钢结构毕业设计计算书

PAGEPAGE277钢结构设计实例要求：试设计沈阳某公司办公楼，已知工程概况如下：本建筑为沈阳某公司办公楼，位于沈阳市区。共七层，全部为办公用房，总建筑面积：7100，占地面积：3400，底层层高4.5m，顶层层高4.5m，其余层均为4.2m。室内外高差0.600m，室外绝对标高为+46.200m。满足防火要求设两个双跑楼梯和两部电梯。墙体采用聚氨酯PU夹芯墙板，室内地面采用大理石装饰。屋面为不上人屋面，采用改性沥青防水，苯板保温。结构形式为钢框架——支撑体系。设计基准期50年，雪荷载0.50，基本风压：0.55。抗震设防烈度为7度，设计基本加速度为0.1。地质条件：拟建场地地形平坦，地下稳定水位距地坪-9.0m以下，冰冻深度-1.20m，土质分布具体情况见表9.1，Ⅱ类场地。建筑地层一览表表9.1序号岩土分类土层深度(m)厚度范围(m)地基土承载力(kPa)桩端阻力(kPa)桩周摩擦力(kPa)1杂填土0.0—0.50.5——2粉土0.5—1.51.0120—103中砂1.5—2.51.0200—254砾砂2.5-6.54.03002400305圆砾6.5-12.556.0500350060注：地下稳定水位距地表-9m，表中给定土层深度由自然地坪算起。第一部分方案设计概述一、建筑方案概述1.设计依据《总图制图标准》GB/T50103-2001《建筑制图标准》GB/T50104-2001《民用建筑设计通则》JGJ37-87（试行）《办公建筑设计规范》JGJ67-89《高层民用建筑设计防火规范》GB50045—95(2001年修订版）《建筑设计防火规范》GBJ16-87(2001版)2．设计说明（1）屋面（不上人屋面）防水层：改性沥青防水卷材；20mm厚1:3水泥沙浆找平层；100mm厚水泥珍珠岩保温层焦渣找坡（最薄处30mm厚，最厚处150mm）；压型钢板混凝土组合板（总厚度150mm，折算厚度100mm）；轻钢龙骨吊顶。（2）楼面：20mm大理石面层；20mm1：3干硬性水泥沙浆找平层；100mm厚压型钢板混凝土组合结构层；轻钢龙骨吊顶。（3）门窗本工程采用实木门和塑钢玻璃窗。（4）墙体外墙为双层聚氨酯PU夹芯墙板300mm（内塞岩棉）；内墙为双层聚氨酯PU夹芯墙板180mm厚聚氨酯PU夹芯墙板；卫生间采用C型轻钢龙骨隔墙。二、结构方案概述1.设计依据本设计依据以下现行国家规范及规程设计。《建筑结构荷载规范》(GB50009-2001)《钢结构设计规范》（GBJ50017-2003）《建筑抗震设计规范》(GB50011-2001)《高层民用建筑钢结构技术规程》JGJ99-982.结构形式及布置采用钢框架-支撑结构。纵向设置十字交叉柔性支撑两道，支撑杆件用双角钢截面，焊缝连接。框架梁、柱均采用焊接工字形截面。楼板采用压型钢板钢筋混凝土组合结构；楼梯为钢楼梯；基础采用柱下独立基础，结构布置如下：图9.1结构布置图底层计算高度为4.5m+1.5m=6.0m，其中1.5m为初估室内地坪至柱脚底板的距离。3.材料选用所有构件及零件均采用Q235B；组合楼板混凝土强度等级C20，基础混凝土强度等级C25，钢筋为HRB335级及HPB235。4.主要参数及结构计算方法该建筑抗震设防类别为丙类，地震作用及抗震措施均按设防烈度考虑。具体计算方法如下：采用底部剪力法计算水平地震作用；采用修正反弯点法（D值法）计算水平地震作用下的框架内力；采用弯矩二次分配法，计算竖向荷载作用下框架内力。图9.2结构竖向布置图第二部分结构布置及截面初选一、计算简图及构件截面初选1.计算单元图9.3结构计算单元2.结构构件截面初选（1）柱截面按中柱初估：钢框架－支撑结构按每平米5～8计算竖向荷载，此处取6，柱的长细比＝（60～120）。轴压力设计值（3.3+3）×8.4×6×1.3×7＝2889.4kN；1.3荷载分项系数平均值。取长细比＝80(按较小刚度y轴考虑)，计算长度系数=1（设有侧向支撑），按b类截面查得稳定系数＝0.688，则所需要面积：A≥考虑弯矩及倾覆压力作用的影响取:（1.3～1.5）A＝（1.3～1.5）×20486.4=26632～30730mm2所需截面回转半径：iy＝6000/80＝75mm。（2）钢梁截面初估纵向框架梁高＝8400/15～8400/20＝560mm～420mm；横向框架梁高=6600/15～6600/20=440mm～330mm；（3）压型钢板：YX70－200－600（V200），板厚1mm，有效截面惯性矩＝100.64cm4/m,有效截面抵抗矩＝27.37cm3/m，一个波距宽度内截面面积=321.42，自重0.15。柱、梁选用见下表：图9.4构件截面参数结构构件初选截面参数表9.2项目截面尺寸构件截面特性重量（kN/m）(mm)(mm)(mm)(mm)(mm)A()()(mm)(mm)框架柱500450224561426184124241633523342292772217.8113.02.042纵向框架梁500260144728110565000983225410308055212.760.90.862横向框架梁500260144728110565000983225410308055212.760.90.862纵向次梁45024010430882402853646667230583477186.152.90.643横向次梁40024010380878402191413333230562133167.254.20.612第三部分荷载汇集一、屋面均布荷载1．恒载APP改性防水0.3520mm厚1：3水泥砂浆找平层20×0.02=0.40100mm厚水泥珍珠岩保温层3.5×0.1=0.35焦渣找坡（最薄处30，最厚150）10×0.14=1.40100mm厚现浇混凝土结构层（折算厚度）25×0.10=2.501mm厚压型钢板0.15轻钢龙骨吊顶0.12合计5.272.活载：不上人屋面0.5雪载0.5重力荷载代表值计算时取雪荷载。竖向荷载作用下结构分析时活荷载和雪荷载不同时考虑，取二者较大值考虑。二、楼面均布荷载：1．恒载：大理石面层28×0.02=0.5620mm厚水泥砂浆找平层20×0.02=0.40100mm厚现浇钢筋混凝土结构层25×0.1=2.501mm厚压型钢板0.15轻钢龙骨吊顶0.12合计3.732.活载：楼面活荷载2.0走廊、楼梯的活荷载2.5为简化计算，本设计偏于安全楼面均布荷载统一取2.5计算。三、构件自重（单个）1.柱1层2.042×4.5=9.19kN2-6层2.042×4.2=8.58kN7层2.042×4.5=9.19kN2.梁横向框架梁0.862×6.6=5.69kN纵向框架梁0.862×8.4=7.24kN横向次梁0.612×6.6=4.04kN纵向次梁0.643×8.4=5.40kN3.墙体（1）外墙双层聚氨酯夹芯墙板（含龙骨）300厚0.65合计0.65（2）内墙双层聚氨酯夹芯墙板（含龙骨）180厚0.50合计0.50（3）隔墙C型轻钢龙骨隔墙0.434.门窗木门0.2塑钢窗0.3四、重力荷载代表值计算各楼层重力荷载代表值的具体计算过程略，计算结果如下：6897.95kN574.73+5949.63=6564.80kN538.57+5990.07=6528.64kN538.57+6027.89=6566.47kN房屋总重力荷载代表值：＝6897.95+6564.80+6528.64×4+6566.74=46143.78kN图9.5重力荷载分布图第四部分水平地震作用下结构分析（Ⅰ）横向框架地震作用分析一、地震作用计算1.