课程设计计算书模板

高层建筑结构与抗震设计课程设计――某框架结构设计指导教师：班级：学生姓名：学号：设计时间：丽水学院1.设计资料1．1工程概况工程名称：某展览馆工程概况：建筑总高为18.9m，共5层，首层4.5m，其他3.6m，室内外高差0.3m，具体情况见结构平面布置图2-1。自然条件：基本分压0.3kN/m2,地面粗糙度为B类，基本雪压为S0=0.45kN/m2。地质条件：经地质勘查单位勘察确定，场地土为Ⅱ类；设防烈度为6度，基本加速度为0.05g，地震分组为第一组。1.2材料选用混凝土：采用C30；钢筋：均采用热轧钢筋HRB400，设计强度360N/mm2；墙体：外墙内墙均采用240mm烧结页岩多孔砖；窗：钢塑门窗，γ=0.35kN/m2；门：木门，γ=0.2kN/m2。1.3结构选型（1）结构体系选型：采用钢筋混凝土现浇框架结构体系；（2）屋面结构：采用现浇钢筋混凝土肋形屋盖，刚性屋面，屋面板厚120mm；（3）楼面结构：全部采用现浇钢筋混凝土肋形屋盖，板厚100mm；2.梁柱尺寸估算2.1框架梁截面尺寸初步确定框架梁截面高度~，截面宽度~，本方案取横向主梁截面为250mmx600mm，纵向主梁截面为250mmx600mm，1/13，1/14轴线次梁截面取250mmx550mm，其他次梁截面见结构平面示意图。图2-1结构平面布置示意图2.2框架柱截面尺寸初步确定框架柱截面尺寸根据QUOTE估算——框架柱的截面积；——框架柱的轴压比，四级抗震取QUOTE；——框架柱的轴向压力设计值，；——边角柱轴力增大系数，中柱、边柱、角柱；——水平力作用对柱轴力的放大系数，6度区取；——柱的受荷面积；——楼层重力荷载的平均值，取；——柱荷载的楼层数；——混凝土抗压强度设计值，C30混凝土；由结构平面布置图可知边柱及中柱的负载面积分别为6.6mx4.6m和6.6mx3.4m；中柱：；边柱：QUOTE根据上述计算结果，并综合考虑其他因素，取底层柱为500mm×550mm，二到五层柱为500mm×500mm。2.3梁板柱材料汇总 表2-1梁板柱材料汇总构件混凝土强度等级截面尺寸bxh或板厚h（mm)钢筋等级底层柱中柱C30500×550边柱C30500×550二到五层中柱C30500×500边柱C30500×500梁中间跨C30250×400边跨C30250×600板屋面板C30120标准层C301003．结构计算简图及框架梁柱的相对线刚度计算3.1确定框架计算简图框架的计算单元取14轴上的一榀框架计算。假定框架柱嵌固与基础顶面，框架梁与柱刚接。由于各层柱的假面尺寸不变，故梁跨等于柱截面形心轴线之间的距离。底层柱高从基础顶面算至二层楼面，基础顶标高根据地质条件、室内外高差，定为-0.9m，二层楼面标高为4.5m，故底层柱高为5.4m，其余各层柱高从楼面算至上一层楼面，即层高，均为3.6m，由此可绘出框架的计算简图，如图3-1所示。3.2框架梁柱的线刚度计算对于中框架梁取I=2I0，则梁线刚度：柱线刚度：3.3框架梁柱的相对线刚度梁柱相对线刚度计算，令，则其余各杆件线刚度为：；；图3-1结构计算简图4．荷载计算4.1恒载标准值计算eq\o\ac(○,1)上人屋面30厚细石混凝土保护层：三毡四油防水层：40水泥石灰焦渣砂浆找坡层：15厚矿渣水泥找平层：80厚矿渣水泥保温层：120厚钢筋混凝土板：10厚混合砂浆抹平层：合计：eq\o\ac(○,2)标准层楼面20厚花岗岩：2厚特种胶粘结剂结合层：18厚1：3干硬性水泥砂浆结合层：20厚水泥砂浆：板底抹灰20（或吊顶）：100mm厚现浇楼板自重：合计eq\o\ac(○,3)屋面梁：梁自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,4)屋面梁：梁自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,5)屋面梁：梁自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,5)楼面梁：梁自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,7)楼面梁：梁自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,8)楼面梁：梁自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,9)底层柱：梁自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,10)标准层柱：梁自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