小学教学楼设计 105页

淮阴县洪山小学教学楼施工组织摘要洪阳小学教学楼建造地址位于岳阳市淮阴县，建成之后将对该地的教育事业起到巨大的推动作用。本毕业设计将从小学教学的特点来进行全面的设计，包括建筑外观（即建筑设计）尺寸设计和结构构建设计。本次毕业设计运用了大量的专业内容和相关软件，工作量繁重，有一定的难度。关键词：小学教学楼；建筑设计；结构设计；框架结构V\nV\nAbstractTheconstructionsiteofHongyangPrimarySchoolTeachingBuildingislocatedinHuaiyinCounty,YueyangCity.Afterthecompletion,itwillplayahugeroleinpromotingeducationinthearea.Thegraduationdesignwillbecomprehensivelydesignedfromthecharacteristicsofprimaryschoolteaching,includingthearchitecturaldesign(ie,architecturaldesign)dimensiondesignandstructuralconstructiondesign.Thisgraduateddesignusesalotofprofessionalcontentandrelatedsoftware.Itisaheavyworkloadandhasacertaindegreeofdifficulty.Keywords:primaryschoolteachingbuilding;architecturaldesign;structuraldesign;framestructureV\n目录摘要IAbstractII第一章建筑与结构设计资料11.1设计使用年限11.2设计标高11.3抗震设防11.4地质资料11.5气象条件11.6活荷载标准值11.7场地类别11.8底层柱的计算高度11.9门窗尺寸1第二章结构设计22.1框架布置与构件尺寸选取22.1.1框架结构平面布置22.1.2构件截面估选22.2一榀框架简图42.3竖向荷载统计52.3.1恒载52.3.2活载102.4风荷载计算及侧移验算132.4.1风荷载计算132.4.2框架侧向刚度计算14V\n2.4.3风荷载下框架侧移验算172.5水平地震作用计算及侧移验算172.5.1总侧向刚度计算172.5.2重力荷载代表值G计算172.5.3水平地震作用计算212.5.4水平地震作用下框架侧移验算23第三章内力计算243.1内力计算243.1.1竖向恒载作用下的内力计算243.1.2竖向活载作用下的内力计算333.1.3风恒载作用下的内力计算403.1.4水平地震作用下的内力计算433.2内力组合473.2.1梁控制截面内力标准值与梁控制截面内力组合473.2.3柱控制截面内力组合52第四章配筋计算634.1框架柱截面设计634.1.1正截面受压承载力计算634.1.2斜截面受剪承载力计算664.2框架梁截面设计694.2.1梁正截面受弯承载力计算694.2.2梁斜截面受剪承载力计算714.3框架梁柱节点核心区截面抗震验算734.4楼梯设计74V\n4.5基础设计78参考文献83V\n第一章建筑与结构设计资料1.1设计使用年限设计使用年限50年。1.2设计标高室内设计标高±0.00，室内外高差300mm。1.3抗震设防抗震设防烈度7度，地震基本加速度0.10g，设计地震组第一组。框架结构为：二级抗震等级。1.4地质资料fak=280kPa。1.5气象条件基本风压：0.40kN/m2，基本雪压：0.35kN/m2。1.6活荷载标准值楼面：2.5kN/m2，走廊：3.5kN/m2；楼梯：3.5kN/m2；屋面：0.5kN/m2。1.7场地类别II类场地。1.8底层柱的计算高度基础到室外地面的距离：0.9m。1.9门窗尺寸门：M1:2200*2000mm，M2：1000*2000mm；窗：99\nC1:3200mm*1900mm,C2:2500mm*1900mm,C3:4200mm*1900mm,C43000mm*1900mm,C5:2750mm*1500mm。第二章结构设计2.1框架布置与构件尺寸选取2.1.1框架结构平面布置框架结构平面布置见图1-1所示。图1-1框架布置图（右侧与之对称，中间设有抗震分隔缝）2.1.2构件截面估选（1）计算楼板厚度长边双向板的短向跨度l=4.6m，要有次梁，板厚h≥140l=115mm，取h=120mm。（2）计算梁尺寸横向框架梁（主梁）：左跨l=6.6m，h≥110l~118l=660~366mm，取h=600mm；99\nb=12~13h=300~200mm，取b=300mm。右跨l=2.65m，h≥110l~118l=265~147mm，取h=250mm；b=12~13h=125~83mm，取b=250mm，因抗震要求规定bmin≥200mm，取b=200mm,则h=400mm。横向框架梁（次梁）：计算过程同上，左次梁取h=500mm，b=250mm，右次梁同样因为抗震要求规定bmin≥200mm，取h=400mm，b=200mm。纵向框架梁：取b×h=300mm×600mm（3）计算柱尺寸gE=12kN/m2，取5轴一榀框架计算。左边柱的负载面积分别为F=9.2×3.3m2，右边柱的负载面积为F=9.2×1.325m2，中柱的负载面积为9.2×（3.3+1.325）m2。第一层柱：左边柱Ac≥NuNfc=βFgEnuNfc=1.3×9.2×3.3×12×103×50.75×14.3=220800mm2右边柱Ac≥NuNfc=βFgEnuNfc=1.3×9.2×1.325×12×103×50.85×14.3=88654.5mm2中柱Ac≥NuNfc=βFgEnuNfc=1.3×9.2×(3.3+1.325)×12×103×50.85×14.3=297552mm2依此第1层取b×h=600mm×600mm，2-6层取b×h=500mm×500mm。99\n2.2一榀框架简图图2-1计算简图（图中标注为相对线刚度）梁和柱，梁和梁，柱与柱的连接方式为刚接，计算单元的侧向宽度为一榀框架两边房间开间一半之和，即9.2/2+9.2/2=9.2m。如图所示,梁的计算长度为AB=6.6m,BC=2.65m，取自柱子与柱子形心之间的距离。柱子的计算高度为层高，底层柱另算，计算方式为基础顶面到第二层楼面板的距离，即0.6+0.3+3=3.9m。下面计算梁、柱的线刚度。中框架与边框架计算方式不同，具体见表2-1和表2-2。构件截面惯性矩I0/m4等效惯性矩I/m4长度/m线刚度i/(kN∙m)相对线刚度梁左0.3×0.6312=0.00542.0×0.0054=0.01086.60.0108/6.0=1.64×10-3Ec0.4599\n右0.2×0.4312=0.001062.0×0.00106=0.00212.650.0021/2.65=0.79×10-3Ec0.39柱底层0.6×0.6312=0.01080.01083.90.0108/3.9=2.77×10-3Ec1.38其余层0.5×0.5312=0.00520.005230.0052/3=1.73×10-3Ec0.87表2-1梁、柱线刚度（中框架）构件截面惯性矩I0/m4等效惯性矩I/m4长度/m线刚度i/(kN∙m)相对线刚度梁左0.3×0.6312=0.00541.5×0.0054=0.00816.60.0081/6.6=1.23×10-3Ec0.61右0.25×0.6312=0.00451.5×0.0045=0.00682.650.0068/7.5=0.60×10-3Ec0.30柱底层0.6×0.6312=0.01080.01083.90.0108/3.9=1,77×10-3Ec1.38其余层0.5×0.5312=0.00520.005230.0052/3=1.73×10-3Ec0.87表2-2梁、柱线刚度（边框架）2.3竖向荷载统计2.3.1恒载（1）屋面面荷载30厚细石砼（加钢筋网）保护层0.04×22=0.88kN/m299\n改性沥青防水卷材0.40kN/m220厚水泥砂浆找平层20×0.2=0.4kN/m2150厚XPS挤塑板保温层5×0.15=0.75kN/m2120厚钢筋混凝土屋面板0.12×25=3.0kN/m2复合塑料瓦吊顶0.20kN/m2合计5.63kN/m2（2）楼面面荷载瓷砖地面0.55kN/m2120厚钢筋混凝土屋面板0.12×25=3.0kN/m2复合塑料瓦吊顶0.20kN/m2合计3.75kN/m2（3）梁自重左跨横梁：0.3×（0.6-0.12）×25+（0.6-0.12）×0.02×17×23.926KN/m右跨横梁：0.2×（0.4-0.12）×25+（0.5-0.12）×0.02×17×21.5904KN/m左跨次梁：0.25×90.5-0.12）×25+（0.5-0.12）×0.02×17×22.633KN/m右跨次梁：0.2×（0.4-0.12）×25+(0.4-0.12)×0.02×17×21.5904KN/m纵向主梁：0.3×（0.4-0.12）×25+（0.6-0.12）×0.02×17×23.926KN/m（4）柱自重1层柱600×600mm：0.6×0.6×25+0.6×0.02×17×49.816KN/m2~5层柱500×500mm：0.5×0.5×25+0.5×0.02×17×46.93KN/m第1、2层外侧柱轴线偏心为50mm，故第一层梁、柱净长度计算如下：左横梁：ln=6.6-0.6-0.05=5.95m右横梁：ln=2.65-0.6=2.05m左次梁：ln=6.6+0.5+0.05-0.3×2=6.55m99\n右次梁：ln=2.65-0.6=2.05m。（5）内墙和外墙以及女儿墙的自重a．内墙选用的材料为黏土砖，厚度为200mm，并且墙两边有抹灰，厚度为20mm，单位面积重：18×0.2+17×0.02×2=4.28KN/m2。b.外墙及阳台扶手墙选用的材料和内墙一样，但厚度为300mm，同时外墙面贴有瓷砖，，单位面积重：18×0.3+17×0.02+0.5=6.24KN/m2。c．女儿墙同内墙，但在外墙面贴有瓷砖，单位面积重：18×0.2+0.5+17×0.02=4.44KN/m2（6）门窗自重铝合金窗0.45KN/m2铝合金门0.45KN/m2（7）面板传给横梁的线荷载左跨呈梯形分布，右跨呈三角形分布顶层梁（左跨）q1=5.63×4.6=25.898KN/m顶层梁（右跨）q1=5.63×2.65=14.9195KN/m1-4层左梁q1=3.75×4.6=17.25KN/m1-4层右梁q1=3.75×2.65=9.9375KN/m（8）横梁均布线荷载顶层梁（左跨）q2=3.926KN/m顶层梁（右跨）q2=1.5904KN/m1-4层右梁q2=14.298KN/m1-4层右梁q2=1.5904KN/m（9）纵梁传到柱上的荷载和柱的重量顶层左边柱女儿墙0.8×9.2×4.44=32.67899\n屋面板传来[0.45×9.2+9.2×3.3-(3.3-2.3)×4.6-0.5×2.3×4.6]×5.36=140.41框架梁自重（9.2-0.5）×3.926=34.156横向次梁自重（3.3-0.3）×2.633=7.899KN合计G=215.143KN,偏心距0.1m顶层右边柱屋顶女儿墙0.8×9.2×4.44=32.678KN屋面板传来[0.45×9.2+9.2×1.325-0.5×2.65×1.325×5.36]=82.054KN框架梁自重（9.2-0.5）×3.926=34.156KN横向次梁自重（3.3-0.3）×2.633=7.899KN合计G=152.912KN,偏心距0.1m顶层中间柱屋面板传来[(1.325×9.2-0.5×2.65×1.325)+9.2×3.3-(3.3-2.3)×4.6]=173.992KN框架梁自重（9.2-0.5）×3.926=34.156KN横向次梁自重（3.3-0.3）×2.633+(1.325-0.3)×1.5904=11.923KN合计G=220.07KN,偏心距0.1m其余层（A轴）外纵墙[（3-0.6）×（9.2-0.5）-2.5×2×1.9]×6.24+2.5×2×1.9×0.45=75.286KN楼板传来[9.2×3.3-(3.3-2.3)×4.6-0.5×2.3×4.6]×3.75=76.7625KN框架梁自重(9.2-0.5)×3.926=34.156KN框架柱自重（3-0.12）×3.926=19.958KN横向次梁自重（1.325-0.3）×1.5904=4.024KN合计G=214.0615KN，偏心距0.1m99\n其余层（C轴）阳台扶手墙1.28(9.2-0.5)×6.24=65.147KN楼板传来(9.2×1.325-0.5×2.65×1.325)×3.75=39.129KN框架梁自重(9.2-0.5)×3.926=34.156KN框架柱自重（3-0.12）×3.926=19.958KN横向次梁自重（1.325-0.3）×1.5904=4.024KN合计G=162.414KN,偏心距0.1m其余层（B轴）外纵墙[(3-0.6)×(9.2-0.5)-3×1.9-1×2×2]×6.24=65.7632KN楼板传来[(9.2×1.325-0.5×2.65×1.325)+9.2×3.3-(3.3-2.3)×4.6-0.5×2.3×4.6]×3.75×115.891KN框架梁自重(9.2-0.5)×3.926=34.156KN框架柱自重（3-0.12）×3.926=19.958KN横向次梁自重（1.325-0.3）×1.5904=4.024KN合计G=247.6912KN99\n图2-2框架梁负荷范围99\n恒载分布图：图2-3恒载标准值分布图（单位：kN/m）2.3.2活载（1）活载传到横架梁上的线荷载活载由面板传给横梁，传输方式同恒载。顶层梁（左跨）：q=4.6×0.5=2.3kN/m顶层梁（右跨）：q=2.625×0.5=1.3125kN/m其余层梁（左跨）：q=4.6×2.5=11.5kN/m其余层梁（右跨）：q=2.65×4.0=9.275kN/m（2）楼（屋）面顶层（A轴）：Q=[0.45×9.2+9.2×3.3-(3.3-2.3)×4.6-0.5×2.3×4.6]×0.5+0.35×1×(6.6+2.65+0.45×2)=16.0223kN(偏心距0.1m)顶层（C轴）：Q=(0.45×9.2+9.2×1.325-0.5×2.65×1.325)×0.5=7.287kN(偏心距0.1m)顶层（B轴）：Q=[9.2×1.325-0.5×2.65+9.2×3.3-(3.3-2.3)×4.6-0.5×2.3×4.6]×0.5=15.452KN(偏心距0.1m)其余层（A轴）：Q=[9.2×3.3-(3.3-2.3)×4.6-0.5×2.3×4.6]×2.5=51.175kN(偏心距0.1m)其余层（C轴）：Q=(9.2×1.325-0.5×2.65×1.325)×3.5=36.52kN(偏心距0.1m)99\n其余层（B轴）：Q=[(9.2×1.325-0.5×2.65×1.325)]×3.3+[9.2×3.3-(3.3-2.3)×4.6-0.5×2.3×4.6]×2.5=87.695KN(偏心距0.1m)99\n活载分布图：图2-4活载标准值分布图（单位：kN/m）（3）底层柱与第二层柱间附加弯矩的计算由于底层柱形心所在轴线和第二层柱形心所在轴线不在一条直线上，二层柱子底部轴力会对一层柱子顶部产生附加的弯矩。