【《舟山某六层公寓楼建筑结构设计》14000字（论文）】

-PAGE2-舟山某六层公寓楼建筑结构设计摘要此毕业设计为舟山某六层公寓楼建筑结构设计，舟山地区是属于A类地面粗糙度，其地震设防烈度7度，设计基本地震加速度为0.10g，抗震等级三级。，舟山六层公寓楼选用建筑框架结构。开始设计阶段我确定了建筑设计的部分，在此期间也仔细考虑了建筑节能部分的设计并绘制相应的建筑图纸；下一步进行建筑结构设计，荷载部分手算，使用结构力学求解器电算恒荷载、活荷载、风荷载及地震作用的内力作用部分，内力组合部分应用PKPM软件电算校核。经过手算和电算对比选取比较合理的梁板柱配筋最终完成设计。关键词：框架结构；上人屋面；建筑节能设计；双向板目录TOC\o"1-3"\h\u3930第一章建筑设计 625811.1建筑平面设计 6319651.1.1建筑设计概要 6214531.1.2柱布置 7308701.2立面剖面设计 7100101.2.1抗震设计 714303第二章结构设计 860972.1工程概况 8193702.1.1结构布置及计算简图 8219502.1.3计算简图 993672.1.4线刚度计算 1058892.2荷载计算 11287552.2.1恒荷载计算 11108392.2.2竖向荷载作用下框架荷载计算 13254232.2.3风荷载计算 1662852.2.4地震作用 16227382.3内力计算 21140032.3.1恒荷载作用下的内力计算 21176482.3.2活荷载作用下的内力计算 26222212.3.3风荷载作用下的内力计算 3038232.3.4地震作用下的内力计算 34294502.4内力组合 38246102.5梁、柱截面设计 59204362.5.1框架梁的截面设计（第四层） 5946702.5.2框架柱的截面设计 62131042.6楼板的结构设计 704372.6.1板的结构计算简 7010952.7楼梯设计 7327553第三章建筑节能设计 77317593.1设计概况 77318083.1.1节能设计 776256参考文献 79第一章建筑设计1.1建筑平面设计1.1.1建筑设计概要本设计是舟山六层公寓楼，要根据建筑的使用性质、建设规模与标准的不同，确定这个公寓楼各种类别用房。此建筑的组成部分基本由休息部分、休闲部分和餐饮部分等组成。青年公寓内各种房间的具体设置、层次和位置，应根据使用要求和具体条件确定。根据使用要求，结合基地面积、结构选型等情况按建筑模数确定柱距为7.8m×7.5m。一、原始设计资料原始设计条件：年平均温度16℃最高气温25℃最低气温6℃年平均降雨量基本风压值基本雪压二、交通部分建筑设计：在建筑设计过程中我经过查阅规范在适合的位置设置了楼梯，在设计上下平面活动楼梯的时候，我查阅了《建筑设计防火规范》、《民用建筑设计通则》等建筑设计规范的规定，确保楼梯的合理性和安全性。根据建筑物采光通风的设计要求，尽量将楼梯安排在外墙附近并合理设计窗户尺寸。1.1.2柱布置图1-1柱布置图1.2立面剖面设计结合建筑造型还有构造规律等方面并大幅度的满足住房要求和质量要求的前提下进行立面设计，最后也适当考虑经济方面。与此同时要设计好窗户的位置安排不仅要和前面的采光要求结合起来还有建筑美观的需求。在确定各个楼层房间净高的时候，要考虑房间的使用性质还有上面所提及到的建筑采光和入住舒适度的需求，在建筑安全方面达标的前提下也要顾全到建筑美观对于建筑的重要性。剖面设计这一重要内容需要考虑的内容是建筑高度还有建筑层高，建筑层数以及空间结构体系。1.2.1抗震设计抗震设防烈度为6度及以上地区的建筑必须进行抗震设计。《建筑抗震设计规范》规定浙江舟山地区抗震设防烈度为7度，必须进行抗震设防。已知此舟山六层公寓楼建筑高度小于30m所以是三级建筑。第二章结构设计2.1工程概况浙江舟山市拟建六层公寓楼，建筑类别二类。该地区属于A类地面粗糙度地震设防烈度7度设计基本地震加速度0.10g，抗震等级三级。六层公寓楼采用的结构形式是现浇整体框架。舟山市年平均温度16℃年，平均降雨量1108mm，基本风压值0.85KN/㎡。建筑面积5782㎡。此设计选用现浇钢筋混凝土框架结构，现浇钢筋混凝土框架结构建筑平面布置比较灵活，大大增加建筑的使用空间且使得建筑立面容易处理。根据施工场地、建筑所在地、地质条件，基础选择独立基础。2.1.1结构布置及计算简图一、梁截面尺寸估算选轴线9一榀框架计算轴线9AB,CD跨故取截面宽度故取纵向框架梁次梁截面高度故取二、框架柱截面尺寸估算中柱：边柱：初选三、材料选择1、混凝土强度等级：均选用C30。2、钢筋级别：均选择HRB400级钢筋2.1.3计算简图选择9号轴线横向框架计算简图如图2-1所示。图2-19号轴线横向框架计算简图2.1.4线刚度计算（边框框架梁取I=2I0）由于楼面板与框架梁的混凝土一起浇捣，对于边框框架梁取I=2I0。AB、CD跨：BC跨：A轴～D轴底层柱：A轴～D轴其余各层柱：2.2荷载计算2.2.1恒荷载计算1、屋面框架梁线荷载标准值：铝基反光保护层，20厚水泥砂浆25厚挤塑聚苯板塑料保温层3厚SBS改性沥青防水卷材0.420厚1：3水泥砂浆找平层20×0.02=0.40水泥焦渣混凝土找坡10×0.03=0.30100厚钢筋混凝土屋面板25×0.12=3.010厚板底抹灰20×0.01=0.20合计5.072、楼面框架梁线荷载标准值：瓷砖地面（包括水泥粗砂打底）0.5520厚1：3水泥砂浆找平层20×0.02=0.40100厚钢筋混凝土楼板25×0.1=2.50合计3.853、屋面及楼面可变荷载标准值上人屋面均布活荷载标准值2.0楼面活载标准值2.0屋面雪荷载标准值走廊4、梁自重AB,CD抹灰层合计梁自重BC抹灰层合计梁自重次梁抹灰层合计柱自重抹灰层合计外纵墙自重标准层铝合金窗户面砖外墙面水泥砂浆内墙面保温层合计内墙自重水泥砂浆墙面合计2.2.2竖向荷载作用下框架荷载计算AB轴间框架梁屋面板传荷载：恒荷载：活荷载：楼面板传荷载：恒荷载：活荷载：梁自重:AB轴间框架梁均布荷载为：屋面梁：恒荷载=梁自重+屋面板传恒荷载=活荷载=屋面板传活荷载楼面梁：恒荷载=梁自重+楼面板传恒荷载+内墙自重=活荷载=楼面板传荷载=BC轴间框架梁屋面板传荷载：恒荷载：活荷载：楼面板传荷载：恒荷载：活荷载：BC轴间框架梁均布荷载：屋面梁：恒荷载=梁自重+屋面板传恒荷载=活荷载=屋面板传活荷载楼面梁：恒荷载=梁自重+楼面板传恒荷载=活荷载=楼面板传荷载=CD轴间框架梁屋面梁：恒荷载=梁自重+屋面板传恒荷载=活荷载=屋面板传活荷载楼面梁：恒荷载=梁自重+楼面板传恒荷载+内墙自重=活荷载=楼面板传荷载=A轴柱纵向集中