,11)标准层横墙墙自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,12)底层层横墙墙自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,13)内纵墙墙自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,14)标准层外纵墙墙自重：10mm厚混合砂浆抹灰：面层：门窗：合计：eq\o\ac(○,15)底层层外纵墙门窗折减系数0.7：合计：eq\o\ac(○,16)12女儿墙：墙高1.3m，混凝土100mm压顶墙自重：10mm厚混合砂浆抹灰：合计：eq\o\ac(○,17)檐沟自重：10mm厚混合砂浆抹灰：合计：4.2活载标准值计算根据《荷载规范》eq\o\ac(○,1)屋面和楼面活荷载标准值上人屋面：楼面：办公室办公室走廊eq\o\ac(○,2)雪荷载雪荷载和屋面活荷载不同时考虑，两者取大值。4.3恒活荷载导算板传至梁上时，梯形荷载等效为均布荷载系数4.3.1A~B轴和C~D轴间框架梁荷载标准值屋面板传荷载:恒载：活载：楼面板传荷载:恒载：活载：A~B轴和C~D轴间框架梁均布荷载为屋面梁：恒载=梁自重+板传荷载 活载=板传荷载楼面梁：恒载=梁自重+板传荷载+墙自重活载=板传荷载4.3.2B~C轴间框架梁荷载标准值屋面板传荷载:恒载：活载：楼面板传荷载:恒载：活载：B~C轴间框架梁均布荷载为:屋面梁：恒载=梁自重+板传荷载 活载=板传荷载楼面梁：恒载=梁自重+板传荷载+墙自重活载=板传荷载4.3.3A轴柱集中荷载标准值顶层柱恒载=墙自重+次梁自重+主梁自重+板传荷载顶层柱活载=板传活载标准层柱恒载=墙自重+次梁自重+主梁自重+板传荷载标准层柱活载=板传活载基础顶面恒载=墙自重+基础梁自重4.3.4B轴柱集中荷载标准值顶层柱恒载=次梁自重+主梁自重+板传荷载顶层柱活载=板传活载标准层柱恒载=墙自重+次梁自重+主梁自重+板传荷载标准层柱活载=板传活载基础顶面恒载=墙自重+基础梁自重综上得到恒活荷载受荷总图图，如图4-1所示。4.4风荷载计算4.4.1集中风荷载标准值计算为了简化计算，作用在外墙面上的风荷载可近似用作用在屋面梁和楼面梁处的等效集中荷载替代。作用在屋面梁和楼面梁节点处的集中风荷载标准值按下式计算，——基本风压，——风压高度变化系数，此工程地面粗糙度为B类；——风荷载体型系数，根据建筑物体型查的；图4-1竖向受荷总图——风振系数，计算过程见表4-1；——下层柱高；——上层柱高；B——迎风面的宽度，B=6.8m。表4-1风振系数βz计算离地高度z/mξνφzμzβz19.21.180.4611.2341.44015.61.180.460.7351.1541.346121.180.460.5051.0561.2608.41.180.460.31211.1694.81.180.460.12511.068表4-2集中风荷载标准值离地高z/mμzβzsω0（kN/m2）hi/mhj/mWk/kN19.21.2341.4401.40.33.62.615.2615.61.1541.3461.40.33.63.615.50121.0561.2601.40.33.63.613.278.411.1691.40.33.63.611.674.811.0681.40.34.83.612.43得到风荷载作用简图，如图4-2所示。图4-2风荷载作用简图4.4.2风荷载作用下的位移验算侧移刚度D计算，见表4-3和表4-4。表4-3底层柱D值构件名称A轴柱1.0310.5058006B轴柱1.8960.6159747C轴柱1.8960.6159747D轴柱1.0310.5058006表4-42~5层柱D值构件名称A轴柱0.9150.48519508B轴柱1.6830.59323820C轴柱1.6830.59323820D轴柱0.9150.485195084.4.3风荷载作用下框架侧移计算表4-5风荷载作用下框架侧移计算层次Wj/kNVj/kN∑D（kN/m）Δμj/mΔμj/h515.2615.26866570.000181/20441415.5030.76866570.000351/10141313.2744.04866570.000511/7084211.6755.70866570.000641/5601112.4368.13355050.001921/2814μ=∑Δμj=0.0036m侧移验算：层间最大侧移1/2814<1/550,满足要求。水平荷载作用下框架的层间位移可按下式计算：——第j层的层间侧移；——第j层总剪力；——第j层所有柱的抗侧移刚度之和。