【H市四层小学宿舍楼结构设计12000字（论文）】

H市四层小学宿舍楼结构设计摘要本设计为亳州市四层小学宿舍楼结构设计，采用的结构形式是钢筋混凝土框架结构。建筑高度13.6m,层高3.4m,共六层。该设计选取一处轴线的框架立面图进行抗震设计。首先，对结构框架进行初步设计，绘制宿舍楼的柱网图，随后进梁、柱的设计，然后计算出各层间荷载代表值。接着计算横向框架在水平荷载作用下的内力和侧移。采用底部剪力法计算结构在地震和风荷载下的内力。随后确定结构在竖向荷载下的内力，采用二次分配法。结构内力完成后，进行对梁、柱、板的配筋。最后完成对楼梯和基础的配筋。关键字：结构设计；框架结构；底部剪力法；配筋目录TOC\o"1-3"\h\u322171设计资料 设计资料1.1工程概况本设计为亳州市四层宿舍楼结构设计，采用了钢筋混凝土框架结构，宿舍楼的平面为矩形平面[1]。建筑面积为1134m2，层高为13.6m，层数为四层，室内外高差为0.45m。建筑设计使用年限为50年，抗震等级为三级，耐火等级为二级；抗震设防烈度为6度[2]，设计基本加速度值为0.05g，第一组；基本风压：w=0.45kN/m2；基本雪压：s=0.40kN/m2。1.2建筑做法（1）楼地面做法瓷砖面层20mm水泥砂浆结合层20mm水泥砂浆找平层120mm钢筋混凝土（2）屋面做法屋面为不上人屋面。20mm水泥砂浆隔离层20mm水泥砂浆找平层120钢筋混凝土50mm挤塑板保温层（3）墙面做法由普通烧结空心砖砌成5mm水泥砂浆修补墙面刷白色乳胶漆两遍（4）女儿墙300mm混凝土空心砌块15mm水泥砂浆找平层两面均匀涂抹5mm抗裂砂浆100mm混凝土压顶（5）门窗做法大厅为铝合金玻璃门，宿舍门为木门，窗为铝合金窗。2结构设计说明2.1选用材料本结构中,各部分所采用的的混凝土强度等级均为C30本结构中，各部分所采用的的钢筋、箍筋的强度等级均为HRB4002.2设计内容（1）结构布置：荷载计算（包括各种竖向荷载和水平荷载或作用）；（2）计算在竖向荷载作用下框架的内力（M、V、N）；（3）计算在地震作用下框架的内力（M、V、N）；（4）内力组合及最不利内力的确定；（5）配筋2.3结构布置宿舍楼的中间走廊跨度为2.4m，各房间的长宽为7.2m、4.5m。该结构为四层建筑，层高为3.4m。该宿舍的梁、柱布置图如下图1宿舍楼的梁、柱网结构布置图（mm）框架计算简图：图2框架的计算简图2.4梁柱截面尺寸的确定2.4.1梁截面尺寸的确定参照《混凝土结构设计原理》[3]可知，主梁的截面高度截面的宽度边跨横梁的截面尺寸，,取，，取中跨横梁的截面尺寸，，取,取。2.4.2纵向框架梁的截面尺寸，，取。取2.4.3柱截面尺寸的确定柱的截面尺寸计算公式如下式中：框架柱的截面面积，当截面形状为方形，边长取；框架柱承受顶面以上荷载的楼层数；框架柱的从属面积，根据梁、柱网布置图进行计算；混凝土轴心抗压强度设计值框架柱轴压比限值的最大值，本宿舍楼的抗震等级为三级，取0.85；地震荷载作用下边柱、中柱的调整系数，一般边柱可取1.3，中柱可取1.25；竖向荷载作用下框架结构单位面积的重量，由建筑经验可估算本宿舍楼约为。根据从属面积，可以知道受力最大的柱位于底层中部。故以底层中间的柱子为例，进行柱截面设计：由计算结果可知，框架柱的截面尺寸不应小于326mm×326mm，所以框架柱的截面尺寸取400mm×400mm。由《建筑抗震设计规范》[4]可知：进行抗震设计时，框架柱截面的宽度和高度不应小于300mm。框架柱截面宽高比不应大于3。剪跨比宜大于2，对于反弯点位于层高范围内的框架柱，剪跨比可按柱净高与2倍柱截面高度之比计算。本设计中框架柱为短柱，柱高，则故所选框架柱的截面尺寸基本满足构造要求。2.5结构采用体系该宿舍楼采用钢筋混凝土框架。整体结构体系采用现浇体系。基础设计采用柱下独立基础方案。外墙厚，内墙厚，均采用混凝土空心砌块。荷载计算3.1恒荷载计算3.1.1屋面25mm1:3水泥砂浆隔离保护层50mm挤塑板保温层1.5mmHY高分子聚乙烯丙纶复合防水卷材二道20mm1:3水泥砂浆找平层120mm钢筋混凝土板合计：3.1.2楼面瓷砖面层20mm水泥砂浆结合层25mm水泥砂浆找平层120mm现浇混凝土板合计：3.1.3卫生间瓷砖面层1.5mm聚氨酯防水层两道20mm水泥砂浆结合层25mm水泥砂浆找平层120mm现浇混凝土板合计：3.1.4墙面荷载（1）外墙荷载10mm聚合物水泥砂浆修补墙面5mm抗裂砂浆20mm无机轻集料保温砂浆墙自重合计：（2）内墙荷载10mm聚合物水泥砂浆修补墙面5mm水泥石灰膏砂浆找平封底一道刷白色乳胶漆两遍墙自重合计：3.1.5女儿墙荷载300mm混凝土空心砌块15mm水泥砂浆找平层两面均匀涂抹5mm抗裂砂浆100mm混凝土压顶合计：3.1.6门窗荷载铝合金门实心木质门铝合金窗户3.2活荷载计算屋面上的雪荷载标准值楼梯间、走道楼面的均布活荷载不上人屋面的均布活荷载房间、卫生间楼面的均布活荷载3.3计算各楼层重力荷载代表值3.3.1梁、柱表3-1计算梁柱的重力荷载代表值楼层构件1~4边横梁0.30.74.356.832946.562045.46中横梁0.20.3250.921628.8纵梁0.30.7254.354.1601070.1柱子0.40.42543.464870.4807.43.3.2门窗表3-2门窗的重力荷载代表值计算表楼层构件1走道门2.02.40.4524.3284.24房间门0.92.40.252815.12窗2.02.40.453064.82~4房间门0.92.40.252815.1284.24窗2.02.40.453269.123.3.3内外墙第1层：外横墙内横墙外纵墙内纵墙合计:第2~4层：外横墙内横墙外纵墙内纵墙合计:3.3.4女儿墙女儿墙重力荷载代表值：3.3.5楼板表3-3楼板的重力荷载代表值计算表楼层构件面积1~3楼面1069.24.454757.945072.22卫生间64.84.85314.284屋面11344.0454587.034587.033.3.6活荷载表3-4楼面活荷载标准值计算表楼层构件面积1~3楼面1004.43.53515.43969卫生间64.83.5226.8楼梯间64.83.5226.84屋面11341113411343.3.7恒荷载总计表3-5恒载的汇总计算表层次梁板小计柱墙门窗小计12045.465072.227117.68807.41740.977484.242632.617422045.465072.227117.68807.41740.977484.242632.617432045.465072.227117.68807.41740.977484.242632.617442045.464587.036632.49807.42197.883484.243089.52343.3.8各楼层的重力代表值的计算图3各楼层的重力荷载代表值图（kN）4框架结构的侧移刚度的计算4.1框架梁、柱的线刚度的计算4.1.1框架梁的线刚度计算表4-1横向框架梁的线刚度计算表单位N/mm2mm2mm4mmN∙mm中框架边横梁3×104300×7008.58×10972003.575×10107.15×1010中横梁3×104200×3000.45×10924000.562×10101.124×1010边框架边横梁300×7008.58×10972003.575×10105.363×1010中横梁200×3000.45×10924000.562×10100.843×10104.1.2框架柱的线刚度计算表4-2框架柱的线刚度计算表楼层1~434004.2计算各楼层框架的横向侧移刚度各楼层框架的横向侧移刚度计算可采用D值法[5]进行计算。