威海大学第二教学楼设计

题目威海大学第二教学楼设计建筑设计建筑总平面设计本设计为威海大学第二教学楼，是六层的教学楼，一层高4.2米，另一层高3.9米，总长000米，总宽1000米，建筑面积1609.56平方米。因为它是威海校区的一部分，其他行政办公室，生活建筑，一些教学楼和语言教室，大学教师办公室，体育场馆等设施可以使用学校相应的建筑物和设施。教学楼主要是普通教室和联合教室。平面布局设计次平面布局设计布局紧凑，平面组合满足柱网格规范的要求，满足建筑模量和梁的经济跨度要求。每个功能区的一般教室都设在阳光充足的一侧。浴室，楼梯，办公室，活动，休息和接待区都安排在阴凉的一面。音乐教室安排在教学楼顶层的东侧，以尽量减少对其他隔断的影响。每个分区是独立且互连的，彼此的功能不会相互影响，但可以高效且廉价地连接。走廊的宽度为3.6米，以满足人流量。教学楼的主楼梯设有主楼梯。主楼一楼除中大厅门外两侧有门侧，符合现行的防火规定和安全疏散组织。建筑立面设计外形为矩形，整体大方，朴素庄严。开窗面积与数量距满足建筑采光要求。建筑剖面设计该结构的横截面大多为矩形，横截面的横截面形状规则，简单，有利于梁和板结构的布置，结构相对简单。墙，横梁和其他房屋的结构构件，直接连接到门窗组件，外部走廊和内部使用空间，以及基础，脚和檐口等保护性基础。比例和比例是合适的，使用节奏，虚拟和真实对比，身体完整性，形式和内容一致性的节奏。建筑设计资料工程建筑功能为公共建筑，使用年限为50年（1）设计地点：山东省威海市，其余所需资料查规范。（2）冬季采暖计算温度-10℃。夏季通风室外空气计算温度30℃。（3）场地平坦，自然地面标高380.03m，地下水属潜水类型，勘察期间稳定水位深5.0-10.0m，地下水对砼无腐蚀性。场地土层分布有明显的规律性，从上至下依次为建筑垃圾0.9m；砂土1.5-4.0m；风化岩2.0-4.0m。建议彻底清除建筑垃圾（不宜直接作天然地基），砂土层建议地基承载力标准值fk=210kPa。（4）冻土深度：1.8m。场地平坦，自然地面标高380.03m，地下水属潜水类型，勘察期间稳定水位深5.0-10.0m，地下水对砼无腐蚀性。场地土层分布有明显的规律性，从上至下依次为建筑垃圾0.9m；抗震等级为二级，设防烈为八度，地震加速度为0.1g建筑设计荷载（1）基本风压：0.40kN/m2。（2）基本雪压：0.30kN/m2。（3）楼面活荷载：2.5kN/m2（4）屋面活荷载：0.5kN/m2（5）常用材料和构件重量见《建筑结构荷载规范》（GB50009-2006）。结构设计2.1结构承重方案选择根据建筑物的功能要求和建筑结构的布局，该项目确定了钢筋混凝土框架承重方案。主要构件选型：(1)框架结构形式：现浇钢筋混凝框架、现浇楼盖；(2)墙体采用：混凝土空心小砌块墙体厚度：300mm（外墙）；240mm（内墙）；(3)楼梯：采用板式楼梯；(4)基础采用：柱下独立基础：图2.1结构布置图梁﹑柱截面尺寸估算框架梁截面尺寸确定（1）横向框架梁边跨跨度L=8.7mh=（1/8~1/12）L>725mm取h=750mmb=（1/2~1/3）h=325~250取b=300mm（2）中间跨度L=3.6mh=（1/8~1/12）L>300mm取h=400mmb=（1/2~1/3）h>200取b=200mm纵向向框架梁，最大跨度L=6.3mh=（1/8~1/12）L>525mm取h=550mmb=（1/2~1/3）h=200~275取b=300mm表2.1梁截面尺寸层次混凝土强度等级横梁（b×h）纵梁边跨中间跨1~6C30300×750200×400300×550柱截面尺寸及柱高度确定根据公式2.1初定柱尺寸500×700mm，一至五层框架柱混凝土强度等C30。（2.1）μc：允许轴压比，三级0.9，二级0.8，一级0.7。N：竖向荷载与地震作用组合的最大轴力设计值。rG：分项系数，取为1.2；w：单位面积重量，取为12~14kN/m2；S：柱承载楼面面积；n：柱设计截面以上楼层数；1：一、二级抗震设计角柱为1.3，其余为1.02：由于水平力使轴力增大的系数，7度1.05，8度1.1，9度1.2。n：为验算截面以上楼层层数边柱和中柱的尺寸相同。楼板厚度本设计楼板采用双向板，板厚>1/40×l=1/40×3600=90mm。考虑到板的挠度，裂缝宽度的限制以及板中管道的铺设等。根据经验取板厚h=120mm。确定框架计算简图取③-③轴线框架进行计算假定框架柱嵌固于基顶，一层柱高从基础顶面算至二层楼面，高为5.1m。其余楼层柱高从楼面算至上一层楼面（即层高），故可绘出框架计算简图：一榀框架。图2.2结构计算简图楼板设计屋面和楼面板的荷载计算屋面和楼面板的永久荷载取自《建筑荷载规范》（GB50009—2006），楼板的具体做法和永久荷载标准值的计算见表3.1。表3.1板的做法与荷载统计名称做法厚度（mm)容重(kN/m3)重量（kN/m2)铺地砖楼面铺地砖面层10200.21：4水泥砂浆结合层20200.41：3水泥砂浆找平层20200.4钢筋混凝土楼板120253.0板底20厚粉刷抹平20170.34永久荷载4.34卫生间地砖铺实10200.21：4干硬性水泥砂浆25200.5基层处理剂一遍0.05C20混凝土0.5％找坡20250.711：2.5水泥砂浆找平20200.4防水涂料1.50.2钢筋混凝土楼板120253板底20厚粉刷抹平20170.34永久荷载5.4非上人屋面1：2.5水泥砂浆保护层20200.4聚乙烯膜一层0.49.310.04三毡四油0.4C20细石混凝土找平层30220.66水泥蛭石保温层15050.751：2.5水泥砂浆找平层20200.4最薄处1：2.5水泥砂浆找坡20200.4SBS改性沥青防水卷材40.050.00021.2.5水泥砂浆找平层20200.4钢筋混凝土楼板120253永久荷载6.81楼板计算根据《混凝土结构设计规范》（GB50010—2010），楼板长边l02与短边l01之比小于2时，宜按双向板计算。楼板长边l02与短边l01之比大于2，但小于3.0时，宜按双向板计算，当按沿短边受力的单向板计算时，应沿长边方向布置足够的构造钢筋。根据本工程的实际尺寸，楼板全为双向板，楼板按照弹性方法进行计算。标准层楼板区格划分每块楼板按照支撑方式的不同，划分为不同的区快，具体划分见图3.2。图3.1标准层楼板区格图荷载设计值根据《建筑结构荷载规范》，按照活荷载控制，恒荷载标准值和活荷载标准值分别乘以对应的分项系数得到荷载设计值。恒、活荷载分项系数分别为1.2和1.4。楼面恒荷载设计值g=1.2×4.34=5.21kN/m楼面活荷载设计值q=1.4×2.5=3.5kN/m满布恒荷载以及间隔布置活荷载一半g+q/2=6.96kN/m活荷载一半q2=1.75满布恒荷载和活荷载g+q=8.8kN/m弯矩计算多跨连续双向板跨中最大正弯矩：为了得到连续双向板跨中最大正弯矩，荷载分布情况可以分解为满布荷载g+q/2及间隔布置±q/2两种情况，前一种情况可近似认为各区格板都固定支承在中间支承上，对于后一种情况可近似认为在中间支承处都是简支的。沿楼盖周边则根据实际支承情况确定。分别求得各区格板的弯矩，然后叠加得到各区格板的跨中最大弯矩。多跨连续双向板支座最大负弯矩：支座最大负弯矩可按满布活荷载时求得。计算结果以及相应过程见表3.2.