4.5水平地震作用计算4.5.1重力荷载代表值计算屋面处重力荷载代表值=结构和构配件自重标准值+0.5雪荷载标准值楼面处重力荷载代表值=结构和构配件自重标准值+0.5楼面活荷载标准值其中结构和构配件自重取楼面上、下各半层范围内（屋顶出取顶层的一半）的结构和构配件自重。eq\o\ac(○,1)屋面处重力荷载代表值G5恒荷载标准值：活荷载标准值：eq\o\ac(○,2)屋面处重力荷载代表值G4恒荷载标准值：活荷载标准值：eq\o\ac(○,3)屋面处重力荷载代表值G2、G3恒荷载标准值：活荷载标准值：eq\o\ac(○,4)屋面处重力荷载代表值G1恒荷载标准值：活荷载标准值：得到如图4-3所示。4.5.2横向刚度计算表4-6横向D值计算底层柱2-5层柱构件名称D值数量构件名称D值数量A8005.51080055A19508.110195081B9747.01097470B23820.310238203C9747.01097470C23820.310238203D8005.51080055D19508.110195081图4-3地震计算模型4.5.3结构自振周期计算用假想顶点侧移UT计算结构基本自振周期。表4-7假想顶点侧移计算结果层次5803280328665680.00930.241549977180098665680.02080.232239821278308665680.03210.211429821376518665680.04340.1793110578482293550500.13580.1358结构自振周期考虑非结构墙折减系数，则结构自振周期为：结构自振周期T1=0.5s，因Tg<T1<5Tg，所以计算结构等效总重力荷载Geq4.5.4水平地震作用力计算及侧向位移验算计算底部剪力计算各质点的水平地震作用因为，所以需要考虑顶部附加地震作用表4-8层次5803219.2154218560983310.6459.00369.648665680.000434997715.6155641560983313.5159.00683.158665680.000793982112117852560983237.3959.00920.558665680.00106298218.482497560983166.1759.001086.728665680.001251105784.850775560983102.2859.001189.003550500.00335楼层最大位移与楼层层高之比：，所以满足位移要求。4.5.5剪重比及刚重比验算表4-9剪重比及刚重比验算层次53.68665683119644369.64803296390.046032443.68665683119644683.1518009216110.037914433.68665683119644920.5527830333960.03319323.686656831196441086.7237651451810.02896914.835505017042391189.0048229578750.024729各层剪重比，满足剪重比要求。各层刚重比均大于20，不必考虑重力二阶效应。该榀框架的地震力作用按侧移刚度比例分配，得到如图4-4所示：图4-4地震作用力简图（上图有误）

5.内力计算为了简化计算，考虑如下几种单独受荷情况：（1）恒载作用（2）活荷载作用于A~B轴跨间（3）活荷载作用在B~C轴跨间（4）风荷载作用（从左往右，从右往左）（5）地震作用（从左往右，从右往左）（6）重力荷载代表值作用5.1恒载作用下内力计算5.1.1固端弯矩计算作用于屋面处恒载标准值；作用于楼面处恒载标准值；由恒载在屋面处引起的固端弯矩：由恒载在楼面处引起的固端弯矩：5.1.2弯矩二次分配法计算弯矩用弯矩二次分配法算出梁柱弯矩，再用弯矩算剪力及轴力。弯矩二次分配法计算过程如表5-1所示。5.1.3恒载作用下的内力图弯矩图如5-3图所示；剪力图如5-4图所示；轴力图如5-5图所示。

图5-3恒载作用下M图图5-4恒载作用下V图图5-5恒载作用下N图5.2活荷载作用于A~B轴跨间的内力计算5.2.1固端弯矩计算作用于屋面、楼面处活载标准值：；由活载在屋面、楼面处引起的固端弯矩：5.2.2弯矩二次分配法计算弯矩弯矩二次分配法计算过程如表5-2所示。5.2.3活荷载作用于A~B轴跨间的内力图弯矩图如5-6图所示；剪力图如5-7图所示；轴力图如5-8图所示。图5-6活载作用在A~B跨M图图5-7活载作用在A~B跨V图图5-8活载作用在A~B跨N图

