剪力墙结构毕业设计计算书

'摘要本工程为6层办公楼，采用现浇钢筋混凝土剪力墙结构、筏形基础。主体结构高度为16.8m，突出屋面机房层高0.9m，水箱间高3.9m，建筑总高度为18m。该地区抗震设防烈度为8度，场地类别为Ⅲ类，基本风压为0.45Kn/m2,地面粗糙度为B类，基本雪压So=0.40Kn/m2。该剪力墙结构平面简单、规则、对称，凸出、凹进尺寸符合规范要求;结构侧向刚度沿竖向变化均匀，无刚度突变；本设计在确定布局之后，先进行了层间荷载代表值的计算,找出最不利的一组或几组内力组合。选取最安全的结果计算配筋并绘图。整个结构在设计过程中，严格遵循相关的专业规范的要求，参考相关资料和有关最新的国家标准规范，对设计的各个环节进行综合全面的科学性考虑。总之，适用、安全、经济、使用方便是本设计的原则。设计合理可行的建筑结构方案是现场施工的重要依据。56 目录摘要0一、工程概况3二、主体结构布置3三、材料选用及剪力墙截面尺寸的确定4四、剪力墙的类型判别及刚度计算44.1剪力墙的类型判别44.2剪力墙的刚度计算104.3总剪力墙的刚度12五、重力荷载计算135.1屋面荷载135.2楼面荷载135.3墙体自重重力荷载135.4梁自重重力荷载145.5门窗自重重力荷载14六、风荷载的计算14七、水平地震作用计算157.1重力荷载代表值计算157.2结构基本自震周期计算177.3水平地震作用计算17八、结构水平位移验算19九、水平地震作用下结果内力计算199.1总剪力墙内力计算199.1.1在倒三角形分布荷载作用下，计算总剪力墙的弯矩、剪力。199.1.2在顶点集中荷载作用下，计算总剪力墙的弯矩、剪力见下表：209.2剪力墙内力计算209.2.1总剪力墙内力的分配209.2.2整体小开口墙（XSW-9）墙肢和连梁内力计算219.2.3xsw-10(双肢墙)墙肢和连梁内力的计算22十、风荷载作用下结构内力计算2810.1总剪力墙内力计算2810.2各片剪力墙内力计算2910.2.1总剪力墙内力的分配2910.2.2整体小开口墙（XSW-9）墙肢和连梁内力计算2910.2.3xsw-10(双肢墙)墙肢和连梁内力的计算30十一、竖向荷载作用下结构内力计算（XSW-10)36十二、内力组合4012.1结构抗震等级：二级4012.2剪力墙内力组合40十三、剪力墙截面设计44十四、板的设计44十五、基础设计54（1）取b=2.0m，不必进行承载力宽度修正。因基础埋深2.2m，对地基承载力54（2）验算基础底面尺寸：54（3）基础高度：54（4）用地震作用组合内力进行验算。5556 十六、参考文献56致谢：5756 一、工程概况本设计为6层办公楼，采用现浇钢筋混凝土剪力墙结构，筏形基础，标准层建筑平面图布置如图1所示。主体结构高度为13.9m,层高为2.8m,结构总高度为21.1m。本工程总建筑面积7395.18m2，地下为设备夹层，地上6层，为办公用房，建筑高度为18m。建筑总面积为7395.18m2，建筑结构形式为剪力墙结构，合理使用年限为50年，抗震设防烈度为八度，防火设计的耐火等级为二级。该工程场地类别为Ⅲ类，基本风压Wo=0.45Kn/m2,地面粗糙度为B类，基本雪压So=0.40Kn/m2,该房屋为丙类建筑。图1剪力墙结构布置图二、主体结构布置该剪力墙结构平面简单、规则，对称，尺寸符合规范要求，结构侧向刚度沿竖向变化均匀，无刚度突变；结构高宽比为H/B=16.8/21.92=0.8<5;每个独立墙段的高宽比均大于2，且墙肢长度均小于8米。剪力墙门窗洞口上下对齐，成列布置，形成明确的墙肢和连梁。选用现浇楼板。56 由于筏形基础的层刚度比上部结构的层刚度大很多，故上部结构的嵌固部位可取至地下室的顶板（）处。三、材料选用及剪力墙截面尺寸的确定剪力墙结构的混凝土均采用C30,钢筋采用HPB235级，HRB400级。本工程剪力墙采用双排配筋，剪力墙截面厚度均取为180mm.四、剪力墙的类型判别及刚度计算由于设计时间有限，只进行了一个方向的计算，且假定结构无扭转。为了简化计算，再计算剪力墙结构的内力和位移时，不考虑纵横墙的共同工作。4.1剪力墙的类型判别X方向各片剪力墙的平面尺寸如图2所示，XSW-18、XSW-19、XSW-20为整截面墙。本设计外墙门窗洞口的高度均为2300mm(其中窗户洞口高度均为1400mm，窗台高度为900mm，由加气混凝土砌块填充)，内墙门洞口高度均为2100mm，内墙门窗洞口的连梁高度取600mm外墙门窗洞口的连梁高度取400mm，由此可以计算得到：外墙连梁的截面面积和惯性矩分别为：Abj=0.18×0.4=0.072m2Ibjo=0.180.43=9.610-4m4内墙连梁的截面面积和惯性矩分别为：Abj=0.18×0.6=0.108m2Ibjo=×0.18×0.63=3.24×10-3m456 56 图2X方向各片剪力墙的截面尺寸56 各片剪力墙截面特征列于表-1。各片剪力墙连梁的折算惯性矩见表-2。各片剪力墙的截面特征表-1编号各墙肢截面面积Aj(m2)各墙肢截面惯性矩Ij（m4）形心轴Yi(m)组合截面惯性矩I（m4）A1A2A3A4I1I2I3I4XSW－１1.1770.1080.1404.19590.00320.00714.53115.272=1.425=4.2062XSW－２0.1400.2160.1400.00710.02590.00713.4802.714=0.496=0.0401XSW－３0.0360.1440.0360.00010.00770.00011.5000.149=0.216=0.0079XSW－４0.1670.1670.01210.01211.9800.791=0.334=0.0242XSW－５0.0880.6860.00180.82963.0371.605=0.774=0.8314XSW－６0.0881.2240.0560.00184.71650.00044.7787.762=1.368=4.7187XSW－70.0881.0600.1060.0540.00183.06500.00310.00044.88410.278=1.308=3.0703XSW－80.1310.0990.00580.00251.2860.267=0.230=0.0083XSW－90.0340.5760.00010.49152.6400.725=0.610=0.4916XSW－100.3580.3580.11820.11824.4908.982=0.716=0.236456 XSW－110.5580.6800.44690.81024.0997.856=1.238=1.2571XSW－120.6860.7850.82961.24324.72512.298=1.471=2.0728XSW－131.1590.1044.00630.00293.6827.013=1.263=4.0092XSW－140.1580.1260.01020.00511.3230.293=0.284=0.0153XSW－150.1260.1400.00510.00711.8450.547=0.266=0.0122XSW－160.0500.0940.00030.00210.9890.057=0.144=0.0024XSW－170.1400.7380.0680.00711.03380.00084.5054.562=0.946=1.041756 