桩基础m法计算

计算参数桩基直径桩长桩采用C30混凝土，则桩惯矩d =h =Ec1 =I1 ==E1I1 = 0.8Ec1I1 =地基土的比例系数根据公路基础规范附录P计算

kkfb1计算宽度<=2d判断桩的计算宽度取值桩在土中的变形系数α ==桩基混凝土强度等级桩基主筋种类桩基主筋直径桩基主筋净保护层厚度302220.0650.830.93830000mMPaπ×.8^4/640.02014.83E+0510000m4kN·m2kN/m4m =10.91.531.61.53mb1E1I1m0.5015C30HRB335220.06mmm(二) 桩身截面内力及配筋计算1、内力计算1)作用于地面处单桩顶的外力为N0 =H0 =M0 =2)桩身弯矩（基础规范表P.0.3）My =x0 ==φ0 ==97.0954.0200.02EI(x0A3H0kNkNkN·m0MHB320C330D3)EIEI2.4411.625M03EI2EI0.0410(H0m1.6251.751M)02EIEI-0.01422A3、B3、C3、D3由公路桥涵地基与基础设计规范(JTG D63-2007)附表6.12查得，计算见下表桩 身 弯 矩 My 计 算制作人: 李海川 2014-4-22

第 1 页

y

配筋设计FALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSE1608.0FALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSE

(m)

h=αy

(m)

A3

0.00000-0.00017-0.00133-0.00450-0.01067-0.02083-0.03600-0.05716-0.08532-0.12144-0.16652-0.22152-0.28737-0.36496-0.45515-0.55870-0.67629-0.80848-0.95564-1.11796-1.29535-1.69334-2.14117-2.62126-3.10341-3.54058-3.91921-1.61428

B3

0.00000-0.00001-0.00013-0.00067-0.00213-0.00521-0.01080-0.02001-0.03412-0.05466-0.08329-0.12192-0.17260-0.23760-0.31933-0.42039-0.54348-0.69144-0.86715-1.07357-1.31361-1.90567-2.66329-3.59987-4.71748-5.99979-9.54367-11.73066

C4

1.000001.000000.999990.999940.999740.999220.998060.995800.991810.985240.975010.959750.937830.907270.865730.815040.738590.646370.529970.385030.20676-0.27087-0.94885-1.87734-3.10791-4.68788-10.34040-17.91860

D4

0.000000.100000.200000.300000.399980.499910.599740.699350.798540.897050.994451.090161.183421.273201.358211.436801.506951.566211.611621.639691.646281.575381.352010.916790.19729-0.89126-5.85402-15.07550

My

(kN·m)

00.1990.3990.5980.7980.9971.1971.3961.5951.7951.9942.1942.3932.5922.7922.9913.1913.3903.5903.7893.9884.3874.7865.1855.5845.9836.9807.977

00.10.20.30.40.50.60.70.80.911.11.21.31.41.51.61.71.81.922.22.42.62.833.54

200.0389.4574.3750.7915.21065.31198.91314.51411.01488.41546.11584.81605.11608.01594.51567.21524.71471.41408.01336.31257.91087.6909.3733.6569.3423.5167.187.9

y = 2.592 处，弯矩最大垂直力：2、截面配筋计算轴向力的偏心矩：构件的计算长度：惯性半径长细比∴ 应考虑偏心矩增大系数Md =Nd =1608.0129.6kN·mkNe0 = Md/Nd =l0 = 0.7×4/α =i = =l0/I =IA12.4095.5840.227.92mmm>17.5规范怎么要求的？1制作人: 李海川 2014-4-22

l1(0)2121400e0/h0h 第 2 页

偏心矩增大系数式中：截面有效高度 截面高度η =h0 = r+rs =h = 2r =1l1(0)2121400e0/h0h0.400 +0.846.1601.0001.0801.0001.00212.4350.329m>=ξ1 = 0.2+2.7e0/h0 =∴ 荷载偏心率对截面曲率的影响系数ξ1 =ξ2 = 1.15-0.01l0/h =∴ 构件长细比对截面曲率的影响系数∴ξ2 =η =ηe0 =1.0>1.0m由公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D62-2004)附录C有