表3.2板的计算过程区格13679l014.353.63.64.353.6l026.36.36.34.54.5l0.690.570.570.970.8支承情况g邻边简支邻边固定短边简支三边固定四边固定长边简支三边固定四边固定q四边简支四边简支四边简支四边简支四边简支gm0.04330.039240.03760.02280.0271m0.01680.004880.00640.01840.0144m-0.1002-0.08218-0.08056-0.0618-0.0664m0-0.08218-0.080560-0.0664m-0.0771-0.0571-0.0571-0.058-0.0334m00-0.0571-0.058-0.0334qm0.06960.086320.086320.039320.0561m0.02620.022280.022280.03650.0334M18.385.555.434.94.02M24.552.02.14.382.73M1-16.68-9.37-9.19-10.29-7.57M10-9.37-9.190-7.57M2-12.84-6.51-6.51-9.66-6.38M200-6.51-9.66-6.38注：为短边长，为长边长，为短跨方向跨中弯矩系数，为长跨方向跨中弯矩系数，为短跨方向支座弯矩系数。为长跨方向支座弯矩系数。为短跨方向跨中弯矩，为长跨方向跨中弯矩，为短跨方向支座弯矩。。为长跨方向支座弯矩。表3.3板的配筋截面M/（kN∙m）h0/mmAs/mm2选配钢筋实配钢筋面积/mm2跨中B3l01方向5.55100209.71A8@200252l02方向29083.03A8@200252B6l01方向5.43100205.08A8@200252l02方向2.19087.22A8@200252B7l01方向2.6410098.70A8@200252l02方向3.1790132.29A8@200252B8l01方向3.27100122.53A8@200252l02方向1.529062.97A8@200252B9l01方向4.02100151.04A8@200252l02方向2.7390113.70A8@200252支座2-39.37100359.22A10@2003933-66.51100246.86A8@2002526-66.51100246.86A8@2002526-96.51100246.86A8@2002526-59.19100352.07A10@2003939-87.57100288.21A8@2002528-85.71100215.88A8@2002528-54.23100159.05A8@2002528-75.71100215.88A8@2002527-48.02100305.87A10@200393竖向荷载作用下的内力计算计算单元以③轴线横向框架结构计算为代表，计算单元的宽度为6.3m，如图4.1所示。由于框架内设有纵向次梁，故直接传给该框架横梁的楼面荷载，如图4.1中的斜线阴影所示，计算单元范围内的其余楼面荷载则通过纵向次梁以集中力的形式传给框架横梁，作用于各节点上。由于纵向框架梁的中心线与主的中心线重合，因此不需要考虑框架节点上的集中力矩。图4.1横向框架计算单元荷载标准值计算根据表3.1中屋面和楼面板的荷载计算结果得到以下荷载统计结果。屋面及楼面永久荷载标准值（1）不上人屋面恒载6.81kN/m2（2）标准层楼面恒载4.34kN/m2、屋面及楼面可变荷载标准值（1）不上人屋面均布活荷载标准值0.5kN/m2（2）标准层楼面均布活荷载标准值2.5kN/m2（3）屋面雪荷载标准值s梁、柱重力荷载计算梁和柱上的重力载荷可以根据构件的横截面尺寸，材料的体积密度和粉刷来计算。结算结果见表4.1。表4.1梁、柱重力荷载标准值计算表格层次1构件主梁次梁柱KL-1KL-2L-1L-2KZ-1b0.30.20.30.30.5h0.750.40.550.550.7γ2525252525β1.051.051.051.051.1g5.9062.14.334.339.625l82.95.845.1n281464456G1322.9485.261607.29669.282748.9G3084.785833.68续表4.1层次2-6构件主梁次梁柱KL-1KL-2L-1L-2KZ-1b0.30.20.30.30.5h0.750.40.550.550.7γ2525252525β1.051.051.051.051.1g5.9062.14.334.339.625l82.95.843.9n281464456G1322.9485.261607.2969.282102.1G3084.785186.88注：1.表中β为考虑梁、柱的粉刷层重力荷载而对其重力荷载的增大系数；g表示单位长度构件重力荷载；n为构件数量；r表示材料的容重，kN/m3；l；表示构件长度，G；表示构件重力荷载标准值。2.梁长度取净长，柱长度取层高。墙体重力荷载标准值计算外墙外侧为300mm厚的水泥空心砖，12mm厚1：3水泥砂浆打底，6mm厚1：2.水泥砂浆粉面，最外层刷外墙涂料，内侧6厚1：2.5水泥砂浆粉面，则外墙单位墙面重力荷载为：0.006×20+0.012×20+0.3×9.8+0.006×20=3.42内墙240mm厚的混凝土空心小砌块，两侧20厚抹灰，则外墙单位墙面重力荷载为：11.8×0.2+0.02×17×2=3.04考虑到门窗洞口的影响，在计算总重力荷载乘以折减系数0.9。计算结果如表4.2、4.3及4.4。表4.2屋面梁上墙体自重位置单位墙重/(kNm女儿墙高/(m)均布墙重/(kNm跨度/(m)数量重量/kN总重/kN纵向6.960.85.56874.282827.181068.95横向6.960.85.26821.482241.77表4.32-5层墙体自重位置单位墙重/(kNm层高/m梁高/m跨度/m数量墙重/kN折减后墙重/kN外纵墙3.423.90.556.32144.362346.02内纵墙3.043.90.556.311705.753.043.90.554.5145.83外横墙3.423.90.758.74374.903.423.90.43.6286.18内横墙3.043.90.758.7151249.67表4.4首层梁墙体自重位置单位墙重/(kNm层高/m梁高/m跨度/m数量墙重/kN折减后墙重/kN外纵墙3.425.10.556.32196.073218.45内纵墙3.045.10.556.311958.563.045.10.554.5162.24外横墙3.425.10.758.74517.723.425.10.43.62115.73内横墙3.045.10.758.7151725.73竖向荷载计算恒载计算各层梁上作用的恒载如图4.2所示，图中q11和q12代表横梁自重，为均布荷载形式；q21，q22，q23，q24，q25分别为房间和走道板传给横梁的三角形荷载和梯形荷载；P1、P2、P3、P4为由纵向框架梁和次梁传给柱的集中荷载，它包括梁自重、楼板重和女儿墙等的重力荷载。图4.2各层梁上作用的恒载（1）第六层恒载计算由前构件重力荷载代表值计算得：qqq25=3.6×6.81=24.65kN/mp1p2=p5=6.81×p3=p4=6.81×（2）第一至五层恒载计算qq12=q13=5.906qq25=3.6×4.34=15.62kN/mp1=p6=4.34×p2=p5=4.34×p3=p4=活载计算图4.3各层梁上作用的活载（1）第六层活荷载计算q21=q22=q23=q24=0.5×4.35=2.175kN/mq25=0.5×3.6=1.8kN/mp1=p6=0.5×P2=P5=0.5×P3=P4=0.5×（2）一至五层活荷载计算q21=q22=q23=q24=4.35×2.5=10.88kN/mq25=2.5×3.6=9kN/mp1=p6=2.5×P2=P5=2.5×P3=P4=2.5×表4.5横向框架恒载汇总表层次q11(kN/m)q12(kN/m)q13(kN/m)q21(kN/m)q22(kN/m)q23(kN/m)q24(kN/m)65.9062.15.90629.6229.6229.6229.621-515.482.15.90618.8818.8818.8818.88层次q25(kN/m)p1(kN)p2(kN)p3(kN)p4(kN)p5(kN)p6(kN)624.65105.61149.48143.54143.54149.48105.611-515.26101.47105.15101.43101.43105.15101.47表4.6横向框架活载汇总表层次q21(kN/m)q22(kN/m)q23(kN/m)q24(kN/m)q25(kN/m)62.1752.1752.1752.1751.81~510.8810.8810.8810.8815.62续表4.6层次p1(kN)p2(kN)p3(kN)p4(kN)p5(kN)p6(kN)64.498.988.538.538.984.491~522.4344.8542.6842.6844.8522.43竖向荷载统计计算弯矩时弯矩以绕杆端顺时针转动为正，剪力以绕杆端顺时针为正，反之未负。