层间侧移刚度计算（1）梁线刚度计算钢材的弹性模量N/mm2框架梁线刚度表9.3层跨度L(mm)截面惯性矩(mm4)边框架中框架=1.2(mm4)（×kN·m）=1.5(mm4)（×kN·m）1～76600500098322560011799901.873175014748882.3414（2）柱线刚度计算柱的线刚度按式计算框架柱线刚度表9.4层柱高h(m)A,D轴柱惯性矩矩(×)A,D轴柱子线刚刚度（×kN·m）B,C柱轴惯性矩矩(×)BB,C轴柱子子线刚度（×kN·m）74.51.24245.68751.24245.687564.21.24246.09381.24246.093854.21.24246.09381.24246.093844.21.24246.09381.24246.093834.21.24246.09381.24246.093824.21.24246.09381.24246.093816.01.24244.26561.24244.2656（3）柱侧移刚度计算一般层：=首层：=框架柱的值表9.5层柱子类别(m)(×104KN·mm)(×104KN·mm)(×104KN//m)(×104KN//m)7中框架中柱(10根)4.59.375.690.82330.29160.982920.8279边柱(10根)4.54.685.690.41170.17070.5753边框架中柱(4根)4.57.495.690.65870.24770.8350边柱(4根)4.53.755.690.32930.14140.47652～6中框架中柱(10根)4.29.376.090.76840.27761.150724.2945边柱(10根)4.24.686.090.38420.16120.6680边框架中柱(4根)4.27.496.090.61480.23510.9746边柱(4根)4.23.756.090.30740.13320.55221中框架中柱(10根)6.04.684.271.09780.51580.733418.0982边柱(10根)6.02.344.270.54890.41150.5851边框架中柱(4根)6.03.754.270.87820.47880.6809边柱(4根)6.01.874.270.43910.38500.5475注：与楼梯相邻处的框架梁应按边框架梁计算，此处简化计算按中框架考虑。2.结构自振周期计算将各层重力荷载代表值集中在相应楼层处作为假想水平荷载计算整体框架的顶点位移。考虑非结构构件的影响取。结构自振周期表9.6层数(kN)(kN)(×104KN//m)（m）（m）76897.956897.9520.82790.0330.83466564.8013462.75524.29450.0550.80156528.6419991.39924.29450.0820.74546528.6426520.03324.29450.1090.66336528.6433048.67724.29450.1360.55426528.6439577.31124.29450.1630.41816566.4746143.78818.09820.2550.255=1.3973.水平地震作用分析（1）采用底部剪力法计算水平地震作用设防烈度7度，设计基本加速度值为0.1g（第一组），则；Ⅱ类场地，，阻尼比；＜=1.397s＜5＝5×0.35=1.75。==0.0251（2）结构总水平地震作用:＝0.0251×0.85×46143.78＝988.40kN=1.397s＞1.4=1.4×0.35=0.49s，需要考虑顶部附加水平地震作用。=0.08+0.07=0.08×1.397+0.07=0.182顶部附加地震作用179.66kN（3）各层水平地震作用标准值及楼层地震剪力——结构所在层楼板的计算高度。楼层地震剪力：(1ij7)楼层地震剪力计算表9.7层(m)(m)(kN)(KN·m)(kN)(kN)(kN)(kN)74.531.56897.95217285.4470.251808.74179.66203.19382.8664.2276564.80177249.5540.205—165.75548.6154.222.86528.64148853.0010.172—139.20687.8144.218.66528.64121432.7720.140—113.56801.3734.214.46528.6494012.4330.109—87.92889.2824.210.26528.6466592.1440.077—62.27951.561666566.4739398.8110.046—36.84988.40（4）楼层地震剪力调整按抗震规范规定：各楼层地震剪力，剪力系数，具体计算如下表所示：楼层地震剪力调整表9.8层(kN)(kN)(kN)(kN)备注7382.866897.956897.95110.37满足6548.616564.8013462.755215.40满足5687.816528.6419991.399319.86满足4801.376528.6426520.033424.32满足3889.286528.6433048.677528.78满足2951.566528.6439577.311633.24满足1988.406566.4746143.788738.30满足由以上计算可知各楼层地震剪力均满足要求。（5）楼层地震剪力作用下横向框架侧移楼层地震剪力作用下横向框架侧移等于层间剪力除以楼层侧移刚度，计算如下表：地震剪力作用下横横向框架侧移移表9.9层（m）(KN)(×104KN//m)(m)74.5382.8620.82790.001838864.2548.6124.29450.002258854.2687.8124.29450.002831144.2801.3724.29450.003299934.2889.2824.29450.003660024.2951.5624.29450.003917716.0988.4018.09820.0054611（6）侧移修正1）考虑节点域剪切切变形对侧移移的修正由于本结构横向框框架梁及框架架柱截面没有有改变，故每每层的侧移修修正系数相同同，计算如下下：由横向框架梁的截截面参数可知知：梁的腹板平均高度度度：=472mmm梁截面的平均惯性性矩：=75501474488柱的腹板平均高度度度：=456mmm柱截面的平均惯性性矩：=122424166352节点域腹板平均厚厚度：=14mm=456×4722×14×779000==2.38005×=1.375＞11，需要修正正。=(17.5×1.3375-1..8×1.33752-10.77)×=111.401修正系数：2）考虑节点柔性的侧侧移修正规范规定修正幅度度一般应控制制在5%以内，故取修修正系数框架侧移及修正表9.10层层高（m）74.50.00194331.1080.050.00212880.02693771/21141/30064.20.00239991.1080.050.00261550.02480991/160654.20.00300991.1080.050.00327880.02219441/128144.20.00350661.1080.050.00381990.01891661/110034.20.00389001.1080.050.00423880.01509771/99124.20.00416331.1080.050.00453550.01085991/92616.00.00461111.1080.050.00632330.00632331/949从上表计算可知层层间位移角＜＜，满足要求求。