大学城南路及立交改造工程勘察设计-车行地通道临时支撑结构计算

PAGE1大学城南路及立交改造工程勘察设计车行地通道临时支撑结构计算1、工程概况悦大学城南二路为城市主干道，下穿道为双向六车道，设计车速为60km/h，根据交通功能及道路总体布置，本次设计范围内总共有2处车行地下通道（自西向东分别为大学城南二路5#节点下穿道、7#节点下穿道），具体情况分布如下：隧道分布情况一览表隧道编号起终点里程隧道长度纵坡基坑支护形式5#节点下穿道大学城南二路:K1+113.602～K1+214.442100.84mV字坡，纵坡-4%，+4%排桩+内支撑、锚拉桩7#节点下穿道大学城南二路:K3+647.272～K3+748.137100.865mV字坡，纵坡-4%，+4%锚拉桩二A01RA25轴5号隧道临时开挖支撑5#下穿道基坑深度9.5～11.0m，其中土层厚度为2～7.6m，垂直隧道走向岩土界面较缓，土层段基坑稳定性主要为土层圆弧滑动，岩层段基坑稳定性主要受岩体自身强度控制。根据地质情况，A01～A25号桩土层较厚的段落基坑围护结构采用排桩+内支撑结构系统，排桩桩径为1.2m，桩中心距3m，桩顶沿纵向设置1.2×1.0m冠梁，基坑中间设置一排格构柱，格构柱立柱桩为1m，设置一道混凝土撑（1.2m×1m）。A26～A34号桩土层较薄的段落基坑围护结构采用锚拉桩结构系统，排桩桩径为1.0m，桩中心距3m，桩顶沿纵向设置1.0×0.8m冠梁，每排桩设置3道锚索，锚索钻孔直径为150mm，内置6束Φ15.2钢绞线。排桩桩身、冠梁、格构柱基础、混凝土支撑均采用C30钢筋混凝土，桩间设置C25喷射混凝土挡土板，厚度15cm。7#下穿道基坑深度9.2～11.5m，其中土层厚度为1～2.5m，基坑稳定性主要受岩体自身强度控制，根据地质情况，基坑围护结构采用锚拉桩结构系统，排桩桩径为1.0m，桩中心距3m，桩顶沿纵向设置1.0×0.8m冠梁。每排桩设置3道锚索，锚索钻孔直径为150mm，内置6束Φ15.2钢绞线。排桩桩身、冠梁均采用C30钢筋混凝土，桩间设置C25喷射混凝土挡土板，厚度15cm。桩板式挡土墙验算[执行标准：公路]原始条件:墙身尺寸:桩总长:14.500(m)嵌入深度:4.500(m)截面形状:圆桩桩径:1.500(m)桩间距:4.000(m)挡土板的类型数:1板类型号板厚(m)板宽(m)板块数10.2501.00010嵌入段土层数:1柱底支承条件:铰接计算方法:M法土层序号土层厚(m)重度(kN/m3)M(MN/m4)150.00020.00090.000初始弹性系数A:10.000(MN/m3)初始弹性系数A1:10.000(MN/m3)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:35(mm)桩纵筋级别:HRB400桩箍筋级别:HRB335桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋板混凝土强度等级:C30板纵筋合力点到外皮距离:30(mm)板纵筋级别:HRB400挡土墙类型:一般挡土墙墙后填土内摩擦角:30.000(度)墙后填土粘聚力:0.000(kPa)墙后填土容重:20.500(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120.0000.0001第1个:定位距离1.000(m)城-A级地面横坡角度:0.000(度)填土对横坡面的摩擦角:30.000(度)墙顶标高:0.000(m)挡墙分段长度:10.000(m)钢筋混凝土配筋计算依据：《公路钢筋混凝土与预应力混凝土桥涵设计规范》(JTGD62-2004)=====================================================================第1种情况:组合1注意：内力计算时，土压力分项(安全)系数=1.000[土压力计算]计算高度为10.000(m)处的库仑主动土压力无荷载时的破裂角=33.138(度)城-A级路基面总宽=20.000(m),路肩宽=1.000(m)安全距离=0.600(m)单车车辆外侧车轮中心到车辆边缘距离=0.350(m),车与车之间距离=0.600(m)经计算得，路面上横向可排列此种车辆6列布置宽度=6.528(m)布置宽度范围内车轮及轮重列表:第1列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)011.6000.25030.00030.000023.4000.25030.00030.000031.6000.60070.00070.000043.4000.60070.00070.000051.6000.60070.00070.000063.4000.60070.00070.000071.6000.600100.000100.000083.4000.600100.000100.000091.6000.60080.00080.000103.4000.60080.00080.000第2列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)014.7000.25030.00030.000026.5000.25030.00018.405034.7000.60070.00070.000046.5000.60070.00038.310054.7000.60070.00070.000066.5000.60070.00038.310074.7000.600100.000100.000086.5000.600100.00054.729094.7000.60080.00080.000106.5000.60080.00043.783布置宽度B0=6.528(m)分布长度L0=23.974(m)荷载值SG=1243.537(kN)换算土柱高度h0=0.388(m)第1破裂角：33.138(度)Ea=308.952(kN)Ex=298.425(kN)Ey=79.963(kN)作用点高度Zy=3.333(m)(一)桩身内力计算计算方法:m法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=4952.993(kN-m)距离桩顶11.500(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2484.281(kN)距离桩顶14.200(m)桩顶位移=48(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-48-0.00020.2940.101-1.033-47-0.00030.5880.810-4.130-45-0.00040.8822.733-9.294-44-0.00051.1766.479-16.522-43-0.00061.47112.655-25.815-42-0.00071.76521.867-37.174-40-0.00082.05934.724-50.598-39-0.00092.35351.833-66.087-38-0.000102.64773