抗滑动桩验算 71. \`'
计算项目： 抗滑桩综合分析 14 v]{uxlh
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原始条件: ) {
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钢筋混凝土配筋计算依据:《混凝土结构设计规范GB 50010--2002》 Z 5)_B,E:X
===================================================================== ^>X)"'0+
第 1 种情况: 滑坡推力(一般情况) 9sU+IT K4
B F@5&>E
(一) 桩身内力计算 VwOG?5W/
剩余下滑力 = 818.008(kN) 剩余下滑力角度 = 5.623° S2
"=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) mYh5#E41J
分布范围为桩顶以下(0 ～ 9.500m)范围 `kNi*I^
[桩前剩余抗滑力] .-KtB(t
桩前覆土层到嵌固点的厚度 = 9.300(m) C3\E.u ?
桩前剩余抗滑力水平分力 = 0.000(kN) jH&_E'XMX
合力作用点到嵌固点距离 = 4.650(m) t `Y!"l
第1嵌固段地层计算方法: K 法 W[>iJJwz
背侧——为挡土侧；面侧——为非挡土侧。 45+%K@@x
背侧最大弯矩 = 17745.631(kN-m) 距离桩顶 11.135(m)
$' (QTEM
面侧最大弯矩 = 0.000(kN-m) 距离桩顶 0.000(m) K/2. 1o;9
最 大 剪 力 = 3187.004(kN) 距离桩顶 9.298(m) @ 2!C^}d3F
最 大 位 移 = -54(mm) 1 O7]3&L@
点号 距顶距离 弯矩 剪力 位移 土反力 mGe|8In
(m) (kN-m) (kN) (mm) (kPa)
gmRT1T
1 0.000 0.000 0.000 -53.78 0.000 hr[B^?6
2 0.202 7.002 -69.283 -52.70 0.000 7 Y32p'
3 0.404 28.008 -138.565 -51.61 0.000 l 70,Jo?78
4 0.606 63.018 -207.848 -50.52 0.000 wMz-U- z
5 0.809 112.032 -277.131 -49.43 0.000 a;"Uz|rz
6 1.011 175.049 -346.413 -48.35 0.000 gE@$~Q>M
7 1.213 252.071 -415.696 -47.26 0.000 +:> J Z$
8 1.415 343.097 -484.979 -46.17 0.000 dCZ\ S91q
9 1.617 448.126 -554.262 -45.08 0.000 j1puB
10 1.819 567.160 -623.544 -44.00 0.000 7}?k^x,1
11 2.021 700.198 -692.827 -42.91 0.000 ;NH~9# t:
12 2.223 847.239 -762.110 -41.83 0.000 ^Ue0mC7m
13 2.426 1008.284 -831.392 -40.75 0.000 ok `]:gf
14 2.628 1183.334 -900.675 -39.67 0.000 X%GD0h]X#
15 2.830 1372.387 -969.958 -38.59 0.000 )d +hZ'
16 3.032 1575.444 -1039.240 -37.51 0.000 ?h!t$QQ!M
17 3.234 1792.505 -1108.523 -36.44 0.000 ,M) k7t :
18 3.436 2023.571 -1177.806 -35.37 0.000 F<Hqo>G
19 3.638 2268.640 -1247.089 -34.31 0.000 IX< r5!
20 3.840 2527.713 -1316.371 -33.24 0.000 o3n3URu\
21 4.043 2800.790 -1385.654 -32.19 0.000 q]6_ rY.