（7）框架的顶点水平平侧移框架的顶点水平侧侧移可分为两两部分：由框框架梁的弯曲曲变形产生的的侧移和由柱柱子轴向变形形产生的侧移移，框架顶端端侧移=+。可由值法求的的：，的计算如下：将地震作用下折算算成倒三角形形水平分布荷荷载，顶端荷荷载为：===72.39kN//m（边柱截面沿高度度没有变化）参数；==0.0061799m顶点位移：=+=0.0269377+0.0066179=0.0331m，满足要求。从以上表计算可知，地震作作用下侧移满满足要求。（8）框架质心侧移验验算规范规定框架顶端端侧移不应超超过质心侧移移的1.3倍，计算如如下。1）质心高度==m由于m<=18..742m<<m，所以1.3倍的质心位位移：1.3=1.3=1.3×[0..0189116+0.0033278×((18.7442-18.66)/4.22]=0.024473＜=0.03331，满足。图9.6地震作作用下的层间间剪力二、水平地震作用下框框架内力计算算（采用D值法）取④轴横向框架计算。1.框架柱的反弯点高高度计算—反弯点到柱下端结结点的距离，即即反弯点高度度。—标准反弯点高度比比。—上下横粱线刚度比比对标准反弯弯点高度比的的修正系数。—上层层高变化修正正系数。—下层层高变化修正正系数。根据框架总层数、该柱所在层层数和梁柱线线刚度比查表表得。边柱（中框架A柱柱、D轴柱）的反弯点高度度比表9.11层(m)74.50.41170.2060.0000.0000.0000.20664.20.38420.3420.0000.0000.0000.34254.20.38420.3920.0000.0000.0000.39244.20.38420.4420.0000.0000.0000.44234.20.38420.5000.0000.0000.0000.50024.20.38420.5580.0000.000-0.0500.50816.00.54890.7260.0000.0000.0000.726中柱（中框架B柱柱、C轴柱）的反弯点高度度比表9.12层(m)74.50.82330.3500.0000.0000.0000.35064.20.76840.4000.0000.0000.0000.40054.20.76840.4500.0000.0000.0000.45044.20.76840.4500.0000.0000.0000.45034.20.76840.5000.0000.0000.0000.50024.20.76840.5000.0000.000-0.0500.45016.01.09780.6450.0000.0000.0000.6452.框架柱端弯矩计算算（1）第层第k根柱所所受的剪力：：=（2）第层第k根柱下端弯弯矩：（3）第层第k根柱上端弯弯矩：具体计算过程见下下表边柱（A、D轴）柱端弯矩矩表9.13层H(m)(kN/m)(kN/m)(kN)(kN)（）()74.50.575320.8279382.8610.580.206-37.79-9.8064.20.668024.2945548.6115.090.342-41.68-21.6854.20.668024.2945687.8118.910.392-48.29-31.1544.20.668024.2945801.3722.040.442-51.63-40.9234.20.668024.2945889.2824.450.500-51.35-51.3524.20.668024.2945951.5626.170.508-54.08-55.8116.00.585118.0982988.4031.950.726-52.62-139.11中柱（B、C轴）柱端弯矩矩表9.14层H(m)(kN/m)(kN/m)(kN)(kN)（）()74.50.982920.8279382.8618.070.350-52.85-28.4664.21.150724.2945548.6125.980.400-65.48-43.6554.21.150724.2945687.8132.580.450-75.25-61.5744.21.150724.2945801.3737.960.450-87.68-71.7434.21.150724.2945889.2842.120.500-88.45-88.4524.21.150724.2945951.5645.070.450-104.11-85.1816.00.733418.0982988.4040.050.645-85.28-155.033.框架梁端弯矩、剪剪力及框架柱柱轴力计算根据节点点平衡，由柱端弯矩矩求梁端弯矩。梁端按按其线刚度分分配。==横向框架梁端弯矩矩、剪力及框框架柱轴力表9.15层A轴柱AB跨A轴柱B轴柱BC跨B轴柱()()()()()()()()()()()()76.6-9.80-37.791.037.7926.42-9.739.73-28.46-52.850.526.4226.42-8.011.7266.6-21.68-41.681.051.4846.97-14.9224.65-43.65-65.480.546.9746.97-14.232.4156.6-31.15-48.291.069.9659.45-19.6144.25-61.57-75.250.559.4559.45-18.024.0046.6-40.92-51.631.082.7874.62-23.8568.10-71.74-87.680.574.6274.62-22.615.2436.6-51.35-51.351.092.2780.09-26.1294.22-88.45-88.450.580.0980.09-24.277.0826.6-55.81-54.081.0105.4396.28-30.56124.78-85.18-104.110.596.2896.28-29.188.4716.6-139.11-52.621.0108.4385.23-29.34154.12-155.03-85.280.585.2385.23-25.8311.98由于结构对称，故故CD跨框架梁与AB跨相同；C、D轴框架柱内内力分别与A、B轴框架柱内内力相同。由于本结构的自振振周期=1..397s<1.55s，故柱轴力力不予修正。4.地震作用下下框架内力图图9.7地震作用下下横向框架内力力图（Ⅱ）纵向框架地震作作用分析一、侧移刚度计算算1．支撑布置在A轴轴（或D轴）框架各两道，详见结结构布置图99.8。每道道支撑的竖向向布置如下图图所示。图9.8柱间竖向向支撑布置图图2.中心支撑杆杆件的选取本设计计中心支撑杆杆件杆件采用用双角钢截面面，按拉杆设设计，7度设防，要求求。中心支撑杆杆件的计算长长度，按拉杆杆设计时：支支撑平面内取取节点中心到到交叉点的距距离，支撑平面外外，支撑截面初初估如下表所所示。