抗滑动桩验算 W
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计算项目： 抗滑桩综合分析 14 Job /@> ;
------------------------------------------------------------------------ "H 5&3sF2
原始条件: 5mI?pfm
m !#_CQ:
钢筋混凝土配筋计算依据:《混凝土结构设计规范GB 50010--2002》 s.^c..e75C
===================================================================== =cdh'"XN
第 1 种情况: 滑坡推力(一般情况) fd?bU|I_2
?_VRfeztw
(一) 桩身内力计算 >vQ6V'F
剩余下滑力 = 818.008(kN) 剩余下滑力角度 = 5.623° EkRdpiLB
剩余下滑力水平分力 = 814.072(kN) 剩余下滑力竖直分力 = 80.152(kN) EvwbhvA(
分布范围为桩顶以下(0 ～ 9.500m)范围 99F>n [5
[桩前剩余抗滑力] L "[IOV9S
桩前覆土层到嵌固点的厚度 = 9.300(m) C!!mOAhJ
桩前剩余抗滑力水平分力 = 0.000(kN) T$ H2'tK|
合力作用点到嵌固点距离 = 4.650(m) tgO+*q5B
第1嵌固段地层计算方法: K 法 LKqRvPnh
背侧——为挡土侧；面侧——为非挡土侧。 L3B8IDq
背侧最大弯矩 = 17745.631(kN-m) 距离桩顶 11.135(m) 0SJ{@ *
面侧最大弯矩 = 0.000(kN-m) 距离桩顶 0.000(m) YO) ')&
最 大 剪 力 = 3187.004(kN) 距离桩顶 9.298(m) i[^k.W3gf
最 大 位 移 = -54(mm) u=vh
Z%A ]
点号 距顶距离 弯矩 剪力 位移 土反力 /GsSrP_?]
(m) (kN-m) (kN) (mm) (kPa) ?N4A9W9
1 0.000 0.000 0.000 -53.78 0.000 GS }0;x
2 0.202 7.002 -69.283 -52.70 0.000 U+4HG
3 0.404 28.008 -138.565 -51.61 0.000 LkaG8#m1R
4 0.606 63.018 -207.848 -50.52 0.000 +->\79<#V(
5 0.809 112.032 -277.131 -49.43 0.000 >4Iv[ D1
6 1.011 175.049 -346.413 -48.35 0.000 M|U';2hZN:
7 1.213 252.071 -415.696 -47.26 0.000 BiA >QQ
8 1.415 343.097 -484.979 -46.17 0.000 pAEN XC\,
9 1.617 448.126 -554.262 -45.08 0.000 ZR1+
O 8
10 1.819 567.160 -623.544 -44.00 0.000 "VV914*z
11 2.021 700.198 -692.827 -42.91 0.000 P dR >;$1
12 2.223 847.239 -762.110 -41.83 0.000 w'd.;
13 2.426 1008.284 -831.392 -40.75 0.000 +d =~LQ}*
14 2.628 1183.334 -900.675 -39.67 0.000 c2/FHI0J;
15 2.830 1372.387 -969.958 -38.59 0.000 a
]>V ZOet
16 3.032 1575.444 -1039.240 -37.51 0.000 !lo O%3 _)
17 3.234 1792.505 -1108.523 -36.44 0.000
LlU' _}>
18 3.436 2023.571 -1177.806 -35.37 0.000 0HjJaML
19 3.638 2268.640 -1247.089 -34.31 0.000 ]X*YAPv
20 3.840 2527.713 -1316.371 -33.24 0.000 #xl ZU
21 4.043 2800.790 -1385.654 -32.19 0.000 5QR}Ix Q
22 4.245 3087.871 -1454.937 -31.13 0.000 DX|uHbGg
23 4.447 3388.956 -1524.219 -30.08 0.000 6%>/og \%
24 4.649 3704.044 -1593.502 -29.04 0.000 E\w+ kAAf
25 4.851 4033.137 -1662.785 -28.01 0.000 V{KjRSVf=
26 5.053 4376.234 -1732.067 -26.98 0.000 K~U SK?Q%
27 5.255 4733.334 -1801.350 -25.96 0.000 HP;|'b
28 5.457 5104.439 -1870.633 -24.94 0.000 Hr8\QgD<4
29 5.660 5489.548 -1939.915 -23.94 0.000 QS\Uq(Ja\
30 5.862 5888.661 -2009.198 -22.95 0.000 ^ b@! dS
31 6.064 6301.777 -2078.481 -21.96 0.000 w .tW=z5
32 6.266 6728.898 -2147.764 -20.99 0.000 U%L
-NMe
33 6.468 7170.022 -2217.046 -20.03 0.000 ,`<]>;s
34 6.670 7625.150 -2286.329 -19.08 0.000 n-d:O\]
35 6.872 8094.283 -2355.612 -18.14 0.000 C+`xx('N9
36 7.074 8577.418 -2424.894 -17.22 0.000 }bp.OV -+
37 7.277 9074.560 -2494.177 -16.31 0.000 4*iHw+%mq
38 7.479 9585.703 -2563.460 -15.42 0.000 [ qiOd!
