抗滑动桩验算 Cfv L)f
计算项目： 抗滑桩综合分析 14 .){e7U6b{
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原始条件: c!'A)JD@
Q3<bC6$r
钢筋混凝土配筋计算依据:《混凝土结构设计规范GB 50010--2002》 =]_d pE EQ
===================================================================== Hs:4I
第 1 种情况: 滑坡推力(一般情况) eT7!a']x
(lyt"Ty
(一) 桩身内力计算 fe&
t-
剩余下滑力 = 818.008(kN) 剩余下滑力角度 = 5.623° mF6@Y[/B
剩余下滑力水平分力 = 814.072(kN) 剩余下滑力竖直分力 = 80.152(kN) ikEWY_1Y
分布范围为桩顶以下(0 ～ 9.500m)范围 Wrf^O2
[桩前剩余抗滑力] Hmz=/.$
桩前覆土层到嵌固点的厚度 = 9.300(m) tnQR<
桩前剩余抗滑力水平分力 = 0.000(kN) Ytwm lIar`
合力作用点到嵌固点距离 = 4.650(m) uM6CG0
第1嵌固段地层计算方法: K 法 \Dvl%:8
背侧——为挡土侧；面侧——为非挡土侧。 |i,zY{GI+2
背侧最大弯矩 = 17745.631(kN-m) 距离桩顶 11.135(m) (cOND/S
面侧最大弯矩 = 0.000(kN-m) 距离桩顶 0.000(m) OqfhCNAY
最 大 剪 力 = 3187.004(kN) 距离桩顶 9.298(m) `c qH}2s#
最 大 位 移 = -54(mm) R&u)= ~O\5
点号 距顶距离 弯矩 剪力 位移 土反力 nx!qCgo
(m) (kN-m) (kN) (mm) (kPa) JcvHJ0X~a
1 0.000 0.000 0.000 -53.78 0.000 8ktjDs$=.:
2 0.202 7.002 -69.283 -52.70 0.000 'Z *\1Ci
3 0.404 28.008 -138.565 -51.61 0.000 A }>|tm7|
4 0.606 63.018 -207.848 -50.52 0.000 u)q2YLK8
5 0.809 112.032 -277.131 -49.43 0.000 R-r+=x&
6 1.011 175.049 -346.413 -48.35 0.000 SR&(HH$
7 1.213 252.071 -415.696 -47.26 0.000 Uv
@!i0W
8 1.415 343.097 -484.979 -46.17 0.000 #~bU}[{
9 1.617 448.126 -554.262 -45.08 0.000 .4S^n P
10 1.819 567.160 -623.544 -44.00 0.000 g|&.v2 '
11 2.021 700.198 -692.827 -42.91 0.000 }<(
"0jC
12 2.223 847.239 -762.110 -41.83 0.000 b aUEsg[~V
13 2.426 1008.284 -831.392 -40.75 0.000 q7 %=`l
14 2.628 1183.334 -900.675 -39.67 0.000 w0a+8gexi
15 2.830 1372.387 -969.958 -38.59 0.000 b>hBct}
16 3.032 1575.444 -1039.240 -37.51 0.000 u+2 xrzf
17 3.234 1792.505 -1108.523 -36.44 0.000 Bi9
N
18 3.436 2023.571 -1177.806 -35.37 0.000 b
xk'a,!S
19 3.638 2268.640 -1247.089 -34.31 0.000 {
4_I7r
20 3.840 2527.713 -1316.371 -33.24 0.000 ^@|<' g.R-
21 4.043 2800.790 -1385.654 -32.19 0.000 jRv;D#Hp
22 4.245 3087.871 -1454.937 -31.13 0.000 ]p4`7@@)*
23 4.447 3388.956 -1524.219 -30.08 0.000 s)=!2A Y
24 4.649 3704.044 -1593.502 -29.04 0.000 #}[S j-Vp
25 4.851 4033.137 -1662.785 -28.01 0.000 VfL]O 8P>
26 5.053 4376.234 -1732.067 -26.98 0.000 LG/=+[\{E
27 5.255 4733.334 -1801.350 -25.96 0.000 8P r&F
28 5.457 5104.439 -1870.633 -24.94 0.000 )0 Y #-=.<
29 5.660 5489.548 -1939.915 -23.94 0.000 [?|l X$<
30 5.862 5888.661 -2009.198 -22.95 0.000 T[Z <bW~0
31 6.064 6301.777 -2078.481 -21.96 0.000 dXA{+<!!
