边坡支护设计计算书三

长兴大厦项目基坑支护及降水设计计算书一、基坑降水设计本次基坑底面大面积深度为-10.20m，电梯井深度为12.50m。人工挖孔桩最深为13.20m，在进行降水设计时，按降水深度-13.80m进行基坑范围降水设计。1参数取值地下静水位ho=7.50m含水层厚度H=8.00m渗透系数K=60.00m／d（地勘报告所提供参数）设计降深So=6.00m（降水深度取7.50m）降水区域面积F=3794.70m22主要计算公式设施引用半径ro=（F/π）1/2降水井影响半径R1=2Sw（K×H）1/2设施引用影响半径R2=R1＋r0单井出水量Q，=1.366K(2H-Sw)Sw÷lg（R2n/n.rw.r0n-1）降水深度h=ho+H-{H2-(ｎQ/1.366K)[lgR2-（1/n）lg(X1.X2………Xn)]}1/2整个基坑的涌水量Q=1.366K（2H-S）S/[lg（R1/r0）]3降水井设计:设计井深:20.00m，设计井半径rw=0.30m，设计井降深Sw=6.00m设施引用半径ro=34.80m降水井影响半径R1=262.90m设施引用影响半径R2=297.70m用水位验算法进行井数设计，当计算到井数N=21时：单井出水量Q，=273.51m3/d井群出水量Qn=5743.71m3/d整个基坑的涌水量Q=5476.58m3/d根据反复计算，21眼降水井能满足基坑及人工挖孔桩的开挖施工要求。二、边坡支护设计计算1、AB段锚喷支护设计计算----------------------------------------------------------------------设计项目:----------------------------------------------------------------------[设计简图]----------------------------------------------------------------------[设计条件]----------------------------------------------------------------------[基本参数]所依据的规程或方法：《建筑基坑支护技术规程》JGJ120-99基坑深度：9.200(m)基坑内地下水深度：13.800(m)基坑外地下水深度：13.800(m)基坑侧壁重要性系数：1.100土钉荷载分项系数：1.250土钉抗拉抗力分项系数：1.300整体滑动分项系数：1.300[坡线参数]坡线段数5序号水平投影(m)竖向投影(m)倾角(°)11.2406.20078.722.0000.0000.030.3001.50078.740.8000.0000.050.7501.50063.4[土层参数]土层层数3序号土类型土层厚容重饱和容重粘聚力内摩擦角钉土摩阻力锚杆土摩阻力水土(m)(kN/m^3)(kN/m^3)(kPa)(度)(kPa)(kPa)1杂填土3.70017.018.010.010.016.00.000合算2卵石11.50022.018.00.040.0130.00.000分算3强风化岩6.00020.018.030.025.0160.00.000合算[超载参数]超载数2序号超载类型超载值(kN/m)作用深度(m)作用宽度(m)距坑边线距离(m)形式长度(m)1局部均布10.0001.5000.800-1.540条形2局部均布20.0000.00010.0000.910条形[土钉参数]土钉道数6序号水平间距(m)垂直间距(m)入射角度(度)钻孔直径(mm)11.5000.80015.08021.5001.50015.08031.5001.50015.08041.5001.50015.08051.5001.50015.08061.5001.50015.080[花管参数]基坑内侧花管排数0基坑内侧花管排数0[锚杆参数]锚杆道数0[坑内土不加固]施工过程中局部抗拉满足系数:1.000施工过程中内部稳定满足系数:1.000[内部稳定设计条件]考虑地下水作用的计算方法：总应力法土钉拉力在滑面上产生的阻力的折减系数：0.500圆弧滑动坡底截止深度(m)：0.000(m)圆弧滑动坡底滑面步长(m)：1.000(m)----------------------------------------------------------------------[设计结果]----------------------------------------------------------------------[局部抗拉设计结果]工况开挖深度破裂角土钉号设计长度最大长度(工况)拉力标准值拉力设计值(m)(度)(m)(m)Tjk(kN)Tj(kN)11.30036.7022.80044.311.4501.450(2)2.12.934.30046.410.0221.450(2)0.10.123.4283.428(3)7.710.645.80049.810.2041.450(2)0.00.123.5153.515(4)7.410.231.3511.351(4)4.86.657.30051.710.7151.450(2)0.00.124.3894.389(5)8.111.132.0052.005(5)4.56.242.4152.415(5)25.835.468.80053.011.2321.450(2)0.00.124.8854.885(6)7.910.932.6202.620(6)4.46.043.0483.048(6)25.334.753.7703.770(6)51.570.879.20053.311.3701.450(2)0.00.125.0195.019(7)7.910.832.7792.779(7)4.46.043.2113.211(7)25.234.653.9353.935(7)51.370.564.2564.256(7)70.196.3[内部稳定设设计结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)土钉钉号土钉长度度11..5484.7447111.30333.441721..5132.4113111.89665.55641112.445031..451--0.2331144.71999.88931112.4450226.551941..871--3.522966.48225.22161112.4450226.5519332.777951..513-112.2221100.376615.11861112.4450226.5519332.7779443.221161..310-55.51335..5807.66481