各片剪力墙的连梁折算惯性矩表-2墙号lbjo(m)hb(m)lbj(m)Abj(m2)Ibjo(m4)连梁的折算惯性矩Ibj(m4)(m)XSW－12.100.402.300.0720.000960.0008805.6700.0023260.0028892.100.402.300.0720.000960.0008802.7900.000563XSW－22.100.402.300.0720.000960.0008803.0900.0006910.0013822.100.402.300.0720.000960.0008803.0900.000691XSW－30.900.601.200.1080.003240.0018511.4000.0021000.0042000.900.601.200.1080.003240.0018511.4000.002100XSW－42.100.602.400.1080.003240.0027283.0300.0018120.001812XSW－51.000.601.300.1080.003240.0019773.1500.0089280.008929XSW－61.000.601.300.1080.003240.0019774.6450.0194130.0380811.000.601.300.1080.003240.0019774.5550.018668XSW－71.000.601.300.1080.003240.0019774.1900.0157960.0236391.910.602.210.1080.003240.0026535.1500.0065202.000.602.300.1080.003240.0026912.4450.001322XSW－81.500.601.800.1080.003240.0024302.0900.0018200.005496XSW－91.000.601.300.1080.003240.0019772.6950.0065350.091362XSW－105.000.605.300.1080.003240.0031206.9900.0010240.005818XSW－111.200.601.500.1080.003240.0021894.6400.0139650.718353XSW－121.200.601.500.1080.003240.0021895.2850.0181181.377123XSW－132.100.602.400.1080.003240.0027285.6100.0062120.006211XSW－141.200.601.500.1080.003240.0021891.9900.0025690.002568XSW－152.100.602.400.1080.003240.0027282.8400.0015920.001592XSW－160.900.601.200.1080.003240.0018511.3000.0018110.001810XSW－172.100.602.400.1080.003240.0027284.5400.0040680.0117421.200.601.500.1080.003240.0021893.4400.007676注：Ibj=56 剪力墙的类型判别见表-3剪力墙的类型判别表-3编号(m4)I(m4)In=(m4)类型XSW-14.206215.27211.06580.0028890.80.8430.724581联肢墙XSW-20.04012.7142.67390.0013820.85.970.985225联肢墙XSW-30.00790.1490.14110.0042000.823.50.94698壁式框架墙XSW-40.02420.7910.76680.0018120.87.870.969406联肢墙XSW-50.83141.6050.77360.0089290.82.980.481994联肢墙XSW-64.71877.7623.04330.0380810.82.890.392077联肢墙XSW-73.070310.2787.20770.0236390.82.820.701275联肢墙XSW-80.00830.2670.25870.0054960.823.40.968914壁式框架墙XSW-90.49160.7250.23340.0913620.812.40.321931整体小开口墙XSW-100.23648.9828.74560.0058180.84.50.973681联肢墙XSW-111.25717.8566.59890.7183530.821.750.839982整体小开口墙XSW-122.072812.29810.22521.3771230.823.450.831452整体小开口墙XSW-134.00927.0133.00380.1718300.85.950.428319联肢墙XSW-140.01530.2930.27770.0104230.823.750.947782壁式框架墙XSW-150.01220.5470.53480.0057130.819.690.977697壁式框架墙XSW-160.00240.0570.05460.0033840.834.20.957895壁式框架墙XSW-171.04174.5623.52030.0117440.83.40.771657联肢墙注：h=2.8m,H=16.8m4.2剪力墙的刚度计算4.2.1各片剪力墙刚度计算4.2.1.1整体墙XSW-18、XSW-19、XSW-20本结构选用C30级混凝土,EC=3.0×56 整截面墙的等效刚度表-4编号Hb×h(m×m)AW(㎡)IW(㎡)μEC(×107)Kn/㎡ECIeq(×107)Kn/㎡XSW-1816.80.18×3.740.67320.78471.23.02.3541XSW-1916.80.18×2.400.43200.20741.23.00.6112XSW-2016.80.18×0.950.17100.01291.23.00.0386ECIeq=4.2.1.2整体小开口墙XSW-9、XSW-11、XSW-12整体小开口墙的等效刚度表-5编号H/mAW(㎡)IW(㎡)μEC(×107)Kn/㎡ECIeq(×107)Kn/㎡XSW-916.80.610.7251.23.01.6651XSW-111.2387.8563.015.1685XSW-121.47112.2983.022.36004.2.1.3联肢墙联肢墙的等效刚度表-6编号（m4）（m2)ECIeq(×107)Kn/㎡XSW-10.0057784.20620.8308060.7106491.169080.79401.4250.0313714.448XSW-20.0027640.040141.6874633.52411.2435070.08200.4960.00086-0.869XSW-40.0036240.024290.5700561.93691.4622950.04790.3340.00077-0.186XSW-50.0178580.831412.990768.88041.4628580.23660.7740.01142-33.184XSW-60.0761624.71879.7617528.35211.1687780.24731.3680.0366655.801XSW-70.0472783.07039.313017.95241.1710940.25601.2540.0260241.21556 XSW-100.0116360.236429.7692620.251.4700870.12510.7160.00351-2.593XSW-130.343664.009251.8421635.40251.4643640.07821.2630.03374-52.990XSW-170.0234881.041713.6368811.561.1796610.19460.9460.0117033.775注：Dj-----第j列连梁的刚度系数。　　Dj＝＝　　　　　　------轴向变形影响系数。=------墙肢剪切变形影响系数。