多孔箱涵设计(DKXH0002)

多孔箱涵设计(DKXH0002)项目名称构件编号日期设计校对审核执行规范:《混凝土结构通用规范》(GB55008-2021),本文简称《混凝土通用规范》《混凝土结构设计规范》(GB50010-2010(2015年版)),本文简称《混凝土规范》《建筑与市政地基基础通用规范》(GB55003-2021),本文简称《地基通用规范》《建筑地基基础设计规范》(GB50007-2011),本文简称《地基规范》《建筑与市政工程抗震通用规范》(GB55002-2021),本文简称《抗震通用规范》《建筑抗震设计规范（2016年版）》(GB50011-2010),本文简称《抗震规范》《水工建筑物抗震设计标准》(GB51247-2018),本文简称《水工抗震规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1基本资料1.1几何信息孔数2结构形式各孔相同对齐方式底对齐12计算高度(m)7.6007.600计算跨长(m)5.6005.600顶板厚(mm)600600底板厚(mm)600600中隔墙厚(mm)600左右外挑厚(mm)00外挑长(mm)00侧墙厚(mm)6006001.2土层信息填土标高(m)12.500修正后的地基承载力特征值(kPa)220.00土侧压计算方法静止土压力地基抗震承载力调整系数ζa1.00局部作用系数Kn1.00地基承载力计算水浮力折减系数1.00垂直土压力系数Ks1.00序号土类名称层厚(m)重度饱和重度K值内摩擦角静止土压力系有效内摩擦静止侧土压力(kN/m3)(kN/m3)(MN/m3)(°)数估算公式角φk'(°)系数K01填土12.5019.5020.501.5023.00直接交互---0.502粘性土1.0019.8020.101.5010.00直接交互---0.503岩石6.0024.7025.005.0030.00直接交互---0.501.3荷载信息涵顶汽车荷载(kN/m2)8.151涵顶汽车荷载冲击系数μ0.00涵侧汽车荷载等效土厚(m)0.000顶板附加活载(kN/m2)5.000地面活载(kN/m2)10.000涵内水重度(kN/m3)10.00地震作用考虑计算方法等效静力法地震作用方向从左到右水平地震修正系数0.20地震动峰值加速度(g)0.20抗震等级四级抗震地震角(度)3.00土侧压、地面活、汽车外水压左侧墙有无右侧墙有无1.4水位及组合信息结构重要性系数γ01.00抗浮安全系数Kf1.10组合内水类型内水水深孔1(m)孔2(m)外水类型外水标高(m)1活载相同6.7006.700活载-10.0002活载相同6.7006.700活载-10.0003活载相同6.7006.700活载-10.0004活载不同0.0000.000活载0.0005活载不同0.0000.000活载0.0001.5钢筋砼信息混凝土等级C35纵筋级别HRB400墙考虑抗剪钢筋是板考虑抗剪钢筋是箍筋级别HRB400支座配筋内力取值位置计算跨端部配筋调整系数1.00考虑温度材料强度折减√受热温度(度)20.00混凝土容重γc(kN/m3)26.00计算裂缝规范给排水规范裂缝考虑保护层限制考虑裂缝限值(mm)0.20按裂缝控制配筋√最小配筋率计算规范构造计算配c-外侧c-内侧筋方法(mm)(mm)顶板两者取大4040底板两者取大4040侧墙两者取大4040中隔墙两者取大40401.6计算内容(1)荷载计算(2)地基承载力验算(3)抗浮验算(4)内力计算(5)配筋计算(6)裂缝验算2计算过程及结果单位说明：轴力、剪力：kN/m，弯矩：kN.m/m，钢筋面积：mm2/m，裂缝宽度：mm。计算说明：计算模型：取断面1m，按框架计算恒荷载：自重，土压。活荷载：内水压，外水压，汽车，顶板活，地面活。地震荷载：地震作用。配筋计算方法：顶板：两者取大底板：两者取大侧墙：两者取大中隔墙：两者取大弯矩正负号规则：顶板：下侧受拉为正，上侧受拉为负墙：右侧受拉为正，左侧受拉为负底板：下侧受拉为正，上侧受拉为负轴力正负号规则：受拉为正，受压为负注意：表中输出内力没有乘以结构重要性系数2.1构件编号2.2荷载计算2.2.1荷载组合系数基本组合系数表组合自重土压内水压外水压汽车顶板活地面活地震作用11.200.001.120.000.000.000.000.0021.201.400.001.051.400.000.000.0031.201.401.121.051.400.000.000.00偶然组合系数表组合自重土压内水压外水压汽车顶板活地面活地震作用41.201.400.001.001.401.001.001.0051.201.401.121.051.401.001.001.00准永久和标准组合系数表内水压外水压汽车顶板活地面活地震作用准永久值系数1.001.000.400.400.400.00标准组合值系数0.900.900.900.900.901.002.2.2荷载标准值2.3承载力验算非抗震：修正后的地基承载力特征值fa=220.000kPa偏心：pk≤fa，pkmax≤1.2fa抗震：调整后的地基抗震承载力faE=220.000kPa偏心：pk≤faE，Pkmax≤1.2faEpk(kPa)pkmin(kPa)pkmax(kPa)结论组合1123.257123.257123.257满足组合2154.143154.143154.143满足组合3214.443214.443214.443满足组合4(E)167.643125.002210.283满足组合5(E)167.643125.002210.283满足注：带E为抗震工况。2.4抗浮验算地下水位位于底板底以下，不进行抗浮验算。2.5内力，配筋及裂缝计算2.5.1内力配筋计算组合1(基本组合)顶板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)3左93.06875.42415.014120015002317.1251570609.945中99.08475.424-0.701120012002317.1251570609.945右-116.32775.424-89.797150012002317.1251570609.9454左-116.32775.42489.797150012002317.1251570609.945中99.08475.4240.701120012002317.1251570609.945右93.06875.424-15.014120015002317.1251570609.945底板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)1左-81.272175.960-97.539150012002317.1251570609.945中-164.994175.960-2.099120012002317.1251570609.945右263.404175.960220.637120016792317.1251570609.9452左263.404175.960-220.637120016792317.1251570609.945中-164.994175.9602.099120012002317.1251570609.945右-81.272175.96097.539150012002317.1251570609.945墙：编号截面M(kN.m/m)N(kN/m)V(kN/m)左计算As右计算As抗剪截面箍计算Asv抗剪承载力(mm2/m)(mm2/m)(kN/m)(mm2/m)(kN/m)5上93.068-157.29675.424120015002317.1250609.945中-159.346-157.2960.408