1、5.626145.6kN 合计:2776.8404.01094.8156145.64577.2kN 2、下部恒载计算 1)盖梁加防震挡块重力 P28.825720kN G2)系梁重力 P8.125202.5kN X3)一个墩柱重力 P 1.3225185.8kN 40251767.1kN d44)单桩自重力 1.5z(三)水平地震力计算 1、顺桥向水平地震力计算 1)上部结构对板式橡胶支座顶面处产生的水平地震荷载 Kitp E ihsC C K h 1Gspnii=1式中:C1.7,C0.3,K0.2 h根据地质资料分析,桥位所在地土层属类场地,所以有 0.45 2.25( )0.95T对于板
2、式橡胶支座的梁桥 21 T其中:G K + (K + K )G G K + (K + K )Gsp 2 4G G K K 1/ 2tp sp 1 2 g tptp2G Gtp K K is计算采用2孔20m为一联,故n1 G Arts K n21632,G1200kN/m由橡胶支座计算知 A 0.2r0.0314mt0.042m 1200 0.0314 K 3228708.6kN/m 0.042 K128708.628708.6kN/m K Kip3ipli 33I E1墩柱采用30号混凝土,则 E3.0010cMPa E0.83.002.4kN/m7 2按墩高H7m控制设计, 支座垫石支座厚
3、度0.10.0420.142m l70.1427.142m 柱惯矩: I 0.1402m643 0.1402 2.47255418.0kN/m K 7.142K155418.055418.0kN/m G 24577.29154.4kN G G Gpcp G 720kN G2185.8371.6kN p 0.16( X f+2 X f 1+ +1) X X f 1 X ff顺桥向作用于支座顶面的单位水平力在支座顶面处的水平位移为: XXlXQ0 0 ll7.142m 0 il033E1I1 XQ 31070.0000361 0.1402桩的计算宽度:b0.9(d+1)0.9(1.51)2.25m
4、 mb1EI桩在土中的变形系数: 5 m10000kN/m桩采用25号混凝土,则 E2.80EI0.82.8 1.55.567610000 2.25 5 5.567106桩长h40m, 0.3321 h0.33214013.284m2.5m 取h4.0,故K0 B D4 B D3l0B C4 B C33 4从而有 X+ EI A B A B3A D4 A D3 + l0EI A B A B3 4 4 3A C4 A C3 (EI A B A B3)由公路桥涵地基与基础设计规范(JTJ 024-85)附表6.11查得 B D B D32.441 A B A B3B C B C3A D A D33
5、 4 41.625 A C A C31.751 2.441 1.625l0故 X2.4415.5671.625 7.1422 60.3321 0.33210.0000309 51.625 1.751l0EI1.6251.7510.332110 ) ( 0.00000941 X0.00003090.000009417.1420.0000361 0.000134 X 0X d0.00003090.2306 0.0001345l0348E1I1 X Xl/2X Xl/2H/2Q/250.00003090.00000941 4810 0.0000758 X H / 20.00007580.5657 X
6、 f/2 0.16(0.2306+20.5657+0.23060.5657+0.5657+1) 2 2 0.3823 G 7200.3823371.6862.1kN1862.1 28708.6 + (28708.6 + 55418)9154.4 862.1 28708.6 49154.4 28708.6554181/ 2 9.8 + (28708.6 + 55418)9154.422862.1 20.021 4.474 T 1.404 4.4742.250.7634 1.404K KipK + Kip28708.655418.018911.7kN/m 28708.6 + 55418.0itp1
7、8911.71则 E 1.7 0.3 0.2 0.76349154.4712.8kN 2)墩身自重在板式支座顶面的水平地震荷载 E C C K G 1.7862.167.1kN hp支座顶面的水平地震力总和为 E E 712.867.1779.9kN ihs hp(四)墩柱截面内力及配筋计算(柱底截面) 1、荷载计算 上部恒载反力:4577.2kN 下部恒载重力:7202185.81091.6kN 作用于墩柱底面的恒载垂直力为 N 4577.21091.65668.8kN 恒水平地震力:H779.9kN 水平地震力对柱底截面产生的弯矩为 M779.97.1425570.0kNm 2、荷载组合(
8、单柱) 1)垂直力:N5668.8/22834.4kN 2)水平力:H779.9/2390.0kN 3)弯矩: M5570.0/22785.0kNm 3、截面配筋计算 偏心矩: eM/N2785.0/2834.40.9826m 构件计算长度:l2l25.611.2m I / 64/ 4i0.325 A l/i11.2/0.32534.4617.5 应考虑偏心矩增大系数 (l) 12 11400e /h0hrr0.65+0.591.24m 0 sh2r20.651.3m 0.22.7 e0.2+2.70.98261.242.341.0 取 1.0 1.150.01 l0 1.150.01 1.0
9、6411.2h 1.31400 0.9826 /1.24 1.311.2)1(1.01.01.067 e1.0670.98261.048m 由公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D62-2004)附录C有 配筋率 fBr Ae0cdfsd Ce Dgrf 13.8MPa f 280MPa sd gr/r0.59/0.650.9077 假定0.33, 8A0.6631,B0.4568,C-0.8154,D1.7903 13.80.4568 0.65 0.66311.048280 0.81541.048 1.7903 0.9077 0.650.01027 NArf Crf d cd