荷载的计算女儿墙做法：1200mm墙高，100mm的混凝土压顶女儿墙自重：顶层柱：恒荷载=女儿墙自重+梁自重+屋面板传恒荷载=活荷载=屋面板传活荷载=标准层柱：恒荷载=墙自重+梁自重+楼面板传荷载=活荷载=楼面板活荷载=B轴柱纵向集中荷载的计算顶层柱：恒荷载=梁自重+屋面板传荷载=活荷载=屋面板传活荷载=标准层柱：恒荷载=内墙自重+梁自重+楼面板传荷载=活荷载=楼面板传活荷载=C轴柱纵向集中荷载的计算顶层柱：恒荷载=活荷载=标准层柱：恒荷载=活荷载=D轴柱纵向集中荷载的计算顶层柱：恒荷载=活荷载=标准层柱：恒荷载=活荷载=2.2.3风荷载计算作用在屋面梁和楼面节点处的集中风荷载标准值为：表2-1风荷载标准值离地高z（）21.10.841.001.30.854.53.326.0617.80.741.001.30.853.33.321.0514.50.741.001.30.853.33.321.0511.20.741.001.30.853.33.321.057.90.741.001.30.853.33.321.054.60.741.001.30.854.63.624.40风荷载作用下框架侧移计算表2-2风荷载作用下框架侧移计算表层数层高63.339.472742040.53210.9151/620353.371.332742040.96110.3831/343443.3101.332742041.3659.4221/241733.3124.392742041.6748.0571/197123.3153.687742042.0716.3831/159314.6192.884447304.3124.3121/9282.2.4地震作用重力荷载代表值集中到顶层处的质点重力荷载代表值G6屋面荷载：雪荷载：梁自重：半层柱：半层墙自重：女儿墙全重：合计：集中到二到五层处的质点重力荷载代表值G2-G5楼面荷载：0.5活荷载：梁自重：上下各半层柱自重：上下各半层墙自重：合计：集中到底层处的质点重力荷载代表值G1合计：计算方法：自振周期的计算框架梁柱的抗侧移刚度计算表2-3框架梁柱的抗侧移刚度计算表杆件截面尺寸弹性模量EcI（）L相对刚度bh边框架梁BC、DE2507003010.7275004.290.91CD250400302.024002.50.53中框架梁BC、DE2507003014.2875005.711.20CD250400302.6724003.340.70框架柱底层600600305.2140003.910.82其他层600600305.2133004.741表2-42-6层框架柱横向侧移刚度表构件名称A轴1.20.37515654B轴1.90.48721448C轴1.90.48721448D轴1.20.37515654表2-5底层框架柱横向侧移刚度构件名称A轴1.460.5669488B轴2.3150.68412877C轴2.3150.68412877D轴1.460.5669488表2-6楼层假想位移计算表层数61137.6771137.6777420428.519719.40751224.832362.5077420459.222690.88841224.833587.3377420489.926631.66631224.834812.16774204120.630541.7421224.836036.99774204151.334421.1111367.2647404.26144730269.776269.776基本自振周期水平地震作用标准值的计算顶部附加地震作用系数：表2-7地震作用下框架侧移计算层数层高63.321.11137.67723322.3790.26353.317.81224.8321067.0670.23743.314.51224.8317025.1370.19233.311.21224.8312983.1980.14623.37.91224.838941.2590.10114.64.61367.2645469.0560.06273.114109.894742041.48121.6321/248765.886175.78742042.37020.1511/216553.376229.156742043.08817.7811/178940.588269.744742043.63514.6931/145528.078297.822742044.01411.0581/136517.283315.105447307.0447.0441/784图2-2剪力分布图2.3内力计算2.3.1恒荷载作用下的内力计算表2-8恒荷载作用下内力计算表调幅系数跨中弯矩放大1.00梁跨层号梁端弯矩梁上线荷载M简支跨中弯矩0.15调幅后梁端弯矩M'M跨中最终M跨中梁端剪力左右左右左右AB6-94.19-100.5624.49172.2074.826-80.06-85.4878.2678.2678.26-63.12-87.81L=5-219.05-228.3315.81111.16-112.535-186.20-194.08-110.31-110.31-110.3110.44-195.647.504-115.14-117.5315.81111.16-5.174-97.87-99.90-2.95-2.95-2.9522.20-97.523-111.55-114.7715.81111.16-2.003-94.82-97.560.230.230.23-3.54-97.632-112.53-116.0515.81111.16-3.132-95.65-98.65-0.91-0.91-0.91-3.30-97.671-109.31-112.8115.81111.160.111-92.91-95.892.332.332.3320.71-97.67BC6-100.64-86.2724.49172.2078.7412-85.54-73.3382.1882.1882.18-44.90-85.05L=5-117.11-112.6215.81111.16-3.7011-99.54-95.73-1.48-1.48-1.4813.01-96.602.404-117.55-110.0515.81111.16-2.6310-99.92-93.54-0.41-0.41-0.41-1.76-96.203-116.98-110.4915.81111.16-2.579-99.43-93.91-0.35-0.35-0.350.68-96.332-117.29-111.3115.81111.16-3.148-99.69-94.62-0.91-0.91-0.91-4.18-96.