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制梁台座地基处理打入桩计算单.docx

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制梁台座地基处理打入桩计算单.docx

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制梁台座地基处理打入桩计算单.docx

制梁台座地基处理打入桩计算单

新建盘锦至营口客运专线铁路工程

盘山梁场

制梁台座计算书

 

设计：

复核：

审定：

中铁十九局集团有限公司

一、设计资料

一）地质资料

采用触探资料和钻探资料，勘探资料揭示梁场范围地层，表层为种植土，厚度0.5~2.0m，灰黄色，松散；其下为粘性土层，为黏土层和粉质黏土层，层厚为1.5~3.0m，该土层基本承载力为80~120Kpa；再下为粉质黏土、粉土、粉砂互层，层厚为3.5~7.0m，基本承载力为120~160Kpa；其下为粉砂层和细砂层，粉砂层厚度为4.0~8m，稍密、饱和，基本承载力为120kpa，本层为地震液化层，细砂层厚度达到10m以上，灰色，密实、饱和，基本承载力为200~300kpa。

场地范围地下水位较高，初见水位地面以下约0.5m。

二）制梁台座桩基布置

32ｍ简支箱梁

32ｍ简支梁采用部颁标准图，梁型为单箱单室箱梁。

每孔箱梁场预制混凝土为328.2m3，钢筋混凝土单重按2.6t/m3计，每孔梁重量为853.32ｔ。

制梁台座

制梁台座尺寸长为3340cm，宽为600cm，高为100cm；台座基础采用直径40cm打入管桩。

台座本身自重为111.51*2.5＝288.78t。

制梁台座采用Ｃ30混凝土。

制梁模板及临时荷载重量按80t计算。

作用在台座上的荷载为：

N＝853.32+288.78+80＝1222.1t

　　32m制梁台座桩基布置采用41根直径40cmPHC管桩，布置形式见下图。

三）地基处理计算

1、桩基数据文件

外力输入数据

3

122211222112842.0

0100120

150150180

000

8080100

220220260

1.01.01.0

000

-1-1-1

000

000

102370000

end

桩基数据

1

1-1-11-144011

0.40.425000.16251515.76.17.8130-5000.90.00150.0166.0101

5

0.61.83.57.6100

1.01.21.21.51.5

50008000100002000030000

1.01.01.21.21.5

2530354550

100100120210300

1515151515

2020202020

100160.51

42.01.042.01.03232

41115

111112222233344455566677788899910101010101111111111

12345123451351351351351351351351234512345

153741

41*1.2

-16.1-14.9-11.325-7.55-3.77503.7757.5511.32514.916.1

-2.4-1.201.22.4

00000000000

00000000000

00

8.00

0.72533.46.50.50.01.0

-1

2、桩基计算结果

***************************************************************************************************

制梁台座桩基础设计计算结果资料设计：

复核：

日期：

***************************************************************************************************

HS=1.00第3种组合

基础变形系数AF=0.751461

JMN=1IAA=3N3=1N4=-1N5=-1N6=1N8=4

EI=2513.9K0=0.725B0=0.99AF=0.751461

BX=33.40BY=6.50BZ=0.50

DD=0.000DK=0.000V3=108.55V4=52.35

NS=41XA=0.00YA=0.00

I0（K）=111112222233

I0（K）=344455566677

I0（K）=78889991010101010

I0（K）=1111111111

XI（I）=-16.10-14.90-11.32-7.55-3.780.003.78

XI（I）=7.5511.3214.9016.10

J0（K）=123451234513

J0（K）=513513513513

J0（K）=513513512345

J0（K）=12345

XJ（I）=-2.40-1.200.001.202.40

以下一行各值为《桥规》附录十四中的系数

IDQQDMQDMMP2P3P4

10.00228820.00114470.00092691143.461412.152822.86

20.00228820.00114470.00092691143.461412.152822.86

30.00228820.00114470.00092691143.461412.152822.86

40.00228820.00114470.00092691143.461412.152822.86

50.00228820.00114470.00092691143.461412.152822.86

60.00228820.00114470.00092691143.461412.152822.86

70.00228820.00114470.00092691143.461412.152822.86

80.00228820.00114470.00092691143.461412.152822.86

90.00228820.00114470.00092691143.461412.152822.86

100.00228820.00114470.00092691143.461412.152822.86

110.00228820.00114470.00092691143.461412.152822.86

120.00228820.00114470.00092691143.461412.152822.86

130.00228820.00114470.00092691143.461412.152822.86

140.00228820.00114470.00092691143.461412.152822.86

150.00228820.00114470.00092691143.461412.152822.86

160.00228820.00114470.00092691143.461412.152822.86

170.00228820.00114470.00092691143.461412.152822.86

180.00228820.00114470.00092691143.461412.152822.86

190.00228820.00114470.00092691143.461412.152822.86

200.00228820.00114470.00092691143.461412.152822.86

210.00228820.00114470.00092691143.461412.152822.86

220.00228820.00114470.00092691143.461412.152822.86

230.00228820.00114470.00092691143.461412.152822.86

240.00228820.00114470.00092691143.461412.152822.86

250.00228820.00114470.00092691143.461412.152822.86

260.00228820.00114470.00092691143.461412.152822.86

270.00228820.00114470.00092691143.461412.152822.86

280.00228820.00114470.00092691143.461412.152822.86

290.00228820.00114470.00092691143.461412.152822.86

300.00228820.00114470.00092691143.461412.152822.86

310.00228820.00114470.00092691143.461412.152822.86

320.00228820.00114470.00092691143.461412.152822.86

330.00228820.00114470.00092691143.461412.152822.86

340.00228820.00114470.00092691143.461412.152822.86

350.00228820.00114470.00092691143.461412.152822.86

360.00228820.00114470.00092691143.461412.152822.86

370.00228820.00114470.00092691143.461412.152822.86

380.00228820.00114470.00092691143.461412.152822.86

390.00228820.00114470.00092691143.461412.152822.86

400.00228820.00114470.00092691143.461412.152822.86

410.00228820.00114470.00092691143.461412.152822.86

承台座板底面墩顶纵向承台座板底面墩顶横向

纵向水平位移竖向位移纵向转角容许位移计算位移横向水平位移横向转角容许位移计算位移

AX=0.2564E-03ZX=0.1833E-02CX=0.3195E-06DCJ=0.2000DJ=0.0000E+00AY=0.2330E-03ZY=0.3404E-13CY=0.1594E-04CDJ=0.2000CJ=0.0000E+00

