沙坪壩區(qū)西永中柱村M40-1-1等地塊周邊路網項目結構計算書

PAGEPAGE65目錄48021.設計資料 252602.設計依據 2270563.巖土設計參數建議值 225404.擋墻計算 3319164.1.樁板擋墻計算（φ2200樁） 3211894.2.樁板擋墻計算（φ2000樁） 1329124.3.樁板擋墻計算（φ1000樁） 2279504.4.樁嵌固端水平承載力驗算 3184394.5.仰斜式擋墻計算 32174245.邊坡穩(wěn)定性驗算 373145.1.填方邊坡（土質邊坡圓弧滑動穩(wěn)定性驗算） 37131955.2.挖方邊坡（土質邊坡圓弧滑動穩(wěn)定性驗算） 4119465.3.臨時基坑邊坡（土質邊坡圓弧滑動穩(wěn)定性驗算） 44沙坪壩區(qū)西永中柱村M40-1-1等地塊周邊路網項目結構計算書設計資料支擋工程設計內容及設計參數表

1#擋墻：位于C線道路樁號K0+630.000~K0+655.000道路左側，長約26.2m，最大臨空高度約12.0m（含2m管溝開挖線），采用樁板擋墻。

2#擋墻：位于C線道路樁號K0+630.000~K0+K0+657.594道路右側，長約26.0m，最大臨空高度約10.0m（含2m管溝開挖線），采用樁板擋墻。

3#擋墻：于C線道路樁號K0+535.577~K0+566.000道路左側，長約31.61m，最大臨空高度約10.0m（含2m管溝開挖），采用樁板/仰斜式擋墻。

4#擋墻：位于C線道路樁號K0+526.573~K0+566.000道路右側，長約38.2m，最大臨空高度約11.0m（含2m管溝開挖），采用樁板擋墻。

5#擋墻：位于C線道路樁號K0+K0+166.880~K0+203.260道路右側，長約33.5m，最大臨空高度約5.0m，采用樁板擋墻。設計依據《建筑邊坡工程技術規(guī)范》（GB50330-2013）《公路路基設計規(guī)范》（JTGD30-2015）《混凝土結構設計規(guī)范》（GB50010-2010）(2015年版)重慶市勘測院提供的《沙坪壩西永中柱村M40-1-1等地塊周邊路網工程巖土工程勘察報告（直接詳勘）》巖土設計參數建議值巖土體物理力學參數推薦值一覽表巖土參數素填土粉質粘土砂質泥巖砂巖巖土界面結構面強風化中風化強風化中風化裂隙面層面重度(kN/m3)21*19.7*24*25.624*25內聚力(kPa)0*天然22飽和19390192615*50*25*內摩擦角(°)28*131032409*18*15*抗拉強度(kPa)80512抗壓強度(MPa)天然6.433.1飽和3.623.9地基承載力基本容許值(kPa)120*150*300*500400*1500變形模量(MPa)6004209彈性模量(MPa)8005085泊松比0.390.12巖土體與錨固體極限粘結強度標準值(kPa)45*40*360*1000*擋墻基底摩擦系數0.30*0.250.35*0.450.40*0.55巖體水平抗力系數30*60*50*300*土體水平抗力系數的比例系數6*6*注：帶“*”者根據相關規(guī)范結合重慶地區(qū)經驗取值。4.擋墻計算4.1.樁板擋墻計算（φ2200樁）1.總控制信息路基型式路塹地區(qū)類型一般地區(qū)支護類型樁＋板結構重要性系數1.10抗震設計烈度(度)配筋計算水平地震系數Kh水上地震角(度)水下地震角(度)重要性修正系數Ci綜合影響系數Cz2.坡線、土層和水位1)坡線信息坡線數2坡線水平投影豎向投影坡線長坡線仰角荷載數序號長(m)長(m)(m)(°)115.0000.00015.0000.000129.6254.81010.76026.5530坡線荷載：荷載荷載類型P1P2X1(m)X2(m)序號(kN,kN/m)(kN/m)1-1分布力10.00010.0000.00015.0002)土層信息樁前是否有橫坡無橫坡樁前橫坡角(度)0.000樁后橫坡角(度)0.000結構與土摩擦角(度)12.500嵌固段以上土層數:1序號地層地層重度浮重度粘聚力內摩擦綜合內摩土摩阻計算m,c,K承載KHηR類型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1土層12.00021.0000.00028.00040.000m法6.000150.000嵌固段土層數:1序號地層地層重度粘聚力內摩擦綜合內摩土摩阻計算m,c,K承載KHηR類型厚(m)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1巖層10.00025.6000.00055.000360.000K法60.000500.0000.5000.3006.4003)水位信息非浸水地區(qū)，無水位信息3.計算模型1)樁前覆土模型：彈簧模型4.滑坡推力相關信息1)滑坡推力信息滑坡推力分布類型矩形計算目標按指定滑面計算推力計算模型KT模型安全系數K1.000是否考慮動水壓力和浮托力ㄨ是否考慮坡面外的靜水壓力ㄨ是否考慮承壓水的浮托力ㄨ樁前剩余抗滑力水平分力(kN/m)0.0001)滑面信息10.0000.0000.0000.0000.0000.0005.樁信息1)樁基本信息樁前地面以上長度(m)12.000嵌固點深度(m)0.000懸臂長度(m)12.000嵌固長度(m)6.600截面形狀圓形樁徑D(m)2.200樁中心距(m)4.000樁底支承條件自由坡線數22)樁配筋信息樁作用綜合分項系數1.40樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)80樁容重(kN/m^3~)25.00樁縱筋級別HRB400樁箍筋級別HRB4005.