抗滑动桩验算 M@@l>"g@
计算项目： 抗滑桩综合分析 14 >mRA|0$
------------------------------------------------------------------------ to~Ap=E
原始条件: 6QVdnXoG/
<a%9d<@m
钢筋混凝土配筋计算依据:《混凝土结构设计规范GB 50010--2002》 v <1d3G=G
===================================================================== bqpy@WiI S
第 1 种情况: 滑坡推力(一般情况) 4:<74B
5Mm><"0
(一) 桩身内力计算 zs!,PQF(
剩余下滑力 = 818.008(kN) 剩余下滑力角度 = 5.623° .G# wXsJj
剩余下滑力水平分力 = 814.072(kN) 剩余下滑力竖直分力 = 80.152(kN) \{
分布范围为桩顶以下(0 ～ 9.500m)范围 ;&4}hPq
[桩前剩余抗滑力] 6 J[ {?,
桩前覆土层到嵌固点的厚度 = 9.300(m) dWV.5cViP
桩前剩余抗滑力水平分力 = 0.000(kN) ~i 'Ib_%h
合力作用点到嵌固点距离 = 4.650(m) ;w ";s$
第1嵌固段地层计算方法: K 法 CDcZ6.f
背侧——为挡土侧；面侧——为非挡土侧。 $(pzh:|
背侧最大弯矩 = 17745.631(kN-m) 距离桩顶 11.135(m) *gMo(-tN
面侧最大弯矩 = 0.000(kN-m) 距离桩顶 0.000(m) n Dx}6}5)
最 大 剪 力 = 3187.004(kN) 距离桩顶 9.298(m) <PL9 4
最 大 位 移 = -54(mm) MHo(j%I1E
点号 距顶距离 弯矩 剪力 位移 土反力 V'(yrz!
(m) (kN-m) (kN) (mm) (kPa) 7+wy`xi
1 0.000 0.000 0.000 -53.78 0.000 /IS_-h7>XS
2 0.202 7.002 -69.283 -52.70 0.000 ^g/
3 0.404 28.008 -138.565 -51.61 0.000 L+y}hb
r
4 0.606 63.018 -207.848 -50.52 0.000 7i?" akr4
5 0.809 112.032 -277.131 -49.43 0.000 dLl/V3C6t
6 1.011 175.049 -346.413 -48.35 0.000 %>^CD_[eO
7 1.213 252.071 -415.696 -47.26 0.000 iev02 8M
8 1.415 343.097 -484.979 -46.17 0.000 @R% n &
9 1.617 448.126 -554.262 -45.08 0.000 ?m5@ 63 5
10 1.819 567.160 -623.544 -44.00 0.000 =Tv;?U C
11 2.021 700.198 -692.827 -42.91 0.000 ${\iHg[vZ
12 2.223 847.239 -762.110 -41.83 0.000 Rn 6;@Cw
13 2.426 1008.284 -831.392 -40.75 0.000 kGm-jh
14 2.628 1183.334 -900.675 -39.67 0.000 \x D.rBbt
15 2.830 1372.387 -969.958 -38.59 0.000 % D|p7&
16 3.032 1575.444 -1039.240 -37.51 0.000 )U0`?kD
17 3.234 1792.505 -1108.523 -36.44 0.000 WK;X6`
18 3.436 2023.571 -1177.806 -35.37 0.000 x=(y
19 3.638 2268.640 -1247.089 -34.31 0.000 r|2 Y|6@
20 3.840 2527.713 -1316.371 -33.24 0.000 Z_vIGH|1
21 4.043 2800.790 -1385.654 -32.19 0.000 4D(5WJ&
22 4.245 3087.871 -1454.937 -31.13 0.000 9UlR fl
23 4.447 3388.956 -1524.219 -30.08 0.000 L{_Q%!h3]
24 4.649 3704.044 -1593.502 -29.04 0.000 @jb
-u S
25 4.851 4033.137 -1662.785 -28.01 0.000 Y'tPD#|r
26 5.053 4376.234 -1732.067 -26.98 0.000 4%#Y)z o.e
27 5.255 4733.334 -1801.350 -25.96 0.000 %Wy$m?gD
28 5.457 5104.439 -1870.633 -24.94 0.000 A/eZnsk
29 5.660 5489.548 -1939.915 -23.94 0.000 ,e\' Y!'