32 6.266 6728.898 -2147.764 -20.99 0.000 2]of SdM
33 6.468 7170.022 -2217.046 -20.03 0.000 Q%,o8E2~
34 6.670 7625.150 -2286.329 -19.08 0.000 2 pM
35 6.872 8094.283 -2355.612 -18.14 0.000 VYl_ U?D
36 7.074 8577.418 -2424.894 -17.22 0.000 U~u6}s]:
37 7.277 9074.560 -2494.177 -16.31 0.000 bqw/O`*wfN
38 7.479 9585.703 -2563.460 -15.42 0.000 gmF_~"^34
39 7.681 10110.852 -2632.742 -14.55 0.000 ?/`C~e<J
40 7.883 10650.003 -2702.025 -13.69 0.000 ZYwBw:y}y
41 8.085 11203.160 -2771.308 -12.85 0.000 R`Ys;g/!
42 8.287 11770.319 -2840.590 -12.03 0.000 J[j/aDdP
43 8.489 12351.482 -2909.873 -11.23 0.000 <r_P?
lZW
44 8.691 12946.649 -2979.156 -10.46 0.000 X_-Hrp!h
45 8.894 13555.823 -3048.439 -9.70 0.000 ^]#Ptoz^(l
46 9.096 14178.999 -3117.721 -8.97 0.000 D-TNFYYy2
47 9.298 14816.178 -3187.004 -8.26 0.000 [OFTP#}c
48 9.500 15467.360 -3088.954 -7.58 0.000 1=9qAp;?o
49 9.704 16069.158 -2726.636 -6.92 -833.709 Nt`F0
9S
50 9.909 16579.338 -2261.434 -6.29 -852.511 8!`7-
51 10.113 16993.398 -1785.857 -5.68 -871.314 Z/V`Z* fy
52 10.317 17309.211 -1319.891 -5.11 -817.722 'Yaf\Hp
53 10.522 17532.830 -892.681 -4.57 -730.872 7AGZu?1]M
54 10.726 17674.047 -512.019 -4.06 -648.990 TnvHO_P,
55 10.930 17742.090 -175.153 -3.58 -572.115 zer& `Vr
56 11.135 17745.631 120.685 -3.13 -500.268 "k\Ff50
57 11.339 17692.768 378.269 -2.71 -433.451 _Ep{|]:gw
58 11.543 17591.033 600.372 -2.32 -371.649 p z*/4
59 11.748 17447.398 789.751 -1.97 -314.833 ~>}dse
60 11.952 17268.266 949.147 -1.64 -262.962 boC>N
61 12.157 17059.486 1081.275 -1.35 -215.987 \j2 :
6]Hm
62 12.361 16826.354 1188.818 -1.09 -173.848 h3UZ|B0=
63 12.565 16573.621 1274.428 -0.85 -136.479 d vg;
64 12.770 16305.500 1340.717 -0.65 -103.810 Gx(K N57D
65 12.974 16025.676 1390.255 -0.47 -75.763 x*loACee .
66 13.178 15737.310 1425.573 -0.33 -52.260 wf~5lpI[
67 13.383 15443.051 1449.155 -0.21 -33.220 GsP@ B'
68 13.587 15145.047 1463.439 -0.12 -18.558 ++J Bbuzj!