401-113.53-108.7115.81111.160.057-96.50-92.402.272.272.2720.62-96.56CD6-5.41-18.4824.49172.20160.2518-4.60-15.71163.69163.69163.69-0.06-15.93L=5-14.83-1.0615.81111.16103.2217-12.61-0.90105.44105.44105.44-1.005.747.504-2.57-12.3615.81111.16103.7016-2.19-10.50105.92105.92105.920.06-12.643-6.99-9.8615.81111.16102.7415-5.94-8.38104.96104.96104.96-0.25-9.762-6.50-9.1015.81111.16103.3614-5.53-7.73105.59105.59105.590.67-9.651-9.07-10.3815.81111.16101.4413-7.71-8.82103.66103.66103.66-1.24-9.11图2-3恒荷载作用下弯矩图图2-4恒荷载作用下轴力图图2-5恒荷载作用下剪力图

2.3.2活荷载作用下的内力计算表2-9活荷载作用下内力计算表调幅系数跨中弯矩放大1.20梁跨层号梁端弯矩梁上线荷载M简支跨中弯矩0.15调幅后梁端弯矩M'M跨中最终M跨中梁端剪力左右左右左右AB6-29.49-32.2424.49172.20141.336-25.07-27.41144.77144.77173.73-19.12-28.23L=5-62.56-65.9415.81111.1646.915-53.18-56.0549.1449.1458.964.15-56.187.54-32.60-34.0915.81111.1677.824-27.71-28.9780.0480.0496.056.17-28.063-31.64-33.2815.81111.1678.713-26.89-28.2980.9380.9397.12-1.00-28.082-31.96-33.5915.81111.1678.392-27.17-28.5580.6180.6196.73-0.96-28.081-31.10-32.6215.81111.1679.311-26.43-27.7281.5381.5397.845.91-28.06BC6-31.98-27.5724.49172.20142.4212-27.19-23.44145.86145.86175.03-13.96-27.27L=5-33.72-32.4315.81111.1678.0911-28.66-27.5780.3180.3196.375.05-27.692.44-33.82-31.4215.81111.1678.5410-28.75-26.7180.7780.7796.92-0.72-27.543-33.66-31.5915.81111.1678.549-28.61-26.8580.7680.7696.910.21-27.592-33.70-31.8615.81111.1678.388-28.65-27.0880.6080.6096.72-1.21-27.621-32.60-31.1615.81111.1679.287-27.71-26.4881.5181.5197.815.88-27.67CD6-1.98-5.8524.49172.20168.2818-1.68-4.97171.73171.73206.07-0.18-4.76L=5-4.10-0.3215.81111.16108.9517-3.49-0.27111.18111.18133.41-0.281.587.54-1.26-4.2115.81111.16108.4316-1.07-3.58110.66110.66132.79-0.02-5.173-2.51-3.4715.81111.16108.1715-2.14-2.95110.40110.40132.48-0.11-4.342-2.38-3.2515.81111.16108.3514-2.02-2.76110.57110.57132.690.15-4.301-3.11-3.6015.81111.16107.8113-2.64-3.06110.03110.03132.04-0.31-4.14图2-6活荷载作用下弯矩图图2-7活荷载作用下剪力图图2-8活荷载作用下轴力图

2.3.3风荷载作用下的内力计算表2-10风荷载作用下框架内力计算表调幅系数跨中弯矩放大1.00梁跨层号梁端弯矩梁上线荷载M简支跨中弯矩0调幅后梁端弯矩M'M跨中最终M跨中梁端剪力左右左右左右AB613.26-12.4824.49172.20172.59613.26-12.48176.03176.03176.03-20.82-3.43L=525.00-24.1715.81111.16111.58525.00-24.17113.80113.80113.80-16.81-6.567.5438.20-36.8915.81111.16111.82438.20-36.89114.04114.04114.04-16.89-10.01351.49-49.6215.81111.16112.10351.49-49.62114.32114.32114.32-16.73-13.48263.44-61.2815.81111.16112.24263.44-61.28114.47114.47114.47-17.68-16.63170.72-67.0715.81111.16112.99170.72-67.07115.21115.21115.21-14.15-18.37BC612.53-13.1024.49172.20171.911212.53-13.10175.35175.35175.35-5.09-3.42L=524.17-24.9115.81111.16110.791124.17-24.91113.02113.02113.02-4.47-6.542.4436.88-38.2115.81111.16110.501036.88-38.21112.72112.72112.72-4.08-10.01349.61-51.4715.81111.16110.24949.61-51.47112.46112.46112.46-4.25-13.48261.36-63.6015.81111.16110.05861.36-63.60112.27112.27112.27-3.91-16.66166.80-70