下表为杆端内力计算。(1)集中荷载P作用下的杆端内力计算（4.1）（4.2）(2)均布荷载作用下的杆端内力（4.3）（4.4）(3)三角形荷载作用下的杆端内力（4.5）（4.6）(4)双三角形荷载作用下的杆端内力（4.7）（4.8）表4.7荷载作用梁端内力统计荷载类别梁荷载层次l/mP/kNM左/kN•m(M右=-M左)M中kN•mV左/kNV右/kN次梁次梁板ACDF恒载68.7149.48-162.56162.5674.74-74.741-58.7105.15-114.35114.3552.58-52.58活载68.78.98-9.779.774.49-4.491-58.744.85-48.7748.7722.43-22.43续表4.7荷载类别梁荷载层次l/mq(kN/m2)M左/kN•m(M右=-M左)M中kN•mV左/kNV右/kN主梁板重ACDF恒载68.726.62-89.2036.7357.90-57.901-58.718.88-63.2626.0541.06-41.06活载68.72.175-7.293.004.73-4.731-58.710.88-36.4615.0123.66-23.66主梁自重及墙重AC恒载68.75.91-37.2518.6325.69-25.692-58.715.48-97.6548.8367.35-67.35CD恒载63.62.1-2.271.133.78-3.782-53.62.1-2.271.133.78-3.78中梁板重CD恒载63.624.65-16.649.9832522.19-22.191-53.615.62-10.546.326114.06-14.06活载63.61.8-1.220.7291.62-1.621-53.69-6.083.6458.10-8.10注：主梁自重及墙重DF梁1-5层同第六层表4.8恒载作用下杆端内力统计层数ACCDDFMAC左/kN•mMAC右/kN•mMCD左/kN•mMCD右/kN•mMDF左/kN•mMDF右/kN•m6-289.01289.01-18.9118.91-289.01289.011-5-275.27275.27-12.8112.81-214.87214.87表4.9活载作用下杆端内力统计层数ACCDDFMAC左/kN•mMAC右/kN•mMCD左/kN•mMCD右/kN•mMDF左/kN•mMDF右/kN•m6-17.0517.05-1.2151.215-17.0517.051-5-85.2385.23-6.0756.075-85.2385.23恒荷载作用下的内力计算荷载作用下的内力计算采用弯矩二次分配法。图4.4恒载作用下轴线内力4.5.1恒荷载作用下梁内力通过轴线剪力求的梁端剪力，在通过梁端剪力求的梁端弯矩为让框架结构出现合理的破坏，塑性较允许出现，对梁端弯矩进行调幅，梁端最大负弯矩MA0和MB0分别乘以调整系数0.8得到MA和MB。最大正弯矩MC0调整如式4.9（4.9）表4.10恒荷载作用下梁端内力层次内力类型ACCACDDCDFFDMACkN•mMCDkN•mMDFkN•m6轴线剪力/kN157.32-159.3410.88-11.47159.42-157.24361.02-4.13365.57梁端剪力/kN154.5-156.519.31-9.89156.59-154.41梁端弯矩/kN•m-119.72127.81-42.0442.89-124.04115.34弯矩调幅/kN•m-95.77102.24-33.6334.31-99.2392.275轴线剪力/kN160.81-119.59.54-7.39115.96-122.7285.224.33290.73梁端剪力/kN154.86-113.548.28-6.12113.35-120.09梁端弯矩/kN•m-176.37192.32-22.3619.36-145.4172.39弯矩调幅/kN•m-141.09153.85-17.8915.48-116.32137.914轴线剪力/kN160.54-119.779.34-7.59119.62-119.04291.522.2318.58梁端剪力/kN154.59-113.818.07-6.33117.01-116.43梁端弯矩/kN•m-167.13185.26-24.5522.14-134.73132.43弯矩调幅/kN•m-133.7148.21-19.6417.71-107.78105.943轴线剪力/kN160.54-119.779.34-7.59119.62-119.04291.522.2318.58梁端剪力/kN154.59-113.818.07-6.33117.01-116.43梁端弯矩/kN•m-167.13185.26-24.5522.14-134.73132.43弯矩调幅/kN•m-133.7148.21-19.6417.71-107.78105.942轴线剪力/kN160.6-119.719.32-7.61122.2-116.46290.632.39330.18梁端剪力/kN154.65-113.758.05-6.34119.59-113.85梁端弯矩/kN•m-168.54186.18-24.2821.92-134.52111.54弯矩调幅/kN•m-134.83148.95-19.4217.54-107.6289.241轴线剪力/kN160.52-119.797.76-9.17119.71-118.95304.65-1332.27梁端剪力/kN154.57-113.836.5-7.9117.11-116.34梁端弯矩/kN•m-150.63168.9-25.0127.05-122.77119.7弯矩调幅/kN•m-120.5135.12-20.0121.64-98.2295.764.5.2恒荷载作用下柱内力表4.11恒荷载作用下柱端内力层次内力A柱C柱D柱F柱6N上/kN157.32170.22170.89157.24M上/kN•m172.02-161.45171.09-178.73V左=V右/kN-60.0358.01-55.3256.42M下/kN•m62.10-64.7944.67-41.31N下/kN194.95207.85208.52194.875N上/kN355.76336.90331.86317.58M上/kN•m61.83-64.7944.67-41.31V左=V右/kN-35.0035.77-26.5725.64M下/kN•m74.67-74.7158.96-58.68N下/kN393.39374.53369.49355.214N上/kN553.93503.64496.70474.25M上/kN•m75.11-74.7158.96-58.68V左=V右/kN-38.4138.31-30.2430.09M下/kN•m74.67-74.7158.96-58.68N下/kN591.56541.27534.33511.883N上/kN752.11670.38661.54630.92M上/kN•m75.11-74.7158.96-58.68V左=V右/kN-37.8737.96-29.9638.04M下/kN•m72.58-73.3357.90-89.69N下/kN789.74708.01699.17668.552N上/kN950.34837.05828.98785.01M上/kN•m73.08-73.3357.90-89.69V左=V右/kN-45.7944.31-34.9444.06M下/kN•m105.49-99.4778.36-82.16N下/kN987.97874.68866.61822.641N上/kN1148.491002.23995.50941.59M上/kN•m82.33-75.8759.89-64.11V左=V右/kN-33.4129.80-23.2326.05M下/kN•m88.08-76.1158.60-68.75N下/kN1197.711051.451044.71990.80水平荷载作用下内力计算框架侧移刚度计算框架结构计算单元根据结构布置和荷载计算，对一榀横向中框架进行计算，结构计算简图及构件尺寸如图5.1所示。