桥台开挖临时加固抗滑桩计算资料

中梁山隧道扩容改建工程施工图设计铜西铁路、小梨铁路上跨桥抗滑桩结构计算书计算：复核：科技术负责人：中铁二院重庆公司桥梁处2014年7月桥台开挖临时加固抗滑桩计算资料设计参数人工填筑土：公路路基压实土：重度为20.0KN/m3，综合内摩擦角30°。强风化层按土层考虑。岩体水平承载力：fh=Khηfrk=7.22×0.8×0.5=2.88MPa设计采用2.0MPa泥岩地基水平方向弹性抗力系数Kh=60MN/m3砂地基水平方向弹性抗力系数Kh=200MN/m3土层水平方向弹性抗力系数M=30200MN/m4抗滑桩采用C30钢筋混凝土受力主筋采用HRB400铜西桥推力计算原始条件:墙身尺寸:墙身高:12.000(m)墙后填土内摩擦角:30.000(度)墙后填土粘聚力:0.000(kPa)墙后填土容重:20.000(kN/m3)墙背与墙后填土摩擦角:15.000(度)土压力计算方法:库仑坡线土柱:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)换算土柱数125.0000.0001第1个:距离0.000(m),宽度20.000(m),高度1.000(m)坡面起始距离:0.000(m)地面横坡角度:0.000(度)墙顶标高:0.000(m)=====================================================================第1种情况:一般情况[土压力计算]计算高度为12.000(m)处的库仑主动土压力按实际墙背计算得到:第1破裂角：33.140(度)Ea=506.380Ex=489.126Ey=131.061(kN)作用点高度Zy=4.286(m)原始条件:墙身尺寸:墙身高:6.000(m)墙后填土内摩擦角:30.000(度)墙后填土粘聚力:0.000(kPa)墙后填土容重:20.000(kN/m3)墙背与墙后填土摩擦角:15.000(度)坡线土柱:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)换算土柱数125.0000.0001第1个:距离0.000(m),宽度20.000(m),高度1.000(m)坡面起始距离:0.000(m)地面横坡角度:0.000(度)墙顶标高:0.000(m)=====================================================================第1种情况:一般情况[土压力计算]计算高度为6.000(m)处的库仑主动土压力按实际墙背计算得到:第1破裂角：33.140(度)Ea=144.680Ex=139.750Ey=37.446(kN)作用点高度Zy=2.250(m)1#、2#抗滑桩计算锚固段地基为岩层桩底为自由端悬臂段单位推力T=489(kN/m)推力重心至滑动面的距离与滑动面以上桩长之比鈚=0.34推力作用范围顶面与桩顶的距离L1=0(m)推力作用范围底面与桩顶的距离L2=12(m)悬臂段桩前被动土压力P=0(kN/m)桩横截面短边长度B=2(m)桩横截面长边长度H=2.5(m)桩间距L=6(m)悬臂段桩长H1=12(m)锚固段桩长H2=6.5(m)混凝土的弹性模量E=30000000(kPa)基岩横向容许应力PAGEXXX=2000(kPa)基岩的地基系数K=60000(kN/m3)桩深桩身变位位桩身转转角弯距剪力地基侧侧向地基侧向向容许(m)((cm)(度)((kN.mm)(kN))应应力(kPPa)应应力(kPPa)0.009..399-00.3588001.208..649-00.3588118402.407..899-00.3588111811363.607..149-00.3588366822894.806..399-00.3577833444986.005..651-00.35661588477637.204..906-00.355526887100848.404..165-00.352242009144629.603..432-00.3477621191889710.802..709-00.3400878842338712.002..002-00.33111197712993412001.120000.0012.651..630-00.324413166488109778.020000.0013.301..267-00.3166131117-88847660.320000.0013.950..913-00.3088121006-211585447.820000.0014.600..567-00.3022104000-300233440.220000.0015.250..228-00.296682663-344881336.920000.0015.90-0..105-00.292259551-35559-663.220000.0016.55-0..435-00.289937119-32