39 7.681 10110.852 -2632.742 -14.55 0.000 C} 9Kx }q
40 7.883 10650.003 -2702.025 -13.69 0.000 B0v|{C
41 8.085 11203.160 -2771.308 -12.85 0.000 Q ]/B/
42 8.287 11770.319 -2840.590 -12.03 0.000 1XCmM Z
43 8.489 12351.482 -2909.873 -11.23 0.000 ^dh=M5xz)
44 8.691 12946.649 -2979.156 -10.46 0.000 97!H`|u <
45 8.894 13555.823 -3048.439 -9.70 0.000 1f<RyAE?5
46 9.096 14178.999 -3117.721 -8.97 0.000 WI6(#8^p
47 9.298 14816.178 -3187.004 -8.26 0.000 0E yAMu
48 9.500 15467.360 -3088.954 -7.58 0.000 YtMlqF
49 9.704 16069.158 -2726.636 -6.92 -833.709 .`Sw,XL5
50 9.909 16579.338 -2261.434 -6.29 -852.511 goB;EWz
51 10.113 16993.398 -1785.857 -5.68 -871.314 `6P?G|'
52 10.317 17309.211 -1319.891 -5.11 -817.722 +uELTHH=
53 10.522 17532.830 -892.681 -4.57 -730.872 p/N 62G
54 10.726 17674.047 -512.019 -4.06 -648.990 o,J ^ e_
55 10.930 17742.090 -175.153 -3.58 -572.115 s*f1x N<
56 11.135 17745.631 120.685 -3.13 -500.268 # J]~
57 11.339 17692.768 378.269 -2.71 -433.451 uN y!< u
58 11.543 17591.033 600.372 -2.32 -371.649 9T$u+GX'
59 11.748 17447.398 789.751 -1.97 -314.833 Khr Fg1|
60 11.952 17268.266 949.147 -1.64 -262.962 |<1M&\oaQ'
61 12.157 17059.486 1081.275 -1.35 -215.987 S4)A6z$
62 12.361 16826.354 1188.818 -1.09 -173.848 5:$Xtq
63 12.565 16573.621 1274.428 -0.85 -136.479 "(<%Ua
64 12.770 16305.500 1340.717 -0.65 -103.810 Y_+
SA|s
65 12.974 16025.676 1390.255 -0.47 -75.763 kB
V/rw
66 13.178 15737.310 1425.573 -0.33 -52.260 &; s<dDQK
67 13.383 15443.051 1449.155 -0.21 -33.220 O)`Gzx*ShU
68 13.587 15145.047 1463.439 -0.12 -18.558 o ~;M"
69 13.791 14844.949 1470.818 -0.05 -8.191 P0)AU i
70 13.996 14543.929 1473.639 -0.01 -2.034 l:) S 3
71 14.200 14242.680 737.100 0.00 0.000 L $SMfx
桩底竖向合力 = 1195.42(kN)，桩底面积A = 3.142(m2) ).Q[!lly
桩底所在土层承载力 = 600.00(kPa) rEmwKZ F'
故桩的竖向地基承载力满足。 %{U"EZ]D!
