多孔箱涵設(shè)計(DKXH0002)

多孔箱涵設(shè)計(DKXH0002)項目名稱構(gòu)件編號日期設(shè)計校對審核執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)通用規(guī)范》(GB55008-2021),本文簡稱《混凝土通用規(guī)范》《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010(2015年版)),本文簡稱《混凝土規(guī)范》《建筑與市政地基基礎(chǔ)通用規(guī)范》(GB55003-2021),本文簡稱《地基通用規(guī)范》《建筑地基基礎(chǔ)設(shè)計規(guī)范》(GB50007-2011),本文簡稱《地基規(guī)范》《建筑與市政工程抗震通用規(guī)范》(GB55002-2021),本文簡稱《抗震通用規(guī)范》《建筑抗震設(shè)計規(guī)范（2016年版）》(GB50011-2010),本文簡稱《抗震規(guī)范》《水工建筑物抗震設(shè)計標(biāo)準(zhǔn)》(GB51247-2018),本文簡稱《水工抗震規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1基本資料1.1幾何信息孔數(shù)2結(jié)構(gòu)形式各孔相同對齊方式底對齊12計算高度(m)7.6007.600計算跨長(m)5.6005.600頂板厚(mm)600600底板厚(mm)600600中隔墻厚(mm)600左右外挑厚(mm)00外挑長(mm)00側(cè)墻厚(mm)6006001.2土層信息填土標(biāo)高(m)12.500修正后的地基承載力特征值(kPa)220.00土側(cè)壓計算方法靜止土壓力地基抗震承載力調(diào)整系數(shù)ζa1.00局部作用系數(shù)Kn1.00地基承載力計算水浮力折減系數(shù)1.00垂直土壓力系數(shù)Ks1.00序號土類名稱層厚(m)重度飽和重度K值內(nèi)摩擦角靜止土壓力系有效內(nèi)摩擦靜止側(cè)土壓力(kN/m3)(kN/m3)(MN/m3)(°)數(shù)估算公式角φk'(°)系數(shù)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巖石6.0024.7025.005.0030.00直接交互---0.501.3荷載信息涵頂汽車荷載(kN/m2)8.151涵頂汽車荷載沖擊系數(shù)μ0.00涵側(cè)汽車荷載等效土厚(m)0.000頂板附加活載(kN/m2)5.000地面活載(kN/m2)10.000涵內(nèi)水重度(kN/m3)10.00地震作用考慮計算方法等效靜力法地震作用方向從左到右水平地震修正系數(shù)0.20地震動峰值加速度(g)0.20抗震等級四級抗震地震角(度)3.00土側(cè)壓、地面活、汽車外水壓左側(cè)墻有無右側(cè)墻有無1.4水位及組合信息結(jié)構(gòu)重要性系數(shù)γ01.00抗浮安全系數(shù)Kf1.10組合內(nèi)水類型內(nèi)水水深孔1(m)孔2(m)外水類型外水標(biāo)高(m)1活載相同6.7006.700活載-10.0002活載相同6.7006.700活載-10.0003活載相同6.7006.700活載-10.0004活載不同0.0000.000活載0.0005活載不同0.0000.000活載0.0001.5鋼筋砼信息混凝土等級C35縱筋級別HRB400墻考慮抗剪鋼筋是板考慮抗剪鋼筋是箍筋級別HRB400支座配筋內(nèi)力取值位置計算跨端部配筋調(diào)整系數(shù)1.00考慮溫度材料強度折減√受熱溫度(度)20.00混凝土容重γc(kN/m3)26.00計算裂縫規(guī)范給排水規(guī)范裂縫考慮保護(hù)層限制考慮裂縫限值(mm)0.20按裂縫控制配筋√最小配筋率計算規(guī)范構(gòu)造計算配c-外側(cè)c-內(nèi)側(cè)筋方法(mm)(mm)頂板兩者取大4040底板兩者取大4040側(cè)墻兩者取大4040中隔墻兩者取大40401.6計算內(nèi)容(1)荷載計算(2)地基承載力驗算(3)抗浮驗算(4)內(nèi)力計算(5)配筋計算(6)裂縫驗算2計算過程及結(jié)果單位說明：軸力、剪力：kN/m，彎矩：kN.m/m，鋼筋面積：mm2/m，裂縫寬度：mm。計算說明：計算模型：取斷面1m，按框架計算恒荷載：自重，土壓?；詈奢d：內(nèi)水壓，外水壓，汽車，頂板活，地面活。地震荷載：地震作用。