=EcIeq=4.3总剪力墙的刚度　总剪力墙的刚度取各片剪力墙的等效刚度之和，即表-7墙号墙体类型数量ECIeq(×107)Kn/㎡XSW-18整截面墙12.354197.614XSW-1910.6112XSW-2010.0386XSW-9整体小开口墙11.6651XSW-11115.1685XSW-12122.3600XSW-1联肢墙114.448XSW-27-0.869XSW-41-0.186XSW-51-33.184XSW-6755.801XSW-7141.215XSW-101-2.593XSW-131-52.990XSW-17133.77556 五、重力荷载计算5.1屋面荷载屋面恒载:15厚DS砂浆保护层0.015*20=0.300Kn/m2柔性防水层0.400Kn/m220厚DS砂浆找平0.02*20=0.400Kn/m250厚陶粒混凝土0.05*19.5=0.975Kn/m260厚挤塑聚苯板0.06*0.5=0.030Kn/m2130厚现浇钢筋混凝土屋面板0.13*25=3.2500Kn/m2合计5.355Kn/m2屋面活荷载（不上人屋面）0.5Kn/m2屋面雪荷载0.25Kn/m25.2楼面荷载楼面恒载：15厚陶瓷地砖0.01517.8=0.267Kn/m25厚DTA砂浆粘接层0.00520=0.100Kn/m220厚DS干拌砂浆找平层0.0220=0.400Kn/m260厚CL7.5轻集料砼垫层130厚钢筋混凝土楼板0.067.5=0.450Kn/m20.13*25=3.25Kn/m2合计4.467Kn/m2卫生间`厨房地面恒载：10厚防滑地砖0.0117.8=0.178Kn/m25厚DTA砂浆粘接层0.00520=0.100Kn/m220厚DS干拌砂浆找平层0.02*20=0.4Kn/m2130厚钢筋混凝土楼板0.1325=3.25Kn/m2合计3.928Kn/m2楼面活荷载：住宅2.0Kn/m2厨房厕所2.0Kn/m2走廊门厅楼梯2.0Kn/m25.3墙体自重重力荷载外墙70厚聚苯板0.07*0.5=0.035Kn/m25厚抗裂砂浆0.005*20=0.100Kn/m2180厚钢筋混凝土墙30厚稀土保温层56 合计4.755Kn/m2内墙外保温粘贴70厚聚苯板0.07*0.5=0.035Kn/m22厚耐水腻子找平0.001Kn/m22厚DP-MR砂浆罩面0.002*20=0.040Kn/m28厚DP-MR砂浆打底0.008*20=0.160Kn/m2合计0.235Kn/m2200厚加气混凝土砌块(填充外墙窗台)6厚水泥砂浆罩面12厚水泥砂浆190厚加气混凝土砌块13厚水泥石灰膏砂浆打底合计填充墙(内隔墙)5厚水泥石灰膏砂浆罩面(两面)13厚水泥石灰膏砂浆打底(两面)115厚加气混凝土合计5.4梁自重重力荷载180mm600mm梁自重0.18（0.6-0.13）25=2.115Kn/m210厚水泥石灰膏砂浆0.01×（0.6-0.13）×2×14=0.1316Kn/m2合计2.2466Kn/m2180mm400mm梁自重0.18（0.4-0.13）25=1.215Kn/m210厚水泥石灰膏砂浆0.01×（0.4-0.13）×2×14=0.0756Kn/m2合计1.2906Kn/m25.5门窗自重重力荷载木门0.2Kn/m2防火门0.45Kn/m2塑钢窗0.45Kn/m25.6设备自重重力荷载电梯轿箱及设备重量200Kn水、水箱及设备重量300Kn六、风荷载计算6.1垂直作用于建筑物表面上的风荷载标准值计算如下：基本风压ωo=0.45KN/m2。由《荷载规范》可知，风荷载体型系数如下图确定。由于计算高度H=16.8m<30m，故考虑风压脉动的影响-0.7+0.8-0.5+0.76.2结构的基本周期T1=0.3s则56 ω0T12=0.45×0.32=0.041Kn.S2/m2查表得脉动增大系数：ξ=1.17地面粗糙类别为B类，则查表得脉动影响系数：υ=0.46βz==在风荷载作用下，主体结构沿房屋高度分布风荷载标准值为：对于突出屋面的机房，风荷载体型系数μz近似取1.3，机房的风振系数近似取高度Hi=16.8m处的值则βz=1.0按上述方法确定的各楼层标高处的风荷载标准值见下表-8：各层风荷载的计算表-8层次Hi/mHi/HFi(Kn)/KnFiHi/Kn·m水箱间21.71.31.00.98872.27549.368机房17.71.211.00.92022.60146.038616.81.0001.191.00.90502.52042.3365140.8331.131.00.85942.40633.684411.20.6671.071.00.81372.27525.48038.40.5001.001.00.76052.15418.09425.60.3331.001.00.76052.12911.92212.80.1671.001.00.76052.1295.96100.0001.001.00.7605合计18.489232.882七、水平地震作用计算7.1重力荷载代表值计算56 重力荷载代表值G1—G5的计算项目单位面积重量（Kn/m2）面积（m2）单位长度重量（Kn/m）长度(m)重量（Kn）外墙4.755159.936760.496内墙0.235217.97751.225隔墙0.50414.0057.059门窗0.244.18.820.45100.845.360.452.10.945楼板4.4671203.315375.186楼梯间、电梯间1.2×4.46716.10486.324梁2.246620.7112.0671.290650.8楼面活荷载2.01316.572633.14表-9G1~G5=760.496+51.225+7.059+8.82+45.36+0.945+5375.186+86.324+112.067+2633.14=9080.622Kn/m2重力荷载代表值G7的计算表-10项目单位面积重量（Kn/m2）面积（m2）单位长度重量（Kn/m）长度(m)重量（Kn）6层外墙436.2136层内墙537.9256层隔墙86.67656层门窗16.661屋面板5.3551210.306481.157楼梯间、电梯间1.24.46716.10486.324楼梯间外墙5.59852.425293.475楼梯间内墙5.0044.99524.99556 电梯间门窗0.453.151.4175雪荷载0.31210.30363.09电梯间楼面活荷载2.016.10432.208G11=436.213+537.925+86.6765+16.661+6481.157+86.324+293.475+24.994+1.4175+0.5(363.09+32.208)=8162.493Kn/m2重力荷载代表值G8的计算表-11项目单位面积重量（Kn/m2）面积（m2）重量（Kn）电梯间外墙293.475电梯间内墙24.995电梯间屋面板5.3551210.36481.157电梯间门窗1.4175电梯间雪荷载0.316.10416.404G8=293.475+24.995+6481.157+1.4175+16.404=6817.449Kn/m2各质点重力荷载计算结果G1—G5=9080.622KnG7=8162.493KnG8=6817.449Kn7.2结构基本自震周期计算因屋面带有突出间，按照主体结构顶点位移相等的原则，将电梯间质点的重力荷载代表值折算到主体结构顶层，并将各质点的重力荷载转化为均布荷载。图3动力计算简图则结构基本自振周期为：56 7.3水平地震作用计算该房屋主体结构高度不超过40m，且质量和刚度沿高度分布比较均匀，故可用底部剪力法计算水平地震作用。结构的等效总重力荷载为：结构的设防烈度为8度，设计地震分组为第一组，场地类别为Ⅲ类，查表得特征周期Tg=0.45s，由于所以结构的总水平地震作用标准值为：各质点水平地震作用标准值计算表-12层次Hi/m/Kn/Kn·mFi/KnFiHi/Kn·m821.76497.51140995.96700.17251619.4835142.81717.78040142308.00000.17411634.5528931.61616.89080.62152554.41600.18671752.2429437.725149080.62127128.68000.15561460.2020442.86411.29080.62101702.94400.12441168.1613083.4338.49080.6276277.20800.0933876.127359.4325.69080.6250851.47200.0622584.083270.8612.89080.6225425.73600.0311292.04817.71合计69021.23817244.4231.00009386.90138486.42则质点i的水平地震作用为：计算见上表-12。