m法(单排桩柱式桥墩)

-0.00001 -0.00020
-0.00101
-0.00320 -0.00781
-0.03600 -0.05716 -0.08532 -0.12144 -0.16652
-0.01080 -0.02001 -0.03412 -0.05466 -0.08329
0.99806 0.99580 0.99181 0.98524 0.97501
2.27217 2.60882 2.90670 3.12843 3.22471
1.72042 2.19535 2.72365 3.28769 3.85838
-0.95616 -1.33889 -1.81479 -2.38756 -3.05319
0.15127 -0.30273 -0.92602 -1.175483 -2.82410
m
m Mpa m4 kN·m2 m m
m
kN/m4 kN/m4 kN/m4
5000 kN/m4 0.2852 0.2954 10.6 （要求αh>2.5)
0 4.0 -5.85333 -5.94097 -0.92677 4.54780 -6.53316 -12.15810 -10.60840 -3.76647 -1.61428 -11.73066 -17.91860 -15.07550 9.24368 -0.35762 -15.61050
H0=1作用时水平位移 H0=1作用时转角 M0=1作用时水平位移 M0=1作用时转角
（H0H）= （M0H）= （H0M）=（M0H）= （M0M）=
1.5873E-05 m/kN 3.1144E-06 rad/kN 3.1144E-06 m/kN·m 9.9358E-07 rad/kN·m
（2)桩顶自由，桩底嵌固在基岩中的单排桩式桥墩
0.60384 0.71787 0.84127 0.97373 1.11484
0.22163 0.28758 0.36536 0.45588 0.55997
-0.06096 -0.08632 -0.11883 -0.15973 -0.21030
0.97317 0.95855 0.93817 0.91047 0.87365
0.99996
0.99983 0.99948
0.10000 0.20000
0.30000
0.39998 0.49994
0.00500 0.02000
0.04500
0.08000 0.12499
0.99935 0.99860 0.99727 0.99508 0.99167
0.59987 0.69967 0.79927 0.89852 0.99722
0.30000
0.39999 0.49996
0.00500 0.00017 0.00000 0.02000 0.00133 -0.00007
0.04500 0.00450 -0.00034
0.08000 0.01067 -0.00107 0.12500 0.02083 -0.00260
1.00000 1.00000
1.26403 1.42061 1.58362 1.75090 1.92402
0.67842 0.81193 0.96109 1.12637 1.30801
-0.27194 -0.34604 -0.43412 -0.53768 -0.65822
0.82565 0.76413 0.68645 0.58967 0.47061
-1.69334 -2.14117 -2.62126 -3.10341 -3.54058
-1.90567 -2.66329 -3.59987 -4.71748 -5.99979
-0.27087 -0.94885 -1.87734 -3.10791 -4.68788
1.57538 -2.12481 -3.35952 1.35201 -2.33901 -4.22811 0.91679 -2.43695 -5.14023 0.19729 -2.34558 -6.02299 -0.89126 -1.96928 -6.76460
-0.22152 -0.28737 -0.36496 -0.45515 -0.55870
-0.12192 -0.17260 -0.23760 -0.31933 -0.42039
0.95975 0.93783 0.90727 0.86573 0.81054
1.09016 -0.60268 -0.44292 1.18342 -0.71573 -0.57450 1.27320 -0.83753 -0.72950 1.35821 -0.96746 -0.90754 1.43680 -1.10468 -1.11609
表P.0.8 计算桩身作用效应无量纲系数
A1
B1
C1
D1
A2
B2
C2
D2
1.00000 0.00000 0.00000 0.00000 0.00000 1.00000 0.00000 0.00000
1.00000 1.00000
0.99998
0.99991 0.99974
0.10000 0.20000
-0.69158 -1.59151 -2.82106 -4.44491 -6.51972
-13.82610 -23.14040
1.53020 1.59963 1.65867 1.70468 1.73457
1.25872 1.41247 1.57150 1.73422 1.89872
0.57491 0.34691 0.033146 -0.38548 -0.92809
1.88709 1.87450 1.75473 1.49037 1.03679
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
h1= γ= m1= m2= m= α=