z<i,D08|d
} YRO'Q{
(二) 桩身配筋计算 FJ}gUs{m
1 ) 'Iu`k/
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 Ts#pUoE~+H
(m) (kN.m) (kN) (mm2) (mm2/m) @C=m?7O98
1 0.00 1.00 0.000 15708 575 p.5e:
i^LJ
2 0.20 7.00 -69.283 15708 575 wh*:\_!0\
3 0.40 28.01 -138.565 15708 575 /~tP7<7A
4 0.61 63.02 -207.848 15708 575 F*,5\s<
5 0.81 112.03 -277.131 15708 575 12 -EDg/1
6 1.01 175.05 -346.413 15708 575 ?;_O
9
7 1.21 252.07 -415.696 15708 575 xvB8YW"
8 1.41 343.10 -484.979 15708 575 ^\T]r<rCY
9 1.62 448.13 -554.262 15708 575 jI A#!4
10 1.82 567.16 -623.544 15708 575 AJdp6@O +
11 2.02 700.20 -692.827 15708 575 m2Q$+p@
12 2.22 847.24 -762.110 15708 575 tJAnuhX
13 2.43 1008.28 -831.392 15708 575 5/,Qz>QE[
14 2.63 1183.33 -900.675 15708 575 hVkO%]?
15 2.83 1372.39 -969.958 15708 575 oBC]UL;8xJ
16 3.03 1575.44 -1039.240 15708 575 @i{]4rk lv
17 3.23 1792.51 -1108.523 15708 575 I3PQdAs~&h
18 3.44 2023.57 -1177.806 15708 575 K'V 2FTJI
19 3.64 2268.64 -1247.089 15708 575 ZL,8 ,;]
20 3.84 2527.71 -1316.371 15708 575 5# 2jq<D
21 4.04 2800.79 -1385.654 15708 575 yuv4*
22 4.24 3087.87 -1454.937 15708 575 DLXL!-)z
23 4.45 3388.96 -1524.219 15708 575 /S[?{Q A
24 4.65 3704.04 -1593.502 15708 575 F )7j@h^
25 4.85 4033.14 -1662.785 15708 575 HD H
26 5.05 4376.23 -1732.067 15708 575 %i595Ij-]
27 5.26 4733.33 -1801.350 15708 575 ^o bC4(
28 5.46 5104.44 -1870.633 16509 575 'B,KFA<
29 5.66 5489.55 -1939.915 17877 575 _N @(Y :
30 5.86 5888.66 -2009.198 19358 575 8gAu7\p}
31 6.06 6301.78 -2078.481 20755 575 T0Q51Q
32 6.27 6728.90 -2147.764 22252 575 '-.wFB;
33 6.47 7170.02 -2217.046 23857 575 C bQ4Y
34 6.67 7625.15 -2286.329 25578 575 R+uw/LG
35 6.87 8094.28 -2355.612 27152 575 8jNOEM(0Y+
36 7.07 8577.42 -2424.894 29110 575 ,Y-S(
37 7.28 9074.56 -2494.177 30901 575 #2N_/J(U
38 7.48 9585.70 -2563.460 32802 575 ]w-.|vx
39 7.68 10110.85 -2632.742 34820 575 + KP_yUq[
40 7.88 10650.00 -2702.025 36962 575 >: $"a
41 8.09 11203.16 -2771.308 38848 575 _JA:.V^3gm
42 8.29 11770.32 -2840.590 41238 575 dXK-&Po'
43 8.49 12351.48 -2909.873 43341 575 :X Lp
44 8.69 12946.65 -2979.156 45552 575 b` zET^F
45 8.89 13555.82 -3048.439 47875 575 ]=Pu\eE
46 9.10 14179.00 -3117.721 50318 575 c W M:
47 9.30 14816.18 -3187.004 52884 575 WN\PX!K9
48 9.50 15467.36 -3088.954 55582 575 WL:0R> 0
49 9.70 16069.16 -2726.636 57839 575 ~
aA;<#
50 9.91 16579.34 -2261.434 60187 575 =ajLa/m'
51 10.11 16993.40 -1785.857 62011 575 Si R\a!, C
52 10.32 17309.21 -1319.891 63257 575 G1 [(F`t>
53 10.52 17532.83 -892.681 63890 575 }1@E"6kF
54 10.73 17674.05 -512.019 64529 575 B:nK)"{
55 10.93 17742.09 -175.153 64529 575 "k, K ~@}
56 11.13 17745.63 120.685 64529 575 4DM*^=9E
57 11.34 17692.77 378.269 64529 575 N%u
58 11.54 17591.03 600.372 63890 575 t\%%d)d9
59 11.75 17447.40 789.751 63890 575 T%~SM5
60 11.95 17268.27 949.147 62631 575 | k}e&Q_/G
61 12.16 17059.49 1081.275 62011 575 yquAr$L!
