社会福利院综合楼边坡结构计算书

社会福利院综合楼边坡计算书装装订线EF（非地下室段）边坡稳定性分析EF’段边坡：土质段：边坡坡体上部为素填土，厚为8.5m，下部为泥岩。基岩面埋深较大，岩土界面坡角约8～16°，边坡直立开挖后，存在沿岩土界面滑移失稳的可能性，边坡不稳定。岩质段：直立切坡后根据赤平投影图(图一)分析：层面与坡面夹角为7°，为外倾结构面，对边坡稳定性影响大，边坡可能沿层面产生滑塌破坏；L1与坡面呈大角度反向相交，对边坡稳定性影响小；L2与坡面呈大角度切向相交，对边坡稳定性影响小。边坡稳定性主要受层面控制，经计算边坡稳定性系数1.17，边坡基本稳定。坡体岩性为泥岩，岩体类型为Ⅲ类，泥岩破裂角取45°+30.37°/2=60.18°，等效内摩擦角取52°。边坡安全等级为一级，边坡安全系数为1.35。7-7剖面：沿着基岩面滑动，下滑力的计算采用《建筑边坡工程技术规范》GB50330-2013，附录A.0.3，折现滑动计算结果如下：计算结果如下：由计算可知：7-7‘剖面基岩面下滑力T=0KN/m。剖面7-7’计算简图：计算结果如下：根据计算结果，沿岩层层面滑动最不利稳定系数1.004，1.0≤1.004＜1.05，故该边坡岩体处于欠稳定状态。主动岩土压力计算其受力汇总见下表。剖面计算高度Ea1Ea2T(水平分力)7-717.90873165452.5从中取大值计算：873kn，一级边坡乘以1.1的放大系数，根据7.2.5条乘以1.15的放大系数。1.1*1.15*873=1104KN/m根据7.2.3条1.1*873=960.3KN/m抗滑桩桩后剩余下滑力水平分力取max（1104；960.3）=1104KN/m抗滑动桩验算计算项目：抗滑桩1抗滑动桩验算计算项目：抗滑桩1原始条件:墙身尺寸:桩总长:19.900(m)嵌入深度:5.000(m)截面形状:方桩桩宽:1.200(m)桩高:1.800(m)桩间距:2.500(m)嵌入段土层数:1桩底支承条件:自由计算方法: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150.00024.50052.00120.0065.0001.000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锚杆4.00017.65030.00250700.002100.002锚杆2.00020.63030.00250700.002100.003锚杆2.00024.83030.00250700.002100.004锚杆2.00031.18030.00250700.002100.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:180(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:22.000(度)墙背与墙后填土摩擦角:11.000(度)墙后填土容重:24.500(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:4折线序号水平投影长(m)竖向投影长(m)12.8502.250212.2000.00030.0000.900420.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型梯形梯形荷载(q1/q2)2.000桩后剩余下滑力水平分力1104.000(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，滑坡推力、库仑土压力分项(安全)系数=1.350=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载梯形分布桩后:上部=246.980(kN/m)下部=123.490(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。背侧最大弯矩=3847.445(kN-m)距离桩顶8.000(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1244.182(kN)距离桩顶4.000(m)最大位移=26(mm)第1道锚索水平拉力=991.295(kN)距离桩顶4.000(m)第2道锚索水平拉力=951.069(kN)距离桩顶6.000(m)第3道锚索水平拉力=913.806(kN)距离桩顶8.000(m)第4道锚索水平拉力=883.341(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)1-0.0000.0000.000-26.40-0.00020.40026.554-132.474-25.39-0.00030.800105.741-263.158-24.38-0.00041.200236.842-392.052-23.38-0.00051.600419.143-519.155-22.37-0.00062.000651.927-644.468-21.37-0.00072.400934.479-767.991-20.37-0.00082.8001266.082-889.724-19.38-0.00093.2001646.020-1009.667-18.41-0.000103.6002073.577-1127.819-17.45-0.000114.0002548.037-1244.182-16.50-0.000124.4002672.166-367.459-15.58-0.000134.8002841.765-480.241-14.69-0.000145.2003056.120-591.233-13.82-0.000155.6003314.513-700.434-12.98-0.000166.0003616.229-807.846-12.17-0.000176.4003580.12337.602-11.39-0.000186.8003585.908-66.229-10.65-0.000197.2003632.868-168.270-9.93-0.000207.6003720.285-268.520-9.26-0.000218.0003847.445546.825-8.61-0.000228.4003648.109450.155-8.00-0.000238.8003487.083355.