下面分别来分别计算恒载和活载作用下附加的弯矩以及节点外力矩。1）恒载作用下NA2底=47.63+84.27×3+215.143+214.0615×3=1157.768kN∆MA1=1157.768×0.3-0.25=57.888kN∙m(逆时针，下同)节点外力矩：MA1=214.0615×0.15+57.888=90.00kN∙m2）活载作用下NA2底=4.945+14.145×3+16.0223+51.175×3=216.927kN∆MA1=216.727×0.3-0.25=10.846kN∙m节点外力矩：MA1=51.175×0.15+10.846=18.523kN∙m2.4风荷载计算及侧移验算2.4.1风荷载计算查规范并由风压计算公式得下表，并依表中数据绘出表2-5。表2-3风荷载计算楼层βzμsz/mμzwk/(kN/m2)B/mh/mFw/kNV/KN99\n51.01.315.31.1360.409.22.312.49612.49641.01.312.31.060.409.2315.21327.70931.01.39.31.000.409.2314.35242.06121.01.36.31.000.409.2314.35256.41311.01.33.31.000.409.23.1515.07071.483图2-5风荷载标准值分布图（单位：kN）2.4.2框架侧向刚度计算计算结果如下：99\n表2-4柱侧向刚度（中框架）柱号楼层ic/(kN∙m)K=ib2ic(一般层)K=ibic(底层)αc=K2+K(一般层)αc=0.5+K2+K(一般层)h/mD=αc12ich2/(kN/m)左边柱一般层51900K=0.82+0.822×0.87=0.9425αc=0.92452+0.9245=0.320322165底层83100K=0.821.38=0.5942αc=0.5+0.59422+0.45942=0.3233.920717中间柱一般层51900K=2×0.82+2×0.392×0.87=1.3909αc=1.39092+1.3909=0.410328385底层83100K=0.82+0.391.38=0.8768αc=0.5+0.87682+0.8768=0.4823.931625右边柱一般层51900K=2×0.39+2×0.392×0.87=0.4483αc=0.44832+0.4483=0.18331267199\n底层83100K=0.391.38=1.2826αc=0.5+0.28262+0.2826=0.3433.922478表2-5柱侧向刚度（边框架）柱号楼层ic/(kN∙m)K=ib2ic(一般层)K=ibic(底层)αc=K2+K(一般层)αc=0.5+K2+K(一般层)h/mD=αc12ich2/(kN/m)左边柱一般层51900K=0.61+0.612×0.75=0.7011αc=070112+0.7011=0.2596317961底层83100K=0.871.38=0.6304αc=0.5+0.63042+0.6304=0.42973.928175中间柱一般层51900K=2×0.61+2×0.32×0。87=1.046αc=1.0462+1.046=0.3434323763底层83100K=0.61+0.31.38=0.6594αc=0.5+0.65942+0.6594=0.4363.92858399\n右边柱一般层51900K=0.3+0.32×0.87=03348αc=0.34482+0.3448=0.147310176底层83100K=0.31.38=0.2174αc=0.5+0.21742+0.2174=0.3253.92133999\n2.4.3风荷载下框架侧移验算表2-6层间剪力及侧移验算层数Fw/kNVi/kND/(kN/m)(∆u)i/mhi/m(∆u)i/hi512.49612.496632211.98×10-431:15152415.21327.709632214.38×10-431/6849314.35242.061632216.65×10-431/4511214.35256.413632215.69×10-431/3363115.07071.070748209.50×10-33.91/3473从表中数据易知，各层间侧移角均小于1/550，满足要求。2.5水平地震作用计算及侧移验算2.5.1总侧向刚度计算一层：(28175+28583+21339)×2+(20717+31625+12671)×6=546272kN/m二层：(17961+23763+10176)×2+(22165+28385+12671)×6=483126kN/m三层：(17961+23673+10176)×2+(22165+28385+12671)×6=483126kN/m四层：(17961+23763+10761)×2+(22165+28385+12671)×6=483126kN/m五层：(17961+23763+10761)×2+(22165+28385+12671)×6=483126kN/m满足要求。2.5.2重力荷载代表值G计算（1）底层G1恒载：一层板重：3.75×[(50.55+0.5)×9.75-4.35×6.6]+(2×4.85+0.119×1.7×4.6)×3.75=1765.812KN一层横梁自重（左跨）:3.926×(6.6-0.6)×8=188.448KN一层横梁自重（左跨）:1.59×(2.65-0.6)×8-26.348KN99\n一层次梁自重：2.633×[(6.6-0.6)×3+(6.2-0.6)×3]=91.628KN一层纵梁自重：3.926×(50.55-8×0.5)×3=548.266KN一层柱自重：9.816×（3.9-0.12）×25=927.613KN二层柱自重：6.93×（3-0.12）×25=498.96KN首层+二层外墙自重：(3-0.6+3-0.6)×[0.8×2-0.5+(1.5×2-0.57×2)+(1.2×1.5×2-0.5)×3+2-0.5+(4-0.5)×2+(3.6×3+2-0.25)]×6.24=1217.286KN首层+二层内墙自重：(3-0.6+3-0.6)×(6.6-0.5+6.6-0.5)/2×8×4.28=1056.475KN首层+二层窗重：（2.75×1.5+3.2×1.9×2+2.5×1.9×6+4.2×1.9+3×1.9×3）×0.45×2=62.878KN首层+二层门重：1×2×7×0.45×2=12.6KN二层走到扶手墙重：[(6.2+6.2+9.2×3+5)-5×0.5]×6.24=265.2KN楼面活载：[(9.2-0.3)×(6.6-0.25)×3+(6.6-0.3)×(6.2-0.25)+(6.6-0.3)×(6.2-0.25)×2]×2.5+[(2.65-0.15)×50.55]×3.5=1147.3KNG1=1765.812+188.448+26.348+91.628+548.266+(927.612+498.96)×0.5+(1217.268+1056.475)×0.5+265.2+1147.3×0.5=6022.796KN（2）二层重力荷载代表值G2恒载：恒载：二层板重：3.75×[(50.55+0.5)×9.75-4.35×6.6]+(2×4.85+0.119×1.7×4.6)×3.75=1765.812KN二层框架梁自重：99\n3.926×[(6.6-0.5)×8+(50.55-8×0.5）×3]+(2.65-0.8)×1.59=767.203KN二层框架梁自重：3.926×[(6.6-0.5)×8+(50.55-8×0.5）×3]+(2.65-0.8)×1.59=767.203KN二层次梁自重：2.663×[(6.6-0.5)×3+(6.2-0.5)×3]=91.285KN二、三层框架柱自重：6.93×（3-0.12）×25=498.96KN二、三层外墙自重：572.832KN二、三层内墙自重：(3-0.6+3-0.6)×(6.6-0.5+6.6-0.5)/2×8×4.28=1056.475KN二、三层门重：1×2×7×0.45=6.3KN二、三层窗重：31.493KN二、三层阳台扶手墙自重：[(6.2+6.2+9.2×3+5)-5×0.5]×6.24=265.2KN楼面活载：[(9.2-0.3)×(6.6-0.25)×3+(6.6-0.3)×(6.2-0.25)+(6.6-0.3)×(6.2-0.25)×2]×2.5+[(2.65-0.15)×50.55]×3.5=1147.3KNG2=1765.812+767.203+91.285+498.96+572.832+501.273+6.3+265.2+31.439+1147.3×0.5=5073.974KN（3）三、四层重力荷载代表值G3恒载：恒载载：三层板重：3.75×[(50.55+0.5)×9.75-4.35×6.6]+(2×4.85+0.119×1.7×4.6)×3.75=1765.812KN三层框架梁自重：3.926×[(6.6-0.5)×8+(50.55-8×0.5）×3]+(2.65-0.8)×1.59=767.203KN三层框架梁自重：3.926×[(6.6-0.5)×8+(50.55-8×0.5）×3]+(2.65-0.8)×1.59=767.203KN三层次梁自重：2.663×[(6.6-0.5)×3+(6.2-0.5)×3]=91.285KN三、四层框架柱自重：6.93×（3-0.12）×25=498.96KN99\n三、四层外墙自重：572.832KN三、四层内墙自重：(3-0.6+3-0.6)×(6.6-0.5+6.6-0.5)/2×8×4.28=1056.475KN三、四层门重：1×2×7×0.45=6.3KN三、四层窗重：31.493KN三、四层阳台扶手墙自重：[(6.2+6.2+9.2×3+5)-5×0.5]×6.24=265.2KN楼面活载：[(9.2-0.3)×(6.6-0.25)×3+(6.6-0.3)×(6.2-0.25)+(6.6-0.3)×(6.2-0.25)×2]×2.5+[(2.65-0.15)×50.55]×3.5=1147.3KNG3=1765.812+767.203+91.285+498.96+572.832+501.273+6.3+265.2+31.439+1147.3×0.5=5073.974KN（4）四层重力荷载代表值G4恒载：恒载载：四层板重：3.75×[(50.55+0.5)×9.75-4.35×6.6]+(2×4.85+0.119×1.7×4.6)×3.75=1765.812KN四层框架梁自重：3.926×[(6.6-0.5)×8+(50.55-8×0.5）×3]+(2.65-0.8)×1.59=767.203KN四层框架梁自重：3.926×[(6.6-0.5)×8+(50.55-8×0.5）×3]+(2.65-0.8)×1.59=767.203KN四层次梁自重：2.663×[(6.6-0.5)×3+(6.2-0.5)×3]=91.285KN四、五层框架柱自重：6.93×（3-0.12）×25=498.96KN四、五层外墙自重：572.832KN四、五层内墙自重：(3-0.6+3-0.6)×(6.6-0.5+6.6-0.5)/2×8×4.28=1056.475KN四、五层门重：1×2×7×0.45=6.3KN四、五层窗重：31.493KN99\n四、五层阳台扶手墙自重：[(6.2+6.2+9.2×3+5)-5×0.5]×6.24=265.2KN楼面活载：[(9.2-0.3)×(6.6-0.25)×3+(6.6-0.3)×(6.2-0.25)+(6.6-0.3)×(6.2-0.25)×2]×2.5+[(2.65-0.15)×50.55]×3.5=1147.3KNG4=1765.812+767.203+91.285+498.96+572.832+501.273+6.3+265.2+31.439+1147.3×0.5=5073.974KN（5）顶层重力荷载代表值G4恒载：顶层板重51.4×10.45×5.63=3024.042kN顶层框架梁自重767.203kN顶层次梁自重91.285kN顶层框架柱自重498.96kN顶层外墙自重572.832KN顶层内墙自重501.273KN顶层门重6.3KN底层窗重31.439KN女儿墙重(50.55×2+9.25×2)×0.8×6.24=612.352kN活载：楼面活载(雪载)51.4×10.45×0.35×1=189.996KNG5=3024.042+767.203+91.285+(498.96+572.83+501.273+6.3+31.439)×0.5+189.996×0.5=4782.929KN2.5.3水平地震作用计算（1）计算地震作用下的自振周期表2-7结构顶点位移计算楼层Gi/kNGi/kND/(kN/m)ui-ui-1=GiD/mui/m54782.9294782.9295057600.0094570.14150599\n45073.9749856.9035057600.0194890.13204835073.97414930.8775057600.0295220.11255925073.97420004.8515057600.0395540.08303716022.79626027.6475985600.0434830.043483由上表得，uT=0.1415m，查规范得φT取0.6，则T1=1.7φTuT=1.7×0.6×0.1415=0.38s（2）水平地震作用计算及剪重比验算Gi=G1+G2+G3+G4+G5=6022.796+5073.974*3+4782.929=26027.647kN查规范的下式计算结果FEK=α1Geq=TgT10.9αmax×0.85i=14Gi=0.350.380.9×0.08×0.85×26027.647=1643.61kN表2-8横向地震作用及楼层地震剪力楼层Hi/mGi/kNHiGi/(kN∙m)HiGiHiGiFi/kNVi/kNλj=inGi515.94782.92976048.57110.3039497.49499.4976.53412.95073.97465454.26460.3535429.97929.46157.7139.95073.97450232.34260.2007329.871257.33238.9026.95073.97435010.42060.1399229.941487.27320.0813.96022.79623488.90440.0939154.331643.61416.3699\n图2-6水平地震作用下框架结构计算简图（单位：kN）2.5.4水平地震作用下框架侧移验算表2-9水平地震作用下侧移验算层数Vi/kNDi/(kN/m)(∆u)i/mhi/m(∆u)i/hi5499.495057600.98810-331/25514929.465057601.83×10-331/163431257.335057602.48×10-331/121021487.275057602.94×10-331/102011643.615985602.75×10-33.91/1418由表中数据易得，各层间侧移角均小于1/550，满足要求。