抗滑动桩验算 O/|,rAE
计算项目： 抗滑桩综合分析 14 b `7vWyp
------------------------------------------------------------------------ "$lE~d">
原始条件: EINjI:/D
08+cN T
钢筋混凝土配筋计算依据:《混凝土结构设计规范GB 50010--2002》 " 0:&x
n8L
===================================================================== eL vbPE_
第 1 种情况: 滑坡推力(一般情况) C`++r >
<hS % I
(一) 桩身内力计算 W`q iPLk
剩余下滑力 = 818.008(kN) 剩余下滑力角度 = 5.623° ~$bkWb*RJ
剩余下滑力水平分力 = 814.072(kN) 剩余下滑力竖直分力 = 80.152(kN) h J>Kfm
分布范围为桩顶以下(0 ～ 9.500m)范围 -$;
h+9BO
[桩前剩余抗滑力] c6;326aD q
桩前覆土层到嵌固点的厚度 = 9.300(m) 2$fFl,v!z
桩前剩余抗滑力水平分力 = 0.000(kN)
C,; hNg[
合力作用点到嵌固点距离 = 4.650(m) xYg G
第1嵌固段地层计算方法: K 法 "L(4 EcO@
背侧——为挡土侧；面侧——为非挡土侧。 dv_& ei
背侧最大弯矩 = 17745.631(kN-m) 距离桩顶 11.135(m) #TXN\YNP
面侧最大弯矩 = 0.000(kN-m) 距离桩顶 0.000(m) "RkbT O
最 大 剪 力 = 3187.004(kN) 距离桩顶 9.298(m) 0B o7EV
最 大 位 移 = -54(mm) _0v+g1 x
点号 距顶距离 弯矩 剪力 位移 土反力 \L-K}U>J
(m) (kN-m) (kN) (mm) (kPa) @AvD V$F
1 0.000 0.000 0.000 -53.78 0.000 N y\c>$ z
2 0.202 7.002 -69.283 -52.70 0.000 7eM:YqT/#
3 0.404 28.008 -138.565 -51.61 0.000 |SO?UIWp
4 0.606 63.018 -207.848 -50.52 0.000 Q?Y\WD
5 0.809 112.032 -277.131 -49.43 0.000 }%&hxhR^t3
6 1.011 175.049 -346.413 -48.35 0.000 /Y yimG7
7 1.213 252.071 -415.696 -47.26 0.000 tfSY(cXg'T
8 1.415 343.097 -484.979 -46.17 0.000 J0 [^hH
9 1.617 448.126 -554.262 -45.08 0.000 t7 t?xk!2
10 1.819 567.160 -623.544 -44.00 0.000 wfecM(
11 2.021 700.198 -692.827 -42.91 0.000 7jj.maK
12 2.223 847.239 -762.110 -41.83 0.000 z<T(afM{*
13 2.426 1008.284 -831.392 -40.75 0.000 ]d}h`!:
14 2.628 1183.334 -900.675 -39.67 0.000 ~ _!lx
15 2.830 1372.387 -969.958 -38.59 0.000 fku\O<1
16 3.032 1575.444 -1039.240 -37.51 0.000 qH GwD20 ~
17 3.234 1792.505 -1108.523 -36.44 0.000 ')bas#=uP
18 3.436 2023.571 -1177.806 -35.37 0.000 ']bpsn
19 3.638 2268.640 -1247.089 -34.31 0.000 F7FUoew<
20 3.840 2527.713 -1316.371 -33.24 0.000 015
;'V#we
21 4.043 2800.790 -1385.654 -32.19 0.000 & gDw sW
22 4.245 3087.871 -1454.937 -31.13 0.000 @scy v@5)F
23 4.447 3388.956 -1524.219 -30.08 0.000 S,=#b
4\#%
24 4.649 3704.044 -1593.502 -29.04 0.000 /8)-j}gZa
25 4.851 4033.137 -1662.785 -28.01 0.000 2/T4. [`t
26 5.053 4376.234 -1732.067 -26.98 0.000 k2"DFXsv
27 5.255 4733.334 -1801.350 -25.96 0.000 +*O$]Hh
28 5.457 5104.439 -1870.633 -24.94 0.000 \z~wm&
29 5.660 5489.548 -1939.915 -23.94 0.000 vxey $Ir
30 5.862 5888.661 -2009.198 -22.95 0.000 j56#KNAha
31 6.064 6301.777 -2078.481 -21.96 0.000 'aWrjfDy:
32 6.266 6728.898 -2147.764 -20.99 0.000 P0Q]Ds|
33 6.468 7170.022 -2217.046 -20.03 0.000 \),D W)
34 6.670 7625.150 -2286.329 -19.08 0.000 >q}Ns^ .'
