1、目目录录计计算算书书目目录录表表格格目目录录一一、工工程程概概况况及及结结构构选选型型 -3-1.1工程概况 -3-1.2板的截面尺寸 -3-1.3梁的截面尺寸 -3-1.4柱的截面尺寸 -4-1.5结构平面布置图 -5-二二、重重力力荷荷载载计计算算 -6-2.1 屋面及楼面恒载标准值 -6-2.2 屋面及楼面活载标准值 -6-2.3 重力荷载计算 -6-表2.1-2.52.4 各质点重力荷载计算 -9-表2.6-2.7三三、横横向向框框架架侧侧移移刚刚度度计计算算 -10-3.1梁线刚度计算 -10-表3.13.2柱线刚度计算 -11-表3.23.3各层侧向刚度计算 -11-表3.3-3.
2、4四四、水水平平地地震震作作用用下下横横向向框框架架结结构构内内力力与与侧侧移移计计算算 -12-4.1横向自振周期计算 -12-表4.14.2水平地震作用及楼层地震剪力计算 -12-表4.24.3水平地震作用下的位移验算 -14-表4.34.4 剪重比验算 -15-表4.44.5 水平地震作用下框架内力计算 -15-表4.5-4.9五五、风风荷荷载载作作用用下下横横向向框框架架结结构构内内力力与与侧侧移移计计算算 -19-5.1风荷载标准值 -19-表5.15.2风荷载作用下的水平位移验算 -19-表5.25.3风荷载作用下的框架内力计算 -20-表5.3-5.6六六、竖竖向向荷荷载载作作用
3、用下下框框架架结结构构内内力力计计算算 -23-6.1计算单元 -23-6.2荷载计算 -23-表6.16.3内力计算 -26-表6.2-6.12七七、横横向向框框架架作作用用效效应应组组合合 -41-7.1内力组合的确定 -41-表7.17.2框架梁的内力组合 -41-表7.2-7.37.3框架柱的内力组合 -47-表7.4-7.10八八、截截面面计计算算 -53-8.1设计信息 -53-8.2横向框架梁配筋计算 -53-表8.1-8.28.3横向框架柱配筋计算 -57-表8.3-8.68.4框架梁柱节点设计 -63-表8.7九九、板板的的计计算算 -65-9.1楼面板计算 -65-表9.1
4、-9.29.2屋面板计算 -70-表9.3-9.4十十、楼楼梯梯设设计计 -75-10.1设计信息 -75-10.2梯段板设计 -75-10.3平台板设计 -77-10.4平台梁设计 -77-十十一一、基基础础设设计计 -80-11.1设计信息 -80-表11.111.2 A柱下独立基础计算 -80-表11.2-11.311.3 B、C柱下联合基础计算 -85-表11.4注：这只是目录，下载后方可看到计算表格，请不要看到预览就差评，谢谢！表2.1 门窗表编号洞口尺寸(mm)各层数量总数量宽度高度一层二层三层四层五层FM1150024002222210M130003000100001M21500
5、2700200002M310002400152121212199C1180021001822222222106C2100015004444420C315002100022228表2.2 门窗重力荷载计算楼层门面积(m2)单位面积重力荷载(kN/m2)门重力荷载(kN)窗面积(m2)单位面积重力荷载(kN/m2)窗重力荷载(kN)160.300.4527.1474.040.4029.62257.600.4525.9295.460.4038.18357.600.4525.9295.460.4038.18457.600.4525.9295.460.4038.18557.600.4525.9295.4
6、60.4038.18表2.3 外墙重力荷载计算楼层外表总面积(m2)门面积(m2)窗面积(m2)外墙面积(m2)单位墙重力荷载(kN/m2)外墙重力荷载(kN)1401.7617.1074.04310.622.14664.732302.560.0095.46207.102.14443.193302.560.0095.46207.102.14443.194302.560.0095.46207.102.14443.195302.560.0095.46207.102.14443.19小屋89.650.000.0089.652.14191.85表2.4 内墙重力荷载计算楼层外表总面积(m2)门面积(m
7、2)窗面积(m2)内墙面积(m2)单位墙重力荷载(kN/m2)内墙重力荷载(kN)1552.4943.200.00509.291.981008.392559.1357.600.00501.531.98993.033559.1357.600.00501.531.98993.034559.1357.600.00501.531.98993.035559.1357.600.00501.531.98993.03表2.5 梁柱重力荷载标准值楼层构件b(m)h(m)(kN/m3)g(kN/m)li(m)n1框架边横梁0.250.45251.052.955.216框架中横梁0.250.45251.052.95
8、2.88框架边纵梁0.250.45251.052.952.958框架中纵梁0.250.45251.052.956.120次梁0.200.35251.051.845.75框架柱0.500.50251.106.884.53225框架边横梁0.250.45251.052.955.216框架中横梁0.250.45251.052.952.88框架边纵梁0.250.45251.052.952.958框架中纵梁0.250.45251.052.956.120次梁0.200.35251.051.845.75框架柱0.500.50251.106.883.532屋顶小屋横梁0.250.45251.052.955.2