99\n99\n第三章内力计算3.1内力计算3.1.1竖向恒载作用下的内力计算（1）计算杆端弯矩分配系数第1层SA=4×1.38+0.87+0.82=4×3.07/radSB=4×1.38+0.87+0.82+0.39=4×3.46/radμ上柱A=0.873.07=0.283，μ下柱A=1.383.07=0.450，μ右梁A=0.823.07=0.267μ上柱B=0.873.46=0.251，μ下柱B=1.383.46=0.399μ左梁B=0.823.46=0.267，μ右梁B=0.393.46=0.113μ上柱C=0.872.64=0.330，μ下柱C=1.382.64=0.523，μ右梁C=0.392.64=0.147第2层SA=4×0.87+0.87+0.82=4×2.56/radSB=4×0.87+0.87+0.82+0.39=4×2.95/radμ上柱A=0.872.56=0.340，μ下柱A=0.872.56=0.450，μ右梁A=0.822.56=0.320μ上柱B=0.872.95=0.295，μ下柱B=0.822.95=0.295μ左梁B=0.822.95=0.278，μ右梁B=0.392.95=0.132μ左梁C=0.392.13=0.184，μ上柱C=0.872.13=0.408，μ下柱C=0.872。13=0.408第3层SA=4×0.87+0.87+0.82=4×2.56/radSB=4×0.87+0.87+0.82+0.39=4×2.95/radμ上柱A=0.872.56=0.340，μ下柱A=0.872.56=0.450，μ右梁A=0.822.56=0.320μ上柱B=0.872.95=0.295，μ下柱B=0.822.95=0.29599\nμ左梁B=0.822.95=0.278，μ右梁B=0.392.95=0.132μ左梁C=0.392.13=0.184，μ上柱C=0.872.13=0.408，μ下柱C=0.872。13=0.408第4层μ上柱A=0.872.56=0.340，μ下柱A=0.872.56=0.450，μ右梁A=0.822.56=0.320μ上柱B=0.872.95=0.295，μ下柱B=0.822.95=0.295μ左梁B=0.822.95=0.278，μ右梁B=0.392.95=0.132μ左梁C=0.392.13=0.184，μ上柱C=0.872.13=0.408，μ下柱C=0.872。13=0.408顶层SA=4×0.87+0.82=4×1.69/radSB=4×0.87+0.82+0.39=4×2.08/radμ上柱A=0.871.69=0.515，μ右梁A=0.821.69=0.485μ下柱B=0.872.08=0.418，μ下柱B=0.822.08=0.394，μ右梁B=0.393.46=0.113μ上柱C=0.872.64=0.330，μ下柱C=1.382.64=0.523，μ右梁C=0.392.08=0.188（2）计算梁固端弯矩以第1层和顶层梁为例，其余梁见图3-1.1）恒载作用下第1层梁的固端弯矩为：MA1=-MB1l=-112q2l2-112q1l21-2α2+α3=-112×14.298×6.62-112×17.25×6.62×[1-2×2.36.62+2.36.63]=-101.96kN∙mMB1r=-MC1-13q2l2-13q1l21-2α2+α3=-13×1.5904×2.652-13×9.9375×2.652×[1-2×2.32.652+2.32.653]=-7.147kN∙m顶层梁的固端弯矩为：MA5=-MB5l=-112q2l2-112q1l21-2α2+α399\n=-112×3.926×6.62-112×25.898×6.62×[1-2×2.36.62+2.36.63]=-89.046kN∙mMB5r=-MC5=q2l2-13q1l21-2α2+α3=-13×1.5904×2.652-13×14.9195×2.652×[1-2×2.32.652+2.32.653]=-18.514kN∙m2）计算杆端弯矩99\n上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5150.4850.39400.4810.188031006921.51-89.5189.51-22-18.5118.5115.2935.0232.98-19.31-20.88-9.21-10.48-23.32五层13.7-9.6616.49-10.33-5.24-4.61-4.77-2.08-1.96-0.36-0.38-0.182.916.4768.15-68.1586.33-51.19-33.146.33-5.330.340.340.320.2780.2950.2950.1320.1840.4080.40821.41-101.96101.96-24.78-7.157.1516.2427.3927.3925.78-12.47-20.66-20.66-9.24-4.3-9.54-9.54四层17.5613.7-6.2412.89-10.24-10.33-2.15-4.62-11.66-4.77-8.51-8.51-8.012.732.92.91.33.878.598.5936.4453.99-90.43105.11-28-52.87-17.242.1-12.6110.5299\n0.340.340.320.2780.2950.2950.1320.1840.4080.40821.41-101.96101.96-24.78-7.157.1516.2423.7923.7925.78-12.47-20.66-20.66-9.24-4.3-9.54-9.54三层13.713.7-6.2412.89-10.33-10.33-2.15-4.62-4.77-4.77-7.19-7.19-6.772.332.472.471.112.165.785.7830.351.71-89.19104.71-28.52-53.3-17.430.39-8.537.750.340.340.320.2780.2950.2950.1320.1840.408-.40821.41-101.96101.96-24.78-7.157.1516.2423.7923.7925.78-12.47-20.66-20.66-9.24-4.3-9.54-9.54二层13.711.4-6.2412.89-10.33-8.79-2.15-4.62-4.77-4.77-6.41-6.41-6.042.332.472.471.112.615.785.7831.0850.19-88.46104.71-28.52-51.76-17.430.84-8.537.750.2830.450.2670.2670.2510.3990.1130.1470.330.52321.41-101.96101.96-24.78-7.157.1516.2422.836.2521.51-18.7-17.58-27.94-7.91-3.44-9.54-12.23一层13.7-9.3510.76-10.33-1.72-3.96-4.771.231.961.16-0.34-0.32-0.12-0.151.282.884.5737.7359.62-88.6493.68-28.23-52.84-16.931.038.5829.81-26.424.29图3-1恒载作用下框架弯矩二次分配过程（单位：kN∙m）99\n（3）计算梁端剪力及柱轴力计算第5层框架梁、柱的内力。1）剪力：AB跨：VA=VB=--68.15+86.336.6=-2.75kNBC跨：VB=VC=--33.14+6.332.65=14.89kN梁上荷载引起的剪力：AB跨：VA=-VB=0.5×3.926×6.6+0.5×25.898×2+0.5×25.898×6.6-2=47.63kN中跨：VB=-VC=0.5×1.5904×2.65+0.5×0.5×14.9195×2.65=11.99kN总剪力：AB跨：VA=47.63-2.75=44.88kNVB=-47.63-2.75=-50.38kNBC跨：VB=22.11+4.77=26.88KVC=-1.87+4.77=2.89KN2）柱轴力计算恒载作用下，柱轴力=柱顶集中力(包括柱自重)+梁端剪力。第5层A柱的轴力:NA=215.143+44.88=260.02kN第5层B柱的轴力:99\nNB=220.071+50.38+22.11+4.77=287.33KNNC=152.912+1.87+4.77=159.55KN其余各层梁端剪力及柱轴力的计算过程与结果分别见表3-1和表3-2。恒载作用下框架梁剪力图及柱轴力图分别如图3-3、图3-4所示。表3-1恒载作用下框架梁端弯矩及弯矩引起的剪力楼层荷载引起剪力弯矩引起的剪力总剪力柱轴力左跨右跨左跨右跨左跨右跨A柱B柱C柱VA=-VBVB=-VCVA=VBVB=VCVAVBVBVC547.6311.99-2.7514.8944.88-50.3826.88-1.87260.02296.13159.55484.27-8.69-2.27.2982.07-86.4715.98-1.4296.13347.1163.81384.27-8.69-2.356.7281.92-86.6215.41-1.97295.98349.72164.38284.27-8.69-2.466.8981.81-86.7315.58-1.97295.87350164.8184.27-8.69-0.76683.51-85.0314.69-2.69297.57347.41165.1注：表中弯矩单位为kN∙m，剪力单位为kN。图3-2恒载作用下框架弯矩图（单位：kN∙m）99\n图3-3恒载作用下框架剪力图（单位：kN∙m99\n图3-4恒载作用下框架轴力图（单位：kN∙m）99\n3.1.2竖向活载作用下的内力计算（1）计算杆端弯矩分配系数第1层SA=4×1.38+0.87+0.82=4×3.07/radSB=4×1.38+0.87+0.82+0.39=4×3.46/radμ上柱A=0.873.07=0.283，μ下柱A=1.383.07=0.450，μ右梁A=0.823.07=0.267μ上柱B=0.873.46=0.251，μ下柱B=1.383.46=0.399μ左梁B=0.823.46=0.267，μ右梁B=0.393.46=0.113μ上柱C=0.872.64=0.330，μ下柱C=1.382.64=0.523，μ右梁C=0.392.64=0.147第2层SA=4×0.87+0.87+0.82=4×2.56/radSB=4×0.87+0.87+0.82+0.39=4×2.95/radμ上柱A=0.872.56=0.340，μ下柱A=0.872.56=0.450，μ右梁A=0.822.56=0.320μ上柱B=0.872.95=0.295，μ下柱B=0.822.95=0.295μ左梁B=0.822.95=0.278，μ右梁B=0.392.95=0.132μ左梁C=0.392.13=0.184，μ上柱C=0.872.13=0.408，μ下柱C=0.872。13=0.408第3层SA=4×0.87+0.87+0.82=4×2.56/radSB=4×0.87+0.87+0.82+0.39=4×2.95/radμ上柱A=0.872.56=0.340，μ下柱A=0.872.56=0.450，μ右梁A=0.822.56=0.320μ上柱B=0.872.95=0.295，μ下柱B=0.822.95=0.295μ左梁B=0.822.95=0.278，μ右梁B=0.392.95=0.132μ左梁C=0.392.13=0.184，μ上柱C=0.872.13=0.408，μ下柱C=0.872。13=0.408第4层99\nμ上柱A=0.872.56=0.340，μ下柱A=0.872.56=0.450，μ右梁A=0.822.56=0.320μ上柱B=0.872.95=0.295，μ下柱B=0.822.95=0.295μ左梁B=0.822.95=0.278，μ右梁B=0.392.95=0.132μ左梁C=0.392.13=0.184，μ上柱C=0.872.13=0.408，μ下柱C=0.872。13=0.408顶层SA=4×0.87+0.82=4×1.69/radSB=4×0.87+0.82+0.39=4×2.08/radμ上柱A=0.871.69=0.515，μ右梁A=0.821.69=0.485μ下柱B=0.872.08=0.418，μ下柱B=0.822.08=0.394，μ右梁B=0.393.46=0.113μ上柱C=0.872.64=0.330，μ下柱C=1.382.64=0.523，μ右梁C=0.392.08=0.188（2）杆件固端弯矩计算以第1层和顶层梁为例，其余梁见图3-5。1）活载作用下第1层梁固端弯矩为：MA1=-MB1l=-112q1l21-2α2+α3=-112×11.5×6.62×[1-2×2.362+2.363]=-33.373kN∙mMB1r=-MC1=-524q1l2=-524×9.275×2.652=-13.57kN∙m顶层：MA1=-MB1l=-112q1l21-2α2+α3=-112×2.3×6.62×[1-2×2.362+2.363]=-6.68kN∙mMB1r=-MC1=-13q1l21-2α2+α3=-13×1.3125×2.652×[1-2×2.362+2.363]99\n=-1.92kN∙m2）计算杆端弯矩上柱下柱右梁左梁上柱下柱右梁左梁下柱0.5150.4850.39400.4810.1880310069-6.6756.675-1.921.923.343.24-1.87-1.99-0.89-0.6-1.325.68-0.941.62-2.92-0.3-0.452.77五层-2.44-2.30.630.670.30.97-1.876.58-6.687.06-4.24-2.810.97-1.87　0.340.340.320.2780.2950.2950.1320.1840.4080.408　-33.37333.373-13.5713.5711.3511.3510.68-5.51-5.84-5.84-2.61-2.5-5.54-5.541.675.68-2..765.34-1-2.92-1.3-1.31-0.66-2.77四层-1.56-1.56-1.47-0.03-0.03-0.03-0.020.871.931.9311.4615.47-26.9233.17-6.87-8.79-17.510.63-4.27-6.38　　0.340.340.32　0.2780.2950.2950.1320.1840.4080.408-33.37333.373-13.5713.5711.3511.3510.68-5.51-5.84-5.84-2.61-2.5-5.54-5.545.685.68-2.765.34-2.92-2.92-1.3-1.31-2.77-2.7799\n三层-2.92-2.92-2.750.50.53.0530.241.262.792.7914.1114.11-28.233.7-8.13-8.13-17.2411.02-5.52-5.52　　0.340.340.32　0.2780.2950.2950.1320.1840.408-.408-33.37333.373-13.5713.5711.3511.3510.68-5.51-5.84-5.84-2.61-2.5-5.54-5.545.684.72-2.765.34-2.92-2.49-1.3-1.31-2.77-2.24-2.6-2.6-2.440.50.530.530.241.262.792.79二层14.4313.47-27.8933.7-8.23-7.8-17.2411.02-5.52-4.99　　0.2830.450.267　0.2670.2510.3990.1130.1470.330.523-33.37333.373-13.5713.579.4415.028.91-5.29-4.97-7.9-2.24-1.99-4.48-7.15.68-2.654.46-2.92-1-1.12-2.77一层-0.86-1.36-0.81--0.14-0.14-0.22-0.060.571.282.0314.2613.66-27.9232.4-8.03-8.12-16.8711.03-5.97-5.076.83-4.06-2.54图3-5活载作用下框架弯矩二次分配过程（单位：kN∙m）3）梁端剪力及柱轴力计算。