22 4.245 3087.871 -1454.937 -31.13 0.000 K4! P'
23 4.447 3388.956 -1524.219 -30.08 0.000 wfxOx$]z K
24 4.649 3704.044 -1593.502 -29.04 0.000 2yln 7[a
25 4.851 4033.137 -1662.785 -28.01 0.000 K8
b+
26 5.053 4376.234 -1732.067 -26.98 0.000 Mlv<r=E
27 5.255 4733.334 -1801.350 -25.96 0.000 ?wd|G4.Vo
28 5.457 5104.439 -1870.633 -24.94 0.000 &:V@2_6"
29 5.660 5489.548 -1939.915 -23.94 0.000 "v( G7*2
30 5.862 5888.661 -2009.198 -22.95 0.000 4!l
sk:R
31 6.064 6301.777 -2078.481 -21.96 0.000 .3VK;au\\
32 6.266 6728.898 -2147.764 -20.99 0.000 . Gizz</P~
33 6.468 7170.022 -2217.046 -20.03 0.000 u1 2zRdn
34 6.670 7625.150 -2286.329 -19.08 0.000 >d pbCPJ9[
35 6.872 8094.283 -2355.612 -18.14 0.000 l80bHp=
36 7.074 8577.418 -2424.894 -17.22 0.000 [J0*+C9P*
37 7.277 9074.560 -2494.177 -16.31 0.000 Z-)[1+Hs
38 7.479 9585.703 -2563.460 -15.42 0.000 ! FNf>z+
39 7.681 10110.852 -2632.742 -14.55 0.000 x*.Ye 5Jb
40 7.883 10650.003 -2702.025 -13.69 0.000
RT % x&j
41 8.085 11203.160 -2771.308 -12.85 0.000 dG &2,n'f
42 8.287 11770.319 -2840.590 -12.03 0.000 n6b3E *
43 8.489 12351.482 -2909.873 -11.23 0.000 iQt!PMF.
44 8.691 12946.649 -2979.156 -10.46 0.000 [6D>f?z
45 8.894 13555.823 -3048.439 -9.70 0.000 U~aWG\h#X
46 9.096 14178.999 -3117.721 -8.97 0.000 N-[n \}'
47 9.298 14816.178 -3187.004 -8.26 0.000 NSw<t9Yi
48 9.500 15467.360 -3088.954 -7.58 0.000 u]HS(B,ht
49 9.704 16069.158 -2726.636 -6.92 -833.709 Kb}MF9?:e
50 9.909 16579.338 -2261.434 -6.29 -852.511 BlXX :aZv
51 10.113 16993.398 -1785.857 -5.68 -871.314 I[#U`9Dt
52 10.317 17309.211 -1319.891 -5.11 -817.722 Zj qA 30!
53 10.522 17532.830 -892.681 -4.57 -730.872 YgCc|W3{
54 10.726 17674.047 -512.019 -4.06 -648.990 (NX )o P
55 10.930 17742.090 -175.153 -3.58 -572.115 3bWum
56 11.135 17745.631 120.685 -3.13 -500.268 $`|5/,M%QN
57 11.339 17692.768 378.269 -2.71 -433.451 !#q{ Z>H`
58 11.543 17591.033 600.372 -2.32 -371.649 P:
n# S %
59 11.748 17447.398 789.751 -1.97 -314.833 _=ugxL #eB
60 11.952 17268.266 949.147 -1.64 -262.962 Qi_&aU$>lM
61 12.157 17059.486 1081.275 -1.35 -215.987 (nLKQV 1
62 12.361 16826.354 1188.818 -1.09 -173.848 #c-b}.R
63 12.565 16573.621 1274.428 -0.85 -136.479 8QV t,
'I
64 12.770 16305.500 1340.717 -0.65 -103.810 )8;{nqoC
65 12.974 16025.676 1390.255 -0.47 -75.763 p ZtgIS(3
66 13.178 15737.310 1425.573 -0.33 -52.260 <}d/v_+pnh
67 13.383 15443.051 1449.155 -0.21 -33.220 wG+=}1X
68 13.587 15145.047 1463.439 -0.12 -18.558 2G?$X?
69 13.791 14844.949 1470.818 -0.05 -8.191 Nz~(+pVWg5
70 13.996 14543.929 1473.639 -0.01 -2.034 (vKI1^,
71 14.200 14242.680 737.100 0.00 0.000 ! ,@ZQS
桩底竖向合力 = 1195.42(kN)，桩底面积A = 3.142(m2) W9dYljnZ8i
桩底所在土层承载力 = 600.00(kPa) C` pp
故桩的竖向地基承载力满足。 ?cJY
B)
Yv^p =-E
sGSsUO:@j;
(二) 桩身配筋计算 RU6 KIg{H
G+U3wF],
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 sxo;/~.p
(m) (kN.m) (kN) (mm2) (mm2/m) G*B$%?n
1 0.00 1.00 0.000 15708 575 !#?8BwnaZ
2 0.20 7.00 -69.283 15708 575
lWbZ=x_0
3 0.40 28.01 -138.565 15708 575 ?w*yW;V`
4 0.61 63.02 -207.848 15708 575 _?.\Xc
5 0.81 112.03 -277.131 15708 575 H)E^!eo
6 1.01 175.05 -346.413 15708 575 n12UB vc}%
7 1.21 252.07 -415.696 15708 575 &pM'$}T*
8 1.41 343.10 -484.979 15708 575 {7qA &c=
9 1.62 448.13 -554.262 15708 575 tRteyNA
10 1.82 567.16 -623.544 15708 575 3YW=||;|Yg
11 2.02 700.20 -692.827 15708 575 Txo@ U
12 2.22 847.24 -762.110 15708 575 ZRnL_ z~
13 2.43 1008.28 -831.392 15708 575 ),=@q+{E{
14 2.63 1183.33 -900.675 15708 575 &UL_bG }
15 2.83 1372.39 -969.958 15708 575 8V-,Xig;`
16 3.03 1575.44 -1039.240 15708 575 r'p =` 2=
17 3.23 1792.51 -1108.523 15708 575 vI Vr@1S
18 3.44 2023.57 -1177.806 15708 575 Lj8)' [K"
19 3.64 2268.64 -1247.089 15708 575 g`n;R
20 3.84 2527.71 -1316.371 15708 575 aVwH
21 4.04 2800.79 -1385.654 15708 575 qK?$= h.