.801-83.642-37-0.000112.941101.236-103.261-35-0.000123.235134.746-124.946-34-0.000133.529174.937-148.696-33-0.000143.824222.416-174.511-32-0.000154.118277.793-202.392-30-0.000164.412341.673-232.338-29-0.000174.706414.664-264.349-28-0.000185.000497.375-298.425-27-0.000195.294590.411-334.566-25-0.000205.588694.381-372.773-24-0.000215.882809.892-413.045-23-0.000226.176937.551-455.382-22-0.000236.4711077.966-499.784-20-0.000246.7651231.744-546.252-19-0.000257.0591399.492-594.784-18-0.000267.3531581.819-645.382-17-0.000277.6471779.332-698.045-16-0.000287.9411992.637-752.774-15-0.000298.2352222.342-809.568-14-0.000308.5292469.056-868.427-12-0.000318.8242733.385-929.351-11-0.000329.1183015.935-992.340-10-0.000339.4123317.316-1057.394-9-0.000349.7063638.135-1124.514-8-0.0003510.0003975.555-1158.590-8-38.1583610.3004315.481-1049.576-7-247.4383710.6004605.301-839.267-6-375.7003810.9004819.041-555.572-5-464.8793911.2004938.643-223.254-4-519.7664011.5004952.993136.194-4-545.2644111.8004856.927504.569-3-546.2144212.1004650.252866.848-3-527.2084312.4004336.8181210.972-2-492.4174412.7003923.6691527.491-2-445.4174513.0003420.3231809.121-1-389.0414613.3002838.1962050.195-1-325.2534713.6002190.2052246.046-1-255.0464813.9001490.5682392.324-0-178.3704914.200754.8122484.281-0-94.0955014.5000.0001258.019-0-0.000(二)桩身配筋计算点号距顶距离全部纵筋箍筋截面相对受压区高度(m)(mm2)(mm2)1-0.000157363170.200420.294157363170.200430.588157363170.200440.882157363170.200451.176157363170.200461.471157363170.200471.765157363170.200482.059157363170.200492.353157363170.2004102.647157363170.2004112.941157363170.2004123.235157363170.2004133.529157363170.2004143.824157363170.2004154.118157363170.2004164.412157363170.2004174.706157363170.2004185.000157363170.2004195.294157363170.2004205.588157363170.2004215.882157363170.2004226.176157363170.2004236.471157363170.2004246.765157363170.2004257.059157363170.2004267.353157363170.2004277.647157363170.2004287.941157363170.2004298.235157363170.2004308.529157363170.2004318.824157363170.2004329.118157363170.2004339.412172103170.2084349.706190103170.21743510.000209993170.22673610.300229663170.23523710.600248693170.24283810.900261383170.24763911.200266633170.24964011.500269303170.25064111.800263993170.24874212.100251183170.24384312.400231963170.23614412.700205853170.22484513.000177313520.21114613.300157364640.20044713.600157365570.20044813.900157366320.20044914.200157366820.20045014.500157363170.2004(三)挡土板内力配筋计算板类型板厚板下缘距顶最大土压力单块板弯矩单块板全部纵筋号(mm)距离(m)(kPa)(kN-m)面积(mm2)125010.00059.683119.36518251.5m桩板挡墙桩基配筋40/60根φ25，钢筋面积19635/29452(mm2)，箍筋为φ12@150mm。挡土板配筋10根φ14@100。标准段桩锚挡墙验算原始条件:墙身尺寸:桩总长:14.000(m)嵌入深度:4.000(m)截面形状:圆桩桩径:1.000(m)桩间距:3.000(m)嵌入段土层数:1桩底支承条件:铰接计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数150.00025.30033.80440.0090.0001.000初始弹性系数A:8.000(MN/m3)初始弹性系数A1:8.000(MN/m3)桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:3锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)1锚杆2.50052.46015.00150200.002100.002锚杆2.50067.97015.00150200.002100.003锚杆2.50098.13015.00150200.002100.