雙鳳路商業(yè)及立體停車綜合樓項(xiàng)目勘察設(shè)計(jì)-邊坡穩(wěn)定性分析計(jì)算書

雙鳳路商業(yè)及立體停車綜合樓項(xiàng)目勘察設(shè)計(jì)1/42邊坡穩(wěn)定性分析計(jì)算書一、巖土設(shè)計(jì)參數(shù)建議值巖性強(qiáng)風(fēng)化泥巖中風(fēng)化泥巖素填土折減系數(shù)重度（KN/m3）24.120.00*天然抗壓強(qiáng)度標(biāo)準(zhǔn)值（Mpa）4.45飽和抗壓強(qiáng)度標(biāo)準(zhǔn)值（Mpa）2.42地基承載力特征值（Kpa）300*1615由現(xiàn)場載荷試驗(yàn)確定巖（土）體內(nèi)摩擦角標(biāo)準(zhǔn)值C（Kpa）3905(3)*0.30巖（土）體內(nèi)聚力標(biāo)準(zhǔn)值φ（°）2228(25)*0.90巖體抗拉強(qiáng)度標(biāo)準(zhǔn)值（Kpa）120巖體水平抗力系數(shù)（MN/m3）80土體水平抗力比例系數(shù)（MN/m4）508擋墻基底摩擦系數(shù)0.300.450.20巖石與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值（Kpa）30036060填土負(fù)摩阻力系數(shù)0.30臨時放坡坡率1:0.751:0.501:1.25永久放坡坡率1:1.01:0.751:1.5注：1）上述數(shù)據(jù)中帶*者為經(jīng)驗(yàn)值，（）表示飽和值。2)泥巖巖層層面內(nèi)摩擦角標(biāo)準(zhǔn)值取18°（經(jīng)驗(yàn)值），粘聚力標(biāo)準(zhǔn)值取50kPa（經(jīng)驗(yàn)值）；裂隙結(jié)構(gòu)面內(nèi)摩擦角標(biāo)準(zhǔn)值取18°（經(jīng)驗(yàn)值），粘聚力標(biāo)準(zhǔn)值取50kPa（經(jīng)驗(yàn)值）。3）無外傾結(jié)構(gòu)面時，巖體破裂角按45°+ф/2取值：泥巖取56°；有外傾結(jié)構(gòu)面時，巖體破裂角按45°+ф/2和外傾結(jié)構(gòu)面傾角兩者中的較小值；巖體等效內(nèi)摩擦角取值：泥巖取52°。二、沿巖層界面滑動的剩余下滑力計(jì)算1、2-2斷面（左側(cè)）2-2’剖面計(jì)算簡圖2-2’剖面穩(wěn)定性計(jì)算結(jié)果表該斷面的安全系數(shù)為2.81＞1.35，剩余下滑力為0KN。不會沿著巖層層面滑動。主要考慮土層的庫倫土壓力。1、7-7斷面（左側(cè)）7-7’剖面計(jì)算簡圖7-7’剖面穩(wěn)定性計(jì)算結(jié)果表該斷面的安全系數(shù)為2.3335＞1.35，剩余下滑力為0KN。不會沿著巖層層面滑動。主要考慮土層的庫倫土壓力。三、樁板擋墻計(jì)算1、1-1’剖面（左側(cè)）（1）計(jì)算樁頂位移計(jì)算項(xiàng)目：雙福車庫1-1’斷面計(jì)算時間：2023-03-0620:54:08星期一原始條件:墻身尺寸:樁總長(m)20.000嵌入深度(m)9.000截面形狀圓樁樁寬(m)樁高(m)樁徑(m)1.500樁間距(m)4.300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(jì)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)10.3001.00011土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)120.00024.1080.000物理參數(shù):樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB335樁箍筋間距(mm)1000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(qiáng)度等級C30板縱筋合力點(diǎn)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)25.000墻后第1層填土粘聚力(kPa)3.000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)12.500地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(shù)地基土容重(kN/m3)24.100地基土浮容重(kN/m3)基底摩擦系數(shù)0.450地基浮力系數(shù)地基土類型巖石地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)公路等級及工程類別2級公路一般工程地基土內(nèi)摩擦角(度)390.000地基土粘聚力(kPa)22.000地基強(qiáng)度與偏心距驗(yàn)算時水平投影長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)15.16020.0009.0003.00025.0001.00025.84024.10024.1000.00052.0001.000土壓力計(jì)算：土壓力計(jì)算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)3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)35.000擋墻分段長度(m)10.000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13.0000.0003.0000.000123.0000.0003.0000.0001310.0000.00010.0000.0000換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)荷載序號1-1滿布0.5002004路基規(guī)范擋土墻車輛荷載2-1滿布0.5002004路基規(guī)范擋土墻車輛荷載荷載組合相關(guān)參數(shù)：結(jié)構(gòu)重要性系數(shù)1.000荷載組合數(shù)1鋼筋混凝土配筋計(jì)算依據(jù)：《公路鋼筋混凝土與預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》(JTGD62-2004)=====================================================================第1種情況:組合1注意：內(nèi)力計(jì)算時，土壓力分項(xiàng)(安全)系數(shù)=1.000[土壓力計(jì)算]計(jì)算高度為11.000(m)處的庫侖主動土壓力無荷載時的破裂角=19.782(度)第1破裂角：19.782(度)Ea=221.233(kN)Ex=215.989(kN)Ey=47.884(kN)作用點(diǎn)高度Zy=4.791(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=4780.944(kN-m)距離樁頂11.818(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=896.390(kN)距離樁頂11.000(m)樁頂位移=54(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