30 5.862 5888.661 -2009.198 -22.95 0.000 A.nU8
31 6.064 6301.777 -2078.481 -21.96 0.000 B3 f Kb#T
32 6.266 6728.898 -2147.764 -20.99 0.000 *`.h8gTD,
33 6.468 7170.022 -2217.046 -20.03 0.000 It$'6HV~Sb
34 6.670 7625.150 -2286.329 -19.08 0.000 5~GHA i
35 6.872 8094.283 -2355.612 -18.14 0.000 1&%6sZN
36 7.074 8577.418 -2424.894 -17.22 0.000 ~)Z{ Yj9)S
37 7.277 9074.560 -2494.177 -16.31 0.000 UYJMW S=
38 7.479 9585.703 -2563.460 -15.42 0.000 4 cC
39 7.681 10110.852 -2632.742 -14.55 0.000 r(=
40 7.883 10650.003 -2702.025 -13.69 0.000 [JI>e;l
C:
41 8.085 11203.160 -2771.308 -12.85 0.000 7Gg3$E+#*
42 8.287 11770.319 -2840.590 -12.03 0.000 r N0G|
43 8.489 12351.482 -2909.873 -11.23 0.000 49S *f
44 8.691 12946.649 -2979.156 -10.46 0.000 [-}LEH1[p
45 8.894 13555.823 -3048.439 -9.70 0.000 i\E}!Rwl+
46 9.096 14178.999 -3117.721 -8.97 0.000 m~`d<RM/
47 9.298 14816.178 -3187.004 -8.26 0.000 i*-[-hn-V
48 9.500 15467.360 -3088.954 -7.58 0.000 9K ~0:c
49 9.704 16069.158 -2726.636 -6.92 -833.709 :E
]Ys
50 9.909 16579.338 -2261.434 -6.29 -852.511 MDkcG"O
51 10.113 16993.398 -1785.857 -5.68 -871.314 /SDN7M]m!
52 10.317 17309.211 -1319.891 -5.11 -817.722 Mrpz (})
53 10.522 17532.830 -892.681 -4.57 -730.872 wuRB [KLe
54 10.726 17674.047 -512.019 -4.06 -648.990 ~*a PeJ
55 10.930 17742.090 -175.153 -3.58 -572.115 -|s
w\Q
56 11.135 17745.631 120.685 -3.13 -500.268 PvW {g5)S
57 11.339 17692.768 378.269 -2.71 -433.451 h" h3SD~
58 11.543 17591.033 600.372 -2.32 -371.649 qPle=6U[IL
59 11.748 17447.398 789.751 -1.97 -314.833 )IN!CmpN
60 11.952 17268.266 949.147 -1.64 -262.962 SM%N ]/@U
61 12.157 17059.486 1081.275 -1.35 -215.987 ko-| hBNv
62 12.361 16826.354 1188.818 -1.09 -173.848 37C'knW
63 12.565 16573.621 1274.428 -0.85 -136.479 2d1Z;@x
64 12.770 16305.500 1340.717 -0.65 -103.810 ~<[$.8*
65 12.974 16025.676 1390.255 -0.47 -75.763 b
EB3 #uc
66 13.178 15737.310 1425.573 -0.33 -52.260 M*XAyo4 fI
67 13.383 15443.051 1449.155 -0.21 -33.220 1Pya\To,m
68 13.587 15145.047 1463.439 -0.12 -18.558
S0 -f_,(
69 13.791 14844.949 1470.818 -0.05 -8.191 (9 g L
70 13.996 14543.929 1473.639 -0.01 -2.034 o<
)"\f/,
71 14.200 14242.680 737.100 0.00 0.000 RsTz3]`yv
桩底竖向合力 = 1195.42(kN)，桩底面积A = 3.142(m2) +XL^dzN[|$
