基础计算样板例题文档格式.docx

基础计算样板例题文档格式.docx

《基础计算样板例题文档格式.docx》由会员分享，可在线阅读，更多相关《基础计算样板例题文档格式.docx（15页珍藏版）》请在冰豆网上搜索。

节点号墙重中心距宽度埋深高度承载力类型到基底距强度等级正系数正系数力区比例缘高度筋级别

1230.00-0.330.201.301.30160.0011.00300.001.000.000HPB300

130.000.000.201.301.30160.0011.00300.001.000.000HPB300

140.000.000.201.301.30160.0011.00300.001.000.000HPB300

1530.000.330.201.301.30160.0011.00300.001.000.000HPB300

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MNV组合号MNV

11.23200.26-2.532-43.95229.66-22.62

3-17.99321.87-9.984-38.10361.39-21.94

5-35.06429.76-20.046-21.03253.50-11.88

7-4.33286.17-4.168-31.44303.81-16.21

9-24.43325.69-16.1210-51.55343.33-28.17

11-21.40394.06-14.2312-48.51411.70-26.28

13-7.37217.80-6.0614-34.48235.44-18.11

153.71243.74-0.9616-41.47273.14-21.04

17-10.36271.40-9.3318-55.54300.80-29.41

19-8.23319.26-8.0020-53.42348.66-28.09

211.59195.88-2.2922-43.60225.28-22.37

23-3.49282.02-5.3224-46.12319.37-22.88

25-44.60353.56-21.9326-5.00247.83-6.27

Mmax对应组合号:

15Mmax=3.71N=243.74V=-0.96

Mmin对应组合号:

18Mmin=-55.54N=300.80V=-29.41

Nmax对应组合号:

5M=-35.06Nmax=429.76V=-20.04

Nmin对应组合号:

21M=1.59Nmin=195.88V=-2.29

Vmax对应组合号:

15M=3.71N=243.74Vmax=-0.96

Vmin对应组合号:

18M=-55.54N=300.80Vmin=-29.41

☆基本组合

16.03228.41-1.10210.34176.461.35

3-57.23269.57-29.224-52.92217.62-26.77

5-20.88398.67-11.536-16.58346.72-9.08

7-25.60411.54-14.318-49.03453.99-28.27

9-44.72402.04-25.8310-45.30450.27-26.03

11-44.78549.71-25.6212-40.47497.76-23.17

13-42.33517.27-24.1714-25.13302.95-14.19

15-20.83251.00-11.7416-28.58344.54-16.17

17-1.76348.69-3.38182.55296.74-0.94

19-39.71373.39-20.2520-35.41321.44-17.81

21-29.90404.01-20.1322-25.59352.06-17.68

23-67.86428.71-37.0024-63.55376.76-34.55

25-25.65499.74-17.4726-21.34447.78-15.02

27-63.61524.43-34.3428-59.30472.48-31.89

29-6.01252.97-6.0430-1.70201.02-3.59

31-43.96277.67-22.9132-39.66225.72-20.46

339.51289.281.103413.81237.333.55

35-53.76330.44-27.0136-49.45278.49-24.57

37-10.19328.01-10.6238-5.89276.06-8.17

39-73.46369.17-38.7340-69.15317.22-36.29

41-7.22395.01-8.7642-2.91343.06-6.31

43-70.48436.18-36.8744-66.17384.22-34.43

456.53222.28-0.764610.84170.331.69

47-56.73263.44-28.8748-52.42211.49-26.43

49-2.56337.54-5.81501.40279.38-3.59

51-56.97384.12-28.0452-51.01322.01-24.62

53-55.15425.15-26.9054-49.49356.20-23.67

55-4.38296.52-6.9456-0.12245.19-4.53

34Mmax=13.81N=237.33V=3.55

39Mmin=-73.46N=369.17V=-38.73

11M=-44.78Nmax=549.71V=-25.62

46M=10.84Nmin=170.33V=1.69

34M=13.81N=237.33Vmax=3.55

39M=-73.46N=369.17Vmin=-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

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=531.13{N=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=169.00

对应标准组合作用在基底边缘产生的应力:

（W=

）最大值Pmax=202.74;

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---

截面号冲剪所构造所至Tmax基底截面X向X向Y向Y向

需高度需高度边缘距应力高度弯矩配筋弯矩配筋

（0-0）0.290.490.68175.930.4970.22640.40.67388.

（1-1）0.140.400.34202.950.4020.59238.11.52141.

（2-2）0.391.300.88160.041.30105.02343.68.11226.

（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:

0.116%,Y向:

0.058%

（0-0）剖面按0.15%构造配筋面积（mm2）：

830.,Y向:

1003.

（0-0）剖面按0.2%构造配筋面积（mm2）：

1107.,Y向:

1337.