9、4纵梁0.250.45251.052.952.954柱0.500.50251.106.883.28Gi(kN)Gi(kN)245.70794.1966.1569.69360.2852.37990.00990.00245.70794.1966.1569.69360.2852.37770.00770.0061.4396.2734.85176.00176.00表2.6 各层重力荷载标准值计算 （单位：kN）楼层楼屋面恒载楼屋面活载/2门重力荷载窗重力荷载外墙重力荷载/2内墙重力荷载/2梁重力荷载柱重力荷载/21下半部分0027.140332.36504.200528.00上半部分 2959.9065
10、9.22029.62332.36504.20794.194528.002下半部分0025.920221.60496.510385.00上半部分 2959.90659.22038.18221.60496.51794.194385.003下半部分0025.920221.60496.510385.00上半部分 2959.90659.22038.18221.60496.51794.194385.004下半部分0025.920221.60496.510385.00上半部分 2959.90659.22038.18221.60496.51794.194385.005下半部分0025.920221.60496
11、.510385.00上半部分 3709.040.00038.18221.60496.51794.194385.00顶层女儿墙/屋顶楼梯间0000282.480088.00272.6500095.93096.2788.00Ge696.88合计1391.705807.491129.035554.611129.035554.611129.035554.611129.035644.53370.48552.85表2.7 各质点重力荷载代表值Gi(kN)质点123456Gi6936.526683.646683.646683.646015.01552.856711.89表2.6 各层重力荷载标准值计算 （单
12、位：kN）表3.1 框架梁线刚度ib计算类别Ec(N/mm2)bh(mmmm)Ib(mm4)l(mm)1.5EcIb/l(kNm)2EcIb/l(kNm)边跨3.01042505503.4710957002.7410103.651010中间跨3.01042505503.4710933004.7310106.301010b(m)250h(m)550Ib3.47E+09E表3.2 框架柱线刚度ic计算类别Ec(N/mm2)bh(mmmm)Ic(mm4)hc(mm)EcIc/l(kNm)底层柱3.01045005005.2110946003.401010其余层柱3.01045005005.21109
13、36004.341010Ic3.40E+105.21E+094.34E+10表3.3 框架柱侧移刚度D值框架柱位置0.810.47边框架梁边框2.744.732.200.64中框3.656.300.630.24柱3.404.341.720.461.070.51中间框架3.6512.602.930.703.403.910.840.301.003.452.290.530.931.07i300001.52.74E+1023.65E+101.54.73E+1026.30E+10柱数量nD(N/mm)底层边柱48964底层中柱412379其余层边柱49632其余层中柱418578底层边柱129864底层
14、中柱1213402其余层边柱1211893其余层中柱122146429.2234.4230.6265.3i81.040.374.2i20.240.373.474.2i63.0234.4274.2i72.1234.4273.4274.2i07.140.365.3i93.240.330.665.3i84.0234.4265.3iic47.081.0281.05.0c64.020.2220.25.0c24.063.0263.0c46.072.1272.1c51.014.1214.15.0c70.093.2293.25.0c30.084.0284.0c53.029.2229.2c表3.3 框架柱侧移刚
15、度D值框架柱位置表3.4 横向框架层间侧移刚度Di(N/mm)楼层12345Di(N/mm)3645575131205131205131205131200.71表4.1结构顶点的假想侧移计算楼层Gi(kN)VGi(kN)Di(N/mm)ui(mm)ui(mm)56712671251312013.08222.91466841339651312026.11209.83366842007951312039.13183.73266842676351312052.16144.60169373369936455792.4492.44Ge696.8786648T10.56210.0523Geq28522.0
16、1FEk1490.31n0.115Fn171.316936.526683.646683.646683.646015.01552.854.63.6表4.2 各质点横向水平地震作用及楼层地震剪力计算楼层Hi(m)Gi(kN)GiHi(kNm)Fi(kN)屋顶小屋22.3553123280.031241.1651960151142850.2892552.82415.466841029280.2605343.60311.86684788670.1996263.2728.26684548060.1387182.9514.66937319080.0808106.52395122.57371jjiiHGHG
