抗滑动桩验算 G`1FD
计算项目： 抗滑桩综合分析 14 UX& ?^]
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原始条件: )k}UjU`!
K~B@8az
钢筋混凝土配筋计算依据:《混凝土结构设计规范GB 50010--2002》 ggn:DE "
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第 1 种情况: 滑坡推力(一般情况) }b5If7
6!GO{2d"
(一) 桩身内力计算 OLS. 0UEc
剩余下滑力 = 818.008(kN) 剩余下滑力角度 = 5.623° 5D#M hgun
剩余下滑力水平分力 = 814.072(kN) 剩余下滑力竖直分力 = 80.152(kN) >
R5<D'cEN
分布范围为桩顶以下(0 ～ 9.500m)范围 {x#I&ra
[桩前剩余抗滑力] :6r) HJ5sg
桩前覆土层到嵌固点的厚度 = 9.300(m) G
uLU7a
桩前剩余抗滑力水平分力 = 0.000(kN) 3"ii_#1
合力作用点到嵌固点距离 = 4.650(m) i{
" g 7
第1嵌固段地层计算方法: K 法 =6N%;2`84
背侧——为挡土侧；面侧——为非挡土侧。 4)XZ'~|
背侧最大弯矩 = 17745.631(kN-m) 距离桩顶 11.135(m) - 'iV-]<
面侧最大弯矩 = 0.000(kN-m) 距离桩顶 0.000(m) }pzUHl >
最 大 剪 力 = 3187.004(kN) 距离桩顶 9.298(m) N-O"y3W}
最 大 位 移 = -54(mm) =5jng.
点号 距顶距离 弯矩 剪力 位移 土反力 fxKhe[;
(m) (kN-m) (kN) (mm) (kPa) ClvqI"Rd
1 0.000 0.000 0.000 -53.78 0.000 /T_@rm
2 0.202 7.002 -69.283 -52.70 0.000 B5iVT<:a
3 0.404 28.008 -138.565 -51.61 0.000 g~i%*u,Y<
4 0.606 63.018 -207.848 -50.52 0.000 ?i8a)!U
5 0.809 112.032 -277.131 -49.43 0.000 +jP s0? }s
6 1.011 175.049 -346.413 -48.35 0.000 j~@Hj$APa`
7 1.213 252.071 -415.696 -47.26 0.000 |6d0,muN
8 1.415 343.097 -484.979 -46.17 0.000 3h-C& C
9 1.617 448.126 -554.262 -45.08 0.000 CtO `t5
10 1.819 567.160 -623.544 -44.00 0.000 ' *6S0zt
11 2.021 700.198 -692.827 -42.91 0.000 Rt^~db
12 2.223 847.239 -762.110 -41.83 0.000 )Kw
Gb&l&
13 2.426 1008.284 -831.392 -40.75 0.000 yRt>7'@X
14 2.628 1183.334 -900.675 -39.67 0.000 LyB &u( )
15 2.830 1372.387 -969.958 -38.59 0.000 %3r`EIB6
16 3.032 1575.444 -1039.240 -37.51 0.000 @d]a#ypU
17 3.234 1792.505 -1108.523 -36.44 0.000 ;$Q&2}L[
18 3.436 2023.571 -1177.806 -35.37 0.000 ]a}K% D)H
19 3.638 2268.640 -1247.089 -34.31 0.000 DiLZ5^`]
20 3.840 2527.713 -1316.371 -33.24 0.000 ,XJ
Xw(LM
21 4.043 2800.790 -1385.654 -32.19 0.000 a*4l!- 7
22 4.245 3087.871 -1454.937 -31.13 0.000 I Y='tw
23 4.447 3388.956 -1524.219 -30.08 0.000 2MapB*
24 4.649 3704.044 -1593.502 -29.04 0.000 'nO%1BZj+
25 4.851 4033.137 -1662.785 -28.01 0.000 Pf Re)JuB
26 5.053 4376.234 -1732.067 -26.98 0.000 [h
GS*
27 5.255 4733.334 -1801.350 -25.96 0.000 "ApVgNB
28 5.457 5104.439 -1870.633 -24.94 0.000 gLyE,1Z}u
29 5.660 5489.548 -1939.915 -23.94 0.000 8I X,q
30 5.862 5888.661 -2009.198 -22.95 0.000 18xT2f
31 6.064 6301.777 -2078.481 -21.96 0.000 :QV-!