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:35(mm)桩纵筋级别:HRB400桩箍筋级别:HRB335桩箍筋间距:150(mm)桩配筋形式:纵筋均匀配筋挡土墙类型:一般挡土墙墙后填土内摩擦角:45.000(度)墙背与墙后填土摩擦角:22.500(度)墙后填土容重:25.300(kN/m3)横坡角以上填土的土摩阻力(kPa):440.00横坡角以下填土的土摩阻力(kPa):440.00坡线与滑坡推力:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)120.0000.000地面横坡角度:61.900(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力0.000(kN/m)桩后剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200[土压力计算]计算高度为10.000(m)处的库仑主动土压力第1破裂角：24.548(度)Ea=202.016Ex=186.639Ey=77.308(kN)作用点高度Zy=3.333(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=57.103(kN-m)距离桩顶12.286(m)面侧最大弯矩=214.911(kN-m)距离桩顶8.889(m)最大剪力=154.071(kN)距离桩顶7.500(m)最大位移=-3(mm)第1道锚索水平拉力=200.000(kN)距离桩顶2.500(m)第2道锚索水平拉力=200.000(kN)距离桩顶5.000(m)第3道锚索水平拉力=235.992(kN)距离桩顶7.500(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.0002.50-0.00020.2780.048-0.5182.39-0.00030.5560.384-2.0742.27-0.00040.8331.296-4.6662.16-0.00051.1113.072-8.2952.04-0.00061.3896.000-12.9611.93-0.00071.66710.369-18.6641.81-0.00081.94416.465-25.4041.69-0.00092.22224.578-33.1801.58-0.000102.50034.99581.5791.46-0.000112.77813.67871.7291.34-0.000123.056-4.75960.8421.22-0.000133.333-20.02748.9181.09-0.000143.611-31.83935.9570.97-0.000153.889-39.90721.9590.86-0.000164.167-43.9436.9240.74-0.000174.444-43.658-9.1480.63-0.000184.722-38.765-26.2560.51-0.000195.000-28.975128.0480.41-0.000205.278-61.904108.8650.30-0.000215.556-89.36088.6460.19-0.000225.833-111.05667.3900.09-0.000236.111-126.70345.097-0.00-0.000246.389-136.01321.767-0.09-0.000256.667-138.700-2.599-0.17-0.000266.944-134.473-28.003-0.24-0.000277.222-123.047-54.443-0.31-0.000287.500-104.131154.071-0.37-0.000297.778-142.992125.557-0.42-0.000308.056-173.78996.006-0.47-0.000318.333-196.23365.418-0.50-0.000328.611-210.03633.793-0.53-0.000338.889-214.9111.131-0.55-0.000349.167-210.568-32.568-0.55-0.000359.444-196.721-67.303-0.54-0.000369.722-173.082-103.075-0.53-0.0003710.000-139.361-139.885-0.50-2.0383810.286-99.690-134.790-0.47-15.7943910.571-62.339-124.173-0.43-25.4934010.857-28.734-109.167-0.39-32.8654111.1430.042-90.985-0.34-37.8444211.42923.258-70.833-0.30-40.5234311.71440.518-49.843-0.25-41.1054412.00051.739-29.022-0.21-39.8654512.28657.103-9.230-0.17-37.1054612.57157.0148.827-0.14-33.1154712.85752.05924.577-0.11-28.1354813.14342.97037.553-0.08-22.3284913.42930.60047.346-0.05-15.7565013.71415.91553.550-0.02-8.3695114.0000.00027.851-0.00-0.000(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000432015120.286432015130.571432015140.857432015151.143432015161.429432015171.714432015182.000432015192.2864320151102.5714320151112.8574320151123.1434320151133.4294320151143.7144320151154.0004320151164.2864320151174.5714320151184.8574320151195.1434320151205.4294320151215.7144320151226.0004320151236.2674320151246.5334320151256.8004320151267.0674320151277.3334320151287.6004320151297.8674320151308.1334320151318.4004320151328.6674320151338.9334320151349.2004320151359.4674320151369.73343201513710.00043201513810.26743201513910.53343201514010.80043201514111.06743201514211.33343201514311.60043201514411.86743201514512.13343201514612.40043201514712.66743201514812.93343201514913.20043201515013.46743201515113.73343201515214.0004320151标准段桩锚挡墙最终配筋，纵向主筋采用24根φ25，总面积11781(mm2)，截面箍筋采用12@150mm。