5.3活荷载作用于B~C轴跨间的内力计算5.3.1固端弯矩计算活荷载作用在B~C轴跨间作用于屋面处活载标准值；作用于楼面处活载标准值由恒活载在屋面、楼面处引起的固端弯矩：5.3.2弯矩二次分配法计算弯矩弯矩二次分配法计算过程如表5-3所示。5.3.3活荷载作用于A~B轴跨间的内力图弯矩图如5-9图所示；剪力图如5-10图所示；轴力图如5-11图所示。图5-9活载作用在B~C跨M图

图5-10活载作用在B~C跨V图图5-11活载作用在B~C跨N图

5.4风荷载作用下内力计算5.4.1柱反弯点计算框架在风荷载（从左往右）作用下的内力用D值法计算。计算步骤：1．求各柱反弯点处的剪力2．求各柱的反弯点高度3．求各柱的杆端弯矩和梁端弯矩4．求各柱的轴力和梁剪力第i层第m柱分配到的剪力：，，见表4-2。柱反弯点位置，，计算结果见表5-4和表5-5。表5-4A、D轴框架柱反弯点位置层号53.60.9150.350000.351.2643.60.9150.40000.41.4433.60.9150.450000.451.6223.60.9150.500-0.050.451.6215.41.0310.64690-0.032200.61473.32表5-5B、C轴框架柱反弯点位置层号53.61.6830.38420000.38421.3843.61.6830.43420000.43421.5633.61.6830.48420000.48421.7423.61.6830.500-0.01590.48411.7415.41.8960.56040-0.003500.55693.015.4.2柱弯矩计算框架各柱的杆端弯矩、梁端弯矩按下式计算，计算结果见表5-6和表5-7。；中间处的梁：；边柱处的梁：表5-6风荷载作用下A、D轴框架柱剪力和梁柱端弯矩的计算层号515.2686657195080.2253.441.268.044.338.04430.7686657195080.2256.931.4414.969.9719.29344.0486657195080.2259.911.6219.6316.0629.60255.7086657195080.22512.541.6224.8320.3140.89168.133550580060.22515.363.3222.7551.0043.06表5-7风荷载作用下B、C轴框架柱剪力和梁柱端弯矩的计算层号515.2686657238200.2754.201.389.305.805.064.24430.7686657238200.2758.461.5617.2213.2212.5210.51344.0486657238200.27512.101.7422.4821.1019.4016.29255.7086657238200.27515.311.7428.4426.6826.9322.61168.133550597470.27518.703.0133.5356.2532.7327.485.4.3梁弯矩及柱轴力计算表5-8风荷载作用下框架柱轴力和梁端剪力层号梁端剪力柱轴力AB跨BC跨CD跨A轴B轴C轴D轴5-1.98-3.54-1.98-1.98-1.55-1.551.551.551.984-4.82-8.76-4.82-6.80-3.94-5.493.945.496.803-7.42-13.57-7.42-14.23-6.15-11.646.1511.6414.232-10.28-18.84-10.28-24.50-8.56-20.208.5620.2024.501-11.48-22.90-11.48-35.99-11.42-31.6211.4231.6235.99注：剪力顺时针为+，逆时针为-；轴力压为+，拉为-5.4.4风荷载作用下内力图图5-12风荷载作用下的M图图5-13风荷载作用下的V图图5-14风荷载作用下的N图5.5地震作用下内力计算5.5.1柱弯矩计算表5-9水平地震作用下A、D轴框架柱内力层次5369.64866568195080.02258.321.2619.4710.4819.474683.16866568195080.022515.381.4433.2222.1543.73920.55866568195080.022520.721.6241.0333.5763.1821086.72866568195080.022524.461.6248.4439.6382.0111189.0035505080060.022626.813.3255.7888.9995.41表5-10水平地震作用下B、C轴框架柱内力层次5369.64866568238200.027510.161.3822.5314.0512.2510.284683.16866568238200.027518.781.5638.2529.3528.4323.873920.55866