配筋设计

配筋率ρ =fcd =fsd' =g = rs/r =假定ξ= 0.35 ，A =B =C =D =∴圆形截面结构工作条件系数ρ =γb =0.72010.4828-0.71651.82250.045411>m2fcdBrAe0fsd'Ce0Dgr13.82800.823MPaMPaγb(Ar2fcd+Cρr2fsd') =132.4kN∴ 纵向钢筋面积选用直径 d = 22 mm的 HRB335 钢筋As = ρπr =61 根A =∴ 主筋取用 61 根22 钢筋0.023192Nd =0.02283m2>制作人: 李海川 2014-4-22 第 3 页

说明：

是需要填充数据

根据规范修改过了

3M02EIC3H03EID3)制作人: 2014-4-22两个墩顶和：7252.3363

第 4 页

B李海川y

截面验算FALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSE

(m)00.19942060.39884110.59826170.79768220.99710281.19652341.39594391.59536451.7947851.99420562.19362622.3930467

1607.97122.5924673FALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSEFALSE

2.79188782.99130843.1907293.39014953.58957013.78899063.98841124.38725234.78609345.18493465.58377575.98261686.97971967.9768224

y = 2.592 处，弯矩最大垂直力：2、截面复核轴向力的偏心矩：么要求的？构件的计算长度：惯性半径长细比∴ 应考虑偏心矩增大系数Md =Nd =1608.0129.6kN·mkNe0 = Md/Nd =12.409l0 = 0.7×4/α =5.584i = =l0/I =IAmmm>0.227.921制作人: 李海川 2014-4-22

l1(0)2121400e0/h0 第 5 页h偏心矩增大系数0.729 m式中：截面有效高度 截面高度>语句改过了。∴ 荷载偏心率对截面曲率的影响系数>语句改过了。∴ 构件长细比对截面曲率的影响系数∴η =1l1(0)2121400e0/h0hh0 = r+rs =0.400 +h = 2r =0.80.329m>ξ1 = 0.2+2.7e0/h046.160 =ξ1 =1.000ξ2 = 1.15-0.01l0/h =1.080ξ2 =η =ηe0 =1.0001.00212.435>m由公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D62-2004)附录C有

截面复核

配筋率桩基主筋种类桩基主筋直径主筋数量#N/AA#N/AB#N/AC #N/AD#N/Aρ 0.01134e0#N/Ae0'12.435e0 =22215BfcdDgfsd'rAfcdCfsd'HRB33522mmfcd =fsd' =g = rs/r =13.82800.823MPaMPaγb(Ar2fcd+Cρr2fsd') =#N/A#N/ANd =129.6 kN#N/A规范要求129.6 kNAs制作人: 李海川 2014-4-22 第 6 页

包含人行道板和缘石，人行道栏杆，分隔带

8跨面积容重一片板重

板重

铺装防撞栏杆等合计墩顶平均

中板0.3586282571.725671864.867921.6

316.22

3183.413

边板

0.403628

25

80.7256780.72567

3626.168

10跨面积容重一片板重

板重

铺装防撞栏杆等

合计

中板0.3586282589.657082420.7411152

395.2754068.923

边板

0.403628

25

100.9071100.9071

制作人: 李海川 2014-4-22 第 7 页

17.5

1e(l0)2120/h0h制作人: 2014-4-220李海川 第 8 页

0h)212=0.729 m1.0>语句改过了。1.0>语句改过了。r0.4红色增加在计算e0时还*rγb判断e0和e0’1#N/AABCD取值正确制作人: 李海川l1(0e0/h0 2014-4-22 第 9 页