剪力墙结构分析时，将各质点的水平地震作用折算为倒三角形分布荷载和顶点集中荷载F，则Fe=F7+F8=1619.48+1634.55=3254.03KnM1=1619.48×3+1634.55×3.9=11233.185V0==6132.877KnM0==74412=56 则八、结构水平位移验算本设计中风荷载值远小于水平地震作用，所以只需进行水平地震作用下的位移验算。水平地震作用下的位移为倒三角形分布荷载和顶点集中荷载产生的位移之和，可分别按公式进行计算。计算时水平地震作用取标准值，剪力墙取弹性刚度。计算结果见下表-13：水平地震作用下结构的位移计算表-13层次Hi/m倒三角形荷载u1i/mm顶点集中荷载u2i/mm总位移层间位移角△u/h616.801.00003.2831.8429.1251/1520514.000.83332.8402.0134.8531/1390411.200.66671.5481.0862.6341/257838.400.50001.2040.9512.1551/294425.600.33330.8510.5980.2491/468212.800.16670.5830.3550.0381/7887由上表可知，在水平地震作用下位移验算满足要求，即故满足要求九、水平地震作用下结构内力计算9.1总剪力墙内力计算作用在结构上的水平地震力可以是自左向右（左震）或自右向左（右震），剪力墙内力正负号规定为：弯矩以截面右侧受拉为正，剪力以绕截面顺时针方向旋转为正，轴力以受压为正，同时各截面内力均采用左震时的正负号。在水平地震作用下，剪力墙结果应分别按倒三角形分布荷载（qmax=369.62Kn/M）和顶点集中荷载（F=6282.07Kn）计算内力。9.1.1在倒三角形分布荷载作用下，计算总剪力墙的弯矩、剪力。Mw=×[×sh1.309-(1+)×56 ]Vw=-[(1.309+)×-()×]9.1.2在顶点集中荷载作用下，计算总剪力墙的弯矩、剪力见下表：Mw=Vw=F×(th1.309×sh1.309-ch1.309+1)水平地震作用下总剪力墙内力计算表-14层次Hi/m倒三角形荷载作用下顶点集中荷载作用下总内力Vw/KnMw/Kn·mVw/KnMw/Kn·mVw/KnMw/Kn·m616.801.0000-736.94403160.47202423.5280514.000.8333-9.97838-23003.12633.621-1139932623.643-136996411.200.6667716.5511-18404.12107.087-91202.92823.638-10960738.400.50001443.517-13802.41580.236-68398.83023.753-82201.225.600.33332170.482-9200.671053.385-45594.63223.868-54795.312.800.16672897.012-4601.72526.8507-22804.23423.862-27405.900.00.00003623.977-5721.33604.258-35710.74228.235-41432.039.2剪力墙内力计算9.2.1总剪力墙内力的分配根据各片剪力墙的等效刚度与总剪力墙等效刚度的比值，/，可求的各片剪力墙的等效刚度比，见下表-15:56 各片剪力墙等效刚度比表-15墙号等效刚度/每片墙等效刚度比/XSW-1(3片)12.5940.129018XSW-2(3片)0.5390.005522XSW-4(2片)1.4240.014588XSW-5(2片)8.4190.086248XSW-6(3片)23.8840.244678XSW-7(4片)16.9960.174114XSW-9(2片)1.66510.017058XSW-10(2片)5.1340.052595XSW-13(2片)47.0940.482451XSW-17(3片)7.5880.077735XSW-19(1片)0.61120.006261计算剪力墙XSW-9(整体小开口墙)XSW-10(双肢墙)XSW-19(整截面墙)水平地震作用下各片剪力墙分配的内力表-16层次总剪力墙内力XSW-9XSW-10XSW-19/Kn/Kn·m/Kn/Kn·m/Kn/Kn·m/Kn/Kn·m61.00002423.528041.340540128.3331015.17371050.83332623.643-13699644.7541-2336.88138.9298-7254.3516.42663-857.73240.66672823.638-10960748.16562-1869.68149.5201-5804.0217.6788-686.24930.50003023.753-82201.251.57918-1402.19160.1168-4352.818.93172-514.66220.33333223.868-54795.354.99274-934.698170.7135-2901.5820.18464-343.07310.16673423.862-27405.958.40424-467.49181.3038-1451.2221.4368-171.5880.00004228.235-41432.0372.12523-706.748223.8977-2193.9526.47298-259.4069.2.2整体小开口墙（XSW-9）墙肢和连梁内力计算56 墙肢弯矩==0.0004=0.726墙肢轴力==0.101=-0.101墙肢剪力==0.028==0.972连梁内力=0.45墙肢和连梁内力计算结果见下表-17：XSW-9水平地震作用下的墙肢及连梁内力表-17层次总内力左墙肢内力右墙肢内力连梁/Kn/Kn·m/Kn·m/Kn/Kn/Kn·m/Kn/Kn/Kn·m/Kn61.000041.34054001.1575350040.1830-5.83274-12.961650.8333128.3330-2336.878-0.934753.59332612.96164-1696.57124.7398-12.9616-0.48162-1.0702740.6667138.9297-1869.676-0.747873.89003314.03191-1357.38135.0397-14.0319-0.48133-1.0696230.5000149.5201-1402.188-0.560884.18656315.10153-1017.99145.3335-15.1015-0.48162-1.0702720.3333160.1167-934.6982-0.373884.4832716.1718-678.591155.6335-16.1718-0.48162-1.0702710.1667170.7134-467.4898-0.1874.77997817.24206-339.398165.9335-17.24217.75892817.242069.2.3xsw-10(双肢墙)墙肢和连梁内力的计算9.2.3.1剪力图的分解，根据剪力图面积相等的原则，将曲线分布的剪力图近似简化为直线分布的剪力图，并将其分解为均布荷载和顶点集中荷载作用下两种剪力图的叠加。