35 6.872 8094.283 -2355.612 -18.14 0.000 (}1:]D{)@V
36 7.074 8577.418 -2424.894 -17.22 0.000 1\[En/6
37 7.277 9074.560 -2494.177 -16.31 0.000 JQo"<<[
38 7.479 9585.703 -2563.460 -15.42 0.000 w ,6zbI/
39 7.681 10110.852 -2632.742 -14.55 0.000 Ih&rXQ$
40 7.883 10650.003 -2702.025 -13.69 0.000 ![>j` i
41 8.085 11203.160 -2771.308 -12.85 0.000 h^H~q<R[T
42 8.287 11770.319 -2840.590 -12.03 0.000 G$eA(GE
43 8.489 12351.482 -2909.873 -11.23 0.000 L .E6~Rv
44 8.691 12946.649 -2979.156 -10.46 0.000 \V1geSoE
45 8.894 13555.823 -3048.439 -9.70 0.000 <] SI -
46 9.096 14178.999 -3117.721 -8.97 0.000 pX\Y:hCug
47 9.298 14816.178 -3187.004 -8.26 0.000 |8|_^`
48 9.500 15467.360 -3088.954 -7.58 0.000 rz@FUU:&
49 9.704 16069.158 -2726.636 -6.92 -833.709 _#jR6g TY
50 9.909 16579.338 -2261.434 -6.29 -852.511 <hJ%]]
51 10.113 16993.398 -1785.857 -5.68 -871.314 {\SJr:
52 10.317 17309.211 -1319.891 -5.11 -817.722 $ykujyngS4
53 10.522 17532.830 -892.681 -4.57 -730.872 s`Y8 &e.Yr
54 10.726 17674.047 -512.019 -4.06 -648.990 2;v1YKY
55 10.930 17742.090 -175.153 -3.58 -572.115 _3 pME9l
56 11.135 17745.631 120.685 -3.13 -500.268 ]]EOCGZ"
57 11.339 17692.768 378.269 -2.71 -433.451 +K@ w h
58 11.543 17591.033 600.372 -2.32 -371.649 K KCzq
|
59 11.748 17447.398 789.751 -1.97 -314.833 M6j!_0 j
60 11.952 17268.266 949.147 -1.64 -262.962 #835 $vOe
61 12.157 17059.486 1081.275 -1.35 -215.987 B @8M2Pl
62 12.361 16826.354 1188.818 -1.09 -173.848 hHu?%f*
63 12.565 16573.621 1274.428 -0.85 -136.479
w~3~:w$
64 12.770 16305.500 1340.717 -0.65 -103.810 gsSUm f 1
65 12.974 16025.676 1390.255 -0.47 -75.763 &&Uc%vIN
66 13.178 15737.310 1425.573 -0.33 -52.260 &f;<[_QI=
67 13.383 15443.051 1449.155 -0.21 -33.220 V J8 " Q
68 13.587 15145.047 1463.439 -0.12 -18.558 ] "*s p
69 13.791 14844.949 1470.818 -0.05 -8.191 [!<W{ ($5
70 13.996 14543.929 1473.639 -0.01 -2.034 ~ ~"qT
71 14.200 14242.680 737.100 0.00 0.000 0m,3''Q5lO
桩底竖向合力 = 1195.42(kN)，桩底面积A = 3.142(m2) Z{MR#.I
桩底所在土层承载力 = 600.00(kPa) MYmH ?A
故桩的竖向地基承载力满足。 <%SG
<|t
1 m>x5Dbk!