32 6.266 6728.898 -2147.764 -20.99 0.000 0$~zeG"
33 6.468 7170.022 -2217.046 -20.03 0.000 =83FCq"
34 6.670 7625.150 -2286.329 -19.08 0.000 S? k G|y
35 6.872 8094.283 -2355.612 -18.14 0.000 2# y!(D8
36 7.074 8577.418 -2424.894 -17.22 0.000 &2EimP
37 7.277 9074.560 -2494.177 -16.31 0.000 V"T48~Ue
38 7.479 9585.703 -2563.460 -15.42 0.000 k15B5
39 7.681 10110.852 -2632.742 -14.55 0.000 =I}8-AS~V
40 7.883 10650.003 -2702.025 -13.69 0.000 L&WhX3$u
41 8.085 11203.160 -2771.308 -12.85 0.000 l6wN&JHTh
42 8.287 11770.319 -2840.590 -12.03 0.000 p*_^JU(<p
43 8.489 12351.482 -2909.873 -11.23 0.000 nYc8+5CcK'
44 8.691 12946.649 -2979.156 -10.46 0.000 cn~M: LW23
45 8.894 13555.823 -3048.439 -9.70 0.000 ca}, tov &
46 9.096 14178.999 -3117.721 -8.97 0.000 )_\ZUem
47 9.298 14816.178 -3187.004 -8.26 0.000 Vk>m/"
48 9.500 15467.360 -3088.954 -7.58 0.000 9 J0JSy
49 9.704 16069.158 -2726.636 -6.92 -833.709 CPto?=*A
50 9.909 16579.338 -2261.434 -6.29 -852.511 vl{G;[6
51 10.113 16993.398 -1785.857 -5.68 -871.314 >*A"tk#oR
52 10.317 17309.211 -1319.891 -5.11 -817.722 ?!4xtOA
53 10.522 17532.830 -892.681 -4.57 -730.872 ?pF7g$>q
54 10.726 17674.047 -512.019 -4.06 -648.990 bvK fxAih
55 10.930 17742.090 -175.153 -3.58 -572.115 . (7 end<
56 11.135 17745.631 120.685 -3.13 -500.268 uFzvb0O`O
57 11.339 17692.768 378.269 -2.71 -433.451 TC%ENxDR
58 11.543 17591.033 600.372 -2.32 -371.649 ?Thh7#7LM
59 11.748 17447.398 789.751 -1.97 -314.833 %xq/eC7
60 11.952 17268.266 949.147 -1.64 -262.962 B?c n5
61 12.157 17059.486 1081.275 -1.35 -215.987 y p}a&Dg
62 12.361 16826.354 1188.818 -1.09 -173.848 $ MN1:ih
63 12.565 16573.621 1274.428 -0.85 -136.479 hrRkam !y
64 12.770 16305.500 1340.717 -0.65 -103.810 "?<$>\@;
q
65 12.974 16025.676 1390.255 -0.47 -75.763 2!u4 nxZ.
66 13.178 15737.310 1425.573 -0.33 -52.260 lLb"><8a
67 13.383 15443.051 1449.155 -0.21 -33.220 w InJ!1
68 13.587 15145.047 1463.439 -0.12 -18.558 X{j` H\'L
69 13.791 14844.949 1470.818 -0.05 -8.191 }?0At<(d
70 13.996 14543.929 1473.639 -0.01 -2.034 t%`GXJb
71 14.200 14242.680 737.100 0.00 0.000 tTzPT<
桩底竖向合力 = 1195.42(kN)，桩底面积A = 3.142(m2) l^B PTg)X@
桩底所在土层承载力 = 600.00(kPa) =/J{>S>(i
故桩的竖向地基承载力满足。 C{r Sq
?=22@Q}g
,o3{ ?o]s
(二) 桩身配筋计算 Kn !n}GtR
;6T >p
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 8 )W{&#C>
(m) (kN.m) (kN) (mm2) (mm2/m) t3dvHU&Z:
1 0.00 1.00 0.000 15708 575 ?%RN? O(
2 0.20 7.00 -69.283 15708 575 !G0OD$
3 0.40 28.01 -138.565 15708 575 ,1}c% C*,Q
4 0.61 63.02 -207.848 15708 575 rk$$gXg9/
5 0.81 112.03 -277.131 15708 575 cM= ? {W7~
6 1.01 175.05 -346.413 15708 575 z ]@ Q
7 1.21 252.07 -415.696 15708 575 |NsrO8H
8 1.41 343.10 -484.979 15708 575 ;ORT#7CU
9 1.62 448.13 -554.262 15708 575 aOj (=s
10 1.82 567.16 -623.544 15708 575 q
(?%$u.
