抗滑动桩验算 "d-v s t5
计算项目： 抗滑桩综合分析 14 |m\7/&@<
------------------------------------------------------------------------ ~<u\YIJ
原始条件: i+S%e ,U*
f]10^y5&
钢筋混凝土配筋计算依据:《混凝土结构设计规范GB 50010--2002》 vV"YgN:
===================================================================== y=9fuG L6
第 1 种情况: 滑坡推力(一般情况) <>KQ8:
Ox
,Rk
(一) 桩身内力计算 MX*4d { l
剩余下滑力 = 818.008(kN) 剩余下滑力角度 = 5.623° I.t)sf,
剩余下滑力水平分力 = 814.072(kN) 剩余下滑力竖直分力 = 80.152(kN) 9/8 +R%
分布范围为桩顶以下(0 ～ 9.500m)范围 PM@_ZJ 'x
[桩前剩余抗滑力] %d:cC:`
桩前覆土层到嵌固点的厚度 = 9.300(m) D+AkV|
桩前剩余抗滑力水平分力 = 0.000(kN) '~yxu$aK
合力作用点到嵌固点距离 = 4.650(m) :
HU|BJ>
第1嵌固段地层计算方法: K 法 @ebY_*
背侧——为挡土侧；面侧——为非挡土侧。 >G1]#'6;
背侧最大弯矩 = 17745.631(kN-m) 距离桩顶 11.135(m) S9 *68l
面侧最大弯矩 = 0.000(kN-m) 距离桩顶 0.000(m) p}~Sg i
最 大 剪 力 = 3187.004(kN) 距离桩顶 9.298(m) pbh>RS=ri
最 大 位 移 = -54(mm) kb$Yc)+R4
点号 距顶距离 弯矩 剪力 位移 土反力 ;|\j][A
(m) (kN-m) (kN) (mm) (kPa) "&qAV'U
1 0.000 0.000 0.000 -53.78 0.000 Z[ !kEW
2 0.202 7.002 -69.283 -52.70 0.000 .,VLQ btg
3 0.404 28.008 -138.565 -51.61 0.000 ,W 'P8C
4 0.606 63.018 -207.848 -50.52 0.000 ?!"pzDg
5 0.809 112.032 -277.131 -49.43 0.000 c;KMox/
6 1.011 175.049 -346.413 -48.35 0.000 wtL=^
7 1.213 252.071 -415.696 -47.26 0.000 P7X3>5<;q
8 1.415 343.097 -484.979 -46.17 0.000 MYJMZ3qBi
9 1.617 448.126 -554.262 -45.08 0.000 ^[I> #U
10 1.819 567.160 -623.544 -44.00 0.000 ?;w`hA3ei
11 2.021 700.198 -692.827 -42.91 0.000 eF0FQlMe[
12 2.223 847.239 -762.110 -41.83 0.000 z2R?GQ5 A
13 2.426 1008.284 -831.392 -40.75 0.000 ',Z]w;D!G
14 2.628 1183.334 -900.675 -39.67 0.000 ME>Sh~C\
15 2.830 1372.387 -969.958 -38.59 0.000 nql{k/6
16 3.032 1575.444 -1039.240 -37.51 0.000 s{c|J#s
17 3.234 1792.505 -1108.523 -36.44 0.000 lt'N{LFvc
18 3.436 2023.571 -1177.806 -35.37 0.000 f\hQ>MLzt
19 3.638 2268.640 -1247.089 -34.31 0.000 K{Nj-Rqd
20 3.840 2527.713 -1316.371 -33.24 0.000 s,mt%^x[
21 4.043 2800.790 -1385.654 -32.19 0.000 TrgKl2xfx
22 4.245 3087.871 -1454.937 -31.13 0.000 b5~p:f-&4B
23 4.447 3388.956 -1524.219 -30.08 0.000 Ii3F|Vb G
24 4.649 3704.044 -1593.502 -29.04 0.000 ]T40VGJ:h
25 4.851 4033.137 -1662.785 -28.01 0.000 5ld?N2<8/
26 5.053 4376.234 -1732.067 -26.98 0.000 o=zl{tZV
27 5.255 4733.334 -1801.350 -25.96 0.000 0}`
-<(
28 5.457 5104.439 -1870.633 -24.94 0.000 /Aw@2 6
29 5.660 5489.548 -1939.915 -23.94 0.000 Vv`94aQTD
30 5.862 5888.661 -2009.198 -22.95 0.000 av'[k<
31 6.064 6301.777 -2078.481 -21.96 0.000 P=P' ]\`p+
32 6.266 6728.898 -2147.764 -20.99 0.000 .|P