如图：则可以计算出实际分布的剪力图负面积为180.01m2，正面积为1880.76m2..56 =180.01=1880.76计算出F=71.78Kn；q=14.31Kn/m剪力墙叠加图9.2.3.2计算XSW-10在均布荷载作用下墙肢及连梁的内力，在均布荷载（q=14.31Kn/m）作用下56 =29.7693=4.5=240.408Kn第i层连梁的约束弯矩为Mi（）=×××h=×=989.58第i层连梁的剪力和梁端弯矩分别为=Mi（）/a=989.58/6.99=141.57=×=141.57×=375.16均布荷载在第i层产生的弯矩和剪力分别为：()==2019.43()==240.408两墙肢的折算惯性矩分别为：===0.0672两墙肢的弯矩、剪力、轴力：==-×[-]=0.504[-]==×=0.0672=-=在均布荷载作用下上述各项内力的计算结果见下表-17：56 XSW-10在均布荷载作用下墙肢及连梁的内力表-17层次Mi（）/Kn·m/Kn·m()/Kn·m()/Kn·m左墙肢右墙肢连梁内力/Kn·m/Kn/Kn/Kn·m/Kn/Kn/Kn·m/Kn6顶1.0000.222219.85219.850.0056.120.0040.080.008.080.002.6931.450.008.080.002.69-31.4583.3531.45底5顶0.8330.519513.13732.9856.12224.3440.0880.138.0872.682.695.3873.418.0872.682.695.38-73.41194.5373.41底4顶0.6670.815806.231319.36224.34504.8680.13120.2072.68193.875.388.08115.3472.68193.875.388.08-115.34305.65115.34底3顶0.5001.1111099.511905.74504.86897.61120.20160.28193.87371.618.0810.77157.30193.87371.618.0810.77-157.30416.84157.30底2顶0.3331.4071392.782492.29897.611402.27160.28200.33371.61605.7810.7713.46199.25371.61605.7810.7713.46-199.25528.02199.25底1顶0.1671.7041685.883078.671402.272019.43200.33240.41605.78896.6313.4616.16241.18605.78896.6313.4616.16-241.18639.14241.18底56 9.2.3.2计算XSW-10在顶点集中荷载作用下墙肢及连梁的内力，在顶点集中荷载（F=-71.78Kn）作用下：=29.7693=4.5==F=－71.78Kn第i层连梁的约束弯矩为：Mi（）===－295.46第i层连梁的剪力和梁端弯矩分别为：=Mi（）/a=－295.46/6.99=－42.27=×=－42.27×=112.01顶点集中荷载在第i层产生的弯矩和剪力分别为：()==－71.78×16.8=－1205.90()==－71.78Kn两墙肢的弯矩、剪力、轴力：==-×[-]=0.504[-]==×(-71.78)=-4.82Kn=-=顶点集中荷载作用下上述各项内力的计算结果见表-18XSW-10在地震作用下的总内力等于在上述均布荷载和顶点集中荷载作用下的内力之和见表-1956 XSW-10在顶点集中荷载作用下墙肢及连梁的内力表-18层次Mi（）/Kn·m/Kn·m()/Kn·m()/Kn·m左墙肢右墙肢连梁内力/Kn·m/Kn/Kn/Kn·m/Kn/Kn/Kn·m/Kn6顶1.0000.222-294.87-294.870.00-201.02-71.7836.18-65.14-4.82-4.82141.2936.18-65.14-4.82-4.82-141.29-111.79-42.19底5顶0.8330.519-270.64-565.51-201.02-401.93-71.78-65.14-166.40-4.82-4.82129.68-65.14-166.40-4.82-4.82-129.68-102.60-38.73底4顶0.6670.815-254.69-525.33-401.93-602.95-71.78-166.40-267.71-4.82-4.82122.03-166.40-267.71-4.82-4.82-122.03-96.55-36.44底3顶0.5001.111-228.69-483.37-602.95-803.97-71.78-267.71-369.02-4.82-4.82109.58-267.71-369.02-4.82-4.82-109.58-86.70-32.72底2顶0.3331.407-185.84-414.53-803.97-1004.88-71.78-369.02-470.28-4.82-4.8289.05-369.02-470.28-4.82-4.82-89.05-70.45-26.59底1顶0.1671.704-115.52-301.37-1004.88-1205.90-71.78-470.28-571.60-4.82-4.8255.35-470.28-571.60-4.82-4.82-55.35-43.80-16.53底56 XSW-10在地震作用下墙肢及连梁的总内力层次左墙肢右墙肢连梁内力/Kn·m/Kn/Kn/Kn·m/Kn/Kn/Kn·m/Kn6顶1.00036.18-57.06-4.82-2.13172.7436.18-57.06-4.82-2.13-172.74-28.44-10.74底5顶0.833-57.06-93.72-2.130.56203.09-57.06-93.72-2.130.56-203.0991.9334.68底4顶0.667-93.72-73.840.563.26237.37-93.72-73.840.563.26-237.37209.1078.90底3顶0.500-73.842.593.265.95266.88-73.842.593.265.95-266.88330.14124.58底2顶0.3332.59135.55.958.64288.32.59135.55.958.64-288.3457.57172.66底1顶0.167135.5325.038.6411.34296.53135.5325.038.6411.34-296.53595.34224.65底表-19十、风荷载作用下结构内力计算10.1总剪力墙内力计算作用在结构上的风荷载可以是自左向右（左风）或自右向左作用（右风），其在墙肢中产生的内力大小相等方向相反，本设计计算左风作用下产生的内力，墙肢截面内力正负号规定与水平地震作用下的相同在风荷载作用下，剪力墙结构分别按倒三角形分布荷载和均布荷载作用下计算内力。10.1.1在倒三角形荷载作用下（）10.1.2均布荷载作用下（q=-0.547Kn/m）56 风荷载在倒三角形荷载作用下总剪力墙内力计算表-20层次Hi/m倒三角形荷载作用下顶点集中荷载作用下总内力Vw/KnMw/Kn·mVw/KnMw/Kn·mVw/KnMw/Kn·m616.801.0000-6.575510.03160.4720.03153.8970.0514.000.8333-0.08903-205.2492633.621-1139932633.532-114199411.200.66676.393554-164.2142107.087-91202.92113.48-91367.238.400.500012.88003-123.1541580.236-68398.81593.116-68521.925.600.333319.36651-82.09461053.385-45594.61072.752-45676.712.800.166725.8491-41.0596526.8507-22804.2552.6998-22845.200.00.000032.335580.00.00.032.335580.010.2各片剪力墙内力计算10.2.1总剪力墙内力的分配风荷载作用下各片剪力墙分配的内力表-21层次总剪力墙内力XSW-9XSW-10XSW-19/Kn/Kn·m/Kn/Kn·m/KnKn·m/KnKn·m61.00002423.5280.053.799180.0-67.0080.019.746550.050.83332623.643-13699644.92279-1948.01-139.453-6047.1816.48854-71540.66672823.638-10960736.05174-1558.54111.9151-4838.1713.2325-572.0530.50003023.753-82201.227.17537-1168.8584.36027-3628.449.974499-429.01620.33333223.868-54795.318.299-779.15356.80544-2418.726.7165-285.98210.16673423.862-27405.99.427953-389.69329.26711-1209.723.460453-143.0340.032.33558-41432.030.0-706.74830.56971-2193.950.0-259.40610.2.2整体小开口墙（XSW-9）墙肢和连梁内力计算墙肢弯矩==0.000456 =0.726墙肢轴力==0.101=-0.101墙肢剪力==0.028==0.972连梁内力=0.45墙肢和连梁内力计算结果见下表-22：XSW-9在风荷载作用下的墙肢及连梁内力表-22层次总内力左墙肢内力右墙肢内力连梁/Kn/Kn·m/Kn·m/Kn/Kn/Kn·m/Kn/Kn/Kn·m/Kn61.00002423.5280.00.067.858780.00.02355.6690.0-119.245-264.98850.83332623.643-136996-54.798473.462264.9879-99459.12550.181-264.988-9.08977-20.199540.66672823.638-109607-43.842879.06186285.1874-79574.72744.576-285.187-9.09523-20.211630.50003023.753-82201.2-32.880584.66508305.3991-59678.12939.088-305.399-9.09523-20.211620.33333223.868-54795.3-21.918190.2683325.6107-39781.43133.6-325.611-9.08973-20.199410.16673423.862-27405.9-10.962495.86814345.8101-19896.73327.994-345.81155.6145345.810110.2.3xsw-10(双肢墙)墙肢和连梁内力的计算10.2.3.1剪力图的分解，根据剪力图面积相等的原则，将曲线分布的剪力图近似简化为直线分布的剪力图，并将其分解为均布荷载和顶点集中荷载作用下两种剪力图的叠加。如图：则可以计算出实际分布的剪力图负面积为187.62m2，正面积为513.58m256 =187.62=513.58计算出F=41.62Kn；q=4.62Kn/m10.2.3.2计算XSW-10在均布荷载作用下墙肢及连梁的内力，在均布荷载（q=4.62Kn/m）作用下=29.7693=4.5=77.616Kn第i层连梁的约束弯矩为Mi（）=×××h=×=1437.70第i层连梁的剪力和梁端弯矩分别为=Mi（）/a=1437.70/6.99=205.68=×=205.68×=545.0556 均布荷载在第i层产生的弯矩和剪力分别为：()==651.97()==77.616两墙肢的折算惯性矩分别为：===0.0672两墙肢的弯矩、剪力、轴力：==-×[-]=0.504[-]==×=0.0672=-=在均布荷载作用下上述各项内力的计算结果见下表-22:56 XSW-10在均布荷载作用下墙肢及连梁的内力表-22层次Mi（）/Kn·m/Kn·m()/Kn·m()/Kn·m左墙肢右墙肢连梁内力/Kn·m/Kn/Kn/Kn·m/Kn/Kn/Kn·m/Kn6顶1.0000.222319.41319.410.0018.120.0012.940.002.610.000.8745.700.002.610.000.87-45.70121.0945.70底5顶0.8330.185266.16585.5818.1272.4312.9425.872.6123.470.871.7438.082.6123.470.871.74-38.08100.9138.08底4顶0.6670.148212.95479.1272.43162.9925.8738.8123.4762.591.742.6130.4723.4762.591.742.61-30.4780.7330.47底3顶0.5000.111159.71372.66162.99289.7938.8151.7562.59119.972.613.4822.8562.59119.972.613.48-22.8560.5522.85底2顶0.3330.074106.46266.16289.79452.7251.7564.68119.97195.573.484.3515.23119.97195.573.484.35-15.2340.3615.23底1顶0.1670.03753.25159.71452.72651.9764.6877.62195.57289.474.355.227.62195.57289.474.355.22-7.6220.197.62底56 10.2.3.3计算XSW-10在顶点集中荷载作用下墙肢及连梁的内力，在顶点集中荷载（F=-71.78Kn）作用下：=29.7693=4.5==F=－41.62Kn第i层连梁的约束弯矩为：Mi（）===－770.93第i层连梁的剪力和梁端弯矩分别为：=Mi（）/a=－770.93/6.99=－110.29=×=－110.29×=292.27顶点集中荷载在第i层产生的弯矩和剪力分别为：()==－41.62×16.8=－699.216()==－41.62Kn两墙肢的弯矩、剪力、轴力：==-×[-]=0.504[-]==×(-71.78)=-4.82KN=-=顶点集中荷载作用下上述各项内力的计算结果见表-23:XSW-10在地震作用下的总内力等于在上述均布荷载和顶点集中荷载作用下的内力之和见表-24:56 XSW-10在顶点集中荷载作用下墙肢及连梁的内力表-23层次Mi（）/Kn·m/Kn·m()/Kn·m()/Kn·m左墙肢右墙肢连梁内力/Kn·m/Kn/Kn/Kn·m/Kn/Kn/Kn·m/Kn6顶1.0000.222-769.39-769.390.00-116.56-41.62-41.6220.98-37.77-2.80-2.80-110.0720.98-37.77-2.80-2.80110.07-291.69-110.07底5顶0.8330.519-706.17-1475.56-116.56-233.05-41.62-41.62-37.77-96.48-2.80-2.80-101.03-37.77-96.48-2.80-2.80101.03-267.72-101.03底4顶0.6670.815-664.54-1370.71-233.05-349.61-41.62-41.62-96.48-155.23-2.80-2.80-95.07-96.48-155.23-2.80-2.8095.07-251.94-95.07底3顶0.5001.111-596.70-1261.24-349.61-466.17-41.62-41.62-155.23-213.97-2.80-2.80-85.36-155.23-213.97-2.80-2.8085.36-226.22-85.36底2顶0.3331.407-484.91-1081.61-466.17-582.66-41.62-41.62-213.97-272.68-2.80-2.80-69.37-213.97-272.68-2.80-2.8069.37-183.84-69.37底1顶0.1671.704-301.43-786.35-588.62699.22-41.62-41.62-275.69-331.43-2.80-2.80-43.12-275.69-331.43-2.80-2.8043.12-114.28-43.12底56 