、、值的计算公式：对于一般层：(4-1)(4-2)(4-3)对于底层：(4-4)(4-5)(4-6)表4-3各楼层框架的横向侧移刚度计算表楼层柱位置根数1边跨边柱42.8540.6911347856896边跨中柱43.2960.71713985中跨边柱283.8050.74214473中跨中柱284.4030.767149602~4边跨边柱42.8540.5881146949845边跨中柱43.2960.62212132中跨边柱283.8050.65512778中跨中柱284.4030.689134395计算框架结构在横向水平荷载作用下的内力和侧移5.1计算横向的自振周期基本自振周期T1的计算公式如下：(5-1)其中的计算公式为：(5-2)(5-3)式中：，由顶点位移法[6]可知，基本周期系数取0.6表5-1横向框架的顶点位移计算层次48744.25178744.2517498450.1751.9821311963.250420707.5021498450.4151.8071211734.79732442.2991498450.6511.3921111734.79744177.0961568960.7760.776自振周期：5.2计算各楼层的地震剪力和水平地震作用力可用底部剪力法[7]计算各楼层的水平地震作用力（1）结构的等效总重力荷载代表值（2）水平地震影响系数亳州市的设防抗震烈度为6度，由《建筑抗震设计规范》可知：特征周期，水平地震影响系数的最大值因为，所以由《建筑抗震设计规范》可知：本宿舍楼结构阻尼比。故水平地震影响系数为。（3）水平地震作用标准值（4）各楼层地震剪力计算及各质点的横向水平地震作用计算各质点的横向水平地震作用[8]计算公式如下：(5-4)各楼层水平地震剪力计算公式为：(5-5)计算结果如下所示：表5-2计算各楼层的地震剪力和水平地震作用力层次413.68744.2517118921.820.3298101.02101.02310.211963.2504122025.150.3384103.65204.6726.811734.79779796.620.221267.75272.4213.411734.79739898.310.110633.88306.3∑360641.9图4各楼层横向水平地震作用以及层间剪力（kN）5.3验算多遇地震下位移在水平地震荷载作用下，框架结构层间位移、定点位移的计算公式如下所示：（5-6）（5-7）各楼层的层间弹性位移角： （5-8）由《建筑抗震设计规范》可知，在考虑填充墙抗侧力的作用下，框架层间弹性位移角的限值为：。根据计算结果可知，横向框架最的大层间弹性位移角经常处于建筑的底层，即因此该宿舍楼在多遇地震作用下的位移满足要求。5.4横向地震作用下结构内力计算5.4.1底层的梁柱在水平荷载的作用下产生的内力柱端剪力计算公式：（5-9）柱的上下端弯矩计算公式：（5-10）：标准的反弯点高度比；：因上下层的梁线刚度比的修正值；：因上层的层高变化的修正值；：因下层的层高变化的修正值；横向框架柱端弯矩计算边柱的剪力计算公式：中柱的剪力计算公式：边柱的弯矩计算公式：中柱的弯矩计算公式由上述公式可得出：表5-4柱端剪力的计算结果层数V（KN）D边（N/mm）D中（N/mm）Di（N/mm）V中（KN）V边（KN）101.0212778134394984527.23725.897204.6712778134394984555.18252.468272.4212778134394984573.44969.836306.314473149605689680.53777.915因为查表可得修正值均为0，切中柱和边柱的均相同。表5-5柱端弯矩的计算结果层数V边（KN）V中（KN）25.89727.2371.8739.62248.42741.67350.93352.46855.1821.8780.27898.11584.428103.19069.83673.4491.87106.849130.593112.378137.35077.91580.5371.87119.210145.701123.222150.604横向框架梁端弯矩计算第一层：第二层：第三层：第四层：（3）横向框架梁端剪力及柱轴力计算（5-11）（5-12）表5-6梁剪力及柱轴力的计算表楼层边梁横中梁柱轴力边柱中柱439.6225.3837.26.25134.23934.2392.428.533-6.251-34.7843128.70517.4847.220.304111.220111.2202.492.68-26.555-119.2352204.9627.8447.232.334177.120177.1202.4147.6-58.889-206.4891249.80333.9357.239.408215.868215.8682.4179.89-98.297-278.187（4）水平地震作用下横向框架柱梁内力图图5地震作用柱端弯矩图（kN∙m）图6地震作用梁端弯矩图（kN∙m）图7地震作用梁端剪力柱端轴力图（kN）5.5计算风荷载5.5.1计算资料该宿舍楼位于亳州市区，其基本风压，地面粗糙程度为C类。由建筑为矩形立面建筑[9]知风荷载体型系数为：该宿舍楼的总高度为，所以查表得风压高度变化系数：所以基本风压为：计算风荷载如下表5-7风荷载计算结果表层数411.313.80.650.4524.489.3099.309311.310.20.650.4524.489.30918.618211.36.80.650.4524.489.30927.927111.33.40.650.4524.489.30937.2365.5.2风荷载作用下水平位移验算各楼层层间的最大位移角处于宿舍楼底层，所以所以符合要求。