图5.1横向框架计算单元梁、柱线刚度计算：梁柱的线刚度计算公式如下（5.1）Ec：混凝土的弹性模量，本设计采用C30混凝土，Ec=3.0×104N/mm2l：构件的计算长度I：截面惯性矩，构件为矩形截面I=b∙b：截面宽度h：截面高度本设计采用现浇式楼板，故考虑楼板对梁线刚度的影响。表5.1横梁线刚度及考虑P-Δ效应框架线刚度折减计算类别b×h(mm×mm)l/(mm)i/(N/mm)i/(N/mm)折减后（中框架）I=2I0(中间框架)I=1.5I0(边框架)边横梁300×75087007.27×10105.46×10102.91×1010中横梁200×40036001.78×10101.33×10100.71×1010表5.2柱线刚度及考虑P-Δ效应框架线刚度折减计算层次b×h/(m×m）h/（mm）i/(N/mm)i折减后/(N/mm)1500×70051008.41×10105.05×10103—6500×700390010.99×10106.6×1010柱侧移刚度D值计算柱的抗侧刚度计算公式为（5.2）α：考虑柱上下节点弹性约束的修正系数ic：构件线刚度h：层高根据框架结构的不同层次和不同位置确定梁柱的线刚度比K，确定α的值，进而求的侧移刚度D.表5.3框架柱的侧移刚度D值(单位：N/nn2)层次位置KαDinDD2-6边框边柱0.4970.19917252.758138021.971103545.95边框中柱0.6180.23620463.498163707.89中框边柱0.4120.17114802.6920296053.70中框中柱0.8230.29225288.1220505762.381边框边柱0.6490.43416831.538134652.221046451.64边框中柱0.8070.46618069.088144552.67中框边柱0.8640.47618482.1620369643.24中框中柱1.0760.51219880.1720397603.49水平荷载作用下P-Δ效应的考虑由于竖向荷载作用较大，所以在水平荷载作用下内力的计算要考虑竖荷载的影响，即P-Δ效应。将框架结构的梁柱向刚度进行折减，梁的线刚度折减系数为0.4，柱的线刚度折减系数为0.6。在表5.1和表5.2已经折减。表5.4计算折减线刚度后的一榀框架侧移刚度。表5.5计算梁柱的内力增大系数。（5.3）楼层j中所有m个柱子的侧向刚度之和，计算结构中的弯矩增大系数时，对柱、梁的截面弹性抗弯刚度，乘以折算系数；对梁，取0.4；对柱，取0.6；计算位移增大系数时，不进行刚度折减；：楼层j中所有m个柱子的轴向力设计值之和；h：楼层j的层高在表5.4中自重产生的柱轴向力标准值按一榀框架计算，取自表4.9和4.12中的轴力计算结果。考虑荷载组合系数按(1.2×恒载+0.9×1.4×活载)得到柱轴力设计值。表5.4考虑P-Δ效应框架结构刚度折减计算层次柱号折减后的线刚度kαcDjkk=1i1i2i3i4ic2-6边柱02.9102.915.050.576240.223678911.670151506.99中柱2.910.712.910.715.050.716830.2638510512.301边柱02.91006.60.440910.3854711742.16189341.02中柱2.910.71006.60.548480.4114112532.33表5.5考虑P-Δ效应框架梁柱内力增大系数计算层次k=1柱轴力标准值（kN）k=1梁的η柱的η恒载活载6151506.99806.18193.88251211.7181.008062251.008062255151506.991492.6561.15852498.1991.016765451.012413854151506.992179.04928.43453784.6811.0256202381.0211928443151506.992865.471295.7115071.1621.034630611.0301254242151506.993551.91662.946357.5851.0438002851.0392154481189341.034284.6682076.5567758.0631.0427246191.043262452地震作用下框架内力计算重力荷载代表值计算各楼层和板的永恒荷载标准值，墙的自重（上和下各半层），梁的自重，柱的自重（上和下各半层）以及楼面的活荷载分别乘以各自的组合系数，然后相加得到每层的重力荷载代表值。表5.6各层重力荷载代表值层次123456Gi/(kN)16955.2516196.2816196.2816196.2816196.2817319.36横向自振周期计算本结构体型规则，质量和刚度沿高度均匀分布，采用顶点位移法计算结构自振周期。（5.4）（5.5）（5.6）Gk：集中在k层楼面处的重力荷载代表值：把集中在各层楼面处的重力荷载代表值视为水平荷载而得到的第i层的层间剪力：第i层的层间侧移刚度：第i层的层间侧移；s：同层内框架柱的总数基本周期表5.7结构顶点假相位移计算层次Gi/kNVGi/kNDiΔTi/mmΔT/mm617319.3617319.361103545.95615.7319.9516196.2833515.641103545.95630.4304.2416196.2849711.921103545.95645.0273.8316196.2865908.201103545.95659.7228.8216196.2882104.481103545.95674.4169.1116955.2599059.731046451.64294.794.7水平地震作用级楼层剪力计算本结构高度小于40m，质量与刚度沿高度分布均匀，剪切变形为主，用底部剪力法计算水平地震作用，结构总水平荷载标准值根据规范，.根据各质点水平地震作用按计算表5.8各质点水平地震作用及楼层地震剪力计算表层次Hi/mGi/kNGiHi/kN∙mFi/kNVi/kN624.617319.36426056.2560.2891253.631253.63520.716196.28335262.9960.227986.482240.10416.816196.28272097.5040.185800.623040.72312.916196.28208932.0120.142614.763655.482916196.28145766.520.099428.904084.3915.116955.2586471.7750.059254.434338.82水平地震作用下的位移验算（5.7）：第j层第k根柱的抗侧刚度m：框架第j层的总柱数表5.9横向水平地震作用下的位移验算Vi/kNDiΔui/mmui/mmhi/mmθe=Δui/h1253.631103545.9561.1417.0836001/31692240.11103545.9562.0315.9536001/17733040.721103545.9562.7613.9236001/13073655.481103545.9563.3111.1636001/10874084.391103545.9563.707.8536001/9734338.821046451.6424.574.1551001/1230水平地震作用下的内力计算（1）各层柱端弯矩及剪力值以3号轴线取一榀框架计算为代表。