桩底所在土层承载力 = 600.00(kPa) \VQv
"wid
故桩的竖向地基承载力满足。 aMa ICM
-*`7Q'}%
fC6zDTis8A
(二) 桩身配筋计算 uY 6]rt_#a
mab921- n
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 3y#0Lb-y
(m) (kN.m) (kN) (mm2) (mm2/m) `6bIxb{
1 0.00 1.00 0.000 15708 575 IXjFK
2 0.20 7.00 -69.283 15708 575 1Q[I $=- F
3 0.40 28.01 -138.565 15708 575 )Z4ilpU,
4 0.61 63.02 -207.848 15708 575 B49:
R >
5 0.81 112.03 -277.131 15708 575 {J#SpG 7
6 1.01 175.05 -346.413 15708 575 l(&3s:Ud
7 1.21 252.07 -415.696 15708 575 Ag[Zs%X
8 1.41 343.10 -484.979 15708 575 9i9'Rd`g
9 1.62 448.13 -554.262 15708 575 EI+RF{IKh
10 1.82 567.16 -623.544 15708 575 (<bYoWrK#
11 2.02 700.20 -692.827 15708 575 HpbSf1VvAf
12 2.22 847.24 -762.110 15708 575 e@6] rl
13 2.43 1008.28 -831.392 15708 575 <Wd#HKIG>l
14 2.63 1183.33 -900.675 15708 575 rV6&: \
15 2.83 1372.39 -969.958 15708 575 B{}<DP.
16 3.03 1575.44 -1039.240 15708 575 1C e7\A
17 3.23 1792.51 -1108.523 15708 575 NUSb7<s,&Y
18 3.44 2023.57 -1177.806 15708 575 ,"6Bw |s
19 3.64 2268.64 -1247.089 15708 575 , |5|aVfh
20 3.84 2527.71 -1316.371 15708 575 Oy(f h%k#
21 4.04 2800.79 -1385.654 15708 575 hJ~Na\?w
22 4.24 3087.87 -1454.937 15708 575 =@e3I)D#?i
23 4.45 3388.96 -1524.219 15708 575 m5c=h
24 4.65 3704.04 -1593.502 15708 575 /\7E&n:)2
25 4.85 4033.14 -1662.785 15708 575 :%&|5Ytb
26 5.05 4376.23 -1732.067 15708 575 Nuc;Y
27 5.26 4733.33 -1801.350 15708 575 sd5% S zx
28 5.46 5104.44 -1870.633 16509 575 e 3o?=;
29 5.66 5489.55 -1939.915 17877 575 zx #HyO[a
30 5.86 5888.66 -2009.198 19358 575 FX1[ 2\
31 6.06 6301.78 -2078.481 20755 575 zWs ("L(#s
32 6.27 6728.90 -2147.764 22252 575 bC a%$
33 6.47 7170.02 -2217.046 23857 575 D*T* of G
34 6.67 7625.15 -2286.329 25578 575 I
68Y4s
35 6.87 8094.28 -2355.612 27152 575 |DUWB;
36 7.07 8577.42 -2424.894 29110 575 ]1Wh3C
37 7.28 9074.56 -2494.177 30901 575 g:dtfa /]
38 7.48 9585.70 -2563.460 32802 575 'dXGd.V7u
39 7.68 10110.85 -2632.742 34820 575 ?nf !s J'm
40 7.88 10650.00 -2702.025 36962 575 7~zd
%
o
41 8.09 11203.16 -2771.308 38848 575 0H9UM *O
42 8.29 11770.32 -2840.590 41238 575 ?/@ U#Qy
43 8.49 12351.48 -2909.873 43341 575 qdW"g$fW
44 8.69 12946.65 -2979.156 45552 575 G 6r2
"