112.4450226.5519332.7779443.2211553.993571..832--6.611455.55668.66381112.4450226.5519332.7779443.2211553.9935664.2256[土钉选筋计计算结果]土钉号土钉拉拉力(抗拉)土钉拉拉力(稳定)计算钢钢筋面积配筋筋配筋面积积122.978.992899.11D2203114.22111.150.661855.51D1162001.1366.675.002755.11D2203114.24355.482.993033.81D2203114.25700.81100.663699.01D2223880.16966.31125.224599.01D2254990.9[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC15配筋计算as::115(mmm)水平配筋:d8@1150竖向配筋:d8@1150配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~0.88000.0x00.0000200..0(构造造)3355.1y00.0000200..0(构造造)3355.1200.80~~2.33000.0x00.0044200..0(构造造)3355.1y00.0044200..0(构造造)3355.1322.30~~3.88055.3x00.4400200..0(构造造)3355.1y00.4400200..0(构造造)3355.1433.80~~5.33088.7x00.7177200..0(构造造)3355.1y00.7177200..0(构造造)3355.1555.30~~6.880300.1x22.4888200..0(构造造)3355.1y22.4888200..0(构造造)3355.1666.80~~8.330411.2x33.4155200..0(构造造)3355.1y33.4155200..0(构造造)3355.1788.30~~9.220488.1x00.9466200..0(构造造)3355.1y33.1922200..0(构造造)3355.1[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:4000.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:15551.8((kN)重心坐标:(5..627,,33.8700）超载:888.0((kN)超载作用点x坐坐标:7.6632(mm)土压力:2411.1(kkPa)土压力作用点yy坐标:33.1288(m)基底平均压力设设计值1668.2((kPa))<4400.00基底边缘最大压压力设计值值208..4(kPPa)<<1.22*4000.0抗滑安全系数::2.1125>1..300抗倾覆安全系数数:113.2223>>1.66002、BC段锚喷支护护+人工挖孔孔桩设计计计算①、人工挖孔桩---------------------------------------------------------------------------------------[支护方案]--------------------------------------------------------------------------------------排桩支护--------------------------------------------------------------------------------------[基本信息]--------------------------------------------------------------------------------------内力计算方法增量法规范与规程《建筑基坑支护护技术规程程》JGGJ1220-999基坑等级一级基坑侧壁重要性性系数γ01.10基坑深度H(mm)9.200嵌固深度(m))4.000桩顶标高(m))-4.500桩直径(m)0.800桩间距(m)2.000混凝土强度等级级C25有无冠梁有├冠梁宽度(m))0.800├冠梁高度(m))0.600└水平侧向刚度((MN/mm)0.045放坡级数1超载个数1--------------------------------------------------------------------------------------[放坡信息]--------------------------------------------------------------------------------------坡号台宽(m)坡高(m)坡度系数12.5003.0000.500--------------------------------------------------------------------------------------[超载信息]--------------------------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式长度序号(kPa,kN//m)(m)(m)(m)(m)110.0000.00010.0004.000--------------------------------------------------------------------------------------------[土层信息]--------------------------------------------------------------------------------------土层数4坑内加固土否内侧降水最终深深度(m)13.800外侧水位深度((m)13.800弹性法计算方法法m法--------------------------------------------------------------------------------------[土层参数]--------------------------------------------------------------------------------------层号土类名称层厚重度浮重度粘聚力内摩擦角(m)(kN/m3)(kN/m3)(kPa)(度)1杂填土3.7017.0---10.0010.002卵石5.5022.0---0.0040.003卵石6.0023.013.00.0045.004强风化岩6.0020.010.0------层号与锚固体摩粘聚力内摩擦角水土计算m值抗剪强度擦阻力(kPaa)水下(kPa))水下(度)(MN/m4)(kPa)116.0---------2.00---2190.0---------28.00---3200.00.0025.00分算36.00---4200.030.0020.00分算4.00-----------------------------------------------------------------------------------------[土压力模型型及系数调调整]--------------------------------------------------------------------------------------弹性法土压力模模型: 