.8665.3257.3672.1347.1471.75-29.68138.96138.9665.32N471.6190.894.55-4.5538.11725.75697.00689.36661.37648.63670.01570.92570.92725.753柱顶M-39.22-12.6315.32-15.3299.39-65.32-51.88-77.61-37.99-80.8974.56-183.85-183.85-65.32N682.04168.0110.05-10.0575.661085.401062.101045.22997.17969.031017.61820.90820.901085.40柱底M38.9912.56-14.7114.71-95.4964.9552.0276.7338.5079.69-69.81178.46178.4664.95N711.53168.0110.05-10.0575.661125.221097.491080.611032.561004.421053.00856.28856.281125.222柱顶M-39.87-12.8419.83-19.83114.09-66.41-49.16-82.48-32.67-88.1992.77-203.86-203.86-66.41N921.91245.1118.09-18.09124.471484.791464.641434.251371.831321.171415.171091.551091.551484.79柱底M45.2714.58-19.8319.83-114.0975.4058.0891.3940.8596.37-85.24211.39211.3975.40N951.40245.1118.09-18.09124.471524.601500.031469.641407.211356.561450.561126.941126.941524.601柱顶M-24.27-7.8427.24-27.24134.71-40.45-17.22-62.981.33-74.94141.30-208.95-208.95-40.45N1162.47322.4628.83-28.83181.291885.351870.631822.191751.341670.611824.121352.761352.761885.35柱底M12.143.92-33.2933.29-164.6520.23-7.9148.02-28.2065.02-197.12230.96230.9620.23N1201.79322.4628.83-28.83181.291938.431917.811869.371798.521717.801871.301399.951399.951938.43第Ｄ轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max

及NNmax

及M左风右风左风右风左震右震5柱顶M70.307.463.85-3.8536.80102.2298.0491.5797.0686.28136.6841.00136.68102.22N162.249.510.90-0.908.59228.34208.76207.25205.27202.75211.56189.23211.56228.34柱底M-52.59-13.17-1.651.65-15.77-83.90-82.93-80.16-78.32-73.70-91.51-50.51-91.51-83.90N191.739.510.90-0.908.59268.16244.15242.63240.66238.14246.95224.61246.95268.164柱顶M44.1417.667.35-7.3554.2276.9083.8771.5280.5659.98134.05-6.92134.0576.90N370.8656.573.12-3.1225.95556.10526.85521.61504.84496.10512.71445.24512.71556.10柱底M-47.16-16.06-4.904.90-36.15-79.40-83.19-74.96-79.19-65.47-113.22-19.23-113.22-79.40N400.3556.573.12-3.1225.95595.91562.24557.00540.23531.49548.10480.63548.10595.913柱顶M47.1616.0610.12-10.1265.7079.4087.5870.5886.5058.16151.64-19.18151.6479.40N579.22103.736.80-6.8050.92883.60846.00834.57806.24787.20823.50691.11823.50883.60柱底M-46.49-15.83-8.288.28-53.76-78.27-84.91-70.99-82.89-59.71-135.174.60-135.17-78.27N608.71103.736.80-6.8050.92923.41881.39869.96841.63822.59858.89726.49858.89923.412柱顶M48.3616.4712.17-12.1769.9381.4391.3170.8791.2157.13158.82-23.00158.8281.43N787.63150.9111.91-11.9181.881211.191166.431146.431109.721076.371142.15929.261142.151211.19柱底M-57.65-19.64-12.1712.17-69.93-97.07-106.90-86.45-105.47-71.39-171.879.94-171.87-97.07N817.12150.9111.91-11.9181.881251.001201.821181.811145.111111.761177.53964.651177.531251.001柱顶M28.969.8417.13-17.1384.6748.7462.9234.1468.3820.41150.73-69.41150.7348.74N995.35197.8419.08-19.08119.761537.611487.421455.371415.021361.591468.811157.441468.811537.61柱底M-14.48-4.92-30.4530.45-150.53-24.37-49.841.31-64.8320.43-216.02175.36-216.02-24.37N1034.67197.8419.08-19.08119.761590.691534.611502.551462.201408.781516.001204.621516.001590.69前几章中，已对剪力进行过计算，剪力计算公式为：V，以A轴首层为例，对柱端剪力进行计算，过程如下：A轴:框架柱剪力表柱号层数恒载