69 13.791 14844.949 1470.818 -0.05 -8.191 OBKC$e6I
70 13.996 14543.929 1473.639 -0.01 -2.034 .XV]<)<K$
71 14.200 14242.680 737.100 0.00 0.000 Hm+6QgCs
桩底竖向合力 = 1195.42(kN)，桩底面积A = 3.142(m2) n&2=6$ *,k
桩底所在土层承载力 = 600.00(kPa) ~c O?S2!W
故桩的竖向地基承载力满足。 C|.$L<`
9}%~w(P
3X-{2R/ 3
(二) 桩身配筋计算 6SW|H"!!
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点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 ND9 n1WZ&x
(m) (kN.m) (kN) (mm2) (mm2/m) sx)$= ~o
1 0.00 1.00 0.000 15708 575 5 p]urfN-f
2 0.20 7.00 -69.283 15708 575 sUyCAKebRr
3 0.40 28.01 -138.565 15708 575 WryW3];0OR
4 0.61 63.02 -207.848 15708 575 2-"Lxe6 5f
5 0.81 112.03 -277.131 15708 575 bGMeBj"R
6 1.01 175.05 -346.413 15708 575 Hob Gl0<y
7 1.21 252.07 -415.696 15708 575 7.lK$J:
8 1.41 343.10 -484.979 15708 575 N[ +o[%A
9 1.62 448.13 -554.262 15708 575 h8iaJqqvJ
10 1.82 567.16 -623.544 15708 575 A :8FJ 3'
11 2.02 700.20 -692.827 15708 575 *#prSS
12 2.22 847.24 -762.110 15708 575 ?{@!!te@3v
13 2.43 1008.28 -831.392 15708 575 \28b_,i+
14 2.63 1183.33 -900.675 15708 575 0,vj,ic*WX
15 2.83 1372.39 -969.958 15708 575 ~# h E&nq
16 3.03 1575.44 -1039.240 15708 575 :|3"H&FWK
17 3.23 1792.51 -1108.523 15708 575 =FtM;(\
18 3.44 2023.57 -1177.806 15708 575 C1#o<pv
19 3.64 2268.64 -1247.089 15708 575 F- !}dzO
20 3.84 2527.71 -1316.371 15708 575 q_9N+-?{7
21 4.04 2800.79 -1385.654 15708 575 }2iKi(io*
22 4.24 3087.87 -1454.937 15708 575 nK?k<
23 4.45 3388.96 -1524.219 15708 575 W L)_8!
24 4.65 3704.04 -1593.502 15708 575 75hFyh;u
25 4.85 4033.14 -1662.785 15708 575 P\*2c*,W;
26 5.05 4376.23 -1732.067 15708 575 :w
{M6mM>
27 5.26 4733.33 -1801.350 15708 575 OUBgBr
28 5.46 5104.44 -1870.633 16509 575 jt'Y(u]2
29 5.66 5489.55 -1939.915 17877 575 WV,?G e
30 5.86 5888.66 -2009.198 19358 575 S+_A
<p
31 6.06 6301.78 -2078.481 20755 575 uNPD~TYN
32 6.27 6728.90 -2147.764 22252 575 4AJu2Hp
33 6.47 7170.02 -2217.046 23857 575 $ +!}Vtb
34 6.67 7625.15 -2286.329 25578 575 ;*>QG6Fh
35 6.87 8094.28 -2355.612 27152 575 Azq#}Oe)u
36 7.07 8577.42 -2424.894 29110 575 ]Vf8mkDGO
37 7.28 9074.56 -2494.177 30901 575 d!}jdt5%
38 7.48 9585.70 -2563.460 32802 575 W[[YOK1T
39 7.68 10110.85 -2632.742 34820 575 #whO2Mv
40 7.88 10650.00 -2702.025 36962 575 l(k rUv
41 8.09 11203.16 -2771.308 38848 575 &dZ.+#8r