275-7.42-0.000249.2003363.650262.185-6.88-0.000259.6003277.096170.885-6.36-0.0002610.0003226.703964.717-5.88-0.0002710.3772878.716882.010-5.45-0.0002810.7542561.604800.892-5.04-0.0002911.1312274.767721.364-4.66-0.0003011.5082017.606643.426-4.29-0.0003111.8851789.523567.077-3.94-0.0003212.2621589.918492.317-3.60-0.0003312.6381418.192419.148-3.28-0.0003413.0151273.745347.568-2.97-0.0003513.3921155.980277.577-2.67-0.0003613.7691064.295209.176-2.38-0.0003714.146998.093142.365-2.09-0.0003814.523956.77477.143-1.82-0.0003914.900939.73956.183-1.55-50.9404015.285918.13091.572-1.29-83.6464115.669869.299155.279-1.03-66.9334216.054798.685205.044-0.78-50.6954316.438711.573241.256-0.54-34.8954416.823613.104264.262-0.30-19.4844517.208508.294274.372-0.07-4.4114617.592402.049271.8440.1610.3844717.977299.183256.8920.3824.9584818.362204.440229.6780.6139.3664918.746122.508190.3210.8353.6615019.13158.039138.8971.0467.8865119.51515.66375.4501.2682.0785219.9000.00020.3621.4896.259(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)1-0.0004320432022920.4004320432022930.8004320432022941.2004320432022951.6004320432022962.0004320432022972.4004320432022982.8004320432022993.20043204320229103.60043204320229114.00043204851229124.40043205066229134.80043205360229145.20043205733229155.60043206186229166.00043206718229176.40043206654229186.80043206664229197.20043206747229207.60043206902229218.00043207128229228.40043206774229238.80043206490229249.20043206272229259.600432061202292610.000432060322292710.377432054242292810.754432048742292911.131432043812293011.508432043202293111.885432043202293212.262432043202293312.638432043202293413.015432043202293513.392432043202293613.769432043202293714.146432043202293814.523432043202293914.900432043202294015.285432043202294115.669432043202294216.054432043202294316.438432043202294416.823432043202294517.208432043202294617.592432043202294717.977432043202294818.362432043202294918.746432043202295019.131432043202295119.515432043202295219.90043204320229=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为14.900(m)处的库仑主动土压力第1破裂角：38.628(度)Ea=1447.391Ex=1420.798Ey=276.175(kN)作用点高度Zy=5.450(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。背侧最大弯矩=781.650(kN-m)距离桩顶4.000(m)面侧最大弯矩=2999.463(kN-m)距离桩顶12.638(m)最大剪力=1255.755(kN)距离桩顶14.900(m)最大位移=10(mm)第1道锚索水平拉力=849.525(kN)距离桩顶4.000(m)第2道锚索水平拉力=866.581(kN)距离桩顶6.000(m)第3道锚索水平拉力=892.843(kN)距离桩顶8.000(m)第4道锚索水平拉力=929.543(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)1-0.0000.0000.000-9.56-0.00020.4000.969-7.265-9.45-0.00030.8007.749-29.059-9.34-0.00041.20026.153-65.383-9.22-0.00051.60061.560-112.989-9.11-0.00062.000117.437-167.293-9.00-0.00072.400196.109-226.961-8.89-0.00082.800299.721-291.993-8.78-0.00093.200430.418-362.388-8.67-0.000103.600590.346-438.146-8.57-0.000114