某工程-双孔箱涵设计计算书(按新规范计算)

9园中路双孔箱涵计算书一、设计资料箱涵净跨径L。=2×4m，净高H。=3.6m，箱涵顶面铺装沥青砼0.05m+C40细石砼层0.2m（平均），两端填土r=18KN/m3,Φ=30°，箱涵主体结构砼强度等级为C30，箱涵基础垫层采用C10砼，受力钢筋采用HRB335钢筋，地基为粉质粘土，汽车荷载为城-B。二、设计依据《公路钢筋砼及预应力砼桥涵设计规划》（JTGD62-2004）三、内力计算1、荷载计算1）恒载恒载竖向压力p1=r1·H+r2·δ=24×(0.05+0.2)+25×0.4=16KN/m2恒载水平压力：顶板处：p2=)245(tan21H=1.5KN/m2底板处：p3=)245(tan)(21hH=27.87KN/m22）活载a1=a2+2H=0.25+2×0.25×tan30°=0.54mb1=b2+2H=0.6+2×0.25×tan30°=0.89m车辆荷载垂直压力q车=11baG=89.054.060=124.84KN/m2车辆荷载水平压力e车=q车·tan2(45°-Ψ/2)=124.84×0.333=41.61KN/m23)作用于底板垂直均布荷载总和q1=1.2q恒1+1.4q车1q恒1=p1++BddHr)2(43=16+9.8)3.03.02(6.325=25KN/mq车1=124.84KN/mq1=1.2q恒1+1.4q车1=1.2×25+1.4×124.84=204.78KN/m104)作用于顶板垂直均布荷载总和q2=1.2q恒2+1.4q车2q恒2=16KN/mq车2=124.84KN/mq2=1.2q恒2+1.4q车2=193.98KN/m5)作用于侧墙顶部的水平均布荷载总和q3=1.2q恒3+1.4q车3q恒3=1.5KN/mq车3=41.61KN/mq3=1.2q恒3+1.4q车3=60.05KN/m6)作用于侧墙底部的水平均布荷载总和q4=1.2q恒4+1.4q车4q恒4=27.87KN/mq车4=41.61KN/mq4=1.2q恒4+1.4q车4=91.7KN/m2、恒载固端弯矩计算mKNLqMFAC65.24123.416122212恒恒mKNMMFACFCA65.24恒恒mKNLqMFBD52.38123.425122211恒恒mKNMMFBDFDB52.38恒恒mKNLqqLqMFAB06.16304)5.187.27(1245.130)(12222234223恒恒恒恒mKNLqqLqMFBA10.23204)5.187.27(1245.120)(12222234223恒恒恒恒3、活载固端弯矩计算mKNLqMFAC36.192123.484.124122212车车mKNMMFACFCA36.192车车mKNLqMFBD36.192123.484.124122211车车mKNMMFBDFDB36.192车车mKNLqqLqMFAB48.55304)61.4161.41(12461.4130)(12222234223车车车车11mKNLqqLqMFBA48.5520)(122234223车车车车3、抗弯劲度计算005.03.4124.04124313LdKAC顶005.03.4124.04124313LdKBD底00225.04123.04124323LdKKBAAB侧4、杆端弯矩的分配系数计算69.000225.0005.0005.0ABACACACKKK31.000225.0005.000225.0ABACABABKKK31.0005.000225.000225.0BDBABABAKKK69.0005.000225.0005.0BDBABDBDKKK5、杆端弯矩的传递系数各杆件向远端的传递系数均为0.56、结点弯矩分配计算12恒载弯矩分配计算表结点DBAC杆端DBBDBAABACCA劲度K0.0050.002250.002250.005分配系数0.690.310.310.69固端弯矩MF-38.5238.52-23.1016.06-24.6524.651.332.665.932.96-5.78-11.56-5.19-2.60.40.811.790.9-0.14-0.28-0.12-0.060.010.020.410.21恒载弯矩合计M1-44.4426.68-26.6816.89-16.8928.53活载弯矩分配计算表结点DBAC杆端DBBDBAABACCA劲度K0.0050.002250.002250.005分配系数0.690.310.310.69固端弯矩MF-192.36192.36-55.4855.48-192.36192.3621.2242.4394.4547.22-54.54-109.09-49.01-24.513.807.6016.918.46-1.31-2.62-1.18-0.590.090.180.410.21-0.03-0.06-0.03-0.0150.010.01活载弯矩合计M2-248.2480.59-80.5980.58-80.58248.251.2M1+1.4M2-400.86144.84-144.84133.08-133.08381.79注：弯矩符号以绕杆端顺时针旋转为正。7、各部位剪力、轴向力及控制截面弯矩计算。