基础计算样板例题

1、工程名：23600.SJ*基础天然地面节点号墙重中心距宽度埋深高度承载力级正系数正系数:力区比例缘高度筋级别1230.00-0.330.2C11.301.30160.0011.00300.001.000.000HPB300130.000.000.201.301.30160.0011.00300.001.000.000HPB300140.000.000.201.301.30160.0011.00300.001.000.000HPB3001530.000.330.201.301.30160.0011.00300.001.000.000HPB300类型到基底距基础土 宽度修地基附加墙与柱 杯口 基础

2、 基础 深度修允许零应基础边底板钢混凝强度等基础计算柱底力与基础设计*日期:4/9/2016时间:9:52:10基础反力单位：轴力N、剪力V: kN; 弯矩M: kN.m作用力方向（对基础）:轴力N压为正（J ）;弯矩M顺时针为正（-J ）;剪力V顺时针为正（t ）。基础总结点数：4基础计算数据1、基础节点号* 12 *基础反力基础相连柱号： 1标准组合组合号 M N V组合号 M N V11.23 200.26 -2.532-43.95 229.66 -22.623-17.99 321.87-9.984-38.10 361.39 -21.945-35.06429.76-20.046-21.0

3、3253.50-11.887-4.33286.17-4.168-31.44 303.81 -16.219-24.43325.69-16.1210-51.55343.33-28.1711-21.40394.06-14.2312-48.51411.70-26.2813-7.37217.80-6.0614-34.48235.44-18.11153.71243.74-0.9616-41.47273.14-21.0417-10.36271.40-9.3318-55.54300.80-29.4119-8.23319.26-8.0020-53.42348.66-28.09211.59195.88-2.292

4、2-43.60225.28-22.3723-3.49282.02-5.3224-46.12319.37-22.8825-44.60353.56-21.9326-5.00247.83-6.27Mmax对应组合号：15 Mmax=3.71N =243.74V-0.96Mmin对应组合号-29.41:18Mmi n=-55.54 N =300.80 V =Nmax对应组合号:5M =-35.06Nmax= 429.76V =-20.04Nmi n对应组合号:21M =1.59Nmi n= 195.88V =-2.29Vmax对应组合号:15M =3.71N =243.74Vmax=-0.96Vmi

5、n对应组合号:18M =-55.54 N =300.80 Vmin=-29.41组合号 M N V基本组合16.03228.41-1.10210.34 176.461.353-57.23269.57-29.224-52.92217.62-26.775-20.88398.67-11.536-16.58346.72-9.087-25.60411.54-14.318-49.03453.99-28.279-44.72402.04-25.8310-45.30450.27-26.0311-44.78549.71-25.6212-40.47497.76-23.1713-42.33517.27-24.1714

6、-25.13302.95-14.1915-20.83251.00-11.7416-28.58344.54-16.1717-1.76348.69-3.38182.55 296.74-0.9419-39.71373.39-20.2520-35.41321.44-17.8121-29.90404.01-20.1322-25.59352.06-17.6823-67.86428.71-37.0024-63.55376.76-34.5525-25.65499.74-17.4726-21.34447.78-15.0227-63.61524.43-34.3428-59.30472.48-31.8929-6.0

7、1252.97-6.0430-1.70 :201.02-3.59NV组合号 M31-43.96277.67-22.9132-39.66225.72-20.46339.51289.281.103413.81237.333.5535-53.76330.44-27.0136-49.45278.49-24.5737-10.19328.01-10.6238-5.89276.06-8.1739-73.46369.17-38.7340-69.15317.22-36.2941-7.22395.01-8.7642-2.91343.06-6.3143-70.48436.18-36.8744-66.17384.22

8、-34.43456.53222.28-0.764610.84170.331.6947-56.73263.44-28.8748-52.42211.49-26.4349-2.56337.54-5.81501.40 :279.38-3.5951-56.97384.12-28.0452-51.01322.01-24.6253-55.15425.15-26.9054-49.49356.20-23.6755-4.38296.52-6.9456-0.12 :245.19-4.53Mmax对应组合号3.55:34Mmax=13.81N = 237.33V =Mmi n对应组合号:39Mmi n=-73.46