5.5.3风荷载作用下横向框架结构内力计算（1）横向框架柱端弯矩计算边柱的剪力计算公式：中柱的剪力计算公式：边柱的弯矩计算公式：中柱的弯矩计算公式由上述公式可得出：表5-8柱端剪力的计算结果层数V（KN）D边（N/mm）D中（N/mm）Di（N/mm）V中（KN）V边（KN）9.3091277813439498452.5032.38618.6181277813439498455.0204.77327.9271277813439498457.5307.15937.2361447314960568969.7919.472表5-9柱端弯矩的计算结果层数V边（KN）V中（KN）2.3862.5031.873.6514.4623.8304.6814.7735.0201.877.3038.9267.6819.3877.1597.5301.8710.95313.38711.52114.0819.4729.7911.8714.49217.71314.98018.309（2）横向框架梁端弯矩计算第一层：第二层：第三层：第四层：（3）横向框架梁端剪力及柱轴力计算（5-11）（5-12）表5-10梁剪力及柱轴力的计算表楼层边梁横中梁柱轴力边柱中柱43.6510.4967.20.5763.1553.1552.42.629-0.576-3.208316.2292.2057.22.56014.02414.0242.411.687-3.136-14.823219.8792.7017.23.13617.17817.1782.414.315-6.272-20.587127.8793.7877.24.39824.09224.0922.420.077-10.67-30.747（4）水平地震作用下横向框架柱梁内力图图8风荷载作用下柱端弯矩图（kN∙m）图9风荷载作用下的梁端弯矩图（kN∙m）图10风荷载作用下梁端剪力和柱端轴力图（kN）6竖向荷载作用下的框架结构内力计算6.1竖向荷载作用下的框架结构计算简图图11在恒荷载的作用下各楼层框架梁上的荷载分布6.2荷载等效计算（1）顶层荷载计算，、——分别代表边、中横梁自重，为均布荷载；——教室传给横梁的梯形和三角形荷载；——走廊板传给横梁的梯形和三角形。、表示边纵梁和中纵梁传各柱的荷载。节点集中荷载：屋面自重（三角形部分）：女儿墙自重：合计：节点集中荷载：屋面自重（三角形部分）：屋面自重（矩形部分）：纵梁自重：横梁自重：合计：（2）第1～3层荷载计算对于一到三层计算方法与顶层相同，计算过程如下：，节点集中荷载：屋面自重（三角形部分）：外纵墙自重：合计：节点集中荷载：屋面自重（三角形部分）：屋面自重（矩形部分）：纵梁自重：横梁自重：合计：6.3恒载内力的计算由弯矩二次分配法[10]来确定梁端、柱端的弯矩。首先对各节点的不平衡弯矩进行一次分配，其往远端传递的系数为0.5。然后，对传递产生的不平衡弯矩再进行一次分配，直道不再传递为止。6.3.1恒载作用下梁端固端弯矩的计算（1）第四层（2）第一到三层6.3.2梁柱的分配系数表6-1梁柱分配系数的计算楼层节点A、D各杆端分配系数节点B、C各杆端分配系数4000.2080.7920.7000.190.112-300.1720.1720.6560.5940.1560.1560.094100.1720.1720.6560.5940.1560.1560.094亳州市四层小学宿舍楼结构设计6.3.3弯矩分配（弯矩二次分配法)表6-2恒载弯矩分配结果表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱400.2080.7920.7000.190.110.110.1900.700.7920.2080-131.566131.566-3.3443.344-131.566131.56627.366104.200-89.755-24.362-14.10414.10424.36289.755-104.200-27.36612.256-44.87852.1-10.8607.052-7.05210.860-52.144.878-12.2566.78525.837-34.132-9.264-5.363-0.77-5.02-9.94-25.837-6.78546.407-46.40759.779-44.486-15.75915.75944.48659.79946.407-46.40730.1720.1720.6560.5940.1560.1560.0940.0940.1560.1560.5940.6560.1720.172-142.858142.858-3.6363.636-142.858142.85824.57124.57193.716-82.698-21.719-21.719-13.08713.08721.71921.71982.698-93.716-24.571-24.57113.68312.286-41.34946.858-12.181-10.856-6.5446.54410.85612.181-46.85841.349-12.286-13.6832.6452.64510.089-10.263-1.915-1.915-1.1541.1541.9151.91510.263-10.989-2.645-2.64540.89939.502-80.40296.755-35.815-34.49-24.42124.42134.4935.815-96.75580.402-39.502-40.899续表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱20.1720.1720.6560.5940.1560.1560.0940.0940.2420.1560.1560.6560.1720.172-142.858142.858-3.6363.636-142.858142.85824.57124.57193.716-82.698-21.719-21.719-13.08713.08721.71921.71982.698-93.716-24.571-24.57113.68312.686-41.34946.858-12.181-10.856-6.5446.54410.85612.181-46.85841.349-12.686-13.6832.6452.64510.089-10.263-1.915-1.915-1.1541.1541.9151.91510.263-10.989-2.645-2.64540.89939.502-80.40296.755-35.815-34.49-24.42124.42134.4935.815-96.75580.402-39.502-40.89910.1720.1720.6560.5940.1560.1560.0940.0940.1560.1560.5940.6560.1720.172-142.858142.858-3.6363.636-142.858142.85824.57124.57193.716-82.698-21.719-21.719-13.08713.08721.71921.71982.698-93.716-24.571-24.57112.286-41.34946.858-10.856-6.5446.54410.856-46.85841.349-12.2864.9994.99919.653-17.498-4.595-4.595-2.7692.7694.5954.59517.498-19.653-4.999-4.99941.85629.57-70.83889.52-37.17-26.314-26.03626.03626.31437.17-89.5270.838-29.57-41.856图12恒载作用下框架弯矩图（kN∙m）6.3.4恒载作用下梁端剪力梁端剪力的计算公式：（6-1）（6-2）（6-3）——梁上均布荷载引起的剪力；——梁端弯矩引起的剪力。