中心支撑杆件截面面参数表9.16层规格重量()面积()回转半径(cm))支撑杆件长度(m)72∟125×8节点板板厚1231.0139.53.885.559.53122.81171.7162∟125×8节点板板厚1231.0139.53.885.559.39121.01169.1952∟125×8节点板板厚1231.0139.53.885.559.39121.01169.1942∟125×8节点板板厚1231.0139.53.885.559.39121.01169.1932∟125×8节点板板厚1231.0139.53.885.559.39121.01169.1922∟125×8节点板板厚1231.0139.53.885.559.39121.01169.1912∟125×8节点板板厚1231.0139.53.885.5510.32132.99185.953.中心支撑（X型）的等效效侧移刚度：：、——支撑杆件的弹性模模量和截面面面积；——支撑的水平倾角；；——框架柱轴线距离。图9.9支撑尺尺寸具体计算见下表。中心支撑（X型）的的等效侧移刚刚度表9.17层()()L(m)()()739.52.068.40.881566347.177265388.666639.52.068.40.894469313.855277255.339539.52.068.40.894469313.855277255.339439.52.068.40.894469313.855277255.339339.52.068.40.894469313.855277255.339239.52.068.40.894469313.855277255.339139.52.068.40.813752195.322208781.2284.框架结构的纵向侧侧移刚度计算方法同前。框架结构的纵向侧侧移刚度表9.18层柱子类别(m)(×104KN·mm)(×104KN·mm)(×104kN/mm)(×104kN/mm)7中框架中柱(10根)4.57.361.532.40470.54590.495011.9348边柱(4根)4.53.681.531.20240.37550.3404边框架中柱(10根)4.55.891.531.92380.49030.4445边柱(4根)4.52.941.530.96190.32480.29452～6中框架中柱(10根)4.27.361.642.24440.52880.589714.1578边柱(4根)4.23.681.641.12220.35940.4008边框架中柱(10根)4.25.891.641.79550.47310.5276边柱(4根)4.22.941.640.89780.30980.34551中框架中柱(10根)63.681.153.20630.71190.27237.0152边柱(4根)61.841.151.60310.58370.2233边框架中柱(10根)62.941.152.56500.67140.2568边柱(4根)61.471.151.28250.54300.2077结构纵向总侧移刚刚度表9.19层(×104kN/mm)(×104kN/mm)+(×104kN/mm)726.538911.934838.4737627.725514.157841.8833527.725514.157841.8833427.725514.157841.8833327.725514.157841.8833227.725514.157841.8833120.87817.015227.8933二、结构的自振周周期周期（纵向框框架）结构自振周期计算算方法同前，具具体计算过程程如下表所示示。结构自振周期计算算（纵向框架架）表9.20层(kN)(kN)(×104kN/mm)层间相对位移(m)(m)76897.956897.953847370.0180.50066564.8013462.7554188330.0320.48256528.6419991.3994188330.0480.45046528.6426520.0334188330.0630.40236528.6433048.6774188330.0790.33926528.6439577.3114188330.0940.26016566.4746143.7882789330.1650.165=1.0823.纵向水平地震震作用分析（1）采用底部剪力法法计算纵向水平地震震作用考虑多遇地震，77度设防，设设计基本加速速度值为0..1g（第一一组），则；；Ⅱ类场地，，阻阻尼比；＜＜5＝5×0.335=1.775。==0.0318（2）结构总水平地震震作用:＝0.0318×00.85×446143..78＝1247..40kN=1.082s＞＞1.4=1..4×0.335=0.449s，需要考虑虑顶部附加水水平地震作用用。=0.08+0..07=0..08×1..082+0.077=0.15565顶部附加地震作用用195.288kN（3）各层水平地震作作用标准值及及楼层地震剪剪力——结构所在层楼板的的计算高度。楼层地震剪力：(1ij7)楼层地震剪力计算算表9.21层(m)(m)(kN)()(kN)(kN)(kN)(kN)74.531.56897.95217285.4470.25121052.13195.28264.34459.6264.2276564.80177249.5540.2050—215.64675.2654.222.86528.64148853.0010.1721—181.09856.3544.218.66528.64121432.7720.1404—147.731004.0834.214.46528.6494012.4330.1087—114.371118.4624.210.26528.6466592.1440.0770—81.011199.471666566.4739398.8110.0456—47.931247.40（4）楼层地震剪力调调整按抗震规范规定：：各楼层地震震剪力，剪力力系数，具体体计算如下表表所示：楼层地震剪力调整整表9.22层(kN)(kN)(kN)备注7459.626897.956897.95110.37满足6675.266564.8013462.755215.40满足5856.356528.6419991.399319.86满足41004.086528.6426520.033424.32满足31118.466528.6433048.677528.78满足21199.476528.6439577.311633.24满足11247.406566.4746143.788738.30满足（5）楼层地震剪力作作用下纵向框架侧移移由框架梁的弯曲变变形产生的侧侧移计算如下下表，其中、分别为考虑虑节点域剪切切变形和节点点柔性对侧移移影响的修正正系数，计算算方法同前。地震剪力作用下纵纵向框架侧移移表9.23层（m）(kN)(kN/m)(m)(m)(m)74.5459.623847370.001191.0790.050.001350.019481/333764.2675.264188330.001611.0790.050.001820.018131/230854.2856.354188330.002041.0790.050.002310.016311/182044.21004.084188330.002401.0790.050.002710.014001/155234.21118.464188330.002671.0790.050.003010.011301/139324.21199.474188330.002861.0790.050.003230.008281/129916.01247.402789330.004471.0790.050.005050.005051/1189从上表计算可知＜＜。