经典法土土压力模型型:层号土类名称水土水压力主动土压力被动土压力被动土压力调整系数调整系数调整系数最大值(kPaa)1杂填土合算1.0001.0001.00010000.00002卵石分算1.0001.0001.00010000.00003卵石分算1.0001.0001.00010000.00004强风化岩合算1.0001.0001.00010000.0000--------------------------------------------------------------------------------------[设计结果]----------------------------------------------------------------------------------------------------------------------------------------------------------------------------[结构计算]--------------------------------------------------------------------------------------各工况：内力位移包络图图：地表沉降图：--------------------------------------------------------------------------------------[冠梁选筋结结果]--------------------------------------------------------------------------------------钢筋级别选筋As1HRB3353D16As2HRB3354D16As3HPB235d8@200--------------------------------------------------------------------------------------[环梁选筋结结果]--------------------------------------------------------------------------------------钢筋级别选筋As1HRB3355D20As2HRB3353D20As3HPB235d8@200--------------------------------------------------------------------------------------[截面计算]--------------------------------------------------------------------------------------[截面参数]桩是否均匀配筋筋否├受拉筋范围圆心心角(度)90.0└压区拉区纵筋比比值K0.5混凝土保护层厚厚度(mm)50桩的纵筋级别HRB335桩的螺旋箍筋级级别HPB235桩的螺旋箍筋间间距(mm)150弯矩折减系数0.85剪力折减系数1.00荷载分项系数1.25配筋分段数一段各分段长度(mm)8.70[内力取值]段内力类型弹性法经典法内力内力号计算值计算值设计值实用值1基坑内侧最大弯弯矩(kN.mm)0.120.000.140.14基坑外侧最大弯弯矩(kN.mm)618.58720.72722.96722.96最大剪力(kNN)337.50249.97464.07464.07段选筋类型级别钢筋实配[计算]面面积号实配值(mm2或mm22/m)基坑内侧纵筋HRB3355D252454[22257]1基坑外侧纵筋HRB33510D254909[45514]箍筋HPB235d10@15001047[-11022]]加强箍筋HRB335D14@20000154--------------------------------------------------------------------------------------[整体稳定验验算]--------------------------------------------------------------------------------------计算方法：瑞典典条分法应力状态：总应应力法条分法中的土条条宽度:1.000m滑裂面数据整体稳定安全系系数Ks=22.0233圆弧半径(m))R==8.5533圆心坐标X(mm)X=-11.0577圆心坐标Y(mm)Y=2..995--------------------------------------------------------------------------------------[抗倾覆稳定定性验算]--------------------------------------------------------------------------------------抗倾覆安全系数数: Mp——被动土压力力及支点力力对桩底的的弯矩,对于内支支撑支点力力由内支撑撑抗压力决决定;对于锚杆杆或锚索，支支点力为锚锚杆或锚索索的锚固力力和抗拉力力的较小值值。 Ma——主动土压力力对桩底的的弯矩; Ks=1.4886>==1.2200,满足规范范要求。--------------------------------------------------------------------------------------[承压水验算算]--------------------------------------------------------------------------------------式中 Pcz————基坑坑开挖面以以下至承压压水层顶板板间覆盖土土的自重压压力(kN/mm2); Pwwy————承压水层层的水头压压力(kN/mm2);KKy———抗承承压水头的的稳定性安安全系数，取取1.5。