k)a3j{{
(二) 桩身配筋计算 0- =PP@W
i E}Lw&x
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 [s} n v]
(m) (kN.m) (kN) (mm2) (mm2/m) .$rt>u,8<
1 0.00 1.00 0.000 15708 575 A~!v+W%vO1
2 0.20 7.00 -69.283 15708 575 [yEH!7
3 0.40 28.01 -138.565 15708 575 ~ +HZQv3Y
4 0.61 63.02 -207.848 15708 575 kdam]L:9
5 0.81 112.03 -277.131 15708 575 JM& :dzyIP
6 1.01 175.05 -346.413 15708 575 U#X6KRZ~g
7 1.21 252.07 -415.696 15708 575 Jtv~n
8 1.41 343.10 -484.979 15708 575 kw M1f=!-
9 1.62 448.13 -554.262 15708 575 ; 7HL/-
10 1.82 567.16 -623.544 15708 575 )J"*[[e
11 2.02 700.20 -692.827 15708 575 /`2t$71)
12 2.22 847.24 -762.110 15708 575 b M rR
13 2.43 1008.28 -831.392 15708 575 2JMM Npya
14 2.63 1183.33 -900.675 15708 575 d,"6s=4(q
15 2.83 1372.39 -969.958 15708 575 av!'UZP
16 3.03 1575.44 -1039.240 15708 575 G<M X94?
17 3.23 1792.51 -1108.523 15708 575 @ uF$m/g
18 3.44 2023.57 -1177.806 15708 575 Cb1fTl%
19 3.64 2268.64 -1247.089 15708 575 Q&@~<!t
20 3.84 2527.71 -1316.371 15708 575 ;;Y>7Kn!u
21 4.04 2800.79 -1385.654 15708 575 *%(BE*C}
22 4.24 3087.87 -1454.937 15708 575 *oW^P~m/
23 4.45 3388.96 -1524.219 15708 575 6]mFw{6qn1
24 4.65 3704.04 -1593.502 15708 575 CkHifmc(u-
25 4.85 4033.14 -1662.785 15708 575 Mqk [+n
26 5.05 4376.23 -1732.067 15708 575 G|LJOq7QB
27 5.26 4733.33 -1801.350 15708 575 x c& &UKd
28 5.46 5104.44 -1870.633 16509 575 ^p2_p9
29 5.66 5489.55 -1939.915 17877 575 .O1Kwu
30 5.86 5888.66 -2009.198 19358 575 v=Y)
A ?
31 6.06 6301.78 -2078.481 20755 575 bo]= *
32 6.27 6728.90 -2147.764 22252 575 &3:U&}I
33 6.47 7170.02 -2217.046 23857 575 ($vaj;
34 6.67 7625.15 -2286.329 25578 575 9?6]Z ag
35 6.87 8094.28 -2355.612 27152 575 >}p'E9J?r
36 7.07 8577.42 -2424.894 29110 575 k uZs30^
37 7.28 9074.56 -2494.177 30901 575 !L ({i')
38 7.48 9585.70 -2563.460 32802 575 ITmW/Im5
39 7.68 10110.85 -2632.742 34820 575 ~R$Ko( N
40 7.88 10650.00 -2702.025 36962 575 R|,F C'
41 8.09 11203.16 -2771.308 38848 575 DEFh&n
42 8.29 11770.32 -2840.590 41238 575 f-'$tMs
43 8.49 12351.48 -2909.873 43341 575 / Ml d.