柱子轴向变形产生生的侧移计算算如下：将地震作用下折算算成倒三角形形水平分布荷荷载，顶端荷荷载为：===90.52kN//m（边柱截面沿高度度没有变化）参数==0.00119m顶点位移:=+=0.01948++0.001119=0.020067m，满足要求。从以上表计算可知知，地震作用用下侧移满足足要求。4.支撑内力计计算本结构共设四道支支撑，因此每每道支撑所承承担的地震剪剪力为每层支支撑所受总剪剪力的1/4，支撑杆件件的拉力按桁桁架结构计算算，计算过程程如下表所示示。图9.10结结构的纵向地地震剪力支撑所承担的地震震剪力表9.24层(kN)+(×104kN//m)(×104kN//m)(kN)(×104kN//m)（kN）7459.6238.47411.935142.5826.539317.046675.2641.88314.158228.2627.726447.005856.3541.88314.158289.4727.726566.8841004.0841.88314.158339.4127.726664.6731118.4641.88314.158378.0727.726740.3921199.4741.88314.158405.4627.726794.0111247.4027.8937.015313.7220.878933.68支撑杆件的内力表表9.25层（kN）（m）（m）（kN）7317.048.49.5389.926447.008.49.39124.945566.888.49.39158.454664.678.49.39185.783740.398.49.39206.942794.018.49.39221.931933.688.410.32286.85第五部分风荷载载计算分析一、风荷载计算1.自然条件基本风压＝0.555kN/mm2（设计基准准期50年），地面粗粗糙度为C类（按房屋屋比较密集的城市市区计）。2.风荷载计算算由荷载规范可知，作作用在建筑物物表面的风荷荷载标准值按按下式计算：：由于=1.3977s＞0.25s，按荷载规规范的要求应应考虑结构发发生顺风向风风振的影响，此此处仅考虑第第一振型。0.62×0.555×1.33972＝0.67kNss2/m2，因此=2.3955；房屋高宽比＝311.5/50.4＝0.625，因此＝0.41；风荷载作用下各楼楼层处的水平平力按下式计计算：=式中：、——第ii层和第i+1层的层高，计计算顶层时取取两倍的女儿儿墙高度。——房屋的纵向宽度。具体计算如下所示示：风振系数计算表9.26层(m)731.52.3950.411.001.021.96627.02.3950.410.810.951.84522.82.3950.410.680.881.76418.62.3950.410.450.811.55314.42.3950.410.330.741.44210.22.3950.410.170.741.2316.02.3950.410.080.741.11风荷载计算表9.27层(m)(kN/m2)(kN/m2)(kN)(kN)迎风面背风面731.51.961.020.8-0.50.551.43205.61205.61627.01.840.950.8-0.50.551.25273.60479.21522.81.760.880.8-0.50.551.11234.25713.46418.61.550.810.8-0.50.550.90189.47902.93314.41.440.740.8-0.50.550.76161.041063.97210.21.230.740.8-0.50.550.65137.271201.24161.110.740.8-0.50.550.59150.441351.68图9.11风荷载作作用下层间剪剪力二、风荷载作用下下框架内力和和侧移计算风荷载作用下框架架内力和侧移移计算与地震震作用下框架架内力和侧移移计算方法相相同，采用D值法。具体体计算如下表表。1.侧移验算1）层间侧移计算风荷载作用框架侧侧移计算如表表9.28所示示。表中的、分别为考虑虑节点域剪切切变形和节点点柔性对侧移移影响的修正正系数，计算算方法同前。风荷载作用框架侧侧移表9.28层（m）(kN)(kN/m)(m)(m)(m)74.5205.612082790.000991.10790.050.001140.03061/39371/30064.2479.212429450.001971.10790.050.002280.02941/183954.2713.462429450.002941.10790.050.003400.02711/123544.2902.932429450.003721.10790.050.004300.02371/97634.21063.972429450.004381.10790.050.005070.01941/82824.21201.242429450.004941.10790.050.005730.01441/73416.01351.681809820.007471.10790.050.008650.00861/694从上表计算可知＜＜。2）顶点侧移验算柱子轴向变形产生生的侧移计算算如下：将风荷载折算成倒三三角形水平分分布荷载，顶顶端荷载为：：===82.69kNN/m（边柱截面沿高度度没有变化）参数==0.0010899m顶点位移:=+=0.0306+00.0010089=0.03117m，满足要求。3）质心侧移验算由前述计算可知质质心高度=18.7442m。由于m＜=18..742m＜＜m，所以1.3倍的质心位位移：1.3=1.3==1.3×[[0.02337+0.000340××(18.7742-188.6)/44.2]=0.0310＜=0.03317，满足。2.风荷载作用用下横向框架架内力计算风荷载作用下横向向框架内力计计算方法与地地震作用下的的内力计算方方法相同。边柱的弯矩、剪力力表9.29层(m)(kN/m)(kN/m)(kN)(kN)（）()74.50.575320.8279205.615.680.206-20.30-5.2664.20.668024.2945479.2113.180.342-36.41-18.9354.20.668024.2945713.4619.620.392-50.09-32.3144.20.668024.2945902.9324.830.442-58.18-46.1034.20.668024.29451063.9729.260.500-61.44-61.4424.20.668024.29451201.2433.030.508-68.27-70.46160.585118.09821351.6843.700.726-71.96-190.24中柱的弯矩、剪力力表9.30层(m)(kN/m)(kN/m)(kN)(kN)(）()74.50.982920.8279205.619.700.350-28.38-15.2864.21.150724.2945479.2122.700.400-57.20-38.1354.21.150724.2945713.4633.790.450-78.06-63.8744.21.150724.2945902.9342