:n'
33 6.468 7170.022 -2217.046 -20.03 0.000 Om ;` "5
34 6.670 7625.150 -2286.329 -19.08 0.000 CCC9I8rZD
35 6.872 8094.283 -2355.612 -18.14 0.000 >CcDG
36 7.074 8577.418 -2424.894 -17.22 0.000 JS?% zj&@
37 7.277 9074.560 -2494.177 -16.31 0.000 U.Z5;E0:
38 7.479 9585.703 -2563.460 -15.42 0.000 ;i [;%
39 7.681 10110.852 -2632.742 -14.55 0.000 l N"@5(5%
40 7.883 10650.003 -2702.025 -13.69 0.000 p?
w^|V
41 8.085 11203.160 -2771.308 -12.85 0.000 g%)cyri
42 8.287 11770.319 -2840.590 -12.03 0.000 ^P.U_2&
43 8.489 12351.482 -2909.873 -11.23 0.000 N3)n**
44 8.691 12946.649 -2979.156 -10.46 0.000 wSZMHIW
45 8.894 13555.823 -3048.439 -9.70 0.000 @d0~'_vtB
46 9.096 14178.999 -3117.721 -8.97 0.000 8F$]@0v`%
47 9.298 14816.178 -3187.004 -8.26 0.000 BNO+-ob-
48 9.500 15467.360 -3088.954 -7.58 0.000 gL@]p
49 9.704 16069.158 -2726.636 -6.92 -833.709 4qd( a)NdY
50 9.909 16579.338 -2261.434 -6.29 -852.511 ]X X> h~0
51 10.113 16993.398 -1785.857 -5.68 -871.314 mtLiS3Nk8
52 10.317 17309.211 -1319.891 -5.11 -817.722 Hkf]=kPy*
53 10.522 17532.830 -892.681 -4.57 -730.872 ^%\MOjSN
54 10.726 17674.047 -512.019 -4.06 -648.990 5]kv1nQ
55 10.930 17742.090 -175.153 -3.58 -572.115 (_N(K`4#W
56 11.135 17745.631 120.685 -3.13 -500.268 A^|~>9
57 11.339 17692.768 378.269 -2.71 -433.451 6 !Mm")
58 11.543 17591.033 600.372 -2.32 -371.649 >C5u>@%9O
59 11.748 17447.398 789.751 -1.97 -314.833 bq8h ?Q
60 11.952 17268.266 949.147 -1.64 -262.962 m,5?|J=
61 12.157 17059.486 1081.275 -1.35 -215.987 |v#rSVx
62 12.361 16826.354 1188.818 -1.09 -173.848
# x X
63 12.565 16573.621 1274.428 -0.85 -136.479 c:B` <
64 12.770 16305.500 1340.717 -0.65 -103.810 8RVRfy,w
65 12.974 16025.676 1390.255 -0.47 -75.763 HqyAo]{GN
66 13.178 15737.310 1425.573 -0.33 -52.260 V1Gnr~GM
67 13.383 15443.051 1449.155 -0.21 -33.220 (7$BF~s:,
68 13.587 15145.047 1463.439 -0.12 -18.558 4~;M\h
69 13.791 14844.949 1470.818 -0.05 -8.191 [{>1wJ Pdj
70 13.996 14543.929 1473.639 -0.01 -2.034 y M-k]_
71 14.200 14242.680 737.100 0.00 0.000 IF6-VFY:6
桩底竖向合力 = 1195.42(kN)，桩底面积A = 3.142(m2) Z(LTHAbBk|
桩底所在土层承载力 = 600.00(kPa) wI WO?w2
故桩的竖向地基承载力满足。 iM V=R2t 2
D '% O<.m
0xeY0!ux
(二) 桩身配筋计算 "kVzN22
&2ty++gC
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 u&o$2
'8
(m) (kN.m) (kN) (mm2) (mm2/m) /*M3Ns1@2
1 0.00 1.00 0.000 15708 575 Jy('tfAHp
2 0.20 7.00 -69.283 15708 575 gr@Ril^
3 0.40 28.01 -138.565 15708 575 Pj!f^MN
4 0.61 63.02 -207.848 15708 575 R.