-54-0.00020.4070.372-2.737-52-0.00030.8152.949-10.767-50-0.00041.2229.839-23.907-48-0.00051.63023.123-42.157-46-0.00062.03744.883-65.517-44-0.00072.44477.201-93.987-42-0.00082.852122.159-127.567-41-0.00093.259181.839-166.257-39-0.000103.667258.321-210.056-37-0.000114.074353.689-258.966-35-0.000124.481470.025-312.986-33-0.000134.889609.409-372.116-31-0.000145.296770.944-414.413-29-0.000155.704944.575-438.272-27-0.000166.1111128.313-464.029-25-0.000176.5191322.930-491.683-23-0.000186.9261529.201-521.235-22-0.000197.3331747.898-552.685-20-0.000207.7411979.794-586.032-18-0.000218.1482225.663-621.277-16-0.000228.5562486.278-658.420-15-0.000238.9632762.412-697.461-13-0.000249.3703054.837-738.399-12-0.000259.7783364.328-781.235-10-0.0002610.1853691.657-825.969-9-0.0002710.5934037.597-872.600-8-0.0002811.0004399.563-896.390-6-256.4782911.4094669.890-466.132-5-422.9823011.8184780.944-113.882-4-342.4023112.2274763.066168.133-3-270.3703212.6364643.380387.768-3-206.8613313.0454445.801552.772-2-151.6683413.4554191.112670.641-1-104.4423513.8643897.096748.498-1-64.7303614.2733578.705793.021-0-32.0103714.6823248.260810.382-0-5.7133815.0912915.665806.223014.7513915.5002588.623785.638029.9774015.9092272.870753.179140.5514116.3181972.386712.868147.0394216.7271689.615668.218149.9794317.1361425.662622.260149.8794417.5451180.493577.576147.2144517.955953.100536.322142.4234618.364741.683500.269035.9154718.773543.789470.821028.0724819.182356.466449.042019.2494919.591176.391435.68109.7835020.0000.000215.589-0-0.000（2）計(jì)算樁配筋計(jì)算項(xiàng)目：雙福車庫1-1’斷面計(jì)算時間：2023-03-0620:54:46星期一原始條件:墻身尺寸:樁總長(m)20.000嵌入深度(m)9.000截面形狀圓樁樁寬(m)樁高(m)樁徑(m)1.500樁間距(m)4.300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(jì)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)10.3001.00011土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)120.00024.1080.000物理參數(shù):樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB335樁箍筋間距(mm)1000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(qiáng)度等級C30板縱筋合力點(diǎn)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)25.000墻后第1層填土粘聚力(kPa)3.000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)12.500地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(shù)地基土容重(kN/m3)24.100地基土浮容重(kN/m3)基底摩擦系數(shù)0.450地基浮力系數(shù)地基土類型巖石地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)公路等級及工程類別2級公路一般工程地基土內(nèi)摩擦角(度)390.000地基土粘聚力(kPa)22.000地基強(qiáng)度與偏心距驗(yàn)算時水平投影長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)15.16020.0009.0003.00025.0001.00025.84024.10024.1000.00052.0001.000土壓力計(jì)算：土壓力計(jì)算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)3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)35.000擋墻分段長度(m)10.000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13.0000.0003.0000.000123.0000.0003.0000.0001310.0000.00010.0000.0000換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)荷載序號1-1滿布0.5002004路基規(guī)范擋土墻車輛荷載2-1滿布0.5002004路基規(guī)范擋土墻車輛荷載荷載組合相關(guān)參數(shù)：結(jié)構(gòu)重要性系數(shù)1.000荷載組合數(shù)1鋼筋混凝土配筋計(jì)算依據(jù)：《公路鋼筋混凝土與預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》(JTGD62-2004)=====================================================================第1種情況:組合1注意：內(nèi)力計(jì)算時，土壓力分項(xiàng)(安全)系數(shù)=1.400[土壓力計(jì)算]計(jì)算高度為11.000(m)處的庫侖主動土壓力無荷載時的破裂角=19.782(度)第1破裂角：19.782(度)Ea=221.233(kN)Ex=215.989(kN)Ey=47.884(kN)作用點(diǎn)高度Zy=4.791(