.770.450-98.79-80.8334.21.150724.29451063.9750.390.500-105.82-105.8224.21.150724.29451201.2456.890.450-131.43-107.53160.733418.09821351.6854.770.645-116.63-212.01框架梁端弯矩、剪剪力及框架柱柱轴力表9.31层A轴柱AB跨A轴柱B轴柱BC跨B轴柱()()()()()()()()()()()()76.6-5.26-20.30120.3014.19-5.235.23-15.28-28.380.514.1914.19-4.300.9366.6-18.93-36.41141.6736.24-11.8017.03-38.13-57.200.536.2436.24-10.981.7556.6-32.31-50.09169.0258.09-19.2636.29-63.87-78.060.558.0958.09-17.603.4046.6-46.10-58.18190.4981.33-26.0362.32-80.83-98.790.581.3381.33-24.644.7936.6-61.44-61.441107.5493.33-30.4392.76-105.82-105.820.593.3393.33-28.286.9526.6-70.46-68.271129.71118.63-37.63130.38-107.53-131.430.5118.63118.63-35.958.6316.6-190.24-71.961142.42112.08-38.56168.94-212.01-116.630.5112.08112.08-33.9613.223.风荷载作用用下框架内力力图图9.12风荷荷载作用下横横向框架内力力第六部分竖向荷荷载作用下框框架结构内力力横向框架在竖向荷荷载作用下的的内力分析采采用弯矩二次次分配法。弯弯矩二次分配配法是一种近近似计算方法法，即将各节节点的不平衡衡弯矩同时作作分配和传递递，分配两次次传递一次。一、竖向荷载汇集集及框架计算算简图1.屋面1）屋面恒荷载计算算（标准值）（1）框架梁自重边跨（中跨）梁：：=0.862kN/m（2）次梁自重：=0.643kkN/m=0.643×88.4×0..5=2.70kN=2.70×2=55.40kkN（3）屋面板荷载：屋面板边跨为8..4×2.2m，次梁传来的的支座反力为为框架梁的集集中荷载。屋面次梁上恒荷载载标准值为：：边跨：=5.27×2.22=11.5594=11.594××8.4×00.5=488.695kN=48.695××2=97..39kN中跨：=5.27×2..25=111.858=11.858××8.4×00.5=499.802kkN=49.802××2=99..60kN（4）横向框架梁所受受的恒荷载均布荷载：=0..862kN/mm由于横向框架梁所所受的均布荷荷载（自重）很很小，简化计计算折算为集集中荷载(下同)：=0.862×66.6×0..5=2.8845kN横向框架梁所受的的集中荷载：：边跨：=2.845+55.40+997.39=105.63kN中跨：=2.845+55.40+999.60==107.885kN2）屋面活荷载（不上上人屋面）：：0.5边跨：=0.5×2.2==1.1=1.1×8.44×0.5==4.62kkN=4.62×2==9.24kN中跨：=0.5×2.225=1.1125=1.125×88.4×0..5=4.773kN=4.73×2==9.46kN2.楼面1）楼面恒荷载（标准值）（1）框架梁自重边跨（中跨）梁：：=0.862kN/m（2）次梁自重：=5..40kN（3）楼面板荷载：①边跨楼面板为8.4m××2.2m，属属于单向板，次次梁传来的集集中荷载为次次梁支座反力力。=3.73×2.22=8.206=8.206×8..4×0.55=34.465kN=34.465×22=68.93kN②中跨楼面板为8.4mm×2.1m及8.4m×2.4m，次次梁传来的支支座反力为框框架梁的集中中荷载。楼面恒荷载标准值值：=3.73×2.255=8.3993墙体自重(按次梁梁承受计算)：6层：=0.50××(4.5--0.45--0.08))=1.9885标准层：=0.550×(4..2-0.445-0.008)=1..835次梁支座反力：顶层：=(8.3393+1.9855)×8.4××0.5=443.5888kN标准层：=(8..393+1.8355)×8.44×0.5==42.9588kN横向框架梁所受的的集中力：顶层：=43.5588×2==87.18kN标准层：=42..958×22=85.92kNN（4）横向框架梁上的墙墙重，按柱承承受考虑，因因此不予考虑虑。（5）横向框架梁所受受的恒荷载均布荷载：=0..862kN/mm由于横向框架梁所所受的均布荷荷载较小，简简化计算，折折算为集中荷荷载：=0.862×66.6×0..5=2.8845kN横向框架梁所受的的集中荷载：：顶层：边跨：=2.8445+5.40+668.93=77.18kN中跨：=2.8445+5.40+887.18=95.42kN标准层：边跨：=2.8445+5.40+668.96=77.18kN中跨：=2.8445+5.40+885.92=94.16kN2）楼面活荷（标准准值）：=2.5kN//m（1）边跨楼面活荷载标准值为为：=2.5×2.2=55.5=5.5×8.4××0.5=223.10kkN=23.10×2==46.20kN（2）中跨楼面活荷载标准值值为：=2.5×2.255=5.6225=5.625×88.4×0..5=23..625kN=23.625×22=47.225kN3、框架计算简图:图9.13竖向向荷载作用下下横向框架计算算简图二、竖向荷载作用用下横向框架架内力分析1、固端弯矩计算图9.14横向框架架梁计算简图图如上图所示集中荷荷载作用下梁梁的固端弯矩矩为：。具体计算见见下表。恒载作用下框架梁梁的固端弯矩矩表9.32层边跨中跨l（m）a（m）P（kN）M（）l（m）a（m）P（kN）M（）76.62.2105.63154.936.62.1107.85154.4266.62.277.18113.196.62.195.42136.6256.62.277.18113.196.62.194.16134.8146.62.277.18113.196.62.194.16134.8136.62.277.18113.196.62.194.16134.8126.62.277.18113.196.62.194.16134.8116.62.277.18113.196.62.194.16134.81活载作用下框架梁梁的固端弯矩矩表9.33层边跨中跨l（m）a（m）P（kN）M（）l（m）a（m）P（kN）M（）76.62.29.2413.556.62.19.4513.5366.62.246.267.766.62.147.2567.6556.62.246.267.766.62.147.2567.6546.62.246.267.766.62.147.2567.6536.62.246.267.766.62.147.2567.6526.62.246.267.766.62.147.2567.6516.62.246.267.766.62.147.2567.652.