45 8.89 13555.82 -3048.439 47875 575 ,J*C'#sW
46 9.10 14179.00 -3117.721 50318 575 X RQz~Py
47 9.30 14816.18 -3187.004 52884 575 P y@/\V
48 9.50 15467.36 -3088.954 55582 575 u;
]4 ydp
49 9.70 16069.16 -2726.636 57839 575 { l0[`"EF
50 9.91 16579.34 -2261.434 60187 575 QUQ w/
51 10.11 16993.40 -1785.857 62011 575 $U/|+*
52 10.32 17309.21 -1319.891 63257 575 K*!qt(D&
53 10.52 17532.83 -892.681 63890 575 4D'AAr57
54 10.73 17674.05 -512.019 64529 575 +,g3Xqs}X
55 10.93 17742.09 -175.153 64529 575 _^%DfMP3i\
56 11.13 17745.63 120.685 64529 575 ax)>rP,V
57 11.34 17692.77 378.269 64529 575 u~pBMg
,
58 11.54 17591.03 600.372 63890 575 e =ITAH3b
59 11.75 17447.40 789.751 63890 575 M)qb6aD0
60 11.95 17268.27 949.147 62631 575 W(#u^,$e[
61 12.16 17059.49 1081.275 62011 575 gJ=y7yX
62 12.36 16826.35 1188.818 60789 575 o;kxu(>yL'
63 12.57 16573.62 1274.428 60187 575 ur$=%3vM
64 12.77 16305.50 1340.717 59001 575 @ajt
D-_2
65 12.97 16025.68 1390.255 57839 575 te[#FF3{
66 13.18 15737.31 1425.573 56699 575 s~p(59
67 13.38 15443.05 1449.155 55582 575 -){aBMOv3
68 13.59 15145.05 1463.439 54487 575 A<s zY92&5
69 13.79 14844.95 1470.818 52884 575 y2`},
70 14.00 14543.93 1473.639 51842 575 {P {h|+ ;
71 14.20 14242.68 737.100 50821 575 TCWt3\
===================================================================== BjSd\Ul
===================================================================== 7G wo:s L
第 2 种情况: 库仑土压力(一般情况) z7X,5[P
JGHQzC
(一) 桩身内力计算 +0l-zd\
按实际墙背计算得到: 4 (c{%%
第1破裂角： 50.000(度) N^Hj%5
Ea=1571.176(kN) Ex=1533.933(kN) Ey=340.065(kN) 作用点到嵌固点距离 Zy=2.111(m) 4'~z uUs
桩前覆土深度为9.300时的被动土压力： ]t"X~
Ea=1870.310(kN) Ex=1870.310(kN) Ey=0.000(kN) 作用点到嵌固点距离 Zy=3.188(m) ` n#Db
第1嵌固段地层计算方法: K 法 ieap
背侧——为挡土侧；面侧——为非挡土侧。 `GU Gy. b
背侧最大弯矩 = 0.063(kN-m) 距离桩顶 0.000(m) iJU=98q
面侧最大弯矩 = 11502.305(kN-m) 距离桩顶 10.522(m) YB}m1 g`
最 大 剪 力 = 2185.076(kN) 距离桩顶 6.670(m) cM_!_8 o
最 大 位 移 = 34(mm) \[9^,Q P
点号 距顶距离 弯矩 剪力 位移 土反力 :<P3 fW
(m) (kN-m) (kN) (mm) (kPa) XN&cM,
1 0.000 0.063 0.698 34.37 0.000 goqm6L^Cu
2 0.202 -0.166 5.854 33.67 0.000 xNd p]u
3 0.404 -2.151 18.298 32.96 0.000 agGgj>DDd
4 0.606 -7.360 37.389 32.26 0.000 (Q?@LzCjy
5 0.809 -16.988 61.695 31.56 0.000 6 h%,%
6 1.011 -31.954 90.193 30.85 0.000 ]x(cX&S-9