Ky=46.000/300.00=1..53>>=1..05基坑底部土抗承承压水头稳稳定!②、锚喷支护--------------------------------------------------------------------------------------设计项目:--------------------------------------------------------------------------------------[设计简图]--------------------------------------------------------------------------------------[设计条件]--------------------------------------------------------------------------------------[基本参数]所依据的规程或或方法：《建建筑基坑支支护技术规规程》JGGJ1220-999基坑深度：99.2000(m)基坑内地下水深深度：133.5000(m)基坑外地下水深深度：133.5000(m)基坑侧壁重要性性系数：1..100土钉荷载分项系系数：11.2500土钉抗拉抗力分分项系数：：1.3300整体滑动分项系系数：11.3000[坡线参数]坡线段数3序号水平投影影(m)竖向向投影(m)倾角角(°)1-0..0001.5500990.022..5000.00000.031..5003.0000663.4[土层参数]土层层数4序号土类型土层层厚容重饱和容重重粘聚力内摩擦角角钉土摩阻阻力锚杆土摩摩阻力水土(m)(kN//m^3))(kNN/m^33)((kPa))((度)((kPa))((kPa))1杂杂填土3.700017..018..010..010..0116.000.0000合算2卵石石5..500222.0222.00.0440.0130..00.0000分算3卵石石6..000223.0223.00.0445.0160..00.0000分算算4强风风化岩6.000020..020..010..015..0880.00.0000合算算[超载参数]超载数1序号超载类型型超载值(kN/mm)作用用深度(m)作用用宽度(m)距坑坑边线距离离(m)形式式长度(m)1局部部均布110.000000.0000110.00000.0000条条形[土钉参数]土钉道数2序号水平间距距(m)垂直直间距(m)入射射角度(度)钻孔直直径(mm)11.500000.8000115.08021.500011.5000115.080[花管参数]基坑内侧花管排排数0基坑内侧花管排排数0[锚杆参数]锚杆道数0[坑内土不加加固][土钉墙和桩桩联合支护护]桩顶标高：-4..500((m)桩长：9.0000(m))施工过程中局部部抗拉满足足系数:1.0000施工过程中内部部稳定满足足系数:1.0000[内部稳定设设计条件]考虑地下水作用用的计算方方法：总应应力法土钉拉力在滑面面上产生的的阻力的折折减系数：：0.5500圆弧滑动坡底截截止深度((m)：0..000((m)圆弧滑动坡底滑滑面步长((m)：1..000((m)--------------------------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------[局部抗拉设设计结果]工况开挖深度度破裂角土钉号设计长度度最大长度度(工况)拉力标标准值拉力力设计值(m))(度)(m))(m))Tjk((kN)Tjj(kN))111.3000336.700222.8000336.711110.200110.2201(2)20.11277.6399.2000559.0110.788510.2201(2)1.8822.4225.77725.7772(3)18.88255.8[内部稳定设设计结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)土钉钉号土钉长度度11..6142.711566.36553.222821..5131.377166.02444.44961112.220131..5962.700055.40003.99051112.2201225.7772[土钉选筋计计算结果]土钉号土钉拉拉力(抗拉)土钉拉拉力(稳定)计算钢钢筋面积配筋筋配筋面积积1277.671.992633.61D2203114.22255.827.771122.01D1121113.1[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC15配筋计算as::115(mmm)水平配筋:d8@1150竖向配筋:d8@1150配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~0.88000.0x00.0000200..0(构造造)3355.1y00.0000200..0(构造造)3355.1200.80~~2.33099.5x00.7844200..0(构造造)3355.1y00.7844200..0(构造造)3355.1322.30~~4.550100.1x11.6111200..0(构造造)3355.1y00.6588200..0(构造造)3355.1[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:4000.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:6339.3((kN)重心坐标:(5..868,,11.9100）超载:660.0((kN)超载作用点x坐坐标:7.0000(mm)土压力:433.9(kkPa)土压力作用点yy坐标:11.5300(m)基底平均压力设设计值770.7((kPa))<4400.00基底边缘最大压压力设计值值109..5(kPPa)<<1.22*4000.0抗滑安全系数::4.9901>1..300抗倾覆安全系数数:664.1449>>1.66003、CD段锚喷支护护设计计算算①1-1剖面--------------------------------------------------------------------------------------设计项目:--------------------------------------------------------------------------------------[设计简图]--------------------