粮站地块新建地下停车库、社区服务中心工程项目基坑边坡（变更）设计计算书

③：粘聚力取45kPa，内摩擦角取16°（经验值）在无外倾结构面影响情况下，基坑边坡开挖临时坡率值如下：填土1:1.25中风化泥岩1:0.50中风化砂岩1:0.25根据地质调查报告及据试验成果统计分析、本次勘察野外鉴别及地区工程经验，本工程场地设计所需的各岩土参数建议取值。3防治工程设计3.1设计思路本场地基坑边坡虽然周围存在较多已有建构筑物，安全等级较高，但后期建筑主体将承担基坑支挡的任务，基坑边坡按临时边坡进行支护方案考虑，设计方案及结构计算时主要根据周边建筑物重要性进行综合考虑。3.2方案设计根据前述章节对基坑开挖后边坡稳定性计算结果结合类似工程经验.结合基坑开挖平场后深度，本工程基坑支护方案如下：边坡支护方案一览表边坡编号坡长（m）坡高（m）坡向(°)边坡类型ab段85.820.7～23.3329挖方岩土混合边坡bc段33.223.8～24.8285挖方岩土混合边坡cd段2017236挖方岩土混合边坡def段2017146挖方岩质边坡fg段816.7191挖方岩质边坡gh段3216.7149挖方岩质边坡hi段2416.19114挖方岩质边坡ij段36.516.2127挖方岩质边坡ja段32.31756挖方岩土混合边坡3.3分项工程设计①锚拉抗滑桩A型抗滑桩：布置于ab段基坑边坡，共25根，采用2×2.5m桩身截面尺寸，桩长27.8m～32.3m，间距3.5~4m，嵌固深度为10.0m。锚索：锚索设计间距3.5m，最上排距离基坑顶部部3.0m处，单孔锚索设计为19s15.2，入射角20°，锚固段长度为6.0m，锚固体直径300mm。锚索长度详见剖面图，单根锚索施加预应力800KN，锚索设计计算见计算书。B型抗滑桩：布置于bc段基坑边坡，共9根，采用2×2.5m桩身截面尺寸，桩长33.6m，间距3.5m，嵌固深度为10.0m。锚索：锚索设计间距3.5m，最上排距离基坑顶部部3.0m处，单孔锚索设计为17s15.2，入射角20°，锚固段长度为6.0m，锚固体直径300mm。锚索长度详见剖面图，单根锚索施加预应力800KN，锚索设计计算见计算书。桩身混凝土等级C30；桩间部分设挡土板，挡土板厚15cm（岩质段）、30cm（土质段）。桩、板采用C30砼现浇。桩身内力及配筋计算见计算书。②板肋式锚杆挡墙对边坡（cd、de、ef、fg、gh、hi、ij、ja段）采用板肋式锚杆挡墙支挡，边坡放坡坡度1:0.3，锚杆钻孔直径采用φ90mm，倾角15°，行列式布置，间距2.5×2.5m，锚筋采用1根25（HRB400）钢筋，砂浆采用M30水泥砂浆，锚杆长度见各剖面布置图。对h-i-j段，由于坡顶填土较厚，最上排锚杆距离坡顶距离＞3m，最上排锚杆采用2根25mm钢筋，另加一道横梁（400*300mm），锚杆水平间距为2.0m，倾角15°。肋柱截面300mm×400mm，压顶梁截面采用300mm×400mm，混凝土等级C30，截面配筋详见大样图。面板采用C25喷射砼封闭，厚150mm，面板钢筋网为φ8@250双层双向钢筋网，面板设置φ75泄水孔，泄水孔间距2.5m×2.5m，且优先设置于裂隙发育处。③抗滑桩兼作建筑桩基本工程基坑由于红线外场地限制，锚拉抗滑桩采用一级临时边坡设计，使用年限为不超过2年。在完成基坑抗滑桩支挡后，抗滑桩兼做建筑结构的桩基，和地下结构共同承担边坡推力。其后的支挡设计经建设单位与主体结构设计单位协商，由主体设计单位（华宏国际工程设计有限公司）提供计算及配筋设计。抗滑桩配筋按抗滑桩和结构柱包络设计，成桩过程中预留主体结构梁、板钢筋。待基坑开挖完成后，主体结构钢筋与预留钢筋连接，二次浇筑砼，使其成为主体结构柱，共同支档下滑力。因主体结构后于基坑支护，基坑施工前业主方应告知施工单位边坡施工时应配合主体施工图施工。④截排水设计基坑坡底设置排水沟，并在基坑内设置集水坑，设置水泵将水排出。排水沟尺寸400×400mm，侧壁和底板厚度200mm，采用C20混凝土浇筑。4.板肋式锚杆挡墙计算对边坡（cd、de、ef、fg、gh、hi、ij、ja段）采用板肋式锚杆挡墙支挡，边坡放坡坡度1:0.15，锚杆钻孔直径采用φ110mm，倾角15°，行列式布置，间距2.5×2.5m，锚筋采用1根25（HRB400）钢筋，砂浆采用M30水泥砂浆，锚杆长度见各剖面布置图。肋柱截面300mm×400mm，压顶梁截面采用300mm×400mm，混凝土等级C30，截面配筋详见大样图。面板采用C25喷射砼封闭，厚150mm，面板钢筋网为φ8@250双层双向钢筋网，面板设置φ100泄水孔，泄水孔间距2.5m×2.5m，且优先设置于裂隙发育处。剖面编号重度挡土墙高内摩擦角（计算岩体为等效内摩擦角）土的粘聚力均布何载土、墙摩擦角填土表面倾角墙背面倾角滑裂面倾角KqηrHψCqδ（查表6.2.3）βa（注意俯斜式与仰斜式角度θKqη3.14/180K1K2K3K4校核Kakn/m3m°kpakn/m2°°°°常数常数计算常数1-123.917610015339961100.021.111.190.001.160.0378主动土压力系数主动土压力合力（相应于荷载标准组合）每延米侧向主动岩土压力合力水平分力分量Y向侧向岩土压力修正系数每延米侧向主动岩土压力合力水平分力修正值相应于作用的标准组合时侧向岩土压力水平分力修正值锚杆水平间距锚杆竖向间距竖肋荷载集度（均布荷载）锚杆水平拉力标准值锚杆入射角KaEaEahEpyβ2E'ahe'ahHtkaKN/MKNKN常数KNkn/m2mmkn/m°0.0378130.68129.9613.661.00129.968.492.502.5021.2453.0915.00相应于作用的标准组合时锚杆轴向拉力锚杆杆体抗拉安全系数计算所需钢筋截面积锚固体抗拔安全系数锚固体直径锚固体长度锚杆根数锚杆钢筋直径粘结强度折减系数锚固体长度拟选钢筋面积计算配筋数量NakKbAskDLa(砂浆-地层)nd1根=1,2根=0.85，三根=0.7La(砂浆-钢筋)sn实际钢筋根数kn常数mm2常数mmm根mm常数mmm2根54.961.8274.812.00110.001.331.0025.001.000.23490.90.561经计算，锚杆采用1根25mm（HRB400）钢筋，锚杆间距2.5m×2.5m，锚杆锚固段长度取3m、4m交叉布置，详见剖面图。其中最下排锚杆长度5m。5.