17、Vi(kN)123.47593.97937.571200.841383.801490.31表4.3 横向水平地震作用下的位移验算楼层Vi(kN)Di(N/mm)ui(mm)ui(mm)hi(mm)5593.975131201.1612.1136004937.575131201.8310.95360031200.845131202.349.13360021383.805131202.706.78360011490.313645574.094.094600y00.80.90.300.300.400.400.450.450.500.500.650.65y210.800.6-0.05y30.81.20
18、1.4-0.050.00032153109.97170.00050761970.24130.00065011538.2820.00074911334.90340.00088871125.2421表4.5 A、D轴框架柱反弯点高度比计算1.02.03.0楼层h(mm)y0y1y2iiehu31101i197011538113351112510.350.400.45536000.840.30000.400.450.45436000.840.40000.450.500.50336000.840.45000.500.500.50236000.840.50000.650.550.55146001.070
19、.6430-0.0042300表4.6 B、C轴框架柱反弯点高度比计算00楼层h(mm)y0y1y20.923536002.290.4000000436002.290.4500-0.0500336002.290.5000236002.290.5000146002.930.5500iy3yyh(mm)(1-y)h表4.5 A、D轴框架柱反弯点高度比计算00.31080252000.41440216000.4516201980-0.0190.4811730187000.63929390.3610431660.83390.8Hcy3yyh(mm)00.41440216000.451620198000
20、.51800180000.51800180000.5525300.4520703870表4.7 A、D轴框架柱端弯矩及剪力计算楼层Vi(kN)Di(N/mm)Dim(N/mm)5593.97513120118930.0234937.57513120118930.02331200.84513120118930.02321383.80513120118930.02311490.3136455798640.027表4.8 B、C轴框架柱端弯矩及剪力计算楼层Vi(kN)Di(N/mm)Dim(N/mm)5593.97513120214640.0424937.57513120214640.0423120
21、0.84513120214640.04221383.80513120214640.04211490.31364557134020.037iimDDiimDD表4.6 B、C轴框架柱反弯点高度比计算Vim(kN)yh(m)(kNm)(kNm)13.771.0834.6914.8734.6921.731.4446.9431.2961.8127.831.6255.1145.0986.432.071.7359.9855.49105.140.322.9466.97118.52122.5Vim(kN)yh(m)(kNm)(kNm)24.851.4453.6735.7853.67LRL39.221.6277
22、.6563.53113.4梁边框2.744.7350.231.8090.4290.42153.9中框3.656.300.366757.881.80104.19104.19194.6柱3.404.3454.792.5388.75138.61192.9ucMbcMucMbcM表4.7 A、D轴框架柱端弯矩及剪力计算表4.8 B、C轴框架柱端弯矩及剪力计算表4.9 框架梁端弯矩、剪力及框架柱轴力计算楼层边跨梁（A、B轴间）中间跨梁（B、C轴间）边跨中l7.507193534.6919.685.7-9.5433.9933.9910.1074461.8141.595.7-18.1471.8471.841
23、4.97599386.4056.455.7-25.0697.5097.5016.854512105.0671.365.7-30.95123.25123.2525.854741122.4670.755.7-33.89122.20122.20lbMbVrbMlbMrbMR0.6333柱轴力Nl边柱(A轴)中柱(B轴)VV3.3-20.60-9.54-11.069.5420.603.3-43.54-27.68-36.4618.1443.543.3-59.09-52.74-70.4925.0659.093.3-74.70-83.69-114.2430.9574.703.3-74.06-117.59-1
24、54.4033.8974.06表4.4 剪重比验算楼层1234VEki(kN)1490.311383.801200.84937.57 (kN)33002.4526065.9319382.2912698.650.0450.0530.0620.074质点1234Gi6936.526683.646683.646683.64bVnijjGnijjiGV/Ek表4.9 框架梁端弯矩、剪力及框架柱轴力计算中间跨梁（B、C轴间）5593.976015.010.09956015.01表5.1 沿房屋高度分布风荷载标准值计算楼层Hi(m)(kN/m2)hi(m)hi+1(m)Wk(kN)518.451.001.