7 1.213 -53.103 122.882 30.15 0.000 Y" U t
8 1.415 -81.283 159.763 29.45 0.000 -UoTBvObAm
9 1.617 -117.342 200.834 28.74 0.000 Y*QoD9<T?;
10 1.819 -162.125 246.095 28.04 0.000 mH yT1e
11 2.021 -216.480 295.549 27.34 0.000
p]eVb y"
12 2.223 -281.256 349.195 26.63 0.000 *'cyFu$
13 2.426 -357.298 407.032 25.93 0.000 kBeYl+*pk
14 2.628 -445.454 469.058 25.23 0.000 i5 0c N<o
15 2.830 -546.571 535.276 24.53 0.000 A\w"!tNM|
16 3.032 -661.496 605.686 23.83 0.000 Gk']Ma2J}
17 3.234 -791.076 680.288 23.13 0.000 egmNX't6f5
18 3.436 -936.160 759.081 22.43 0.000 J kxsua
19 3.638 -1097.532 841.166 21.74 0.000 Ie]k/qw+ Y
20 3.840 -1275.706 925.166 21.04 0.000 /O}lSXo6E
21 4.043 -1471.003 1010.605 20.35 0.000 a=4 `C*)
22 4.245 -1683.716 1097.482 19.66 0.000 Qv
W vS9]
23 4.447 -1914.135 1185.798 18.98 0.000 XW.k%H4@
24 4.649 -2162.549 1275.550 18.30 0.000 ZOBcV,K
25 4.851 -2429.250 1366.742 17.62 0.000 \0veld
26 5.053 -2714.530 1459.372 16.94 0.000 5wa'SexqE
27 5.255 -3018.677 1553.441 16.27 0.000 `iN H`:[w
28 5.457 -3341.985 1648.949 15.61 0.000 2,6~;R
29 5.660 -3684.742 1745.893 14.95 0.000 6r.#/' "
30 5.862 -4047.240 1844.276 14.30 0.000 (M 2hK[
31 6.064 -4429.769 1944.097 13.65 0.000 /.WIED}>
32 6.266 -4832.620 2045.358 13.01 0.000 eg1Mdg\a
33 6.468 -5256.083 2148.057 12.38 0.000 R>t?6HOcp
34 6.670 -5695.928 2185.076 11.76 0.000 nX_w F`n"
35 6.872 -6134.143 2153.223 11.15 0.000 %x-` Y[
36 7.074 -6565.418 2116.420 10.55 0.000 T'ei>]y]
37 7.277 -6988.755 2074.667 9.96 0.000 #62*'.B4
38 7.479 -7403.151 2027.965 9.39 0.000 z"c,TlVN3
39 7.681 -7807.608 1976.310 8.82 0.000 Ye| (5f
40 7.883 -8201.123 1919.705 8.27 0.000 6rMXv0 )
41 8.085 -8582.696 1858.149 7.74 0.000 cTBUj
42 8.287 -8951.327 1791.644 7.22 0.000 @u @,E dh
43 8.489 -9306.016 1720.189 6.71 0.000 7 <ZGNxZ~
44 8.691 -9645.837 1644.927 6.22 0.000 I P
45 8.894 -9970.403 1570.338 5.75 0.000 pkf$%{"e
46 9.096 -10280.297 1499.763 5.30 0.000 / K (l[M
47 9.298 -10574.525 1473.406 4.86 0.000 %Jji<M]
48 9.500 -10873.111 1248.658 4.44 0.000 BJgHel+N
49 9.704 -11141.227 1089.211 4.04 645.697 y8 ODoXk
50 9.909 -11323.235 733.240 3.65 584.159 0| DyYu
51 10.113 -11440.141 427.027 3.29 525.829 &` IJ55Z-)