表6-3梁端剪力计算表楼层荷载引起的剪力（kN）弯矩引起的剪力（kN）总剪力（kN）AB跨BC跨AB跨BC跨AB跨BC跨VA=VB（kN）VB=VC（kN）VA=VB（kN）VB=VC（kN）VA（kN）VB（kN）VB=VC（kN）4109.6388.361-1.9060107.732111.5448.3613119.0489.09-2.2710116.777121.3199.092119.0489.09-2.2710116.777121.3199.091119.0489.09-2.5950116.453121.6439.096.3.5恒载作用下柱剪力的计算柱端剪力计算公式：（6-4）表6-4柱剪力计算表楼层弯矩引起的剪力（kN）层高（m）边柱（kN）中柱（kN）43.425.67823.5933.423.64720.67823.423.92921.07613.48.6977.739图13恒载作用下框架剪力图（kN）6.3.6恒载作用下柱轴力的计算柱轴力的计算公式：（6-5）——梁端剪力；——节点集中力及柱自重。表6-5柱轴力计算表楼层P1(kN)P2(kN)q(kN/m)层高(m)柱重(kN)边柱中柱柱顶(kN)柱底(kN)柱顶(kN)柱底(kN)442.75361.05843.413.6150.485164.085180.963194.563335.29563.24343.413.6316.157329.757388.215401.815235.29563.24343.413.6481.829495.429595.467609.067135.29563.24343.413.6647.177660.777803.043816.643图14恒载作用下柱轴力图（kN）6.4活荷载计算6.4.1活载作用下梁端固端弯矩计算（1）第四层（2）一到三层6.4.2梁柱分配系数表6-6梁柱分配系数的计算楼层节点A、D各杆端分配系数节点B、C各杆端分配系数4000.2080.7920.7000.190.112-300.1720.1720.6560.5940.1560.1560.094100.1720.1720.6560.5940.1560.1560.0946.4.3弯矩分配（二次分配）表6-7活载弯矩分配结果表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱400.2080.7920.7000.190.110.110.1900.700.7920.2080-27.86427.864-0.720.72-27.86427.8645.79622.068-19.001-5.157-2.9862.9865.15719.001-22.068-5.7968.396-9.50111.034-7.4151.493-1.4937.415-11.0340.951-8.3960.2300.875-3.578-0.971-0.562-0.77-5.02-9.94-25.837-6.78514.422-14.42216.319-13.543-2.7752.77513.543-16.31914.422-14.42230.1720.1720.6560.5940.1560.1560.0940.0940.1560.1560.5940.6560.1720.172-97.58497.584-2.522.52-97.58497.58416.78416.78464.015-56.468-14.830-14.830-8.9368.93614.83014.83056.468-64.015-16.784-16.7842.8988.396-28.23432.008-2.579-7.4154.468-4.4687.1452.579-32.00828.234-8.3962.8982.9142.91411.112-15.730-4.131-4.131-2.4892.4894.1314.13115.730-11.112-2.914-2.91422.59628.094-50.55657.394-21.54-26.376-9.4479.44726.37621.54-57.39450.556-28.094-22.596续表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱20.1720.1720.6560.5940.1560.1560.0940.0940.2420.1560.1560.6560.1720.172-97.58497.584-2.522.52-97.58497.58416.78416.78464.015-56.468-14.830-14.830-8.9368.93614.83014.83056.468-64.015-16.784-16.7842.8988.396-28.23432.008-2.579-7.4154.468-4.4687.4152.579-32.00828.234-8.396-2.8982.9142.91411.112-15.730-4.131-4.131-2.4892.4894.1314.13115.730-11.112-2.914-2.91422.59628.094-50.55657.394-21.54-26.376-9.4479.44726.37621.54-57.39450.556-28.094-22.59610.1720.1720.6560.5940.1560.1560.0940.0940.1560.1560.5940.6560.1720.172-97.58497.584-2.522.52-97.58497.58416.78416.78464.015-56.468-14.830-14.830-8.9368.93614.83014.83056.468-64.015-16.784-16.7848.396-28.23432.008-7.4154.468-4.4687.415-32.00828.234-12.2863.4123.41213.014-17.262-4.534-4.534-2.7322.7324.5344.53417.262-13.014-3.412-3.41228.59220.196-48.78955.862-26.779-19.364-9.729.7219.36426.779-55.86248.789-20.196-28.592图14活载作用下框架弯矩图（kN∙m）6.4.4活荷载作用下梁端剪力梁端剪力的计算公式：（6-6）（6-7）（6-8）——梁上均布荷载引起的剪力；——梁端弯矩引起的剪力。