.2515.81111.16109.44766.80-70.25111.66111.66111.66-8.90-18.27CD65.07-5.1224.49172.20172.17185.07-5.12175.61175.61175.61-13.12-4.25L=512.33-12.3515.81111.16111.151712.33-12.35113.38113.38113.38-10.53-10.297.5420.04-20.0315.81111.16111.171620.04-20.03113.39113.39113.39-10.51-16.69327.84-27.8515.81111.16111.161527.84-27.85113.39113.39113.39-10.48-23.20235.32-35.3215.81111.16111.161435.32-35.32113.39113.39113.39-10.83-29.43138.60-38.5815.81111.16111.171338.60-38.58113.40113.40113.40-11.37-32.16图2-9风荷载作用下弯矩图图2-10风荷载作用下剪力图图2-11风荷载作用下轴力图2.3.4地震作用下的内力计算表2-11地震作用下框架内力计算表调幅系数跨中弯矩放大1.00梁跨层号梁端弯矩梁上线荷载M简支跨中弯矩0调幅后梁端弯矩M'M跨中最终M跨中梁端剪力左右左右左右AB637.27-35.1324.49172.20173.26637.27-35.13176.71176.71176.71-58.74-9.65L=571.62-69.1915.81111.16112.38571.62-69.19114.61114.61114.61-51.86-18.777.54107.91-103.9815.81111.16113.134107.91-103.98115.36115.36115.36-42.93-28.253137.26-132.1115.81111.16113.743137.26-132.11115.96115.96115.96-32.34-35.922156.31-150.6515.81111.16113.992156.31-150.65116.21116.21116.21-23.63-40.931157.82-149.9715.81111.16115.091157.82-149.97117.31117.31117.31-4.67-41.04BC635.46-37.1524.49172.20171.351235.46-37.15174.79174.79174.79-14.27-9.68L=569.12-71.2715.81111.16110.091169.12-71.27112.31112.31112.31-13.90-18.722.44103.62-107.3715.81111.16109.2910103.62-107.37111.51111.51111.51-10.45-28.133131.80-136.7315.81111.16108.709131.80-136.73110.92110.92110.92-8.23-35.802150.37-155.8515.81111.16108.438150.37-155.85110.65110.65110.65-4.62-40.831149.61-157.2115.81111.16107.377149.61-157.21109.59109.59109.59-12.15-40.91CD614.67-14.8324.49172.20172.111814.67-14.83175.56175.56175.56-37.04-12.29L=535.72-35.7715.81111.16111.141735.72-35.77113.36113.36113.36-32.45-29.797.5456.68-56.6415.81111.16111.181656.68-56.64113.41113.41113.41-26.79-47.22374.09-74.0715.81111.16111.171574.09-74.07113.40113.40113.40-20.27-61.74286.40-86.3715.81111.16111.181486.40-86.37113.40113.40113.40-14.13-71.99186.19-86.1715.81111.16111.181386.19-86.17113.40113.40113.40-8.38-71.82图2-12地震作用下弯矩图图2-13地震作用下剪力图图2-14地震作用下轴图2.4内力组合以上在恒荷载、活荷载、风荷载、地震作用下经过结构力学求解器求得框架内力后，内力组合是选用可能发生又是最有可能造成建筑破坏的组合情况下。而内力调幅是在内力组合之前对荷载作用的调整，这是考虑到结构内力重分布的情况下。梁支座边的内力：此方案采用了如下表几种内力组合。层次控制截面不利内力恒载活载左风载右风载不考虑地震的组合不利内力SGKSQKSWK（左）SWK（右）1.3恒+1.5活1.3恒+1.5风（不利）1.0恒+1.4风（有利）+Mmax-Mmax|V|MAX左风右风左风右风六层AM-94.19-29.4913.25-13.25-166.68-154.76-178.61-133.54-145.03-133.54-178.61V-63.12-19.12-20.8220.82-110.74-129.47-92.00-133.36-51.97-51.97-133.36133.36B左M-100.56-32.24-12.5812.58-179.09-190.41-167.77-183.45-115.54-115.54-190.41V-87.81-28.23-3.433.43-156.50-159.59-153.41-148.94-112.31-112.31-159.59159.59B右M-16.50-33.7112.53-12.53-72.02-60.74-83.29-38.05-70.69-38.05-83.29V-44.905.04-5.095.09-50.81-55.39-46.23-60.71-31.97-31.97-60.7160.71CM-86.27-32.44-13.1013.10-160.81-172.60-149.02-165.86-100.68-100.68-172.60V-88.88-27.36-3.423.42-156.58-159.66-153.51-149.40