42 8.29 11770.32 -2840.590 41238 575 GM9]>"#o\
43 8.49 12351.48 -2909.873 43341 575 ?j&~vy= T
44 8.69 12946.65 -2979.156 45552 575 +s+PnZ%0V
45 8.89 13555.82 -3048.439 47875 575 1eE]4Z4Q
46 9.10 14179.00 -3117.721 50318 575 gNEzlx8A
47 9.30 14816.18 -3187.004 52884 575 y0&V$uv/
48 9.50 15467.36 -3088.954 55582 575 H649J)v+m
49 9.70 16069.16 -2726.636 57839 575 T;:',T[ G
50 9.91 16579.34 -2261.434 60187 575 ,{`o/F/
51 10.11 16993.40 -1785.857 62011 575 DiGUxnP
52 10.32 17309.21 -1319.891 63257 575 &geOFe}R
53 10.52 17532.83 -892.681 63890 575 K*HVn2OV
54 10.73 17674.05 -512.019 64529 575 q^jqLT&w
55 10.93 17742.09 -175.153 64529 575 HonAK
56 11.13 17745.63 120.685 64529 575 ${TB2q}%
57 11.34 17692.77 378.269 64529 575 "EOk^1,y
58 11.54 17591.03 600.372 63890 575 AXNszS%4
59 11.75 17447.40 789.751 63890 575 eSvc/ CU
60 11.95 17268.27 949.147 62631 575 a!^ -~pH:
61 12.16 17059.49 1081.275 62011 575 IxEQh)J X
62 12.36 16826.35 1188.818 60789 575 <M =W)2D7
63 12.57 16573.62 1274.428 60187 575 k"DQbUy0L
64 12.77 16305.50 1340.717 59001 575 _Ssv:x c,
65 12.97 16025.68 1390.255 57839 575 %4r!7X|O<
66 13.18 15737.31 1425.573 56699 575 %b-;Rn
67 13.38 15443.05 1449.155 55582 575 =XRgT1>e
68 13.59 15145.05 1463.439 54487 575
FM;;x(sg
69 13.79 14844.95 1470.818 52884 575 # RLch
70 14.00 14543.93 1473.639 51842 575 0f=N3)
71 14.20 14242.68 737.100 50821 575 Q8DQ .C
===================================================================== QRg"/62WCD
===================================================================== %WJ {IXlz
第 2 种情况: 库仑土压力(一般情况) /\3XARt
[kp7LA"`
(一) 桩身内力计算 WoC lTb>F
按实际墙背计算得到: %CsTB0Y7n,
第1破裂角： 50.000(度) -Iruua7b
Ea=1571.176(kN) Ex=1533.933(kN) Ey=340.065(kN) 作用点到嵌固点距离 Zy=2.111(m) *m K);@pL
桩前覆土深度为9.300时的被动土压力： D:6x*+jah)
Ea=1870.310(kN) Ex=1870.310(kN) Ey=0.000(kN) 作用点到嵌固点距离 Zy=3.188(m) *s<dgFA'
第1嵌固段地层计算方法: K 法 r0Y?X\l*
背侧——为挡土侧；面侧——为非挡土侧。 _ Sk< S
背侧最大弯矩 = 0.063(kN-m) 距离桩顶 0.000(m) {R1C xt}
面侧最大弯矩 = 11502.305(kN-m) 距离桩顶 10.522(m) ;8%@Lan
最 大 剪 力 = 2185.076(kN) 距离桩顶 6.670(m) U47k5 s( J
最 大 位 移 = 34(mm) Ivt)Eg
点号 距顶距离 弯矩 剪力 位移 土反力 %T ,\xZ
(m) (kN-m) (kN) (mm) (kPa) ?VOs:sln
1 0.000 0.063 0.698 34.37 0.000 X( 'Q;^`
2 0.202 -0.166 5.854 33.67 0.000 psyH?&T
3 0.404 -2.151 18.298 32.96 0.000 I).^,%>Z)
4 0.606 -7.360 37.389 32.26 0.000 0+2Matk>.