vVl+
5 0.81 112.03 -277.131 15708 575 Otf {) f
6 1.01 175.05 -346.413 15708 575 "];@N!dA
7 1.21 252.07 -415.696 15708 575 _l m^v%J$
8 1.41 343.10 -484.979 15708 575 )$d~HA@B
9 1.62 448.13 -554.262 15708 575 a #9pN?~
10 1.82 567.16 -623.544 15708 575 .2ZFJ.Z"
11 2.02 700.20 -692.827 15708 575 {&6 i$4T
12 2.22 847.24 -762.110 15708 575 P > `|.@
13 2.43 1008.28 -831.392 15708 575 M[Nv>
14 2.63 1183.33 -900.675 15708 575 &$l#0?Kc^
15 2.83 1372.39 -969.958 15708 575 Fw}|c
16 3.03 1575.44 -1039.240 15708 575 K(WKx7Kky^
17 3.23 1792.51 -1108.523 15708 575 6V#EEb
18 3.44 2023.57 -1177.806 15708 575 MGr e_=Dm_
19 3.64 2268.64 -1247.089 15708 575 uW!saT5o
20 3.84 2527.71 -1316.371 15708 575 UG}2q:ST
21 4.04 2800.79 -1385.654 15708 575 1i)3!fH0:
22 4.24 3087.87 -1454.937 15708 575 cF?0=un
23 4.45 3388.96 -1524.219 15708 575 Qam48XZ >
24 4.65 3704.04 -1593.502 15708 575 (qz)3Fa
25 4.85 4033.14 -1662.785 15708 575 roBb8M|q
26 5.05 4376.23 -1732.067 15708 575 >6)|># Wi
27 5.26 4733.33 -1801.350 15708 575 TgHUH>k
28 5.46 5104.44 -1870.633 16509 575 ^r mQMjF
29 5.66 5489.55 -1939.915 17877 575 k*Aee7
30 5.86 5888.66 -2009.198 19358 575 33&\E- Q>
31 6.06 6301.78 -2078.481 20755 575 o)R< sT
32 6.27 6728.90 -2147.764 22252 575 4G X S(
33 6.47 7170.02 -2217.046 23857 575 2Vw2r@S/
34 6.67 7625.15 -2286.329 25578 575 ,*? [Rg0]+
35 6.87 8094.28 -2355.612 27152 575 /{ W6]6^
36 7.07 8577.42 -2424.894 29110 575 tE-g]y3
37 7.28 9074.56 -2494.177 30901 575 ?zbW z=nq
38 7.48 9585.70 -2563.460 32802 575 8lA,3'z
39 7.68 10110.85 -2632.742 34820 575 .*.eY?,V
40 7.88 10650.00 -2702.025 36962 575 @X560_x[q
41 8.09 11203.16 -2771.308 38848 575 !+ QfQghAT
42 8.29 11770.32 -2840.590 41238 575 &
Y2xO
43 8.49 12351.48 -2909.873 43341 575 }Gy M<!:
44 8.69 12946.65 -2979.156 45552 575 }6=)w@v
45 8.89 13555.82 -3048.439 47875 575 GQQ p(% T
46 9.10 14179.00 -3117.721 50318 575 *JQ* $$5
47 9.30 14816.18 -3187.004 52884 575 UP% 6s:>:
48 9.50 15467.36 -3088.954 55582 575 5}Xi`'g,
49 9.70 16069.16 -2726.636 57839 575 5K)_w:U
X
50 9.91 16579.34 -2261.434 60187 575 (Nv -wU
51 10.11 16993.40 -1785.857 62011 575 *;~u 5y2b
52 10.32 17309.21 -1319.891 63257 575 Fop +xR,Z
53 10.52 17532.83 -892.681 63890 575 mVh;=>8K
54 10.73 17674.05 -512.019 64529 575 @2 *Q*
55 10.93 17742.09 -175.153 64529 575 Vo6g /h?`
56 11.13 17745.63 120.685 64529 575 -|>T?