62 12.36 16826.35 1188.818 60789 575 !-,Ww[G>
63 12.57 16573.62 1274.428 60187 575 9(OAKUQ
64 12.77 16305.50 1340.717 59001 575 N<n8'XDdG
65 12.97 16025.68 1390.255 57839 575 ~bGC/I;W>
66 13.18 15737.31 1425.573 56699 575 Eu 4 &-i
67 13.38 15443.05 1449.155 55582 575 2vvh|?M
68 13.59 15145.05 1463.439 54487 575 EBwK 7c
69 13.79 14844.95 1470.818 52884 575 %qi%$
70 14.00 14543.93 1473.639 51842 575 `;/XK,m-
71 14.20 14242.68 737.100 50821 575 w5(yCyNp~
===================================================================== ckWkZ
78\
===================================================================== IM]h*YV'
第 2 种情况: 库仑土压力(一般情况) HU9p !I.
;W6-i2?
(一) 桩身内力计算 /ao<A\KR
按实际墙背计算得到: ,Z5Fea
第1破裂角： 50.000(度) qRl/Sl#F
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) A Iv<f9*.:
桩前覆土深度为9.300时的被动土压力： {$|/|*
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) *{nunb>WO
第1嵌固段地层计算方法: K 法 K:a3+k d
背侧——为挡土侧；面侧——为非挡土侧。 &=NJ
背侧最大弯矩 = 0.063(kN-m) 距离桩顶 0.000(m) mw"}8y
面侧最大弯矩 = 11502.305(kN-m) 距离桩顶 10.522(m) b!,j a?
最 大 剪 力 = 2185.076(kN) 距离桩顶 6.670(m) H:{?3gk.P3
最 大 位 移 = 34(mm) A _i zSzC1
点号 距顶距离 弯矩 剪力 位移 土反力 bQj`g2eyM
(m) (kN-m) (kN) (mm) (kPa) M}KZG'7
1 0.000 0.063 0.698 34.37 0.000 /tzlbI]z
2 0.202 -0.166 5.854 33.67 0.000 wHWma)}-z
3 0.404 -2.151 18.298 32.96 0.000 H0+:XF\M
4 0.606 -7.360 37.389 32.26 0.000 RJwb@r<v
5 0.809 -16.988 61.695 31.56 0.000 [Xq<EEb
6 1.011 -31.954 90.193 30.85 0.000 B.RRdK+:
7 1.213 -53.103 122.882 30.15 0.000 XR+rT
8 1.415 -81.283 159.763 29.45 0.000 8, y{ q9O
9 1.617 -117.342 200.834 28.74 0.000
:$2Yg[Zc3
10 1.819 -162.125 246.095 28.04 0.000 |(&oI(l5K
11 2.021 -216.480 295.549 27.34 0.000 xG w?'\
12 2.223 -281.256 349.195 26.63 0.000 :P,2K5]y
13 2.426 -357.298 407.032 25.93 0.000 3(o7co-f
14 2.628 -445.454 469.058 25.23 0.000 4 i`S +`#
15 2.830 -546.571 535.276 24.53 0.000 (7 L/eDMT
16 3.032 -661.496 605.686 23.83 0.000 UO1$UF!
QC
17 3.234 -791.076 680.288 23.13 0.000
pl?kS8#U?
18 3.436 -936.160 759.081 22.43 0.000 ?b"Vj+1:x
19 3.638 -1097.532 841.166 21.74 0.000 A A2ui%
20 3.840 -1275.706 925.166 21.04 0.000 SBz/VQ
21 4.043 -1471.003 1010.605 20.35 0.000 5;(0 $4I
22 4.245 -1683.716 1097.482 19.66 0.000 @Kp1k> ov
23 4.447 -1914.135 1185.798 18.98 0.000 NnP.k7m)
24 4.649 -2162.549 1275.550 18.30 0.000 z'*ml ?