243-2660.820000.0017.20-0..761-00.287718118-25543-4556.820000.0017.85-1..087-00.28774996-14462-6552.220000.0018.50-1..412-00.287700-8447.320000.00竖向受拉筋及箍箍筋布置结结果竖向向受拉筋及及箍筋布置置结果竖向受拉拉钢筋布置置编号根根数长度度(m)距距桩底距离离(m)抗抗弯力(kkN.m))1311188.3.177731233388.92.3155962箍箍筋布置((由桩底2000mm开开始)间隔数间隔量(mmm)肢数数直径(mmm)抗剪剪力(kNN)454000211446670竖向受拉钢筋直直径为220mmm,根数数为644根，类类型为HHRB4000钢筋布置2排,每排可可布置钢筋筋13束,最里排排钢筋225根钢筋保护层厚度度为100cm,,排间净净距为100cm,,束间净净距为110cmm竖向受拉钢筋数数量为8861米米,重量为22.1233吨箍筋类型为HHRB3335箍筋数量约.4899吨钢筋总重约2.6113吨桩身混凝土92.55方3#、6#抗滑桩计计算锚固段地基上层层为土层,,下层为岩岩层桩底为自由端悬臂段单位推力力T=139(kN//m)推力重心至滑动动面的距离离与滑动面面以上桩长长之比鈚=0..34推力作用范围顶顶面与桩顶顶的距离L11=0(m)推力作用范围底底面与桩顶顶的距离L22=6(m)悬臂段桩前被动动土压力P=00(kNN/m)桩横截面短边长长度B==1.775(mm)桩横截面长边长长度H==2((m)桩间距L=6(mm)悬臂段桩长HH1=66(m))锚固段桩长HH2=77(m))混凝土的弹性模模量E==3000000000(kkPa)基岩横向容许应应力PAGEXXX=20000(kPPa)基岩的地基系数数K=600000(kkN/m33)锚固段土层厚度度Ht==6((m)桩前滑体厚度ZQTHH=2(m)桩后滑体厚度ZHTHH=6(m)锚固段土层顶面面的地基系系数Ktt=100000(kN//m3)锚固段土层地基基系数的比比例系数Mt=300000(kkN/m44)锚固点以上土体体的容重R1=20((kN/mm3)锚固点以下土体体的容重R2=20((kN/mm3)锚固点以下土体体的粘聚力力C=0(kkPa)锚固点以下土体体的内摩擦擦角F==30(°)桩深桩身变位位桩身转转角弯距剪力地基侧侧向地基侧向向容许(m)((cm)(度)((kN.mm)(kN))应应力(kPPa)应应力(kPPa)0.001..434-00.0855000.601..345-00.08553111.201..256-00.0855117391.801..166-00.0855552822.401..077-00.0855111811413.000..988-00.0855222522173.600..899-00.0855388233084.200..811-00.0844599844164.800..723-00.0833888455395.400..636-00.08221244866796.000..550-00.0811170018834555.080.006.700..453-00.07882222566391440.41117.337.400..360-00.07552566433181887.01154.778.100..271-00.071126555--581997.61192.008.800..186-00.067724884-44231775.22229.339.500..106-00.064420880-77141222.32266.7710.200..030-00.061115114-8876440.73304.0010.90-0..044-00.06008997-8853-668.73341.3311.60-0..116-00.05993775-5593-2006.43378.7712.30-0..187-00.0588995-2258-1112.520000.0013.00-0..259-00.058800-1555.220000.00竖向受拉筋及箍箍筋布置结结果竖向受拉拉钢筋布置置编号根根数长度度(m)距距桩底距离离(m)抗抗弯力(kkN.m))1222122.8.133352箍箍筋布置((由桩底2000mm开开始)间隔数间隔量(mmm)肢数数直径(mmm)抗剪剪力(kNN)314000211433310竖向受拉钢筋直直径为220mmm,根数数为222根，类类型为HHRB4000钢筋布置1排,每排可可布置钢筋筋11束,最里排排钢筋222根钢筋保护层厚度度为100cm,,排间净净距为100cm,,束间净净距为110cmm竖向受拉钢筋数数量为2281.66米,重量为..694吨箍筋类型为HHRB3335箍筋数量约.2811吨钢筋总重约.9755吨桩身混凝土45.55方4#、5#抗滑滑桩计算锚固段地基为岩