框架柱端剪力和弯矩分别按以下公式计算。y为修正后的反弯点高度。（5.8）（5.9）（5.10）（5.11）：柱端剪力：柱端弯矩y：修正后的反弯点高度y0：标准反弯点高度y1：上下梁刚度变化时的反弯点高度修正值y2，y3：层高变化时，反弯点高度变化值表5.10各层柱端弯矩及剪力值柱A12F12层次654321hi/m3.93.93.93.93.95.1Vi/kN1253.632240.13040.723655.484084.394338.82Di1103545.961103545.961103545.961103545.961103545.961046451.64Di114802.6914802.6914802.6914802.6914802.6918482.16Vi1/kN16.8230.0540.7949.0354.7976.63K0.4120.4120.4120.4120.4120.864y0.2060.3060.3560.450.480.63Mi1(Nmm)-52.072-81.328-102.442-105.177-111.108-144.603Mi2(Nmm)-13.51-35.86-56.629-86.054-102.561-246.216续表5.10柱C12D12层次654321hi/m3.93.93.93.93.95.1Vi/kN1253.632240.13040.723655.484084.394338.82Di1103545.961103545.961103545.961103545.961103545.961046451.64Di119880.1719880.1719880.1719880.1719880.1725288.12Vi1/kN22.5840.3554.7865.8573.58104.85K0.8230.8230.8230.8230.8231.076y0.3120.40.450.450.50.65Mi1(Nmm)-60.597-94.431-117.499-141.254-143.48-187.157Mi2(Nmm)-27.48-62.954-96.135-115.572-143.48-347.578（2）梁端弯矩、剪力及柱轴力根据节点弯矩平衡条件，按照线刚度比值分配梁端弯矩。=1\*GB3①梁端弯矩：（5.12）（5.13）：：节点左、右的梁端弯矩：节点上、下端弯矩：节点左、右的梁线刚度=2\*GB3②梁端剪力（5.14）l：梁的跨长=3\*GB3③柱的轴力以柱子为隔离体从上而下逐层叠加节点左右的梁端剪力，可得柱的轴力。表5.11梁端弯矩、剪力及柱轴力层次剪力轴力边梁走道梁A3柱C3柱M(N∙mm)M(N∙mm)L/mVb/kNM(N∙mm)M(N∙mm)L/mVbNi/kNNi/kN652.3148.488.7-11.5812.1212.123.6-6.7311.58-4.82594.8497.538.7-22.1124.3824.383.6-13.5533.69-13.394138.30144.368.7-32.4936.0936.093.6-20.0566.18-25.833161.81189.918.7-40.4347.4847.483.6-26.38106.61-39.882197.16207.248.7-46.4851.8151.813.6-28.78153.09-57.581247.16264.518.7-58.8166.1366.133.6-36.74211.90-79.65水平地震作用下的考虑P-Δ效应梁柱内力计算考虑P-Δ效应的影响，将计算得到的内力乘以5.1.4中的内力增大系数，得到梁、柱的内力。表5.12考虑P-Δ效应框架梁柱内力层次654321MAB左52.4996.45141.9167.47205.84257.79MAB右48.8799.19148.12196.56216.36275.88MCD左12.2224.837.0349.1454.0968.97VAB-11.65-22.49-33.33-41.84-48.53-61.34VCD-6.79-13.78-20.57-27.3-30.05-38.32NAC-11.65-34.08-67.55-109.79-159.04-221NCD4.8613.5526.3741.0859.8383.08M上-52.49-82.3-104.59-108.33-115.44-150.82M下-13.62-36.29-57.82-88.64-106.56-256.8M上-61.08-95.56-119.97-145.49-149.08-195.21M下-27.7-63.71-98.15-119.04-149.08-362.52注：弯矩单位为kN∙m，剪力单位kN.表5.13考虑P-Δ效应框架梁端内力层次MAB左MAB中（下侧受拉为正）MAB右MCD左648.411.8144.799.84588.581.3791.3219.984130.233.11136.4529.833152.8314.54181.9139.582188.855.26199.3843.571236.329.05254.4155.56注：弯矩单位为kN∙m，剪力单位kN.风荷载作用下的框架内力计算风荷载作用楼层剪力的计算因结构高度H=23.7m<30m，取βz表5.14风荷载标准值层次z(m)μzβzμsωohbA/m2Wk/kN624.150.911.30.651.956.312.299.34520.250.8411.30.653.96.324.5717.44416.350.7611.30.653.96.324.5715.78312.450.7411.30.653.96.324.5715.3628.550.7411.30.653.96.324.5715.3614.650.7411.30.654.2756.326.9316.84风荷载作用下的内力计算（1）各层柱端弯矩及剪力值以3号轴线取一榀框架计算为代表。框架柱端剪力和弯矩分别按以下公式计算。y为修正后的反弯点高度。（5.15）（5.16）（5.17）（5.18）：柱端剪力：柱端弯矩y：修正后的反弯点高度y0：标准反弯点高度y1：上下梁刚度变化时的反弯点高度修正值y2，y3：层高变化时，反弯点高度变化值表5.15各层柱端弯矩及剪力值柱层次hi/mmVi/kNDiDi1Vi1KyMi1Mi2A12F12639009.3480181.6083114802.691.720.4120.206-5.34-1.395390017.4480181.6083114802.693.220.4120.306-8.71-3.844390015.7880181.6083114802.692.910.4120.356-7.32-4.043390015.3680181.6083114802.692.840.4120.45-6.08-4.982390015.3680181.6083114802.692.840.4120.48-5.75-5.311510016.8476724.6740418482.164.060.8640.63-7.65-13.03C12D12639009.3480181.6083125288.122.950.8230.312-7.90-3.585390017.4480181.6083125288.125.500.8230.4-12.87-8.584390015.7880181.6083125288.124.980.8230.45-10.68-8.733390015.3680181.6083125288.124.840.8230.45-10.39-8.502390015.3680181.6083125288.124.840.8230.5-9.45-9.451510016.8476724.6740419880.174.361.0760.65-7.79-14.46注：弯矩单位为kN∙m，剪力单位kN.