11 2.02 700.20 -692.827 15708 575 w[bhm$SX]B
12 2.22 847.24 -762.110 15708 575 0KQDw
13 2.43 1008.28 -831.392 15708 575 ^HYrJr$y
14 2.63 1183.33 -900.675 15708 575 Vlk]
15 2.83 1372.39 -969.958 15708 575
yv@td+-"D
16 3.03 1575.44 -1039.240 15708 575 gg-4c e/
17 3.23 1792.51 -1108.523 15708 575 hd@ >p.
18 3.44 2023.57 -1177.806 15708 575 d1"%sI
19 3.64 2268.64 -1247.089 15708 575 QR+{Y p
20 3.84 2527.71 -1316.371 15708 575 3j]P\T
21 4.04 2800.79 -1385.654 15708 575 t =IpV l!
22 4.24 3087.87 -1454.937 15708 575 Y2)2
tzr]
23 4.45 3388.96 -1524.219 15708 575 S8 { S b>
24 4.65 3704.04 -1593.502 15708 575 U 49#?^?
25 4.85 4033.14 -1662.785 15708 575 Q>,EYb>w I
26 5.05 4376.23 -1732.067 15708 575 am$-1+iX
27 5.26 4733.33 -1801.350 15708 575 L1'#wH
28 5.46 5104.44 -1870.633 16509 575 eiNF?](3O
29 5.66 5489.55 -1939.915 17877 575 xzqgem`[\
30 5.86 5888.66 -2009.198 19358 575 _wC4 n }J
31 6.06 6301.78 -2078.481 20755 575 \,b@^W6e>
32 6.27 6728.90 -2147.764 22252 575 ]~!jf
33 6.47 7170.02 -2217.046 23857 575 YhVV~bvz*
34 6.67 7625.15 -2286.329 25578 575 yt +" \d
35 6.87 8094.28 -2355.612 27152 575 VOj{&O2c
36 7.07 8577.42 -2424.894 29110 575 _Py/,Ks.q
37 7.28 9074.56 -2494.177 30901 575 Z uh!{_x;
38 7.48 9585.70 -2563.460 32802 575 ?G48GxJ
39 7.68 10110.85 -2632.742 34820 575 / p_mFA]@
40 7.88 10650.00 -2702.025 36962 575 `H_.<``>
41 8.09 11203.16 -2771.308 38848 575 u0)~Im,X
42 8.29 11770.32 -2840.590 41238 575 P2q'P&
43 8.49 12351.48 -2909.873 43341 575 v7i5R !
44 8.69 12946.65 -2979.156 45552 575 9&>)4HNd?
45 8.89 13555.82 -3048.439 47875 575 B-@ ]+W
46 9.10 14179.00 -3117.721 50318 575 ^,?dk![1Cv
47 9.30 14816.18 -3187.004 52884 575 Od?M4Ed(
48 9.50 15467.36 -3088.954 55582 575 Y_H|Fl^
49 9.70 16069.16 -2726.636 57839 575 1Rrl59}5
50 9.91 16579.34 -2261.434 60187 575 a<W[???m/M
51 10.11 16993.40 -1785.857 62011 575 I(c y<ey+e
52 10.32 17309.21 -1319.891 63257 575 ?W#>9WQi
53 10.52 17532.83 -892.681 63890 575 HR/"Nwr
54 10.73 17674.05 -512.019 64529 575 RW#& f*
55 10.93 17742.09 -175.153 64529 575 "o =*f/M
56 11.13 17745.63 120.685 64529 575 zi-; 7lT
57 11.34 17692.77 378.269 64529 575 zPC&p{S>
58 11.54 17591.03 600.372 63890 575 ]Tb ?k+a
59 11.75 17447.40 789.751 63890 575 ranLH m.nB
60 11.95 17268.27 949.147 62631 575 Vh.9/ $xQ
61 12.16 17059.49 1081.275 62011 575 B_^ ~5_0:
62 12.36 16826.35 1188.818 60789 575 f^ tCD'Vmi
63 12.57 16573.62 1274.428 60187 575 %(c5T)B9
64 12.77 16305.50 1340.717 59001 575 IwE{Zv r
65 12.97 16025.68 1390.255 57839 575 80p? qe
66 13.18 15737.31 1425.573 56699 575 <0Mc\wy
67 13.38 15443.05 1449.155 55582 575 C1/<t) ^
68 13.59 15145.05 1463.439 54487 575 AS}
FRNIVx
69 13.79 14844.95 1470.818 52884 575 y}'c )u
70 14.00 14543.93 1473.639 51842 575 $[p<}o/6v]
71 14.20 14242.68 737.100 50821 575 MS Ml
===================================================================== ! OVTs3}
===================================================================== ?\
qfuA9.