25、221.31.2920.421.451.723.61.224.70414.850.801.141.31.2920.421.381.533.63.633.12311.250.611.041.31.2920.421.321.343.63.628.8427.650.411.001.31.2920.421.221.193.63.625.8014.050.221.001.31.2920.421.121.094.053.625.04HHizszkB(m)6DiAD11892.812底9863.8745BC21463.692底13401.54表5.2 风荷载作用下的水平位移验算楼层Wk(kN)Vi(kN)D
26、i(N/mm)ui(mm)ui(mm)hi(mm)524.7024.70667130.377.1836009723.9433.1257.82667130.876.8136004153.9328.8486.65667131.305.9436002771.6225.80112.45667131.694.6436002135.7125.04137.49465312.952.9540501370.6表5.3 框架柱反弯点高度楼层yh(m)表5.4 A、D轴框架柱端弯矩及剪力计算楼层543iiehu972414154127721213611371121表5.5 B、C轴框架柱端弯矩及剪力计算楼层5432
27、1hADBC36001080144036001440162036001620180036001730180046002939.2253012345A、D轴柱2.941.731.621.441.08B、C轴柱2.531.801.801.621.44Vi(kN)Di(N/mm)Dim(N/mm)Vim(kN)yh(m)(kNm)(kNm)+Z24.7066713118970.1784.401.0811.104.7611.115.8657.8266713118970.17810.311.4422.2714.8527.0337.1286.6566713118970.17815.451.6230.602
28、5.0345.4455.63ucMiimDDbcM表5.3 框架柱反弯点高度楼层表5.4 A、D轴框架柱端弯矩及剪力计算112.4566713118970.17820.051.7337.5034.6962.5372.19137.494653198620.21229.142.9448.4085.6583.09 134.05Vi(kN)Di(N/mm)Dim(N/mm)Vim(kN)yh(m)(kNm)(kNm)+Z24.7066713214640.3227.951.4417.1611.4417.1628.6157.8266713214640.32218.601.6236.8330.1348.27
29、66.9786.6566713214640.32227.881.8050.1850.1880.32 100.37112.4566713214640.32236.181.8065.1265.12115.3 130.25137.4946531133980.28839.592.5381.95100.16147.1 182.11表5.6 框架梁端弯矩、剪力及框架柱轴力计算楼层边跨梁（A、B轴间）边跨中2.402784511.104.66321427.037.996596345.4410.12686262.5314.58133183.09ucMiimDDbcMlbM表5.5 B、C轴框架柱端弯矩及剪力计
30、算LRLR梁边框2.744.73中框3.656.300.36670.6333柱3.404.34中间跨梁（B、C轴间）柱轴力Nll边柱(A轴)中柱(B轴)V6.295.7-3.0510.8710.873.3-6.59-3.05-3.543.0517.705.7-7.8530.5730.573.3-18.53-10.90-14.227.8529.455.7-13.1450.8750.873.3-30.83-24.04-31.9113.1442.285.7-18.3973.0373.033.3-44.26-42.43-57.7818.3953.935.7-24.0493.1593.153.3-56.
31、45-66.46-90.1924.04bVrbMlbMbVrbM表5.6 框架梁端弯矩、剪力及框架柱轴力计算边跨梁（A、B轴间）V6.5918.5330.8344.2656.45表6.1 横向框架荷载汇总表楼层(kN/m)(kN/m)(kN/m)(kN/m)(kN)(kN)(kNm)(kNm)恒载148.992.9514.8213.47137.82169.1917.2321.1552.952.9519.9318.12115.10145.6914.3918.21活载15006.606.0025.2540.553.165.070.275表6.2 各节点分配系数计算等效荷载12.898.42楼层17
32、.3311.335.743.7552414g1g221.88g1g211.3788.84673.8689315g1g220.28g1g214.2882.36244.8579615q1q25.74q1q23.75初始弯矩MCDMDCMDEMED恒载5-54.9154.91-12.95-6.4814-59.2359.23-10.32-5.16活载15-15.5415.54-3.40-1.7011/qg11/qg22/qg22/qg11/QG22/QG1M2M2.073.143.002.934.003.871.071.000.931.001.070.933.450.86A轴B轴上柱下柱右梁左梁上柱下
33、柱右梁/0.5170.4830.341/0.3650.2940.3410.3410.3180.2500.2670.2670.2160.3570.3100.3330.2590.2770.2410.223表6.3 恒载作用下顶层杆端弯矩计算恒载节点A杆端AC分配系数/固端弯矩(kNm)/节点C弯矩分配传递6.98节点D弯矩分配传递节点C弯矩分配传递0.98节点D弯矩分配传递节点C弯矩分配传递0.041节点D弯矩分配传递最终弯矩(kNm)8.01表6.6 活载作用下顶层杆端弯矩计算活载节点A表6.2 各节点分配系数计算杆端AC分配系数/固端弯矩(kNm)/节点C弯矩分配传递2.13节点D弯矩分配传递节点C弯矩分配传递0.30节点D弯矩分配传递节点C弯矩分配传递0.012节点D弯矩分配传递最终弯矩(kNm)2.44活载表6.4 恒载作用下第2-4层杆端弯矩计算CDBE节点CACDDCDBDEBDE