22 4.24 3087.87 -1454.937 15708 575 If;R?j0;Q
23 4.45 3388.96 -1524.219 15708 575 0 " y%9
24 4.65 3704.04 -1593.502 15708 575 %hc 'dZ
25 4.85 4033.14 -1662.785 15708 575 !2$ z *C2;
26 5.05 4376.23 -1732.067 15708 575 "b]#MO}P
27 5.26 4733.33 -1801.350 15708 575 /THnfy \
28 5.46 5104.44 -1870.633 16509 575 9${Xer'
29 5.66 5489.55 -1939.915 17877 575 T1W:>~T5#
30 5.86 5888.66 -2009.198 19358 575 (bv,02
31 6.06 6301.78 -2078.481 20755 575 03([@d6<E
32 6.27 6728.90 -2147.764 22252 575 Bd5+/G=m
33 6.47 7170.02 -2217.046 23857 575 E"#Xc@
34 6.67 7625.15 -2286.329 25578 575 h0Ee?=
35 6.87 8094.28 -2355.612 27152 575 g6%Z)5D]!
36 7.07 8577.42 -2424.894 29110 575 b{M}5~e=B
37 7.28 9074.56 -2494.177 30901 575 MS*G- C
38 7.48 9585.70 -2563.460 32802 575 b:kXNDc
39 7.68 10110.85 -2632.742 34820 575 cwe1^SJ 6y
40 7.88 10650.00 -2702.025 36962 575 F\:(*1C
41 8.09 11203.16 -2771.308 38848 575 /ZW &0 E
42 8.29 11770.32 -2840.590 41238 575 l}rS{+:wK
43 8.49 12351.48 -2909.873 43341 575 J
R$r!hX
44 8.69 12946.65 -2979.156 45552 575 rk|a 5-i
45 8.89 13555.82 -3048.439 47875 575 +}a C-&
46 9.10 14179.00 -3117.721 50318 575 .et ^4V3
47 9.30 14816.18 -3187.004 52884 575 Gf0,RH+
48 9.50 15467.36 -3088.954 55582 575 'e@=^FC
49 9.70 16069.16 -2726.636 57839 575 ]Bnwk
o
50 9.91 16579.34 -2261.434 60187 575 d"ZU y!a
51 10.11 16993.40 -1785.857 62011 575 3F+Jdr'
52 10.32 17309.21 -1319.891 63257 575 Tf x :"u
53 10.52 17532.83 -892.681 63890 575 .<#ATFmY
54 10.73 17674.05 -512.019 64529 575 !^y y0`k6
55 10.93 17742.09 -175.153 64529 575 `#Kx|x6
56 11.13 17745.63 120.685 64529 575 inAAgW#s}
57 11.34 17692.77 378.269 64529 575 eEl .. y
58 11.54 17591.03 600.372 63890 575 /(? @mnq_
59 11.75 17447.40 789.751 63890 575 uP@\#/4u
60 11.95 17268.27 949.147 62631 575 bA@P }M)X
61 12.16 17059.49 1081.275 62011 575 ^$-Ye]<
62 12.36 16826.35 1188.818 60789 575 {Dr@HP/x=s
63 12.57 16573.62 1274.428 60187 575 Puh$%; x
64 12.77 16305.50 1340.717 59001 575 fP[& a9l
65 12.97 16025.68 1390.255 57839 575 ] ]BOk
66 13.18 15737.31 1425.573 56699 575 {v` 2sB
67 13.38 15443.05 1449.155 55582 575 y3eHF^K+$
68 13.59 15145.05 1463.439 54487 575 BFVA w
69 13.79 14844.95 1470.818 52884 575 XIAeCU
70 14.00 14543.93 1473.639 51842 575 E4i0i!<z
71 14.20 14242.68 737.100 50821 575 VK:8 Nk_y
===================================================================== ~@4'HMQ
===================================================================== 1A<,TFg
第 2 种情况: 库仑土压力(一般情况) <
g|Z}Y
iY0>lDFm.