锚拉抗滑桩计算5.1A型锚拉桩计算抗滑动桩验算计算项目：人和4-4（7.10）原始条件:墙身尺寸:桩总长:32.300(m)嵌入深度:10.000(m)截面形状:方桩桩宽:2.000(m)桩高:2.500(m)桩间距:3.500(m)嵌入段土层数:1桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数150.00023.91060.00800.00300.0001.000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锚索3.00012.21020.00300800.002100.002锚索3.50014.54020.00300800.002100.003锚索3.50017.62020.00300800.002100.004锚索3.50022.90020.00300800.002100.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:90(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:60.000(度)墙背与墙后填土摩擦角:29.000(度)墙后填土容重:23.900(kN/m3)横坡角以上填土的土摩阻力(kPa):800.00横坡角以下填土的土摩阻力(kPa):800.00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)187.0000.000地面横坡角度:15.000(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2520.000(kN/m)桩前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，库仑土压力分项(安全)系数=1.350,滑坡推力分项(安全)系数=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=395.516(kN/m)下部=395.516(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。[锚杆内力标准值]第1道锚索水平拉力=1446.800(kN)距离桩顶3.000(m)第2道锚索水平拉力=1415.879(kN)距离桩顶6.500(m)第3道锚索水平拉力=1367.225(kN)距离桩顶10.000(m)第4道锚索水平拉力=1319.845(kN)距离桩顶13.500(m)[桩内力设计值]点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-62.2520.50049.439-197.758-60.7031.000197.758-395.516-59.1541.500444.955-593.274-57.6052.000791.031-791.031-56.0662.5001235.987-988.789-54.5173.0001779.821-1186.547-52.9783.5001699.13462.495-51.4494.0001717.326-135.263-49.91104.5001834.396-333.021-48.39115.0002050.346-530.779-46.87125.5002365.175-728.536-45.36136.0002778.883-926.294-43.85146.5003291.469-1124.052-42.36157.0003194.99594.069-40.87167.5003197.400-103.689-39.40178.0003298.684-301.446-37.93188.5003498.846-499.204-36.48199.0003797.888-696.962-35.04209.5004195.809-894.720-33.612110.0004692.608-1092.478-32.192210.5004604.67476.989-30.792311.0004615.619-120.769-29.402411.5004725.443-318.527-28.032512.0004934.146-516.285-26.672612.5005241.728-714.043-25.332713.0005648.188-911.800-24.012813.5006153.528-1109.558-22.702914.0186097.6655.549-21.373014.5356147.783-199.188-20.063115.0536303.883-403.926-18.773215.5716565.965-608.664-17.503316.0886934.030-813.401-16.253416.6067408.075-1018.139-15.033517.1247988.102-1222.876-13.833617.6418674.111-1427.614-12.663718.1599466.102-1632.351-11.523818.67610364.073-1837.089-10.423919.19411368.027-2041.826-9.354019.71212477.967-2246.564-8.314120.22913693.885-2451.302-7.324220.74715015.784-2656.039-6.384321.26516443.664-2860.776-5.494421.78217977.527-3065.514-4.664522.30019617.371-3270.251-3.884622.80020815.666-1676.597-3.204723.30021293.969-375.389-2.584823.80021191.055663.537-2.034924.30020630.4321470.645-1.555024.80019720.4082075.950-1.145125.30018554.4822508.431-0.785225.80017211.9792795.595-0.495326.30015758.8872