-112.48-112.48-159.66159.66跨间MAB78.26173.73176.03-176.03362.33520.76203.91548.20-3.37548.20-3.37MBC82.18175.03175.35-175.35369.38527.19211.56553.642.94553.642.94553.64五层AM-219.05-62.5624.99-24.99-378.61-356.11-401.10-312.97-322.22-312.97-401.10V10.444.15-16.8116.8119.804.6734.93-7.2940.0140.01-7.2940.01B左M-195.64-65.94-24.1724.17-353.24-375.00-331.49-359.82-228.62-228.62-375.00V-97.52-56.18-6.566.56-211.05-216.95-205.14-195.61-146.67-146.67-216.95216.95B右M-117.11-33.7224.17-24.17-202.82-181.07-224.58-151.39-188.77-151.39-224.58V13.015.05-4.474.4724.4920.4728.5115.5125.0228.5115.5128.51CM-112.62-32.44-24.0924.09-195.07-216.75-173.39-216.60-110.55-110.55-216.75V-96.60-27.69-6.546.54-167.12-173.00-161.23-164.46-115.86-115.86-173.00173.00跨间MAB-110.3158.96113.80-113.80-54.9647.46-157.3889.21-219.1089.21-219.10MBC-1.4896.37113.02-113.02142.63244.3540.91268.79-69.82268.79-69.82268.79四层AM-115.14-32.6038.19-38.19-198.58-164.21-232.95-126.63-206.66-126.63-232.95V22.196.17-16.8916.8938.1022.9053.309.9954.0054.009.9954.00B左M-117.53-34.09-36.8936.89-203.92-237.13-170.72-243.92-97.99-97.99-243.92V-97.52-28.06-10.0110.01-168.87-177.88-159.86-171.25-111.97-111.97-177.88177.88B右M-117.55-33.8236.88-36.88-203.55-170.35-236.74-133.01-208.38-133.01-236.74V-1.76-0.72-4.084.08-3.37-7.040.30-9.163.603.60-9.169.16CM-110.05-31.42-38.2138.21-190.20-224.58-155.81-233.37-85.73-85.73-233.37V-96.20-27.54-10.0110.01-166.37-175.38-157.36-168.99-110.10-110.10-175.38175.38跨间MAB-2.9596.05114.04-114.04140.24242.8837.60268.08-73.16268.08-73.16MBC-0.4196.92112.72-112.72144.85246.3043.40270.31-67.72270.31-67.72270.31三层AM-111.55-31.6451.59-51.59-192.48-146.04-238.91-100.85-222.16-100.85-238.91V-3.54-0.10-16.7316.73-4.75-19.8110.31-29.8021.4521.45-29.8029.80B左M-114.77-33.28-49.6249.62-199.12-243.78-154.46-258.58-75.28-75.28-258.58V-97.63-28.08-13.4813.48-169.04-181.17-156.91-176.62-106.89-106.89-181.17181.17B右M-116.98-33.6649.61-49.61-202.56-157.92-247.21-113.00-226.74-113.00-247.21V0.680.21-4.244.241.20-2.625.02-5.267.267.26-5.267.26CM-110.49-31.59-51.4751.47-191.02-237.35-144.70-254.01-66.45-66.45-254.01V-96.33-27.59-13.4813.48-166.61-178.75-154.48-174.42-105.08-105.08-178.75178.75跨间MAB0.2397.12114.32-114.32145.98248.8743.09273.76-69.27273.76-69.27MBC-0.3596.91112.46-112.46144.91246.1243.70269.99-67.28269.99-67.28269.99二层AM-112.53-31.9663.44-63.44-194.23-137.13-251.33-84.69-241.25-84.69-251.33V-3.30-0.96-17.6817.68-5.73-21.6410.18-31.8222.2122.21-31.8231.82B左M-116.05-33.59-61.2861.28-201.25-256.40-146.10-278.05-59.40-59.40-278.05V-97.67-28.08-16.6316.63-169.09-184.06-154.12-181.40-102.21-102.21-184.06184.06B右M-117.29-33.7061.36-61.36-203.03-147.80-258.25-95.82-244.72-95.82-258.25V-4.18-1.21-3.913.91-7.25-10.77-3.73-12.570.410.41-12.5712.57CM-111.31-31.86-63.6063.60-192.49-249.73-135.25-273.56-49.36-49