9、N =369.17 V =-38.73Nmax对应组合号:11M =-44.78 Nmax= 549.71 V =-25.62Nmi n对应组合号:46M=10.84 Nmi n=170.33 V =1.69Vmax对应组合号:34M =13.81N = 237.33Vmax=3.55Vmi n对应组合号:39M =-73.46 N =369.17 Vmin=-38.73柱下基础设计-附加墙与柱杯口基础计基础地基基础宽度修深度修底板钢墙重中心距宽度算埋深高度承载力类型正系数正系数筋级别30.00-0.330.201.151.30160.0010.001.00HPB300选用基础长宽比：1.20

10、地基承载力计算采用柱底力标准组合计算最大基础底面积对应标准组合号：12, M= -48.51, N= 411.70, V= -26.28基底作用力标准组合值（含覆土及基础自重）Mk= -92.57自 身弯矩 48.51+附加重量弯矩 9.9(30X0.33)+ 剪力产生弯矩 34.2(26.28X1.3),Nk=531.13N=411.7+ 覆 土 及 基 础 89.42(20X1.8X2.16X1.15)+ 附加重量 30基底标准组合作用力偏心值 e= -0.17（eXNK=MK）基础底面尺寸：宽A= 1.80; 长B= 2.16修正后的地基承载力特征值：fa= 169.00nk mk b*

11、 l * l对应标准组合作用在基底边缘产生的应力：竺处（w=J）最大值Pmax=bxl W6202.74;最小值 Pmin= 70.47基础计算采用柱底力基本组合基础计算最大配筋对应基本组合号：27基底作用力：弯矩M= -120.13, 轴力N= 560.43, 偏心值e= -0.21基底附加应力（扣除覆土及基础自重）：最大值Tmax= 229.97, 最小值Tmin= 58.32基础各截面计算结果截面号冲剪所需咼度构造所至Tmax 基底截面X向X向 Y配筋向Y弯矩向配筋需咼度边缘距应力高度弯矩(0-0)0.290.490.68175.93 0.4970.22640. 40.67388.(1-

12、1)0.140.400.34202.95 0.4020.59238. 11.52141.(2-2)0.391.300.88160.04 1.30105.02343. 68.11（说明：计算配筋所采用高度为构造所需高度与冲剪所需高度的较大值基础边缘构造高度 （m） ： 0.300(0-0)剖面计算配筋率：X向：0.116%, Y向：0.058%(0-0)剖面按0.15%构造配筋面积(mm2)：X向:830., Y向:1003.(0-0)剖面按0.2%构造配筋面积(mm2)：X向:1107., Y向:1337.单位：mm2）基础短柱配筋结果基础短柱截面尺寸 （mm） : BX H= 650 X 8

13、00钢筋级别：主筋HRB400 ,箍筋HPB300正截面最大配筋对应组合号：48, M= 74.84, N= 211.49, V= -26.43（注：设计弯矩含剪力在短柱根部产生的附加弯矩）单侧计算配筋As（mm2）= 37.单侧构造配筋 Asmi n（m m2）= 1040.抗剪最大配筋对应组合号 :1, V= -1.10, N= 228.41 抗剪计算配箍（按100mm间距输出）：Asv（mm2）= 25.2、基础节点号* 13 *基础反力基础相连柱号：2标准组合组合号 MANV组合号MNV123.10435.2810.022-24.67434.76-8.78311.07557.057.4

14、44-10.40533.26-4.2451.98702.671.956-1.30 387.641.25724.88561.9112.778-3.78561.601.4993.41538.121.1010-25.25537.80 -10.191115.79707.537.2812-12.87707.22-4.001312.51392.506.5914-16.16392.18-4.701530.79526.1914.4316-16.98525.66-4.371715.76509.546.2618-32.01509.01-12.541924.43628.1210.5920-23.34627.60-8

15、.212122.13407.6010.1122-25.64407.07-8.702324.68493.3611.8124-24.29478.99-9.092520.13566.179.0626-19.74406.18-6.3414.43Mmin对应组合号-12.54:18Mmi n=-32.01 N =509.01 V =Nmax对应组合号:11M =15.79Nmax= 707.53V =7.28Nmi n对应组合号:6M =-1.30Nmi n= 387.64V =1.25Vmax对应组合号:15M =30.79N =526.19Vmax=14.43Vmi n对应组合号:18M =-32.

