辅助文件桥梁下部结构计算

1、钻孔灌注桩、双柱式桥墩计算一、设计资料：1上部标准及上部构造：设计荷载：汽20，挂100桥面：净7 附 27.5m 人行道标准跨径：lb=20m，19.96m上部构造：钢筋混凝土 T 梁水文地质条件：冲刷深度：在河床下 2.8m地质条件：软塑粘性土 按无横桥向水平力计算材料：钢筋：盖二级钢筋，其他均用一级钢筋混凝土：盖25 号，其它用 20 号计算方法：容许应力法桥墩尺寸：参照桥梁计算示例集（易建国 p87 图 336）设计依据：公路桥涵设计规范一、盖梁计算（一） 荷载计算1上部构造恒载见下表：恒载：假定桥面构造各部分重量平均分配给各主梁承担，恒载内力汇总见下表： (kn/m)位置 跨中弯矩1

2、/4 跨弯矩1/2 跨剪力支点剪力梁号汽 20挂 120人群恒载汽车组合挂车组合1762.2521114.14966.028797.0992116.111 2247.5452687.908932.71842.682812.3092057.5242040.7753613.939920.92018.362803.2781904.6302016.4851551.702886.25549.521597.8201559.0961743.0322497.893741.93432.011609.2321517.1331578.1503444.355732.55013.772602.4591405.25915

3、28.756165.507104.6823.3860.00096.450115.151259.11887.6362.1890.00085.82996.399362.66886.5270.9420.00089.05397.0841142.397186.86415.751163.500430.136401.7502149.233306.2476.504166.628430.524552.9293162.430304.9063.296164.775429.746533.126边主梁次边主梁中梁上部总重每个支座荷载反力KNKN/MKN/MKN/MKN1,52,4316.7717.0916.91689.

4、015167.365170.558168.66梁号主梁横梁栏杆及人行道铺装层合计1（5）9.760.632.184.216.772（4）9.761.261.874.217.0939.761.261.684.216.902盖梁自重计算及内力计算见下表：3活载计算（1） 活载横向分布系数计算，荷载对称布置时采用杠杆法，非对称布置采用偏心受压法。(2) 按顺桥向活载移动情况，求得支座活载反力最大值。1） 汽车20，考虑到支点外布置荷载，并以车轮顺桥向着地宽度边缘为限（0.20m）。计算冲击系数：1=1+0.3(45-39.5)/40=1.04125 冲击系数地计算系按汽车布载长度计算为 2*19.5

5、+0.539.5。汽车荷载已经计入冲击系数。汽单对称横向分布系数单孔布载相应内力双孔布载相应内力挂车对称横向分布系数单孔布载相应内力双孔布载相应内力10.0000278.61550.0000351.94880.000010.0000848.71800.0000879.48730.000020.281378.360698.985620.2813238.7019247.355830.4375121.8943153.977630.4375371.3141384.775740.281378.360698.985640.2813238.7019247.355850.00000.00000.000050.

6、00000.00000.0000汽双对称横向分布系数单孔布载相应内力双孔布载相应内力挂车非对称横向分布系数单孔布载相应内力双孔布载相应内力10.2656557.2309148.0145703.8976186.972810.3438848.7180291.7468879.4873302.323720.4375243.7885307.955220.2719230.7452239.110630.5938330.8559417.939230.2000169.7436175.897540.4375243.7885307.955240.1281108.7420112.684350.2656148.0145

7、186.972850.056347.740449.4712汽单非对称横向分布系数单孔布载相应内力双孔布载相应内力单侧人群横向分布系数单孔布载相应内力双孔布载相应内力10.4625278.6155128.8597351.9488162.776310.684422.503615.400945.007230.801820.331392.2914116.583020.44229.950819.901630.200055.723170.389830.20004.50079.00144-0.0688-19.1548-24.19654-0.0421-0.9482-1.89655-0.0625-17.4135

8、-21.99685-0.2844-6.3995-12.7989汽双非对称横向分布系数单孔布载相应内力双孔布载相应内力双侧人群横向分布系数单孔布载相应内力双孔布载相应内力10.2688557.2309149.7558703.8976189.172511.421945.007263.994790.0145127.989320.2344130.6010164.97602-0.4219-18.9874-37.974930.2000111.4462140.779530.00000.00000.000040.165692.2914116.58304-0.4219-18.9874-37.974950.131

9、373.136692.386651.421963.9947127.9893分项汽单对称汽双对称汽列非对称汽双非对称挂车对称挂车非对称单侧人群双侧人群10.0000.2660.4630.2690.0000.3440.6841.42220.2810.4380.3310.2340.2810.2720.442-0.42230.4380.5940.2000.2000.4380.2000.2000.00040.2810.438-0.0690.1660.2810.128-0.042-0.42250.0000.266-0.0630.1310.0000.056-0.2841.422119.75-2.25-9.7