------------------------------------------------------------------[设计条件]--------------------------------------------------------------------------------------[基本参数]所依据的规程或或方法：《建建筑基坑支支护技术规规程》JGGJ1220-999基坑深度：99.2000(m)基坑内地下水深深度：133.5000(m)基坑外地下水深深度：133.5000(m)基坑侧壁重要性性系数：1..100土钉荷载分项系系数：11.2500土钉抗拉抗力分分项系数：：1.3300整体滑动分项系系数：11.3000[坡线参数]坡线段数1序号水平投影影(m)竖向向投影(m)倾角角(°)12..9899.2200772.0[土层参数]土层层数4序号土类型土层层厚容重饱和容重重粘聚力内摩擦角角钉土摩阻阻力锚杆土摩摩阻力水土(m)(kN//m^3))(kNN/m^33)((kPa))((度)((kPa))((kPa))1杂杂填土3.700017..018..010..010..0116.000.0000合算2卵石石5..500222.0222.00.0440.0130..00.0000分算算3卵石石6..000223.0223.00.0445.0160..00.0000分算算4强风风化岩6.000020..020..010..015..0880.00.0000合算[超载参数]超载数0序号超载类型型超载值(kN/mm)作用用深度(m)作用用宽度(m)距坑坑边线距离离(m)形式式长度(m)[土钉参数]土钉道数6序号水平间距距(m)垂直直间距(m)入射射角度(度)钻孔直直径(mm)11.500011.0000115.08021.500011.5000115.08031.500011.5000115.08041.500011.5000115.08051.500011.5000115.08061.500011.5000115.080[花管参数]基坑内侧花管排排数0基坑内侧花管排排数0[锚杆参数]锚杆道数0[坑内土不加加固]施工过程中局部部抗拉满足足系数:1.0000施工过程中内部部稳定满足足系数:1.0000[内部稳定设设计条件]考虑地下水作用用的计算方方法：总应应力法土钉拉力在滑面面上产生的的阻力的折折减系数：：0.5500圆弧滑动坡底截截止深度((m)：0..000((m)圆弧滑动坡底滑滑面步长((m)：1..000((m)--------------------------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------[局部抗拉设设计结果]工况开挖深度度破裂角土钉号设计长度度最大长度度(工况)拉力标标准值拉力力设计值(m))(度)(m))(m))Tjk((kN)Tjj(kN))111.5000441.000233.0000441.0118.73378.7737(2)16.77233.0344.5000443.7112.38808.7737(2)0.8811.0225.33325.3332(3)20.55288.2466.0000446.8112.85598.7737(2)0.7711.0225.33345.3334(4)19.22266.4332.55552.5555(4)28.11388.6577.5000448.6113.32298.7737(2)0.7700.9225.35545.3354(5)18.33255.2333.09993.0099(5)26.88366.9442.63312.6631(5)31.11422.7699.0000449.8113.79968.7737(2)0.7700.9225.38855.3385(6)17.77244.3333.60093.6609(6)25.99355.6443.17763.1176(6)30.00411.3553.04483.0048(6)39.77544.6799.2000550.0113.85588.7737(2)0.6600.9225.38895.3389(7)17.66244.2333.67763.6676(7)25.88355.5443.24473.2247(7)29.99411.1553.12203.1120(7)39.55544.4662.86602.8860(7)47.44655.1[内部稳定设设计结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)土钉钉号土钉长度度12..1921.7002100.85003.225021..438--0.0221111.23665.44311110.223731..488--8.4331177.580016.22811110.2237227.888941..510-114.4333177.849921.33071110.2237227.8889333.667651..818-112.266277.565514.00931110.2237227.8889333.6676443.224762..198-110.844855.447712.11091110.2237227.8889333.6676443.2247553.112073..454-110.911355.247712.11091110.2237227.8889333.6676443.2247553.1120662.8860[土钉选筋计计算结果]土钉号土钉拉拉力(抗拉)土钉拉拉力(稳定)计算钢钢筋面积配筋筋配筋面积积1233.034.991277.81D1141553.92288.21119.994399.71D2254990.93388.691.333344.61D2223880.14422.71103.333788.81D2223880.15544.699.113633.21D2223880.16655.192.113377.71D2223880.1[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC15配筋计算as::115(mmm)水平配筋:d8@1150竖向配筋:d8@1150配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~1.00000.0x00.0000200..0(构造造)3355.1y00.0000200..0(构造造)3355.1211.00~~2.55055.8x00.4788200..0(构造造)3355.1y00.4788200..0(构造造)3355.1322.50~~4.000233.0x11.9022200..0(构造造)3355.1y11.9022200..0(构造造)3355.1444.00~~5.550222.4x11.8588200..0(构造造)3355.1y11.8588200..0(构造造)3355.1555.50~~7.000311.1x22.5711200..0(构造造)3355.1y22.5711200..0(构造造)3355.1677.00~~8.550399.7x33.2844200..0(构造造)3355.1y33.2844200..0(构造造)3355.1788.50~~9.220466.0x00.0000200..0(构造造)3355.1y22.8166200..0(构造造)3355.1[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:4000.