水泵房段桩锚挡墙验算抗滑动桩验算计算项目：抗滑桩2原始条件:墙身尺寸:桩总长:18.500(m)嵌入深度:4.000(m)截面形状:圆桩桩径:1.000(m)桩间距:3.000(m)嵌入段土层数:1桩底支承条件:铰接计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数150.00025.30033.80440.0090.0001.000初始弹性系数A:8.000(MN/m3)初始弹性系数A1:8.000(MN/m3)桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:4锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)1锚杆2.50093.80015.00150200.002100.002锚杆2.500100.50015.00150200.002100.003锚杆2.500117.25015.00150200.002100.004锚杆2.500133.23015.00150200.002100.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:35(mm)桩纵筋级别:HRB400桩箍筋级别:HRB335桩箍筋间距:150(mm)桩配筋形式:纵筋均匀配筋挡土墙类型:一般挡土墙墙后填土内摩擦角:45.000(度)墙背与墙后填土摩擦角:22.500(度)墙后填土容重:25.300(kN/m3)横坡角以上填土的土摩阻力(kPa):440.00横坡角以下填土的土摩阻力(kPa):440.00坡线与滑坡推力:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)120.0000.000地面横坡角度:61.900(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力0.000(kN/m)桩后剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200[土压力计算]计算高度为14.500(m)处的库仑主动土压力第1破裂角：24.548(度)Ea=424.739Ex=392.408Ey=162.541(kN)作用点高度Zy=4.833(m)(一)桩身内力计算计算方法:m法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=297.621(kN-m)距离桩顶16.682(m)面侧最大弯矩=518.484(kN-m)距离桩顶12.625(m)最大剪力=383.037(kN)距离桩顶10.000(m)最大位移=3(mm)第1道锚索水平拉力=200.000(kN)距离桩顶2.500(m)第2道锚索水平拉力=200.000(kN)距离桩顶5.000(m)第3道锚索水平拉力=307.485(kN)距离桩顶7.500(m)第4道锚索水平拉力=490.875(kN)距离桩顶10.000(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.0002.19-0.00020.3570.102-0.8572.06-0.00030.7140.816-3.4281.93-0.00041.0712.755-7.7131.79-0.00051.4296.530-13.7121.66-0.00061.78612.753-21.4251.53-0.00072.14322.037-30.8521.40-0.00082.50034.995-41.9941.26-0.00092.85723.01226.9801.12-0.000103.21415.92712.4110.98-0.000113.57114.352-3.8720.84-0.000123.92918.897-21.8700.70-0.000134.28630.177-41.5810.55-0.000144.64348.802-63.0060.40-0.000155.00075.38588.6010.25-0.000165.35748.12963.7480.09-0.000175.71430.05537.180-0.07-0.000186.07121.7768.899-0.23-0.000196.42923.903-21.097-0.40-0.000206.78637.049-52.806-0.57-0.000217.14361.826-86.230-0.74-0.000227.50098.845186.118-0.92-0.000237.85738.904149.266-1.10-0.000248.214-7.569110.701-1.29-0.000258.571-39.96470.421-1.48-0.000268.929-57.66628.428-1.66-0.000279.286-60.065-15.280-1.84-0.000289.643-46.548-60.702-2.01-0.0002910.000-16.503383.037-2.18-0.0003010.375-150.575331.700-2.36-0.0003110.750-265.041278.473-2.52-0.0003211.125-359.193223.356-2.65-0.0003311.500-432.322166.350-2.75-0.0003411.875-483.720107.454-2.81-0.0003512.250-512.67746.668-2.83-0.0003612.625-518.484-16.008-2.79-0.0003713.000-500.435-80.573-2.71-0.0003813.375-457.819-147.028-2.58-0.0003913.750-389.928-215.372-2.40-0.0004014.125-296.053-285.607-2.19-0.0004114.500-175.486-357.731-1.95-7.6664214.864-38.667-365.443-1.70-69.1154315.22785.996-308.110-1.44-106.0694415.591185.413-231.754-1.20-127.2424515.955254.545-146.066-0.97-134.5844616.318291.643-59.229-0.76-130.7484716.682297.62122.379-0.58-118.6134817.045275.36794.201-0.43-100.8424917.409229.111153.221-0.29-79.4965017.773163.933197.478