表6-7活载作用下梁端剪力计算表楼层荷载引起的剪力（kN）弯矩引起的剪力（kN）总剪力（kN）AB跨BC跨AB跨BC跨AB跨BC跨VA=VB（kN）VB=VC（kN）VA=VB（kN）VB=VC（kN）VA（kN）VB（kN）VB=VC（kN）423.221.8-0.263022.95723.4831.8381.3206.3-0.950080.3782.276.3281.3206.3-0.950080.3782.276.3181.3206.3-0.982080.33882.3026.36.4.5活荷载作用下的柱剪力计算柱端剪力计算公式：（6-9）表6-8柱剪力计算表楼层弯矩引起的剪力（kN）层高（m）边柱（kN）中柱（kN）43.410.88810.31933.414.90913.3123.416.67215.63413.45.6955.94图15活载作用下框架剪力图（kN）6.4.6活荷载作用下柱轴力的计算柱轴力的计算公式：（6-10）——梁端剪力；——节点集中力及柱自重。（1）框架柱下活荷载分布第四层：边柱：中柱：第一到三层：边柱：中柱：（2）活荷载作用下柱轴力的计算结果如下表所示：表6-7柱轴力计算表层次层高/m左边柱中柱43.428.0235.40833.4126.109159.41623.4224.198283.42413.4322.255407.464图16活载作用下柱轴力图（kN）7内力组合本宿舍楼结构设计需考虑到恒荷载、活荷载、风荷载及地震荷载的影响，对结构内力组合共有四种[11]：组合1：组合2：组合3：组合4：7.1竖向荷载作用下弯矩调幅（1）横向框架梁端负弯矩调幅系数，,：弯矩调幅前的梁端左部和右部的弯矩；（2）梁跨中弯矩在横向框架梁端负弯矩调幅后会增大调幅后跨中弯矩可按下列公式计算(7-1)(7-2)7.1.1恒载作用下的梁端弯矩调幅表7-1恒载下的梁端弯矩调幅表40.8-46.407144.225-59.779-37.126154.874-47.8230.8-15.759-10.742-15.789-12.607-7.59-12.60730.8-80.402125.709-96.755-64.322143.424-77.4040.8-24.421-18.967-24.421-19.537-14.083-19.53720.8-80.402125.709-96.755-64.322143.424-77.4040.8-24.421-18.967-24.421-19.537-14.083-19.53710.8-70.838134.108-89.52-56.67150.144-71.6160.8-26.036-20.282-26.036-16.029-10.575-16.0297.1.2活载作用下的梁端弯矩调幅表7-2活荷载下的梁端弯矩调幅表40.8-14.42226.426-16.319-11.53829.500-13.0550.8-2.775-1.695-2.775-2.22-1.14-2.2230.8-50.55692.401-57.394-40.445103.197-45.9150.8-9.447-5.667-9.447-7.558-3.778--7.55820.8-50.55692.401-57.394-40.445103197-45.9150.8-9.447-5.667-9.447-7.558-3.778-7.55810.8-48.78994.051-55.862-39.031104.516-44.6900.8-9.72-5.94-9.27-7.416-3.636-7.4167.2框架梁内力组合表7-3四层梁内力组合截面位置内力AB（左）M-37.126-11.5383.6539.62-65.57-53.74-42.79-62.29-68.863.67-115.19V107.73222.957-0.58-6.25174.49140.92139.18173.97175.01145.60164.35AB（中）M154.87429.51.5817.12245.59198.97203.71247.01244.16246.19194.83AB（右）M-47.823-13.005-0.50-5.38-81.68-61.42-62.92-82.13-81.23-78.69-62.55V-111.544-23.483-0.58-6.25-180.23-144.14-145.88-180.75-179.71-169.65-150.90BC（左）M-12.607-2.223.1534.24-19.72-21.11-11.66-16.88-22.5533.53-69.19V8.3611.8-2.63-28.5313.5714.816.9211.2015.94-30.7654.83BC（中）M-7.59-1.140.000.00-11.58-9.87-9.87-11.58-11.58-10.61-10.61BC（右）M-12.607-2.22-3.15-34.24-19.72-11.66-21.11-22.55-16.88-69.1933.53V-8.361-1.8-2.63-28.53-13.57-6.92-14.81-15.94-11.20-54.8330.76CD（左）M-47.823-13.0050.505.38-81.68-62.92-61.42-81.23-82.13-62.55-78.69V111.54423.483-0.58-6.25180.23145.88144.14179.71180.75150.90169.65CD（中）M154.87429.5-1.58-17.12245.59203.71198.97244.16247.01194.83246.19CD（右）M-37.126-11.538-3.65-39.62-65.57-42.79-53.74-68.86-62.29-115.193.67V-107.732-22.957-0.58-6.25-174.49-139.18-140.92-175.01-173.97-164.35-145.60表7-4三层梁内力组合截面位置内力AB（左）M-64.322-40.44516.23128.71-144.29-107.96-59.27-129.68-158