SGK活载

SQK左风

SWK右风

SWK左震

SEK1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE设计值左风右风左风右风左震右震A531.515.29-1.411.41-13.4847.7244.0346.4041.0244.9723.4658.5158.51423.418.65-3.143.14-23.1740.0837.5642.8432.1740.963.1663.4063.40324.018.18-4.724.72-30.6340.4336.3044.2330.2243.44-6.1073.5473.54227.189.26-6.246.24-35.8645.7740.3450.8232.9550.43-8.4584.7984.7918.352.84-9.159.15-45.2314.066.3121.68-0.0125.61-47.0770.5270.525-24.08-4.21-2.302.30-21.99-36.63-36.72-32.86-36.24-29.80-60.01-2.84-60.014-19.93-6.67-5.125.12-37.80-33.44-37.55-28.95-37.62-23.28-77.0621.22-77.063-20.05-6.46-7.707.70-49.97-33.40-39.57-26.64-41.17-19.61-92.9037.03-92.902-21.83-7.03-10.1710.17-58.51-36.36-44.58-27.50-47.32-18.85-106.4845.65-106.481-7.00-2.26-11.6411.64-57.57-11.66-21.34-1.79-26.915.68-84.6065.08-84.60524.084.21-2.302.30-21.9936.6332.8636.7229.8036.242.8460.0160.01419.936.67-5.125.12-37.8033.4428.9537.5523.2837.62-21.2277.0677.06320.056.46-7.707.70-49.9733.4026.6439.5719.6141.17-37.0392.9092.90221.837.03-10.1710.17-58.5136.3627.5044.5818.8547.32-45.65106.48106.4817.002.26-11.6411.64-57.5711.661.7921.34-5.6826.91-65.0884.6084.605-31.51-5.29-1.411.41-13.48-47.72-46.40-44.03-44.97-41.02-58.51-23.46-58.514-23.41-8.65-3.143.14-23.17-40.08-42.84-37.56-40.96-32.17-63.40-3.16-63.403-24.01-8.18-4.724.72-30.63-40.43-44.23-36.30-43.44-30.22-73.546.10-73.542-27.18-9.26-6.246.24-35.86-45.77-50.82-40.34-50.43-32.95-84.798.45-84.791-8.35-2.84-9.159.15-45.23-14.06-21.68-6.31-25.610.01-70.5247.07-70.52梁内力组合按照规范可得，内力组合表如下所示：第5层梁内力组合表梁跨截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE设计值左风右风左风右风左震右震AＢ左端M-63.27-6.713.85-3.8536.80-91.99-82.08-88.55-77.11-87.89-32.11-127.79-127.79V83.396.35-0.900.90-8.59118.80108.20109.71105.03107.5592.71115.04115.04右端M-80.23-6.69-2.352.35-22.44-114.87-107.62-103.67-106.12-99.54-129.46-71.12-129.46V-88.85-6.34-0.900.90-8.59-126.16-116.25-114.74-114.09-111.57-121.59-99.26-121.59ＢＣ左端M-32.77-1.323.12-3.1229.87-45.53-38.55-43.79-36.25-44.99-1.28-78.95-78.95V20.671.41-2.082.08-19.9129.2925.0328.5323.2729.10-0.2351.5351.53右端M-32.77-1.32-3.123.12-29.87-45.53-43.79-38.55-44.99-36.25-78.95-1.28-78.95V-20.67-1.41-2.082.08-19.91-29.29-28.53-25.03-29.10-23.27-51.530.23-51.53ＣＤ左端M-80.23-6.692.35-2.3522.44-114.87-103.67-107.62-99.54-106.12-71.12-129.46-129.46V88.856.34-0.900.90-8.59126.16114.74116.25111.57114.0999.26121.59121.59右端M-63.27-6.71-3.853.85-36.80-91.99-88.55-82.08-87.89-77.11-127.79-32.11-127.79V-83.39-6.35-0.900.90-8.59-118.80-109.71-108.20-107.55-105.03-115.04-92.71-115.04AＢ跨中M76.804.250.000.000.00107.8592.1692.1692.1692.1676.8076.80107.85ＢＣM24.540.560.000.000.0033.6829.4529.4529.4529.4524.5424.5433.68ＣＤM76.804.250.000.000.00107.8592.1692.1692.1692.1676.8076.80107.85第4层梁内力组合表梁跨截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE设计值左风右风左风右风左震右震AＢ左端M-87.06-27.769.00-9.0069.99-144.74-135.78-150.90-119.08-144.28-30.14-212.11-212.11V92.0531.24-2.222.22-17.36154.88152.33156.06137.97144.18