m= α= α= αh= kh= αh= A1= B1= C1= D1= A2= B2= C2= D2= A3= B3= C3= D3= A4= B4= C4=
1.5 1.0 0.9 2.25 30000 0.2485
5964117
36 5 1 1.65 0.4389 4000 7500 5964 0.2954
1.73110 1.61286 1.33485 0.84177 0.06837
2.22299 2.51874 2.74972 2.86653 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
1.50695 -1.24808 -1.35042 1.56621 -1.39623 -1.61340 1.61162 -1.54728 -1.90577 1.63969 -1.69889 -2.22745 1.64628 -1.84818 -2.57798
-0.81466 -1.03616 -1.29909 -1.60770 -1.96620
桩径
桩的计算宽度 桩砼抗压弹性模量 桩毛面积惯性矩 桩抗弯刚度 地面或冲刷线下桩埋
在hm深度内有两层 第一层土深度
第一层土m值 第二层土m值 非岩石类土比例系数 桩的变形系数 在hm深度内没有两层 非岩石类土比例系数 桩的变形系数 判断得到桩变形系数
选取 无量纲系数（查表）
d= k= kf= b1= Ec= I= EI=0.8Ec I= h= hm=
0.17998 0.24495 0.31988 0.40472 0.49941
0.03600 0.05716 0.08532 0.12146 0.16657
-0.00540 -0.01000 -0.01707 -0.02733 -0.04167
0.99870 0.99720 0.99454 0.99016 0.98333
0.59981 0.69951 0.79891 0.89779 0.99583
0.17998 0.24494 0.31983 0.40462 0.49921
0.98658 0.97927 0.96908 0.95523 0.93681
1.09508 1.19171 1.28660 1.37910 1.46839
-0.18285 -0.25886 -0.35631 -0.47883 -0.63027
-0.67629 -0.80848 -0.95564 -1.11796 -1.29535
-0.54348 -0.69144 -0.86715 -1.07357 -1.31361
0.73859 0.64637 0.52997 0.38503 0.20676
-0.00213 -0.00521
1.00000 0.99999
0.99994
0.99974 0.99922
0.10000 -0.00500 -0.00033 0.20000 -0.02000 -0.00267
0.30000 -0.04500 -0.00900
0.39998 -0.08000 -0.02133 0.49991 -0.12499 -0.04167
H0=1作用时水平位移 （H0H）=
1.5613E-05 m/kN
H0=1作用时转角
（M0H）=
3.0737E-06 rad/kN
M0=1作用时水平位移 （H0M）=（M0H）= 3.0737E-06 m/kN·m
M0=1作用时转角
（M0M）=
9.8314E-07 rad/kN·m
2、该 EXCEL表 格是按 照《公 路桥涵 地基与 基(J础TG设 D63-
D4=
-23.14040
hห้องสมุดไป่ตู้az 0
0.1 0.2
0.3
0.4 0.5
0.6 0.7 0.8 0.9 1.0
1.1 1.2 1.3 1.4 1.5
1.6 1.7 1.8 1.9 2.0
2.2 2.4 2.6 2.8 3.0
3.5 4.0
说明： 1、红色 部分根 据实际 情况输 入，其 余位置
（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
-2.84858 -3.97323 -5.35541 -6.99007 -8.84029
-3.91921 -9.54367 -10.34040 -5.85402 1.07408 -6.78895 -13.69240 -1.61428 -11.73066 -17.91860 -15.07550 9.24368 -0.35762 -15.61050
1.09262 1.18756 1.27990 1.36865 1.45259
0.60346 0.71716 0.84002 0.97163 1.11145
0.91280 0.88201 0.84313 0.79467 0.73502
1.55346 1.63307 1.70575 1.76972 1.82294
桩身作用效应无量纲系数用表
A3
B3
C3
D3
A4
B4
C4
0.00000 0.00000 1.00000 0.00000 0.00000 0.00000 0.00000
-0.00017 -0.00133
-0.00450
-0.01067 -0.02083
-0.00001 -0.00013
-0.00067
0.59974 -0.17997 -0.07199 0.69935 -0.24490 -0.11433 0.79854 -0.31975 -0.17060 0.89705 -0.40443 -0.24284 0.99445 -0.49881 -0.33298
-0.01620 -0.03001 -0.05120 -0.08198 -0.12493