.36-273.56V-96.40-27.62-16.6616.66-166.75-181.74-151.76-179.31-100.41-100.41-181.74181.74跨间MAB-0.9196.73114.47-114.47143.91246.9440.89272.09-71.05272.09-71.05MBC-0.9196.72112.26-112.26143.90244.9342.86268.76-67.74268.76-67.74268.76一层AM-109.31-31.0970.72-70.72-188.74-125.09-252.39-68.67-248.03-68.67-252.39V20.715.91-14.1514.1535.7923.0548.5211.9048.1448.5211.9048.52B左M-112.81-32.62-67.0767.07-195.58-255.95-135.22-281.51-46.46-46.46-281.51V-97.67-28.06-18.3718.37-169.06-185.59-152.53-183.99-99.58-99.58-185.59185.59B右M-113.53-32.6066.80-66.80-196.49-136.37-256.61-81.62-247.96-81.62-256.61V20.625.87-8.908.9035.6127.6043.6219.6240.1343.6219.6243.62CM-108.71-31.16-70.2470.24-188.06-251.28-124.85-279.40-36.07-36.07-279.40V-95.56-27.67-18.2718.27-165.73-182.18-149.29-180.69-97.21-97.21-182.18182.18跨间MAB2.3397.84115.21-115.21149.79253.4846.10278.58-67.75278.58-67.75MBC2.2797.81111.66-111.66149.67250.1649.17273.14-62.52273.14-62.52273.14表2-13框架梁考虑地震内力组合表层次控制截面不利内力恒载活载左风载右风载左震右震考虑地震的组合不利内力｜M｜max及相应NSGKSQKSWK（左）SWK（右）SEK（左）SEK（右）rRE(1.3重力载+1.5地震）(不利）rRE(1.0重力载+1.3地震)（有利）+Mmax-Mmax|V|MAX左震右震左震右震六层AM-94.19-29.4913.25-13.2537.27-37.27-64.28-148.14-45.36-118.04-45.36-148.14V-63.12-19.12-20.8220.82-58.7458.74-136.95-4.78-111.782.762.76-136.95136.95136.95B左M-100.56-32.24-12.5812.58-35.1335.13-153.28-74.24-121.76-53.26-53.26-153.28V-87.81-28.23-3.433.43-9.659.65-110.23-88.52-85.85-67.04-67.04-110.23110.23110.23B右M-16.50-33.7112.53-12.5335.46-35.467.37-72.419.56-59.599.56-72.41V-44.905.04-5.095.09-14.2714.27-57.37-25.27-45.70-17.87-17.87-57.3757.3757.37CM-86.27-32.44-13.1013.10-37.1537.15-141.72-58.13-113.09-40.65-40.65-141.72V-88.88-27.36-3.423.42-9.689.68-110.89-89.11-86.36-67.48-67.48-110.89110.89110.89跨间MAB78.26173.73176.03-176.03176.71-176.71359.80-37.80296.14-48.45359.80-48.45MBC82.18175.03175.35-175.35174.79-174.79362.09-31.19297.69-43.15362.09-43.15362.09362.09五层AM-219.05-62.5624.99-24.9971.62-71.62-163.50-324.64-117.92-257.58-117.92-324.64V10.444.15-16.8116.81-51.8651.86-46.1470.54-41.1859.9570.54-46.1470.5470.54B左M-195.64-65.94-24.1724.17-69.1869.18-300.72-145.07-238.91-104.01-104.01-300.72V-97.52-56.18-6.566.56-18.7718.77-143.59-101.35-112.51-75.91-75.91-143.59143.59143.59B右M-117.11-33.7224.17-24.1769.12-69.12-52.86-208.38-33.09-167.87-33.09-208.38V13.015.05-4.474.47-13.9013.90-0.4930.78-1.9025.2030.78-1.9030.7830.78CM-112.62-32.44-24.0924.09-71.2671.26-205.79-45.45-166.11-27.15-27.15-205.79V-96.60-27.69-6.546.54-18.7218.72-128.74-86.62-101.09-64.58-64.58-128.74128.74128.74跨间MAB-110.3158.96113.80-113.80114.61-114.6150.13-207.7551.12-172.3751.12-207.75MBC-1.4896.37113.02-113.02112.31-112.31171.89-80.81144.53-74.47171.89-80.81171.89171.89四层AM-115.14-32.6038.19-38.19107.91-107.91-6.76-249.556.63-203.796.63-249.55V22.196.17-16.8916.89-42.9342.93-23.6572.94-22.9060.8172.94-23