计算第5层框架梁、柱的内力。1）剪力:99\nAB跨：VA=VB=--6.68+7.066.6=-0.058kNBC跨：VB=VC=--2.81+0.972.65=0.694kN梁上荷载引起的剪力：AB跨：VA=-VB=0.5×2.3×2+0.5×2.3×6.6-2=4.945kNBC跨：VB=-VC=0.5×0.5×1.3125×2.65=0.87kN总剪力：AB跨：VA=4.945-0.058=4.4437kNVB=-4.495-0.058=-5.003kNBC跨：VB=0.87+0.694=KNVC=-0.87+0.694=_0.176kN2）柱轴力计算活载作用下，柱轴力=柱顶集中力+梁端剪力。第5层A柱的轴力:NA=16.0223+4.437=20.495kN第5层B柱的轴力:NB=15.452+5.003+1.564=22.019Kn第5层B柱的轴力:NB=7.287+0.176=7.463KN其余各层梁端剪力及柱轴力的计算过程与结果分别见表3-2。活载作用下框架梁剪力图及柱轴力图分别如图3-7、图3-8所示。99\n表3-2活载作用下梁端剪力及柱轴力楼层荷载引起的剪力弯矩引起的剪力总剪力柱轴力左跨右跨左跨右跨左跨右跨ABCVA=-VBVB=-VCVA=VBVB=VCVAVBVBVC54.9450.87-0.0580.6944.437-5.0031.564-0.17620.49522.0196.463414.1456.145-0.9472.6513.198-15.0928.795-3.49564.373111.58240.015314.1456.145-0.8332.34713.312-14.9788.492-3.79864.487111.58240.318214.1456.145-0.882.34713.265-15.0258.492-3.79864.44111.21240.318114.1456.145-0.6792.20413.466-14.8248.349-3.94164.641110.86840.461注：表中剪力及轴力单位均为kN。99\n图3-6活载作用下框架弯矩图（单位：kN∙m）图3-7活载作用下框架梁剪力图（单位：kN）图3-8活载作用下框架柱轴力图（单位：kN）（4）侧移二阶效应的考虑按Di≥20j=inGi/Hi验算是否需要考虑侧移二阶效应的影响，计算结果见表3-5。表3-3各楼层重力荷载设计值计算及二阶效应验算楼层层高/m恒载轴力标准值/kN活载轴力标准值/kNGi/kNGi/Hi20Gi/HiDi/(kN/m)A柱B柱C柱A柱B柱C柱53260.02297．33159．5520．4622．027．46930．20310.076201.336322143556.15644.43323.3684.83133.647.492257.01752.3415046.736322133852.13994.15487.74149.32244.7787.83447.471149.1622983.136322199\n2311481344.15652.54213.76355.98128.115007.131669.043338.876322113.91445.571691.56817.64278.4466.85168.586025.091544.8930897.9074820比表易见，均满足要求，故不需要考虑。3.1.3风恒载作用下的内力计算见表3-4至3-7。表3-4风荷载作用下框架柱端弯矩计算A柱楼层层高（m）Vi（KN）DiA柱Di1Vi1(KN)KyMi2d(KN.m)Mi2u(KN.m)5312.49663221221654.380.9430.354.68.544327.70963221221659.710.9430.411.6517.493342.061632212216514.750.9430.4519.9124.342356.413632212216519.780.9430.47528.1931.1513.971.070748202071719.680.5940.65550.2726.48表3-5风荷载作用下框架柱端弯矩计算B柱楼层层高（m）Vi（KN）DiB柱Di1Vi1(KN)KyMi2d(KN.m)Mi2u(KN.m)5312.49663221283855.611.390.376.2310.64327.709632212838512.441.390.4215.6721.643342.061632212838518.881.390.4726.6230.0299\n2356.413632212838525.331.390.537.9537.9513.971.070748203162530.040.870.6576.1541表3-6风荷载作用下框架柱端弯矩计算C柱楼层层高（m）Vi（KN）DiC柱Di1Vi1(KN)KyMi2d(KN.m)Mi2u(KN.m)5312.49663221126712.50.4480.2221.675.844327.70963221126715.550.4480.3225.3611.293342.06163221126718.430.4480.410.1215.172356.413632211267111.310.4480.47516.1218.3913.971.070748202247821.350.2830.77664.6118.65表3-7风荷载作用下框架梁端弯矩、剪力及柱轴力计算楼层AB梁BC梁柱轴力Mbl/kN∙mMbr/kN∙ml/mVb/kNMbl/kN∙mMbr/kN∙ml/mVb/kNA柱/kNB柱/kNC柱/kN58.547.186.6-2.383.425.842.65-3.49-2.38-1.113.4999\n422.0918.896.6-6.218.9812.962.65-8.28-8.59-3.4911.77335.9930.966.6-10.1414.7320.52.65-13.31-18.73-12.0825.08251.0643.716.6-14.3620.8628.512.65-18.63-33.09-16.3543.71154.6753.56.6-16.3925.4534.772.65-22.72-49.48-22.6866.43注：梁端弯矩和剪力均以绕杆件顺时针旋转方向为正，轴力方向以受压为正。图3-9风荷载作用下框架弯矩图（单位：kN∙m）图3-10风荷载作用下框架梁剪力图（单位：kN）图3-11风荷载作用下框架柱轴力图（单位：kN）3.1.4水平地震作用下的内力计算进行计算时，取一榀中框架计算。由之前所做而工作得到的各层荷载，按照抗侧刚度进行分配，将各层水平地震力分到每一榀框架上去，计算过程如下：F1'=D1DF1=65013546272×154.33=18.37kNF2'=D2DF1=63221483126×229.94=30.09kNF3'=D3DF1=63221483126×329.87=43.17kNF4'=D4DF1=63221483126×429.97=56.27kNF5'=D5DF1=63221483126×499.49=85.2kN水平地震作用下的内力计算原理同风荷载，计算过程见表3-6和表3-7。水平地震作用下的弯矩图、梁剪力图和柱轴力图分别如图3-12、图3-13和图3-14所示。99\n表3-8水平地震作用下框架柱端弯矩计算A柱楼层层高ViDiA柱Di1Vi1KyMi2dMi2u5385.26322129.87221650.9430.3531.3658.2543141.476322149.6221650.9430.459.5259.2833184.646322164.73221650.9430.4587.39106.823214.736322175.28221650.9430.475107.29118.5713.9233.17482064.54207170.5940.655164.8886.84表3-9水平地震作用下框架柱端弯矩计算B柱楼层层高ViDiB柱Di2Vi2KyMi2dMi2u5385.26322128385283851.390.3742.4672.2943141.476322128385283851.380.4280.03110.5133184.646322128385283851.380.47116.89131.8123214.736322128385283851.390.5144.61144.6213.9233.17482031625316250.8770.65249.76134.49表3-10水平地震作用下框架柱端弯矩计算C柱楼层层高ViDiC柱Di2Vi2KyMi2dMi2u99\n5385.26322117.08126710.4480.22211.3739.8643141.476322128.35126710.4480.32227.3957.6633184.646322137.01126710.4480.444.4166.6223214.736322143.04126710.4480.47561.3367.7913.9233.17482070.03124780.2830.776211.9461.18注：表3-8至表3-10中高度单位为m，刚度单位为kN/m，弯矩单位为kN∙m，剪力单位为kN.表3-11水平地震作用下框架梁端弯矩、剪力及柱轴力计算楼层边梁中梁柱轴力Mbl/kN∙mMbr/kN∙ml/mVb/kNMbl/kN∙mMbr/kN∙ml/mVb/kNA柱/kNB柱/kN442.1028.376-11.7439.0939.097.5-10.42-11.741.32368.7052.046-20.1271.7071.707.5-19.12-31.872.33272.5370.126-23.7896.6196.617.5-25.76-55.640.341136.6194.996-38.60130.87130.877.5-34.90-94.244.04图3-12水平地震作用下框架弯矩图（单位：kN∙m）注：梁端弯矩和剪力均以绕杆件顺时针旋转方向为正，轴力方向以受压为正。99\n图3-13水平地震作用下框架梁剪力图（单位：kN）99\n图3-14水平地震作用下框架柱轴力图（单位：kN）3.2内力组合3.2.1梁控制截面内力标准值与梁控制截面内力组合内力标准值计算过程所用到的基础数据可有前一部分章节中直接获取，与内力组合部分的计算结果见表3-8至3-18。99\n99\n楼层截面恒载内力活载内力风载内力地震内力支座中心线支座边缘支座中心线支座边缘支座中心线支座边缘支座支座中心线支座边缘支座MVMVMVMVMMVMMV5A-68.1544.88-56.9343.90-6.684.44-5.574.328.547.95-2.3858.2554.19-16.25Bl86.33-50.3873.74-49.407.06-55.81-4.887.186.59-2.3848.9944.93-16.25Br-33.1426.88-26.4223.31-2.811.56-2.421.443.422.55-3.4923.317.59-22.83C6.33-1.875.86-1.470.97-0.180.93-0.065.844.97-3.4939.8634.15-22.834A-90.4382.07-69.9178.50-26.9213.2-23.6213.0822.0920.54-6.21120.64112.14-33.99Bl105.11-86.4783.49-82.9033.17-15.0929.40-14.9718.8917.34-6.21103.6795.17-33.99Br-17.2415.98-13.2515.58-17.58.8-15.308.688.986.91-8.2848.937.78-44.5C2.1-1.41.75-1.0010.63-3.59.76-3.3812.9610.89-8.2869.0357.91-44.53A-89.1981.92-68.7178.35-28.213.31-24.8713.1935.9933.46-10.14166.32154.58-46.95Bl104.71-86.6283.06-83.0533.7-14.9829.96-14.8630.9628.43-10.14143.56131.82-46.9599\nBr-17.4315.41-13.5815.01-17.248.49-15.128.3714.3711.04-13.3168.2854.83-53.82C0.39-1.97-0.10-1.5711.02-3.810.07-3.6820.5317.20-13.3174.3460.89-53.822A-88.4681.81-68.0178.24-27.8913.27-24.5713.1551.0647.47-14.36205.96191.45-58.06Bl104.71-86.7383.03-83.1633.7-15.0329.94-14.9143.7140.12-14.36177.22162.71-58.06Br-17.4315.58-13.5415.18-17.248.49-15.128.3720.8616.20-18.6388.2969.38-75.66C0.84-2.430.23-2.0311.02-3.810.07-3.6828.5123.85-18.63112.293.29-75.661A-88.6483.51-63.5979.22-27.9213.47-23.8813.3254.6749.75-16.39194.13176.71-58.07Bl93.68-85.0368.17-80.7432.4-14.8227.95-14.6753.548.58-16.39189.14171.72-58.07Br-16.9314.69-12.5214.21-16.878.35-14.378.2025.4518.63-22.7289.9665.91-80.18C1.03-2.690.22-2.2111.03-3.949.85-3.7934.7727.95-22.72122.5198.46-80.18表3-8框架梁端控制截面内力标准值注:1.