保障性住房项目（二期）公租房、限价房及公建配套工程（标段一）边坡支护设计计算书

编制说明一、设计依据1、场地岩土工程勘察报告：《萝岗中心城区保障性住房项目（三标）边坡岩土工程勘察报告》，华南理工大学建筑设计研究院勘察工程有限公司（2014.05）《萝岗中心城区保障性住房项目（三标）边坡岩土工程补充勘察报告》，广州华工大勘察工程有限公司，2018年4月《萝岗中心城区保障性住房项目四标段岩土工程勘察报告》（广州地质勘察基础工程公司，2013.05）《萝岗中心城区保障性住房项目四标段岩土工程勘察报告（补充勘察）》（广州地质勘察基础工程公司，2017.12）；2、执行规范、规程、标准、规定：中华人民共和国国家标准《岩土锚杆与喷射混凝土支护工程技术规范》（GB50086-2015）；中华人民共和国国家标准《建筑边坡工程技术规范》GB50330-2013；《混凝土结构设计规范》（GB50010-2010）；《建筑桩基技术规范》（JGJ94-2008）；《城市绿化工程施工和验收规范》（DB440100/T114-2007）；《岩土锚杆（索）技术规程》（CECS22：2005）；《建筑地基基础设计规范》（GB50007-2011）；理正岩土分析计算软件二、设计等级边坡安全等级设计为二级，边坡主要采用放坡+锚拉格构，无放坡位置且须填土的区域采用悬臂式挡土墙、扶壁式挡土墙、桩板墙支护方案。三、设计参数各岩土层主要设计参数一览表表3.1

成因类型岩土层名称状态层号承载力特征值ƒa(kPa)岩石抗压强度ƒr(MPa)重度γkN/m3凝聚力C(kPa)内摩擦角φ（度）压缩模量Es(MPa)变形模量E0(MPa)土(岩)与锚固体极限摩阻力标准值qs(kPa)土（岩）体与锚固体粘结强度特征值ƒrb(kPa)Qml素填土松散190＊/18.0＊5＊8＊//20/Qal淤泥质土流-软塑2-160/17.010.55.22.62/20/Qel砂质粘性土可塑3-1180/18.420.214.03.8623.07023砂质粘性土硬塑3-2220/18.925.819.64.3649.98028r花岗岩全风化4-1400/20.0＊40＊25＊8＊100.512042强风化4-2650/21.0*80*28*10170.420080中等风化4-3300025.7/3500*41*//350300微风化4-41000081.8/////450800四、各剖面理正计算1.2-2剖面[支护方案]锚杆格构梁支护[控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数5坡面线号水平投影(m)竖直投影(m)超载数17.1220.0000210.75010.755032.3022.303042.4210.5210510.7105.1360[土层信息]坡面节点数6编号X(m)Y(m)00.0000.000-17.1220.000-217.87210.755-320.17513.058-422.59513.579-533.30518.715附加节点数14编号X(m)Y(m)10.000-4.36328.165-4.35039.883-3.710422.0724.098523.3314.514633.3054.514733.30512.490823.27212.49090.000-9.8001033.305-9.8001133.3051.1001223.3311.100138.165-5.950140.000-5.975不同土性区域数4区号重度饱和重度粘结强度孔隙水压节点(kN/m3)(kN/m3)(kpa)力系数编号118.40025.000(-1,0,1,2,3,4,5,6,7,8,-2,)218.0000.001(-4,-3,-2,8,7,-5,)321.000800.000(9,10,11,12,13,14,)420.00042.000(14,13,12,11,6,5,4,3,2,1,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)123.00016.00025.0008.00033500.00041.000440.00025.000区号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1234不考虑水的作用[筋带信息]采用锚杆锚杆道数:6筋带力调整系数:1.000筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段法向力发高度(m)(m)(m) (度)力(kN) 长度(m)直径(m)挥系数11.002.5012.0020.00110.0012.000.130.5023.002.5015.0020.00130.0015.000.130.5035.002.5015.0020.00130.0015.000.130.5047.002.5015.0020.00130.0015.000.130.5059.002.5015.0020.00130.0015.000.130.50611.002.5015.0020.00130.0015.000.130.50[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定滑弧三点坐标计算安全系数条分法的土条宽度:1.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(9.036,11.798)(m)滑动半径=11.928(m)滑动安全系数=1.396起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)7.1438.118-6.7740.98323.00016.009.800.000.000.000.000.00-1.1625.390.000.008.1189.094-2.0700.97623.00016.0028.660.000.000.000.000.00-1.0430.670.000.009.09410.0692.6210.97723.00016.0046.090.000.000.000.000.002.1135.670.000.0010.06911.0447.3290.98423.00016.0062.080.000.000.000.000.007.9240.280.000.0011.04412.02012.0880.99823.00016.0076.590.000.000.000.000.0016.0444.420.000.0012.02012.99516.9341.02023.00016.0089.570.000.000.000.000.0026.0948.030.000.0012.99513.97121.9091.05223.00016.00100.890.000.000.000.000