16、01 N =509.01 Vmin=-12.54基本组合组合号 MNV组合号MNV132.32523.9613.80232.30438.5213.583-34.56523.22-12.524-34.57437.78-12.75515.49694.4410.18615.47609.009.96710.88703.977.718-14.57661.13-6.169-14.59575.69-6.3810-10.16680.66-3.73112.76898.312.50122.74，812.872.27131.97846.682.3314-1.84457.261.5315-1.86371.831.30

17、16-1.25537.951.651734.82701.2417.651834.81615.8017.4219-5.30700.801.8520-5.32615.361.63214.77667.931.31224.75 ；582.501.0823-35.36667.49-14.4924-35.38，582.05-14.712522.09905.119.972622.08819.679.7427-18.03904.66-5.8328-18.05819.23-6.062917.49464.068.993017.48378.638.7731-22.63463.62-6.8032-22.65378.1

18、8-7.033343.10651.2319.983443.08565.7919.7535-23.78650.49-6.3536-23.80565.05-6.573722.06627.918.543822.04542.488.3239-44.82627.18-17.7940-44.84541.74-18.014134.19793.9414.604234.17708.5014.3743-32.69793.20-11.7344-32.71707.76-11.954530.97485.2113.924630.95399.7713.7047-35.91484.47-12.4148-35.93399.03

19、-12.634931.53592.1614.925030.41493.7314.0651-31.06574.67-11.6652-30.03，478.62-11.355326.07679.5311.635425.86566.5411.3255-25.60487.30-8.3656-25.48405.81-8.60Mmax对应组合号19.98:33Mmax=43.10N = 651.23V =Mmi n对应组合号:40Mmi n=-44.84 N =541.74 V =-18.01Nmax对应组合号:25M =22.09Nmax= 905.11V =9.97Nmi n对应组合号:15M=-1.8

20、6 Nmi n=371.83 V =1.30Vmax对应组合号:33M =43.10N = 651.23Vmax=19.98Vmi n对应组合号:40M =-44.84 N =541.74 Vmin=-18.01柱下基础设计-附加墙与柱杯口基础计基础地基基础宽度修深度修底板钢墙重中心距宽度算埋深高度承载力类型正系数正系数筋级别0.000.000.201.151.30160.0010.001.00HPB300选用基础长宽比：1.20地基承载力计算采用柱底力标准组合:11, M= 15.79, N= 707.53, V=:Mk= 25.26, Nk= 823.522.46最大值 Pmax= 175

21、.51; 最小值 Pmin=计算最大基础底面积对应标准组合号7.28基底作用力标准组合值（含覆土及基础自重） 基底标准组合作用力偏心值e= 0.03基础底面尺寸：宽A= 2.05; 长B=修正后的地基承载力特征值：fa= 169.00对应标准组合作用在基底边缘产生的应力151.09基础计算采用柱底力基本组合基础计算最大配筋对应基本组合号：25基底作用力：弯矩M= 35.05, 轴力N= 905.11, 偏心值e= 0.04基底附加应力（扣除覆土及基础自重）：最大值Tmax= 196.43, 最小值Tmin= 162.53截面 X 向X 向 Y 向Y-基础各截面计算结果截面号 冲剪所 构造所 至

22、Tmax 基底向弯矩配筋弯矩(0-0)0.290.530.83184.990.53 105.36 879. 83.84729.(1-1)0.140.420.41190.710.4230.45333. 24.00277.(2-2)0.441.301.03182.231.30148.20484. 128.90需高度 需高度 边缘距 应力高度配筋428.mm2)组合号 M N V组合号 M3.69 636.27-2.782-51.45 632.02 -24.313 -12.97 801.89-7.344 -51.33 806.35 -29.185 -39.85 996.90 -22.216 -24.

23、44 611.34 -14.31（说明：计算配筋所采用高度为构造所需高度与冲剪所需高度的较大值,单位:基础边缘构造高度 （m） ： 0.300（0-0） 剖面计算配筋率： X向：0.132%, Y 向：0.091%（0-0）剖面按0.15%构造配筋面积（mm2）: X向：999., Y向：1206.（0-0）剖面按0.2%构造配筋面积（mm2）: X向：1332., Y向：1608.基础短柱配筋结果基础短柱截面尺寸 （mm） : BX H= 650 X 800钢筋级别：主筋HRB400 ,箍筋HPB300正截面最大配筋对应组合号：1, M= 74.84, N= 211.49, V= -26.4