岩层桩底为自由端悬臂段单位推力力T=489(kN//m)推力重心至滑动动面的距离离与滑动面面以上桩长长之比鈚=0..34推力作用范围顶顶面与桩顶顶的距离L11=0(m)推力作用范围底底面与桩顶顶的距离L22=122(m))悬臂段桩前被动动土压力P=00(kNN/m)桩横截面短边长长度B==2((m)桩横截面长边长长度H==2.55(m))桩间距L=6(mm)悬臂段桩长HH1=112(mm)锚固段桩长HH2=55(m))混凝土的弹性模模量E==3000000000(kkPa)基岩横向容许应应力PAGEXXX=20000(kPPa)基岩的地基系数数K=2000000((kN/mm3)桩深桩身变位位桩身转转角弯距剪力地基侧侧向地基侧向向容许(m)((cm)(度)((kN.mm)(kN))应应力(kPPa)应应力(kPPa)0.005..562-00.2288001.205..085-00.2288118402.404..608-00.2288111811363.604..132-00.2277366822894.803..656-00.2277833444986.003..182-00.22661588477637.202..710-00.224426887100848.402..243-00.221142009144629.601..783-00.2166621191889710.801..334-00.2100878842338712.000..900-00.20111197712993418000.820000.0012.500..728-00.1955128006449314555.420000.0013.000..560-00.1899125449-1443711220.220000.0013.500..397-00.1844114551-288737995.020000.0014.000..239-00.179997556-388274778.820000.0014.500..085-00.175577002-433131770.520000.0015.00-0..066-00.172255220-43341-1331.720000.0015.50-0..215-00.170034336-39920-4229.520000.0016.00-0..362-00.169916774-30054-7224.520000.0016.50-0..509-00.16884555-17747-10118.120000.0017.00-0..656-00.168800-13111.420000.00竖向受拉筋及箍箍筋布置结结果竖向受拉拉钢筋布置置编号根根数长度度(m)距距桩底距离离(m)抗抗弯力(kkN.m))1311166.8.5511.15155509箍箍筋布置((由桩底2000mm开开始)间隔数间隔量(mmm)肢数数直径(mmm)抗剪剪力(kNN)103000211455574344000211446675竖向受拉钢筋直直径为220mmm,根数数为622根，类类型为HHRB4000钢筋布置2排,每排可可布置钢筋筋13束,最里排排钢筋223根钢筋保护层厚度度为100cm,,排间净净距为100cm,,束间净净距为110cmm竖向受拉钢筋数数量为7785.885米,重量为11.9388吨箍筋类型为HHRB3335箍筋数量约.4799吨钢筋总重约2.4117吨桩身混凝土85方方梨树湾桥始条件:墙身尺寸:墙身高高:133.5000(m)墙顶宽宽:0..500((m)墙后填填土内摩擦擦角:330.0000(度)墙后填填土粘聚力力:0..000((kPa))墙后填填土容重::20..000((kN/mm3)墙背与与墙后填土土摩擦角::15..000((度)土压力力计算方法法:库仑坡线土柱:坡面线线段数:1折线序序号水平投影长长(m)竖竖向投影长长(m)换换算土柱数数1225.00000.00001第1个:距离0.0000(mm),宽度度20.0000(mm),高度度1.0000(m))坡面起起始距离::0.0000(mm)地面横横坡角度::0.0000(度度)墙顶标标高:00.0000(m)=====================================================================================第1种情况::一般般情况[土压力计计算]计算高高度为113.5000(m))处的库仑仑主动土压压力按实际际墙背计算算得到:第1破裂角：：33..140((度)Ea==630..714Ex=6609.2223EEy=1663.2441(kNN)作用用点高度Zy=44.7900(m)原原始条件::原始条件:墙身尺寸:墙身高高:100.0000(m)墙后后填土内摩摩擦角:30.0000(度度)墙后填填土粘聚力力:0..000((kPa))墙后填填土容重::20..000((kN/mm3)墙背与与墙后填土土摩擦角::15..000((度)土压