25 4.851 -2429.250 1366.742 17.62 0.000 *_#&"(P
26 5.053 -2714.530 1459.372 16.94 0.000 >Fp&8p`am
27 5.255 -3018.677 1553.441 16.27 0.000 mt I M W9
28 5.457 -3341.985 1648.949 15.61 0.000 {6:&
%V
29 5.660 -3684.742 1745.893 14.95 0.000 ee^4KKsh\
30 5.862 -4047.240 1844.276 14.30 0.000 9 ?(x>P
31 6.064 -4429.769 1944.097 13.65 0.000 QY6O(=
32 6.266 -4832.620 2045.358 13.01 0.000 P8IRH#ED
33 6.468 -5256.083 2148.057 12.38 0.000 F^]aC98]1
34 6.670 -5695.928 2185.076 11.76 0.000 8yvJ`eL-
35 6.872 -6134.143 2153.223 11.15 0.000 A6Q c;v+
36 7.074 -6565.418 2116.420 10.55 0.000 ,#
eO&
37 7.277 -6988.755 2074.667 9.96 0.000 #< UuI9
38 7.479 -7403.151 2027.965 9.39 0.000 j3LNnZY
39 7.681 -7807.608 1976.310 8.82 0.000 0 JyqCb l
40 7.883 -8201.123 1919.705 8.27 0.000 ^Eu_NUFe
41 8.085 -8582.696 1858.149 7.74 0.000 8:<1|]]
42 8.287 -8951.327 1791.644 7.22 0.000 O "8 P#Ed
43 8.489 -9306.016 1720.189 6.71 0.000 m|mG;8}pI
44 8.691 -9645.837 1644.927 6.22 0.000 j
C9<hLt
45 8.894 -9970.403 1570.338 5.75 0.000 WSS(Bm|B
46 9.096 -10280.297 1499.763 5.30 0.000 GRy4cb2
47 9.298 -10574.525 1473.406 4.86 0.000 H6{Rd+\Z
48 9.500 -10873.111 1248.658 4.44 0.000 ,[^o9u uB
49 9.704 -11141.227 1089.211 4.04 645.697 ]o `4Z"
50 9.909 -11323.235 733.240 3.65 584.159 {o {#]fbO%
51 10.113 -11440.141 427.027 3.29 525.829 &*jixqzvn
52 10.317 -11497.760 152.104 2.94 470.740 dX 0x
Kk%#
53 10.522 -11502.305 -93.322 2.62 418.909 g4Bg6<;
54 10.726 -11459.619 -311.052 2.31 370.338 )Yrr%f`\
55 10.930 -11375.180 -502.878 2.03 325.013 eWw y28t
56 11.135 -11254.096 -670.586 1.77 282.913 OoSa95#x
57 11.339 -11101.114 -815.946 1.53 244.003 =@%MV(
58 11.543 -10920.622 -940.706 1.30 208.239 sZT VM9<)
59 11.748 -10716.651 -1046.587 1.10 175.571 i6F P[6H1
60 11.952 -10492.886 -1135.283 0.91 145.940 j ~.u>4
61 12.157 -10252.666 -1208.450 0.75 119.284 +yvBS pY
62 12.361 -9998.998 -1267.712 0.60 95.535 r &=r/k2
63 12.565 -9734.559 -1314.653 0.47 74.621 aC4m{F[
64 12.770 -9461.704 -1350.816 0.35 56.467 v3Eo@,-
65 12.974 -9182.485 -1377.703 0.26 40.995 S`4e@Z$
66 13.178 -8898.644 -1396.771 0.18 28.127 F\:{}782u
67 13.383 -8611.631 -1409.436 0.11 17.782 =O;eY ?
68 13.587 -8322.614 -1417.067 0.06 9.879 aK-N}T
69 13.791 -8032.481 -1420.988 0.03 4.336 N*?
WUn9]
70 13.996 -7741.861 -1422.479 0.01 1.070 J09ZK8
hK
71 14.200 -7451.121 -711.387 0.00 0.000 uQ-WTz|*
桩底竖向合力 = 1455.33(kN)，桩底面积A = 3.142(m2) 95VqaR,
桩底所在土层承载力 = 600.00(kPa) g *^wF?t'T
故桩的竖向地基承载力满足。 (Y&R0jt
wH#Lb@cfZ0
=g 1 D;
(二) 桩身配筋计算 N0=b[%g;n
lf}?!*V`+
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 JW2W>6Dgv[
(m) (kN.m) (kN) (mm2) (mm2/m) *SWv *s D
1 0.00 1.00 0.698 15708 575 S`fu+^c v
2 0.20 1.00 5.854 15708 575 oA[2)BU
3 0.40 2.15 18.298 15708 575 gZ=) qT]Pj
4 0.61 7.36 37.389 15708 575 @i;L Za
5 0.81 16.99 61.695 15708 575 XNy:0C
6 1.01 31.95 90.193 15708 575 N{|[R
7 1.21 53.10 122.882 15708 575 |I4D(#w.