配筋計算方法：頂板：兩者取大底板：兩者取大側(cè)墻：兩者取大中隔墻：兩者取大彎矩正負(fù)號規(guī)則：頂板：下側(cè)受拉為正，上側(cè)受拉為負(fù)墻：右側(cè)受拉為正，左側(cè)受拉為負(fù)底板：下側(cè)受拉為正，上側(cè)受拉為負(fù)軸力正負(fù)號規(guī)則：受拉為正，受壓為負(fù)注意：表中輸出內(nèi)力沒有乘以結(jié)構(gòu)重要性系數(shù)2.1構(gòu)件編號2.2荷載計算2.2.1荷載組合系數(shù)基本組合系數(shù)表組合自重土壓內(nèi)水壓外水壓汽車頂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偶然組合系數(shù)表組合自重土壓內(nèi)水壓外水壓汽車頂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準(zhǔn)永久和標(biāo)準(zhǔn)組合系數(shù)表內(nèi)水壓外水壓汽車頂板活地面活地震作用準(zhǔn)永久值系數(shù)1.001.000.400.400.400.00標(biāo)準(zhǔn)組合值系數(shù)0.900.900.900.900.901.002.2.2荷載標(biāo)準(zhǔn)值2.3承載力驗算非抗震：修正后的地基承載力特征值fa=220.000kPa偏心：pk≤fa，pkmax≤1.2fa抗震：調(diào)整后的地基抗震承載力faE=220.000kPa偏心：pk≤faE，Pkmax≤1.2faEpk(kPa)pkmin(kPa)pkmax(kPa)結(jié)論組合1123.257123.257123.257滿足組合2154.143154.143154.143滿足組合3214.443214.443214.443滿足組合4(E)167.643125.002210.283滿足組合5(E)167.643125.002210.283滿足注：帶E為抗震工況。2.4抗浮驗算地下水位位于底板底以下，不進(jìn)行抗浮驗算。2.5內(nèi)力，配筋及裂縫計算2.5.1內(nèi)力配筋計算組合1(基本組合)頂板：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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墻：編號截面M(kN.m/m)N(kN/m)V(kN/m)左計算As右計算As抗剪截面箍計算Asv抗剪承載力(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組合2(基本組合)頂板：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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墻：編號截面M(kN.m/m)N(kN/m)V(kN/m)左計算As右計算As抗剪截面箍計算Asv抗剪承載力(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組合3(基本組合)頂板：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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墻：編號截面M(kN.m/m)N(kN/m)V(kN/m)左計算As右計算As抗剪截面箍計算Asv抗剪承載力(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組合4(偶然組合)頂板：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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墻：編號截面M(kN.m/m)N(kN/m)V(kN/m)左計算As右計算As抗剪截面箍計算Asv抗剪承載力(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組合5(偶然組合)頂板：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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：編號截面M(kN.m/m)N(kN/m)V(kN/m)上計算As下計算As抗剪截面箍計算Asv抗剪承載(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墻：編號截面M(kN.m/m)N(kN/m)V(kN/m)左計算As右計算As抗剪截面箍計算Asv抗剪承載力(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選筋結(jié)果頂板：編號位置組合計算As選筋實配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：編號位置組合計算As選筋實配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墻：編號位置組合計算As選筋實配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裂縫驗算（表中的Mq與Nq為準(zhǔn)永久組合值）頂板：編號位置實配As組合Mq(kN.m/m)Nq(kN/m)裂縫(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