力力计算方法法:库仑坡线土柱:坡面线线段数:1折线序序号水平投影长长(m)竖竖向投影长长(m)换换算土柱数数1225.00000.00001第1个:距离0.0000(mm),宽度度20.0000(mm),高度度1.0000(m))坡面起起始距离::0.0000(mm)地面横横坡角度::0.0000(度度)墙顶标标高:00.0000(m)=====================================================================================第1种情况::一般般情况[土压力计计算]计算高高度为110.0000(m))处的库仑仑主动土压压力按实际际墙背计算算得到:第1破裂角：：33..140((度)Ea==361..700Ex=3349.3375EEy=933.6155(kN))作用点点高度ZZy=3..611((m)kNN)作用用点高度Zy=44.7900(m)原始条件:墙身尺寸:墙身高高:8..000((m)墙后填填土内摩擦擦角:330.0000(度)墙后填填土粘聚力力:0..000((kPa))墙后填填土容重::20..000((kN/mm3)墙背与与墙后填土土摩擦角::15..000((度)土压力力计算方法法:库仑坡线土柱:坡面线线段数:1折线序序号水平投影长长(m)竖竖向投影长长(m)换换算土柱数数1225.00000.00001第1个:距离0.0000(mm),宽度度20.0000(mm),高度度1.0000(m))坡面起起始距离::0.0000(mm)地面横横坡角度::0.0000(度度)墙顶标标高:00.0000(m)=====================================================================================第1种情况::一般般情况[土压力计计算]计算高高度为88.0000(m)处处的库仑主主动土压力力按实际际墙背计算算得到:第1破裂角：：33..150((度)Ea==241..133Ex=2232.9917EEy=622.4100(kN))作用点点高度ZZy=2..933((m)原始条件:墙身尺寸:墙身高高:4..000((m)墙后填填土内摩擦擦角:330.0000(度)墙后填填土粘聚力力:0..000((kPa))墙后填填土容重::20..000((kN/mm3)墙背与与墙后填土土摩擦角::15..000((度)土压力力计算方法法:库仑坡线土柱:坡面线线段数:1折线序序号水平投影长长(m)竖竖向投影长长(m)换换算土柱数数1225.00000.00001第1个:距离0.0000(mm),宽度度20.0000(mm),高度度1.0000(m))坡面起起始距离::0.0000(mm)地面横横坡角度::0.0000(度度)墙顶标标高:00.0000(m)=====================================================================================第1种情况::一般般情况[土压力计计算]计算高高度为44.0000(m)处处的库仑主主动土压力力按实际际墙背计算算得到:第1破裂角：：33..150((度)Ea==72.3340EEx=699.8755Ey==18.7723(kkN)作作用点高度度Zy==1.5556(m))1#抗滑桩计算锚固段地基为土土层桩底为自由端悬臂段单位推力力T=233(kN//m)推力重心至滑动动面的距离离与滑动面面以上桩长长之比鈚=0..34推力作用范围顶顶面与桩顶顶的距离L11=0(m)推力作用范围底底面与桩顶顶的距离L22=8(m)悬臂段桩前被动动土压力P=00(kNN/m)桩横截面短边长长度B==1.775(mm)桩横截面长边长长度H==2((m)桩间距L=4(mm)悬臂段桩长HH1=88(m))锚固段桩长HH2=88(m))混凝土的弹性模模量E==3000000000(kkPa)锚固段土层厚度度Ht==15(m)桩前滑体厚度ZQTHH=1(m)桩后滑体厚度ZHTHH=8(m)锚固段土层顶面面的地基系系数Ktt=300000(kN//m3)锚固段土层地基基系数的比比例系数Mt=300000(kkN/m44)锚固点以上土体体的容重R1=20((kN/mm3)锚固点以下土体体的容重R2=20((kN/mm3)锚固点以下土体体的粘聚力力C=0(kkPa)锚固点以下土体体的内摩擦擦角F==30(°)桩深桩身变位位桩身转转角弯距剪力地基侧侧向地基侧向向容许(m)((cm)(度)((kN.mm)(kN))应应力(kPPa)应应力(kPPa)0.001..272-00.0666000.801..180-00.06664131.601..088-00.0666225432.400..996-00.0666778923.200..904-00.0666177711584.000..812-00.0655333622424.800..721