桩号桩长纵向外力引起的桩顶横向外力引起的桩顶单桩最大稳定允许单桩摩擦允许单桩

轴向力弯矩轴向力弯矩轴向力轴向力轴向力

NH1NIMINJMJWNWPNNPIIP1

115.00312.34-3.61-6.5-2.84329.7710.2812.817084.23

215.00312.34-3.61-3.3-2.84329.7710.2812.817084.23

315.00312.34-3.610.0-2.84329.7710.2812.817084.23

415.00312.34-3.613.3-2.84329.7710.2812.817084.23

515.00312.34-3.616.5-2.84329.7710.2812.817084.23

615.00312.41-3.61-6.5-2.84329.7710.2812.817084.23

715.00312.41-3.61-3.3-2.84329.7710.2812.817084.23

815.00312.41-3.610.0-2.84329.7710.2812.817084.23

915.00312.41-3.613.3-2.84329.7710.2812.817084.23

1015.00312.41-3.616.5-2.84329.7710.2812.817084.23

1115.00312.60-3.61-6.5-2.84329.7710.2812.817084.23

1215.00312.60-3.610.0-2.84329.7710.2812.817084.23

1315.00312.60-3.616.5-2.84329.7710.2812.817084.23

1415.00312.81-3.61-6.5-2.84329.7710.2812.817084.23

1515.00312.81-3.610.0-2.84329.7710.2812.817084.23

1615.00312.81-3.616.5-2.84329.7710.2812.817084.23

1715.00313.01-3.61-6.5-2.84329.7710.2812.817084.23

1815.00313.01-3.610.0-2.84329.7710.2812.817084.23

1915.00313.01-3.616.5-2.84329.7710.2812.817084.23

2015.00313.22-3.61-6.5-2.84329.7710.2812.817084.23

2115.00313.22-3.610.0-2.84329.7710.2812.817084.23

2215.00313.22-3.616.5-2.84329.7710.2812.817084.23

2315.00313.43-3.61-6.5-2.84329.7710.2812.817084.23

2415.00313.43-3.610.0-2.84329.7710.2812.817084.23

2515.00313.43-3.616.5-2.84329.7710.2812.817084.23

2615.00313.63-3.61-6.5-2.84329.7710.2812.817084.23

2715.00313.63-3.610.0-2.84329.7710.2812.817084.23

2815.00313.63-3.616.5-2.84329.7710.2812.817084.23

2915.00313.84-3.61-6.5-2.84329.7710.2812.817084.23

3015.00313.84-3.610.0-2.84329.7710.2812.817084.23

3115.00313.84-3.616.5-2.84329.7710.2812.817084.23

3215.00314.03-3.61-6.5-2.84329.7710.2812.817084.23

3315.00314.03-3.61-3.3-2.84329.7710.2812.817084.23

3415.00314.03-3.610.0-2.84329.7710.2812.817084.23

3515.00314.03-3.613.3-2.84329.7710.2812.817084.23

3615.00314.03-3.616.5-2.84329.7710.2812.817084.23

3715.00314.10-3.61-6.5-2.84329.7710.2812.817084.23

3815.00314.10-3.61-3.3-2.84329.7710.2812.817084.23

3915.00314.10-3.610.0-2.84329.7710.2812.817084.23