基础短柱配筋结果

基础短柱截面尺寸（mm）：

B×

H=650×

800

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Asmin（mm2）=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

2

123.10435.2810.022-24.67434.76-8.78

311.07557.057.444-10.40533.26-4.24

51.98702.671.956-1.30387.641.25

724.88561.9112.778-3.78561.601.49

93.41538.121.1010-25.25537.80-10.19

1115.79707.537.2812-12.87707.22-4.00

1312.51392.506.5914-16.16392.18-4.70

1530.79526.1914.4316-16.98525.66-4.37

1715.76509.546.2618-32.01509.01-12.54

1924.43628.1210.5920-23.34627.60-8.21

2122.13407.6010.1122-25.64407.07-8.70

2324.68493.3611.8124-24.29478.99-9.09

2520.13566.179.0626-19.74406.18-6.34

15Mmax=30.79N=526.19V=14.43

18Mmin=-32.01N=509.01V=-12.54

11M=15.79Nmax=707.53V=7.28

6M=-1.30Nmin=387.64V=1.25

15M=30.79N=526.19Vmax=14.43

18M=-32.01N=509.01Vmin=-12.54

132.32523.9613.80232.30438.5213.58

3-34.56523.22-12.524-34.57437.78-12.75

515.49694.4410.18615.47609.009.96

710.88703.977.718-14.57661.13-6.16

9-14.59575.69-6.3810-10.16680.66-3.73

112.76898.312.50122.74812.872.27

131.97846.682.3314-1.84457.261.53

15-1.86371.831.3016-1.25537.951.65

1734.82701.2417.651834.81615.8017.42

19-5.30700.801.8520-5.32615.361.63

214.77667.931.31224.75582.501.08

23-35.36667.49-14.4924-35.38582.05-14.71

2522.09905.119.972622.08819.679.74

27-18.03904.66-5.8328-18.05819.23-6.06

2917.49464.068.993017.48378.638.77

31-22.63463.62-6.8032-22.65378.18-7.03

3343.10651.2319.983443.08565.7919.75

35-23.78650.49-6.3536-23.80565.05-6.57

3722.06627.918.543822.04542.488.32

39-44.82627.18-17.7940-44.84541.74-18.01

4134.19793.9414.604234.17708.5014.37

43-32.69793.20-11.7344-32.71707.76-11.95

4530.97485.2113.924630.95399.7713.70

47-35.91484.47-12.4148-35.93399.03-12.63

4931.53592.1614.925030.41493.7314.06

51-31.06574.67-11.6652-30.03478.62-11.35

5326.07679.5311.635425.86566.5411.32

55-25.60487.30-8.3656-25.48405.81-8.60

33Mmax=43.10N=651.23V=19.98

40Mmin=-44.84N=541.74V=-18.01

25M=22.09Nmax=905.11V=9.97

15M=-1.86Nmin=371.83V=1.30

33M=43.10N=651.23Vmax=19.98

40M=-44.84N=541.74Vmin=-18.01

0.000.000.201.151.30160.0010.001.00HPB300

地基承载力计算采用柱底力标准组合

11,M=15.79,N=707.53,V=7.28

基底作用力标准组合值（含覆土及基础自重）:

Mk=25.26,Nk=823.52

基底标准组合作用力偏心值e=0.03

宽A=2.05;

长B=2.46

最大值Pmax=175.51;

最小值Pmin=151.09

25

弯矩M=35.05,轴力N=905.11,偏心值e=0.04

最大值Tmax=196.43,最小值Tmin=162.53

（0-0）0.290.530.83184.990.53105.36879.83.84729.

（1-1）0.140.420.41190.710.4230.45333.24.00277.

（2-2）0.441.301.03182.231.30148.20484.128.90428.

0.132%,Y向:

0.091%

999.,Y向:

1206.

1332.,Y向:

1608.

1,M=74.84,N=211.49,V=-26.43

单侧计算配筋As（mm2）=0.

1,V=13.80,N=523.96

3、基础节点号*14*基础反力

3

13.69636.27-2.782-51.45632.02-24.31

3-12.97801.89-7.344-51.33806.35-29.18

5-39.85996.90-22.216-24.44611.34-14.31

74.13806.41-0.568-28.95803.86-13.47

9-34.22810.87-22.3910-67.31808.32-35.31

11-22.751001.42-15.4312-55.83998.87-28.34

13-7.34615.86-7.5214-40.43613.31-20.44

1511.98757.481.9416-43.16753.23-19.59

17-14.87760.60-13.3418-70.01756.35-34.87

19-6.84893.99-8.4720-61.98889.74-29.99

213.95624.10-2.9422-51.19619.84-24.46

233.15717.25-2.1124-60.14715.61-30.25

25-10.29814.76-9.5426-46.70618.11-22.82

15Mmax=11.98N=757.48V=1.94

18Mmin=-70.01N=756.35V=-34.87

11M=-22.75Nmax=1001.42V=-15.43

6M=-24.44Nmin=611.34V=-14.31

15M=11.98N=757.48Vmax=1.94

10M=-67.31N=808.32Vmin=-35.31

110.