963.159-0.255426.80014248.8193034.841-0.075527.30012724.0463032.2400.085627.80011216.5792974.7750.185728.3009749.2712879.6910.245828.8008336.8892762.0940.285929.3006987.1762635.0210.296029.8005701.8672509.5210.276130.3004477.6552394.7440.246230.8003307.1232298.0340.196331.3002179.6222225.0060.136431.8001082.1162179.6220.076532.3000.0001082.116-0.00(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.000100001000038120.500100001000038131.000100001000038141.500100001000038152.000100001000038162.500100001000038173.000100001000038183.500100001000038194.0001000010000381104.5001000010000381115.0001000010000381125.5001000010000381136.0001000010000381146.5001000010000381157.0001000010000381167.5001000010000381178.0001000010000381188.5001000010000381199.0001000010000381209.50010000100003812110.00010000100003812210.50010000100003812311.00010000100003812411.50010000100003812512.00010000100003812612.50010000100003812713.00010000100003812813.50010000100003812914.01810000100003813014.53510000100003813115.05310000100003813215.57110000100003813316.08810000100003813416.60610000100003813517.12410000100003813617.64110000103723813718.15910000112883813818.67610000123333813919.19410000135083814019.71210000148163814120.22910000162593814220.74710000178413814321.26510000195653814421.78210000214363814522.30010000234573814622.80010000249493814723.30010000255483814823.80010000254193814924.30010000247183815024.80010000235853815125.30010000221453815225.80010000205003815326.30010000187373815426.80010000169223815527.30010000151073815627.80010000133313815728.30010000116173815828.80010000100003815929.30010000100003816029.80010000100003816130.30010000100003816230.80010000100003816331.30010000100003816431.80010000100003816532.3001000010000381=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为22.300(m)处的库仑主动土压力第1破裂角：75.000(度)Ea=1291.430Ex=1129.510Ey=626.098(kN)作用点高度Zy=7.433(m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。[锚杆内力标准值]第1道锚索水平拉力=800.000(kN)距离桩顶3.000(m)第2道锚索水平拉力=800.000(kN)距离桩顶6.500(m)第3道锚索水平拉力=800.000(kN)距离桩顶10.000(m)第4道锚索水平拉力=800.000(kN)距离桩顶13.500(m)[桩内力设计值]点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.00011.2920.5000.447-2.68310.8331.0003.577-10.73210.3741.50012.074-24.1479.9152.00028.619-42.9289.4462.50055.896-67.0758.9873.00096.588599.3808.5283.500-194.606564.5018.0694.000-467.018524.2567.60104.500-717.967478.6457.14115.000-944.769427.6686.68125.500-1144.741371.3246.22136.000-1315.199309.6155.77146.500-1453.461965.1335.32157.000-1918.141892.6924.88167.500-2345.259814.8854.45178.000-2732.132731.7124.02188.500-3076.077643.1723.60199.000-3374.410549.2673.19209.500-3624.449449.9962.792110.000-3823.5111103.0902.402210.500-4347.779993.0872.022311.000-4815.704877.7171.662411