.6572.9472.94B左M-117.53-34.09-36.8936.89-103.98103.98-248.19-14.23-202.310.450.45-248.19V-97.52-28.06-10.0110.01-28.2528.25-140.54-76.98-111.21-56.12-56.12-140.54140.54140.54B右M-117.55-33.8236.88-36.88103.62-103.62-14.53-247.670.18-201.870.18-247.67V-1.76-0.72-4.084.08-10.4510.45-13.829.69-11.788.609.69-13.8213.8213.82CM-110.05-31.42-38.2138.21-107.37107.37-243.41-1.82-199.0110.3710.37-243.41V-96.20-27.54-10.0110.01-28.1328.13-138.87-75.57-109.90-55.05-55.05-138.87138.87138.87跨间MAB-2.9596.05114.04-114.04115.36-115.36173.73-85.83146.28-78.67173.73-85.83MBC-0.4196.92112.72-112.72111.51-111.51172.30-78.60144.76-72.68172.30-78.60172.30172.30三层AM-111.55-31.6451.59-51.59137.26-137.2630.23-278.6038.30-229.3638.30-278.60V-3.54-0.10-16.7316.73-32.3432.34-39.8832.88-34.2228.8432.88-39.8839.8839.88B左M-114.77-33.28-49.6249.62-132.11132.11-276.7520.50-227.3630.2530.25-276.75V-97.63-28.08-13.4813.48-35.9235.92-149.29-68.47-118.77-48.73-48.73-149.29149.29149.29B右M-116.98-33.6649.61-49.61131.80-131.8017.81-278.7428.15-228.8628.15-278.74V0.680.21-4.244.24-8.238.23-8.4910.02-7.448.6110.02-8.4910.0210.02CM-110.49-31.59-51.4751.47-136.73136.73-276.9530.69-228.0338.6038.60-276.95V-96.33-27.59-13.4813.48-35.8035.80-147.65-67.10-117.50-47.69-47.69-147.65147.65147.65跨间MAB0.2397.12114.32-114.32115.96-115.96178.03-82.88149.65-76.47178.03-82.88MBC-0.3596.91112.46-112.46110.92-110.92171.69-77.88144.23-72.07171.69-77.88171.69171.69二层AM-112.53-31.9663.44-63.44156.31-156.3150.55-301.1556.02-248.7856.02-301.15V-3.30-0.96-17.6817.68-23.6323.63-30.2722.90-25.8720.2022.90-30.2730.2730.27B左M-116.05-33.59-61.2861.28-150.65150.65-299.0139.96-246.5247.2547.25-299.01V-97.67-28.08-16.6316.63-40.9340.93-154.96-62.87-123.69-43.88-43.88-154.96154.96154.96B右M-117.29-33.7061.36-61.36150.37-150.3738.38-299.9546.01-247.2246.01-299.95V-4.18-1.21-3.913.91-4.624.62-9.860.53-8.090.920.92-9.869.869.86CM-111.31-31.86-63.6063.60-155.85155.85-299.3951.27-247.3856.5256.52-299.39V-96.40-27.62-16.6616.66-40.8340.83-153.39-61.52-122.47-42.85-42.85-153.39153.39153.39跨间MAB-0.9196.73114.47-114.47116.21-116.21177.00-84.47148.90-77.71177.00-84.47MBC-0.9196.72112.26-112.26110.65-110.65170.75-78.22143.47-72.30170.75-78.22170.75170.75一层AM-109.31-31.0970.72-70.72157.82-157.8255.81-299.2860.23-247.5260.23-299.28V20.715.91-14.1514.15-4.674.6717.8228.3313.2022.3028.3313.2028.3328.33B左M-112.81-32.62-67.0767.07-149.97149.97-294.6142.82-243.0649.3849.38-294.61V-97.67-28.06-18.3718.37-41.0341.03-155.07-62.75-123.78-43.77-43.77-155.07155.07155.07B右M-113.53-32.6066.80-66.80149.61-149.6141.73-294.9048.50-243.2448.50-294.90V20.625.87-8.908.90-4.624.6217.7728.1613.1622.1728.1613.1628.1628.16CM-108.71-31.16-70.2470.24-155.85155.85-296.5154.15-245.1758.7458.74-296.51V-95.56-27.67-18.2718.27-40.8340.83-152.59-60.73-121.86-42.24-42.24-152.59152.