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:15880.7((kN)重心坐标:(5..661,,44.0666）超载:0.0((kN)超载作用点x坐坐标:0.0000(mm)土压力:2411.1(kkPa)土压力作用点yy坐标:33.1288(m)基底平均压力设设计值1662.3((kPa))<4400.00基底边缘最大压压力设计值值192..9(kPPa)<<1.22*4000.0抗滑安全系数::2.0050>1..300抗倾覆安全系数数:112.6009>>1.6600②2-2剖面---------------------------------------------------------------------------------------设计项目:--------------------------------------------------------------------------------------[设计简图]--------------------------------------------------------------------------------------[设计条件]--------------------------------------------------------------------------------------[基本参数]所依据的规程或或方法：《建建筑基坑支支护技术规规程》JGGJ1220-999基坑深度：99.2000(m)基坑内地下水深深度：133.5000(m)基坑外地下水深深度：133.5000(m)基坑侧壁重要性性系数：1..100土钉荷载分项系系数：11.2500土钉抗拉抗力分分项系数：：1.3300整体滑动分项系系数：11.3000[坡线参数]坡线段数3序号水平投影影(m)竖向向投影(m)倾角角(°)12..0156.2200772.023..0000.00000.031..5003.0000663.4[土层参数]土层层数4序号土类型土层层厚容重饱和容重重粘聚力内摩擦角角钉土摩阻阻力锚杆土摩摩阻力水土(m)(kN//m^3))(kNN/m^33)((kPa))((度)((kPa))((kPa))1杂杂填土3.700017..018..010..010..0116.000.0000合算2卵石石5..500222.0222.00.0440.0130..00.0000分算算3卵石石6..000223.0223.00.0445.0160..00.0000分分算4强风风化岩6.000020..020..010..015..0880.00.0000合算算[超载参数]超载数0序号超载类型型超载值(kN/mm)作用用深度(m)作用用宽度(m)距坑坑边线距离离(m)形式式长度(m)[土钉参数]土钉道数6序号水平间距距(m)垂直直间距(m)入射射角度(度)钻孔直直径(mm)11.500011.0000115.08021.500011.5000115.08031.500011.5000115.08041.500011.5000115.08051.500011.5000115.08061.500011.5000115.080[花管参数]基坑内侧花管排排数0基坑内侧花管排排数0[锚杆参数]锚杆道数0[坑内土不加加固]施工过程中局部部抗拉满足足系数:1.0000施工过程中内部部稳定满足足系数:1.0000[内部稳定设设计条件]考虑地下水作用用的计算方方法：总应应力法土钉拉力在滑面面上产生的的阻力的折折减系数：：0.5500圆弧滑动坡底截截止深度((m)：0..000((m)圆弧滑动坡底滑滑面步长((m)：1..000((m)--------------------------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------[局部抗拉设设计结果]工况开挖深度度破裂角土钉号设计长度度最大长度度(工况)拉力标标准值拉力力设计值(m))(度)(m))(m))Tjk((kN)Tjj(kN))111.5000336.700233.0000336.7117.62217.6621(2)14.33199.6344.5000443.7110.27767.6621(2)0.6600.9224.79934.7793(3)13.33188.3466.0000446.8110.24457.6621(2)0.6600.8224.67724.7793(3)11.11155.2331.30031.3303(4)5.2277.2577.5000448.6110.45507.6621(2)0.5500.7224.53334.7793(3)10.22144.0331.90041.9904(5)5.0066.8441.78861.7786(5)15.66211.5699.0000449.8110.89907.6621(2)0.5500.7224.65554.7793(3)10.22144.1332.44482.4448(6)4.7766.4442.35592.3359(6)15.11200.7552.24422.2242(6)25.00344.3799.2000550.0110.94497.6621(2)0.5500.7224.65594.7793(3)10.22144.0332.51192.5519(7)4.7766.4442.43332.4433(7)15.00200.7552.31182.3318(7)24.99344.2662.47742.4474(7)39.77544.5[内部稳定设设计结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