120012002317.1250609.945下81.272-157.296-175.903120015002317.1250609.9456上-0.000-321.888-0.000120015002317.1250609.945中0.000-321.888-0.000120012002317.1250609.945下0.000-321.888-0.000120015002317.1250609.9457上-93.068-157.296-75.424150012002317.1250609.945中159.346-157.296-0.408120012002317.1250609.945下-81.272-157.296175.903150012002317.1250609.945组合2(基本组合)顶板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)3左-477.737-358.232438.982251412002317.1250609.945中174.859-358.232-15.300120012002317.1250609.945右-332.106-358.232-386.970172012002317.1250609.9454左-332.106-358.232386.970172012002317.1250609.945中174.859-358.23215.300120012002317.1250609.945右-477.737-358.232-438.982251412002317.1250609.945底板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)1左567.217-513.184-541.651120030162317.1250609.945中-222.029-513.184-21.993120012002317.1250609.945右444.059-513.184497.666120023282317.1250609.9452左444.059-513.184-497.666120023282317.1250609.945中-222.029-513.18421.993120012002317.1250609.945右567.217-513.184541.651120030162317.1250609.945墙：编号截面M(kN.m/m)N(kN/m)V(kN/m)左计算As右计算As抗剪截面箍计算Asv抗剪承载力(mm2/m)(mm2/m)(kN/m)(mm2/m)(kN/m)5上-477.737-581.336-358.185251412002317.1250609.945中305.368-581.336-21.077120015772317.1250609.945下-567.217-581.336513.057301612002317.1250609.9456上-0.000-916.378-0.000120015002317.1250609.945中0.000-916.378-0.000120012002317.1250609.945下0.000-916.378-0.000120015002317.1250609.9457上477.737-581.336358.185120025142317.1250609.945中-305.368-581.33621.077157712002317.1250609.945下567.217-581.336-513.057120030162317.1250609.945组合3(基本组合)顶板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)3左-382.583-289.391413.788199212002317.1250609.945中197.973-289.3910.812120012002317.1250609.945右-378.034-289.391-412.164196712002317.1250609.9454左-378.034-289.391412.164196712002317.1250609.945中197.973-289.391-0.812120012002317.1250609.945右-382.583-289.391-413.788199212002317.1250609.945底板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)1左433.831-330.641-505.923120022722317.1250609.945中-255.376-330.64113.736131212002317.1250609.945右510.752-330.641533.394120026982317.1250609.9452左510.752-330.641-533.394120026982317.1250609.945中-255.376-330.641-13.736131212002317.1250609.945右433.831-330.641505.923120022722317.1250609.945墙：编号截面M(kN.m/m)N(kN/m)V(kN/m)左计算As右计算As抗剪截面箍计算Asv抗剪承载力(mm2/m)(mm2/m)(kN/m)(mm2/m)(kN/m)5上-382.583-556.143-289.343199212002317.1250609.945中184.452-556.1430.668120012002317.1250609.945下-433.831-556.143330.571227212002317.1250609.9456上-0.000-966.764-0.000120015002317.1250609.945中0.000-966.764-0.000120012002317.1250609.945下0.000-966.764-0.000120015002317.1250609.9457上382.583-556.143289.343120019922317.1250609.945中-184.452-556.143-0.668120012002317.1250609.945下433.831-556.143-330.571120022722317.1250609.945组合4(偶然组合)顶板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)3左-420.699-380.282445.974163112001635.61866445.974中191.201-392.075-8.993120012001635.6180430.549右-471.063-403.869-463.961183412001635.618142463.9614左-280.365-350.467399.469150012001635.6180430.549中210.490-350.467-9.993120012001635.6180430.549右-591.157-374.054-510.466232412001635.618340510.466底板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)1左714.715-400.506-543.290120028391635.618480543.290中-172.439-404.000-20.657120012001635.6180430.549右371.927-404.000460.640120015