t'K
57 11.34 17692.77 378.269 64529 575 1xkrh qq
58 11.54 17591.03 600.372 63890 575 0z4M/WrNt
59 11.75 17447.40 789.751 63890 575 K>b4(^lf
60 11.95 17268.27 949.147 62631 575 D!.1R!(Z
61 12.16 17059.49 1081.275 62011 575 3wcF R0f
62 12.36 16826.35 1188.818 60789 575 G.v(2~QFd
63 12.57 16573.62 1274.428 60187 575 =9,^Tu|
64 12.77 16305.50 1340.717 59001 575 F[`dX
65 12.97 16025.68 1390.255 57839 575 6 . )Xeb"
66 13.18 15737.31 1425.573 56699 575 dM P'Vnfj
67 13.38 15443.05 1449.155 55582 575 4RYH^9;>K
68 13.59 15145.05 1463.439 54487 575 4l6 8+
69 13.79 14844.95 1470.818 52884 575 n;Q8Gg2U
70 14.00 14543.93 1473.639 51842 575 QG2 Zh9R
71 14.20 14242.68 737.100 50821 575 HEIg_6sb
===================================================================== kxJ[Bi#
===================================================================== 5,g +OY=\
第 2 种情况: 库仑土压力(一般情况) Z@f{f:Jc/"
Pnm$g; `P
(一) 桩身内力计算 Zj'%c2U_
按实际墙背计算得到: slUi)@ b
第1破裂角： 50.000(度) KB(W'M_D\
Ea=1571.176(kN) Ex=1533.933(kN) Ey=340.065(kN) 作用点到嵌固点距离 Zy=2.111(m) Q~VM.G
桩前覆土深度为9.300时的被动土压力： ~1[n@{*: (
Ea=1870.310(kN) Ex=1870.310(kN) Ey=0.000(kN) 作用点到嵌固点距离 Zy=3.188(m) rD a{Ve
第1嵌固段地层计算方法: K 法 AX<f$%iqD
背侧——为挡土侧；面侧——为非挡土侧。 '%XYJr:H[
背侧最大弯矩 = 0.063(kN-m) 距离桩顶 0.000(m) Y?3tf0 t/
面侧最大弯矩 = 11502.305(kN-m) 距离桩顶 10.522(m) N' R ^ gL
最 大 剪 力 = 2185.076(kN) 距离桩顶 6.670(m) T<? kH
最 大 位 移 = 34(mm) TjYHoL5
点号 距顶距离 弯矩 剪力 位移 土反力 a !%,2|U
(m) (kN-m) (kN) (mm) (kPa) D&D6!jz
1 0.000 0.063 0.698 34.37 0.000 0<NS1y
2 0.202 -0.166 5.854 33.67 0.000 g$?^bu dxv
3 0.404 -2.151 18.298 32.96 0.000 g= Vu'p 3u
4 0.606 -7.360 37.389 32.26 0.000 UeLO `Ug0;
5 0.809 -16.988 61.695 31.56 0.000 q!@!eC[b
6 1.011 -31.954 90.193 30.85 0.000 ]a4+] vLK
7 1.213 -53.103 122.882 30.15 0.000 Ve&_NVPrd
8 1.415 -81.283 159.763 29.45 0.000 ?_Z -} f
9 1.617 -117.342 200.834 28.74 0.000 wlaPE8Gc
10 1.819 -162.125 246.095 28.04 0.000 wC ruj`$
11 2.021 -216.480 295.549 27.34 0.000 `Hlf.>b1
12 2.223 -281.256 349.195 26.63 0.000 #?jsC)
13 2.426 -357.298 407.032 25.93 0.000 hr 6j+p:
14 2.628 -445.454 469.058 25.23 0.000 /bB4ec8!