5 0.809 -16.988 61.695 31.56 0.000 wEo-a< (
6 1.011 -31.954 90.193 30.85 0.000 YV ZSKU
7 1.213 -53.103 122.882 30.15 0.000 *xZQG9`kt
8 1.415 -81.283 159.763 29.45 0.000 O w($\,
9 1.617 -117.342 200.834 28.74 0.000 &t.>^7ELF
10 1.819 -162.125 246.095 28.04 0.000 p@N Er,GB
11 2.021 -216.480 295.549 27.34 0.000 t;e]L'z@:
12 2.223 -281.256 349.195 26.63 0.000 WrK^ >
13 2.426 -357.298 407.032 25.93 0.000 of[|b{Ze4~
14 2.628 -445.454 469.058 25.23 0.000 x%:> Ol
15 2.830 -546.571 535.276 24.53 0.000 W(PW9J9
16 3.032 -661.496 605.686 23.83 0.000 vUIK4uR.
17 3.234 -791.076 680.288 23.13 0.000 zM8/ s96h
18 3.436 -936.160 759.081 22.43 0.000 tI!R5q;k
19 3.638 -1097.532 841.166 21.74 0.000 ?^G$;X7 B
20 3.840 -1275.706 925.166 21.04 0.000 bb
O;AiHD
21 4.043 -1471.003 1010.605 20.35 0.000 a`h$lUb-
22 4.245 -1683.716 1097.482 19.66 0.000 P :7l#/x_
23 4.447 -1914.135 1185.798 18.98 0.000 _!CvtUU0Vv
24 4.649 -2162.549 1275.550 18.30 0.000 ('o; M:
25 4.851 -2429.250 1366.742 17.62 0.000 e u=f-HW]
26 5.053 -2714.530 1459.372 16.94 0.000 h>L6{d1
27 5.255 -3018.677 1553.441 16.27 0.000 0\_R|i_`>
28 5.457 -3341.985 1648.949 15.61 0.000 .2(@jx,[
29 5.660 -3684.742 1745.893 14.95 0.000 ~qLhZR\g^
30 5.862 -4047.240 1844.276 14.30 0.000 >ihe|WN
31 6.064 -4429.769 1944.097 13.65 0.000 JI[rIL \Ey
32 6.266 -4832.620 2045.358 13.01 0.000 ZZFI\o
33 6.468 -5256.083 2148.057 12.38 0.000 N?U&(@p
34 6.670 -5695.928 2185.076 11.76 0.000 !+*?pq
35 6.872 -6134.143 2153.223 11.15 0.000 m|Q&Lph b8
36 7.074 -6565.418 2116.420 10.55 0.000 d'g{K]=tF
37 7.277 -6988.755 2074.667 9.96 0.000 i/ O,`2
38 7.479 -7403.151 2027.965 9.39 0.000 AVevYbucB
39 7.681 -7807.608 1976.310 8.82 0.000
8tFyNl`c
40 7.883 -8201.123 1919.705 8.27 0.000 G"UH4n[1ur
41 8.085 -8582.696 1858.149 7.74 0.000 t#D\*:Xi
42 8.287 -8951.327 1791.644 7.22 0.000 oVuj020
43 8.489 -9306.016 1720.189 6.71 0.000 %. 6?\w1e
44 8.691 -9645.837 1644.927 6.22 0.000 Fb<\(#t
45 8.894 -9970.403 1570.338 5.75 0.000 v-r[~
46 9.096 -10280.297 1499.763 5.30 0.000 T h- v G
47 9.298 -10574.525 1473.406 4.86 0.000 ("P mB?20
48 9.500 -10873.111 1248.658 4.44 0.000 rY_C3;B