板信息1)板尺寸信息樁間板類型直板樁間板的種類數1板的搭接長度(m)0.500板類型號板厚(mm)板寬(m)板塊數13501.000102)板配筋信息板作用綜合分項系數1.400混凝土強度等級C30鋼筋合力點到邊緣距離(mm)25板縱筋級別HRB400板選筋鋼筋直徑146.結構上自定義荷載以及荷載組合1)樁頂自定義荷載樁頂自定義荷載數：02)樁荷載組合[滑坡推力(一般)組合]荷載號荷載名稱是否參與調整系數1樁自重√1.0002樁頂恒載√1.0003樁頂活載√1.0004樁后滑坡推力√1.000[庫侖土壓力(一般)組合]荷載號荷載名稱是否參與調整系數1樁自重√1.0002樁頂恒載√1.0003樁頂活載√1.0004樁后主動土壓力√1.0002)板荷載組合[滑坡推力(一般)組合]荷載號荷載名稱是否參與調整系數1板后滑坡推力√1.000[庫侖土壓力(一般)組合]荷載號荷載名稱是否參與調整系數1板后主動土壓力√1.000原始條件:鋼筋混凝土配筋計算依據:《混凝土結構設計規(guī)范GB50010-2010》=====================================================================庫侖土壓力(一般情況)(一)樁身內力計算1.當前計算工況的開挖深度：12.000按實際墻背計算得到:第1破裂角：27.738(度)Ea=360.206(kN)Ex=351.668(kN)Ey=77.963(kN)作用點到嵌固點距離Zy=4.147(m)第1嵌固段地層計算方法:K法 背側——為擋土側；面?zhèn)取獮榉菗跬羵取１硞茸畲髲澗?6440.711(kN-m)距離樁頂13.000(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1698.538(kN)距離樁頂15.800(m)最大位移=-51(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0170.302-51.300.00020.2000.087-1.353-50.590.00030.4000.595-4.034-49.880.00040.6001.743-7.568-49.170.00050.8003.671-11.826-48.470.00061.0006.522-16.808-47.760.00071.20010.442-22.514-47.050.00081.40015.576-28.944-46.340.00091.60022.068-36.098-45.630.000101.80030.063-43.976-44.920.000112.00039.706-52.578-44.210.000122.20051.142-61.904-43.500.000132.40064.516-71.954-42.790.000142.60079.972-82.728-42.080.000152.80097.656-94.226-41.370.000163.000117.711-106.449-40.670.000173.200140.283-119.395-39.960.000183.400165.517-133.065-39.250.000193.600193.558-147.459-38.540.000203.800224.549-162.577-37.830.000214.000258.637-178.420-37.120.000224.200295.965-194.986-36.420.000234.400336.680-212.276-35.710.000244.600380.924-230.291-35.000.000254.800428.844-249.029-34.300.000265.000480.584-268.492-33.590.000275.200536.289-288.678-32.880.000285.400596.104-309.588-32.180.000295.600660.173-331.223-31.480.000305.800728.641-353.581-30.770.000316.000801.654-376.664-30.070.000326.200879.355-400.471-29.370.000336.400961.890-425.001-28.670.000346.6001049.403-450.256-27.970.000356.8001142.041-476.234-27.270.000367.0001239.945-502.937-26.570.000377.2001343.264-530.364-25.880.000387.4001452.139-558.514-25.190.000397.6001566.717-587.389-24.490.000407.8001687.143-616.988-23.800.000418.0001813.561-647.310-23.120.000428.2001946.115-678.357-22.430.000438.4002084.952-710.128-21.750.000448.6002230.215-742.623-21.060.000458.8002382.049-775.842-20.380.000469.0002540.600-809.784-19.710.000479.2002706.011-844.451-19.040.000489.4002878.429-879.842-18.370.000499.6003057.997-915.957-17.700.000509.8003244.860-952.796-17.040.0005110.0003439.163-990.359-16.380.0005210