XSW-10在风荷载作用下墙肢及连梁的总内力层次左墙肢右墙肢连梁内力/Kn·m/Kn/Kn/Kn·m/Kn/Kn/Kn·m/Kn6顶1.00020.98-35.16-2.8-1.93-64.3720.98-35.16-2.8-1.9364.37-170.6-64.37底5顶0.833-35.16-73.01-1.93-1.06-62.95-35.16-73.01-1.93-1.0662.95-166.81-62.95底4顶0.667-73.01-92.64-1.06-0.19-64.60-73.01-92.64-1.06-0.1964.60-171.21-64.60底3顶0.500-92.64-94-0.190.68-62.51-92.64-94-0.190.6862.51-165.67-62.51底2顶0.333-94-77.110.681.55-54.14-94-77.110.681.5554.14-143.48-54.14底1顶0.167-80.12-41.961.552.42-35.5-80.12-41.961.552.4235.5-94.09-35.5底表-24十一、竖向荷载作用下结构内力计算（XSW-10)XSW-10屋面及楼面荷载传递方式56 56 11.1恒载：屋面5.3551.25=6.69Kn/m5.3552=10.71Kn/m5.3551.8=9.64Kn/m5.3551.25=6.69Kn/m5.3551.8=9.64Kn/m楼面4.4671.25=5.58Kn/m4.4672=8.93Kn/m3.9281.8=7.07Kn/m3.9281.25=4.91Kn/m4.4671.8=8.04Kn/m墙体自重4.7552.8=13.31Kn/m屋面集中荷载P=0.55.3550.5(1.1+3.6)1.25+0.55.3550.53.61.8+1.0351.8=16.07Kn楼面集中荷载P=0.53.8280.5(1.1+3.6）1.25+0.54.5780.53.61.8+1.0351.8=14.9Kn11.2活载屋面活载2.01.25=2.5Kn/m2.02=4Kn/m2.01.8=3.6Kn/m2.01.25=2.5Kn/m2.01.8=3.6Kn/m屋面雪载0.31.25=0.375Kn/m0.32=0.6Kn/m0.31.8=5.4Kn/m0.31.25=0.375Kn/m0.31.8=5.4Kn/m楼面活载21.25=2.5Kn/m22=4Kn/m21.8=3.6Kn/m21.25=2.5Kn/m21.8=3.6Kn/m屋面集中活载Q=200.50.5(1.1+3.6)1.25+200.50.53.61.8=6屋面集中雪载Q=0.30.50.5(1.1+3.6)1.25+0.30.50.53.61.8=0.9266Kn楼面集中活载Q=20.50.5(1.1+3.6)1.25+20.50.50.53.61.8=6.1775KnXSW-10墙各楼层恒载和活载的分布分别如图所示，在恒载和活载作用下墙体产生的轴力见表-2556 竖向荷载作用下结构的内力计算表-25楼层左墙肢右墙肢楼（屋）面恒荷载（KN）墙自重（KN）N(KN)屋面作用活荷载N(KN)屋面作用雪荷载N(KN)楼（屋）面恒荷载（KN）墙自重（KN）N(KN)屋面作用活荷载N(KN)屋面作用雪荷载N(KN)6顶29.31658.842477.49815.9695.7615.9682.19474.47477.055929.78132.92234.58532.92201.352底536.341006.845顶29.31658.842565.65615.96111.7215.9698.15474.47477.0551097.3832.92273.68332.92240.45底624.4981174.444顶29.31658.842653.81415.96127.6815.96114.11474.47477.0551264.9832.92312.7832.92279.547底712.6561342.033顶29.31658.842741.97215.96143.6415.96130.07474.47477.0551432.5832.92351.87832.92318.645底800.8141509.632顶29.31658.842830.1315.96159.6015.96146.03474.47477.0551600.1832.92390.97532.92357.742底888.9721677.231顶29.31658.842918.28815.96175.5615.96161.99474.47477.0551767.7832.92430.07332.92396.84底977.131844.8356 十二、内力组合12.1结构抗震等级：二级12.2剪力墙内力组合12.2.1不考虑地震的内力组合XSW-10墙连梁在不考虑地震时的内力组合表-26楼层恒载①活载②左风③右风④内力组合MVMV1.35×①+1.4×0.7×②①+②+③+④6顶30.9713.1056.144.73-56.14-4.7354.647544.07底5顶30.9713.10108.172.99-108.17-2.9954.647544.07底4顶30.9713.10165.651.25-165.65-1.2554.647544.07底3顶30.9713.10186.640.87-186.64-0.8754.647544.07底2顶30.9713.10171.112.23-171.11-2.2354.647544.07底1顶30.9713.10122.083.97-122.08-3.9754.647544.07底56 12.2.2考虑地震的内力组合XSW-10墙连梁在考虑地震时的内力组合表-27楼层左震①右震②重力荷载③内力组合MVMV1.3×（①+②）+1.2×③1.3×（①+②）+1.0×③MVMV6顶230.56246.58-230.56-246.589080.622-70.38195.40-50.16161.16底5顶250.47267.88-250.47-267.889080.622-87.42217.52-53.71177.35底4顶261.18279.34-261.18-279.349080.62225.38146.1350.42115.69底3顶256.02273.83-256.02-273.839080.62299.5097.37119.6373.53底2顶224.51240.11-224.51-240.119080.622171.8886.05191.4662.08底1顶148.55158.9-148.55-158.99080.622187.7697.46146.5481.22底56 XSW-10墙连梁在考虑地震时的内力组合表-28楼层左风①右风②重力荷载③内力组合MVMV1.3×（①+②）+1.2×③1.3×（①+②）+1.0×③MVMV6顶56.144.73-56.14-4.739080.622-102.69184.13-117.17186.98底5顶108.172.99-108.17-2.999080.622-164.14215.86-203.51223.87底4顶165.651.25-165.65-1.259080.622-98.91154.61-164.23168.14底3顶186.640.87-186.64-0.879080.622-45.5197.24-138.21116.45底2顶171.112.23-171.11-2.239080.622-22.8493.40-154.02120.92底1顶122.083.97-122.08-3.979080.622-141.77100.26-37.3665.17底56 