49 9.704 -11141.227 1089.211 4.04 645.697 9V4V}[%
50 9.909 -11323.235 733.240 3.65 584.159 Bu >yRL=*
51 10.113 -11440.141 427.027 3.29 525.829 t-<[._: +
52 10.317 -11497.760 152.104 2.94 470.740 'bY|$ \I
53 10.522 -11502.305 -93.322 2.62 418.909 2Z I pzH/8
54 10.726 -11459.619 -311.052 2.31 370.338 7"CH\*%
55 10.930 -11375.180 -502.878 2.03 325.013 @R-~zOv
56 11.135 -11254.096 -670.586 1.77 282.913 ~RR_[t2Z
57 11.339 -11101.114 -815.946 1.53 244.003 )H37 a
58 11.543 -10920.622 -940.706 1.30 208.239 <1'X)n&Kw$
59 11.748 -10716.651 -1046.587 1.10 175.571 z7l;|T
60 11.952 -10492.886 -1135.283 0.91 145.940 5f`XFe$8
61 12.157 -10252.666 -1208.450 0.75 119.284 B'Bb TI,
62 12.361 -9998.998 -1267.712 0.60 95.535 C"m0"O>
63 12.565 -9734.559 -1314.653 0.47 74.621 iqv\ag
64 12.770 -9461.704 -1350.816 0.35 56.467 tpx3:|
65 12.974 -9182.485 -1377.703 0.26 40.995 k`4\.m"&
66 13.178 -8898.644 -1396.771 0.18 28.127 woH3?zR
67 13.383 -8611.631 -1409.436 0.11 17.782 1Sc~ Vb|>
68 13.587 -8322.614 -1417.067 0.06 9.879 ->"h5h
69 13.791 -8032.481 -1420.988 0.03 4.336 `bt)'ERO%#
70 13.996 -7741.861 -1422.479 0.01 1.070 ^)0{42!]
71 14.200 -7451.121 -711.387 0.00 0.000 .+ JP tL
桩底竖向合力 = 1455.33(kN)，桩底面积A = 3.142(m2) {</$ObK
桩底所在土层承载力 = 600.00(kPa) B|q 3;P
故桩的竖向地基承载力满足。 BI]ut |Qw
! ,(bXa\^
~cg+BAfu
(二) 桩身配筋计算 dXK~
Z:
W*/s4 N
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 <2@<r
t{
(m) (kN.m) (kN) (mm2) (mm2/m) Bdk{.oh6
1 0.00 1.00 0.698 15708 575 - m x3^
2 0.20 1.00 5.854 15708 575 E6 ^S2J2
3 0.40 2.15 18.298 15708 575 n5,Pq+[
4 0.61 7.36 37.389 15708 575 o}^vREO
5 0.81 16.99 61.695 15708 575 yg[Oy#^
6 1.01 31.95 90.193 15708 575 S>ylA U;N
7 1.21 53.10 122.882 15708 575 hk$nlc|$
8 1.41 81.28 159.763 15708 575 .pu`\BW>
9 1.62 117.34 200.834 15708 575 C; :1CK
10 1.82 162.12 246.095 15708 575 ~NW5+M(u
11 2.02 216.48 295.549 15708 575 '`goy%Wd
12 2.22 281.26 349.195 15708 575 ?=@Q12R)X
13 2.43 357.30 407.032 15708 575 nu<!2xs,
14 2.63 445.45 469.058 15708 575 aab4c^Ms=
15 2.83 546.57 535.276 15708 575 EV7+u0uN&Q
16 3.03 661.50 605.686 15708 575 &40JN}