10、5-9.752214.25-10.5-24-243319.8-30.84-43.869.34416.5-0.3152.852.85552.841.9600各梁恒载、活载反力组合见下表：4双柱反力 Gi 计算，所用的各梁反力计算如下表：（二） 内力计算1 恒载加活载作用下各截面的内力（1）弯矩计算参看（示例集图 349），为求得最大弯矩值，支点负弯矩取用非对称布置时得数值，跨中弯矩取用对称布置时得数值。弯矩计算见下表：汽双对称单人汽双对称双人汽双非对称单人汽双非对称双人挂车对称挂车非对称组合 8组合 9组合 10组合 11组合 12组合 13G11678.9391705.9971408.4511

11、435.5091196.2951388.9441575.285676.482577.575678.772334.720576.5792696.572636.308547.695487.431539.005532.408M1-10.0000.0000.0000.0000.000M2-2-287.643-338.241-288.788-339.386-167.360-288.289M3-3-632.814-744.130-635.333-746.649-368.192-634.237M4-4-80.987-229.372-219.895-368.28062.595-228.054M5-5570.3

12、44399.759233.19462.609578.708219.877汽双对称单人汽双对称双人汽双非对称单人汽双非对称双人挂车对称挂车非对称组合 8组合 9组合 10组合 11组合 12组合 13G11678.9391705.9971408.4511435.5091196.2951388.944组合 8组合 9组合 10组合 11组合 12组合 131575.285676.482577.575678.772334.720576.5792696.572636.308547.695487.431539.005532.4083795.786786.414507.194497.821645.1414

13、78.0384673.875636.308474.609437.042539.005431.2675529.886676.482431.398577.994334.720374.297（2）剪力计算见下表：2盖梁内力总汇：盖梁自重恒活载弯矩计算盖梁自重恒活载剪力计算截面号弯矩组合弯矩剪力 Qz剪力 Qy剪力 Qz剪力 Qy剪力 Qz剪力 Qy11-2.2500.000-2.250-9.750-9.7500.000-678.772-9.750-688.52222-10.500-339.386-349.886-24.000-24.000-678.772-678.772-702.772-702.77

14、233-30.840-746.649-777.489-43.80069.300-678.7721103.654-722.5721172.95444-0.310-368.28062.595-368.59062.28552.80052.8001103.654407.0811156.454459.8815541.960578.708620.6680.0000.000407.081-393.207407.081-393.207剪力计算数据表汽双对称单人汽双对称双人汽双非对称单人汽双非对称双人挂车对称挂车非对称组合 8组合 9组合 10组合 11组合 12组合 13G11678.9391705.9971

15、408.4511435.5091196.2951388.9441575.285676.482577.575678.772334.720576.5792696.572636.308547.695487.431539.005532.4083795.786786.414507.194497.821645.141478.038Q1-1左000000右-575.285-676.482-577.575-678.772-334.720-576.579Q2-2左-575.285-676.482-577.575-678.772-334.720-576.579右-575.285-676.482-577.575-6

16、78.772-334.720-576.579Q3-3左-575.285-676.482-577.575-678.772-334.720-576.579右1103.6541029.515830.876756.737861.575812.365Q4-4左1103.6541029.515830.876756.737861.575812.365右407.081393.207283.181269.306322.570279.957Q5-5左407.081393.207283.181269.306322.570279.957右-388.705-393.207-224.013-228.515-322.570

17、-198.081弯矩包络图如下图所示：(三) 截面配筋设计及承载能力校核：盖梁采用 25 号混凝土，主筋采用 16 锰钢直径为 22，保护层采用 5cm(钢筋中心到混凝土边缘得距离)，查 “桥规”得：w=110Kg/cm2, w=110Kg/cm2。1 弯矩作用时的配筋：各截面所需要的钢筋量计算见下表：2剪力计算所须钢筋。（四）本次计算未计及扭矩影响，需要时可参照规范 4.1.22 条。截面号剪力bh0QjpkQhkQwAwn实际所需11左-9.75012075530.1000.1690.001右-688.52212075530.1000.1690.001463.97066.13045.000

18、3.8101.002222左-702.772120105742.1400.1810.001651.36390.77745.0005.2301.3762右-702.772120105742.1400.1810.001651.36390.77745.0005.2301.376233左-722.572120105742.1400.2410.001660.31081.83045.0004.7141.2402右1172.954120105742.1400.2410.002933.820-191.68045.000-11.042-2.905344左1156.454120105742.1400.1810.002921.166-179.02645.000-10.313-2.7133右459.881120105742.1400.1810.001651.36390.77745.0005.2301.376255左407.081120105742.1400.1810.001651.36390.77745.0005.2301.3762右-393.207120105742.1400.1810.001651.36390.77745.0005.2301.3762截面号弯矩计算