表中弯矩M的量纲为“kN∙m”；剪力V的量纲为“kN”；2.梁端弯矩和梁端剪力绕杆件顺时针方向为正；3.风荷载和地震荷载作用下梁端控制截面和支座中心处剪力值相同。表3-9持久设计状况下框架梁端控制截面内力组合值恒载内力活载内力风载内力99\n楼层截面1.2SGK±1.4SWK+0.7×1.4SQK或1.0SGK±1.4SWK+0.7×1.4SQK1.2SGK+1.4SQK±1.4×0.6SWK或1.2SGK+1.4SQK±1.4×0.6SWK1.3SGK+1.4×0.7SQK→←→←0.8MV0.8MVMVMVMVMVMVMV5A-45.5443.90-4.464.323.73-2.38-53.8053.58-64.2360.25-57.7656.73-64.0260.73-65.8563.50Bl58.99-49.404.65-4.88-5.48-2.3867.68-67.3983.01-60.7372.70-68.1181.90-64.1184.19-71.47Br-21.1423.31-1.941.440.57-3.49-26.4724.50-28.0634.27-27.6127.06-28.5632.92-30.4432.88C4.69-1.470.74-0.06-0.93-3.495.05-6.717.663.065.88-4.787.451.087.06-2.044A-55.9378.50-18.913.0811.53-6.21-69.5098.32-101.78115.71-83.89107.30-103.26117.73-94.03118.79Bl66.79-82.9023.52-14.97-16.52-6.2180.07-122.84126.33-105.4699.20-125.65126.95-115.22113.22-126.59Br-10.6015.58-12.248.686.61-8.28-15.4615.61-33.9738.79-24.3023.89-35.4137.80-26.3129.54C1.40-1.007.8-3.38-5.45-8.281.69-16.1016.957.088.02-12.8917.181.029.53-4.663A-54.9778.35-19.913.1910.66-10.14-70.5592.75-100.38121.14-84.87103.97-102.77121.00-93.71118.70Bl66.44-83.0523.96-14.86-17.40-10.1478.86-128.42127.56-100.0398.66-128.98127.88-111.95113.17-126.68Br-10.8615.01-12.098.375.04-13.31-17.827.58-31.9444.85-25.7218.55-34.1940.91-26.5128.4799\nC-0.08-1.578.06-3.86-7.19-13.31-2.26-24.3017.8712.975.15-18.4717.233.897.79-5.902A-54.4178.24-19.6613.159.56-14.36-71.1786.67-97.94126.88-84.79100.24-100.85124.36-92.72118.51Bl66.42-83.1623.9514.9111.32-14.36119.02-105.2887.33-65.08122.74-90.98103.73-66.86113.14-97.65Br-10.8315.18-12.098.373.71-18.63-19.650.34-30.0452.50-26.8014.28-33.0445.58-26.4728.70C0.19-2.038.06-3.68-8.34-18.63-3.55-32.1219.8020.044.51-23.2418.528.068.16-6.351A-50.8779.22-19.113.328.40-16.39-68.0085.17-91.53131.06-80.7399.94-94.84127.48-87.39120.00Bl54.54-80.7422.36-14.67-19.59-16.3959.94-134.21114.78-88.3280.30-131.19113.21-103.6695.54-123.38Br-10.0214.21-11.498.21.38-22.72-21.35-6.72-25.2256.90-26.959.45-29.2747.62-24.7927.22C0.18-2.217.88-3.79-10.61-22.72-6.91-38.1722.7925.442.34-27.0420.1611.137.97-6.70注：规定同表3-8。3-10地震设计状况下框架梁端控制截面内力组合值楼层截面恒载内力活载内力重力荷载内力SGE=SGK+0.5SQK地震内力SEK1.2SGE±1.3SEK左震（→）右震（←）0.8MV0.8MVMVMV0.75M0.85V0.75M0.85V99\n5A-45.5443.90-4.464.32-47.7746.0642.00-16.25-2.0529.02-83.9464.94Bl58.99-49.404.65-4.8861.32-51.84-55.90-16.250.68-70.83109.69-34.92Br-21.1423.31-1.941.44-22.1124.0318.32-22.83-2.03-0.72-37.7649.74C4.69-1.470.74-0.065.06-1.5-7.21-22.83-2.47-26.7611.5823.704A-55.9378.50-18.913.08-65.3885.0476.54-33.9915.7949.18-133.47124.30Bl66.79-82.9023.52-14.9778.55-90.385-98.88-33.99-25.72-129.75167.11-54.63Br-10.6015.58-12.248.68-16.7219.928.80-44.5-6.47-28.85-23.6269.49C1.40-1.007.8-3.385.30-2.69-13.82-44.5-8.70-51.9218.2446.433A-54.9778.35-19.913.19-64.9284.94573.21-46.9512.9534.76-129.81138.52Bl66.44-83.0523.96-14.8678.42-90.48-102.22-46.95-29.08-144.17170.24-40.41Br-10.8615.01-12.098.37-16.9119.1955.74-53.82-9.62-39.89-20.8179.05C-0.08-1.578.06-3.863.95-3.5-16.96-53.82-12.98-63.0420.0955.902A-54.4178.24-19.6613.15-64.2484.81570.30-58.0610.7322.36-126.36150.67Bl66.42-83.1623.9514.9178.40-75.705-90.22-58.06-17.41-141.38158.52-13.0699\nBr-10.8315.18-12.098.37-16.8819.3650.45-75.66-14.75-63.85-15.63103.36C0.19-2.038.06-3.684.22-3.87-22.79-75.66-18.42-87.5526.0179.661A-50.8779.22-19.113.32-60.4285.8868.46-58.0712.3723.43-121.13151.76Bl54.54-80.7422.36-14.6765.72-88.075-105.50-58.07-43.71-154.00162.01-25.67Br-10.0214.21-11.498.2-15.7718.31-5.74-80.18-19.79-69.92-8.59107.28C0.18-2.217.88-3.794.12-4.105-28.16-80.18-23.75-92.7931.1684.41注：规定同表3-8。3-11框架梁控制截面内力组合值楼层1.2SGE±1.3SEK1.2SGK±1.4SWK+0.7×1.4SQK1.2SGK+1.4SQK±1.4×0.6SWK1.35SGK+1.4×0.7SQK→←→←→←MVMVMVMVMVMVMV5支座A-2.0529.02-83.9464.94-53.853.58-64.2360.25-57.7656.73-64.0260.73-65.8563.5Bl0.68-70.83109.69-34.9267.68-67.3983.01-60.7372.7-68.1181.9-64.1184.19-71.47Br-2.03-0.72-37.7649.74-26.4724.5-28.0634.27-27.6127.06-28.5632.92-30.4432.8899\nC-2.47-26.7611.5823.75.05-6.717.663.065.88-4.787.451.087.06-2.04跨中AB133.5561.46100.44106.67101.92107.56105.73BC-2.0311.585.057.665.887.457.044支座A15.7949.18-133.47124.3-69.598.32-101.78115.71-83.89107.3-103.26117.73-94.03118.79Bl-25.72-129.75167.11-54.6380.07-122.84126.33-105.4699.2-125.65126.95-115.22113.22-126.59Br-6.47-28.85-23.6269.49-15.4615.61-33.9738.79-24.323.89-35.4137.8-26.3129.54C-8.7-51.9218.2446.431.69-16.116.957.088.02-12.8917.181.029.53-4.66跨中AB174.54-0.17143.72135.84126.89103.28114.76BC-6.4718.241.6916.958.0217.189.533支座A12.9534.76-129.81138.52-70.5592.75-100.38121.14-84.87103.97-102.77121-93.71118.7Bl-29.08-144.17170.24-40.4178.86-128.42127.56-100.0398.66-128.98127.88-111.95113.17-126.68Br-9.62-39.89-20.8179.05-17.827.58-31.9444.85-25.7218.55-34.1940.91-26.5128.47C-12.98-63.0420.0955.9-2.26-24.317.8712.975.15-18.4717.233.897.79-5.9跨中AB166.2835.78143.91104.2126.63103.21115.3399\nBC-9.6220.09-2.2617.875.1517.237.792支座A10.7322.36-126.36150.67-71.1786.67-97.94126.88-84.79100.24-100.85124.36-92.72118.51Bl-17.41-141.38158.52-13.06119.02-105.2887.33-65.08122.74-90.98103.73-66.86113.14-97.65Br-14.75-63.85-15.63103.36-19.650.34-30.0452.5-26.814.28-33.0445.58-26.4728.7C-18.42-87.5526.0179.66-3.55-32.1219.820.044.51-23.2418.528.068.16-6.35跨中AB163.0943.49123.2291.2115.63116.54115.34BC-14.7526.01-3.5519.84.5118.528.161支座A12.3723.43-121.13151.76-6885.17-91.53131.06-80.7399.94-94.84127.48-87.39120Bl-43.71-154162.01-25.6759.94-134.21114.78-88.3280.3-131.19113.21-103.6695.54-123.38Br-19.79-69.92-8.59107.28-21.35-6.72-25.2256.9-26.959.45-29.2747.62-24.7927.22C-23.75-92.7931.1684.41-6.91-38.1722.7925.442.34-27.0420.1611.137.97-6.7跨中AB190.644.67132.28110135.47111.31124.22BC-19.7931.16-6.9122.792.3420.167.97注：1.表中弯矩M的量纲为“kN∙m”；剪力V的量纲为“kN”；99\n2.表中梁支座和跨中截面的弯矩均以下部受拉时为正，上部受拉时为负，表中Bl支座的弯矩符号与前面的弯矩符号规定恰好相反；3.梁端弯矩以绕杆件顺时针方向为正；4.梁跨间无最大正弯矩时，取相应的支座正弯矩。3.2.3柱控制截面内力组合（1）持久设计状况A柱、B柱和C柱在持久设计状况下的内力组合分别见表3-13、表3-14和表3-15。。（2）地震设计状况A柱、B柱和C柱在地震设计状况下的内力组合分别见表3-16、表3-17和表3-18。