第 2 种情况: 库仑土压力(一般情况) dFu<h
'q #$^ ='o
(一) 桩身内力计算
~s
:M l
按实际墙背计算得到: 7nzNBtk
第1破裂角： 50.000(度) D Q<{FN
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) C;u8 qVI
桩前覆土深度为9.300时的被动土压力： C
Rd1zDB
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) zjzW;bo( d
第1嵌固段地层计算方法: K 法 B RTM]tRZ
背侧——为挡土侧；面侧——为非挡土侧。 Y55Yo5<j/+
背侧最大弯矩 = 0.063(kN-m) 距离桩顶 0.000(m) m_
|:tU(t
面侧最大弯矩 = 11502.305(kN-m) 距离桩顶 10.522(m) |\1! *Qp
最 大 剪 力 = 2185.076(kN) 距离桩顶 6.670(m) (#dwIBBFt
最 大 位 移 = 34(mm) jK[~d Y
点号 距顶距离 弯矩 剪力 位移 土反力 F|eKt/> e
(m) (kN-m) (kN) (mm) (kPa) .3{PgrZ
1 0.000 0.063 0.698 34.37 0.000 dW32O2@-
2 0.202 -0.166 5.854 33.67 0.000 _;;'/rs
j
3 0.404 -2.151 18.298 32.96 0.000 /G zA89N(
4 0.606 -7.360 37.389 32.26 0.000 ?f\;z<e|
5 0.809 -16.988 61.695 31.56 0.000 u9 t@%H)lZ
6 1.011 -31.954 90.193 30.85 0.000 Slk__eC
7 1.213 -53.103 122.882 30.15 0.000 `*A!vO8
8 1.415 -81.283 159.763 29.45 0.000 <`B4+:;w6
9 1.617 -117.342 200.834 28.74 0.000 Aj TkQ )
10 1.819 -162.125 246.095 28.04 0.000 |Ew~3-u!
11 2.021 -216.480 295.549 27.34 0.000 44uM:;
12 2.223 -281.256 349.195 26.63 0.000 -FAAP&LG
13 2.426 -357.298 407.032 25.93 0.000 #hA] r.
14 2.628 -445.454 469.058 25.23 0.000 Au q)
15 2.830 -546.571 535.276 24.53 0.000 M!{;:m28X!
16 3.032 -661.496 605.686 23.83 0.000 rj.] M6#
17 3.234 -791.076 680.288 23.13 0.000 O3?3XB> <
18 3.436 -936.160 759.081 22.43 0.000 xHA6
19 3.638 -1097.532 841.166 21.74 0.000 RS$!TTeQ
20 3.840 -1275.706 925.166 21.04 0.000 1YGj^7V)|Z
21 4.043 -1471.003 1010.605 20.35 0.000 ; W/K7 }
22 4.245 -1683.716 1097.482 19.66 0.000 w
$\ p\}~,
23 4.447 -1914.135 1185.798 18.98 0.000 n^svRM]eQ
24 4.649 -2162.549 1275.550 18.30 0.000 [>B`"nyNQ
25 4.851 -2429.250 1366.742 17.62 0.000 Ddf7wszW
26 5.053 -2714.530 1459.372 16.94 0.000 DE{ tpN
27 5.255 -3018.677 1553.441 16.27 0.000
[a\U8
w
28 5.457 -3341.985 1648.949 15.61 0.000 sd@JQ%O
29 5.660 -3684.742 1745.893 14.95 0.000 #s'UA!)