.2003641.051-1028.646-15.720.0005310.4003850.670-1067.657-15.070.0005410.6004068.163-1107.392-14.420.0005510.8004293.675-1147.851-13.780.0005611.0004527.351-1189.034-13.140.0005711.2004769.336-1230.941-12.510.0005811.4005019.776-1273.572-11.890.0005911.6005278.814-1316.927-11.270.0006011.8005546.746-1357.619-10.650.0006112.0005821.759-1312.263-10.04-0.0006212.2006066.556-1065.723-9.44-566.5136312.4006247.897-753.065-8.85-530.8666412.6006367.933-457.427-8.26-495.6536512.8006430.869-181.945-7.68-460.8826613.0006440.71173.637-7.11-426.5586713.2006401.414309.579-6.54-392.6826813.4006316.879526.135-5.99-359.2506913.6006190.959723.561-5.44-326.2577013.8006027.455902.108-4.89-293.6957114.0005830.1171062.018-4.36-261.5527214.2005602.6481203.531-3.83-229.8137314.4005348.7041326.876-3.31-198.4657414.6005071.8971432.270-2.79-167.4887514.8004775.7961519.923-2.28-136.8647615.0004463.9281590.033-1.78-106.5717715.2004139.7821642.783-1.28-76.5907815.4003806.8141678.347-0.78-46.8967915.6003468.4441696.883-0.29-17.4678015.8003128.0621698.5380.2011.7218116.0002789.0291683.4440.6840.6918216.2002454.6831651.7181.1669.4678316.4002128.3431603.4671.6398.0728416.6001813.2971538.7812.11126.5298516.8001512.8281457.7412.58154.8608617.0001230.2011360.4133.05183.0858717.200968.6631246.8523.52211.2248817.400731.4611117.1033.99239.2968917.600521.823971.1984.46267.3179017.800342.980809.1644.92295.3009118.000198.157631.0195.39323.2609218.20090.573436.7735.85351.2059318.40023.448226.4326.32379.1449418.6000.00058.6196.78407.080樁底豎向合力=1845.58(kN)，樁底面積A=3.801(m2)樁底所在土層承載力=500.00(kPa)故樁的豎向地基承載力滿足。(二)樁身配筋計算點號距頂距離彎矩剪力全部縱筋箍筋(m)(kN.m)(kN)(mm2)(mm2/m)10.0001.0000.62920907184620.2001.000-2.82120907184630.4001.241-8.40820907184640.6003.634-15.77420907184650.8007.651-24.65020907184661.00013.594-35.03420907184671.20021.765-46.92820907184681.40032.466-60.33020907184691.60045.998-75.242209071846101.80062.664-91.663209071846112.00082.764-109.594209071846122.200106.602-129.033209071846132.400134.478-149.982209071846142.600166.695-172.439209071846152.800203.554-196.406209071846163.000245.358-221.882209071846173.200292.408-248.868209071846183.400345.006-277.362209071846193.600403.453-307.365209071846203.800468.052-338.878209071846214.000539.105-371.900209071846224.200616.913-406.431209071846234.400701.778-442.471209071846244.600794.002-480.020209071846254.800893.887-519.079209071846265.0001001.734-559.646209071846275.2001117.846-601.723209071846285.4001242.524-645.309209071846295.6001376.070