15 2.830 -546.571 535.276 24.53 0.000 1BZ##xV*:G
16 3.032 -661.496 605.686 23.83 0.000 s(3HZ>qx;
17 3.234 -791.076 680.288 23.13 0.000 80[# 6`
18 3.436 -936.160 759.081 22.43 0.000 x5BS|3W$a
19 3.638 -1097.532 841.166 21.74 0.000 J
3C^tV
20 3.840 -1275.706 925.166 21.04 0.000 h72/03 !
21 4.043 -1471.003 1010.605 20.35 0.000 6&ut r!\7
22 4.245 -1683.716 1097.482 19.66 0.000 j9h fW'
23 4.447 -1914.135 1185.798 18.98 0.000 5P"R'/[PA_
24 4.649 -2162.549 1275.550 18.30 0.000 $DIy ?kZ
25 4.851 -2429.250 1366.742 17.62 0.000 0#!}s&j/
26 5.053 -2714.530 1459.372 16.94 0.000 _#:7S
sJ
27 5.255 -3018.677 1553.441 16.27 0.000 4^l 9 d
28 5.457 -3341.985 1648.949 15.61 0.000 ,.cR @5qI
29 5.660 -3684.742 1745.893 14.95 0.000 C|TQf8
30 5.862 -4047.240 1844.276 14.30 0.000 [Tp?u8$p`
31 6.064 -4429.769 1944.097 13.65 0.000 cr{yy :D
32 6.266 -4832.620 2045.358 13.01 0.000 sIg TSdk
33 6.468 -5256.083 2148.057 12.38 0.000 : #CWiq("%
34 6.670 -5695.928 2185.076 11.76 0.000 O8A1200
35 6.872 -6134.143 2153.223 11.15 0.000 \2 N;V E
36 7.074 -6565.418 2116.420 10.55 0.000 EHm* ~Sd
37 7.277 -6988.755 2074.667 9.96 0.000 hQm=9gS
38 7.479 -7403.151 2027.965 9.39 0.000 vjx'yh|
39 7.681 -7807.608 1976.310 8.82 0.000 jc
Mn
40 7.883 -8201.123 1919.705 8.27 0.000 |xFA}
41 8.085 -8582.696 1858.149 7.74 0.000 _uMG?Sbx
42 8.287 -8951.327 1791.644 7.22 0.000 WX? nq'nr
43 8.489 -9306.016 1720.189 6.71 0.000 W6NhJ#M7
44 8.691 -9645.837 1644.927 6.22 0.000 x-CjxU3
45 8.894 -9970.403 1570.338 5.75 0.000 DX>LB$dy?
46 9.096 -10280.297 1499.763 5.30 0.000 -6kX?sNl)X
47 9.298 -10574.525 1473.406 4.86 0.000 PKrG6%
W+
48 9.500 -10873.111 1248.658 4.44 0.000 K}re{y
49 9.704 -11141.227 1089.211 4.04 645.697 Uq#2~0n>
50 9.909 -11323.235 733.240 3.65 584.159 xOj#%;
51 10.113 -11440.141 427.027 3.29 525.829 S u6kpC!EW
52 10.317 -11497.760 152.104 2.94 470.740 04Zdg:[3-!