.0037.6551.030.000.0013.97114.94627.0671.09623.00016.00110.410.000.000.000.000.0050.2453.390.000.0014.94615.92132.4761.15723.00016.00117.880.000.000.000.000.0063.3055.120.000.0015.92116.89738.2381.24223.00016.00122.930.000.000.000.000.0076.0856.260.000.0016.89717.87244.5091.36823.00016.00124.940.000.000.000.000.0087.5957.020.000.0017.87219.02352.3241.88623.00016.00143.880.000.000.000.000.00113.8768.580.000.0019.02320.17562.9432.53623.00016.00128.250.000.000.000.000.00114.2175.050.000.0020.17520.96479.5164.36523.00016.0050.100.000.000.000.000.0049.26103.010.000.00筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值 长度(m)度(度)力(kN)力(kN)11077.614110.000抗拉力9.09928.73238.58221.15221606.399130.000抗拉力10.08848.54834.42438.97531170.086130.000抗拉力9.55363.44223.25046.5134145.518130.000抗拉力9.81576.57212.07650.5785122.185130.000抗拔力10.68589.0060.84748.8676123.675130.000抗拔力12.113101.3930.00048.495总的下滑力=642.174(kN)总的抗滑力=896.756(kN)土体部分下滑力=642.174(kN)土体部分抗滑力=751.077(kN)（注意：土体部分抗滑力=土体底部抗滑力+土体竖向抗滑力）土体底部抗滑力=743.924(kN)土体竖向抗滑力=7.153(kN)筋带在滑弧切向产生的抗滑力=109.179(kN)筋带在滑弧法向产生的抗滑力 =36.500(kN)============================================================================2.3-3剖面[支护方案]锚杆格构梁支护[控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数17.1220.000023.6653.665034.1564.1560414.9543.9570[土层信息]坡面节点数5编号X(m)Y(m)00.0000.000-17.1220.000-210.7873.665-314.9437.821-429.89711.777附加节点数16编号X(m)Y(m)10.000-8.99228.087-8.950313.891-2.390414.598-1.952521.1232.098629.8972.098729.8977.195821.0987.195920.0467.007100.000-12.410119.134-12.4101214.067-2.4671312.359-12.4101421.129-4.5001529.897-4.5001629.897-12.410不同土性区域数5区号重度饱和重度粘结强度孔隙水压节点(kN/m3)(kN/m3)(kpa)力系数编号118.40025.000(-1,0,1,2,3,4,5,6,7,8,9,-2,)218.0000.001(-4,-3,-2,9,8,7,)320.00042.000(2,1,10,11,12,4,3,)421.00080.000(6,5,4,12,11,13,14,15,)521.000800.000(14,13,16,15,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)123.00016.00025.0008.000340.00025.000480.00028.00053500.00041.000区号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值12345不考虑水的作用[筋带信息]采用锚杆锚杆道数:4筋带力调整系数:1.000筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段法向力发高度(m)(m)(m) (度)力(kN) 长度(m)直径(m)挥系数11.002.5012.0020.00110.0012.000.130.5023.002.5015.0020.00130.0015.000.130.5035.002.5015.0020.00130.0015.000.130.5047.002.5015.0020.00130.0015.000.130.50[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定滑弧三点坐标计算安全系数条分法的土条宽度:1.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(7.805,11.372)(m)滑动半径=11.371(m)滑动安全系数=1.679起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)7.1428.053-1.0470.91223.00016.007.780.000.000.000.000.00-0.1423.200.000.008.0538.9653.5510.91323.00016.0022.730.000.000.000.000.001.4127.510.000.008.9659.8768.1730.92123.00016.0036.440.000.000.000.000.005.1831.520.000.009.87610.78712.8490.93523.00016.0048.880.000.000.000.000.0010.8735.170.000.0010.78711.82617.9571.09223.00016.0069.020.000.000.000.000.0021.2843.950.000.0011.82612.86523.5661.13423.00016.0081.050.000.000.000.000.0032.4047