52 10.317 -11497.760 152.104 2.94 470.740 .L~
NX/V
53 10.522 -11502.305 -93.322 2.62 418.909 GOsOFs "I
54 10.726 -11459.619 -311.052 2.31 370.338 jcp6-XM
55 10.930 -11375.180 -502.878 2.03 325.013 jmG)p|6
56 11.135 -11254.096 -670.586 1.77 282.913 A*~BkvPr
57 11.339 -11101.114 -815.946 1.53 244.003 if?X^j 0
58 11.543 -10920.622 -940.706 1.30 208.239 mX%T"_^
59 11.748 -10716.651 -1046.587 1.10 175.571 C]Q`!e
60 11.952 -10492.886 -1135.283 0.91 145.940 kni{1Gr
61 12.157 -10252.666 -1208.450 0.75 119.284 |'``pq/}_
62 12.361 -9998.998 -1267.712 0.60 95.535 QM'|k6
63 12.565 -9734.559 -1314.653 0.47 74.621 ^Wr L
64 12.770 -9461.704 -1350.816 0.35 56.467 Pm]lr|Q{I
65 12.974 -9182.485 -1377.703 0.26 40.995 <@$+uZ t+
66 13.178 -8898.644 -1396.771 0.18 28.127 ..R JHa6B
67 13.383 -8611.631 -1409.436 0.11 17.782 +G6 G e;
68 13.587 -8322.614 -1417.067 0.06 9.879 vScEQS $>
69 13.791 -8032.481 -1420.988 0.03 4.336 H;seT XL
70 13.996 -7741.861 -1422.479 0.01 1.070 1QPz|3 f@\
71 14.200 -7451.121 -711.387 0.00 0.000 ?_B'#,tI
桩底竖向合力 = 1455.33(kN)，桩底面积A = 3.142(m2) l{gR6U{e
桩底所在土层承载力 = 600.00(kPa) ?kK3%uJy&
故桩的竖向地基承载力满足。 )3WUyD*UZN
C/4r3A/u
"rrw~
(二) 桩身配筋计算 5@J]#bp0M
'0=mV"#H{
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 0RjFa;j
(m) (kN.m) (kN) (mm2) (mm2/m) bcUSjG>
1 0.00 1.00 0.698 15708 575 A34O(fE
2 0.20 1.00 5.854 15708 575 VU1Wr |
3 0.40 2.15 18.298 15708 575 h$#PboLd
4 0.61 7.36 37.389 15708 575 nvCp-Z$
5 0.81 16.99 61.695 15708 575 r PTfwhs
6 1.01 31.95 90.193 15708 575 rd;E /:`5
7 1.21 53.10 122.882 15708 575 }qJ`nN 8
8 1.41 81.28 159.763 15708 575 'h@&rr@5
9 1.62 117.34 200.834 15708 575 CkRilS<
10 1.82 162.12 246.095 15708 575 J/QqwoR
11 2.02 216.48 295.549 15708 575 w9StW9 4p
12 2.22 281.26 349.195 15708 575 1gn LKf c
13 2.43 357.30 407.032 15708 575 (f2r4Io|}
14 2.63 445.45 469.058 15708 575 B@@tKn_CQ
15 2.83 546.57 535.276 15708 575 RG=i74 a
16 3.03 661.50 605.686 15708 575 O6 ,2M[a
17 3.23 791.08 680.288 15708 575 _f~$iY
18 3.44 936.16 759.081 15708 575 [ahwJ F#r
19 3.64 1097.53 841.166 15708 575 bXeJk]#y
20 3.84 1275.71 925.166 15708 575 ,rjl|F*
T
21 4.04 1471.00 1010.605 15708 575 +,g!xv4Q
22 4.24 1683.72 1097.482 15708 575 } lXor~_i
23 4.45 1914.13 1185.798 15708 575 K^h9\< w