.8983.16-302.97V116.77780.37-2.56-20.3272.37155.65147.97270.06274.67173.60234.50AB（中）M143.424103.1977.0155.62341.25175.94196.97347.56334.94336.96170.10AB（右）M-77.404-45.915-2.21-17.48-169.50-97.31-103.94-171.49-167.51-156.69-104.25V-121.319-82.27-2.56-20.3-281.12-153.87-161.55-283.42-278.82-241.64-180.74BC（左）M-19.537-7.55814.02111.22-36.74-46.43-4.37-24.12-49.35136.52-197.14V9.096.3-11.69-92.6821.2729.35-5.7210.7531.79-123.11154.93BC（中）M-14.083-3.7780.000.00-23.97-18.31-18.31-23.97-23.97-20.76-20.76BC（右）M-19.537-7.558-14.02-111.22-36.74-4.37-46.43-49.35-24.12-197.14136.52V-9.09-6.3-11.69-92.68-21.275.72-29.35-31.79-10.75-154.93123.11CD（左）M-77.404-45.9152.2117.48-169.50-103.94-97.31-167.51-171.49-104.25-156.69V121.31982.27-2.56-20.3281.12161.55153.87278.82283.42180.74241.64CD（中）M143.424103.197-7.01-55.62341.25196.97175.94334.94347.56170.10336.96CD（右）M-64.322-40.445-16.23-128.71-144.29-59.27-107.96-158.89-129.68-302.9783.16V-116.777-80.37-2.56-20.3-272.37-147.97-155.65-274.67-270.06-234.50-173.60表7-5二层梁内力组合截面位置内力AB（左）M-64.322-40.44519.88204.96-144.29-113.44-53.80-126.39-162.18197.53-417.35V116.77780.37-3.14-32.33272.37156.52147.10269.54275.19155.56252.55AB（中）M143.424103.1978.5988.56341.25173.57199.34348.98333.52386.37120.69AB（右）M-77.404-45.915-2.7-27.84-169.50-96.58-104.68-171.93-167.07-172.23-88.71V-121.319-82.27-3.14-32.33-281.12-153.00-162.42-283.95-278.29-259.69-162.70BC（左）M-19.537-7.55817.18177.12-36.74-51.170.37-21.27-52.20235.37-295.99V9.096.3-14.32-147.621.2733.30-9.668.3834.16-205.49237.31BC（中）M-14.083-3.7780.000.00-23.97-18.31-18.31-23.97-23.97-20.76-20.76BC（右）M-19.537-7.558-17.18-177.12-36.740.37-51.17-52.20-21.27-295.99235.37V-9.09-6.3-14.32-147.6-21.279.66-33.30-34.16-8.38-237.31205.49CD（左）M-77.404-45.9152.727.84-169.50-104.68-96.58-167.07-171.93-88.71-172.23V121.31982.27-3.14-32.33281.12162.42153.00278.29283.95162.70259.69CD（中）M143.424103.197-8.59-88.56341.25199.34173.57333.52348.98120.69386.37CD（右）M-64.322-40.445-19.88-204.96-144.29-53.80-113.44-162.18-126.39-417.35197.53V-116.777-80.37-3.14-32.33-272.37-147.10-156.52-275.19-269.54-252.55-155.56表7-6一层梁内力组合截面位置内力AB（左）M-56.67-39.03127.88249.8-132.22-115.49-31.85-107.13-157.31275.66-473.74V116.45380.338-4.4-39.41271.90157.99144.79267.94275.86144.49262.72AB（中）M150.144101.51612.05107.93347.46177.11213.26358.31336.62423.0799.28AB（右）M-71.616-44.69-3.79-33.94-160.14-87.42-98.79-163.55-156.72-173.06-71.24V-121.643-82.302-4.4-39.41-281.59-151.54-164.74-285.55-277.63-270.75-152.52BC（左）M-16.029-7.41624.1215.87-31.96-56.9915.31-10.27-53.65298.15-349.46V9.096.3-20.08-179.8921.2741.94-18.303.2039.34-253.92285.75BC（中）M-10.575-3.6360.000.00-19.20-13.75-13.75-19.20-19.20-16.11-16.11BC（右）M-16.029-7.416-24.1-215.87-31.9615.31-56.99-53.65-10.27-349.46298.15V-9.09-6.3-20.08-179.89-21.2718.30-41.94-39.34-3.20-285.75253.92CD（左）M-71.616-44.693.7933.94-160.14-98.79-87.42-156.72-163.55-71.24-173.06V121.64382.302-