44 8.69 12946.65 -2979.156 45552 575 #6'+e35^ 8
45 8.89 13555.82 -3048.439 47875 575 PAcbC| y
46 9.10 14179.00 -3117.721 50318 575 tw*n+{]hi
47 9.30 14816.18 -3187.004 52884 575 0\X'a}8Bu
48 9.50 15467.36 -3088.954 55582 575 ;Q}pmBkqB
49 9.70 16069.16 -2726.636 57839 575 @Q%g#N
50 9.91 16579.34 -2261.434 60187 575 ).8i*Ys,:
51 10.11 16993.40 -1785.857 62011 575 (U GmbRf&
52 10.32 17309.21 -1319.891 63257 575 Aq5@k\[
53 10.52 17532.83 -892.681 63890 575 Bt?.8H6Y
54 10.73 17674.05 -512.019 64529 575 ZQ_&HmgRy
55 10.93 17742.09 -175.153 64529 575 Cr;d
!=
56 11.13 17745.63 120.685 64529 575 @&4s)&-F
57 11.34 17692.77 378.269 64529 575 IW&.JNcN
58 11.54 17591.03 600.372 63890 575 1f/8XxTB
59 11.75 17447.40 789.751 63890 575 N =0R6{'
60 11.95 17268.27 949.147 62631 575 ;'fn{j6C
61 12.16 17059.49 1081.275 62011 575 C>0='@LB@r
62 12.36 16826.35 1188.818 60789 575 "{ X_[
63 12.57 16573.62 1274.428 60187 575 b- FJMY
64 12.77 16305.50 1340.717 59001 575 M,WC+")Z=
65 12.97 16025.68 1390.255 57839 575 !vQDPLBL
66 13.18 15737.31 1425.573 56699 575 z"*$ .
67 13.38 15443.05 1449.155 55582 575 m z<wYV*
68 13.59 15145.05 1463.439 54487 575 =I6u*$9<
69 13.79 14844.95 1470.818 52884 575 &l| :1
70 14.00 14543.93 1473.639 51842 575 $mF(6< w
71 14.20 14242.68 737.100 50821 575 )tB1jcI ;
===================================================================== L74Sx0nk=
===================================================================== q*36/I
第 2 种情况: 库仑土压力(一般情况) [-pB}1Dxb
XY*KWO
(一) 桩身内力计算 B;6N.X(K
按实际墙背计算得到: RO9oO7S
第1破裂角： 50.000(度) SaA9)s
Ea=1571.176(kN) Ex=1533.933(kN) Ey=340.065(kN) 作用点到嵌固点距离 Zy=2.111(m) n oLb
桩前覆土深度为9.300时的被动土压力： OD~TWT_
Ea=1870.310(kN) Ex=1870.310(kN) Ey=0.000(kN) 作用点到嵌固点距离 Zy=3.188(m) +P//p$pE
第1嵌固段地层计算方法: K 法 J]=2] oI2
背侧——为挡土侧；面侧——为非挡土侧。 h=`1sfz
背侧最大弯矩 = 0.063(kN-m) 距离桩顶 0.000(m) gL-\@4\wc
面侧最大弯矩 = 11502.305(kN-m) 距离桩顶 10.522(m) KDW=x4*p
最 大 剪 力 = 2185.076(kN) 距离桩顶 6.670(m) YYiT,Xp<A
最 大 位 移 = 34(mm) 9>1
$Jv3
点号 距顶距离 弯矩 剪力 位移 土反力 $S(q;Y
(m) (kN-m) (kN) (mm) (kPa) lDd8dT-Q.