568238200.027525.301.7446.9944.1141.5034.8421086.72866568238200.027529.871.7455.4852.0654.1445.451118935505097470.027532.643.0178.1098.1670.7659.405.5.2梁弯矩及柱轴力计算表5-11地震作用下框架柱轴力和梁端剪力层号梁端剪力柱轴力AB跨BC跨CD跨A轴B轴C轴D轴5-4.81-8.57-4.81-4.81-3.76-3.763.763.764.814-10.93-19.89-10.93-15.74-8.96-12.728.9612.7215.743-15.86-29.03-15.86-31.60-13.17-25.9013.1725.9031.602-20.63-37.87-20.63-52.22-17.25-43.1417.2543.1452.221-25.18-49.50-25.18-77.40-24.32-67.4724.3267.4777.40注：剪力顺时针为+，逆时针为-；轴力压为+，拉为-5.5.2梁弯矩及柱轴力计算图5-15横向水平地震作用下的M图图5-16横向水平地震作用下V图图5-17横向水平地震作用下N图5.6重力荷载代表值作用5.6.1重力荷载代表值计算作用于屋面处均布荷载代表值计算：作用于楼面处均布荷载代表值计算：；5.6.2固端弯矩计算由重力荷载代表值在屋面处引起的固端弯矩：；由重力荷载代表值在楼面处引起的固端弯矩；5.6.3弯矩二次分配法计算弯矩弯矩二次分配法计算过程如表5-12所示。5.6.4内力计算弯矩图如5-18图所示；剪力图如5-19图所示；轴力图如5-20图所示。

图5-18重力荷载代表值作用下M图图5-19重力荷载代表值作用下V图图5-20恒载作用下N图6.内力组合6.1恒载控制表6-1永久荷载效应控制的基本组合（梁AB、DC）层号恒载活载活载活载Mmax及相应的VMmin及相应的V∣V∣max及相应的V①②③④组合项值组合项值组合项值五左M-68.32-13.490.130.00①+②+④-81.82①+②+④-81.82V96.7319.14-0.520.16116.03116.03中M91.4717.99-0.200.55①+②+④110.01V0.000.000.000.00右M-86.91-17.71-0.521.11①+②+③-105.14①+②+③-105.14V-102.20-20.37-0.520.16-123.09-123.09一左M-111.79-18.950.160.00①+②+④-130.75①+②+④-130.75V118.4119.93-0.240.09138.43138.43中M91.6515.22-0.650.31①+②+④107.17V0.000.000.000.00右M-103.18-17.79-1.460.62①+②+③-122.43①+②+③-122.43V-115.87-19.59-0.240.09-135.70-135.70表6-2永久荷载效应控制的基本组合（梁BC）层号恒载活载活载活载Mmax及相应的VMmin及相应的V∣V∣max及相应的V①②③④组合项值组合项值组合项值五左M-31.21-7.31-1.192.47①+②+③-39.71①+②+③-39.71V18.204.083.53-4.0825.8025.80中M-20.30-2.420.93-2.42①+③-19.37V0.000.000.000.00右M-31.212.47-1.19-7.31①+③+④-39.71①+③+④-39.71V-18.204.08-3.53-4.08-25.80-25.80一左M-22.23-4.79-1.561.81①+②+③-28.58①+②+③-28.58V12.932.754.41-2.7520.1020.10中M-11.32-1.491.09-1.49①+③-10.23V0.000.000.000.00右M-22.231.81-1.56-4.79①+③+④-28.58①+③+④-28.58V-12.932.75-4.41-2.75-20.10-20.10表6-3永久荷载效应控制的基本组合（柱A）层号恒载活载活载活载Nmax及相应的M、VNmin及相应的M、V∣M∣max及相应的N、V①②③④组合项值组合项值组合项值五上M-68.32-13.49-0.130.00①+②+③-81.95①/1.35+④-50.61①+②+③-81.95N399.6738.900.100.00438.66296.05438.66下M53.899.480.080.00①+②+③63.45①/1.35+④39.92①