53 10.522 -11502.305 -93.322 2.62 418.909 #&Tm%CvB
54 10.726 -11459.619 -311.052 2.31 370.338 E0 +L?(;
55 10.930 -11375.180 -502.878 2.03 325.013 MLH CB Ri
56 11.135 -11254.096 -670.586 1.77 282.913 XKky-LeJ
57 11.339 -11101.114 -815.946 1.53 244.003 cLf 90|YFp
58 11.543 -10920.622 -940.706 1.30 208.239 p ;}`PW
59 11.748 -10716.651 -1046.587 1.10 175.571 l+"p$iZs
60 11.952 -10492.886 -1135.283 0.91 145.940 k4LrUd
61 12.157 -10252.666 -1208.450 0.75 119.284 `~)?OTzU#
62 12.361 -9998.998 -1267.712 0.60 95.535 q=5aHH% |
63 12.565 -9734.559 -1314.653 0.47 74.621 5tbCx!tL
64 12.770 -9461.704 -1350.816 0.35 56.467 94#,dA,M
65 12.974 -9182.485 -1377.703 0.26 40.995 *mp :#'
66 13.178 -8898.644 -1396.771 0.18 28.127 !\R5/-_ UU
67 13.383 -8611.631 -1409.436 0.11 17.782 g: Qq%'
68 13.587 -8322.614 -1417.067 0.06 9.879 c8X;4
My
69 13.791 -8032.481 -1420.988 0.03 4.336 ~ O\A 0e
70 13.996 -7741.861 -1422.479 0.01 1.070 oqF?9<Vgc,
71 14.200 -7451.121 -711.387 0.00 0.000 &!X<F,
桩底竖向合力 = 1455.33(kN)，桩底面积A = 3.142(m2)
QvZ"{
桩底所在土层承载力 = 600.00(kPa) D=z~]a31!
故桩的竖向地基承载力满足。 G|Et'k.F4
I#(lxlp"Ho
S}JOS}\^j
(二) 桩身配筋计算 YXWDbr:JX
. J O3#
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 qo3+=*"V
(m) (kN.m) (kN) (mm2) (mm2/m) G]rY1f0
1 0.00 1.00 0.698 15708 575 Sz Mh
2 0.20 1.00 5.854 15708 575 UV D D)
3 0.40 2.15 18.298 15708 575 1<_][u@
4 0.61 7.36 37.389 15708 575 $8eiifj
5 0.81 16.99 61.695 15708 575 aJ(/r.1G
6 1.01 31.95 90.193 15708 575 ;99oJD,
7 1.21 53.10 122.882 15708 575 d9S/_iCI
8 1.41 81.28 159.763 15708 575 c%pf,sm'
9 1.62 117.34 200.834 15708 575 X|{T ljn
10 1.82 162.12 246.095 15708 575 <WIIurp
11 2.02 216.48 295.549 15708 575 B N7 9\rt
12 2.22 281.26 349.195 15708 575 59)w+AW
13 2.43 357.30 407.032 15708 575 YgcW1}
14 2.63 445.45 469.058 15708 575 ~
q-Z-MA
15 2.83 546.57 535.276 15708 575 `YqtI/-w
16 3.03 661.50 605.686 15708 575 $f3 IO#N
17 3.23 791.08 680.288 15708 575 *G.vY # h
18 3.44 936.16 759.081 15708 575 k^%=\c
19 3.64 1097.53 841.166 15708 575 akyMW7'3V<
20 3.84 1275.71 925.166 15708 575 `r1}:`.m,
21 4.04 1471.00 1010.605 15708 575 gP
QOv
22 4.24 1683.72 1097.482 15708 575 5wV J.B~s
23 4.45 1914.13 1185.798 15708 575 oI ick
24 4.65 2162.55 1275.550 15708 575 HN56 61;8
25 4.85 2429.25 1366.742 15708 575 gD U!dT