1 0.000 0.063 0.698 34.37 0.000 tc%0yr9
2 0.202 -0.166 5.854 33.67 0.000 < e%~K4KH
3 0.404 -2.151 18.298 32.96 0.000 9tZ+ ?O5
4 0.606 -7.360 37.389 32.26 0.000 pSml+A:
5 0.809 -16.988 61.695 31.56 0.000 IY=CTFQ8lm
6 1.011 -31.954 90.193 30.85 0.000 7lJs{$
P
7 1.213 -53.103 122.882 30.15 0.000 5( }Qg9%
8 1.415 -81.283 159.763 29.45 0.000 &8^1:CcE
9 1.617 -117.342 200.834 28.74 0.000 ~
""?:
10 1.819 -162.125 246.095 28.04 0.000 x.:k0;%Q
11 2.021 -216.480 295.549 27.34 0.000 F#a z&
12 2.223 -281.256 349.195 26.63 0.000 U}]uPvu
13 2.426 -357.298 407.032 25.93 0.000 <s737Rl
14 2.628 -445.454 469.058 25.23 0.000 MG G c
15 2.830 -546.571 535.276 24.53 0.000 TzW1+DxM5
16 3.032 -661.496 605.686 23.83 0.000 (wtw1E5X
17 3.234 -791.076 680.288 23.13 0.000 u3XQ<N{Gj
18 3.436 -936.160 759.081 22.43 0.000 RgQ;f YS
19 3.638 -1097.532 841.166 21.74 0.000 _);;@T
20 3.840 -1275.706 925.166 21.04 0.000 #ivN-WKCl
21 4.043 -1471.003 1010.605 20.35 0.000 *G,'V,?
22 4.245 -1683.716 1097.482 19.66 0.000 (XDK&]U
23 4.447 -1914.135 1185.798 18.98 0.000
Ue8k9%qV
24 4.649 -2162.549 1275.550 18.30 0.000 ,aLdW,<6
25 4.851 -2429.250 1366.742 17.62 0.000 )ZP-t!).G#
26 5.053 -2714.530 1459.372 16.94 0.000 y,OwO4+y\
27 5.255 -3018.677 1553.441 16.27 0.000 UVIR
P#
28 5.457 -3341.985 1648.949 15.61 0.000
?V>\9?zb
29 5.660 -3684.742 1745.893 14.95 0.000 XM " {"
30 5.862 -4047.240 1844.276 14.30 0.000 a!!>}e>Cj*
31 6.064 -4429.769 1944.097 13.65 0.000 RlH~<|XK
32 6.266 -4832.620 2045.358 13.01 0.000 !]v &/
33 6.468 -5256.083 2148.057 12.38 0.000 xqA XfJ.
34 6.670 -5695.928 2185.076 11.76 0.000 Oy `2ccQ#
35 6.872 -6134.143 2153.223 11.15 0.000
, 7kS#`P
36 7.074 -6565.418 2116.420 10.55 0.000 Q:+cLl&;hB
37 7.277 -6988.755 2074.667 9.96 0.000
E+.%9EKU
38 7.479 -7403.151 2027.965 9.39 0.000 1Z+\ >~8
39 7.681 -7807.608 1976.310 8.82 0.000 E{-W#}#
40 7.883 -8201.123 1919.705 8.27 0.000 F|seBBu
41 8.085 -8582.696 1858.149 7.74 0.000 nU6WT |
42 8.287 -8951.327 1791.644 7.22 0.000 52L* :|b
43 8.489 -9306.016 1720.189 6.71 0.000 p 7YfOUo
k
44 8.691 -9645.837 1644.927 6.22 0.000 pJK}9p =4`
45 8.894 -9970.403 1570.338 5.75 0.000 npW1 Z3n
46 9.096 -10280.297 1499.763 5.30 0.000 <g^!xX<r?
47 9.298 -10574.525 1473.406 4.86 0.000 \s[/{3
48 9.500 -10873.111 1248.658 4.44 0.000 c_33.i"I}
49 9.704 -11141.227 1089.211 4.04 645.697 @Q=P6Rz
{S
50 9.909 -11323.235 733.240 3.65 584.159 Js7D>GWP!