（3）剪跨比和轴压比验算99\n表3-12框架柱剪跨比和轴压比验算柱号楼层b（mm）h0（mm）fc(N/mm2)Mc(KN.m)Vc(KN)N(KN)Mc/Vch0N/fcbhA柱550047014.3143.9878.45321.213.900.09450047014.3178.99100.4707.113.790.20350047014.3197.61119.061087.83.530.30250047014.3222.45138.591462.843.420.41160057014.3349.04180.561837.43.390.36B柱550047014.330.0115.83152.734.030.04450047014.374.9546.63706.693.420.20350047014.3112.871.771100.833.340.31250047014.3149.390.171805.313.520.50160057014.3290.55132.372280.53.850.4499\nC柱550047014.344.5313.87200.476.830.06450047014.383.7535.27431.825.050.12350047014.392.5945.59670.574.320.19250047014.394.4352.3916.743.840.26160057014.3279.15121.981168.684.010.23由表可知，各层剪跨比和轴压比均符合规范要求。表3-13持久设计状况下A柱控制截面内力组合值99\n楼层截面SGKSQKSWK(→)1.35SGK+0.7×1.4×SQK1.2SGK±1.4SWK+1.4×0.7SQK或1.0±1.4SWK+1.4×0.7SQK1.2SGK+1.4SQK±1.4×0.6SWK或1.0SGK+1.4SQK±1.4×0.6SWK→←→←5上端M68.156.58-8.5498.4576.27100.1883.8298.17N260.0220.46-2.38371.08328.74335.41338.67342.67V-34.86-6.014.38-52.95-41.59-53.85-46.57-53.93下端M36.4411.46-4.660.4248.5261.4055.9163.64N260.0220.46-2.38371.08328.74335.41338.67342.67V-34.86-6.014.38-52.95-41.59-53.85-46.57-53.934上端M53.9915.47-17.4988.0555.46104.4371.75101.14N556.1584.83-8.59833.94738.49762.54778.93793.36V-28.1-9.869.71-47.60-29.79-56.98-39.37-55.6899\n下端M30.314.11-11.6554.7333.8866.5046.3365.90N556.1584.83-8.59833.94738.49762.54778.93793.36V-28.1-9.869.71-47.60-29.79-56.98-39.37-55.683上端M51.7114.11-24.3483.6441.80109.9661.36102.25N852.13149.32-18.731296.711142.671195.111215.871247.34V-27.6-9.5114.75-46.58-21.79-63.09-34.04-58.82下端M31.0814.43-19.9156.1023.5679.3140.7774.22N852.13149.32-18.731296.711142.671195.111215.871247.34V-27.6-9.5114.75-46.58-21.79-63.09-34.04-58.822上端M50.1913.47-31.1580.9629.82117.0452.92105.25N1148213.76-33.091759.281540.761633.411649.071704.66V-29.31-9.5419.78-48.92-16.83-72.21-31.91-65.14下端M37.3314.26-28.1964.3719.3098.2441.0888.44N1148213.76-33.091759.281540.761633.411649.071704.6699\nV-29.31-9.5419.78-48.92-16.83-72.21-31.91-65.141上端M59.6213.66-26.4893.8747.86122.0068.42112.91N1445.57278.4-49.482224.351938.242076.792082.882166.01V-22.93-5.2519.68-36.10-5.11-60.21-18.33-51.40下端M29.816.83-50.2746.94-27.91112.843.1187.56N1445.57278.4-49.482224.351938.242076.792082.882166.01V-22.93-5.2519.68-36.10-5.11-60.21-18.33-51.40注：规定同表3-8。99\n表3-14持久设计状况下B柱控制截面内力组合值楼层截面SGKSQKSWK(→)1.35SGK+0.7×1.4×SQK1.2SGK±1.4SWK+1.4×0.7SQK或1.0±1.4SWK+1.4×0.7SQK1.2SGK+1.4SQK±1.4×0.6SWK或1.0SGK+1.4SQK±1.4×0.6SWK→←→←5上端M-51.59-4.24-10.6-73.80-80.90-51.22-76.75-58.9499\nN297.3322.02-1.11422.98376.82379.93386.69388.56V26.43.75.6139.2743.1627.4541.5732.15下端M-28-6.87-6.23-44.53-49.05-31.61-48.45-37.98N297.3322.02-1.11422.98376.82379.93386.69388.56V26.43.75.6139.2743.1627.4541.5732.154上端M-52.87-8.79-21.64-79.99-102.35-41.76-93.93-57.57N644.43133.6-3.491000.91899.36909.13957.42963.29V27.135.6412.4442.1555.5020.6750.9030.00下端M-28.52-8.13-15.67-46.47-64.13-20.25-58.77-32.44N644.43133.6-3.491000.91899.36909.13957.42963.29V27.135.6412.4442.1555.5020.6750.9030.003上端M-53.3-8.13-30.02-79.92-113.96-29.90-100.56-50.13N994.15244.77-12.081581.981415.941449.771525.511545.81V27.275.4518.8842.1664.5011.6356.2124.4999\n下端M-28.52-8.23-26.62-46.57-79.56-5.02-68.11-23.39N994.15244.77-12.081581.981415.941449.771525.511545.81V27.275.4518.8842.1664.5011.6356.2124.492上端M-51.76-7.8-37.95-77.52-122.89-16.63-104.91-41.15N1344.15355.98-16.352163.461938.951984.732097.622125.09V26.665.2825.341.1772.591.7560.6418.13下端M-28.23-8.03-37.95-45.98-94.8811.38-77.00-13.24N1344.15355.98-16.352163.461938.951984.732097.622125.09V26.665.2825.341.1772.591.7560.6418.131上端M-52.84-8.12-41-79.29-128.77-13.97-109.22-40.34N1691.56466.85-22.682741.122455.632519.142664.412702.51V20.326.0930.0433.4072.41-11.7058.147.68下端M-26.42-4.06-76.15-39.65-142.2970.93-101.3526.58N1691.56466.85-22.682741.122455.632519.142664.412702.5199\nV20.326.0930.0433.4072.41-11.7058.147.68注：规定同表3-8。表3-15持久设计状况下C柱控制截面内力组合值楼层截面SGKSQKSWK(→)1.35SGK+0.7×1.4×SQK1.2SGK±1.4SWK+1.4×0.7SQK或1.0±1.4SWK+1.4×0.7SQK1.2SGK+1.4SQK±1.4×0.6SWK或1.0SGK+1.4SQK±1.4×0.6SWK99\n→←→←5上端M-5.33-1.87-5.84-9.03-16.40-0.05-13.92-4.11N159.557.463.49222.70203.66193.88204.84198.97V5.982.052.510.0812.695.6912.157.95下端M-12.61-4.27-1.67-21.21-21.65-16.98-22.51-19.71N159.557.463.49222.70203.66193.88204.84198.97V5.982.052.510.0812.695.6912.157.954上端M10.52-6.38-11.297.95-9.4322.18-5.7913.18N323.3647.4811.77483.07451.04418.08464.39444.62V6.353.975.5512.4619.283.7417.848.52下端M-8.53-5.52-5.36-16.93-23.15-8.14-22.47-13.46N323.3647.4811.77483.07451.04418.08464.39444.62V6.353.975.5512.4619.283.7417.848.523上端M7.75-5.52-15.175.05-17.3525.13-11.1714.3199\nN487.7487.825.08744.49706.44636.22729.28687.14V5.433.688.4310.9421.92-1.6818.754.59下端M-8.53-5.52-10.12-16.93-29.81-1.48-26.46-9.46N487.7487.825.08744.49706.44636.22729.28687.14V5.433.688.4310.9421.92-1.6818.754.592上端M7.75-4.99-18.395.57-21.3430.16-13.1317.76N652.54128.1143.711006.48969.79847.40999.12925.69V6.393.6511.512.2027.35-4.8622.443.12下端M-11.43-5.97-16.12-21.28-42.133.00-35.61-8.53N652.54128.1143.711006.48969.79847.40999.12925.69V6.393.6511.512.2027.35-4.8622.443.121上端M8.58-5.07-18.656.61-20.7831.44-12.4718.86N817.64168.5866.431269.021239.381053.371272.981161.38V3.31.9521.356.3735.76-24.0224.62-11.2499\n下端M4.29-2.54-64.613.30-87.8093.11-52.6855.86N817.64168.5866.431269.021239.381053.371272.981161.38V3.31.9521.356.3735.76-24.0224.62-11.24注：规定同3-8（下表3-16,3-17,3-18均同）。99\n表3-16地震设计状况下A柱控制截面内力组合的设计值及调整楼层截面内力柱端弯矩1.2SGE±1.3SEK或1.0SGE±1.3SEKγRE梁端弯矩1.2SGE±1.3SEK或1.0SGE±1.3SEK∑Mc=ηc∑MbγRE∑Mc=ηc∑Mb|M|maxNminNmaxγREV=γREηvc(Mbc+Mlc)/Hn→←→←→←→←5柱顶M27.48143.980.75-2.73-119.9227.48143.9820.61107.99107.9920.6198.45116.98N327.39321.21245.54240.91245.54240.91371.08柱底M9.8491.3713.12110.109.8482.5882.589.8460.42N327.39321.21245.54240.91245.54240.91371.084柱顶M-53.14178.990.821.05-177.96-70.85215.68-56.58172.55172.55-56.5888.05167.10N729.45707.11583.56565.69583.56565.69833.94柱底M-32.55122.2-43.40147.25-34.72117.80117.80-34.7254.7399\nN729.45707.11583.56565.69583.56565.69833.943柱顶M-80.08197.610.817.27-173.08-106.77238.12-85.42190.50190.50-85.4283.64198.16N1136.51087.8909.20870.24909.20870.241296.71柱底M-67.65159.56-90.20192.27-72.61153.82153.82-72.6156.10N1136.51087.8909.20870.24909.20870.241296.712柱顶M-85.31222.450.814.31-168.48-113.75268.05-91.00214.44214.44-91.0080.96230.66N1548.871462.841239.101170.271239.101170.271759.28柱底M-85.65193.31-114.20232.94-91.36186.35186.35-91.3664.37N1548.871462.841239.101170.271239.101170.271759.281柱顶M-33.15192.630.816.49-161.51-44.20232.12-35.36185.70185.70-35.3693.87218.56N1966.051837.41572.841469.921572.841469.922224.35柱底M-79.64349.04-106.19420.59-84.95336.47336.47-84.9546.94N1966.051837.41572.841469.921572.841469.922224.35表3-17地震设计状况下B柱控制截面内力组合的设计值及调整99\n楼层截面内力柱端弯矩1.2SGE±1.3SEK或1