8 1.41 81.28 159.763 15708 575 S|tA[klh
9 1.62 117.34 200.834 15708 575 #xDDh`
10 1.82 162.12 246.095 15708 575 {3jm%ex
11 2.02 216.48 295.549 15708 575 N IO;
12 2.22 281.26 349.195 15708 575 [@jp9D
H
13 2.43 357.30 407.032 15708 575 nsy !p5o
14 2.63 445.45 469.058 15708 575 MI? ]8+l
15 2.83 546.57 535.276 15708 575
4{c`g$j>
16 3.03 661.50 605.686 15708 575 oVAOGHE
17 3.23 791.08 680.288 15708 575 zjzqKdy}F
18 3.44 936.16 759.081 15708 575 H;4oZ[g
19 3.64 1097.53 841.166 15708 575 _ak.G=
20 3.84 1275.71 925.166 15708 575 X*(gT1"t
21 4.04 1471.00 1010.605 15708 575 ^a: Saq-}
22 4.24 1683.72 1097.482 15708 575 ikeJDKSG
23 4.45 1914.13 1185.798 15708 575 Ey
0>L
24 4.65 2162.55 1275.550 15708 575 6f<*1YR
F
25 4.85 2429.25 1366.742 15708 575 3ZLr"O1l )
26 5.05 2714.53 1459.372 15708 575 ]KfghRUH
27 5.26 3018.68 1553.441 15708 575 Sz ^TG F
28 5.46 3341.98 1648.949 15708 575 8.6no
29 5.66 3684.74 1745.893 15708 575 i+kFL $N
30 5.86 4047.24 1844.276 15708 575 Fa Qu$q
31 6.06 4429.77 1944.097 15708 575 M p}!+K
32 6.27 4832.62 2045.358 15708 575 2&3e AJC
33 6.47 5256.08 2148.057 17009 575 $@XPL~4
34 6.67 5695.93 2185.076 18603 575 56 /.*qa
35 6.87 6134.14 2153.223 20144 575 ufH uI*
36 7.07 6565.42 2116.420 21598 575 e-YGuWGN7
37 7.28 6988.75 2074.667 23155 575 N4[ B:n
38 7.48 7403.15 2027.965 24826 575 fq)Ohb
39 7.68 7807.61 1976.310 26092 575 o;Hd W
40 7.88 8201.12 1919.705 27697 575 ^d5g z0d
41 8.09 8582.70 1858.149 29110 575 rcD.P?"
42 8.29 8951.33 1791.644 30292 575 My`josJ`Pb
43 8.49 9306.02 1720.189 31837 575 g wZ+ GA
44 8.69 9645.84 1644.927 33130 575 <T4 7kL I
45 8.89 9970.40 1570.338 34134 575 y$+!%y*
46 9.10 10280.30 1499.763 35520 575 'M]CZ }
47 9.30 10574.53 1473.406 36596 575 !8H!F j`|j
48 9.50 10873.11 1248.658 37705 575 "H/2r]?GT
49 9.70 11141.23 1089.211 38848 575 [M,27
50 9.91 11323.24 733.240 39236 575 &z{dr ~
51 10.11 11440.14 427.027 39628 575 G FSlYG
52 10.32 11497.76 152.104 40025 575 \rB/83[;u
53 10.52 11502.30 -93.322 40025 575 OgzGkc@A
54 10.73 11459.62 -311.052 40025 575 A,-[/Z K/
55 10.93 11375.18 -502.878 39628 575 >n@>h$]
56 11.13 11254.10 -670.586 39236 575 "RR./e)h
57 11.34 11101.11 -815.946 38463 575 j};pv 2
58 11.54 10920.62 -940.706 37705 575 =_H*fhXS
59 11.75 10716.65 -1046.587 36962 575 8gu7f;H/k
60 11.95 10492.89 -1135.283 36234 575 f0f qDmn
61 12.16 10252.67 -1208.450 35168 575 4,R\3`b
62 12.36 9999.00 -1267.712 34475 575 eW }jS/g`
63 12.57 9734.56 -1314.653 33461 575 x"h)"Y[c5
64 12.77 9461.70 -1350.816 32156 575 h\: tUEg#J
65 12.97 9182.49 -1377.703 31210 575 3ec==.
66 13.18 8898.64 -1396.771 30292 575 TnZc.