-690.404209071846305.8001518.786-737.009209071846316.0001670.974-785.122209071846326.2001832.936-834.745209071846336.4002004.973-885.876209071846346.6002187.387-938.517209071846356.8002380.480-992.667209071846367.0002584.554-1048.327209071846377.2002799.912-1105.495209071846387.4003026.853-1164.172209071846397.6003265.681-1224.359209071846407.8003516.698-1286.055209071846418.0003780.204-1349.260209071846428.2004056.502-1413.974209071846438.4004345.895-1480.198209071846448.6004648.682-1547.930209071846458.8004965.167-1617.172209071846469.0005295.651-1687.922209071846479.2005640.436-1760.182209071846489.4005999.826-1833.952209071846499.6006374.118-1909.230209071846509.8006763.617-1986.0172225418465110.0007168.625-2064.3142370118465210.2007589.443-2144.1202521618465310.4008026.375-2225.4352679918465410.6008479.719-2308.2592845318465510.8008949.778-2392.5923018018465611.0009436.855-2478.4343198218465711.2009941.252-2565.7863386018465811.40010463.271-2654.6473581818465911.60011003.212-2745.0173785718466011.80011561.692-2829.8353998018466112.00012134.932-2735.2954217318466212.20012645.188-2221.4044413818466312.40013023.179-1569.6974560118466412.60013273.382-953.4664657318466512.80013404.566-379.2484708418466613.00013425.081153.4914716418466713.20013343.170645.2894684518466813.40013166.9661096.6814615918466913.60012904.4971508.1984514218467013.80012563.6861880.3624382418467114.00012152.3532213.6824224018467214.20011678.2152508.6534042418467314.40011148.8912765.7533840918467414.60010571.9122985.4383622718467514.8009954.7163168.1433391118467615.0009304.6563314.2803149218467715.2008629.0023424.2332900018467815.4007934.9603498.3632646718467915.6007229.6593537.0002392118468015.8006520.1623540.4492138918468116.0005813.4803508.9862090718468216.2005116.5663442.8572090718468316.4004436.3383342.2822090718468416.6003779.6543207.4512090718468516.8003153.3533038.5312090718468617.0002564.2432835.6592090718468717.2002019.0912598.9512090718468817.4001524.6642328.4992090718468917.6001087.6922024.3742090718469017.800714.9111686.6302090718469118.000413.0411315.3022090718469218.200188.791910.4132090718469318.40048.874471.9772090718469418.6000.000122.186209071846=====================================================================各點的配筋包絡結果點號距頂距離全部縱筋箍筋(m)(mm2)(mm2/m)1-0.0020907184620.2020907184630.4020907184640.6020907184650.8020907184661.0020907184671.2020907184681.4020907184691.60209071846101.80209071846112.00209071846122.20209071846132.40209071846142.60209071846