51 10.113 -11440.141 427.027 3.29 525.829 h{sY5d'D
52 10.317 -11497.760 152.104 2.94 470.740 m h4 `,N
53 10.522 -11502.305 -93.322 2.62 418.909 b)eKa 40Z
54 10.726 -11459.619 -311.052 2.31 370.338 ^6S td
x_
55 10.930 -11375.180 -502.878 2.03 325.013 i7m=V T
56 11.135 -11254.096 -670.586 1.77 282.913 Yom ,{;Bv
57 11.339 -11101.114 -815.946 1.53 244.003 Fk 5;
58 11.543 -10920.622 -940.706 1.30 208.239 GG} (*pOr
59 11.748 -10716.651 -1046.587 1.10 175.571 #n[1%8l,
60 11.952 -10492.886 -1135.283 0.91 145.940 @YMQbjbr
61 12.157 -10252.666 -1208.450 0.75 119.284 >^ E
62 12.361 -9998.998 -1267.712 0.60 95.535 oo:(GfO}
63 12.565 -9734.559 -1314.653 0.47 74.621 ;goR0PN
64 12.770 -9461.704 -1350.816 0.35 56.467 2[*r9%W
65 12.974 -9182.485 -1377.703 0.26 40.995 LcA~ a<_
66 13.178 -8898.644 -1396.771 0.18 28.127 l5m5H ,`
67 13.383 -8611.631 -1409.436 0.11 17.782 l9 |x7GB
68 13.587 -8322.614 -1417.067 0.06 9.879 PUdJ>U
69 13.791 -8032.481 -1420.988 0.03 4.336 "?lm`3W"
70 13.996 -7741.861 -1422.479 0.01 1.070 :IZ(9=hs
71 14.200 -7451.121 -711.387 0.00 0.000 3]X9 z
桩底竖向合力 = 1455.33(kN)，桩底面积A = 3.142(m2) 6# JdQ[IP6
桩底所在土层承载力 = 600.00(kPa) Y\qiYra
故桩的竖向地基承载力满足。 &y}nd
7o
YJ&K0 %R
_uR-Z_z
(二) 桩身配筋计算 iuX82z`
E/MNz}+
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 Tu'/XUs;k
(m) (kN.m) (kN) (mm2) (mm2/m) p:hzLat~
1 0.00 1.00 0.698 15708 575 nVTCbV
2 0.20 1.00 5.854 15708 575 WB=pR C@
3 0.40 2.15 18.298 15708 575 tkG0xRH
4 0.61 7.36 37.389 15708 575 CFW\
5 0.81 16.99 61.695 15708 575 ;gh#8JkI
6 1.01 31.95 90.193 15708 575 =!G3YZ
7 1.21 53.10 122.882 15708 575 >tq,F"2amC
8 1.41 81.28 159.763 15708 575 \xH#X=J
9 1.62 117.34 200.834 15708 575 e*Gm()Vu,
10 1.82 162.12 246.095 15708 575 o@o6<OP^
11 2.02 216.48 295.549 15708 575 T/_JXK>W
12 2.22 281.26 349.195 15708 575 9\/T #E P
13 2.43 357.30 407.032 15708 575 ;9{x""
14 2.63 445.45 469.058 15708 575 U[ $KQEJYj
15 2.83 546.57 535.276 15708 575 `FP)-^A8
16 3.03 661.50 605.686 15708 575 \k=. w
17 3.23 791.08 680.288 15708 575 "rj qDpH
18 3.44 936.16 759.081 15708 575 L29,Y=n@
19 3.64 1097.53 841.166 15708 575 Xc S 8{
20 3.84 1275.71 925.166 15708 575 #L{+V ?