-00.0655566933445.600..631-00.0644899144656.400..543-00.06221311766027.200..456-00.06001866077588.000..373-00.05772533599321112.06.778.800..296-00.05333166466261660.049.339.600..226-00.04773511622501776.692.0010.400..164-00.041135661-11331667.71134.7711.200..111-00.036633113-44741339.41177.3312.000..064-00.031128223-7736996.42220.0012.800..024-00.027721664-8891442.42262.7713.60-0..011-00.024414332-9916-221.03305.3314.40-0..042-00.02227339-7792-993.93348.0015.20-0..072-00.02112112-4495-1777.83390.7716.00-0..102-00.021100-2774.64433.33竖向受拉筋及箍箍筋布置结结果竖向受拉拉钢筋布置置编号根根数长度度(m)距距桩底距离离(m)抗抗弯力(kkN.m))1222155.8.144373箍箍筋布置((由桩底2000mm开开始)间隔数间隔量(mmm)肢数数直径(mmm)抗剪剪力(kNN)394000211433310竖向受拉钢筋直直径为220mmm,根数数为222根，类类型为HHRB4000钢筋布置1排,每排可可布置钢筋筋11束,最里排排钢筋222根钢筋保护层厚度度为100cm,,排间净净距为100cm,,束间净净距为110cmm竖向受拉钢筋数数量为3347.66米,重量为..857吨箍筋类型为HHRB3335箍筋数量约.3533吨钢筋总重约1.2111吨桩身混凝土56方方2#抗滑桩计算算锚固段地基为土土层桩底为自由端悬臂段单位推力力T=70((kN/mm)推力重心至滑动动面的距离离与滑动面面以上桩长长之比鈚=0..34推力作用范围顶顶面与桩顶顶的距离L11=0(m)推力作用范围底底面与桩顶顶的距离L22=4(m)悬臂段桩前被动动土压力P=00(kNN/m)桩横截面短边长长度B==1.225(mm)桩横截面长边长长度H==1.55(m))桩间距L=4(mm)悬臂段桩长HH1=44(m))锚固段桩长HH2=66.5((m)混凝土的弹性模模量E==3000000000(kkPa)锚固段土层厚度度Ht==15(m)桩前滑体厚度ZQTHH=0(m)桩后滑体厚度ZHTHH=4(m)锚固段土层顶面面的地基系系数Ktt=0(kN//m3)锚固段土层地基基系数的比比例系数Mt=300000(kkN/m44)锚固点以上土体体的容重R1=20((kN/mm3)锚固点以下土体体的容重R2=20((kN/mm3)锚固点以下土体体的粘聚力力C=0(kkPa)锚固点以下土体体的内摩擦擦角F==30(°)桩深桩身变位位桩身转转角弯距剪力地基侧侧向地基侧向向容许(m)((cm)(度)((kN.mm)(kN))应应力(kPPa)应应力(kPPa)0.000..586-00.0455000.400..554-00.0455140.800..523-00.04554131.200..491-00.0455112281.600..459-00.0455227472.000..427-00.0455550732.400..396-00.045588511032.800..364-00.0455133411403.200..333-00.0455199811813.600..302-00.0444277922284.000..271-00.0433388122800.0--26.774.650..223-00.041155552246443.58.005.300..178-00.039968891161669.342.775.950..136-00.0355755850779.577.336.600..098-00.03227553--65776.21112.007.250..063-00.02996776-1167661.61146.777.900..032-00.02665441-2241337.61181.338.550..004-00.02443772-22735.22216.009.20-0..023-00.02331998-2252-335.52250.779.85-0..048-00.0222558-1165-884.72285.3310.50-0..073-00.022200-1443.23320.00竖向受拉筋及箍箍筋布置结结果竖向受拉拉钢筋布置置编号根根数长度度(m)距距桩底距离离(m)抗抗弯力(kkN.m))1122100.3.111082箍箍筋布置((由桩底2000mm开开始