（2）梁端弯矩、剪力及柱轴力根据节点弯矩平衡条件，按照线刚度比值分配梁端弯矩。=1\*GB3①梁端弯矩：（5.19）（5.20）：节点左、右的梁端弯矩：节点上、下端弯矩：节点左、右的梁线刚度=2\*GB3②梁端剪力（5.21）l：梁的跨长=3\*GB3③柱的轴力以柱子为隔离体从上而下逐层叠加节点左右的梁端剪力，可得柱的轴力。表5.16梁端弯矩、剪力及柱轴力层次654321剪力边梁M(N∙mm)5.3410.111.1610.1310.7312.96M(N∙mm)6.3213.1615.415.314.3613.79L/m8.78.78.78.78.78.7Vb/kN-1.34-2.67-3.05-2.92-2.88-3.07走道梁M(N∙mm)1.583.293.853.833.593.45M(N∙mm)1.583.293.853.833.593.45L/m3.63.63.63.63.63.6Vb-0.88-1.83-2.14-2.13-1.99-1.92轴力A3柱Ni/kN1.344.017.079.9912.8715.95C3柱Ni/kN-0.88-2.71-4.85-6.97-8.97-10.88风荷载作用下的考虑P-Δ效应梁柱内力计算考虑P-Δ效应的影响，将计算得到的内力乘以5.1.4中的内力增大系数，得到梁、柱的内力。表5.17考虑P-Δ效应框架梁柱内力层次MAB左MAB右MCD左VABVCDNACNCDM上M下M上M下65.386.371.59-1.35-0.891.35-0.475.381.407.973.61510.2713.393.35-2.72-1.864.06-1.328.823.8913.038.68411.4515.813.95-3.13-2.207.22-2.277.474.1310.908.92310.4815.843.96-3.02-2.2010.29-3.116.275.1310.708.76211.2014.993.75-3.01-2.0813.38-4.065.985.529.819.81113.5214.383.60-3.21-2.0016.63-5.297.9813.598.1215.09注：弯矩单位为kN∙m，剪力单位kN.表5.18考虑P-Δ效应框架梁端内力层次MAB左MAB中（下侧受拉为正）MAB右MCD左64.910.50-5.901.2859.321.56-12.442.70410.352.18-14.713.1839.422.68-14.783.19210.151.90-13.943.02112.400.43-13.262.90注：弯矩单位为kN.m，剪力单位kN.内力组合框架梁、柱的内力标准值计算结果分别见表6.1、6.3。竖向荷载作用下的内力已经考虑了弯矩调幅，梁的内力也已经折算到节点边缘梁柱端控制截面。水平地震作用下框架梁轴线处的弯矩应该折算到梁端控制截面。内力组合时考虑非抗震组与抗震组合：非抗震组合：1)活荷载控制左风1.2*(1)+1.4*(2)+1.4*0.6*(5)2)活荷载控制下的右风1.2*(1)+1.4*(2)-1.4*0.6*(5)3)恒荷载控制左风1.35*（1）+1.4*0.7*（2）+1.4*0.6*（5）4)恒荷载控制右风1.35*（1）+1.4*0.7*（2）-1.4*0.6*（5）抗震组合：1)左震1.2*（3）+1.3*（4）2)右震1.2*（3）-1.3*（4）对于活荷载载的处理方式如下：认为满跨布置活载，支座弯矩不调整，跨中弯矩放大1.1倍。考虑梁端塑性内力重分布，对竖向荷载作用下的梁端负弯矩进行调幅，对于现浇框架，支座调幅系数取0.9。（1）框架梁内力组合时考虑梁端截面最大负弯矩，跨中最大正弯矩。（2）框架柱内力组合时考虑以下三种最不利内力组合：1）MMAX2）NMAX3）NMIN详细计算见表，表中单位规定如下：弯矩M的单位为kN·m，剪力V、轴力N的单位为kN。框架梁的内力组合框架梁的内力表6.1框架梁的内力荷载类型楼层iAC跨M左M中M右Vmax恒荷载效应（1）6-95.77361.02-102.24156.515-141.09285.22-153.85154.864-133.70291.52-148.20154.593-133.70291.52-148.20154.592-134.82290.63-148.94154.651-120.50304.65-135.12154.57活荷载效应（2）6-9.7227.48-9.899.225-40.09146.75-44.3145.994-42.29144.02-46.0845.933-42.29144.02-46.0845.932-42.64143.63-46.3045.911-39.68147.65-43.4145.92重力荷载代表值（3）=（1）+0.5*（2）6-100.63374.76-107.18161.125-161.14358.59-176.01177.864-154.84363.53-171.24177.553-154.84363.53-171.24177.552-156.14362.45-172.09177.611-140.34378.47-156.82177.53地震作用效应（4）648.411.81-44.7911.65588.58-1.37-91.3222.494130.23-3.11-136.4533.333152.83-14.54-181.9141.842188.85-5.26-199.3848.531236.32-9.05-254.4161.34风荷载作用效应（5）64.91-0.50-5.901.3559.32-1.56-12.442.72410.35-2.18-14.713.1339.42-2.68-14.783.02210.15-1.90-13.943.01112.40-0.43-13.263.21续表6.1荷载类型楼层iCD跨M左M中M右Vmax恒荷载效应（1）6-33.63-4.13-34.319.895-17.894.33-15.488.284-19.642.20-17.718.073-19.642.20-17.718.072-19.422.39-17.548.051-20.01-1.00-21.647.90活荷载效应（2）6-0.511.27-0.513.185-4.553.59-4.5515.894-4.014.32-4.0115.893-4.014.32-4.0115.892-3.954.37-4.0115.921-3.884.50-3.8815.89重力荷载代表值（3）=（1）+0.5*（2）6-33.88-3.50-34.5611.485-20.166.12-17.7616.224-21.654.36-19.7216.023-21.654.36-19.7216.022-21.404.57-19.5416.011-21.951.25-23.5815.85地震作用效应（4）69.840.00-9.846.79519.980.00-19.9813.78429.830.00-29.8320.57339.580.00-39.5827.30243.570.00-43.5730.05155.560.00-55.5638.32风荷载作用效应（5）61.280.00-1.280.8952.700.00-2.701.8643.180.00-3.182.2033.190.00-3.192.2023.020.00-3.022.0812.900.00-2.902.00续表6.1荷载类型楼层iDF跨M左M中M右Vmax恒荷载效应（1）6-99.23365.57-92.27156.595-116.32290.73-137.91120.094-107.78318.58-105.94117