24 4.65 2162.55 1275.550 15708 575 j]U~ZAn,K
25 4.85 2429.25 1366.742 15708 575 AV4fN@BX
26 5.05 2714.53 1459.372 15708 575 +4p=a [
27 5.26 3018.68 1553.441 15708 575 l_4 ^TYF
28 5.46 3341.98 1648.949 15708 575 @}
+k]c 25
29 5.66 3684.74 1745.893 15708 575 PC\p>6xT
30 5.86 4047.24 1844.276 15708 575 Rt7l`|g a+
31 6.06 4429.77 1944.097 15708 575 .mNw^>:cq
32 6.27 4832.62 2045.358 15708 575 p( {Lp}'
33 6.47 5256.08 2148.057 17009 575 Kf6 D)B 26
34 6.67 5695.93 2185.076 18603 575 =4s x(<
35 6.87 6134.14 2153.223 20144 575 A<^X P-Nrp
36 7.07 6565.42 2116.420 21598 575 0Y'ow=8M
37 7.28 6988.75 2074.667 23155 575 3ZN\F
38 7.48 7403.15 2027.965 24826 575 8 ;"9A
39 7.68 7807.61 1976.310 26092 575 Fn0 |v66
40 7.88 8201.12 1919.705 27697 575 K%W;-W*'
41 8.09 8582.70 1858.149 29110 575 #]Lodo9rS\
42 8.29 8951.33 1791.644 30292 575 /6F \]JwU
43 8.49 9306.02 1720.189 31837 575 BnfuI
44 8.69 9645.84 1644.927 33130 575 r 7#.DJnN.
45 8.89 9970.40 1570.338 34134 575 G^cMY$?99
46 9.10 10280.30 1499.763 35520 575 NHQoP&OG
47 9.30 10574.53 1473.406 36596 575 mHAfK B
48 9.50 10873.11 1248.658 37705 575 z7z9lDS
49 9.70 11141.23 1089.211 38848 575 ,@fx[5{
50 9.91 11323.24 733.240 39236 575 K%_ UNivN
51 10.11 11440.14 427.027 39628 575 #?`S+YN!q)
52 10.32 11497.76 152.104 40025 575 HRJ \H-
V
53 10.52 11502.30 -93.322 40025 575 {>PEl; ,-
54 10.73 11459.62 -311.052 40025 575 $E !f@L
55 10.93 11375.18 -502.878 39628 575 0>46ZzxUZ
56 11.13 11254.10 -670.586 39236 575 jo1z#!|Yw}
57 11.34 11101.11 -815.946 38463 575 E3(o }O
58 11.54 10920.62 -940.706 37705 575 >K&chg@Hv
59 11.75 10716.65 -1046.587 36962 575 /MMnW$)
60 11.95 10492.89 -1135.283 36234 575 c[V.j+Iy#^
61 12.16 10252.67 -1208.450 35168 575 Nc HU)
62 12.36 9999.00 -1267.712 34475 575 tqCwbi
63 12.57 9734.56 -1314.653 33461 575 ^QjkZ^<dD
64 12.77 9461.70 -1350.816 32156 575 vRn]u57O
65 12.97 9182.49 -1377.703 31210 575 M]M>z>1*v
66 13.18 8898.64 -1396.771 30292 575 x}O,xquY
67 13.38 8611.63 -1409.436 29110 575 Y
DW^N ] G
68 13.59 8322.61 -1417.067 27974 575 .beqfcj"
69 13.79 8032.48 -1420.988 26883 575 [c -|`d^
70 14.00 7741.86 -1422.479 25834 575 L0I |V[
71 14.20 7451.12 -711.387 24826 575 \3 ] O?'