17 3.23 791.08 680.288 15708 575 ,IVr4#w0=
18 3.44 936.16 759.081 15708 575 [Ey%uh
6*
19 3.64 1097.53 841.166 15708 575 U-]PWt?C{
20 3.84 1275.71 925.166 15708 575 vM4 `u5
21 4.04 1471.00 1010.605 15708 575 , LPFb6o
22 4.24 1683.72 1097.482 15708 575 kq.R(z+
23 4.45 1914.13 1185.798 15708 575 zH\;pmWiN9
24 4.65 2162.55 1275.550 15708 575 . =foXN
25 4.85 2429.25 1366.742 15708 575 j
n&9<"W
26 5.05 2714.53 1459.372 15708 575 9q ,Jq B
27 5.26 3018.68 1553.441 15708 575 m+gG &`&u
28 5.46 3341.98 1648.949 15708 575 ~PAbLSL*u
29 5.66 3684.74 1745.893 15708 575 X)R] a]1A
30 5.86 4047.24 1844.276 15708 575 JU%yqXO
31 6.06 4429.77 1944.097 15708 575 r`E1<aCr|
32 6.27 4832.62 2045.358 15708 575 /qQ2@k
33 6.47 5256.08 2148.057 17009 575 g7Q*KA+
34 6.67 5695.93 2185.076 18603 575 C2,cyhr
35 6.87 6134.14 2153.223 20144 575 7!yF5 +_d
36 7.07 6565.42 2116.420 21598 575 0Eg r
Q
37 7.28 6988.75 2074.667 23155 575 W 9:{pQG
38 7.48 7403.15 2027.965 24826 575 :;#}9g9
39 7.68 7807.61 1976.310 26092 575 3v3V a~fm`
40 7.88 8201.12 1919.705 27697 575 y@8399;l
41 8.09 8582.70 1858.149 29110 575 2 .&V
42 8.29 8951.33 1791.644 30292 575 9 q@YE_ji
43 8.49 9306.02 1720.189 31837 575 ^CZ|ci6bX
44 8.69 9645.84 1644.927 33130 575 (XIq?c1T
45 8.89 9970.40 1570.338 34134 575 #y9K-}u
46 9.10 10280.30 1499.763 35520 575 nTtt$I@hW
47 9.30 10574.53 1473.406 36596 575 L!8?2 \5
48 9.50 10873.11 1248.658 37705 575 mBgx17K/-_
49 9.70 11141.23 1089.211 38848 575 W2.1xNW O
50 9.91 11323.24 733.240 39236 575 Y X{
51 10.11 11440.14 427.027 39628 575 \ g[f4xAV
52 10.32 11497.76 152.104 40025 575 [Oy 2&C
53 10.52 11502.30 -93.322 40025 575 A[,"jh
54 10.73 11459.62 -311.052 40025 575 PM?Ri^55<L
55 10.93 11375.18 -502.878 39628 575 ZT-45_
56 11.13 11254.10 -670.586 39236 575 KZ
>"L
57 11.34 11101.11 -815.946 38463 575 ?yM/j7Xn
58 11.54 10920.62 -940.706 37705 575 9 0if:mYA
59 11.75 10716.65 -1046.587 36962 575 2'^OtM,
60 11.95 10492.89 -1135.283 36234 575 K'rs9v"K|
61 12.16 10252.67 -1208.450 35168 575 H2_>Av{m
62 12.36 9999.00 -1267.712 34475 575 u( G;57ms
63 12.57 9734.56 -1314.653 33461 575 U+A(.+d.