.380.000.0012.86513.90429.4291.19323.00016.0090.700.000.000.000.000.0044.5750.100.000.0013.90414.94335.6581.27923.00016.0097.560.000.000.000.000.0056.8752.150.000.0014.94315.93142.2471.33623.00016.0089.600.000.000.000.000.0060.2449.750.000.0015.93116.92049.4471.52223.00016.0075.730.000.000.000.000.0057.5449.110.000.0016.92017.90857.9831.86723.00016.0055.640.000.000.000.000.0047.1751.390.000.0017.90818.89769.9812.8955.6968.3122.170.000.000.000.000.0020.8317.600.000.00筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值 长度(m)度(度)力(kN)力(kN)1200.489110.000抗拉力9.81032.05337.29323.3512263.004130.000抗拉力11.13851.52832.35140.7123241.107130.000抗拉力10.79866.62820.62847.7334129.620130.000抗拔力11.22880.1398.88051.082总的下滑力=358.219(kN)总的抗滑力=601.360(kN)土体部分下滑力=358.219(kN)土体部分抗滑力=478.857(kN)筋带在滑弧切向产生的抗滑力=99.151(kN)筋带在滑弧法向产生的抗滑力 =23.352(kN)============================================================================3.4-4剖面[支护方案]锚杆格构梁支护[控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数16.4380.000024.6014.600032.6012.600049.2752.8970[土层信息]坡面节点数5编号X(m)Y(m)00.0000.000-16.4380.000-211.0394.600-313.6397.200-422.91410.097附加节点数6编号X(m)Y(m)10.000-10.84520.437-10.84539.0360.226422.9140.226522.9144.600622.914-10.845不同土性区域数3区号重度饱和重度粘结强度孔隙水压节点(kN/m3)(kN/m3)(kpa)力系数编号118.90028.000(0,1,2,3,4,5,-2,-1,)218.0000.001(-4,-3,-2,5,)321.000300.000(3,2,6,4,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)125.80019.60025.0008.000380.00028.000区号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值123不考虑水的作用[筋带信息]采用锚杆锚杆道数:3筋带力调整系数:1.000筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段法向力发高度(m)(m)(m) (度)力(kN) 长度(m)直径(m)挥系数11.002.509.0020.0080.009.000.130.5023.002.509.0020.0080.009.000.130.5035.002.509.0020.0080.009.000.130.50[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定滑弧三点坐标计算安全系数条分法的土条宽度:1.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(7.822,7.499)(m)滑动半径=7.946(m)滑动安全系数=2.443起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)5.1956.438-14.6651.28625.80019.603.820.000.000.000.000.00-0.9734.490.000.006.4387.358-6.6870.92725.80019.6014.590.000.000.000.000.00-1.7029.080.000.007.3588.278-0.0260.92125.80019.6031.530.000.000.000.000.00-0.0134.980.000.008.2789.1986.6350.92764.74925.6447.230.000.000.000.000.005.4682.530.000.009.19810.11913.3890.94680.00028.0060.630.000.000.000.000.0014.04107.070.000.0010.11911.03920.3410.98278.97827.8471.220.000.000.000.000.0024.76112.820.000.0011.03911.90627.4040.97725.80019.6074.620.000.000.000.000.0034.3548.800.000.0011.90612.77234.7331.05625.80019.6079.540.000.000.000.000.0045.3250.510.000.0012.77213.63942.8031.18325.80019.6081.570.000.000.000.000.0055.4251.820.000.0013.63914.70453.5361.79425.80019.6089.050.000.000.000.000.0071.6265.140.000.0014.70415.76875.0034.16010.96011.3250.300.000.000.000.000.0048.5948.200.000.00筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值 