26 5.05 2714.53 1459.372 15708 575 @)h>vg
27 5.26 3018.68 1553.441 15708 575 cQt&%SVT]E
28 5.46 3341.98 1648.949 15708 575 0}<blU
29 5.66 3684.74 1745.893 15708 575 (o|bst][S
30 5.86 4047.24 1844.276 15708 575 {`SMxDevc}
31 6.06 4429.77 1944.097 15708 575 LH4#p%Pb%
32 6.27 4832.62 2045.358 15708 575 P'8Ra O&d
33 6.47 5256.08 2148.057 17009 575 j ^j"w( a
34 6.67 5695.93 2185.076 18603 575 7/~=[#]*
35 6.87 6134.14 2153.223 20144 575 D?_K5a&v,
36 7.07 6565.42 2116.420 21598 575 ( 5! '42
37 7.28 6988.75 2074.667 23155 575 Am*IC?@tq
38 7.48 7403.15 2027.965 24826 575 o+.L@3RT4
39 7.68 7807.61 1976.310 26092 575 C%Lr3M;S'
40 7.88 8201.12 1919.705 27697 575 ?P +Uv
41 8.09 8582.70 1858.149 29110 575 <w^u^)iLy1
42 8.29 8951.33 1791.644 30292 575 0V3dc+t)O
43 8.49 9306.02 1720.189 31837 575 aH. "|
*.
44 8.69 9645.84 1644.927 33130 575 &/U fXK r
45 8.89 9970.40 1570.338 34134 575 o~XK*f=(
46 9.10 10280.30 1499.763 35520 575 i+O7," (@
47 9.30 10574.53 1473.406 36596 575 >Gpq{Ph[
48 9.50 10873.11 1248.658 37705 575 zk {d*gN
49 9.70 11141.23 1089.211 38848 575 iz-z?)%
50 9.91 11323.24 733.240 39236 575 d?X,od6
51 10.11 11440.14 427.027 39628 575 *90dkJZ.
52 10.32 11497.76 152.104 40025 575 8
*f 9
53 10.52 11502.30 -93.322 40025 575 qvc < _k^
54 10.73 11459.62 -311.052 40025 575 Ni>Ns=n
55 10.93 11375.18 -502.878 39628 575 B{Vc-qJ
56 11.13 11254.10 -670.586 39236 575 v ) O0i2
57 11.34 11101.11 -815.946 38463 575 7k*
58 11.54 10920.62 -940.706 37705 575 x"q]~u<rB
59 11.75 10716.65 -1046.587 36962 575 D@&xj_#\}
60 11.95 10492.89 -1135.283 36234 575 eXKEx4rU
61 12.16 10252.67 -1208.450 35168 575 9
3)fC
62 12.36 9999.00 -1267.712 34475 575 I^A>YJW
63 12.57 9734.56 -1314.653 33461 575 )
Z3KO
64 12.77 9461.70 -1350.816 32156 575 nV8'QDQ:Al
65 12.97 9182.49 -1377.703 31210 575 q!Ek
EW\ n
66 13.18 8898.64 -1396.771 30292 575 X:s~w#>R
67 13.38 8611.63 -1409.436 29110 575 OD~Q|I(j
68 13.59 8322.61 -1417.067 27974 575 3=n6N TL
69 13.79 8032.48 -1420.988 26883 575 PM TrG78p*
70 14.00 7741.86 -1422.479 25834 575 \ Ki3ls
71 14.20 7451.12 -711.387 24826 575 mQ`atFz:Z
===================================================================== |1_$\k9Y&
各点的配筋包络结果 j.] ]VA
点号 距顶距离 面侧纵筋 背侧纵筋 箍筋 lU!_V%n
(m) (mm2) (mm2) (mm2/m) M#4;y,n<k