.0SGE±1.3SEKγRE梁端弯矩1.2SGE±1.3SEK或1.0SGE±1.3SEK∑Mc=ηc∑MbγRE∑Mc=ηc∑Mb|M|maxNminNmaxγREV=γREηvc(Mbc+Mlc)/Hn→←→←→←→←5柱顶M-157.9530.010.75-1.895.91-157.9530.01-118.4622.51118.4622.51-73.80-129.76N155.61152.73116.71114.55116.71114.55422.98柱底M-92.9217.48-123.8921.06-92.9215.8092.9215.80-44.53N155.61152.73116.71114.55116.71114.55422.984柱顶M-212.3874.950.8-42.92191.32-283.1790.31-226.5472.25226.5472.55-79.99-218.25N715.77706.69572.62565.35572.62565.351000.91柱底M-143.1464.94-190.8578.25-152.6862.60152.6862.60-46.47N715.77706.69572.62565.35572.62565.351000.913柱顶M-240.19102.520.8-51.6199.24-320.25123.54-256.2098.83256.2098.83-79.92-264.78N1132.241100.83905.79880.66905.79880.661581.98柱底M-191.12112.8-254.83135.92-203.86108.74203.86108.74-46.5799\nN1132.241100.83905.79880.66905.79880.661581.982柱顶M-264.8121.210.8-42.88190.52-353.07146.06-282.46116.85282.46116.46-77.52-301.72N1847.821805.311478.261444.251478.261444.252163.46柱底M-226.69149.3-302.25179.91-248.10143.93248.10143.93-45.98N1847.821805.311478.261444.251478.261444.252163.461柱顶M-243.12106.560.8-84.67204.56-324.16128.40-259.33102.72259.33102.72-79.29-285.29N2339.472280.51871.581824.401871.581824.42741.12柱底M-358.83290.55-478.44350.11-382.75280.09382.75280.09-39.65N2339.472280.51871.581824.401871.581824.42741.12表3-18地震设计状况下C柱控制截面内力组合的设计值及调整楼层截面内力柱端弯矩1.2SGE±1.3SEK或1.0SGE±1.3SEKγRE梁端弯矩1.2SGE±1.3SEK或1.0SGE±1.3SEK∑Mc=ηc∑MbγRE∑Mc=ηc∑Mb|M|maxNminNmaxγREV=γREηvc(Mbc+Mlc)/Hn→←→←→←→←5柱顶M-59.144.530.75-3.2915.44-59.144.53-44.3333.444.3333.4-9.03-43.5299\nN191.4200.47143.55150.35150.35143.55222.7柱底M-32.48-2.91-43.31-3.51-32.48-2.6332.48-2.63-21.21N191.4200.47143.55150.35150.35143.55222.74柱顶M-66.1683.750.8-11.624.32-88.21100.92-70.5780.7480.74-70.577.95-65.35N401.22431.82320.98345.46345.46320.98483.07柱底M-49.1622.06-65.5526.58-52.4421.2652.4421.26-16.93N401.22431.82320.98345.46345.46320.98483.073柱顶M-80.6292.590.8-17.3126.79-107.49111.57-85.9989.2689.26-85.995.05-86.08N605.36670.57484.29536.47536.47484.29744.49柱底M-71.2844.19-95.0453.25-76.0142.676.0142.6-16.93N605.36670.57484.29536.47536.47484.29744.492柱顶M-81.8294.430.8-24.5634.68-109.09113.79-87.2791.0391.03-87.275.57-101.33N803.09916.74642.47733.39733.39642.471006.48柱底M-96.9962.47-129.3275.28-103.4660.22103.4660.22-21.2899\nN803.09916.74642.47733.39733.39642.471006.481柱顶M-72.2886.790.8-31.6741.55-96.37104.58-77.1083.6683.66-77.1-12.47-144.88N995.961168.68796.77934.94934.94796.771272.98柱底M-271.9279.15-362.53336.38-290.02269.1290.02269.1-52.68N995.961168.68796.77934.94934.94796.771272.9899\n第四章配筋计算4.1框架柱截面设计4.1.1正截面受压承载力计算以第1层B柱为例：从内力组合部分的表3-17中选取下面两组内力：①&M1=259.33kN∙m&M2=382.75kN∙m&N=1871.58kN②&M1=-39.65kN∙m&M2=-79.29kN∙m&N=2742.12kN第1组为最大弯矩及其轴力，第2组为最大轴力及其弯矩。柱的计算长度lc=3.9m。1）第一组内力判断构件是否需要考虑附加弯矩：杆端弯矩比M1M2=-259.33382.72=-0.68<0.9轴压比NfcA=1871.58×10314.3×600×600=0.36<0.9截面回转半径i=h23=60023=173.21mm长细比lci=3900173.21=22.52<34+12×0.68=42.16故不考虑杆件自身挠曲变形的影响。取M=409.54kN∙m判别偏压类型：取as=30mm，h0=h-as=600-30=570mm，h30=60030=20mm，取ea=20mme0=MN=382.75×1061871.58×103=205.51mm99\nei=e0+ea=205.51+20=225.51mm>0.3h0=0.3×570=171mmx=Nα1fcb=1871.58×1031.0×14.3×600=218.13mm<ξbh0=0.518×570=295.26mm属于大偏心受压。计算钢筋面积：e=ei+h2-as=225.51+6002-30=494.51mmAs=As'=Ne-α1fcbx(h0-0.5x)fy'(h0-as')=1871.58×103×494.51-1.0×14.3×600×218.13×(570-0.5×218.13)360×(570-30)=323.3mm2Asmin=0.0035bh=0.0035×600×600=1260mm2>As故由最小配筋率控制。2）第二组内力判断构件是否需要考虑附加弯矩：杆端弯矩比M1M2=--39.65-79.29=-0.50<0.9轴压比NfcA=2742.12×10314.3×600×600=0.53<0.9截面回转半径i=h23=60023=173.21mm长细比lci=3900173.21=22.52<34+12×0.53=40故不考虑杆件自身挠曲变形的影响。取M=M2=79.29kN∙m判别偏压类型：取as=30mm，h0=h-as=600-30=570mm，h30=60030=20mm，取ea=20mm99\ne0=MN=79.29×1062741.12×103=28.93mmei=e0+ea=28.93+20=48.93mm<0.3h0=0.3×570=171mmx=Nα1fcb=2741.12×1031.0×14.3×600=314.98mm>ξbh0=0.518×570=295.26mm属于小偏心受压。计算钢筋面积：e=ei+h2-as=48.93+6002-30=318.93mmξ=N-α1fcbh0ξbNe-0.43α1fcbh02β1-ξbh0-as'+α1fcbh0+ξb=2742.12×103-1.0×14.3×600×570×0.5182742.12×103×318.93-0.43×1.0×14.3×600×5702(0.8-0.518)×(570-30)+1.0×14.3×600×570+0.518=0.593σs=ξ-β1ξb-β1fy=0.593-0.80.518-0.8×360=264.26N/mm2fy'=-360N/mm2As=As'=Ne-α1fcbh02ξ(1-0.5ξ)fy'(h0-as')=2742.12×103×302.25-1.0×14.3×600×5702×0.531×(1-0.5×0.531)360×(570-30)=-1485.14mm2故由最小配筋率控制。纵向受力钢筋选用6C20(As=1884mm2)。截面的总配筋率：ρ=As+As'bh=1884×2600×600=0.010>(ρmin=0.007)验算垂直于弯矩作用平面的承载力：l0=lc=5.6m，l0b=3900600=6.5，查表得φ=1.0。Nu=0.9φfcA+fy'As=0.9×1.0×(14.3×6002+360×1884×2)=5854.03kN>N=2742.12kN满足承载力要求。其余柱配筋计算结果见表4-1。99\n4.1.2斜截面受剪承载力计算以第1层B柱为例：从表3-17选取第一层B柱的最大剪力γREV=-285.29kN，N=2339.47kN。按下式计算斜截面受剪承载力：γREV≤Vu=1.05λ+1ftbh0+fyvAsvsh0+0.056Nλ=Hn2h0=3900-6002×570=2.89<3,取λ=2.89N=2339.47kN>0.3fcA=0.3×14.3×600×600=1544.4kN取N=1544.4kNAsvs=γREV-1.05λ+1ftbh0-0.056Nh0fyv=285.29×103-1.052.89+1×1.43×600×570-0.056×1544.4×103570×270=0.46采用井字复合箍配置箍筋，加密区为A8@100，非加密区为A8@200(4×4)。Asvs=4×50.3200=1.01>0.01，满足要求。ρsv=8×50.3×5405402×100=0.75%加密区最小体积配箍率：ρsv,min=λvfcfyv=0.06×16.7270=0.37%满足要求。其余层梁配筋结果见表4-2表4-1框架柱纵向钢筋计算结果（半截面）楼层A柱B柱C柱计算配筋实际配筋计算配筋实际配筋计算配筋实际配筋99\nAs/mm2As'/mm2As/mm2As'/mm2As/mm2As'/mm22、3、4、58755C18(1272)8755C18(1272)8755C18(1272)112606C20(1884)12606C20(1884)12606C20(1884)表4-2框架柱箍筋计算结果柱号楼层γREV/kNN/kN0.3fcA/kNAsvs/mmλvfcfyv实际配筋加密区非加密区A柱5116.98327.391072.5-0.010.37A8@100(3×4)A8@100(3×4)4167.10729.451072.50.280.37A8@100(3×4)A8@100(3×4)3198.161136.51072.50.310.37A8@100(3×4)A8@100(3×4)2230.661548.871072.50.560.37A8@100(3×4)A8@100(3×4)1218.561548.871072.50.010.37A8@100(4×4)A8@100(4×4)B柱5129.76155.611072.50.170.37A8@100(3×4)A8@100(3×4)4218.25715.771072.50.620.37A8@100(3×4)A8@100(3×4)3264.781132.241072.50.370.37A8@100(3×4)A8@100(3×4)99\n2301.721847.821072.51.120.37A8@100(3×4)A8@100(3×4)1285.292339.471544.40.460.37A8@100(4×4)A8@100(4×4)B柱543.52200.471072.5-0.480.37A8@100(3×4)A8@100(3×4)465.35431.821072.5-0.410.37A8@100(3×4)A8@100(3×4)386.08670.571072.5-0.360.37A8@100(3×4)A8@100(3×4)2101.33916.741072.5-0.340.37A8@100(3×4)A8@100(3×4)1144.881168.681544.4-0.340.37A8@100(4×4)A8@100(4×4)99\n4.2框架梁截面设计4.2.1梁正截面受弯承载力计算以第1层AB梁为例：（1）从表3-11中选取AB梁各截面的最不利内力，即跨中：M=190.64kN∙m支座：MA=-121.13kN∙m,MBl=162.01kN∙mVA=151.76KN,VB=-154KN先计算跨中截面，跨中截面的计算弯矩应取该跨的跨中最大正弯矩或支座正弯矩与1/2简支梁弯矩中的较大者。恒载：q2=14.30kN/m，q1=17.25kN/m支座：V=12×14.30×6.6+17.25×6.6+6.6-2.3×22=84.28kN弯矩：M=84.28×3.3-12×14.3×3.32-12×17.25×2.3×1+2.33-12×17.25×12=156.59kN∙m活载：q=11.5kN/m支座：V=12×7.2×6.6+6.6-2.3×22=15.48kN弯矩：M=15.48×3-12×11.5×2.3×1+2.33-12×11.5×1299\n=21.97kN∙m在1.2SGK+1.4SQK组合下：M02=12×1.2×156.59+1.4×21.97=109.33kN∙m0.1，故bf'不受此限制b+Sn=4600mm，l03=2200mm，故取最小值bf'=2200mm。α1fcbf'hf'h0-hf'2=1.0×14.3×2200×120×570-1202=1925.35kN∙m>190.64kN∙m故属于第一类T形截面。