001635.618128460.6402左605.109-462.145-624.310120023821635.618824624.310中-329.406-465.64029.633126812001635.6180430.549右477.082-465.640618.360120018581635.618799618.361墙：编号截面M(kN.m/m)N(kN/m)V(kN/m)左计算As右计算As抗剪截面箍计算Asv抗剪承载力(mm2/m)(mm2/m)(kN/m)(mm2/m)(kN/m)5上-420.699-588.337-380.226163112001635.6180430.549中362.475-588.3373.386120013991635.6180430.549下-714.715-588.337598.717283912001635.618715598.7176上190.697-1005.88453.403120015001635.6180430.549中-16.737-1005.88455.774120012001635.6180430.549下-233.182-1005.88458.144150012001635.6180430.5497上591.157-652.829374.006120023241635.6180430.549中-272.753-652.8292.514120012001635.6180430.549下477.082-652.829-465.519120018581635.618149465.519组合5(偶然组合)顶板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)3左-420.699-380.282445.974163112001635.61866445.974中191.201-392.075-8.993120012001635.6180430.549右-471.063-403.869-463.961183412001635.618142463.9614左-280.365-350.467399.469150012001635.6180430.549中210.490-350.467-9.993120012001635.6180430.549右-591.157-374.054-510.466232412001635.618340510.466底板：编号截面M(kN.m/m)N(kN/m)V(kN/m)上计算As下计算As抗剪截面箍计算Asv抗剪承载(mm2/m)(mm2/m)(kN/m)(mm2/m)力(kN/m)1左714.715-400.506-543.290120028391635.618480543.290中-172.439-404.000-20.657120012001635.6180430.549右371.927-404.000460.640120015001635.618128460.6402左605.109-462.145-624.310120023821635.618824624.310中-329.406-465.64029.633126812001635.6180430.549右477.082-465.640618.360120018581635.618799618.361墙：编号截面M(kN.m/m)N(kN/m)V(kN/m)左计算As右计算As抗剪截面箍计算Asv抗剪承载力(mm2/m)(mm2/m)(kN/m)(mm2/m)(kN/m)5上-420.699-588.337-380.226163112001635.6180430.549中362.475-588.3373.386120013991635.6180430.549下-714.715-588.337598.717283912001635.618715598.7176上190.697-1005.88453.403120015001635.6180430.549中-16.737-1005.88455.774120012001635.6180430.549下-233.182-1005.88458.144150012001635.6180430.5497上591.157-652.829374.006120023241635.6180430.549中-272.753-652.8292.514120012001635.6180430.549下477.082-652.829-465.519120018581635.618149465.5192.5.2选筋结果顶板：编号位置组合计算As选筋实配As(mm2/m)(mm2/m)3左上22514E20@1202618下11500E20@2001571箍11570E8@160(5)1571中上11200E18@2001272下31200E20@2001571箍11570E8@160(5)1571右上31967E20@1302417下11200E18@2001272箍11570E8@160(5)15714左上31967E20@1302417下11200E18@2001272箍11570E8@160(5)1571中上11200E18@2001272下41200E20@2001571箍11570E8@160(5)1571右上22514E20@1202618下11500E20@2001571箍11570E8@160(5)1571底板：编号位置组合计算As选筋实配As(mm2/m)(mm2/m)1左上11500E20@2001571下23016E20@1003142箍11570E8@160(5)1571中上31312E20@1601963下11200E18@2001272箍11570E8@160(5)1571右上11200E18@2001272下32698E20@903491箍11570E8@160(5)15712左上11200E18@2001272下32698E20@903491箍11570E8@160(5)1571中上31312E20@1601963下11200E18@2001272箍11570E8@160(5)1571右上11500E20@2001571下23016E20@1003142箍11570E8@160(5)1571墙：编号位置组合计算As选筋实配As(mm2/m)(mm2/m)5上左22514E20@1202618右11500E20@2001571箍40------中左11200E20@2001571右21577E20@1701848箍20------下左23016E20@1003142右11500E20@2001571箍4715E8@150(5)16766上左31200E18@2001272右41500E20@2001571箍40------中左41200E18@2001272右31200E18@2001272箍40------下左41500E20@2001571右31500E20@2001571箍40------7上左11500E20@2001571右22514E20@1202618箍40------中左21577E20@1701848右11200E20@2001571箍20------下左11500E20@2001571右23016E20@1003142箍4149E8@150(5)16762.5.3裂缝验算（表中的Mq与Nq为准永久组合值）顶板：编号位置实配As组合Mq(kN.m/m)Nq(kN/m)裂缝(mm)(mm2/m)3左上26182-337.691-255.0350.190下1571183.22166.9510.152中上1272------------下15713141.365-193.5690.181右上2417