m法(单排桩柱式桥墩)

桩径d= 1.5m k= 1.0h=az kf=0.90桩的计算宽度b1= 2.25m

桩砼抗压弹性模量Ec=30000Mpa

0.1桩毛面积惯性矩I=0.2485m4

0.2桩抗弯刚度EI=0.8EcI=5964117kN·m2

0.3地面或冲刷线下桩埋深h=36m

0.4hm=5m

0.5在hm深度内有两层土？1

第一层土深度h1= 1.65m

0.6γ=0.4389

0.7第一层土m值m1=4000kN/m4

0.8第二层土m值m2=7500kN/m4

0.9非岩石类土比例系数m=5964kN/m4

1.0桩的变形系数α=0.2954

在hm深度内没有两层土

1.1非岩石类土比例系数m=5000kN/m4

1.2桩的变形系数α=0.2852

1.3判断得到桩变形系数α=0.2954

1.4αh=10.6（要求αh>

2.5)

1.5kh=0

选取αh= 4.0

1.6无量纲系数（查表）A1=-5.85333

1.7B1=-5.94097

1.8C1=-0.92677

1.9D1= 4.54780

2.0A2=-6.53316

B2=-12.15810

2.2C2=-10.60840

2.4D2=-

3.76647

2.6A3=-1.61428

2.8B3=-11.73066

3.0C3=-17.91860

D3=-15.07550

3.5A4=9.24368

4.0B4=-0.35762

C4=-15.61050

说明：D4=-23.14040

1、红色部分根据实际情况

2、该EXCEL表格是按照《H0=1作用时水平位移m/kN

(JTG D63-2007)附录P计算

H0=1作用时转角rad/kN

M0=1作用时水平位移m/kN·m

M0=1作用时转角rad/kN·m

H0=1作用时水平位移 1.5613E-05m/kN

H0=1作用时转角 3.0737E-06rad/kN （1）桩顶自由，桩底支承在非岩石类土或基岩面上的单排桩式桥墩

0HH =δ（）

0MH =δ（）

00HM MH ==δδ（）（）

0MM =δ（）

M0=1作用时水平位移

m/kN·m

M0=1作用时转角rad/kN·m

表P.0.8 计算桩身作用效应A1B1C1D1A2B2C2D2

1.000000.000000.000000.000000.00000 1.000000.000000.00000

1.000000.100000.005000.000170.00000 1.000000.100000.00500

1.000000.200000.020000.00133-0.00007 1.000000.200000.02000

0.999980.300000.045000.00450-0.000340.999960.300000.04500

0.999910.399990.080000.01067-0.001070.999830.399980.08000

0.999740.499960.125000.02083-0.002600.999480.499940.12499

0.999350.599870.179980.03600-0.005400.998700.599810.17998

0.998600.699670.244950.05716-0.010000.997200.699510.24494

0.997270.799270.319880.08532-0.017070.994540.798910.31983

0.995080.898520.404720.12146-0.027330.990160.897790.40462

0.991670.997220.499410.16657-0.041670.983330.995830.49921

0.98658 1.095080.603840.22163-0.060960.97317 1.092620.60346

0.97927 1.191710.717870.28758-0.086320.95855 1.187560.71716

0.96908 1.286600.841270.36536-0.118830.93817 1.279900.84002

0.95523 1.379100.973730.45588-0.159730.91047 1.368650.97163

0.93681 1.46839 1.114840.55997-0.210300.87365 1.45259 1.11145

0.91280 1.55346 1.264030.67842-0.271940.82565 1.53020 1.25872

0.88201 1.63307 1.420610.81193-0.346040.76413 1.59963 1.41247

0.84313 1.70575 1.583620.96109-0.434120.68645 1.65867 1.57150

0.79467 1.76972 1.75090 1.12637-0.537680.58967 1.70468 1.73422

0.73502 1.82294 1.92402 1.30801-0.658220.47061 1.73457 1.89872

0.57491 1.88709 2.27217 1.72042-0.956160.15127 1.73110 2.22299

0.34691 1.87450 2.60882 2.19535-1.33889-0.30273 1.61286 2.51874

0.033146 1.75473 2.90670 2.72365-1.81479-0.92602 1.33485 2.74972

-0.38548 1.49037 3.12843 3.28769-2.38756-1.1754830.84177 2.86653

-0.92809 1.03679 3.22471 3.85838-3.05319-2.824100.06837 2.80406

-2.92799-1.27172 2.46304 4.97982-4.98062-6.70806-3.58647 1.27018

-5.85333-5.94097-0.92677 4.54780-6.53316-12.15810-10.60840-3.76647

1、红色部分根据实际情况输入，其余位置请勿改动！

2、该EXCEL表格是按照《公路桥涵地基与基础设计规范》

(JTG D63-2007)附录P计算。

用效应无量纲系数用表

A3B3C3D3A4B4C4

0.000000.00000 1.000000.000000.000000.000000.00000

-0.00017-0.00001 1.000000.10000-0.00500-0.00033-0.00001 -0.00133-0.000130.999990.20000-0.02000-0.00267-0.00020 -0.00450-0.000670.999940.30000-0.04500-0.00900-0.00101 -0.01067-0.002130.999740.39998-0.08000-0.02133-0.00320 -0.02083-0.005210.999220.49991-0.12499-0.04167-0.00781

-0.03600-0.010800.998060.59974-0.17997-0.07199-0.01620 -0.05716-0.020010.995800.69935-0.24490-0.11433-0.03001 -0.08532-0.034120.991810.79854-0.31975-0.17060-0.05120 -0.12144-0.054660.985240.89705-0.40443-0.24284-0.08198 -0.16652-0.083290.975010.99445-0.49881-0.33298-0.12493

-0.22152-0.121920.95975 1.09016-0.60268-0.44292-0.18285 -0.28737-0.172600.93783 1.18342-0.71573-0.57450-0.25886 -0.36496-0.237600.90727 1.27320-0.83753-0.72950-0.35631 -0.45515-0.319330.86573 1.35821-0.96746-0.90754-0.47883 -0.55870-0.420390.81054 1.43680-1.10468-1.11609-0.63027 -0.67629-0.543480.73859 1.50695-1.24808-1.35042-0.81466 -0.80848-0.691440.64637 1.56621-1.39623-1.61340-1.03616 -0.95564-0.867150.52997 1.61162-1.54728-1.90577-1.29909 -1.11796-1.073570.38503 1.63969-1.69889-2.22745-1.60770 -1.29535-1.313610.20676 1.64628-1.84818-2.57798-1.96620

-1.69334-1.90567-0.27087 1.57538-2.12481-3.35952-2.84858 -2.14117-2.66329-0.94885 1.35201-2.33901-4.22811-3.97323 -2.62126-3.59987-1.877340.91679-2.43695-5.14023-5.35541 -3.10341-4.71748-3.107910.19729-2.34558-6.02299-6.99007 -3.54058-5.99979-4.68788-0.89126-1.96928-6.76460-8.84029 -3.91921-9.54367-10.34040-5.85402 1.07408-6.78895-13.69240 -1.61428-11.73066-17.91860-15.075509.24368-0.35762-15.61050

D4

1.00000

1.00000 0.99999 0.99992 0.99966 0.99896

0.99741 0.99440 0.98908 0.98032 0.96667 0.94634 0.91712 0.87638 0.82102 0.74745

0.65156 0.52871 0.37368 0.18071 -0.05652 -0.69158 -1.59151 -2.82106 -4.44491 -6.51972

-13.82610 -23.14040