24、3（注：设计弯矩含剪力在短柱根部产生的附加弯矩）单侧计算配筋As（mm2）= 0.单侧构造配筋 Asmi n（m m2）= 1040.抗剪最大配筋对应组合号:1, V= 13.80, N= 523.96抗剪计算配箍（按100mm间距输出）：Asv（mm2）= 25.3、基础节点号* 14 *基础反力基础相连柱号：3标准组合74.13 806.41-0.568-28.95 803.86 -13.479-34.22 810.87-22.3910-67.31808.32-35.3111-22.75 1001.42-15.4312:-55.83 998.87 -28.3413-7.34 615.86-

25、7.5214-40.43613.31-20.441511.98 757.481.9416-43.16753.23-19.5917-14.87 760.60-13.3418-70.01756.35-34.8719-6.84 893.99-8.4720-61.98889.74-29.99213.95 624.10-2.9422-51.19619.84-24.46233.15 717.25-2.1124-60.14715.61-30.2525-10.29 814.76-9.5426-46.70618.11-22.82Mmax对应组合号：15 Mmax=11.98N =757.48 V =1.94Mm

26、i n对应组合号：18 Mmi n=-70.01N =756.35V =-34.87Nmax对应组合号:11 M=-22.75Nmax= 1001.42 V-15.43Nmi n对应组合号：6 M=-24.441Nmin= 611.34V =-14.31Vmax对应组合号：15 M=11.98N =757.48 Vmax=1.94Vmi n对应组合号：10 M=-67.31N =808.32Vmi n=-35.31基本组合组合号 MNV组合号MNV110.13765.03-1.08215.09 639.291.743-67.07759.08-31.214-62.11 i633.34 -28.4

27、05-13.19996.90-7.466-8.23 871.16 -4.657-21.891018.49-12.418-66.891003.14-38.039-61.93877.39-35.2110-59.481022.85-33.8111-50.831269.91-28.2812-45.871144.16-25.4613-48.231209.59-26.9814-29.26730.13-17.2215-24.30604.38-14.4016-33.14831.75-19.241710.751003.232.041815.71877.494.8519-35.57999.66-16.0520-3

28、0.61873.92-13.2321-42.951009.47-28.5322-37.99883.72-25.7123-89.271005.90-46.6124-84.31880.15-43.7925-26.891276.24-18.7826-21.921150.50-15.9627-73.201272.67-36.8628-68.241146.92-34.0429-5.32736.46-7.7230-0.35 610.71-4.9031-51.64732.89-25.8032-46.67607.14-22.983321.73 934.735.533426.70808.988.3535-55.

29、46 928.78-24.6036-50.50803.03-21.7837-15.86 939.09-15.8638-10.89813.34-13.0439-93.05 933.14-46.0040-88.09807.39-43.1841-4.61 1125.83-9.03420.35 1000.09-6.2243-81.81 1119.88:-39.1744-76.84994.14-36.354510.49 747.99-1.294615.45622.241.5347-66.71 742.03-31.4348-61.74616.29-28.61495.99 860.90-1.67509.76

30、 717.840.4751-74.38 858.54-37.1652-66.76715.03-32.8453-10.14 977.90-10.5954-3.68815.34-6.9655-58.25 741.53-28.2456-53.32617.53-25.41Mmax对应组合号：34 Mmax=26.70N =808.98 V =8.35Mmi n对应组合号：39 Mmi n=-93.05N =933.14 V =-46.00Nmax对应组合号:25 M=-26.89Nmax= 1276.24 V =-18.78Nmi n对应组合号：15 M=-24.30Nmi n= 604.38 V =

31、-14.40Vmax对应组合号：34 M=26.70 N =808.98 Vmax=8.35Vmi n对应组合号:23 M=-89.27N = 1005.90 Vmi n=-46.61柱下基础设计-附加墙与柱杯口基础计基础地基基础宽度修深度修底板钢墙重别中心距宽度算埋深高度承载力类型正系数正系数筋级0.00HPB3000.000.201.151.30160.0010.001.00选用基础长宽比：1.20:12, M= -55.83, N= 998.87, V=地基承载力计算采用柱底力标准组合 计算最大基础底面积对应标准组合号-28.34基底作用力标准组合值（含覆土及基础自重） 基底标准组合作用