30 5.862 -4047.240 1844.276 14.30 0.000 ^`W8>czi
31 6.064 -4429.769 1944.097 13.65 0.000 3 6NENzK
32 6.266 -4832.620 2045.358 13.01 0.000 ( 5^bU<
33 6.468 -5256.083 2148.057 12.38 0.000 Q :
H`TSR]
34 6.670 -5695.928 2185.076 11.76 0.000 6vx0F?>_
35 6.872 -6134.143 2153.223 11.15 0.000 EXdx$I=X
36 7.074 -6565.418 2116.420 10.55 0.000 Hcp)Q7 6X
37 7.277 -6988.755 2074.667 9.96 0.000 rRTAWAs%T
38 7.479 -7403.151 2027.965 9.39 0.000 lw.4O^
39 7.681 -7807.608 1976.310 8.82 0.000 {Z529Ns
40 7.883 -8201.123 1919.705 8.27 0.000 3$.R=MQ7
41 8.085 -8582.696 1858.149 7.74 0.000 f{b $Y3
42 8.287 -8951.327 1791.644 7.22 0.000 }mz6z<pJ_
43 8.489 -9306.016 1720.189 6.71 0.000 Z*Sa%yf
44 8.691 -9645.837 1644.927 6.22 0.000 *r
b/BZX{
45 8.894 -9970.403 1570.338 5.75 0.000 r[>=iim
46 9.096 -10280.297 1499.763 5.30 0.000 x6, #Jp
47 9.298 -10574.525 1473.406 4.86 0.000 i|z=q
48 9.500 -10873.111 1248.658 4.44 0.000 %Fh*$gzh*5
49 9.704 -11141.227 1089.211 4.04 645.697 m.F \Mn
50 9.909 -11323.235 733.240 3.65 584.159 Y7|R vLWoP
51 10.113 -11440.141 427.027 3.29 525.829 D!K){ E
52 10.317 -11497.760 152.104 2.94 470.740
h :[8$]
53 10.522 -11502.305 -93.322 2.62 418.909 h)W?8XdM
54 10.726 -11459.619 -311.052 2.31 370.338 [ 7K-L6X
55 10.930 -11375.180 -502.878 2.03 325.013 ,?OV39h
56 11.135 -11254.096 -670.586 1.77 282.913 "kLu]M<
57 11.339 -11101.114 -815.946 1.53 244.003 k/"^W.B aj
58 11.543 -10920.622 -940.706 1.30 208.239 <Ae1YHUY
59 11.748 -10716.651 -1046.587 1.10 175.571 .,)C^hs@
60 11.952 -10492.886 -1135.283 0.91 145.940 :'L^zGf
61 12.157 -10252.666 -1208.450 0.75 119.284 Dlc=[kf9
62 12.361 -9998.998 -1267.712 0.60 95.535 j^t#>tZS
63 12.565 -9734.559 -1314.653 0.47 74.621 {^r8uKo:~
64 12.770 -9461.704 -1350.816 0.35 56.467 ( 8[et m
65 12.974 -9182.485 -1377.703 0.26 40.995 'nK(cKDIG
66 13.178 -8898.644 -1396.771 0.18 28.127 _K4Igq
67 13.383 -8611.631 -1409.436 0.11 17.782 WBo|0(#
68 13.587 -8322.614 -1417.067 0.06 9.879 d)G' y
69 13.791 -8032.481 -1420.988 0.03 4.336 CXb-{|I}d
70 13.996 -7741.861 -1422.479 0.01 1.070 X3z$f(lF%)
71 14.200 -7451.121 -711.387 0.00 0.000 -,M*j|
桩底竖向合力 = 1455.33(kN)，桩底面积A = 3.142(m2) nLA8Hy"8z
桩底所在土层承载力 = 600.00(kPa) hdi/ k!9[\
故桩的竖向地基承载力满足。 >i`V- " x
d"E@e21
F"3LG"
(二) 桩身配筋计算 6;LM1
_
J 8/]&Ow
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 4 CzT<cp
(m) (kN.m) (kN) (mm2) (mm2/m) #cN0ciCT'
1 0.00 1.00 0.698 15708 575 E3pnu.;U:_
2 0.20 1.00 5.854 15708 575 =~)J:x\F
3 0.40 2.15 18.298 15708 575 >S3, _@C
4 0.61 7.36 37.389 15708 575 X+'z@xpj
5 0.81 16.99 61.695 15708 575
G_fP%ovh
6 1.01 31.95 90.193 15708 575 QY ] ^^f
7 1.21 53.10 122.882 15708 575 Dr;-2$Kt/&