1 0.00 15708 575 lUjZ=3"'
2 0.00 15708 575 V7U*09
0*5
3 0.00 15708 575 _0$>LWO~
4 0.00 15708 575 h. R46 :
5 0.00 15708 575 3T.V*&
6 0.00 15708 575 V X8rM!3
7 0.00 15708 575 82,^ Pu
8 0.00 15708 575 .pPuBJL]<
9 0.00 15708 575 8F>9CO:&N
10 0.00 15708 575 o}r _+\n
11 0.00 15708 575 X% 05 [N
12 0.00 15708 575 +/celp
13 0.00 15708 575 {,5 .svO
14 0.00 15708 575 .b_ppieNY
15 0.00 15708 575 U<&=pv
16 0.00 15708 575 C _he= SV
17 0.00 15708 575 *-=/"m
18 0.00 15708 575 k O}%Y?9d
19 0.00 15708 575 ZgEV- .>P
20 0.00 15708 575 pBe1:
21 0.00 15708 575 fUf 1G{4
22 0.00 15708 575 mRAt5a#is
23 0.00 15708 575 90uXJyW;d
24 0.00 15708 575 B ZU@W%E
25 0.00 15708 575 I*%3E.Z@g
26 0.00 15708 575 vmNo~clt\
27 0.00 15708 575 }JtcAuQt
28 0.00 15708 575 3(K.:376
29 0.00 15708 575 T"htWo{v>
30 0.00 15708 575 +mBS&FK
31 0.00 15708 575 HgW!Q(*
32 0.00 15708 575 H2|'JA#v
33 0.00 17009 575 e~gNGr]L/
34 0.00 18603 575 Dn<3#V
35 0.00 20144 575 q 1xSylE
36 0.00 21598 575 ! D1#3?L
37 0.00 23155 575 #xx.yn(7
38 0.00 24826 575 #Ev}Gf+5Q
39 0.00 26092 575 MPnMLUB$\
40 0.00 27697 575 ,? <;zq
41 0.00 29110 575 vbJdhaf
42 0.00 30292 575 *\#<2 QAe
43 0.00 31837 575 ^!
h3#4
44 0.00 33130 575 *VXx\&
45 0.00 34134 575 *>?N>f"
46 0.00 35520 575 5-0& `,
47 0.00 36596 575 Ndl{f=sjX-
48 0.00 37705 575 .s"Og;g
49 0.00 38848 575 i{N?Y0YQs0
50 0.00 39236 575 LsI@_,XW<
51 0.00 39628 575 Xk!{UxQKQ
52 0.00 40025 575 =#4>c8MM
53 0.00 40025 575 k;<@ 2C
54 0.00 40025 575 0J[B3JO@M
55 0.00 39628 575 RL ex#j
56 0.00 39236 575 o_=4Ex
"
57 0.00 38463 575 0VQBm^$(
58 0.00 37705 575 n&&C(#mBC
59 0.00 36962 575 #l+Rs3T:
60 0.00 36234 575 vK/`or3U
61 0.00 35168 575 +MHIZI
62 0.00 34475 575 *GYLj [
63 0.00 33461 575 d]K8*a%[-
64 0.00 32156 575 WF~x`w&\
65 0.00 31210 575 :''Swi<H
66 0.00 30292 575 s+_8U}R
67 0.00 29110 575 .KG9YGL#
68 0.00 27974 575 lmUCrs37
69 0.00 26883 575 e /x 9@1s#
70 0.00 25834 575 /T {R\
71 0.00 24826 575 Ki:t!vAO
===================================================================== 6yUThv.G #
桩配筋面积最终结果： W,,3@ :
纵筋最大为40025(mm2) 4gEw }WiP
抗剪箍筋最大为575(mm2/m) -#;ZZ \fdj
===================================================================== <#"_Qgdix
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？ BZTj>yd
2、内力包络配筋的原理是什么？结果如何使用？ ^o>WCU =
3、两种情况的结果怎么利用？
