鐘鼓樓小學鐘鼓樓校區(qū)教學綜合樓基坑邊坡施工圖設計計算書

鐘鼓樓小學鐘鼓樓校區(qū)教學綜合樓基坑邊坡施工設計圖計算書計算：校對：一、工程概況受重慶市萬州區(qū)鐘鼓樓小學(建設方)委托，由我院對擬建萬州區(qū)鐘鼓樓小學鐘鼓樓校區(qū)教學綜合樓進行基坑邊坡支擋設計。在新建綜合樓北側、東側及西側將形成一段基坑。高4.2m，總長約70.0m。B~E段基坑距離坡頂距離已建建筑較近，該段基坑采用樁板墻支擋，荷載按照靜止土壓力考慮，坡頂考慮建筑超載，支擋結構與建筑樁基共用。EF段基坑采用放坡處理，AB段及FG段采用擋土墻支擋。本項目邊坡除放坡外均為永久性邊坡支擋，設計使用年限為50年（放坡為2年）。邊坡破壞后果嚴重，工程的安全等級為二級。二、設計依據(jù)1、《設計合同》2、重慶中科勘測設計有限公司編制《重慶市萬州區(qū)鐘鼓樓小學擴建工程工程地質(zhì)勘察報告（直接詳勘）》及地下基坑補充資料文字說明3、《建筑邊坡工程技術規(guī)范》GB50330-20134、《混凝土結構設計規(guī)范》GB50010-2010（2015年版）5、《建筑抗震設計規(guī)范》GB50011-2010(2016年版)6、《建筑地基基礎設計規(guī)范》GB50007-20117、《室外排水設計規(guī)范》GB50014-20016三、設計參數(shù)根據(jù)勘察報告，設計參數(shù)按下表取值：四、計算工況1）自重+長時間暴雨+附加荷載（飽和狀態(tài)）2）計算軟件及版本：理正巖土工程計算分析軟件6.5版。五、破壞模式分析邊坡破壞模式均為沿土體內(nèi)部產(chǎn)生圓弧滑動破壞，由于邊坡距離已有建筑較近，支護樁采用靜止巖土壓力計算。六、支護樁計算ZH1：采用最不利工況土層最厚的Tk1鉆孔處土層計算墻身尺寸:樁總長(m)8.200嵌入深度(m)4.000截面形狀方樁樁寬(m)1.000樁高(m)1.000樁徑(m)樁間距(m)4.100擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)1樁底支承條件鉸接計算方法K法初始彈性系數(shù)A(MN/m3)初始彈性系數(shù)A1(MN/m3)板類板厚板寬板塊型號(m)(m)數(shù)10.3001.0004土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)14.00025.0050.000物理參數(shù):樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)100樁縱筋級別HRB400樁箍筋級別HPB300樁箍筋間距(mm)200樁配筋形式樁拉區(qū)縱筋配筋范圍(度)樁壓區(qū),拉區(qū)縱筋比板混凝土強度等級C30板縱筋合力點到外皮距離(mm)35板縱筋級別HRB400場地環(huán)境一般地區(qū)墻后填土類型多層填土墻后第1層填土內(nèi)摩擦角(度)17.000墻后第1層填土粘聚力(kPa)0.000墻后第1層填土容重(kN/m3)20.000墻后第1層填土浮容重(kN/m3)墻背與墻后填土摩擦角(度)6.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側地震動水壓力系數(shù)地基土容重(kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系數(shù)0.500地基浮力系數(shù)地基土類型土質(zhì)地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)地基土內(nèi)摩擦角(度)30.000地基土粘聚力(kPa)10.000地基強度與偏心距驗算時斜面長度作為基底寬墻后填土層參數(shù)：層層厚度容重浮容重粘聚力內(nèi)摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調(diào)整系數(shù)12.30020.0009.0000.00017.0001.00020.70024.0009.0000.00040.0001.40031.20025.0009.0000.00055.0001.400土壓力計算：土壓力計算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)1坡面起始是否低于墻頂否坡面起始距離(m)0.000地面橫坡角度(度)0.000填土對橫坡面的摩擦角(度)12.000擋墻分段長度(m)25.000坡面線段參數(shù):折線水平投豎向投坡線長坡線仰換算序號影長(m)影長(m)(m)角(度)土柱110.0000.00010.0000.0002換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號1-10.0001.0000.5001-21.0009.0003.750鋼筋混凝土配筋計算依據(jù)：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，庫侖土壓力分項(安全)系數(shù)=1.350=====================================================================第1種情況:一般情況[土壓力計算]計算高度為4.200(m)處的庫侖主動土壓力第1破裂角：17.820(度)Ea=111.767(kN)Ex=111.155(kN)Ey=11.683(kN)作用點高度Zy=2.272(m)(一)樁身內(nèi)力計算計算方法:K法 背側--為擋土側；面?zhèn)?