.500-5224.602756.9821.322512.000-5571.791630.8800.992612.500-5854.587499.4130.672713.000-6070.309362.5790.382813.500-6216.2721017.8940.112914.018-6703.863865.023-0.153014.535-7110.833706.399-0.393115.053-7434.202542.024-0.613215.571-7670.995371.898-0.803316.088-7818.234196.020-0.963416.606-7872.94114.391-1.103517.124-7832.141-172.989-1.203617.641-7692.854-366.121-1.293718.159-7452.105-565.005-1.343818.676-7106.916-769.640-1.373919.194-6654.309-980.027-1.384019.712-6091.306-1196.165-1.364120.229-5414.933-1418.055-1.324220.747-4622.210-1645.696-1.274321.265-3710.162-1879.088-1.204421.782-2675.810-2118.232-1.114522.300-1516.177-2363.127-1.024622.800-449.088-1926.753-0.924723.300410.576-1533.771-0.824823.8001084.683-1184.255-0.734924.3001594.831-877.173-0.645024.8001961.856-610.630-0.555125.3002205.461-382.098-0.475225.8002343.954-188.605-0.395326.3002394.066-26.897-0.335426.8002370.851106.417-0.275527.3002287.648214.752-0.215627.8002156.099301.449-0.175728.3001986.199369.697-0.135828.8001786.401422.471-0.105929.3001563.729462.480-0.086029.8001323.922492.131-0.066130.3001071.598513.501-0.046230.800810.421528.311-0.036331.300543.286537.915-0.026431.800272.506543.286-0.016532.3000.000272.506-0.00(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.000100001000038120.500100001000038131.000100001000038141.500100001000038152.000100001000038162.500100001000038173.000100001000038183.500100001000038194.0001000010000381104.5001000010000381115.0001000010000381125.5001000010000381136.0001000010000381146.5001000010000381157.0001000010000381167.5001000010000381178.0001000010000381188.5001000010000381199.0001000010000381209.50010000100003812110.00010000100003812210.50010000100003812311.00010000100003812411.50010000100003812512.00010000100003812612.50010000100003812713.00010000100003812813.50010000100003812914.01810000100003813014.53510000100003813115.05310000100003813215.57110000100003813316.08810000100003813416.60610000100003813517.12410000100003813617.64110000100003813718.15910000100003813818.67610000100003813919.19410000100003814019.71210000100003814120.22910000100003814220.74710000100003814321.26510000100003814421.78210000100003814522.30010000100003814622.80010000100003814723.30010000100003814823.80010000100003814924.30010000100003815024.80010000100003815125.30010000100003815225.80010000100003815326.30010000100003815426.80010000100003815527.30010000100003815627.80010000100003815728.30010000100003815828.80010000100003815929.30010000100003816029.80010000100003816130.30010000100003816230.80010000100003816331.30010000100003816431.80010000100003816532.3001000010000381软件版本:理正岩土6.5PB4抗滑动桩验算计算项目：抗滑桩锚杆设计原始条件:锚杆号锚杆类型竖向间距入射角锚固体水平预加水平刚度筋浆强度(m)(°)直径(mm)力(kN)(MN/m)fb(kPa)1锚索3.0020.00300800.00012