===================================================================== L7n G5i
各点的配筋包络结果 u\M xQIo'u
点号 距顶距离 面侧纵筋 背侧纵筋 箍筋 >$yA
,N
(m) (mm2) (mm2) (mm2/m) $-|$4lrS
1 0.00 15708 575 ?Q$a@)x#
2 0.00 15708 575 i`Qa 7
3 0.00 15708 575 V2xvuDHI
4 0.00 15708 575 'r(g5H1}gi
5 0.00 15708 575 :>0,MO.^~K
6 0.00 15708 575 6xA xLZz <
7 0.00 15708 575 *_d N 9
8 0.00 15708 575 >y,. `ECn
9 0.00 15708 575 WgG$ r
10 0.00 15708 575 H+5+;`;
11 0.00 15708 575 ! Eb|AHa
12 0.00 15708 575 wv\V&U $
13 0.00 15708 575 ]d~{8h!G
14 0.00 15708 575 ir>S\VT4
15 0.00 15708 575 2s> BNWTU
16 0.00 15708 575 ^7 * 7^<
17 0.00 15708 575 s| :1z"q
18 0.00 15708 575 yyk@f%
19 0.00 15708 575 @v:Eh
20 0.00 15708 575 Qh LgFu
21 0.00 15708 575 ,t;US.s([.
22 0.00 15708 575 LE)$_i8gX
23 0.00 15708 575 I-1N Zgv
24 0.00 15708 575 n(|n=P:o
25 0.00 15708 575 ^16 zZ*
26 0.00 15708 575
H:9G/Nev
27 0.00 15708 575 h@'CmIZc
28 0.00 15708 575 :>o 0zG[;f
29 0.00 15708 575 z;?j+ZsdH
30 0.00 15708 575 3TZ:
31 0.00 15708 575 3Ijs V5a
32 0.00 15708 575 A0RS NA M
33 0.00 17009 575 'x<oILOG
34 0.00 18603 575 s? Xgo&rS_
35 0.00 20144 575 6|{&7=1t
36 0.00 21598 575 /u_9uJ"-K(
37 0.00 23155 575 >qOj^WO~
38 0.00 24826 575 $TS97'$
39 0.00 26092 575 GK Ol{och
40 0.00 27697 575 [k(b<'
41 0.00 29110 575 pq\N 2d
42 0.00 30292 575 Hq,@j{($
43 0.00 31837 575 6`G8 UDK>F
44 0.00 33130 575 ;< ;~;od*/
45 0.00 34134 575 &cJ?mSI
46 0.00 35520 575 LXsZk|IhM
47 0.00 36596 575 r b\t0tg
48 0.00 37705 575 6 1_-G#W
49 0.00 38848 575 !f&h VLs0
50 0.00 39236 575 r{84Y!k~*
51 0.00 39628 575 l(-"rE
52 0.00 40025 575 KZ% us 6
53 0.00 40025 575 1X`,7B@pz
54 0.00 40025 575 bq8Wvlv04
55 0.00 39628 575 lN8l71N^
56 0.00 39236 575 g oyQ',+
57 0.00 38463 575 lUA-ug! ^
58 0.00 37705 575 i7v =o#
59 0.00 36962 575 (fr=N5
60 0.00 36234 575 `W" ;4A
61 0.00 35168 575 ,nCvA%B!
62 0.00 34475 575 "wg$ H1K
63 0.00 33461 575 km][QEXs%
64 0.00 32156 575 1|!)*!hu
65 0.00 31210 575 nT +ZSr
66 0.00 30292 575 b62B|0i
67 0.00 29110 575 RLL%l
68 0.00 27974 575 _uL [
Z
69 0.00 26883 575 F C6~V6R
70 0.00 25834 575 _Gaem"k|
71 0.00 24826 575 dFh yT.Y?
===================================================================== L;y BZLM
桩配筋面积最终结果： Iz-mUD0;
纵筋最大为40025(mm2) ;UUgqX#
抗剪箍筋最大为575(mm2/m) $$W2{vr7+
===================================================================== }<@-=
1、两种情况的作用力系是什么？为什么第一种无被动土压力？ A+frKoi
2、内力包络配筋的原理是什么？结果如何使用？ ?G!~&
3、两种情况的结果怎么利用？