.000781.650-519.267-8.47-0.000124.400666.666243.772-8.38-0.000134.800587.348151.923-8.30-0.000145.200545.84254.711-8.22-0.000155.600544.294-47.864-8.14-0.000166.000584.848710.779-8.07-0.000176.400323.018597.476-8.01-0.000186.800107.582478.811-7.95-0.000197.200-59.315354.782-7.89-0.000207.600-175.528225.389-7.83-0.000218.000-238.911983.476-7.77-0.000228.400-604.456843.357-7.70-0.000238.800-912.882697.874-7.63-0.000249.200-1162.041547.028-7.55-0.000259.600-1349.789390.818-7.46-0.0002610.000-1473.9811158.789-7.36-0.0002710.377-1881.2861001.629-7.25-0.0002810.754-2228.457839.707-7.13-0.0002911.131-2513.697673.023-6.99-0.0003011.508-2735.214501.575-6.83-0.0003111.885-2891.210325.366-6.64-0.0003212.262-2979.891144.394-6.43-0.0003312.638-2999.463-41.340-6.20-0.0003413.015-2948.129-231.836-5.95-0.0003513.392-2824.096-427.095-5.67-0.0003613.769-2625.567-627.117-5.36-0.0003714.146-2350.748-831.900-5.04-0.0003814.523-1997.843-1041.447-4.70-0.0003914.900-1565.059-1255.755-4.34-142.3544015.285-1127.942-1027.703-3.96-257.1714115.669-774.518-820.808-3.57-231.8554216.054-496.550-635.517-3.17-206.1054316.438-285.659-472.132-2.77-180.0774416.823-133.372-330.840-2.37-153.8874517.208-31.167-211.742-1.96-127.6184617.59229.506-114.880-1.56-101.3284717.97757.202-40.257-1.15-75.0524818.36260.47312.144-0.75-48.8054918.74647.86042.350-0.35-22.5905019.13127.89650.3840.063.6005119.5159.10336.2650.4629.7745219.9000.00011.8340.8655.942(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)1-0.0004320432022920.4004320432022930.8004320432022941.2004320432022951.6004320432022962.0004320432022972.4004320432022982.8004320432022993.20043204320229103.60043204320229114.00043204320229124.40043204320229134.80043204320229145.20043204320229155.60043204320229166.00043204320229176.40043204320229186.80043204320229197.20043204320229207.60043204320229218.00043204320229228.40043204320229238.80043204320229249.20043204320229259.600432043202292610.000432043202292710.377432043202292810.754432043202292911.131479243202293011.508517543202293111.885544643202293212.262560043202293312.638563443202293413.015554543202293513.392532943202293613.769498543202293714.146451143202293814.523432043202293914.900432043202294015.285432043202294115.669432043202294216.054432043202294316.438432043202294416.823432043202294517.208432043202294617.592432043202294717.977432043202294818.362432043202294918.746432043202295019.131432043202295119.515432043202295219.90043204320229根据计算结果，桩A1型采用C30混凝土浇筑，桩嵌入稳定中风化岩层5.0m，桩背侧（临土侧）纵筋采用13Φ28（HRB400钢筋），面侧（临空侧）纵筋采用9Φ25（HRB400钢筋），纵筋保护层厚度70mm，腰筋左右两侧各采用5Φ16（HRB400钢筋），箍筋采用Φ12@200（HRB400钢筋）（四肢箍）。(钢筋不是构造的如何表达)锚索计算由上锚索桩计算知道，锚索水平内力标准值为991KN根据《建筑边坡工程计算规范》GB50330-2013第8.2.2~8.2.4，锚索大小计算见下表；锚索刚度计算见下表：故锚索采用12束1×7φs15.2钢绞线，锚孔孔径为250mm，锚入中风化岩10m，自由长度详见施工图。