10、sdArf Cr f 0.66310.65 13.810 -0.81542 2 2 3cd sd0.010270.65280102875.5kNN2834.4kN 2 3纵向钢筋面积 Ar0.010270.650.01363m2 2 2选用2825HRB335钢筋,A0.001374m A0.01363m(五)桩身截面内力及配筋计算 1、内力计算作用于地面处桩顶的外力为 N2834.4kN,H390.0kN,M2785.0kNm 1)桩身弯矩 0M 0H 0MyEI(xA+ B 2 C 3 D) 0 32.441 + M 0 1.625x H 0 3 2EI390.0 2.4412785.00
11、.01204m 1.625 + M 0 1.751) (H 0 21.751 0.00367 A3、B 、C 、D3 由公路桥涵地基与基础设计规范(JTJ 024-85)附表6.12 3 查得,计算见下表 9桩 身 弯 矩 M 计 算 hy(m)MyA3B3C4D40 (kN*m)0.00000 0.00000 1.00000 0.00000 2785.0 0.301 0.1 -0.00017 -0.00001 0.602 0.2 -0.00133 -0.00013 0.903 0.3 -0.00450 -0.00067 1.204 0.4 -0.01067 -0.00213 1.506 0.
12、5 -0.02083 -0.00521 1.807 0.6 -0.03600 -0.01080 2.108 0.7 -0.05716 -0.02001 2.409 0.8 -0.08532 -0.03412 2.710 0.9 -0.12144 -0.05466 1.00000 0.10000 2901.2 0.99999 0.20000 3010.9 0.99994 0.30000 3108.4 0.99974 0.39998 3189.6 0.99922 0.49991 3251.3 0.99806 0.59974 3291.1 0.99580 0.69935 3307.8 0.99181
13、 0.79854 3300.7 0.98524 0.89705 3270.5 3.011 1 -0.16652 -0.08329 0.97501 0.99445 3217.4 0.95975 1.09016 3142.8 0.93783 1.18342 3048.4 0.90727 1.27320 2936.1 0.86573 1.35821 2808.1 0.81504 1.43680 2679.4 0.73859 1.50695 2514.8 0.64637 1.56621 2354.3 0.52997 1.61162 2187.8 0.38503 1.63969 2017.7 0.206
14、76 1.64628 1846.4 3.312 1.1 -0.22152 -0.12192 3.613 1.2 -0.28737 -0.17260 3.914 1.3 -0.36496 -0.23760 4.216 1.4 -0.45515 -0.31933 4.517 1.5 -0.55870 -0.42039 4.818 1.6 -0.67629 -0.54348 5.119 1.7 -0.80848 -0.69144 5.420 1.8 -0.95564 -0.86715 5.721 1.9 -1.11796 -1.07357 6.022 2 -1.29535 -1.31361 6.62
15、5 2.2 -1.69334 -1.90567 -0.27087 7.227 2.4 -2.14117 -2.66329 -0.94885 7.829 2.6 -2.62126 -3.59987 -1.87734 8.431 2.8 -3.10341 -4.71748 -3.10791 1.57538 1508.0 1.35201 1187.5 0.91679 896.3 0.19729 643.1 9.033 3 10.539 3.5 -3.91921 -9.54367 -10.34040 -5.85402 109.7 12.045 4 -1.61428 -11.73066 -17.9186
16、0 -15.07550 53.1 -3.54058 -5.99979 -4.68788 -0.89126 433.4 y2.108m处,弯矩最大,M3307.8 kNm 垂直力: N2834.4202.5/2 1.52.108253028.8kN 2、截面配筋计算 eM/N3307.8/3028.81.092m l0.7 0.78.431m 0.375 l/i8.431/0.37522.48hrr0.75+0.661.41m 0.751.5m 1.091.411.0921.150.01 l0 1.150.01 1.0941.0 8.431h 1.51.092 /1.41 1.58.431)1.
17、01.029 e1.0291.0921.124m 配筋率 f fsd Ce0 Dgrfcd 11.5MPa fsd 280MPa grs/r0.66/0.750.88 假定0.32, A0.6351,B0.4433,C-0.8656,D1.7721 11 11.50.4433 0.75 0.63511.124 0.00731 280 0.86561.124 1.7721 0.88 0.75NAr2fcd Cr2fsdAr2fcd Cr2fsd0.63510.75 10 -0.86560.007310.7521033111.7kNNd3028.8Kn Ar0.007310.7520.01292m2选用2825HRB335钢筋,A0.001374m2 As0.01292m212
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