21 4.04 1471.00 1010.605 15708 575 Y}bJN%M
22 4.24 1683.72 1097.482 15708 575 R?Dbv'lp >
23 4.45 1914.13 1185.798 15708 575 w2:!yQk_
24 4.65 2162.55 1275.550 15708 575 fw ojFS .K
25 4.85 2429.25 1366.742 15708 575 J {gqm
26 5.05 2714.53 1459.372 15708 575 s7FJJT n
27 5.26 3018.68 1553.441 15708 575 m\h/D7zg
28 5.46 3341.98 1648.949 15708 575 ] y'/7U+
29 5.66 3684.74 1745.893 15708 575 FT1h\K| a
30 5.86 4047.24 1844.276 15708 575 0 ,T'z,
31 6.06 4429.77 1944.097 15708 575 LvJ')HG
32 6.27 4832.62 2045.358 15708 575 H:X= v+W
33 6.47 5256.08 2148.057 17009 575 >b |TaQ
34 6.67 5695.93 2185.076 18603 575 W | ]24
35 6.87 6134.14 2153.223 20144 575 H?M#7K~[
36 7.07 6565.42 2116.420 21598 575 9 59i2z
37 7.28 6988.75 2074.667 23155 575 [mSK!Y@u
38 7.48 7403.15 2027.965 24826 575 kF9T 9
39 7.68 7807.61 1976.310 26092 575 8 oHyN o
40 7.88 8201.12 1919.705 27697 575 }LH>0v_<Y
41 8.09 8582.70 1858.149 29110 575 |S5N$[
42 8.29 8951.33 1791.644 30292 575 :<OInKE>Cx
43 8.49 9306.02 1720.189 31837 575 }57 w E$9K
44 8.69 9645.84 1644.927 33130 575 OE!:`Bo3T
45 8.89 9970.40 1570.338 34134 575 .wrNRU7s
46 9.10 10280.30 1499.763 35520 575 O j kbv
47 9.30 10574.53 1473.406 36596 575 Ge+&C RhyX
48 9.50 10873.11 1248.658 37705 575 wX6VapFboI
49 9.70 11141.23 1089.211 38848 575 +w-UK[p
50 9.91 11323.24 733.240 39236 575 iQczvn)"m
51 10.11 11440.14 427.027 39628 575 O[3 AI^2
52 10.32 11497.76 152.104 40025 575 !8"516!d|p
53 10.52 11502.30 -93.322 40025 575 /3*7 5
54 10.73 11459.62 -311.052 40025 575 ny5 =
=C{9
55 10.93 11375.18 -502.878 39628 575 b9[KdVsT6^
56 11.13 11254.10 -670.586 39236 575 {4Q4aL(
57 11.34 11101.11 -815.946 38463 575 H( `^1
58 11.54 10920.62 -940.706 37705 575 _/"m0 /,
59 11.75 10716.65 -1046.587 36962 575 +igFIoHTM
60 11.95 10492.89 -1135.283 36234 575 P-L<D!25
61 12.16 10252.67 -1208.450 35168 575 Y8I$J BO
62 12.36 9999.00 -1267.712 34475 575 '#SacJ\L7
63 12.57 9734.56 -1314.653 33461 575 "HW~|M7>(
64 12.77 9461.70 -1350.816 32156 575 (9h{7<wD`
65 12.97 9182.49 -1377.703 31210 575 &0O1tM*v
66 13.18 8898.64 -1396.771 30292 575 A2z%zMlZc
67 13.38 8611.63 -1409.436 29110 575 k/vE |
68 13.59 8322.61 -1417.067 27974 575 5=g{%X
69 13.79 8032.48 -1420.988 26883 575 . `lcxC
70 14.00 7741.86 -1422.479 25834 575 "Hmo`E B0
71 14.20 7451.12 -711.387 24826 575 Sd.i1w &
===================================================================== yV :DR
各点的配筋包络结果 cO2
.gQo'
点号 距顶距离 面侧纵筋 背侧纵筋 箍筋 t_ &FK A
(m) (mm2) (mm2) (mm2/m) o/9(+AA>
1 0.00 15708 575 rUkiwqr~E
2 0.00 15708 575 NYD#I{h
3 0.00 15708 575 vJ$# m_aa
4 0.00 15708 575 QQKvy0?1
5 0.00 15708 575 ZD1UMB0$4
6 0.00 15708 575 x%ZjGDF m
7 0.00 15708 575
#.0^;M5Nh
8 0.00 15708 575 ^;B
vd!