.013-107.78318.58-105.94117.012-107.61330.18-89.23119.591-98.22332.27-95.76117.11活荷载效应（2）6-9.3227.48-10.299.225-41.48146.75-42.9245.994-43.25144.02-45.1245.933-43.25144.02-45.1245.932-43.26143.78-45.4645.881-40.58147.65-42.5145.92重力荷载代表值（3）=（1）+0.5*（2）6-103.89379.31-97.42161.205-137.06364.11-159.37143.094-129.41390.59-128.50139.973-129.41390.59-128.50139.972-129.24402.07-111.96142.531-118.51406.10-117.01140.06地震作用效应（4）644.79-1.81-48.4111.65591.321.37-88.5822.494136.453.11-130.2333.333181.9114.54-152.8341.842199.385.26-188.8548.531254.419.05-236.3261.34风荷载作用效应（5）65.900.50-4.911.35512.441.56-9.322.72414.712.18-10.353.13314.782.68-9.423.02213.941.90-10.153.01113.260.43-12.403.21框架内梁的内力组合表6.2梁的得内力组合楼层iAC跨M左M中M右Vmax非抗震组合活荷载控制左风1.2*(1)+1.4*(2)+1.4*0.6*(5)6-124.41471.28-141.49201.865-217.61546.40-257.11252.514-210.95549.63-254.71252.443-211.73549.21-254.77252.352-212.95548.25-255.26252.381-189.74571.93-234.05252.47活荷载控制右风1.2*(1)+1.4*(2)-1.4*0.6*(5)6-132.66472.12-131.57199.595-233.26549.02-236.21247.944-228.34553.29-230.00247.183-227.56553.70-229.94247.272-230.00551.43-231.85247.321-210.56572.65-211.78247.08恒荷载控制左风1.35*（1）+1.4*0.7*（2）+1.4*0.6*（5）6-134.70513.89-152.67221.465-221.93527.55-261.57256.434-213.24532.86-257.58256.343-214.02532.44-257.64256.252-215.27531.52-258.15256.301-191.15555.61-236.09256.37恒荷载控制右风1.35*（1）+1.4*0.7*（2）-1.4*0.6*（5）6-142.94514.73-142.76219.195-237.59530.17-240.68251.864-230.63536.52-232.87251.083-229.85536.94-232.82251.172-232.31534.70-234.74251.241-211.97556.33-213.82250.98续表6.2抗震组合左震1.2*（3）+1.3*（4）6-57.82452.07-186.85208.495-78.21428.53-329.92242.674-16.51432.19-382.87256.40312.86417.33-441.98267.46258.14428.10-465.70276.211138.81442.41-518.93292.78右震1.2*（3）-1.3*（4）6-183.69447.36-70.40178.205-308.52432.09-92.50184.204-355.11440.28-28.11169.733-384.49455.1431.00158.672-432.87441.7852.68150.041-475.63465.93142.55133.29左震0.75（1.2*（3）+1.3*（4））6-43.37339.05-140.13156.375-58.66321.40-247.44182.004-12.39324.15-287.15192.3039.65313.00-331.48200.60243.61321.07-349.27207.161104.11331.81-389.20219.59右震0.75（1.2*（3）-1.3*（4））6-137.77335.52-52.80133.655-231.39324.07-69.37138.154-266.33330.21-21.08127.303-288.36341.3623.25119.002-324.66331.3339.51112.53续表6.2楼层iCD跨M左M中M右Vmax非抗震组合活荷载控制左风1.2*(1)+1.4*(2)+1.4*0.6*(5)6-39.99-3.18-42.9617.075-25.5610.22-27.2133.754-26.518.69-29.5433.783-26.518.69-29.5533.792-26.308.98-29.1933.701-27.015.10-33.8433.41活荷载控制右风1.2*(1)+1.4*(2)-1.4*0.6*(5)6-42.14-3.18-40.8015.585-30.0910.22-22.6830.624-31.868.69-24.2030.093-31.878.69-24.1930.092-31.378.98-24.1230.211-31.885.10-28.9730.06恒荷载控制左风1.35*（1）+1.4*0.7*（2）+1.4*0.6*（5）6-44.82-4.33-47.8917.225-26.349.36-27.6228.314-27.777.21-30.5228.323-27.777.21-30.5228.322-27.567.50-30.1428.221-28.393.06-35.4527.92恒荷载控制右风1.35*（1）+1.4*0.7*（2）-1.4*0.6*（5）6-46.97-4.33-45.7415.735-30.879.36-23.0925.194-33.127.21-25.1724.633-33.137.21-25.1624.632-32.637.50-25.0724.73续表6.2抗震组合左震1.2*（3）+1.3*（4）6-27.87-4.20-54.2722.6051.787.35-47.2837.38412.805.24-62.4445.97325.485.24-75.1254.71230.975.48-80.1058.28145.891.50-100.5368.83右震1.2*（3）-1.3*（4）6-53.45-4.20-28.684.965-50.167.354.661.564-64.755.2415.12-7.523-77.445.2427.80-16.272-82.325.4833.19-19.851-98.571.5043.93-30.79抗震组合左震0.75（1.2*（3）+1.3*（4））6-20.90-3.15-40.7016.9551.335.51-35.4628.0349.603.93-46.8334.47319.113.93-56.3441.03223.234.11-60.0743.71134.421.12-75.3951.62右震0.75（1.2*（3）-1.3*（4））6-40.09-3.15-21