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=6693.321(kN-m)距離樁頂11.818(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1254.946(kN)距離樁頂11.000(m)(二)樁身配筋計(jì)算點(diǎn)號距頂距離全部縱筋箍筋截面相對受壓區(qū)高度(m)(mm2)(mm2)1-0.0001573615840.200420.4071573615840.200430.8151573615840.200441.2221573615840.200451.6301573615840.200462.0371573615840.200472.4441573615840.200482.8521573615840.200493.2591573615840.2004103.6671573615840.2004114.0741573615840.2004124.4811573615840.2004134.8891573615840.2004145.2961573615840.2004155.7041573615840.2004166.1111573615840.2004176.5191573615840.2004186.9261573615840.2004197.3331573615840.2004207.7411573615840.2004218.1481605215840.2021228.5561808815840.2128238.9632038215840.2239249.3702273915840.2342259.7782536915840.24482610.1852830415840.25552710.5933126515840.26532811.0003453615840.27522911.4093666015840.28113011.8183777115840.28413112.2273777115840.28413212.6363666015840.28113313.0453488115840.27623413.4553253415840.26923513.8643004515840.26143614.2732719915840.25153714.6822437915840.24093815.0912163515840.22953915.5001901015840.21744015.9091637415840.20384116.3181573615840.20044216.7271573615840.20044317.1361573615840.20044417.5451573615840.20044517.9551573615840.20044618.3641573615840.20044718.7731573615840.20044819.1821573615840.20044919.5911573615840.20045020.0001573615840.2004(三)擋土板內(nèi)力配筋計(jì)算板類型板厚板下緣距頂最大土壓力單塊板彎矩單塊板全部縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)130011.00039.53991.3851100=====================================================================樁配筋面積最終結(jié)果：縱筋最大為37771(mm2)47根φ32鋼筋抗剪箍筋最大為1584(mm2/m)=====================================================================2、4-4’剖面（左側(cè)）（1）計(jì)算樁頂位移計(jì)算項(xiàng)目：雙福車庫4-4’斷面（左側(cè)）計(jì)算時間：2023-03-0620:57:25星期一原始條件:墻身尺寸:樁總長(m)22.000嵌入深度(m)10.000截面形狀圓樁樁寬(m)樁高(m)樁徑(m)1.500樁間距(m)4.300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(jì)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)10.3001.00012土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)120.00024.1080.000物理參數(shù):樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB335樁箍筋間距(mm)1000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(qiáng)度等級C30板縱筋合力點(diǎn)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)25.000墻后第1層填土粘聚力(kPa)3.000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)12.500地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(shù)地基土容重(kN/m3)24.100地基土浮容重(kN/m3)基底摩擦系數(shù)0.450地基浮力系數(shù)地基土類型巖石地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)公路等級及工程類別2級公路一般工程地基土內(nèi)摩擦角(度)390.000地基土粘聚力(kPa)22.000地基強(qiáng)度與偏心距驗(yàn)算時水平投影長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)18.17020.0009.0003.00025.0001.00023.83024.10024.1000.00052.0001.000土壓力計(jì)算：土壓力計(jì)算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)4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)35.000擋墻分段長度(m)10.000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15.7000.0005.7000.000023.0000.0003.0000.000133.0000.0003.0000.0001410.0000.00010.0000.0000換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)荷載序號2-1滿布0.5002004路基規(guī)范擋土墻車輛荷載3-1滿布0.5002004路基規(guī)范擋土墻車輛荷載荷載組合相關(guān)參數(shù)：結(jié)構(gòu)重要性系數(shù)1.000荷載組合數(shù)1鋼筋混凝土配筋計(jì)算依據(jù)：《公路鋼筋混凝土與預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》(JTGD62-2004)=====================================================================第1種情況:組合1注意：內(nèi)力計(jì