桩面板计算由重庆市地方标准地质灾害防治工程设计规范（DB50/5029--2004）拟化筒仓法计算抗滑桩间支挡的水平土压力，计算结果如下：单块矩形板计算(抗滑桩)项目名称构件编号日期设计校对审核执行规范:《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;Q-HRBF400;R-HRBF500按弹性板计算:1计算条件计算跨度:Lx=2.400mLy=13.800m_板厚h=200mm_不考虑板自重荷载恒载分项系数γG=1.35；活载分项系数γQ=1.40活载调整系数γl=1.00；准永久系数ψq=0.80荷载标准值:均布恒载q=31.50kN/m2(不包括自重荷载)均布活载q=0.00kN/m2_砼强度等级:C30,fc=14.30N/mm2,Ec=3.00×104N/mm2支座纵筋级别:HRB400,fy=360.00N/mm2,Es=2.00×105N/mm2板底纵筋级别:HRB400,fy=360.00N/mm2,Es=2.00×105N/mm2_纵筋混凝土保护层=25mm,配筋计算as=30mm,泊松比=0.20_支撑条件=四边_上:简支_下:简支_左:简支_右:简支角柱_左下:无_右下:无_右上:无_左上:无2计算结果_弯矩单位:kN.m/m,配筋面积:mm2/m,构造配筋率:0.20%弯矩计算方法:单向板按公式法。弯矩=∑（弯矩系数×ql2），q为荷载设计值。挠度计算方法:单向板按公式法。挠度=∑（弯矩系数×ql4/Bc），q为荷载准永久值。_2.1荷载设计值:计算公式：荷载设计值=γG×恒载+γQ×γl×活载均布荷载=1.35×31.50+1.40×1.00×0.00=42.532.2荷载准永久值:计算公式：荷载准永久值=恒载+ψq×活载均布荷载=31.50+0.80×0.00=31.50_2.3跨中:[水平][竖向]_弯矩设计值:30.6180.000_面积:520(0.26%)E10@190(413)_实配:E12@210(539)E12@250(452)_2.4四边:[上][下][左][右]_弯矩设计值:0.0000.0000.0000.000_面积:400(0.20%)400(0.20%)400(0.20%)400(0.20%)_实配:E10@190(413)E10@190(413)E10@190(413)E10@190(413)2.5挠度结果(按单向板计算):(1)截面有效高度：(2)计算构件纵向受拉钢筋的等效应力σsq，根据《混凝土规范》式7.1.4-3计算：(3)按有效受拉混凝土截面面积计算纵向受拉钢筋配筋率ρte：(4)裂缝间纵向受拉钢筋应变不均匀系数ψ，根据《混凝土规范》7.1.2计算：(5)短期刚度Bs，根据《混凝土规范》7.2.3计算：(6)挠度增大的影响系数θ，根据《混凝土规范》7.2.5计算：EF(临近地下室段)边坡稳定性分析EF（ab）段边坡：土质段：边坡坡体上部为素填土，厚为8.5m，下部为泥岩。基岩面埋深较大，岩土界面坡角约8～16°，边坡直立开挖后，存在沿岩土界面滑移失稳的可能性，边坡不稳定。岩质段：直立切坡后根据赤平投影图(图一)分析：层面与坡面夹角为7°，为外倾结构面，对边坡稳定性影响大，边坡可能沿层面产生滑塌破坏；L1与坡面呈大角度反向相交，对边坡稳定性影响小；L2与坡面呈大角度切向相交，对边坡稳定性影响小。边坡稳定性主要受层面控制，经计算边坡稳定性系数1.17，边坡基本稳定。坡体岩性为泥岩，岩体类型为Ⅲ类，泥岩破裂角取45°+30.37°/2=60.18°，等效内摩擦角取52°。边坡安全等级为一级，边坡安全系数为1.35。6-6剖面：沿着基岩面滑动，下滑力的计算采用《建筑边坡工程技术规范》GB50330-2013，附录A.0.3，折现滑动计算结果如下：计算结果如下：由计算可知：6-6‘剖面基岩面下滑力T=246.8KN/m。剖面6-6’计算简图：计算结果如下：根据计算结果，沿岩层层面滑动最不利稳定系数0.984，0.984＜1.0，故该边坡岩体处于不稳定状态。主动岩土压力计算其受力汇总见下表。剖面计算高度Ea1Ea2T(水平分力)6-623.607034901050从中取大值计算：1050kn，一级边坡乘以1.1的放大系数，根据7.2.5条乘以1.15的放大系数。1.1*1.15*1050=1328.3KN/m根据7.2.3条1.1*1050=1155KN/m抗滑桩桩后剩余下滑力水平分力取max（1328；1155）=1328KN/m抗滑动桩验算计算项目：抗滑桩1抗滑动桩验算计算项目：抗滑桩3原始条件:墙身尺寸:桩总长:21.500(m)嵌入深度:5.500(m)截面形状:方桩桩宽:1.200(m)桩高:1.800(m)桩间距:2.000(m)嵌入段土层数:1桩底支承条件:自由计算方法: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150.00024.50052.00120.0065.0001.000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锚杆4.00016.48030.00250700.002100.002锚杆2.00019.06030.00250700.002100.003锚杆2.00022.59030.00250700.002100.004锚杆2.00027.72030.00250700.002100.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:180(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:22.000(度)墙背与墙后填土摩擦角:11.000(度)墙后填土容重:24.500(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)19.3504.600220.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型梯形梯形荷载(q1/q2)2.000桩后剩余下滑力水平分力1061.000(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，滑坡推力、库仑土压力分项(安全)系数=1.350=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载梯形分布桩后:上部=176.833(kN/m)下部=88.417(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。