（1）杆件AC（顶板）及杆件BD（底板）剪力计算KNLMMLqQCAACAC69.313.453.2889.1623.4162112恒恒恒恒KNLMMLqQCAACAC41.2293.425.24858.8023.484.1242112车车车车QAC=1.2QAC恒+1.4QAC车=359.2KNKNLMMLqQCAACCA11.373.453.2889.1623.4162112恒恒恒恒13KNLMMLqQACCACA40.3073.425.24858.8023.484.1242112车车车车QCA=1.2QCA恒+1.4QCA车=-474.89KNKNLMMLqQBDDBDB88.573.468.2644.4423.4252111恒恒恒恒KNLMMLqQBDDBDB39.3073.459.8024.24823.484.1242111车车车车QDB=1.2QDB恒+1.4QDB车=499.80KNKNLMMLqQBDDBBD62.493.468.2644.4423.4252111恒恒恒恒KNLMMLqQBDDBBD42.2293.459.8024.24823.484.1242111车车车车QBD=1.2QBD恒+1.4QBD车=-380.73KN（2）杆件AB（侧墙）剪力计算KNLMMLqqLqQBAABAB13.18468.2689.1634)5.187.27(2487.273)(2223424恒恒恒恒恒恒KNLMMLqqLqQBAABAB22.83459.8058.8034)61.4161.41(2461.413)(2223424车车车车车车QAB=1.2QAB恒+1.4QAB车=-138.26KNKNLMMLqqLqQBAABBA61.40468.2689.1664)5.187.27(2487.276)(2223424恒恒恒恒恒恒14KNLMMLqqLqQBAABBA22.83459.8058.8064)61.4161.41(2461.416)(2223424车车车车车车QBA=1.2QBA恒+1.4QBA车=165.24KN（3）各加腋起点截面弯矩及跨间最大弯矩计算加腋尺寸为0.5×0.3m则底板左加腋起点截面跨结点D的距离X1左=L1-d1/2-0.5=3.65m底板右加腋起点截面跨结点D的距离X1右=0.5+d1/2=0.65m顶板左加腋起点截面跨结点A的距离X2左=X1右=0.5+d1/2=0.65m顶板右加腋起点截面跨结点A的距离X2右=X1左=L1-d1/2-0.5=3.65m侧墙上加腋起点截面跨结点B的距离X上=L2-d2/2-0.3=3.5m侧墙下加腋起点截面跨结点B的距离X下=0.3+d2/2=0.5m各加腋起点截面的弯矩分别为：mKNXqXQMMDBDB32.59265.378.20465.38.49986.400222111左左底左mKNXqXQMMDBDB25.119265.078.20465.08.49986.400222111右右底右mKNXqXQMMACAC42.59265.098.19365.02.35908.133222222左左顶左mKNXqXQMMACAC15.114265.398.19365.32.35908.133222222右右顶右mKNLXqqXqXQMMBABA45.73465.0)05.607.91(25.07.915.024.16577.1446)(232233424下下下侧下mKNLXqqXqXQMMBABA55.71465.3)05.607.91(25.37.915.324.16577.1446)(232233424上上上侧上底板（BD）、顶板（AC）、侧墙（AB）跨间最大弯矩截面位置1X（距结点D的距离）、2X（距结点A的距离）、3X（距结点B的距离）15mqQXDB44.278.20480.49911mqQXAC85.198.1932.35922mLqqLqqQqqXBA97.14)05.607.91(4)05.607.91(24.16527.917.91)()(222342342443底板（BD）、顶板（AC）、侧墙（AB）跨间最大弯矩mKNXqXQMMDBDB06.209244.278.20444.28.49986.4002221111mKNXqXQMMACAC49.199285.198.19385.12.35908.1332222222mKNLXqqXqXQMMBABA83.124697.1)05.607.91(297.17.9197.124.16584.1446)(23223334234338、轴向力计算根据力的平衡原理，顶板轴向力等于侧墙上端剪力；底板轴向力等于侧墙下端剪力；侧墙轴向力等于顶板及底板板端剪力。169、内力计算成果各部位控制截面内力计算成果顶板底板侧墙弯矩（KN·m）跨间199.49209.0612.8317加腋起点59.42左-114.15右59.32左-119.25右-71.55上-73.45下剪力（KN）359.2左-474.89右-380.73左499.8右-138.26上165.24下轴向力（KN）138.26165.24359.2注：弯矩符号以洞壁内侧受拉为正，外侧受拉为负；轴向力以压力为正，拉为负。四、截面设计（1）顶板（A-C）钢筋按左、右对称，用最不利荷载计算。a)跨中：l0=4.3mh=0.4ma=0.04mh0=0.36mmNMedd443.126.13849.1990115.0124.01222