)土钉钉号土钉长度度12..4084.9665100.85003.225021..4804.0115111.70005.5590117.662131..6851.1115144.794410.1103117.6621224.779341..655--6.2881100.247710.1161117.6621224.7793332.551952..891-110.366066.947712.1109117.6621224.7793332.5519442.443363..458-110.844855.447712.1109117.6621224.7793332.5519442.4433552.331873.9991-10..9135.2247122.1099117.6621224.7793332.5519442.4433552.3318662.4474[土钉选筋计计算结果]土钉号土钉拉拉力(抗拉)土钉拉拉力(稳定)计算钢钢筋面积配筋筋配筋面积积1199.622.77855.01D1121113.12188.318.00799.21D1121113.1377.257.552100.81D1182554.54211.576.332799.61D2203114.25344.372.882677.11D2203114.26544.578.332877.21D2203114.2[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC15配筋计算as::115(mmm)水平配筋:d8@1150竖向配筋:d8@1150配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~1.00000.0x00.0000200..0(构造造)3355.1y00.0000200..0(构造造)3355.1211.00~~2.55055.8x00.4788200..0(构造造)3355.1y00.4788200..0(构造造)3355.1322.50~~4.00077.2x00.6000200..0(构造造)3355.1y00.6000200..0(构造造)3355.1444.00~~5.55099.1x00.7566200..0(构造造)3355.1y00.7566200..0(构造造)3355.1555.50~~7.000177.7x11.4699200..0(构造造)3355.1y11.4699200..0(构造造)3355.1677.00~~8.550288.6x22.3666200..0(构造造)3355.1y22.3666200..0(构造造)3355.1788.50~~9.220411.1x00.0000200..0(构造造)3355.1y22.5177200..0(构造造)3355.1[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:4000.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:14114.3((kN)重心坐标:(5..838,,33.6344）超载:0.0((kN)超载作用点x坐坐标:0.0000(mm)土压力:2411.1(kkPa)土压力作用点yy坐标:33.1288(m)基底平均压力设设计值1445.6((kPa))<4400.00基底边缘最大压压力设计值值184..7(kPPa)<<1.22*4000.0抗滑安全系数::1.8840>1..300抗倾覆安全系数数:111.6880>>1.66004、DE段人工挖孔桩设设计计算--------------------------------------------------------------------------------------[支护方案]--------------------------------------------------------------------------------------排桩支护--------------------------------------------------------------------------------------[基本信息]--------------------------------------------------------------------------------------内力计算方法增量法规范与规程《建筑基坑支护护技术规程程》JGGJ1220-999基坑等级一级基坑侧壁重要性性系数γ01.10基坑深度H(mm)9.200嵌固深度(m))4.000桩顶标高(m))-3.000桩直径(m)0.900桩间距(m)2.500混凝土强度等级级C25有无冠梁有├冠梁宽度(m))0.900├冠梁高度(m))0.600└水平侧向刚度((MN/mm)0.045放坡级数1超载个数2--------------------------------------------------------------------------------------[放坡信息]--------------------------------------------------------------------------------------坡号台宽(m)坡高(m)坡度系数10.1003.0000.200--------------------------------------------------------------------------------------[超载信息]--------------------------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式长度序号(kPa,kN//m)(m)(m)(m)(m)110.0000.00010.0001.000------2105.00002.00010.00013.000--------------------------------------------------------------------------------------------[土层信息]--------------------------------------------------------------------------------------土层数4坑内加固土否内侧降水最终深深度(m)13.500外侧水位深度((m)13.500内侧水位是否随随开挖过程程变化否弹性法计算方法法m法-----------------