(一) 桩身内力计算 ~AZWds(,N
按实际墙背计算得到: *5V Xyt2
第1破裂角： 50.000(度) gSt `%
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) v q!uD!lr
桩前覆土深度为9.300时的被动土压力： wRtZ `o
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) L]d-33.c!H
第1嵌固段地层计算方法: K 法 bZ 443SG
背侧——为挡土侧；面侧——为非挡土侧。 EJ84rSp
背侧最大弯矩 = 0.063(kN-m) 距离桩顶 0.000(m) @|\R}k%(
面侧最大弯矩 = 11502.305(kN-m) 距离桩顶 10.522(m) q,%:h`t\
最 大 剪 力 = 2185.076(kN) 距离桩顶 6.670(m) U@F)2?
最 大 位 移 = 34(mm) T
vtm`Yk\
点号 距顶距离 弯矩 剪力 位移 土反力 PRB{VC<k
(m) (kN-m) (kN) (mm) (kPa) a9U_ug58
1 0.000 0.063 0.698 34.37 0.000 P"_$uO( 5x
2 0.202 -0.166 5.854 33.67 0.000 lfN~A"X
3 0.404 -2.151 18.298 32.96 0.000 ~1kXUWq3
4 0.606 -7.360 37.389 32.26 0.000 e ]Fp= *#
5 0.809 -16.988 61.695 31.56 0.000 xV\5<7qk5g
6 1.011 -31.954 90.193 30.85 0.000 # 1.YKo
7 1.213 -53.103 122.882 30.15 0.000 [10zTU`
8 1.415 -81.283 159.763 29.45 0.000 0? 0J z
9 1.617 -117.342 200.834 28.74 0.000 XfYC7-e9c
10 1.819 -162.125 246.095 28.04 0.000 sJG5/w
11 2.021 -216.480 295.549 27.34 0.000 :6{`~=
12 2.223 -281.256 349.195 26.63 0.000 nBItO~l
13 2.426 -357.298 407.032 25.93 0.000 n_ nl{
14 2.628 -445.454 469.058 25.23 0.000 'gs o'&Uaj
15 2.830 -546.571 535.276 24.53 0.000 [I;^^#'P
16 3.032 -661.496 605.686 23.83 0.000 M@Q3M(z
17 3.234 -791.076 680.288 23.13 0.000 "xJ 0 vlw
18 3.436 -936.160 759.081 22.43 0.000 h 8e757z
19 3.638 -1097.532 841.166 21.74 0.000 w
ej[+y-
20 3.840 -1275.706 925.166 21.04 0.000 ^dm!)4W
21 4.043 -1471.003 1010.605 20.35 0.000 Q{g;J`Z)p
22 4.245 -1683.716 1097.482 19.66 0.000 9uk<&nqx
23 4.447 -1914.135 1185.798 18.98 0.000 v(]]_h
24 4.649 -2162.549 1275.550 18.30 0.000 Gi2$B76<
25 4.851 -2429.250 1366.742 17.62 0.000 m Lk(y*
26 5.053 -2714.530 1459.372 16.94 0.000 B B$oq'
27 5.255 -3018.677 1553.441 16.27 0.000 MrRaU x6z
28 5.457 -3341.985 1648.949 15.61 0.000 .;7> y7$*
29 5.660 -3684.742 1745.893 14.95 0.000 M~Ttb29{
30 5.862 -4047.240 1844.276 14.30 0.000 O$u"/cwe*
31 6.064 -4429.769 1944.097 13.65 0.000 "= / f$Xf
32 6.266 -4832.620 2045.358 13.01 0.000 XFVV},V
33 6.468 -5256.083 2148.057 12.38 0.000 _~u2: yl (
34 6.670 -5695.928 2185.076 11.76 0.000 =
u[#2!
