钟鼓楼小学钟鼓楼校区教学综合楼基坑边坡施工图设计计算书

钟鼓楼小学钟鼓楼校区教学综合楼基坑边坡施工设计图计算书计算：校对：一、工程概况受重庆市万州区钟鼓楼小学(建设方)委托，由我院对拟建万州区钟鼓楼小学钟鼓楼校区教学综合楼进行基坑边坡支挡设计。在新建综合楼北侧、东侧及西侧将形成一段基坑。高4.2m，总长约70.0m。B~E段基坑距离坡顶距离已建建筑较近，该段基坑采用桩板墙支挡，荷载按照静止土压力考虑，坡顶考虑建筑超载，支挡结构与建筑桩基共用。EF段基坑采用放坡处理，AB段及FG段采用挡土墙支挡。本项目边坡除放坡外均为永久性边坡支挡，设计使用年限为50年（放坡为2年）。边坡破坏后果严重，工程的安全等级为二级。二、设计依据1、《设计合同》2、重庆中科勘测设计有限公司编制《重庆市万州区钟鼓楼小学扩建工程工程地质勘察报告（直接详勘）》及地下基坑补充资料文字说明3、《建筑边坡工程技术规范》GB50330-20134、《混凝土结构设计规范》GB50010-2010（2015年版）5、《建筑抗震设计规范》GB50011-2010(2016年版)6、《建筑地基基础设计规范》GB50007-20117、《室外排水设计规范》GB50014-20016三、设计参数根据勘察报告，设计参数按下表取值：四、计算工况1）自重+长时间暴雨+附加荷载（饱和状态）2）计算软件及版本：理正岩土工程计算分析软件6.5版。五、破坏模式分析边坡破坏模式均为沿土体内部产生圆弧滑动破坏，由于边坡距离已有建筑较近，支护桩采用静止岩土压力计算。六、支护桩计算ZH1：采用最不利工况土层最厚的Tk1钻孔处土层计算墙身尺寸:桩总长(m)8.200嵌入深度(m)4.000截面形状方桩桩宽(m)1.000桩高(m)1.000桩径(m)桩间距(m)4.100挡土板的类型数(<=5)1嵌入段土层数(<=20)1桩底支承条件铰接计算方法K法初始弹性系数A(MN/m3)初始弹性系数A1(MN/m3)板类板厚板宽板块型号(m)(m)数10.3001.0004土层土层厚重度MCK序号(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)14.00025.0050.000物理参数:桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)100桩纵筋级别HRB400桩箍筋级别HPB300桩箍筋间距(mm)200桩配筋形式桩拉区纵筋配筋范围(度)桩压区,拉区纵筋比板混凝土强度等级C30板纵筋合力点到外皮距离(mm)35板纵筋级别HRB400场地环境一般地区墙后填土类型多层填土墙后第1层填土内摩擦角(度)17.000墙后第1层填土粘聚力(kPa)0.000墙后第1层填土容重(kN/m3)20.000墙后第1层填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)6.000地震烈度面侧地震动水压力系数背侧地震动水压力系数地基土容重(kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系数0.500地基浮力系数地基土类型土质地基抗震基底容许偏心距墙身地震力调整系数地基土内摩擦角(度)30.000地基土粘聚力(kPa)10.000地基强度与偏心距验算时斜面长度作为基底宽墙后填土层参数：层层厚度容重浮容重粘聚力内摩擦土压力号(m)(kN/m3)(kN/m3)(kPa)角(度)调整系数12.30020.0009.0000.00017.0001.00020.70024.0009.0000.00040.0001.40031.20025.0009.0000.00055.0001.400土压力计算：土压力计算方法库仑坡线土柱:参数名称参数值坡面线段数1坡面起始是否低于墙顶否坡面起始距离(m)0.000地面横坡角度(度)0.000填土对横坡面的摩擦角(度)12.000挡墙分段长度(m)25.000坡面线段参数:折线水平投竖向投坡线长坡线仰换算序号影长(m)影长(m)(m)角(度)土柱110.0000.00010.0000.0002换算土柱参数:土柱距离(m)宽度(m)高度(m)序号1-10.0001.0000.5001-21.0009.0003.750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=====================================================================第1种情况:一般情况[土压力计算]计算高度为4.200(m)处的库仑主动土压力第1破裂角：17.820(度)Ea=111.767(kN)Ex=111.155(kN)Ey=11.683(kN)作用点高度Zy=2.272(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=1765.673(kN-m)距离桩顶5.033(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=830.084(kN)距离桩顶8.033(m)桩顶位移=26(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-26-0.00020.1680.168-3.003-25-0.00030.3361.219-9.763-25-0.00040.5043.533-18.033-24-0.00050.6727.363-27.814-23-0.00060.84013.781-53.712-22-0.00071.00826.313-95.729-22-0.00081.17646.031-139.257-21-0.00091.34473.188-184.294-20-0.000101.512108.038-230.842-20-0.000111.680150.835-278.900-19-0.000121.848201.833-328.468-18-0.000132.016261.285-379.547-17-0.000142.184329.445-432.136-17-0.000152.352405.659-470.008-16-0.000162.520486.545-493.173-15-0.000172.688571.450-517.861-15-0.000182.856660.631-544.075-14-0.000193.024753.929-564.388-13-0.000203.192849.913-578.408-13-0.000