67 13.38 8611.63 -1409.436 29110 575 :BrnRW64
68 13.59 8322.61 -1417.067 27974 575 9b=^"K
69 13.79 8032.48 -1420.988 26883 575 h>`'\qy
70 14.00 7741.86 -1422.479 25834 575 BzG!Rg|J
71 14.20 7451.12 -711.387 24826 575 q}76aa0e
===================================================================== e[VJ0 A=
各点的配筋包络结果 Bbe/w#Z
点号 距顶距离 面侧纵筋 背侧纵筋 箍筋 X:} 5L> '
(m) (mm2) (mm2) (mm2/m) I B]VPj5
1 0.00 15708 575 \5L 4*
2 0.00 15708 575 BOl $UJ|K
3 0.00 15708 575 l.W 1$g
4 0.00 15708 575 #.t$A9'
5 0.00 15708 575 4@V <Suw
6 0.00 15708 575
p=P0$P+KM
7 0.00 15708 575 V44sNi
8 0.00 15708 575 PTV`=vtj
9 0.00 15708 575 .qU%SmQ^
10 0.00 15708 575 q'8@ 0FT0
11 0.00 15708 575 1_E3DXe
12 0.00 15708 575 ]V]@Zna@g
13 0.00 15708 575 '/"M02a
14 0.00 15708 575 ~S em_U`G
15 0.00 15708 575 sB1tce
16 0.00 15708 575 C?<XtIoB
17 0.00 15708 575 }Us$y0W\
18 0.00 15708 575 0o'ML""j
19 0.00 15708 575 5<GRi "7A@
20 0.00 15708 575 4sD:J-c
21 0.00 15708 575 >~bj7M6t
22 0.00 15708 575 kGTc~p(
23 0.00 15708 575 Q8/0C b/
24 0.00 15708 575 k~EPVJh"
25 0.00 15708 575 W;@ae,^
26 0.00 15708 575 x [uXD
27 0.00 15708 575 LkbvA
28 0.00 15708 575 C5n=2luI_
29 0.00 15708 575 c o%_~xO
30 0.00 15708 575 B c@r*zb
31 0.00 15708 575 ny? m&;^r:
32 0.00 15708 575 kx#L<
33 0.00 17009 575 r#Oz0=0u
34 0.00 18603 575 r`"#c7)
35 0.00 20144 575 s\1_-D5]Z
36 0.00 21598 575 2]3Jb{8FI>
37 0.00 23155 575 5qB=@O]|G;
38 0.00 24826 575 tS\NO@E_Jh
39 0.00 26092 575 GpQF * x
40 0.00 27697 575 %_=R&m'n`
41 0.00 29110 575 ML"P"&~u6
42 0.00 30292 575 wdDHRW0Y
43 0.00 31837 575 jHw2Q8s|R
44 0.00 33130 575 $U.'K!B
45 0.00 34134 575 T-8nUo}i
46 0.00 35520 575 < 3+&DV-<N
47 0.00 36596 575 DWxh{h">
48 0.00 37705 575 \osQwGPV
49 0.00 38848 575 eu|q
{p
50 0.00 39236 575 KcF+!;:
51 0.00 39628 575 RvZ-w$E&?
52 0.00 40025 575 >"{zrw Nq
53 0.00 40025 575 c8 9vx 9
54 0.00 40025 575 DN{G$$or
55 0.00 39628 575 A|OC?NZY
56 0.00 39236 575 (eE}W~Z
57 0.00 38463 575 *K^O oS
58 0.00 37705 575 l5nDt$Ex
59 0.00 36962 575 |VEAzY|[#
60 0.00 36234 575 v23Uh2[@Yy
61 0.00 35168 575 'm? x2$u8
62 0.00 34475 575 AFJY!ou~6
63 0.00 33461 575 :%o j'm44!
64 0.00 32156 575 Afl'-
65 0.00 31210 575 O7*i;$!R
66 0.00 30292 575 ~*]`XL.-
67 0.00 29110 575 ^b.
MR ?9
68 0.00 27974 575
x`l;
;
69 0.00 26883 575 y%l#lz=6
70 0.00 25834 575 nv
Gd :]Z
71 0.00 24826 575 :A iu!}\
===================================================================== ]Wm ?<7H
桩配筋面积最终结果： Q31c@t
纵筋最大为40025(mm2) /\I%)B47^9
抗剪箍筋最大为575(mm2/m) O!Cu.9}
===================================================================== -{SiK
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？ vs5wx TM
2、内力包络配筋的原理是什么？结果如何使用？ jc`',o'[+
3、两种情况的结果怎么利用？