背侧最大弯矩=2622.189(kN-m)距离桩顶8.000(m)面侧最大弯矩=213.289(kN-m)距离桩顶15.600(m)最大剪力=895.219(kN)距离桩顶4.000(m)最大位移=26(mm)第1道锚索水平拉力=737.644(kN)距离桩顶4.000(m)第2道锚索水平拉力=714.918(kN)距离桩顶6.000(m)第3道锚索水平拉力=700.000(kN)距离桩顶8.000(m)第4道锚索水平拉力=700.000(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)1-0.0000.0000.000-6.17-0.00020.40019.018-94.893-5.76-0.00030.80075.755-188.593-5.36-0.00041.200169.733-281.099-4.96-0.00051.600300.475-372.411-4.56-0.00062.000467.503-462.530-4.16-0.00072.400670.340-551.455-3.77-0.00082.800908.508-639.186-3.38-0.00093.2001181.530-725.724-3.01-0.000103.6001488.928-811.068-2.64-0.000114.0001830.225-895.219-2.28-0.000124.4001909.886-240.532-1.95-0.000134.8002022.491-322.295-1.63-0.000145.2002167.563-402.865-1.32-0.000155.6002344.624-482.241-1.04-0.000166.0002553.197-560.424-0.78-0.000176.4002506.83777.506-0.55-0.000186.8002491.0331.710-0.33-0.000197.2002505.309-72.891-0.14-0.000207.6002549.187-146.2990.03-0.000218.0002622.189477.5370.17-0.000228.4002445.419406.5170.30-0.000238.8002296.817336.6900.40-0.000249.2002175.908268.0560.47-0.000259.6002082.213200.6160.53-0.0002610.0002015.255818.5080.57-0.0002710.4001700.903753.4560.59-0.0002810.8001412.332689.5970.60-0.0002911.2001149.066626.9310.59-0.0003011.600910.627565.4600.57-0.0003112.000696.539505.1820.55-0.0003212.400506.323446.0970.52-0.0003312.800339.502388.2060.48-0.0003413.200195.599331.5090.44-0.0003513.60074.135276.0060.40-0.0003614.000-25.365221.6960.35-0.0003714.400-103.380168.5790.31-0.0003814.800-160.388116.6570.27-0.0003915.200-196.86565.9280.23-0.0004015.600-213.28916.3920.19-0.0004116.000-210.138-36.2250.165.1944216.423-194.812-39.4990.127.7394316.846-176.715-45.1020.085.5044417.269-156.649-48.8620.053.3854517.692-135.370-50.8740.021.3714618.115-113.601-51.220-0.01-0.5544718.538-92.030-49.969-0.04-2.4034818.962-71.319-47.180-0.06-4.1904919.385-52.109-42.898-0.09-5.9305019.808-35.021-37.159-0.12-7.6355120.231-20.666-29.987-0.14-9.3175220.654-9.647-21.398-0.17-10.9845321.077-2.560-11.401-0.19-12.6455421.5000.000-3.026-0.22-14.303(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)1-0.0004320432022920.4004320432022930.8004320432022941.2004320432022951.6004320432022962.0004320432022972.4004320432022982.8004320432022993.20043204320229103.60043204320229114.00043204320229124.40043204320229134.80043204320229145.20043204320229155.60043204320229166.00043204320229176.40043204320229186.80043204320229197.20043204320229207.60043204320229218.00043204320229228.40043204320229238.80043204320229249.20043204320229259.600432043202292610.000432043202292710.400432043202292810.800432043202292911.200432043202293011.600432043202293112.000432043202293212.400432043202293312.800432043202293413.200