32、力偏心值e= -0.08基础底面尺寸：宽A= 2.40; 长B=修正后的地基承载力特征值：fa= 169.00对应标准组合作用在基底边缘产生的应力139.58:Mk= -92.68, Nk= 1157.852.88最大值Pmax= 195.45; 最小值Pmin=基础计算采用柱底力基本组合基础计算最大配筋对应基本组合号：27基底作用力：弯矩M= -121.12, 轴力N= 1272.67, 偏心值e= -0.10基底附加应力（扣除覆土及基础自重）：最大值Tmax= 220.63, 最小值Tmin= 147.62-基础各截面计算结果 -截面号冲剪所构造所至Tmax 基底截面X向X向 Y向需咼度需

33、咼度边缘距应力高度弯矩配筋配筋向Y弯矩(0-0)0.390.581.04194.270.58211.381601.145.451144.(1-1)0.190.440.52207.450.4461.97635.42.13454.(2-2)0.541.301.24189.201.30277.48906.208.41692.（说明：计算配筋所采用高度为构造所需高度与冲剪所需高度的较大值,单位：mm2）基础边缘构造高度 （m） ： 0.300（0-0）剖面计算配筋率：X向：0.190%, Y 向：0.114%（0-0）剖面按0.15%构造配筋面积（mm2）: X向：1263., Y向：1500.（0-

34、0）剖面按0.2%构造配筋面积（mm2）: X向：1684., Y向：1999.基础短柱配筋结果基础短柱截面尺寸 （mm） : BX H= 700 X 800钢筋级别：主筋HRB400 ,箍筋HPB300正截面最大配筋对应组合号：11, M= 72.22, N= 1269.91, V= -28.28（注：设计弯矩含剪力在短柱根部产生的附加弯矩）单侧计算配筋As（mm2）= 0.单侧构造配筋 Asmi n（m m2）= 1120.抗剪最大配筋对应组合号 :1, V= -1.08, N= 765.03 抗剪计算配箍（按100mm间距输出）：Asv（mm2）= 25.基础相连柱号：4组合号MNV18

35、2.92403.9346.42239.96369.4614.904586.07629.7655.896780.08630.1951.978基本组合组合号 M N V75.14 329.67 41.382.19 295.209.8778.29 555.5050.8539.30 575.06 25.38标准组合组合号 MANV组合号MNV164.78341.5636.76212.67316.9414.24367.03502.8743.52433.63463.8021.73562.85600.5840.69637.81366.0924.56782.57485.0350.46851.31470.263

36、6.95949.17445.9628.671017.90431.1915.161178.39582.7447.631247.12567.9734.121353.35348.2531.501422.09333.4817.991584.49433.6649.591632.38409.0427.071761.10406.3234.34188.99381.7011.821981.56502.0647.612029.45477.4425.092164.03337.9236.322211.92313.3013.802371.97443.8741.102417.21410.7616.692569.88492

37、.7239.692619.30361.9018.11Mmax49.59对应组合号:15Mmax=84.49N =433.66V =Mmi n11.82对应组合号:18Mmi n=8.99N =381.70V =Nmax40.69对应组合号:5M =62.85Nmax=600.58V =Nmi n13.80对应组合号:22M =11.92Nmi n=313.30V =Vmax50.46对应组合号:7M =82.57N =485.03Vmax=Vmi n11.82对应组合号:18M =8.99N =381.70Vmi n=931.53500.8120.351047.34591.9030.61118

38、0.21766.5551.921272.44692.2946.891375.98725.9449.191445.16438.2729.351537.38364.0124.311651.44496.1533.3917107.83604.7865.6118100.05 530.5360.571964.06584.1046.692056.28509.8441.662161.06550.0935.102253.29475.8330.062317.29529.4116.19249.51455.1511.1525101.97741.5861.642694.20667.3256.602758.20720.8

39、942.732850.42646.6337.692966.92413.3039.063059.14339.0434.033123.14392.6220.153215.37318.3615.1233110.51532.8764.3934102.73 458.6159.353537.55498.4032.873629.78424.1427.833777.77494.5943.033870.00420.3338.00394.82460.1211.5140-2.96385.866.4841106.41628.6361.614298.63554.3756.574333.45594.1630.094425.68519.9025.054581.87398.8345.814674.09324.5740.77478.92364.3614.29481.14290.109.254988.27533.3250.005077.67445.9143.135118.75492.2319.365211.50408.7214.665385.76591.9548.305475.58494.7641.715521.26433.6021.055613.59359.8616.08