+②+③63.45N431.7038.900.100.00470.70319.78470.70V-34.09-14.55-0.060.16-48.70-25.09-48.70一上M-41.67-7.07-0.080.00①+②+③-48.82①/1.35+④-30.87①+②+③-48.82N1809.27137.470.590.001947.331340.201947.33下M13.892.350.030.00①+②+③16.27①/1.35+④10.29①+②+③16.27N1862.00137.470.590.002000.061379.262000.06V-10.291.74-0.020.09-8.56-7.53-8.56表6-4永久荷载效应控制的基本组合（柱B）层号恒载活载活载活载Nmax及相应的M、VNmin及相应的M、V∣M∣max及相应的N、V①②③④组合项值组合项值组合项值五上M55.7010.40-0.671.10①+②+③65.43①/1.35+④42.36①+②+④67.20N433.9744.217.15-4.23485.33317.23473.95下M-45.64-7.670.59-0.59①+②+③-52.73①/1.35+④-34.40①+②+④-53.90N466.0144.217.15-4.23517.37340.96505.98V28.155.02-0.350.4632.8121.3133.63一上M35.115.56-0.460.60①+②+③40.21①/1.35+④26.61①+②+④41.27N2488.83213.5869.38-15.352771.801828.232687.07下M-11.70-1.850.16-0.20①+②+③-13.40①/1.35+④-8.87①+②+④-13.75N2541.56213.5869.38-15.352824.531867.292739.80V8.671.37-0.120.159.926.5710.196.2活载控制表6-5可变荷载效应控制的基本组合（梁AB、DC）层号恒载活载活载活载左风右风Mmax及相应的VMmin及相应的V∣V∣max及相应的V①②③④⑤⑥组合项值组合项值组合项值五左M-60.73-19.280.180.0011.26-11.26①+0.7(②+④)+⑥-85.48①+②+④+0.6⑥-86.76V85.9827.34-0.740.22-2.772.77108.05115.21中M56.2625.70-0.280.792.09-2.09①+(②+④)+0.6⑤84.00V0.000.000.000.000.000.00右M-77.26-25.30-0.741.58-7.087.08①+②+③+0.6⑤-107.55①+②+③+0.6⑤-107.55V-90.84-29.11-0.740.22-2.772.77-122.35-122.35一左M-99.37-27.080.220.0060.28-60.28①+0.7*(②+④)+⑥-178.61①+0.7*(②+④)+⑥-178.61V105.2528.48-0.340.13-16.0716.07141.35141.35中M51.9621.74-0.930.447.23-7.23①+0.7(②+④)+⑤74.72V0.000.000.000.000.000.00右M-91.72-25.41-2.090.88-45.8245.82①+0.7*(②+③)+⑤-156.79①+0.7*(②+③)+⑤-156.79V-103.00-27.99-0.340.13-16.0716.07-138.89-138.89表6-6可变荷载效应控制的基本组合（梁BC）层号恒载活载活载活载左风右风Mmax及相应的VMmin及相应的V∣V∣max及相应的V①②③④⑤⑥组合项值组合项值组合项值五左M-27.74-10.44-1.693.535.94-5.94①+②+③+0.6⑥-43.44①+②+③+0.6⑥-39.28V16.185.825.04-5.82-4.964.9630.0127.64中M-18.04-3.461.33-3.460.000.00①/1.2+③+0.6⑤-13.70V0.000.000.000.000.000.00右M-27.743.53-1.69-10.44-5.945.94①+③+④+0.6⑤-43.44①+③+④+0.6⑤-43.44V-16.185.82-5.04-5.82-4.964.96-30.01-30.01一左M-19.76-6.85-2.232.5938.47-38.47①+0.7*(②+③)+⑥-64.59①+0.7*(②+③)+⑥-64.59V11.503