XSW-10墙连梁在地震时的内力组合表-29楼层左震①右震②左风③右风④内力组合MVMVMVMV①+0.2×③②+0.2×③①+0.2×④②+0.2×④MVMVMVMV6顶230.56246.58-230.56-246.5856.144.73-56.14-4.73241.788247.526-219.332-245.634219.332245.634-241.788-247.526底5顶250.47267.88-250.47-267.88108.172.99-108.17-2.99272.104268.478-228.836-267.282228.836267.282-272.104-268.478底4顶261.18279.34-261.18-279.34165.651.25-165.65-1.25294.31279.59-228.05-279.09228.05279.09-294.31-279.59底3顶256.02273.83-256.02-273.83186.640.87-186.64-0.87293.348274.004-218.692-273.656218.692273.656-293.348-274.004底2顶224.51240.11-224.51-240.11171.112.23-171.11-2.23258.732240.556-190.288-239.664190.288239.664-258.732-240.556底1顶148.55158.9-148.55-158.9122.083.97-122.08-3.97172.966159.694-124.134-158.106124.134158.106-172.966-159.694底56 十三、剪力墙截面设计最不利内力1、M=293.3Kn﹒mV=-274.0KN2、选用材料及确定截面尺寸选用C30级混凝土，跨长=4.8m，，HRB400级钢筋=360。设h==400mm，取h=450mm。按b=（）h，取b=200mm，初步估计纵向受拉钢筋为双排布置，=450-35=415mm3、配筋计算查表得=0.384=0.354<=0.384，可以=0.77=25504、选用108钢筋，=2513验算=0.028>=0.002，可以钢筋净间距==35mm>25mmd=8mm十四、板的设计56 标准层楼板布置图56 双向板楼盖设计内容计算结果一、设计资料建筑现浇砼楼盖，建筑轴线平面见下图，层高2.8m，楼面可变荷载标准值5Kn/㎡，其分项系数1.3，楼面面层为15mm厚，铺地砖，下铺60mm厚轻集料砼垫层，梁板下面用20mm厚石灰砂浆抹灰。梁板砼均采用C30，钢筋采用HPB235,HRB400。二、结构布置图56 三、荷载15mm厚铺地砖0.26Kn/㎡60mm厚轻集料砼垫层0.45Kn/㎡130mm钢筋砼板3.25Kn/㎡20厚石灰砂浆0.34Kn/㎡恒载标准值=4.47Kn/㎡活载标准值=5.0Kn/㎡荷载设计值P=1.2×4.47+1.3×5.0=11.86Kn/㎡56 四、1、B1区格=9900-180=9720mm=4800-180=4620mmn==0.48，取α=4.34，β=2B1区格为四边连续板，四周有梁，内力折减系数为0.8，钢筋采用分离式布置，跨中钢筋在距支座处截断一半。==1.50取γ=0.9，=110mm，=100mm，=360N/m㎡=4.34×=4.34×=0.017%<0.2%=×bh=0.2%×1000×130=260m㎡截面位置弯矩设计值（）mm）（m㎡/m）实配钢筋短跨跨中=1.50110420>2608@15056 长跨跨中==4.34×1.50=6.51100201<2608@150短跨支座===2×1.5=31108428@150长跨支座===2×6.51=13.02100402>2608@1502、B2区格=9900-180=9720mm=4800-180=4620mmn==0.48，取α=4.34，β=2B1区格为四边连续板，四周有梁，内力折减系数为0.8，钢筋采用分离式布置，跨中钢筋在距支座处截断一半。==1.50取γ=0.9，=110mm，=100mm，=360N/m㎡=4.34×=4.34×=0.017%<0.2%=×bh=0.2%×1000×130=260m㎡56 截面位置弯矩设计值（）mm）（m㎡/m）实配钢筋短跨跨中=1.50110420>2608@150长跨跨中==4.34×1.50=6.51100201<2608@150短跨支座===2×1.5=31108428@150长跨支座===2×6.51=13.02100402>2608@1503、B3区格=9900-180=9720mm=4800-180=4620mmn==0.48，取α=4.34，β=2B1区格为四边连续板，四周有梁，内力折减系数为0.8，钢筋采用分离式布置，跨中钢筋在距支座处截断一半。==1.5056 取γ=0.9，=110mm，=100mm，=360N/m㎡=4.34×=4.34×=0.017%<0.2%=×bh=0.2%×1000×130=260m㎡截面位置弯矩设计值（）mm）（m㎡/m）实配钢筋短跨跨中=1.50110420>2608@150长跨跨中==4.34×1.50=6.51100201<2608@150短跨支座===2×1.5=31108428@150长跨支座===2×6.51=13.02100402>2608@15056 4、B4区格=9900-180=9720mm=4800-180=4620mmn==0.48，取α=4.34，β=2B1区格为四边连续板，四周有梁，内力折减系数为0.8，钢筋采用分离式布置，跨中钢筋在距支座处截断一半。==1.50取γ=0.9，=110mm，=100mm，=360N/m㎡=4.34×=4.34×=0.017%<0.2%=×bh=0.2%×1000×130=260m㎡截面位置弯矩设计值（）mm）（m㎡/m）实配钢筋短跨跨中=1.50110420>2608@15056 长跨跨中==4.34×1.50=6.51100201<2608@150短跨支座===2×1.5=31108428@150长跨支座===2×6.51=13.02100402>2608@150板的配筋图56 十五、基础设计根据地质报告，拟采用墙下筏形基础，选重粉质粘土、粉质粘土③层，粘质粉土、砂质粉土③1层，粉细砂③2层为持力层。拟采用混凝土为C30，钢筋HRB400级，并设置100mm厚C15的混凝土垫层，每边伸出基础100mm,设有纵肋。根据工程地质报告确定基础底面标高为-5m,地下室层高2.8m。（1）取b=2.0m，不必进行承载力宽度修正。因基础埋深2.2m，对地基承载力进行修正：=210+0+4.4×18×（2.2-0.5）=345KpaAm2其中A=2.011.4=22.8m2（2）验算基础底面尺寸：基底处的总竖向力：3585.6+20×22.8×2.2=4588.8Kn基底处的总力矩：Mk=[3008.06-837.37+(-256.89)×0.8]=1965.178偏心距：e=验算基底最大压力PkmaxKpa<(可以)（3）基础底面尺寸符合要求，基底尺寸为2.0m×11.4m。基础高度：基底净反力为基础悬臂部分的挑出长度为b1=0.5×（2.0-0.5）=0.75m基础内不配箍筋和弯起筋，故基础高度由混凝土的受剪承载力确定：基础有效高度为mm取基础高度600mm。56 h0=600-40-5=555mm配钢筋10@200，As=393mm2。以上受力钢筋沿垂直于剪力墙长度的方向配置，纵向分布筋取8@200，基础边缘高度为250mm。纵肋的宽度为墙厚加100mm翼板厚度，由于悬挑长度为750mm，基础的翼板可做成等厚度。基础的高度为600mm(从基础底面算起)，上下各配88受力钢筋，箍筋取8@200。（4）用地震作用组合内力进行验算。地基抗震承载力按下式计算=1.5345=517.5Kpa地震作用效应组合的基础底面平均压力和边缘最大压力分别为Pmax=(满足要求)56 十六、参考文献1.房屋建筑制图统一标准（GBJ1-86）2.建筑结构制图标准（GBJ105-87）3.现行建筑设计规范大全4.建筑结构通用图集05J5.建筑结构荷载规范（GB50007-2002）6.建筑地基基础设计规范（GB50007-2002）7.混凝土结构设计规范（GB50010-2002）8.建筑结构抗震设计规范（GB50011-2001）9.高层建筑混凝土结构技规范（JGJ3-2002）中国建筑工业出版社10.建筑抗震与结构选型构造11.混凝土结构构造手册12.混凝土结构计算手册13.土木工程专业毕业设计指导科学出版社梁兴文史庆轩主编14.房屋建筑学教材15.建筑地基基础教材16.混凝土结构设计教材17.建筑抗震设计教材18.高层建筑结构设计教材56'