9 0.00 15708 575 v 709#/ cR
10 0.00 15708 575 "4LYqDe
11 0.00 15708 575 ARW|wXhyf
12 0.00 15708 575
SX|b0S,
13 0.00 15708 575 >?yaG=
14 0.00 15708 575 E.?| L-fy
15 0.00 15708 575 g% :Q86u
16 0.00 15708 575 "])X0z yM
17 0.00 15708 575 8 vB~1tl;
18 0.00 15708 575 De[!^/f;T
19 0.00 15708 575 JoA^9AYhR
20 0.00 15708 575 F#@Mf?#2
21 0.00 15708 575 :|oH11 y
22 0.00 15708 575 tv)x(MX
23 0.00 15708 575 6q?C"\_
24 0.00 15708 575 _s!(9
25 0.00 15708 575 -[~ UX!XFM
26 0.00 15708 575 G*e/Ft.wf8
27 0.00 15708 575 o[^% 0uVF
28 0.00 15708 575 I ms?^`N
29 0.00 15708 575 38 Lc|w
30 0.00 15708 575 IuTZ 2~
31 0.00 15708 575 vk+TWf
32 0.00 15708 575 ,;C92XY
33 0.00 17009 575 a3
wUB
34 0.00 18603 575 x=yBB;&
35 0.00 20144 575 *G$tfb(
36 0.00 21598 575 -y OrNir}W
37 0.00 23155 575 ?s(%3_h
38 0.00 24826 575 }4Lv-9s,
39 0.00 26092 575 `!5 ZF@Q>e
40 0.00 27697 575 InMeD[*^
41 0.00 29110 575 c ]F$$BT
42 0.00 30292 575 NFPW#-TF
43 0.00 31837 575 It!%/Y5
44 0.00 33130 575 2t\a/QE)E
45 0.00 34134 575 #"%oz^~\
46 0.00 35520 575 qHg\n)R"x!
47 0.00 36596 575 .Xh ^L
48 0.00 37705 575 WA~|:S+
49 0.00 38848 575 Afo (! v
50 0.00 39236 575 x;lIw)Ti
51 0.00 39628 575 }S3m
wp<Y
52 0.00 40025 575 w``t"v4
53 0.00 40025 575 gIep6nq1`|
54 0.00 40025 575 b&~rZ
55 0.00 39628 575 S0 M -$
56 0.00 39236 575 Yt!UIl\<
57 0.00 38463 575 Skl1%`
58 0.00 37705 575 Nqp%Z7G
59 0.00 36962 575 l%.3hId-
60 0.00 36234 575 25*/]i u
61 0.00 35168 575 iN5~@8jAzz
62 0.00 34475 575 $@+\_f'bU>
63 0.00 33461 575 }8GCO Y
64 0.00 32156 575
md_aD
65 0.00 31210 575 E buOPa
66 0.00 30292 575 F4>}mIA
67 0.00 29110 575 Z<K[
68 0.00 27974 575 V :)k@W?P
69 0.00 26883 575 ,*a8]L
70 0.00 25834 575 ]K?z|&N|HK
71 0.00 24826 575 U L$^zR3%d
===================================================================== dgE|*1/0
桩配筋面积最终结果： S *? 'y
纵筋最大为40025(mm2) Yn[y9;I{
抗剪箍筋最大为575(mm2/m) uu1 -` !%
===================================================================== ${ad[hs
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？ ' ~ lC85
2、内力包络配筋的原理是什么？结果如何使用？ d"uR1 rTk
3、两种情况的结果怎么利用？