4.4-39.41281.59164.74151.54277.63285.55152.52270.75CD（中）M150.144101.516-12.05-107.93351.96213.26177.11341.12362.81101.23425.02CD（右）M-56.67-39.031-27.88-249.8-132.22-31.85-115.49-157.31-107.13-473.74275.66V-116.453-80.338-4.4-39.41-271.90-144.79-157.99-275.86-267.94-262.72-144.497.3柱内力组合表7-7横向框架左边柱内力组合楼层位置内力4柱顶M46.40714.422-3.65-39.6281.9665.8054.8578.6885.2510.27129.13N-150.49-28.02-0.57-6.25-237.67-194.78-196.49-238.18-237.15-223.23-204.48V-25.648-10.8882.3925.9-49.67-36.93-29.76-47.52-51.83-1.57-79.27柱底M40.89922.596-4.46-48.4387.0659.8646.4883.0591.08-4.79140.50N-164.09-28.02-0.57-6.25-255.35-212.46-214.17-255.86-254.83-240.91-222.16V-25.678-10.8882.3925.9-49.71-36.97-29.80-47.56-51.86-1.61-79.313柱顶M39.50228.094-7.30-80.2893.4962.3040.4086.92100.06-50.81190.03N-316.16-126.11-3.14-26.56-600.17-406.30-415.72-603.00-597.35-532.82-453.14V-23.647-14.9094.7752.47-53.10-37.90-23.59-48.81-57.4038.27-119.14柱底M40.89922.596-8.92-98.1287.0666.5539.7979.0395.09-79.32215.04N-329.76-126.11-3.14-26.56-617.85-423.98-433.40-620.68-615.03-550.50-470.82V-23.647-14.9094.7752.47-53.10-37.90-23.59-48.81-57.4038.27-119.142柱顶M39.50228.094-10.95-106.893.4967.7834.9383.64103.35-90.59229.81N-481.83-224.20-6.27-58.89-962.68-616.97-635.78-968.32-957.04-860.44-683.77V-23.929-16.6727.1669.84-56.12-41.85-20.37-49.67-62.5662.82-146.70柱底M41.85628.592-13.39-130.697.3074.5034.3385.25109.35-122.90268.90N-495.43-224.20-6.27-58.89-980.36-634.65-653.46-986.00-974.72-878.12-701.45V-23.929-16.6727.1669.84-56.12-41.85-20.37-49.67-62.5662.82-146.701柱顶M29.5720.196-14.49-119.268.7460.1816.7155.6981.78-127.23230.37N-647.18-322.26-10.67-98.30-1324.72-825.33-857.34-1334.33-1315.12-1198.25-903.35V-8.697-5.6959.4277.92-19.85-25.442.82-11.37-28.33101.87-131.89柱底M14.78510.098-17.71-145.734.3745.79-7.3418.4350.31-192.77244.33N-660.78-322.26-10.67-98.30-1342.40-843.01-875.02-1352.01-1332.80-1215.93-921.03V-7.739-5.6959.4277.92-18.60-24.194.07-10.13-27.08103.12-130.64表7-8横向框架左中柱内力组合楼层位置内力4柱顶M-44.486-13.543-3.83-41.67-78.15-52.09-63.58-81.59-74.70-129.14-4.13N-180.96-35.4083.21-34.78-288.36-240.06-230.43-285.47-291.25-310.43-206.09V23.5910.3192.527.2446.1526.9234.4248.4043.9078.23-3.49柱底M-35.85-21.54-4.68-50.93-78.92-39.59-53.63-83.13-74.70-137.0015.79N-194.56-35.4083.21-34.78-306.04-257.74-248.11-303.15-308.93-328.11-223.77V23.5910.3192.527.2446.1526.9234.4248.4043.9078.23-3.493柱顶M-34.49-26.376-7.68-84.43-84.40-33.32-56.36-91.31-77.49-188.6364.66N-388.22-159.4214.82-119.2-743.82-526.92-482.46-730.48-757.15-787.11-429.51V20.6813.315.0255.1846.8519.3534.4151.3742.33118.31-47.23柱底M-35.815-21.54-9.39-103.2-78.87-32.47-60.64-87.32-70.42-215.3694.24N-401.82-159.4214.82-119.2-761.50-544.60-500.14-748.16-774.83-804.79-447.19V20.6813.315.0255.1846.8519.3534.4151.3742.33118.31-47.232柱顶M-34.49-26.376-11.52-112.4-84.40-27.56-62.12-94.77-74.03-230.58106.62N-595.47-283.4220.59-206.5-1199.24-805.00-743.23-1180.71-1217