35 6.872 -6134.143 2153.223 11.15 0.000 LwcIGhy
36 7.074 -6565.418 2116.420 10.55 0.000 ~]C%/gEh
37 7.277 -6988.755 2074.667 9.96 0.000 Z;l`YK^-
38 7.479 -7403.151 2027.965 9.39 0.000 !p /%lU65
39 7.681 -7807.608 1976.310 8.82 0.000 {LHR!~d}5f
40 7.883 -8201.123 1919.705 8.27 0.000 =ONHK F[UJ
41 8.085 -8582.696 1858.149 7.74 0.000 @=j WHS
42 8.287 -8951.327 1791.644 7.22 0.000 +HT1 ct+dI
43 8.489 -9306.016 1720.189 6.71 0.000 j=?'4sF
44 8.691 -9645.837 1644.927 6.22 0.000 U?a6D:~G
45 8.894 -9970.403 1570.338 5.75 0.000 [BBEEI=|r
46 9.096 -10280.297 1499.763 5.30 0.000 8I;XS14Q
47 9.298 -10574.525 1473.406 4.86 0.000
uw(NG.4
48 9.500 -10873.111 1248.658 4.44 0.000 :#k & \f-Y
49 9.704 -11141.227 1089.211 4.04 645.697 .iMN ,+qP
50 9.909 -11323.235 733.240 3.65 584.159 r KH:[lK m
51 10.113 -11440.141 427.027 3.29 525.829 ) rW&c- '
52 10.317 -11497.760 152.104 2.94 470.740 u c7Eq45
53 10.522 -11502.305 -93.322 2.62 418.909 B.r4$:+jb2
54 10.726 -11459.619 -311.052 2.31 370.338 uDw.|B2ui
55 10.930 -11375.180 -502.878 2.03 325.013 fA/m1bYxg
56 11.135 -11254.096 -670.586 1.77 282.913 l KWPTCU
57 11.339 -11101.114 -815.946 1.53 244.003 Y6i _!z[V[
58 11.543 -10920.622 -940.706 1.30 208.239 EtbnE *S
59 11.748 -10716.651 -1046.587 1.10 175.571 F!zP<A "
60 11.952 -10492.886 -1135.283 0.91 145.940 (;Y8pKl1e
61 12.157 -10252.666 -1208.450 0.75 119.284 /S5| wNu
62 12.361 -9998.998 -1267.712 0.60 95.535 )SryD RT
63 12.565 -9734.559 -1314.653 0.47 74.621 ez]tAW
64 12.770 -9461.704 -1350.816 0.35 56.467 =OIw*L8C"I
65 12.974 -9182.485 -1377.703 0.26 40.995 =@,Q Dm]L
66 13.178 -8898.644 -1396.771 0.18 28.127 $$b
9&mTl#
67 13.383 -8611.631 -1409.436 0.11 17.782 D8&`R
68 13.587 -8322.614 -1417.067 0.06 9.879 O$/o'"@ /
69 13.791 -8032.481 -1420.988 0.03 4.336 yz8mP3"c:o
70 13.996 -7741.861 -1422.479 0.01 1.070 g~V +4+
71 14.200 -7451.121 -711.387 0.00 0.000 p G1WXbqW
桩底竖向合力 = 1455.33(kN)，桩底面积A = 3.142(m2) X@@8"@/u|*
桩底所在土层承载力 = 600.00(kPa) =K'cM=WM6
故桩的竖向地基承载力满足。 wo_,Y0vfB
,p(<+6QZ
akw,P$i
(二) 桩身配筋计算 .#02
ngh
n
-(
点号 距顶距离 弯矩 剪力 全部纵筋 箍筋 su*Pk|6%
(m) (kN.m) (kN) (mm2) (mm2/m) `qJw|u>YpJ
1 0.00 1.00 0.698 15708 575 `.s({/|[
2 0.20 1.00 5.854 15708 575 ARcB'z\r
3 0.40 2.15 18.298 15708 575 .ERO|$ fv
4 0.61 7.36 37.389 15708 575 !*- >;:9B
5 0.81 16.99 61.695 15708 575 8-<: i
6 1.01 31.95 90.193 15708 575 s3 7'&K
7 1.21 53.10 122.882 15708 575 uq z]J$
8 1.41 81.28 159.763 15708 575 R.=}@oPb
9 1.62 117.34 200.834 15708 575 Eu"_MgD
10 1.82 162.12 246.095 15708 575 |5Xq0nvCe
11 2.02 216.48 295.549 15708 575 _ _mF ?m
12 2.22 281.26 349.195 15708 575 jZ NOt
13 2.43 357.30 407.032 15708 575 W9NX=gE4
14 2.63 445.45 469.058 15708 575 L(&&26Y
15 2.83 546.57 535.276 15708 575 )K &(
16 3.03 661.50 605.686 15708 575 %v20~xW :o
17 3.23 791.08 680.288 15708 575 {G?N E
18 3.44 936.16 759.081 15708 575 %|s+jeUDn|
19 3.64 1097.53 841.166 15708 575 6 Gf?m;
20 3.84 1275.71 925.166 15708 575 6 @DF
21 4.04 1471.00 1010.605 15708 575 }&_/PA0j
22 4.24 1683.72 1097.482 15708 575 ( 5]}5W*
23 4.45 1914.13 1185.798 15708 575 B)d(TP,>
24 4.65 2162.55 1275.550 15708 575 /SYw; <=
25 4.85 2429.25 1366.742 15708 575 #g6.Glz3
26 5.05 2714.53 1459.372 15708 575 8WnwQ%;m?