8 1.41 81.28 159.763 15708 575 'T(7EL3$}
9 1.62 117.34 200.834 15708 575 B74L/h
10 1.82 162.12 246.095 15708 575 Orb('Z,-3
11 2.02 216.48 295.549 15708 575 C^} 2::Qu
12 2.22 281.26 349.195 15708 575 2D5S%27,
13 2.43 357.30 407.032 15708 575 0 i76 (2
14 2.63 445.45 469.058 15708 575 J>I.|@W4
15 2.83 546.57 535.276 15708 575 7J
0=HbH
16 3.03 661.50 605.686 15708 575 j}0W|*
17 3.23 791.08 680.288 15708 575 ^ -s'Ad3
18 3.44 936.16 759.081 15708 575 :YL`GSl
19 3.64 1097.53 841.166 15708 575 i.eu$ ~F
20 3.84 1275.71 925.166 15708 575 kRCuc}:SB
21 4.04 1471.00 1010.605 15708 575 9t
3 mU:
22 4.24 1683.72 1097.482 15708 575 8Z=d+}Gg<
23 4.45 1914.13 1185.798 15708 575 UStNUNCq
24 4.65 2162.55 1275.550 15708 575 //SH=>w2
25 4.85 2429.25 1366.742 15708 575 jTo-xP{lC
26 5.05 2714.53 1459.372 15708 575 u7rA8u|TO
27 5.26 3018.68 1553.441 15708 575 j%2l%Mx(
28 5.46 3341.98 1648.949 15708 575 eXHk6[%[
29 5.66 3684.74 1745.893 15708 575 cULASS`,
30 5.86 4047.24 1844.276 15708 575 +=XDNSw
31 6.06 4429.77 1944.097 15708 575 6`KAl rH
32 6.27 4832.62 2045.358 15708 575 oKl^Ttr
33 6.47 5256.08 2148.057 17009 575 k`LoRqF
34 6.67 5695.93 2185.076 18603 575 TRQ@= .
35 6.87 6134.14 2153.223 20144 575 tBtG- X2
36 7.07 6565.42 2116.420 21598 575 PT9,R^2T!
37 7.28 6988.75 2074.667 23155 575 Y9b|lP7!
38 7.48 7403.15 2027.965 24826 575 :8} iZ.
39 7.68 7807.61 1976.310 26092 575 (+@
Lnz\
40 7.88 8201.12 1919.705 27697 575 ~Rs_ep'+Q2
41 8.09 8582.70 1858.149 29110 575 3?Ml]=u
42 8.29 8951.33 1791.644 30292 575 mA ^[S.!
43 8.49 9306.02 1720.189 31837 575 =hs
!t|(*
44 8.69 9645.84 1644.927 33130 575 \#(3r1(
45 8.89 9970.40 1570.338 34134 575 ; TaR1e0
46 9.10 10280.30 1499.763 35520 575 th@a./h"
47 9.30 10574.53 1473.406 36596 575 N ;<.::x
48 9.50 10873.11 1248.658 37705 575 z9@Tg= #i
49 9.70 11141.23 1089.211 38848 575 uXs.7+f
50 9.91 11323.24 733.240 39236 575 $1QQidB
51 10.11 11440.14 427.027 39628 575 %i7bkdcwk
52 10.32 11497.76 152.104 40025 575 C'HW`rh.^
53 10.52 11502.30 -93.322 40025 575 5t` :=@u
54 10.73 11459.62 -311.052 40025 575 C%s+o0b
55 10.93 11375.18 -502.878 39628 575 Pj4WWK X
56 11.13 11254.10 -670.586 39236 575 %J*z!Fe8s
57 11.34 11101.11 -815.946 38463 575 -&PiD
58 11.54 10920.62 -940.706 37705 575 6} DGEHc1
59 11.75 10716.65 -1046.587 36962 575 J&64tQl*
60 11.95 10492.89 -1135.283 36234 575 CM}1:o<<N
61 12.16 10252.67 -1208.450 35168 575 iKy_DV;J
62 12.36 9999.00 -1267.712 34475 575 y*Egt `W
63 12.57 9734.56 -1314.653 33461 575 n:hHm,
64 12.77 9461.70 -1350.816 32156 575 .hYrE5\-
65 12.97 9182.49 -1377.703 31210 575 orGNza"A
66 13.18 8898.64 -1396.771 30292 575 `$IuN *
67 13.38 8611.63 -1409.436 29110 575 6$1dd #