59152.59跨间MAB2.3397.84115.21-115.21117.31-117.31181.94-82.01152.81-75.94181.94-82.01MBC2.2797.81111.66-111.66109.59-109.59173.18-73.39145.23-68.47173.18-73.39173.18173.18表2-14框架A柱弯矩和轴力组合表层次控制截面不利内力恒载活载左风载右风载左震右震不考虑地震的组合｜M｜max及相应NNMAX及相应MNMIN及相应M｜M｜max及相应NSGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.3恒+1.5活1.3恒+1.5风（不利）1.0恒+1.4风（有利）左风右风左风右风6柱顶M-94.19-29.4913.26-13.2637.27-37.27-166.68-154.75-178.62-133.52-145.04178.62178.62N-277.99-75.603.32-3.329.34-9.34-474.79-471.80-477.78-435.79-362.35-362.35-477.78477.78柱底M114.1133.12-3.983.98-9.999.99198.02194.44201.61177.15154.86201.61201.61N-94.19-75.603.32-3.329.34-9.34-235.85-232.86-238.84-196.85-178.55-178.55-238.84238.845柱顶M-104.95-29.4421.02-21.0261.63-61.63-180.60-161.68-199.51-135.82-167.39199.51199.51N-649.09-178.889.88-9.8828.12-28.12-1112.14-1103.25-1121.03-1016.82-851.73-851.73-1121.031121.03柱底M68.8919.46-10.2610.26-31.9131.91118.75109.51127.9894.60104.71127.98127.98N-649.09-178.889.88-9.8828.12-28.12-1112.14-1103.25-1121.03-1016.82-851.73-851.73-1121.031121.034柱顶M-46.25-13.1427.94-27.9475.99-75.99-79.84-54.69-104.98-32.01-101.96104.98104.98N-923.91-254.5619.89-19.8956.37-56.37-1582.92-1565.02-1600.82-1438.54-1221.03-1221.03-1600.821600.82柱底M54.3415.40-17.0517.05-52.0152.0193.7478.40109.0961.2496.09109.09109.09N-923.91-254.5619.89-19.8956.37-56.37-1582.92-1565.02-1600.82-1438.54-1221.03-1221.03-1600.821600.823柱顶M-57.21-16.2334.43-34.4385.25-85.25-98.72-67.73-129.71-39.77-125.90129.71129.71N-1198.61-330.2033.37-33.3792.28-92.28-2053.49-2023.46-2083.53-1854.85-1595.38-1595.38-2083.532083.53柱底M55.0615.63-24.8324.83-69.9769.9795.0272.68117.3750.74108.72117.37117.37N-1198.61-330.2033.37-33.3792.28-92.28-2053.49-2023.46-2083.53-1854.85-1595.38-1595.38-2083.532083.532柱顶M-57.47-16.3438.61-38.6186.33-86.33-99.22-64.47-133.97-33.95-132.54133.97133.97N-1473.28-405.8649.99-49.99133.21-133.21-2524.05-2479.06-2569.05-2266.43-1974.42-1974.42-2569.052569.05柱底M65.6918.69-31.7731.77-83.5783.57113.4384.84142.0357.37132.97142.03142.03N-1473.28-405.8649.99-49.99133.21-133.21-2524.05-2479.06-2569.05-2266.43-1974.42-1974.42-2569.052569.051柱顶M-43.61-12.4138.95-38.9574.25-74.25-75.31-40.25-110.36-11.30-115.07115.07115.07N-1747.95-481.5268.37-68.37174.25-174.25-2994.62-2933.08-3056.15-2675.38-2356.10-2356.10-3056.153056.15柱底M22.846.40-87.3787.37-83.5783.5739.29-39.34117.93-94.64160.62160.62160.62N-1747.95-481.5268.37-68.37174.25-174.25-2994.62-2933.08-3056.15-2675.38-2356.10-2356.10-3056.153056.15表2-15框架A柱弯矩和轴力考虑地震组合表控制截面不利内力恒载活载左风载右风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MSGKSQKSWK（左）SWK（右）SEK（左）SEK（右）rRE(1.3重力载+1.5地震)（不利）rRE(1.0重力载+1.3)（有利）左震右震左震右震柱顶M-94.19-29.4913.26-13.2637.27-37.27-80.62-148.14-45.36-118.04148.14N-277.99-75.603.32-3.329.34-9.34-344.76-318.40-227.74-245.95-227.74-344.76柱底M114.1133.12-3.983.9