.212100.002锚索3.5020.00300800.00014.542100.003锚索3.5020.00300800.00017.622100.004锚索3.5020.00300800.00022.902100.00锚杆设计条件:锚杆自由长度计算参数：嵌入点到土压力零点t(m)0.000土体破裂角计算值(度)75.00土体破裂角采用值(度)15.00锚杆控制参数：锚杆杆体抗拉安全系数2.2锚杆所在岩土类型岩石锚固体抗拔安全系数2.60锚杆钢筋等级HRB400自由长超过破裂面长(m)1.5锚杆材料弹模(105MPa)2.00自由构造长度(m)2.0锚索类型1×7锚固构造长度(m)5.0锚索钢筋强度(MPa)1320.00锚索材料弹模(105MPa)1.95注浆体弹模(104MPa)3.00锚杆水平内力取值：内力取值工况号①滑坡推力作用情况锚杆号锚杆最大锚杆最大锚杆最大锚杆内力锚杆内力内力①(kN)内力②(kN)内力③(kN)标准值(kN)实用值(kN)11446.80800.001446.801446.8021415.88800.001415.881415.8831367.22800.001367.221367.2241319.84800.001319.841319.84锚杆设计结果:钢筋类型对应关系：d-HPB300,D-HRB335,E-HRB400,F-RRB400,G-HRB500,Q-HRBF400,R-HRBF500锚杆支护钢筋或自由段长度锚固段长度自由段长度锚固段长度实配[计算]锚杆刚度号类型钢绞线配筋计算值(m)计算值(m)实用值(m)实用值(m)面积(mm2)(MN/m)1锚索19s15.235.55.535.56.02660.0[2566.1]12.902锚索19s15.229.55.529.56.02660.0[2511.2]15.533锚索19s15.223.55.523.56.02660.0[2425.0]19.494锚索19s15.217.55.017.56.02660.0[2340.9]26.175.2B型锚拉桩计算抗滑动桩验算计算项目：人和8-8（7.10）原始条件:墙身尺寸:桩总长:33.600(m)嵌入深度:10.000(m)截面形状:方桩桩宽:2.000(m)桩高:2.500(m)桩间距:3.500(m)嵌入段土层数:1桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数150.00023.91060.00800.00300.0001.000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锚索3.00011.78020.00300800.002100.002锚索3.50014.02020.00300800.002100.003锚索3.50015.10020.00300800.002100.004锚索3.50019.63020.00300800.002100.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:90(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:60.000(度)墙背与墙后填土摩擦角:29.000(度)墙后填土容重:23.900(kN/m3)横坡角以上填土的土摩阻力(kPa):800.00横坡角以下填土的土摩阻力(kPa):800.00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)187.0000.000地面横坡角度:15.000(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2220.000(kN/m)桩前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，库仑土压力分项(安全)系数=1.350,滑坡推力分项(安全)系数=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=329.237(kN/m)下部=329.237(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。[锚杆内力标准值]第1道锚索水平拉力=1292.394(kN)距离桩顶3.000(m)第2道锚索水平拉力=1278.172(kN)距离桩顶6.500(m)第3道锚索水平拉力=1203.634(kN)距离桩顶10.000(m)第4道锚索水平拉力=1187.867(kN)距离桩顶13.500(m)[桩内力设计值]点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-48.5320.50041.155-164.619-47.4131.000164.619-329.237-46.2841.500370.392-493.856-45.1652.000658.475-658.475-44.0462.5001028.867-823.093-42.9273.0001481.568-987.712-41.8083.5001370.382140.063-40.6994.0001341.505-24.555-39.58104.5001394.937-189.174-38.47115.0001530.678-353.793-37.37125.5001748.729-518.411-36.28136.0002049.090-683.030-35.19146.5002431.759-847.649-34.11157.0002257.653265.904-33.03167.5002165.855101.286-31.96178.0002156.367-63.333-30.90188.5002229.188-227.952-29.85199.0002384.318-392.570-28.80209.5002621.758-557.189-27.762110.0002941.507-721.807-26.732210.5002741.749317.208-25.712311.0002624.299152.589-24.702411.5002589.159-12.029