152.80209071846163.00209071846173.20209071846183.40209071846193.60209071846203.80209071846214.00209071846224.20209071846234.40209071846244.60209071846254.80209071846265.00209071846275.20209071846285.40209071846295.60209071846305.80209071846316.00209071846326.20209071846336.40209071846346.60209071846356.80209071846367.00209071846377.20209071846387.40209071846397.60209071846407.80209071846418.00209071846428.20209071846438.40209071846448.60209071846458.80209071846469.00209071846479.20209071846489.40209071846499.60209071846509.802225418465110.002370118465210.202521618465310.402679918465410.602845318465510.803018018465611.003198218465711.203386018465811.403581818465911.603785718466011.803998018466112.004217318466212.204413818466312.404560118466412.604657318466512.804708418466613.004716418466713.204684518466813.404615918466913.604514218467013.804382418467114.004224018467214.204042418467314.403840918467414.603622718467514.803391118467615.003149218467715.202900018467815.402646718467915.602392118468015.802138918468116.002090718468216.202090718468316.402090718468416.602090718468516.802090718468617.002090718468717.202090718468817.402090718468917.602090718469017.802090718469118.002090718469218.202090718469318.402090718469418.60209071846=====================================================================樁配筋面積最終結果：縱筋最大為47164(mm2)抗剪箍筋最大為1846(mm2/m)擋土樁縱筋110Φ28的鋼筋面積為67738mm2大于47164m2。所以樁板擋墻結構滿足國家規(guī)范要求。4.2.樁板擋墻計算（φ2000樁）樁、板計算條件1.總控制信息路基型式路塹地區(qū)類型一般地區(qū)支護類型樁＋板結構重要性系數1.10抗震設計烈度(度)配筋計算水平地震系數Kh水上地震角(度)水下地震角(度)重要性修正系數Ci綜合影響系數Cz2.坡線、土層和水位1)坡線信息坡線數2坡線水平投影豎向投影坡線長坡線仰角荷載數序號長(m)長(m)(m)(°)115.0000.00015.0000.0001211.6005.80012.96926.5650坡線荷載：荷載荷載類型P1P2X1(m)X2(m)序號(kN,kN/m)(kN/m)1-1分布力10.00010.0000.00015.0002)土層信息樁前是否有橫坡無橫坡樁前橫坡角(度)0.000樁后橫坡角(度)0.000結構與土摩擦角(度)12.500嵌固段以上土層數:1序號地層地層重度浮重度粘聚力內摩擦綜合內摩土摩阻計算m,c,K承載KHηR類型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1土層10.00021.0000.00036.00040.000m法6.000150.000嵌固段土層數:1序號地層地層重度粘聚力內摩擦綜合內摩土摩阻計算m,c,K承載KHηR類型厚(m)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1巖層10.00025.6000.00055.000360.000K法60.000500.0000.5000.3006.4003)水位信息非浸水地區(qū)，無水位信息3.計算模型1)樁前覆土模型：彈簧模型4.滑坡推力相關信息1)滑坡推力信息滑坡推力分布類型矩形計算目標按指定滑面計算推力計算模型KT模型安全系數K1.000是否考慮動水壓力和浮托力ㄨ是否考慮坡面外的靜水壓力ㄨ是否考慮承壓水的浮托力ㄨ樁前剩余抗滑力水平分力(kN/m)0.0001)滑面信息10.0000.0000.0000.0000.0000.0005.樁信息1)樁基本信息樁前地面以上長度(m)10.000嵌固點深度(m)0.000懸臂長度(m)10.000嵌固長度(m)5.500截面形狀圓形樁徑D(m)2.000樁中心距(m)4.000樁底支承條件自由坡線數22)樁配筋信息樁作用綜合分項系數1.40樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)80樁容重(kN/m^3~)