.77-1268.08-648.58V21.0815.6347.5373.4550.8616.1138.7057.6344.08147.74-72.61柱底M-37.17-26.779-14.08-137.4-88.49-27.20-69.44-101.16-75.82-271.83140.37N-609.07-283.4220.59-206.5-1216.92-822.68-760.91-1198.39-1235.45-1285.76-666.26V21.0815.6347.5373.4550.8616.1138.7057.6344.08147.74-72.611柱顶M-26.036-19.364-14.52-123.2-62.89-12.07-55.63-75.96-49.82-231.23138.37N-803.04-407.4630.75-278.2-1655.14-1090.08-997.83-1627.47-1682.82-1726.10-891.50V7.745.949.7980.5418.97-4.6224.7527.7810.16134.73-106.89柱底M-13.018-9.682-18.31-150.6-31.4510.54-44.39-47.93-14.97-249.12202.68N-816.64-407.4630.75278.2-1672.82-1107.76-1015.51-1645.15-1700.50-909.18-1743.78V7.745.949.7980.5418.97-4.6224.7527.7810.16134.73-106.89表7-9横向框架右中柱内力组合楼层位置内力4柱顶M44.48613.543-3.83-41.6778.1563.5852.0974.7081.594.13129.14N-180.96-35.408-3.21-34.78-288.36-230.43-240.06-291.25-285.47-310.43-206.09V-23.59-10.3192.527.24-46.15-34.42-26.92-43.90-48.403.49-78.23柱底M35.8521.54-4.68-50.9378.9253.6339.5974.7083.13-15.79137.00N-194.56-35.408-3.21-34.78-306.04-248.11-257.74-308.93-303.15-328.11-223.77V-23.59-10.3192.527.24-46.15-34.42-26.92-43.90-48.403.49-78.233柱顶M34.4926.376-7.68-84.4384.4056.3633.3277.4991.31-64.66188.63N-388.22-159.42-14.82-119.2-743.82-482.46-526.92-757.15-730.48-787.11-429.51V-20.68-13.315.0255.18-46.85-34.41-19.35-42.33-51.3747.23-118.31柱底M35.81521.54-9.39-103.278.8760.6432.4770.4287.32-94.24215.36N-401.82-159.4214.82119.2-761.50-544.60-500.14-748.16-774.83-447.19-804.79V-20.68-13.315.0255.18-46.85-34.41-19.35-42.33-51.3747.23-118.312柱顶M34.4926.376-11.52-112.484.4062.1227.5674.0394.77-106.62230.58N-595.47-283.4220.59206.5-1199.24-805.00-743.23-1180.71-1217.77-648.58-1268.08V-21.08-15.6347.5373.45-50.86-38.70-16.11-44.08-57.6372.61-147.74柱底M37.1726.779-14.08-137.488.4969.4427.2075.82101.16-140.37271.83N-609.07-283.4220.59206.5-1216.92-822.68-760.91-1198.39-1235.45-666.26-1285.76V-21.08-15.6347.5373.45-50.86-38.70-16.11-44.08-57.6372.61-147.741柱顶M26.03619.364-14.52-123.262.8955.6312.0749.8275.96-138.37231.23N-803.04-407.4630.75278.2-1655.14-1090.08-997.83-1627.47-1682.82-891.50-1726.10V-7.74-5.949.7980.54-18.97-24.754.62-10.16-27.78106.89-134.73柱底M13.0189.682-18.31-150.631.4544.39-10.5414.9747.93-202.68249.12N-816.64-407.4630.75278.2-1672.82-1107.76-1015.51-1645.15-1700.50-909.18-1743.78V-7.74-5.949.7980.54-18.97-24.754.62-10.16-27.78106.89-134.73表7-10横向框架右边柱内力组合楼层位置内力4柱顶M-46.407-14.422-3.65-39.62-81.96-54.85-65.80-85.25-78.68-129.13-10.27N-150.49-28.020.576.25-237.67-196.49-194.78-237.15-238.18-204.48-223.23V25.64810.8882.3925.949.6729.7636.9351.8347.5279.271.57柱底M-40.899-22.596-4.46-48.43-87.06-46.48-59.86-91.08-83.05-140.504.79N-164.09-28.020.576.25-255.35-214.17-212.46-254.83-255.86-222.16-240.91V25.67810.8882.3925.949.7129.8036.9751.8647.5679.311.613柱顶M-39.502-28.094-7.30-80.28-93.49-40.40-62.30-100.06-86.92-190.0350.81N-316.16-126.113.1426.56-600.17-415.72-406.30-597.35-603.00-45