27 5.26 3018.68 1553.441 15708 575 *6q5S4 r
28 5.46 3341.98 1648.949 15708 575 j?'GZ d"B
29 5.66 3684.74 1745.893 15708 575 8OgLn?"P
30 5.86 4047.24 1844.276 15708 575 13taF V dU
31 6.06 4429.77 1944.097 15708 575 kc0E%odF.v
32 6.27 4832.62 2045.358 15708 575 wI(M^8F_Mf
33 6.47 5256.08 2148.057 17009 575 t.mVO]dsj
34 6.67 5695.93 2185.076 18603 575 / m=HG^!
35 6.87 6134.14 2153.223 20144 575 A~-b!Grf
36 7.07 6565.42 2116.420 21598 575 21"1NJzP
37 7.28 6988.75 2074.667 23155 575 <)1qt
9
38 7.48 7403.15 2027.965 24826 575 dAuJXGo
39 7.68 7807.61 1976.310 26092 575 $|8!BOx8t
40 7.88 8201.12 1919.705 27697 575 1I:+MBGin
41 8.09 8582.70 1858.149 29110 575 ti
\wg
42 8.29 8951.33 1791.644 30292 575 wm Tb97o
43 8.49 9306.02 1720.189 31837 575 P&f7@MOV.P
44 8.69 9645.84 1644.927 33130 575 h $2</J"
45 8.89 9970.40 1570.338 34134 575 I_]^ .o1q
46 9.10 10280.30 1499.763 35520 575 F w?[lS
47 9.30 10574.53 1473.406 36596 575 rW$[DdFA5{
48 9.50 10873.11 1248.658 37705 575 <Y}R#o1Z
49 9.70 11141.23 1089.211 38848 575 E>K!Vrh-L
50 9.91 11323.24 733.240 39236 575 ov, hI>0!D
51 10.11 11440.14 427.027 39628 575 A}l3cP;
`#
52 10.32 11497.76 152.104 40025 575 jyCXJa-!-
53 10.52 11502.30 -93.322 40025 575 .[_L=_.