68 13.59 8322.61 -1417.067 27974 575 K~j&Q{yws@
69 13.79 8032.48 -1420.988 26883 575 ]K]$FX<f
70 14.00 7741.86 -1422.479 25834 575 VDCG
5QP6(
71 14.20 7451.12 -711.387 24826 575 2v
^bd^]u:
===================================================================== '=|2, H]
各点的配筋包络结果 EhEUkZE3 )
点号 距顶距离 面侧纵筋 背侧纵筋 箍筋 WaU+ZgDrG
(m) (mm2) (mm2) (mm2/m) ub C(%Y_k
1 0.00 15708 575 CNC3">Dk~9
2 0.00 15708 575 `yjHLg
3 0.00 15708 575 {-(}p+;z
4 0.00 15708 575 GpjyF_L
5 0.00 15708 575 ZI' MfkEZ*
6 0.00 15708 575 %/l9$>{
7 0.00 15708 575 )!h(o R
8 0.00 15708 575 41c]o<!=)j
9 0.00 15708 575 0 ?)U?=>]p
10 0.00 15708 575 vqq7IV)|
11 0.00 15708 575 >900I4]I
12 0.00 15708 575 d$>TC (E=t
13 0.00 15708 575 RC_w 1:h
14 0.00 15708 575 'cs!(z-{x
15 0.00 15708 575 pYtG%<
16 0.00 15708 575 E7A psi4]
17 0.00 15708 575 }b9"& io
18 0.00 15708 575 d(.e%[`
19 0.00 15708 575 5XSr K
20 0.00 15708 575 %M=[h 2S N
21 0.00 15708 575 U@W3x@
22 0.00 15708 575 m5O;aj* i
23 0.00 15708 575 OnNWci|7
24 0.00 15708 575 8 |>$M
25 0.00 15708 575 s>=DfE-;"
26 0.00 15708 575 q[6tvPfkX
27 0.00 15708 575 %SKp <>;9
28 0.00 15708 575 Y\7 >> ?
29 0.00 15708 575 SZO$#
30 0.00 15708 575 9:|z^r
31 0.00 15708 575 8MHYk>O~{G
32 0.00 15708 575 `
u# '
33 0.00 17009 575 XcOfQ s
34 0.00 18603 575 <a)B5B>
35 0.00 20144 575 TU6e, G|t
36 0.00 21598 575 "}_b,5lkGK
37 0.00 23155 575 ^;";fr
Vw
38 0.00 24826 575 %9, :
39 0.00 26092 575 s}MD;V&0
40 0.00 27697 575 o,| LO$~
41 0.00 29110 575 1Sk=;Bic
42 0.00 30292 575 vwVK ^B
43 0.00 31837 575 Ls8@@b,t2
44 0.00 33130 575 QEK RAPw
45 0.00 34134 575 R,mOV8y"W[
46 0.00 35520 575 pwg$% lv
47 0.00 36596 575 Fai_v{&?
48 0.00 37705 575 X?,ly3,
49 0.00 38848 575 [>5<&[A
50 0.00 39236 575 up[9L |
51 0.00 39628 575 X$o $ 8s
52 0.00 40025 575 z 6~cm6 j
53 0.00 40025 575 oF1{/ERS
54 0.00 40025 575 {H]xA 3[]
55 0.00 39628 575 dP>~ExYtm
56 0.00 39236 575 h28")c.pH=
57 0.00 38463 575 6S#Y$2
P
58 0.00 37705 575 <eU1E }BDQ
59 0.00 36962 575 mWOW39Ku
60 0.00 36234 575 k)Y}X)\36
61 0.00 35168 575 %2 A-u
62 0.00 34475 575 G ZxM44fP
63 0.00 33461 575 M2K{{pGJ[&
64 0.00 32156 575 a;=) `
65 0.00 31210 575 V$y6=Q <c
66 0.00 30292 575 ^Eu]i
67 0.00 29110 575 iV
h^;
68 0.00 27974 575 Lu.D,oP
69 0.00 26883 575 P5u
Y 1(
70 0.00 25834 575 q^:>sfd
71 0.00 24826 575 dGxk
ql
===================================================================== \8Mn[G9TL
桩配筋面积最终结果： U(lcQC`$
纵筋最大为40025(mm2) l)V!0eW
抗剪箍筋最大为575(mm2/m) _zAHN0d
===================================================================== -__RFxG
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？ gb b2!q6p
2、内力包络配筋的原理是什么？结果如何使用？ K? ;_T$^K
3、两种情况的结果怎么利用？