)间隔数间隔量(mmm)肢数数直径(mmm)抗剪剪力(kNN)254000211217739竖向受拉钢筋直直径为220mmm,根数数为122根，类类型为HHRB4000钢筋布置1排,每排可可布置钢筋筋8束,最里排排钢筋112根钢筋保护层厚度度为100cm,,排间净净距为100cm,,束间净净距为110cmm竖向受拉钢筋数数量为1123.66米,重量为..305吨箍筋类型为HHRB3335箍筋数量约.1222吨钢筋总重约.4277吨桩身混凝土19.66875方3#抗滑桩计算算锚固段地基为岩岩层桩底为自由端悬臂段单位推力力T=610(kN//m)推力重心至滑动动面的距离离与滑动面面以上桩长长之比鈚=0..34推力作用范围顶顶面与桩顶顶的距离L11=0(m)推力作用范围底底面与桩顶顶的距离L22=133.5((m)悬臂段桩前被动动土压力P=00(kNN/m)桩横截面短边长长度B==2((m)桩横截面长边长长度H==2.55(m))桩间距L=6(mm)悬臂段桩长HH1=113.5(m)锚固段桩长HH2=88(m))混凝土的弹性模模量E==3000000000(kkPa)基岩横向容许应应力PAGEXXX=20000(kPPa)基岩的地基系数数K=600000(kkN/m33)桩深桩身变位位桩身转转角弯距剪力地基侧侧向地基侧向向容许(m)((cm)(度)((kN.mm)(kN))应应力(kPPa)应应力(kPPa)0.009..673-00.3333001.358..888-00.3333226502.708..103-00.3333166611704.057..318-00.3333511633605.406..534-00.33221177066216.755..753-00.33002222399528.104..976-00.327737771133539.454..208-00.3233590071882410.803..453-00.3166872282336612.152..717-00.30551232272997813.502..008-00.29111679993666012004.920000.0014.301..611-00.2788186448100569666.720000.0015.101..233-00.2644186338-99897339.820000.0015.900..874-00.2511172007-255045224.320000.0016.700..532-00.2399147667-355143119.320000.0017.500..205-00.2299117112-400431223.320000.0018.30-0..109-00.222284220-41112-665.520000.0019.10-0..415-00.217752553-37733-2449.120000.0019.90-0..716-00.214425663-29919-4229.420000.0020.70-1..014-00.21336998-16673-6008.120000.0021.50-1..311-00.213300-7886.420000.00竖向受拉筋及箍箍筋布置结结果竖向受拉拉钢筋布置置编号根根数长度度(m)距距桩底距离离(m)抗抗弯力(kkN.m))1311211.3.1773172344122.22.2155344331188.33.8222662箍箍筋布置((由桩底2000mm开开始)间隔数间隔量(mmm)肢数数直径(mmm)抗剪剪力(kNN)223000211454437364000211445560竖向受拉钢筋直直径为220mmm,根数数为966根，类类型为HHRB4000钢筋布置3排,每排可可布置钢筋筋13束,最里排排钢筋118根钢筋保护层厚度度为100cm,,排间净净距为100cm,,束间净净距为110cmm竖向受拉钢筋数数量为11332..4米,重量为33.2866吨箍筋类型为HHRB3335箍筋数量约.6311吨钢筋总重约3.9117吨桩身混凝土107..5方4#、5#抗滑滑桩计算锚固段地基上层层为土层,,下层为岩岩层桩底为自由端悬臂段单位推力力T=350(kN//m)推力重心至滑动动面的距离离与滑动面面以上桩长长之比鈚=0..34推力作用范围顶顶面与桩顶顶的距离L11=0(m)推力作用范围底底面与桩顶顶的距离L22=100(m))悬臂段桩前被动动土压力P=00(kNN/m)桩横截面短边长长度B==1.775(mm)桩横截面长边长长度H==2((m)桩间距L=6(mm)悬臂段桩长HH1=110(mm)锚固段桩长HH2=66(m))混凝土的弹性模模量E==3000000000(kkPa)基岩横向容许应应力PAGEXXX=20000(kPPa)基岩的地基系数数K=600000(kkN/m33)锚固段土层厚度度Ht==1((m)桩前滑体厚度ZQTHH=1(m)桩后滑体厚度ZHTHH=4(m)锚固段土层顶面面的地基系系数Kt