213.360948.315-593.164-12-0.000223.5281049.258-608.658-11-0.000233.6961152.865-624.888-11-0.000243.8641259.261-641.855-10-0.000254.0321368.570-659.559-10-0.000264.2001480.915-678.000-9-222.979274.3671581.477-533.468-8-419.450284.5331658.737-398.220-8-392.035294.7001714.217-271.957-7-365.540304.8671749.390-154.368-7-339.996315.0331765.673-45.132-6-315.421325.2001764.43356.076-6-291.826335.3671746.981149.582-5-269.210345.5331714.573235.711-5-247.563355.7001668.411314.783-5-226.867365.8671609.645387.110-4-207.097376.0331539.374452.996-4-188.219386.2001458.647512.732-3-170.197396.3671368.464566.595-3-152.983406.5331269.781614.847-3-136.529416.7001163.515657.732-2-120.780426.8671050.537695.475-2-105.677437.033931.689728.281-2-91.157447.200807.777756.333-2-77.154457.367679.578779.791-1-63.599467.533547.847798.795-1-50.421477.700413.314813.456-1-37.548487.867276.695823.865-0-24.904498.033138.692830.084-0-12.413508.2000.000416.077-0-0.000(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)1-0.0002000200025420.1682000200025430.3362000200025440.5042000200025450.6722000200025460.8402000200025471.0082000200025481.1762000200025491.34420002000254101.51220002000254111.68020002000254121.84820002000254132.01620002000254142.18420002000254152.35220002000254162.52020002000254172.68820002000254182.85620002262254193.02420002553254203.19220002856254213.36020003168254223.52820003492254233.69620003827254243.86420004175254254.03220004536254264.20020004912254274.36720005251254284.53320005515254294.70020005705254304.86720005826254315.03320005883254325.20020005878254335.36720005818254345.53320005706254355.70020005548254365.86720005347254376.03320005109254386.20020004837254396.36720004536254406.53320004210254416.70020003862254426.86720003496254437.03320003115254447.20020002723254457.36720002321254467.53320002000254477.70020002000254487.86720002000254498.03320002000254508.20020002000254ZH2：采用最不利工况土层最厚的Tk4钻孔处土层计算原始条件:墙身尺寸:桩总长(m)11.000嵌入深度(m)6.800截面形状方桩桩宽(m)1.400桩高(m)1.400桩径(m)桩间距(m)3.900挡土板的类型数(<=5)1嵌入段土层数(<=20)2桩底支承条件铰接计算方法M法初始弹性系数A(MN/m3)0.000初始弹性系数A1(MN/m3)0.000板类板厚板宽板块型号(m)(m)数10.3001.0004土层土层厚重度MCK序号(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)12.80020.006.00024.00025.0050.000物理参数:桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)100桩纵筋级别HRB400桩箍筋级别HPB300桩箍筋间距(mm)200桩配筋形式桩拉区纵筋配筋范围(度)桩压区,拉区纵筋比板混凝土强度等级C30板纵筋合力点到外皮距离(mm)35板纵筋级别HRB400场地环境一般地区墙后填土类型单层填土墙后填土内摩擦角(度)17.000墙后填土粘聚力(kPa)0.000墙后填土容重(kN/m3)20.000墙后填土浮容重(kN/m3)墙背与墙后填土摩擦角(度)6.000地震烈度面侧地震动水压力系数背侧地震动水压力系数地基土容重(kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系数0.500地基浮力系数地基土类型土质地基抗震基底容许偏心距墙身地震力调整系数地基土内摩擦角(度)30.000地基土粘聚力(kPa)10.000地基强度与偏心距验算时斜面长度作为基底宽墙后填土层参数：层层厚度容重浮容重粘聚力内摩擦土压力号(m)(kN/m3)(kN/m3)(kPa)角(度)调整系数12.30020.0009.0000.00017.0001.000土压力计算：土压力计算方法库仑坡线土柱:参数名称参数值坡面线段数1坡面起始是否低于墙顶否坡面起始距离(m)0.000地面横坡角度(度)0.000填土对横坡面的摩擦角(度)12.000挡墙分段长度(m)25