.936.30-3.93-32.0632.0650.7250.72中M-10.06-2.131.55-2.130.000.00①/1.2+③+0.6⑤-6.83V0.000.000.000.000.000.00右M-19.762.59-2.23-6.85-32.0632.06①+0.7*(③+④)+⑤-58.17①+0.7*(③+④)+⑤-58.17V-11.503.93-6.30-3.93-38.4738.47-57.13-57.13表6-7可变荷载效应控制的基本组合（柱A）层号恒载活载活载活载左风右风Nmax及相应的M、VNmin及相应的M、V∣M∣max及相应的N、V①②③④⑤⑥组合项值组合项值组合项值五上M-60.73-19.280.180.0011.26-11.26①+②+0.7③+⑤-91.14①/1.2+⑤+0.7④-39.35①+②+④+0.6*⑥-86.76N355.2655.570.140.00-2.772.77413.70293.28412.49下M47.9013.540.110.00-6.066.06①+②+0.7③+⑤67.58①/1.2+⑤+0.7④33.86①+②+④+0.6*⑥65.08N383.7455.570.140.00-2.772.77442.17317.01440.97V-30.30-20.79-0.080.224.82-4.82-55.96-20.28-53.76一上M-37.04-10.090.110.0031.85-31.85①+②+0.7③+⑤-78.91①/1.2+⑤+0.7④0.98①+②+④+0.6*⑥-66.25N1608.24196.390.840.00-50.3950.391855.611289.811834.86下M12.353.360.040.00-71.4071.40①+②+0.7③+⑤87.14①/1.2+⑤+0.7④-61.11①+②+④+0.6*⑥58.55N1655.11196.390.840.00-50.3950.391902.481328.871881.74V-9.142.49-0.030.1321.50-21.50-28.1813.97-19.43表6-8可变荷载效应控制的基本组合（柱B）层号恒载活载活载活载左风右风Nmax及相应的M、VNmin及相应的M、V∣M∣max及相应的N、V①②③④⑤⑥组合项值组合项值组合项值五上M49.5114.85-0.951.5713.02-13.02①+②+③+0.6⑤71.23①/1.2+⑥+0.7④29.34①+0.7*(②+④)+⑤74.03N385.7563.1510.22-6.052.17-2.17460.43315.06427.90下M-40.57-10.960.84-0.84-8.128.12①+②+③+0.6⑤-55.57①/1.2+⑥+0.7④-26.28①+0.7*(②+④)+⑤-56.95N414.2363.1510.22-6.052.17-2.17488.90338.79456.37V25.027.17-0.500.6626.18-26.1847.39-4.8756.68一上M31.217.94-0.660.8546.94-46.94①+②+③+0.6⑤66.66①/1.2+⑥+0.7④-20.33①+0.7*(②+④)+⑤84.31N2212.30305.1299.12-21.9244.27-44.272643.091783.972454.80下M-10.40-2.650.22-0.28-78.7578.75①+②+③+0.6⑤-60.08①/1.2+⑥+0.7④69.88①+0.7*(②+④)+⑤-91.20N2259.17305.1299.12-21.9244.27-44.272689.961823.032501.67V7.701.96-0.170.2126.18-26.1825.20-19.6135.406.3地震作用组合表6-9调整前横向框架梁的内力组合表层次控制截面不利内力重力载左震右震考虑地震的组合不利内力SGESEK（左）SEK（右）1.2重力载+1.3地震1.0重力载+1.3地震最大正M及相应V最大负M及相应V左震右震左震右震五层AM-52.8619.47-19.47-38.12-88.74-27.55-78.17-88.74V73.86-4.674.6782.5694.7067.7979.9394.70AB跨间M69.193.61-3.6187.7278.3373.8864.4987.72B左M-66.90-12.2512.25-96.21-64.36-82.83-50.98-96.21V-77.99-4.674.67-99.66-87.52-84.06-71.92-99