长度(m)度(度)力(kN)力(kN)1727.93080.000抗拉力5.94138.26825.12419.8192156.17880.000抗拉力5.01362.45214.80028.372361.58980.000抗拔力5.38681.9603.44624.393总的下滑力=296.867(kN)总的抗滑力=725.299(kN)土体部分下滑力=296.867(kN)土体部分抗滑力=667.266(kN)（注意：土体部分抗滑力=土体底部抗滑力+土体竖向抗滑力）土体底部抗滑力=665.436(kN)土体竖向抗滑力=1.830(kN)筋带在滑弧切向产生的抗滑力=43.369(kN)筋带在滑弧法向产生的抗滑力 =14.663(kN)============================================================================4.5-5剖面[支护方案]锚杆格构梁支护[控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数5坡面线号水平投影(m)竖直投影(m)超载数16.6060.000024.6554.654032.0662.066048.0911.500057.5210.0000[土层信息]坡面节点数6编号X(m)Y(m)00.0000.000-16.6060.000-211.2614.654-313.3276.720-421.4188.220-528.9398.220附加节点数23编号X(m)Y(m)10.000-3.78024.844-3.77836.568-3.469419.6390.699521.3781.014628.9391.014728.9396.913821.3536.913919.5396.660100.000-9.180115.030-9.1591210.336-8.1071318.866-6.0331421.159-5.7071528.939-5.707160.000-13.880175.233-13.832187.039-13.5211919.539-10.2622021.337-9.9902128.939-9.990220.000-16.8732328.939-16.873不同土性区域数5区号重度饱和重度粘结强度孔隙水压节点(kN/m3)(kN/m3)(kpa)力系数编号118.40023.000(-1,0,1,2,3,4,5,6,7,8,9,-2,)218.0000.001(-4,-3,-2,9,8,7,-5,)318.90028.000(2,1,10,11,12,13,14,15,6,5,4,3,)420.00042.000(11,10,16,17,18,19,20,21,15,14,13,12,)521.00080.000(17,16,22,23,21,20,19,18,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)120.20014.00025.0008.000325.80019.600440.00025.000580.00028.000区号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值12345不考虑水的作用[筋带信息]采用锚杆锚杆道数:3筋带力调整系数:1.000筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段法向力发高度(m)(m)(m) (度)力(kN) 长度(m)直径(m)挥系数11.002.5012.0020.00110.0012.000.130.5023.002.5015.0020.00130.0015.000.130.5035.002.5015.0020.00130.0015.000.130.50[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定滑弧三点坐标计算安全系数条分法的土条宽度:1.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(7.721,10.180)(m)滑动半径=10.349(m)滑动安全系数=1.655起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)5.8606.606-8.2710.75420.20014.000.750.000.000.000.000.00-0.1115.420.000.006.6067.537-3.5990.93320.20014.0010.330.000.000.000.000.00-0.6521.420.000.007.5378.4681.5630.93220.20014.0026.560.000.000.000.000.000.7225.440.000.008.4689.3996.7380.93820.20014.0041.340.000.000.000.000.004.8529.180.000.009.39910.33011.9690.95220.20014.0054.660.000.000.000.000.0011.3332.560.000.0010.33011.26117.3050.97520.20014.0066.420.000.000.000.000.0019.7635.520.000.0011.26112.29423.1161.12420.20014.0085.260.000.000.000.000.0033.4742.250.000.0012.29413.32729.5151.18820.20014.0094.820.000.000.000.000.0046.7144.570.000.0013.32714.42736.5981.37120.20014.0099.110.000.000.000.000.0059.0947.530.000.0014.42715.52744.6771.54820.20014.0084.000.000.000.000.000.0059.0646.160.000.0015.52716.62654.1691.88120.20014.0061.740.000.000.000.000.0050.0647.010.000.0016.62617.72667.2842.85712.11910.8126.620.000.000.000.000.0024.5536.580.000.00筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值 长度(m)度(度)力(kN)力(kN)199.402110.000抗拔力9.37533.13633.29521.7342115.231130.000抗拔力10.87053.86727.17937.2273107.331130.000抗拔力10.69970.00514.68040.345总的下滑力=308.855(kN)总的抗滑力=511.169(kN)土体部分下滑力=308.855(kN)土体部分抗滑力=423.636(kN)筋带在滑弧切向产生的抗滑力=75.154(kN)筋带在滑弧法向产生的抗滑力 =12.380(kN)5.6-6剖面[支护方案]锚杆格构梁支护[控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数15.3520.000025.9005.9000314.9713.444043.6661.6560[土层信息]坡面节点数5编号X(m)Y(m)00.0000.000-15.3520.000-211.2525.900-326.2239.344-429.88811.000附加节点数5编号X(m)Y(m)1-0.000-6.500217.138-6.500329.888-1.8744-0.000-16.467529.888-16.467不同土性区域数2区号重度饱和重度粘结强度孔隙水压节点(kN/m3)(kN/m3)(kpa)力系数编号118.40023.000(-1,0,1,2,3,-4,-3,-2,)220.00042.000(2,1,4,5,3,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)120.20014.000240.00025.000区号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值12不考虑水的作用[筋带信息]采用锚杆锚杆道数:3筋带力调整系数:1.000筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段法向力发高度(m)(m)(m) (度)力(kN) 长度(m)直径(m)挥系数11.002.5012.0020.00110.0012.000.130.5023.002.5015.0020.00130.0015.000.130.5035.002.5015.0020.00130.0015.000.130.50[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:给定滑弧三点坐标计算安全系数条分法的土条宽度:1.000(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(7.822,7.499)(m)滑动半径=7.946(m)滑动安全系数=1.830起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)5.1955.352-18.7070.16620.20014.000.080.000.000.000.000.00-0.023.360.000.005.3526.335-14.4471.01620.20014.0012.150.000.000.000.000.00-3.0323.460.000.006.3357.319-7.2070.99220.20014.0033.350.000.000.000.000.00-4.1828.280.000.007.3198.302-0.0840.98420.20014.0052.280.000.000.000.000.00-0.0832.910.000.008.3029.2857.0380.99120.20014.0068.990.000.000.000.000.008.4537.100.000.009.28510.26914.2731.01520.20014.0083.420.000.000.000.000.0020.5740.670.000.0010.26911.25221.7541.05920.20014.0095.400.000.000.000.000.0035.3643.490.000.0011.25212.37630.2711.30320.20014.00111.040.000.000.000.000.0055.9750.230.000.0012.37613.50040.2881.47620.20014.0099.750.000.000.000.000.0064.5048.780.000.0013.50014.62452.2401.84020.20014.0080.250.000.000.000.000.0063.4449.410.000.0014.62415.74872.3983.75120.20014.0033.960.000.000.000.000.0032.3778.340.000.00筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值 长度(m)度(度)力(kN)力(kN)179.205110.000抗拔力8.43233.70726.35617.582295.800130.000抗拔力10.19959.38519.51532.978397.936130.000抗拔力10.42679.2437.31238.486总的下滑力=273.344(kN)总的抗滑力=500.310(kN)土体部分下滑力=273.344(kN)土体部分抗滑力=436.026(kN)筋带在滑弧切向产生的抗滑力=53.183(kN)筋带在滑弧法向产生的抗滑力 =11.101(kN)============================================================================6.7-7剖面[支护方案]桩板墙支护7.8-8剖面[支护方案]扶壁式挡土墙支护墙身尺寸:墙身总高:4.500(m)墙宽:0.300(m)墙趾悬挑长DL:1.000(m)墙踵悬挑长DL1:3.000(m)底板高DH:0.500(m)墙趾端部高DH0:0.500(m)扶肋间距:5.000(m)扶肋厚:0.500(m)扶壁两端墙面板悬挑长度:1.845(m)设防滑凸榫:防滑凸榫尺寸BT1:0.700(m)防滑凸榫尺寸BT:0.900(m)防滑凸榫尺寸HT:0.300(m)防滑凸榫被动土压力修正系数:1.000防滑凸榫容许弯曲拉应力:0.500(MPa)防滑凸榫容许剪应力:0.990(MPa)钢筋合力点到外皮距离:50(mm)墙趾埋深:1.200(m)物理参数:混凝土墙体容重:25.000(kN/m3)混凝土强度等级:C30纵筋级别:HRB400抗剪腹筋级别:HRB335裂缝计算钢筋直径:20(mm)场地环境:一般地区墙后填土内摩擦角:14.000(度)墙后填土粘聚力:20.200(kPa)墙后填土容重:18.400(kN/m3)墙背与墙后填土摩擦角:5.000(度)地基土容重:18.400(kN/m3)修正后地基承载力特征值:180.000(kPa)地基承载力特征值提高系数:墙趾值提高系数:1.000墙踵值提高系数:1.000平均值提高系数:1.000墙底摩擦系数:0.500地基土类型:土质地基地基土内摩擦