4015.00314.10-3.613.3-2.84329.7710.2812.817084.23

4115.00314.10-3.616.5-2.84329.7710.2812.817084.23

检算桩号K=1

层号距离弯矩轴向力混凝土最大钢筋最大钢筋最大钢筋面积桩侧土允许桩侧土

压应力压应力拉应力压应力压应力

NOYMNSGHSGPSGGASXYSXZ

10.00-4.59305.803.1144.500.001.880.0058.55

20.00-4.59305.803.1144.500.001.880.0058.55

30.00-4.59305.803.1144.500.001.880.0058.55

40.80-1.72280.702.4636.090.001.881.4295.85

51.600.33255.602.0430.510.001.881.87133.15

62.401.21230.501.9929.250.001.881.44170.46

73.191.22205.401.7926.310.001.880.66198.71

83.990.80180.301.5322.590.001.88-0.03198.71

94.790.38155.201.2718.860.001.88-0.45198.71

以下一行各值为桩身地面处截面处计算结果

检算桩号纵向位移纵向转角纵向弯矩纵向剪力横向位移横向转角横向弯矩横向剪力

K=1X0C=0.00026F0C=0.00000S0C=-3.61Q0C=2.93X0H=0.00023F0H=-0.00002S0H=-2.84Q0H=2.44

检算桩号K=5

层号距离弯矩轴向力混凝土最大钢筋最大钢筋最大钢筋面积桩侧土允许桩侧土

压应力压应力拉应力压应力压应力

NOYMNSGHSGPSGGASXYSXZ

10.00-4.59318.883.2246.040.001.880.0058.55

20.00-4.59318.883.2246.040.001.880.0058.55

30.00-4.59318.883.2246.040.001.880.0058.55

40.80-1.72292.622.5537.480.001.881.4295.85

51.600.33266.362.1331.770.001.881.87133.15

62.401.21240.092.0630.370.001.881.44170.46

73.191.22213.831.8627.300.001.880.66198.71

83.990.80187.571.5923.440.001.88-0.03198.71

94.790.38161.311.3219.570.001.88-0.45198.71

以下一行各值为桩身地面处截面处计算结果

检算桩号纵向位移纵向转角纵向弯矩纵向剪力横向位移横向转角横向弯矩横向剪力

K=5X0C=0.00026F0C=0.00000S0C=-3.61Q0C=2.93X0H=0.00023F0H=-0.00002S0H=-2.84Q0H=2.44

检算桩号K=37

层号距离弯矩轴向力混凝土最大钢筋最大钢筋最大钢筋面积桩侧土允许桩侧土

压应力压应力拉应力压应力压应力

NOYMNSGHSGPSGGASXYSXZ

10.00-4.59307.563.1344.710.001.880.0058.55

20.00-4.59307.563.1344.710.001.880.0058.55

30.00-4.59307.563.1344.710.001.880.0058.55

40.80-1.72282.312.4736.270.001.881.4295.85

51.600.33257.052.0630.680.001.881.87133.15

62.401.21231.792.0029.400.001.881.44170.46

73.191.22206.541.8026.450.001.880.66198.71

83.990.80181.281.5422.700.001.88-0.03198.71

94.790.38156.021.2818.960.001.88-0.45198.71

以下一行各值为桩身地面处截面处计算结果

检算桩号纵向位移纵向转角纵向弯矩纵向剪力横向位移横向转角横向弯矩横向剪力

K=37X0C=0.00026F0C=0.00000S0C=-3.61Q0C=2.93X0H=0.00023F0H=-0.00002S0H=-2.84Q0H=2.44

检算桩号K=41

层号距离弯矩轴向

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