.66B右M-23.7610.28-10.28-15.15-41.88-10.40-37.12-41.88V13.87-8.578.575.5027.792.7325.0127.79BC跨间M-7.680.000.00-9.22-9.22-7.68-7.68-9.22C左M-23.76-10.2810.28-41.88-15.15-37.12-10.40-41.88V-13.87-8.578.57-27.79-5.50-25.01-2.73-27.79一层AM-92.3695.41-95.4113.20-234.8731.67-216.3931.67-234.87V97.84-24.4424.4485.64149.1866.07129.6166.07149.18AB跨间M-22.0712.33-12.33-10.46-42.51-6.05-38.09-42.51B左M-85.40-70.7670.76-194.47-10.49-177.396.596.59-194.47V-95.79-24.4424.44-146.72-83.18-127.56-64.02-64.02-146.72B右M-18.7859.40-59.4054.68-99.7658.44-96.0058.44-99.76V11.82-49.5049.50-50.1778.53-52.5376.17-52.5378.53BC跨间M-10.460.000.00-12.55-12.55-10.46-10.46-12.55C左M-18.78-59.4059.40-99.7654.68-96.0058.4458.44-99.76V-11.82-49.5049.50-78.5350.17-76.1752.5352.53-78.53注：1、表中M以下部受拉为正，V以顺时针为正；2、承载力抗震调整系数γRE弯矩取0.75，对剪力取0.85；3、重力载＝恒载+0.5活载；4、弯矩单位为KN.m，剪力单位为KN。表6-10横向框架A柱弯矩和轴力组合层次控制截面不利内力重力载左震右震考虑地震的组合｜M｜max及相应NNMAX及相应MNMIN及相应M最不利剪力SGESEK（左）SEK（右）1.2重力载+1.3地震（不利）1.0重力载+1.3地震（有利）左震右震左震右震5层A柱柱顶M-52.8619.47-19.47-38.12-88.74-27.55-78.17-88.74-88.74-27.55N298.26-4.834.83351.63364.19291.98304.54364.19364.19291.98V-26.868.32-8.32-21.41-43.05-16.04-37.67-43.05柱底M43.83-10.4810.4838.9766.2230.2157.4566.2266.2230.21N321.99-4.834.83380.11392.67315.71328.27392.67392.67315.71V-26.868.32-8.32-21.42-43.05-16.04-37.68-43.051层A柱柱顶M-34.4255.78-55.7831.21-113.8238.09-106.93-113.82-113.8238.09N1352.31-77.4077.401522.151723.391251.691452.931723.391723.391251.69V-8.5026.81-26.8124.66-45.0526.35-43.35-45.05柱底M11.47-88.9988.99-101.92129.45-104.22127.16129.45129.45-104.22N1391.37-77.4077.401569.021770.261290.751491.991770.261770.261290.75V-8.5026.81-26.8124.65-45.0526.35-43.35-45.055层B柱柱顶M43.1422.53-22.5381.0622.4872.4313.8581.0622.4872.43N324.14-3.763.76384.08393.86319.25329.03384.08393.86319.25V22.2910.16-10.1639.9613.5435.509.0839.96柱底M-37.11-14.0514.05-62.80-26.27-55.38-18.85-62.80-26.27-55.38N347.87-3.763.76412.56422.33342.98352.76412.56422.33342.98V22.2910.16-10.1639.9613.5435.509.0839.961层B柱柱顶M28.9078.10-78.10136