.000坡面线段参数:折线水平投竖向投坡线长坡线仰换算序号影长(m)影长(m)(m)角(度)土柱110.0000.00010.0000.0002换算土柱参数:土柱距离(m)宽度(m)高度(m)序号1-10.0001.5000.5001-21.5009.0003.750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=====================================================================第1种情况:一般情况[土压力计算]计算高度为4.200(m)处的库仑主动土压力第1破裂角：47.538(度)Ea=200.389(kN)Ex=199.291(kN)Ey=20.946(kN)作用点高度Zy=1.479(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=4332.179(kN-m)距离桩顶7.600(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1929.943(kN)距离桩顶10.773(m)桩顶位移=21(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-21-0.00020.2210.731-7.042-20-0.00030.4423.301-16.634-20-0.00040.6638.273-28.775-19-0.00050.88416.211-43.467-19-0.00061.10527.678-60.707-18-0.00071.32643.238-80.498-17-0.00081.54764.835-121.582-17-0.00091.76898.559-183.959-16-0.000101.989146.352-248.885-16-0.000112.211208.780-316.362-15-0.000122.432286.405-386.388-14-0.000132.653379.792-458.963-14-0.000142.874489.503-534.089-13-0.000153.095616.103-611.764-13-0.000163.316760.155-691.989-12-0.000173.537922.223-774.764-12-0.000183.7581102.870-860.088-11-0.000193.9791302.660-947.962-10-0.000204.2001522.157-1038.386-10-0.000214.4271757.524-1034.962-9-12.586224.6531991.340-1025.108-9-23.644234.8802222.240-1009.642-8-33.216245.1072449.045-989.359-8-41.355255.3332670.750-965.023-7-48.115265.5602886.522-937.368-7-53.560275.7873095.689-907.088-6-57.760286.0133297.735-874.843-6-60.790296.2403492.285-841.245-5-62.730306.4673679.100-806.866-5-63.666316.6933858.064-772.225-4-63.690326.9204029.175-737.793-4-62.897337.1474192.530-581.537-3-511.574347.3734292.805-308.049-3-493.898357.6004332.179-45.333-3-471.970367.8274313.356204.520-2-446.607378.0534239.464439.850-2-418.577388.2804113.958659.398-2-388.584398.5073940.537862.265-2-357.251408.7333723.0641047.869-1-325.117418.9603465.5031215.894-1-292.622429.1873171.8591366.234-1-260.098439.4132846.1441498.932-1-227.765449.6402492.3421614.123-1-195.728459.8672114.4081711.960-1-163.9684610.0931716.2551792.556-0-132.3424710.3201301.7831855.912-0-100.5844810.547874.9071901.849-0-68.3024910.773439.6101929.943-0-34.9855011.0000.000969.730-0-0.000(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)1-0.0003920392035620.2213920392035630.4423920392035640.6633920392035650.8843920392035661.1053920392035671.3263920392035681.5473920392035691.76839203920356101.98939203920356112.21139203920356122.43239203920356132.65339203920356142.87439203920356153.09539203920356163.31639203920356173.53739203920356183.75839203920356193.97939203920356204.20039203920356214.42739204057356224.65339204559356234.88039205059356245.10739205553356255.33339206039356265.56039206516356275.78739206981356286.01339207433356296.24039207872356306.46739208295356316.69339208704356326.92039209096356337.14739209473356347.37339209706356357.60039209797356367.82739209753356378.0533920