内力分配系系数计算：1）转动刚度S及相相对转动刚度度计算由于所选的计算单单元，框架结结构对称、荷荷载也对称，其其内力对称，故故仅计算半榀榀框架，具体计计算如下表。横向框架梁、柱的的转动刚度及及相对转动刚刚度表9.34构件名称转动刚度S（）相对转动刚度框架梁边跨0.384中跨0.192框架柱顶层边柱0.933中柱0.9332—6层边柱1.000中柱1.000底层边柱0.700中柱0.7002）分配系数计算：：各杆件的弯矩分配配系数见下表表。横向框架梁、柱的的弯矩分配系系数表9.35位置节点编号边节点8—0.384—0.9331.318—0.2920.0000.7087—0.3840.9331.0002.318—0.1660.4030.4316—0.3841.0001.0002.384—0.1610.4190.4195—0.3841.0001.0002.384—0.1610.4190.4194—0.3841.0001.0002.384—0.1610.4190.4193—0.3841.0001.0002.384—0.1610.4190.4192—0.3841.0000.7002.084—0.1840.4800.336中间节点160.3840.192—0.9331.5100.2550.127—0.618150.3840.1920.9331.0002.5100.1530.0770.3720.398140.3840.1921.0001.0002.5760.1490.0750.3880.388130.3840.1921.0001.0002.5760.1490.0750.3880.388120.3840.1921.0001.0002.5760.1490.0750.3880.388110.3840.1921.0001.0002.5760.1490.0750.3880.388100.3840.1921.0000.7002.2760.1690.0840.4390.3083）恒载作用下的弯弯矩二次分配配上柱下柱左梁右梁上柱下柱左梁0.0000.7080.2920.2550.0000.6180.127-154.93154.93-154.42109.7545.1822.5911.74-2.94-5.88-14.28-2.94-6.24-2.574.79-1.22-2.96-0.61115.26-115.26170.42-12.46-157.970.4030.4310.1660.1530.3720.3980.077-113.19113.19-136.6254.87-7.1423.4825.169.674.8321.101.973.949.5710.251.97-9.29-9.95-3.821.63-0.25-0.61-0.65-0.1269.0736.31-105.38121.711.8211.23-134.770.4190.4190.1610.1490.3880.3880.075-113.19113.19-134.8112.585.1342.2042.2016.218.1119.310.631.253.263.260.63-8.36-8.36-3.212.44-0.36-0.95-0.95-0.1846.4253.15-99.56122.187.444.75-134.370.4190.4190.1610.1490.3880.3880.075-113.19113.19-134.8121.101.6338.6338.6314.847.4219.690.941.884.884.880.94-8.65-8.65-3.322.25-0.34-0.88-0.88-0.1751.0749.66-100.74122.155.636.26-134.040.4190.4190.1610.1490.3880.3880.075-113.19113.19-134.8119.312.4439.3739.3715.137.5619.610.871.734.514.510.87-8.59-8.59-3.302.30-0.34-0.89-0.89-0.1750.1050.40-100.49122.146.065.92-134.120.4190.4190.1610.1490.3880.3880.075-113.19113.19-134.8119.692.2539.2239.2215.077.5322.450.881.764.594.590.88-9.79-9.79-3.762.35-0.35-0.91-0.91-0.1849.1251.88-101.00122.145.946.03-134.110.4800.3360.1840.1690.4390.3080.084-113.19113.19-134.8119.612.3044.9031.4317.258.630.901.814.703.290.90-0.43-0.30-0.1764.0831.13-95.20123.627.003.29-133.9115.711.654）活载作用下的弯矩二二次分配上柱下柱左梁右梁上柱下柱左梁0.0000.7080.2920.2550.0000.6180.127-13.5513.55-13.539.603.951.9812.68-0.25-0.51-1.23-0.25-8.80-3.62-0.880.220.540.1113.48-13.4815.24-1.57-13.670.4030.4310.1660.1530.3720.3980.077-67.7667.76-67.654.80-0.6225.3627.1710.445.2211.36-0.36-0.72-1.75-1.88-0.36-4.43-4.75-1.82-0.690.110.260.270.0525.7333.78-59.5172.36-2.11-2.29-67.960.4190.4190.1610.1490.3880.3880.075-67.7667.76-67.6513.58-0.9422.7222.728.734.3711.83-0.26-0.53-1.37-1.37-0.26-4.85-4.85-1.86-0.770.110.300.300.0631.4629.70-61.1671.71-2.01-1.84-67.860.4190.4190.1610.1490.3880.3880.075-67.7667.76-67.6511.36-0.6923.6523.659.094.5411.73-0.30-0.59-1.54-1.54-0.30-4.80-4.80-1.84-0.750.110.290.290.0630.2230.59-60.8171.82-1.94-2.00-67.890.4190.4190.1610.1490.3880.3880.075-67.7667.76-67.6511.83-0.7723.4623.469.014.5111.75-0.29-0.57-1.49-1.49-0.29-4.81-4.81-1.85-0.750.110.290.290.0630.4830.40-60.8871.81-1.97-1.95-67.880.4190.4190.1610.1490.3880.3880.075-67.7667.76-67.6511.73-0.7523.5023.509.034.5113.44-0.29-0.58-1.50-1.50-0.29-5.51-5.51-2.12-0.990.150.390.390.0729.7231.42-61.1471.84-1.87-2.11-67.870.4800.3360.1840.1690.4390.3080.084-67.7667.76-67.6511.75-0.7526.8718.8110.335.16-0.38-0.76-1.98-1.39-0.380.180.130.0738.8118.94-57.7572.16-2.74-1.39-68.039.41-0.695）框架梁跨中弯矩矩计算由以上计算结果可可知边跨跨中中最大弯矩出出现在距梁左左端1/3处，此处弯弯矩为：上式中。