.513.725-37.625.513.491.174-48.573.9311.34-5.643-58.083.9320.85-12.202-61.744.1124.89-14.891-73.931.1232.95-23.09续表6.2楼层CD跨M左M中M右Vmax非抗震组合活荷载控制左风1.2*(1)+1.4*(2)+1.4*0.6*(5)6-127.17477.58-129.26201.955-187.22555.64-233.41210.794-177.53585.76-198.99207.343-177.47586.18-198.21207.252-177.99599.10-179.24210.271-163.54605.80-184.84207.50活荷载控制右风1.2*(1)+1.4*(2)-1.4*0.6*(5)6-137.08476.74-121.01199.685-208.11553.02-217.75206.224-202.24582.10-181.60202.083-202.30581.68-182.38202.172-201.41595.92-162.20205.211-185.81605.08-164.01202.12恒荷载控制左风1.35*（1）+1.4*0.7*（2）+1.4*0.6*（5）6-138.14520.87-138.77221.565-187.24537.61-236.07209.494-175.53573.06-195.93205.603-175.48573.48-195.15205.512-175.97588.24-173.53208.941-161.23593.63-181.35205.79恒荷载控制右风1.35*（1）+1.4*0.7*（2）-1.4*0.6*（5）6-148.05520.04-130.53219.295-208.13534.99-220.41204.924-200.24569.40-178.54200.343-200.30568.98-179.32200.432-199.38585.06-156.49203.881-183.50592.91-160.52200.40续表6.2抗震组合左震1.2*（3）+1.3*（4）6-66.44452.82-179.83208.585-45.76438.71-306.40200.94422.10472.75-323.50211.30381.20487.62-352.87222.362104.10489.33-379.86234.121188.52499.08-447.64247.82右震1.2*（3）-1.3*（4）6-182.89457.53-53.97178.295-283.19435.15-76.09142.484-332.67464.6715.10124.633-391.77449.8044.47113.572-414.28475.65111.16107.951-472.95475.56166.8088.33左震0.75（1.2*（3）+1.3*（4））6-49.83339.61-134.88156.445-34.32329.03-229.80150.71416.57354.57-242.62158.48360.90365.71-264.65166.77278.07366.99-284.89175.591141.39374.31-335.73185.87右震0.75（1.2*（3）-1.3*（4））6-137.17343.15-40.47133.725-212.39326.36-57.07106.864-249.50348.5011.3293.473-293.83337.3533.3685.182-310.71356.7383.3780.961-354.71356.67125.1066.25梁控制截面最不利内力值分别找出杆端顺时针弯矩最大值，和逆时针弯矩最最大值。顺时针弯矩为正值，逆时针弯矩为负值表6.3梁的控制截面最不利荷载组合值Mmax654321M左9.6543.61104.11M中514.73549.02553.29553.7551.43572.65M右23.2539.51106.91Vmax221.46256.43256.34256.25256.3256.37M左1.339.619.1123.2334.42M中-4.3310.228.698.698.985.1M右03.4911.3420.8524.8932.95Vmax17.2233.7534.4741.0343.7151.62M左16.5760.978.07141.39M中520.87555.64585.76586.18599.1605.8M右11.3233.3683.37125.1Vmax221.56210.79207.34207.25210.27207.5-MmaxM左654321M中-142.94-237.59-266.33-288.36-324.66-356.72M右Vmax-152.67-261.57-287.15-331.48-349.27-389.2M左M中-46.97-37.62-48.57-58.08-61.74-73.93M右Vmax-47.89-35.46-46.83-56.34-60.07-75.39M左M中-148.05-212.39-249.5-293.83-310.71-354.71M右Vmax-138.77-236.07-242.62-264.65-284.89-335.73框架内柱的内力组合框架柱的内力表6.4柱的内力荷载类型楼层iA柱C柱M上M下NmaxVM上M下NmaxV恒荷载效应（1）6172.02-62.10194.95-60.03-161.4564.79207.8558.01561.83-74.67393.39-35.00-64.7974.71374.5335.77475.11-74.67591.56-38.41-74.7174.71541.2738.31375.11-72.58789.74-37.87-74.7173.33708.0137.96273.08-105.49987.97-45.79-73.3399.47874.6844.31182.33-88.081197.71-43.69-75.8776.111051.4538.97活荷载效应（2）62.48-27.1846.91-7.60-3.3626.1850.037.57527.18-23.24130.41-12.93-26.1822.86150.1612.57423.24-23.24213.98-11.92-22.8622.86250.2311.72323.24-22.60297.55-11.75-22.8622.44350.3011.61222.60-29.74381.14-13.42-22.4427.91450.3312.91123.21-13.64476.30-9.45-21.3011.48561.978.40重力荷载代表值（3）=（1）+0.5*（2）6173.26-75.68218.41-63.83-163.1377.88232.8761.80575.41-86.29458.60-41.46-77.8886.14449.6142.06486.73-86.29698.56-44.36-86.1486.14666.3944.17386.73-83.88938.51-43.75-86.1484.55883.1643.77284.38-120.361178.54-52.50-84.55113.421099.8450.76193.93-94.901435.86-48.42-86.5281.851332.4343.17地震作用效应（4）6-52.0713.51-11.5616.82-60.6027.484.8222.585-81.3335.86-33.6730.05-94.4362.9513.3940.354-102.4456.63-66.1640