54 10.73 11459.62 -311.052 40025 575 CB ^U6ZS
55 10.93 11375.18 -502.878 39628 575
PUUwv_
56 11.13 11254.10 -670.586 39236 575 }4,L%$@n
57 11.34 11101.11 -815.946 38463 575
$ ` ""
58 11.54 10920.62 -940.706 37705 575 OGl}-kw
59 11.75 10716.65 -1046.587 36962 575 W)bLSL]`E
60 11.95 10492.89 -1135.283 36234 575 ?32&]iM
oW
61 12.16 10252.67 -1208.450 35168 575 FYpz Q6s~
62 12.36 9999.00 -1267.712 34475 575 :=Nz }mUV
63 12.57 9734.56 -1314.653 33461 575 ')cMiX\v
64 12.77 9461.70 -1350.816 32156 575 ;0Tx-8l
65 12.97 9182.49 -1377.703 31210 575 HAa; hb
66 13.18 8898.64 -1396.771 30292 575 y gz6C
67 13.38 8611.63 -1409.436 29110 575 .6Pw|xu`Pw
68 13.59 8322.61 -1417.067 27974 575 U>Slc08N
69 13.79 8032.48 -1420.988 26883 575 F1yqxWHeo
70 14.00 7741.86 -1422.479 25834 575 -Fe?R*-g
71 14.20 7451.12 -711.387 24826 575 F'21jy&
===================================================================== rbWP78
各点的配筋包络结果 e~=;c
点号 距顶距离 面侧纵筋 背侧纵筋 箍筋 JJN.ugT}1
(m) (mm2) (mm2) (mm2/m) /V'A%2Cl=T
1 0.00 15708 575 @J/K-.r
2 0.00 15708 575 n"c[,k+R`U
3 0.00 15708 575 ]Gsv0Xk1
4 0.00 15708 575 Y^wW2-,m
5 0.00 15708 575 %WjXg:R
6 0.00 15708 575 te-jfmu2
7 0.00 15708 575 \XZ/v*d0
8 0.00 15708 575 <<][h Qs
9 0.00 15708 575 9d x/hFA
10 0.00 15708 575 RMdk:YvBg
11 0.00 15708 575 asppRL||
12 0.00 15708 575 Li4zTR|U
13 0.00 15708 575 b0Ps5G\ u
14 0.00 15708 575 ,?^ p(w
15 0.00 15708 575 uxr #QA
16 0.00 15708 575 5Odh b
17 0.00 15708 575 V2wb%;q
18 0.00 15708 575 P/W
XaE4
19 0.00 15708 575 T 4Pgbop
20 0.00 15708 575 u. F 9g
#
21 0.00 15708 575 z7fp#>uw
22 0.00 15708 575 N 5lDS
23 0.00 15708 575 *Q
"wwpl?
24 0.00 15708 575 6a~|K-a6
25 0.00 15708 575 iv J@=pd)B
26 0.00 15708 575 8;JWK3Gv
27 0.00 15708 575 qm/22:&v5
28 0.00 15708 575 <h0?tv]
29 0.00 15708 575 | ATvS2
30 0.00 15708 575 ;D fY#-
31 0.00 15708 575 YJT&{jYi
32 0.00 15708 575 V17%=bCZ5[
33 0.00 17009 575 L>Fa^jq5
34 0.00 18603 575 L
[pBB
35 0.00 20144 575 n FHUy9q
36 0.00 21598 575 *k.G5>@
37 0.00 23155 575 8e1UmM[
38 0.00 24826 575 rZ}:Z'`
39 0.00 26092 575 aC8} d
40 0.00 27697 575 3u+T~g0^
41 0.00 29110 575 y51e%n$
42 0.00 30292 575 s<<ooycBrQ
43 0.00 31837 575 z]_wjYn Z
44 0.00 33130 575 Nk?
^1n$
45 0.00 34134 575 $ r@zs'N
46 0.00 35520 575 hj* pTuym
47 0.00 36596 575 vc;$-v$&
48 0.00 37705 575 N /"{.3{W
49 0.00 38848 575 Jc sHt;
50 0.00 39236 575 he;dq)-e9
51 0.00 39628 575 6H.0vN&
52 0.00 40025 575 hF~n)oQ
53 0.00 40025 575 FXG]LoP
54 0.00 40025 575 H)kwQRfu
55 0.00 39628 575 BLQ 6A<
56 0.00 39236 575 X9W@& zQ
57 0.00 38463 575 :+^lJ&{U
58 0.00 37705 575 Q4#m\KK;i9
59 0.00 36962 575 LM<qT-/qs
60 0.00 36234 575 l*Gvf_UH
61 0.00 35168 575 $]/{[@5
62 0.00 34475 575 aFX=C >M
63 0.00 33461 575 ZB=
E}]v6
64 0.00 32156 575 _7Ju
65 0.00 31210 575 99e.n0
66 0.00 30292 575 g[' ^L +hd
67 0.00 29110 575 5}l[>lF
68 0.00 27974 575 24 ' J
69 0.00 26883 575 y4?0j :
70 0.00 25834 575 ~ D j8 z+^
71 0.00 24826 575 Pb J(:`u
===================================================================== ?Jm^<
桩配筋面积最终结果： ]v UwG--*
纵筋最大为40025(mm2) y@S$^jk.
抗剪箍筋最大为575(mm2/m) %D{6[8
===================================================================== 'x#~'v*
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？ ,aZ[R27rpL
2、内力包络配筋的原理是什么？结果如何使用？ {L{o]Ii?g
3、两种情况的结果怎么利用？