中跨跨中最大弯矩矩为：。具体体计算结果如如下表：（1）恒载作用下框架架梁跨中弯矩矩恒载作用下框架梁梁跨中弯矩表9.36层边跨（AB跨）中跨（BC跨）(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)7-115.26170.42232.4098.75-157.97157.97226.4868.516-105.38121.71169.7958.96-134.77134.77200.3765.605-99.56122.18169.7962.68-134.37134.37197.7363.364-100.74122.15169.7961.91-134.04134.04197.7363.683-100.49122.14169.7962.07-134.12134.12197.7363.612-101.00122.14169.7961.74-134.11134.11197.7363.621-95.20123.62169.7965.11-133.91133.91197.7363.82注：CD跨框架梁跨跨中弯矩与AB跨相同。（2）活载作用下框架架梁跨中弯矩矩活载作用下框架梁梁跨中弯矩表9.37层边跨（AB跨）中跨（BC跨）(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)7-13.4815.2420.336.26-13.6713.6719.8456.176-59.5172.36101.6437.85-67.9667.9699.22531.265-61.1671.71101.6436.96-67.8667.8699.22531.374-60.8171.82101.6437.16-67.8967.8999.22531.333-60.8871.81101.6437.12-67.8867.8899.22531.342-61.1471.84101.6436.93-67.8767.8799.22531.361-57.7572.16101.6439.09-68.0368.0399.22531.19注：CD跨框架梁跨跨中弯矩与AB跨相同。6）框架梁的剪力计计算由于框架梁简化为为仅承担集中中荷载，因此此由力的平衡衡条件可知，框框架梁的剪力力大小等于其其跨中集中荷荷载的数值。具具体结果见内内力图7）框架柱的剪力计算算由于框架柱间无横横向荷载，故故柱子的剪力力为：计算结果如下表所所示。恒载作用下框架柱柱的剪力计算算表9.38层(m)边柱（A柱）中柱（B柱）Mc上(kN﹒m)Mc下(kN﹒m)Vc(kN)Mc上(kN﹒m)Mc下(kN﹒m)Vc(kN)74.5115.2669.07-40.96-12.461.822.3664.236.3146.42-19.7011.237.44-4.4554.253.1551.07-24.814.755.63-2.4744.249.6650.10-23.756.266.06-2.9334.250.4049.12-23.695.925.94-2.8224.251.8864.08-27.616.037.00-3.101631.1315.71-7.813.291.65-0.82注：D柱与A柱剪力相同；B柱柱与C柱剪力相同同。活载作用下框架柱柱的剪力计算算表9.39层(m)边柱（A柱）中柱（B柱）Mc上(kN﹒m)Mc下(kN﹒m)Vc(kN)Mc上(kN﹒m)Mc下(kN﹒m)Vc(kN)74.513.4825.73-8.71-1.57-2.110.8264.233.7831.46-15.53-2.29-2.011.0254.229.7030.22-14.27-1.84-1.940.9044.230.5930.48-14.54-2.00-1.970.9434.230.4029.72-14.31-1.95-1.870.9124.231.4238.81-16.72-2.11-2.741.151618.949.41-4.72-1.39-0.690.35注：D柱与A柱剪力相同；B柱柱与C柱剪力相同同。8）框架柱轴力计算竖向荷载作用下，每每一层的框架架柱的上端截截面轴力等于于上层柱传来来的轴力加上上本层纵、横横向框架梁传传来的荷载（即即梁端剪力），柱柱的下端截面面轴力等于上上端截面轴力力加上本层柱柱的自重。具具体计算如下下。（1）恒载作用下①纵向跨架梁传来的的框架柱轴力力计算边柱顶层柱女儿墙：8.4××0.6×3.788=19.005kN屋面荷载：8.44×1.1×5.27=48.699kN纵向框架梁重：77.24kNN总计：=19.005+48.699+7.24=74.99kN六层柱楼面荷载：8.44×1.1×3.73=34.477kN纵向框架梁重：77.24kNN外墙及窗重：(88.4×4..5-2.885×2.77×2)×00.65+22.85×22.7×2××0.3=19.188kN总计：=34.447+7.24+19.188=60.89kN2-5层柱楼面荷载：8.44×1.1××3.73==34.477kN纵向框架梁：7..24kN外墙及窗重：（88.4×4..2-2.885×2.77×2）×0.655×0.5++2.85××2.7×2×0..3=17.55kN总计：=2×(334.47++7.24+17.555)=59.255kN中柱顶层柱屋面荷载：8.44×2.155×5.27=95.188kN纵向框架梁重：77.24kkN总计：=95.118+7.24=102.422kN2-6层柱楼面荷载：8.44×2.155×3.73=67.366kN纵向框架梁重：77.24kNN总计：=67.336+7.24)=74.61kNN②柱子自重及横向墙墙体重顶层柱重：2.0042×4..5=9.119kN；标准层柱重：2..042×44.2=8..58kN横向墙体重：顶层：边柱：((4.5-00.5-0..15)×33.3×0..43=5..46kN中柱：(4.5--0.5-00.15)××(3.3++2.1)××0.43==8.94kkN标准层：边柱：(4.2--0.5-00.15)××3.3×00.43=5.04kNN中柱：(4.2--0.5-00.15)××(3.3++2.1)××0.43==8.24kNN总计：顶层：边柱：=9.199+5.46=14.65kNN中柱：=9.199+8.944=18.113kN标准：边柱：=8.588+5.05=13.622kN中柱：=8.588+8.244=16.882kN（2）活载作用下纵向跨架梁传来的的荷载计算如如下：边柱顶层柱边柱：=8.4××1.1×00.5=4..62kN中柱：=8.4××2.15××0.5=99.03kNN标准层边柱：=8.4××1.1×22.5=233.10kNN中柱：=8.4××2.1