αs=Mα1fcbf'h02=190.64×1061.0×14.3×2200×5702=0.0187ξ=1-1-2αs=1-1-2×0.0174=00189As=α1fcbf'hf'h0ξfy=1.0×14.3×2200×570×0.189360=941.44mm20.45ftfy=0.45×1.43360=0.0018<0.0020.002bh=0.002×250×500=250mm2V=190.64kN故截面尺寸满足要求。Asvs=γREV-0.42βcftbh0h0fyv=190.64×103-0.42×1.0×1.43×300×570570×360=0.43加密区选择双肢A8@100(Asvs=1.01)，非加密区选择双肢A8@150，其中非加密区配箍率：ρsv=50.3×2300×150=0.0022>0.28×1.43360=0.0011故满足要求。其余层框架梁纵向配筋结果见表4-3。表4-3框架梁控制截面纵向钢筋计算结果楼层截面计算配筋实际配筋As/mm2As'/mm2As/mm2As'/mm25支座A409.0611402C20(628)2C22(760)Bl519.9311402C20(628)2C22(760)Br-37.766282C20(628)2C20(628)99\nC86.946282C20(628)2C20(628)跨中AB650.82-2C22(760)-BC86.94-2C20(628)-4支座A686.6711402C22(760)3C22(1140)Bl859.6111403C22(1140)3C22(1140)Br255.036282C20(628)2C20(628)C136.946282C20(628)2C20(628)跨中AB174.54-3C22(1140)-BC18.24-2C20(628)-3支座A667.7511402C22(760)3C22(1140)Bl875.7211403C22(1140)3C22(1140)Br256.086282C20(628)2C20(628)C151.566282C20(628)2C(628)跨中AB810.33-3C22(1140)-BC151.56-2C20(628)-2支座A65011402C22(760)3C22(1140)Bl81511403C22(1140)3C22(1140)Br248.056282C20(628)2C20(628)C195.276284C20(1256)2C20(628)跨中AB801.97-3C22(1140)-BC196.22-2C20(628)-1支座A623.1011402C22(760)3C22(1140)Bl833.3811403C22(1140)3C22(1140)99\nBr239.136282C20(628)2C20(628)C254.586282C20(628)2C20(628)跨中AB941.943C22(1140)-BC236.282C20(628)-各层框架梁箍筋配置结果见表4-4。表4-4框架梁箍筋计算结果楼层截面梁端加密区非加密区实配箍筋（Asvs）实配箍筋（ρsv）5A、Bl双肢A8@100(1.01)双肢A8@150(0.0024)Br、C4A、BlBr、C3A、BlBr、C2A、BlBr、C1A、BlBr、C4.3框架梁柱节点核心区截面抗震验算以第一层框架中节点为例，计算如下：hb=600+4002=500mm，hb0=570+3702=470mm。Hc=1-0.65×3.9+0.5×3=2.87m99\nMb=43.710.75+19.790.75=84.67kN∙m（左震）节点核心区剪力设计值：Vj=1.20×84.67×103470-30×1-470-302870-500=188.05kNbb=300mm=bc2=300mm，故取bj=hj=600mm，ηj=1.0，则1γRE0.3ηjfcbjhj=10.85×(0.3×1.0×14.3×6000×600)=1816.94kN>Vj=188.05kN故满足要求。节点核心区受剪承载力：N=min1847.82,0.5fcA=min1847.82,2574=1847.82kN设节点区配置A8@100的箍筋。AsvjS=γREVj-1.1ηjftbjhj+0.05ηjNbjbcfyv(hb0-as')=0.85*188.05*103-1.1*1.0*1.43*600*600-0.05*1*1.5*1847.82*103270*(470-30)=-4.59故满足要求。其余各节点核心区箍筋见表4-5所示。表4-5节点核心区箍筋配筋计算节点楼层0.3ηjfcbjhj/γREN(KN)0.5fcA(KN)计算配筋实际配筋AsvSAsvS左边节点51816.9401787.35<04A10@100（3.14）41816.94327．391787.35<04A10@100（3.14）31816.94729.451787.35<04A10@100（3.14）21816.941136.51787.35<04A10@100（3.14）11816.941548.872574<04A10@100（3.14）51816.9401787.35<04A10@100（3.14）99\n中节点41816.94155.611787.35<04A10@100（3.14）31816.94715.771787.35<04A10@100（3.14）21816.941132.241787.35<04A10@100（3.14）11816.9425742574<04A10@100（3.14）右边节点5171.601787.35<04A10@100（3.14）4171.6191.41787.35<04A10@100（3.14）3171.6401.221787.35<04A10@100（3.14）2171.6605.361787.35<04A10@100（3.14）1171.6803.092574<04A10@100（3.14）4.4楼梯设计层高：300mm。踏步尺寸：120mm×350mm底层楼梯设计：（1）梯段板设计1）计算斜板厚度t斜板的水平投影净长为：l1n=4550mm斜板的斜向净长为：l1n'=l1ncosα=4550350/1202+3502=45500.946=4810mm斜板厚度为：t1=130~125l1n'=130~125×4810=160~192mm取t1=180mm2）荷载计算表4-6梯段斜板荷载计算99\n荷载种类荷载标准值/(kN/m)恒荷载栏杆自重0.2斜板自重25×(0.12/2+0.18/0.946)=6.2830厚水磨石面层25×0.03×(0.35+0.12)/0.35=1.01板底20厚抹灰粉刷12×0.02/0.946=0.34恒载合计g7.83活荷载q3.53）荷载效应组合由可变荷载效应控制的组合：p=1.2×7.83+1.4×3.5=14.3kN/m由永久荷载效应控制的组合：p=1.35×7.83+1.4×0.7×3.5=14kN/m故选可变荷载效应控制的组合来进行计算，取p=14.3kN/m4）内力计算M=pl1n210=14.3×4.55210=29.6kN∙m5）配筋计算h0=t1-20=180-20=160mmαs=Mα1fcbh02=29.6×1061.0×14.3×1000×1602=0.106γs=0.51+1-2αs=0.5×1+1-2×0.106=0.943As=Mfyγsh0=29.6×106360×0.943×140=533.63mm2受力钢筋选用C12@150，As=523mm2，分布钢筋选用A8@250。（2）平台板设计取1m宽作为计算单元，平台梁的截面尺寸取b×h=300mm×500mm。由于平台板梁端均与梁整浇，所以计算跨度取净跨l2n=1700mm，平台板厚度取t2=120mm。99\n1）荷载计算表4-6平台板荷载计算荷载种类荷载标准值/(kN/m)恒荷载平台板自重25×0.12×1=330厚水磨石面层25×0.03×1=0.75板底20厚抹灰粉刷12×0.02×1=0.24恒载合计g3.99活荷载q3.52）荷载效应组合按1.2SGK+1.4SQK组合下：p=1.2×3.99+1.4×3.5=9.69kN/m按1.35SGK+1.4SQK组合下：p=1.35×3.99+1.4×0.7×3.5=8.82kN/m取p=9.69kN/m3）内力计算M=pl2n210=9.69×1.3210=2.65kN∙m4）配筋计算h0=t1-20=120-20=100mmαs=Mα1fcbh02=2.65×1061.0×14.3×1000×102=0.0185γs=0.51+1-2αs=0.5×1+1-2×0.0185=0.991As=Mfyγsh0=2.65×106360×0.991×80=74.27mm2选用C8@200，As=251mm2，分布钢筋选用C8@200。99\n（3）平台梁设计计算跨度取净跨l3n=4350mm，平台梁的截面尺寸取b×h=300mm×500mm。1）荷载计算表4-7平台板荷载计算荷载种类荷载标准值/(kN/m)恒荷载斜板传来的恒荷载7.83×4.55/2=17.81平台板传来的恒荷载3.99×1.7/2=3.39平台梁自重25×1×0.3×0.5=3.75平台梁底部和侧面粉刷12×1×0.02×[0.3+2×0.5-0.12]=0.25恒载合计g25.71活荷载q3.5×1×(4.55/2+1.7/2+0.2)=11.672）荷载效应组合1.2SGK+1.4SQK组合下：p=1.2×25.71+1.4×11.67=47.19kN/m1.35SGK+1.4SQK组合下：p=1.35×25.71+1.4×0.7×11.67=4615kN/m取p=47.19kN/m3）内力计算M=pl3n28=47.19×4.3528=111.62kN∙mV=pl3n2=47.19×4.352=102.64kN4）截面设计99\n①正截面受弯承载力计算：h0=h-30=500-30=470mmαs=Mα1fcbh02=111.62×1061.0×14.3×300×4702=0.012γs=0.51+1-2αs=0.5×1+1-2×0.012=0.997As=Mfyγsh0=111.62×106360×0.997×570=545.59mm2纵向受力钢筋选用2C20，As=628mm2。②斜截面受剪承载力计算：Vc=αcvftbh0=0.7×1.43×300×570=171.17kN>V=102.64kN故满足要求，按构造配置箍筋A8@200。4.5基础设计采用柱下独立基础，基础梁的截面尺寸为：横、纵梁均为300mm×500mm。A柱独立基础设计：（1）底层A柱柱底荷载计算1）从表3-12和表3-16选取以下荷载：M=46.94kN∙m，V=-60.21kN，N=2224.35kN2）由梁传来的内力：恒载设计值：q1=1.2×3.75=4.5KN=q2梁传给基础的内力：N=12q1l1+q2l2=12×4.5×6.6+12×4.5×9.2=56.25kNM=112q1l12=112×4.5×6.62=16.34kN则基础顶部的内力设计值：My=46.94=16.34=68.28kN∙mVx=-60.21kNN=2224.35+56.25=2228.06kN99\n（2）基础底面尺寸确定1）设基础高度h=1000mm，基础埋深d=1.90m>0.5m，对fak进行修正，查规范得ηd=4.4，ηb=3.0，已知fak=280kPa，则fa=fak+ηdγmd-0.5=280+4.4×19×1.90-0.5=394.04kPa。则A=1.2Fkfa-γGd=1.2×2228.06394.04-20×1.6=7.39m2选取b=3m，l=4.5m，故承载力无需作宽度修正。2）验算基底压力基底处总竖向压力：N=2228.06+20×3×4.5×1.60=2660.06kN基底处总力矩：My=63.28+60.21*1=123.49kN∙m偏心距：e=MyN=123.49/2660.06=0.046m516.857kN满足要求。基础分两级，下阶h1=500mm，上阶h01=465mm另取b1=1.5m，l1=2.25m②变阶处截面b1+2h01=1.5+2×0.465=2.43m<3m冲切力pjmax[l2-l12-h01b-b2-b12-h012]=178.24×[(4.52-2.252-0.465)×3-32-1.52-0.4652]=338.43kN抗冲切力0.7βhpftb1+h01h01=0.7×0.98×1430×(.5+0.465)×0.465=896.35kN>338.43kN满足要求。99\n（4）基础配筋计算1）基础短边方向柱边缘截面处的弯矩设计值为：M1=148pjmax+pj2b+bc+pjmax-pjbl-ac2=148×178.24+165.04×2×3+0.6+178.24-165.04×3×(4.5-0.6)2=722.32kN∙mA1=M10.9fyh0=722.32×1060.9×360×965=2310.24mm2变阶处截面的弯矩设计值为：M1=148pjmax+pj2b+b1+pjmax-pjbl-l12=148×178.24+165.04×2×3+1.5+178.24-165.04×3×(4.5-2.25)2=275.72kN∙mA3=M30.9fyh01=275.72×1060.9×360×465=1830.08mm2比较A1和A3，应按A1配筋，现于3m宽度范围内配：20@100，As=3141mm2>2905.26mm2，满足要求。2）基础长边方向柱边缘截面处的弯矩设计值为：M2=124Pjb-bc2(2l+ac)=124×165.04×(3-0.6)2×(2×4.5+0.6)=380.71kN∙mA2=M20.9fyh0=380.71×1060.9×360×(965-16)=1238.18mm2变阶处截面的弯矩设计值为：M4=124Pjb-b12(2l+l1)=124×165.24×(3-1.5)2×(2×4.5+2.25)=174.28kN∙m99\nA4=M40.9fyh01=174.28×1060.9×360×(465-16)=579.82mm2比较A2和A4，应按A2配筋，现于4.5m宽度范围内配：16@100，As=2010mm2>1238.18mm2，满足要求。99\n参考文献[1].邱洪兴.建筑结构设计（第一册）[M].北京：高等教育出版社，2013.3.[2].梁兴文，史庆轩.混凝土结构设计原理（第二版）[M].北京：中国建筑工业出版社，2011.8.[3].徐秀丽.混凝土框架结构设计[M].北京：中国建筑工业出版社，2008.8.[4].梁兴文，史庆轩.土木工程专业毕业设计指导—房屋建筑工程卷[M].北京：中国建筑工业出版社，2014.5.[5].GB50010－2010混凝土结构设计规范[S].北京：中国建筑工业出版社，2011.[6].GB50009－2012建筑结构荷载规范[S].北京：中国建筑工业出版社，2012.[7].GB50011－2010建筑抗震设计规范[S].北京：中国建筑工业出版社，2010.[8].GB50007－2011建筑地基基础设计规范[S].北京：中国建筑工业出版社，201199\n99