-為非擋土側。背側最大彎矩=1765.673(kN-m)距離樁頂5.033(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=830.084(kN)距離樁頂8.033(m)樁頂位移=26(mm)點號距頂距離彎矩剪力位移土反力(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)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側縱筋箍筋 (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：采用最不利工況土層最厚的Tk4鉆孔處土層計算原始條件:墻身尺寸:樁總長(m)11.000嵌入深度(m)6.800截面形狀方樁樁寬(m)1.400樁高(m)1.400樁徑(m)樁間距(m)3.900擋土板的類型數(shù)(<=5)1嵌入段土層數(shù)(<=20)2樁底支承條件鉸接計算方法M法初始彈性系數(shù)A(MN/m3)0.000初始彈性系數(shù)A1(MN/m3)0.000板類板厚板寬板塊型號(m)(m)數(shù)10.3001.0004土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)12.80020.006.00024.00025.0050.000物理參數(shù):樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)100樁縱筋級別HRB400樁箍筋級別HPB300樁箍筋間距(mm)200樁配筋形式樁拉區(qū)縱筋配筋范圍(度)樁壓區(qū),拉區(qū)縱筋比板混凝土強度等級C30板縱筋合力點到外皮距離(mm)35板縱筋級別HRB400場地環(huán)境一般地區(qū)墻后填土類型單層填土墻后填土內(nèi)摩擦角(度)17.000墻后填土粘聚力(kPa)0.000墻后填土容重(kN/m3)20.000墻后填土浮容重(kN/m3)墻背與墻后填土摩擦角(度)6.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側地震動水壓力系數(shù)地基土容重(kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系數(shù)0.500地基浮力系數(shù)地基土類型土質(zhì)地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)地基土內(nèi)摩擦角(度)30.000地基土粘聚力(kPa)10.000地基強度與偏心距驗算時斜面長度作為基底寬墻后填土層參數(shù)：層層厚度容重浮容重粘聚力內(nèi)摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調(diào)整系數(shù)12.30020.0009.0000.00017.0001.000土壓力計算：土壓力計算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)1坡面起始是否低于墻頂否坡面起始距離(m)0.000地面橫坡角度(度)0.000填土對橫坡面的摩擦角(度)12.000擋墻分段長度(m)25.000坡面線段參數(shù):折線水平投豎向投坡線長坡線仰換算序號影長(m)影長(m)(m)角(度)土柱110.0000.00010.0000.0002換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)序號1-10.0001.5000.5001-21.5009.0003.750鋼筋混凝土配筋計算依據(jù)：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，庫侖土壓力分項(安全)系數(shù)=1.350=====================================================================第1種情況:一般情況[土壓力計算]計算高度為4.200(m)處的庫侖主動土壓力第1破裂角：47.538(度)Ea=200.389(kN)Ex=199.291(kN)Ey=20.946(kN)作用點高度Zy=1.479(m)(一)樁身內(nèi)力計算計算方法:m法 背側--為擋土側；面?zhèn)?-為非擋土側。背側最大彎矩=4332.179(kN-m)距離樁頂7.600(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1929.943(kN)距離樁頂10.773(m)樁頂位移=21(mm)點號距頂距離彎矩剪力位移土反力(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)樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側縱筋箍筋 (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