64 12.77 9461.70 -1350.816 32156 575 xg5@;p
65 12.97 9182.49 -1377.703 31210 575 ORP l^n-
66 13.18 8898.64 -1396.771 30292 575 hG3$ ]i9
67 13.38 8611.63 -1409.436 29110 575 7 u3b aM
68 13.59 8322.61 -1417.067 27974 575 ~i&< ! O &
69 13.79 8032.48 -1420.988 26883 575 |(w#NE 5
70 14.00 7741.86 -1422.479 25834 575 ToXFMkwY
71 14.20 7451.12 -711.387 24826 575 ;< )-*?m9
===================================================================== y2% ^teX k
各点的配筋包络结果 SFPIr0 u
点号 距顶距离 面侧纵筋 背侧纵筋 箍筋 F-\8f(\
(m) (mm2) (mm2) (mm2/m) _TcQ12H 5<
1 0.00 15708 575 ]3#
@t:>
2 0.00 15708 575 X'Il:SK
3 0.00 15708 575 6 8br
4 0.00 15708 575 P;91C'T-x
5 0.00 15708 575 P :h 4
6 0.00 15708 575 4y}a,
7 0.00 15708 575 (Gk]<`d#N
8 0.00 15708 575 Y&Vbf>Hi+
9 0.00 15708 575 jxOVH+?l%
10 0.00 15708 575 8}`8lOE7
11 0.00 15708 575 wm`"yNbD
12 0.00 15708 575 .Fz6+m;Z
13 0.00 15708 575 mS;Q8Crh
14 0.00 15708 575 3$G25=eN
15 0.00 15708 575 ^EBM ;&;7
16 0.00 15708 575 Hf]}OvT>Z
17 0.00 15708 575 OuIW|gIu0
18 0.00 15708 575 9l^
19 0.00 15708 575 4J y,IKPp
20 0.00 15708 575 KZ/^gR\ d
21 0.00 15708 575 <W|{)U?p
22 0.00 15708 575 iC0,zk4 &
23 0.00 15708 575 }~,cCtg:o
24 0.00 15708 575 3bL2fsn5
25 0.00 15708 575 UHl/AM> !
26 0.00 15708 575 o>rlrqr?_
27 0.00 15708 575 (']z\4o
28 0.00 15708 575 pO+wJ|f
29 0.00 15708 575 exN#!& ;
30 0.00 15708 575 jJQfCOD$
31 0.00 15708 575 dSD}NM
32 0.00 15708 575 `TR9GWU+B
33 0.00 17009 575 9 v3Nba
34 0.00 18603 575 "uER a(i
35 0.00 20144 575 :;u]Y7
36 0.00 21598 575 O*Pe [T5x'
37 0.00 23155 575 nPX'E`ut-V
38 0.00 24826 575 CpdY)SMSL
39 0.00 26092 575 [&k k
40 0.00 27697 575 >;U%~yy}qc
41 0.00 29110 575 0YRYCO$
42 0.00 30292 575 jP6G.aiO
43 0.00 31837 575 _q4d gi z
44 0.00 33130 575 tfIBsw.
45 0.00 34134 575 /%'7sx[p
46 0.00 35520 575 :< 3;7R'5
47 0.00 36596 575 [goPmVe+
48 0.00 37705 575 7
,~Krzv
49 0.00 38848 575 !Kqj&y5
50 0.00 39236 575 DmA !+
51 0.00 39628 575 E1Aa2
52 0.00 40025 575 "1 TM
53 0.00 40025 575 NP`ll0s
54 0.00 40025 575 X10TZ
55 0.00 39628 575 ZrT|~$*m`
56 0.00 39236 575 >oYwzK0&
57 0.00 38463 575 T
]nR
XW$
58 0.00 37705 575 $[;eb,
59 0.00 36962 575 Vw@ x
60 0.00 36234 575 \D k^\-
61 0.00 35168 575 {"AYOc>2|
62 0.00 34475 575 bD[W~ku
63 0.00 33461 575 t"Rf67
64 0.00 32156 575 g#nsA(_L
65 0.00 31210 575 >h-6B=
66 0.00 30292 575 %z_b/yG
67 0.00 29110 575 . { L m
68 0.00 27974 575 5*'N Q010
69 0.00 26883 575 Kyiez]T6%q
70 0.00 25834 575 sWzXl~JbF
71 0.00 24826 575 NW
Qu-]P
===================================================================== ),FN29mZu
桩配筋面积最终结果： UHszOl
纵筋最大为40025(mm2) >d[vHyA~!D
抗剪箍筋最大为575(mm2/m) U1tPw`0h
===================================================================== m`0{j1K
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？ f5XcBW9E
2、内力包络配筋的原理是什么？结果如何使用？ EGO@`<"h
3、两种情况的结果怎么利用？