106.64151.77151.77右端M-91.18-30.85-6.306.30-49.78-153.33-157.90-147.31-148.47-130.83-192.64-63.21-192.64V-93.38-32.24-2.222.22-17.36-157.66-159.06-155.33-146.76-140.54-153.97-108.83-153.97ＢＣ左端M-19.51-9.428.38-8.3866.23-35.57-29.56-43.64-20.91-44.3857.04-115.16-115.16V15.789.84-5.595.59-44.1530.9528.0237.4120.7536.41-32.5682.2482.24右端M-19.51-9.42-8.388.38-66.23-35.57-43.64-29.56-44.38-20.91-115.1657.04-115.16V-15.78-9.84-5.595.59-44.15-30.95-37.41-28.02-36.41-20.75-82.2432.56-82.24ＣＤ左端M-91.18-30.856.30-6.3049.78-153.33-147.31-157.90-130.83-148.47-63.21-192.64-192.64V93.3832.24-2.222.22-17.36157.66155.33159.06140.54146.76108.83153.97153.97右端M-87.06-27.76-9.009.00-69.99-144.74-150.90-135.78-144.28-119.08-212.11-30.14-212.11V-92.05-31.24-2.222.22-17.36-154.88-156.06-152.33-144.18-137.97-151.77-106.64-151.77AＢ跨中M70.8225.450.000.000.00120.5584.9884.9884.9884.9870.8270.82120.55ＢＣM12.014.140.000.000.0020.2714.4114.4114.4114.4112.0112.0120.27ＣＤM70.8225.450.000.000.00120.5584.9884.9884.9884.9870.8270.82120.55第3层梁内力组合表梁跨截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE设计值左风右风左风右风左震右震AＢ左端M-84.89-28.9115.02-15.02101.85-142.93-129.73-154.96-109.17-151.2313.19-251.62-251.62V91.7931.34-3.683.68-24.97154.63150.93157.12135.71146.0196.49161.41161.41右端M-90.68-31.40-10.3410.34-70.47-153.19-161.46-144.09-154.06-125.11-219.27-36.04-219.27V-93.65-32.14-3.683.68-24.97-157.92-160.47-154.28-149.03-138.73-164.13-99.20-164.13ＢＣ左端M-20.19-8.6913.77-13.7793.78-35.77-24.83-47.96-13.47-52.0292.47-151.36-151.36V15.789.84-9.189.18-62.5230.9525.0040.4215.7341.43-56.44106.12106.12右端M-20.19-8.69-13.7713.77-93.78-35.77-47.96-24.83-52.02-13.47-151.3692.47-151.36V-15.78-9.84-9.189.18-62.52-30.95-40.42-25.00-41.43-15.73-106.1256.44-106.12ＣＤ左端M-90.68-31.4010.34-10.3470.47-153.19-144.09-161.46-125.11-154.06-36.04-219.27-219.27V93.6532.14-3.683.68-24.97157.92154.28160.47138.73149.0399.20164.13164.13右端M-84.89-28.91-15.0215.02-101.85-142.93-154.96-129.73-151.23-109.17-251.6213.19-251.62V-91.79-31.34-3.683.68-24.97-154.63-157.12-150.93-146.01-135.71-161.41-96.49-161.41AＢ跨中M72.1524.600.000.000.00121.5186.5886.5886.5886.5872.1572.15121.51ＢＣM12.833.250.000.000.0020.5115.4015.4015.4015.4012.8312.8320.51ＣＤM72.1524.600.000.000.00121.5186.5886.5886.5886.5872.1572.15121.51第2层梁内力组合表梁跨截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.0SG+

1.3SQ1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE设计值左风右风左风右风左震右震AＢ左端M-85.37-29.0720.45-20.45123.69-143.74-125.96-160.32-102.30-159.5640.91-280.68-280.68V91.8431.36-5.115.11-30.96154.72149.82158.40133.79148.0988.78169.27169.27右端M-90.85-31.46-14.8214.82-89.92-153.48-165.51-140.62-160.60-119.10-244.79-11.00-244.79V-93.60-32.12-5.115.11-30.96-157.84-161.58-153.00-150.95-136.64-171.84-91.34-171.84ＢＣ左端M-19.96-8.6319.72-19.72119.66-35.40-19.47-52.60-4.80-60.02126.43-184.69-184.69V15.789.84-13.1513.15-79.7730.9521.6743.7610.1746.99-78.86128.54128.54右端M-19.96-8.63-19.7219.72-119.66-35.40-52.60-