)算時，土壓力分項(xiàng)(安全)系數(shù)=1.000[土壓力計(jì)算]計(jì)算高度為12.000(m)處的庫侖主動土壓力無荷載時的破裂角=19.782(度)第1破裂角：19.782(度)Ea=309.305(kN)Ex=301.974(kN)Ey=66.946(kN)作用點(diǎn)高度Zy=5.017(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=7093.788(kN-m)距離樁頂12.909(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1306.847(kN)距離樁頂12.000(m)樁頂位移=88(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-88-0.00020.4440.0000.000-84-0.00030.8890.422-2.845-81-0.00041.3333.399-11.561-78-0.00051.77811.594-26.327-75-0.00062.22227.697-47.144-72-0.00072.66754.396-74.011-69-0.00083.11194.380-106.928-66-0.00093.556150.340-145.897-62-0.000104.000224.963-190.916-59-0.000114.444320.939-241.985-56-0.000124.889440.957-299.105-53-0.000135.333587.706-362.275-50-0.000145.778763.876-431.496-47-0.000156.222972.155-506.768-44-0.000166.6671215.233-588.090-41-0.000177.1111495.798-675.463-38-0.000187.5561816.541-768.886-35-0.000198.0002180.653-871.763-32-0.000208.4442586.982-944.543-29-0.000218.8893015.003-981.927-26-0.000229.3333460.140-1021.569-23-0.000239.7783923.398-1063.469-21-0.0002410.2224405.781-1107.628-18-0.0002510.6674908.292-1154.045-16-0.0002611.1115431.934-1202.720-14-0.0002711.5565977.710-1253.654-12-0.0002812.0006546.627-1306.847-10-385.6722912.4556963.350-601.877-8-615.8333012.9097093.788-39.349-6-484.2233113.3646999.123396.578-5-368.2583213.8186733.262721.808-3-267.7473314.2736342.933951.854-2-182.1193414.7275867.9401101.500-1-110.5233515.1825341.5691184.566-1-51.9183615.6364791.0621213.747-0-5.1463716.0914238.1621200.524031.0043816.5453699.6781155.137157.7523917.0003188.0391086.594176.2884017.4552711.8641002.715187.7424117.9092276.478910.204193.1694218.3641884.406814.732193.5324318.8181535.813721.034189.7014419.2731228.920633.001182.4504519.727960.358553.786172.4614620.182725.479485.882160.3294720.636518.646431.213146.5794821.091333.467391.200031.6704921.545163.011366.814016.0175022.0000.000179.312-0-0.000（2）計(jì)算樁配筋計(jì)算項(xiàng)目：雙福車庫4-4’斷面（左側(cè)）計(jì)算時間：2023-03-0620:56:03星期一原始條件:墻身尺寸:樁總長(m)22.000嵌入深度(m)10.000截面形狀圓樁樁寬(m)樁高(m)樁徑(m)1.500樁間距(m)4.300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(jì)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)10.3001.00012土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)120.00024.1080.000物理參數(shù):樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB335樁箍筋間距(mm)1000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(qiáng)度等級C30板縱筋合力點(diǎn)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)25.000墻后第1層填土粘聚力(kPa)3.000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)12.500地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(shù)地基土容重(kN/m3)24.100地基土浮容重(kN/m3)基底摩擦系數(shù)0.450地基浮力系數(shù)地基土類型巖石地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)公路等級及工程類別2級公路一般工程地基土內(nèi)摩擦角(度)390.000地基土粘聚力(kPa)22.000地基強(qiáng)度與偏心距驗(yàn)算時水平投影長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)18.17020.0009.0003.00025.0001.00023.83024.10024.1000.00052.0001.000土壓力計(jì)算：土壓力計(jì)算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)4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)35.000擋墻分段長度(m)10.000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15.7000.0005.7000.000023.0000.0003.0000.000133.0000.0003.0000.0001410.0000.00010.0000.0000換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)荷載序號2-1滿布0.5002004路基規(guī)范擋土墻車輛荷載3-1滿布0.5002004路基規(guī)范擋土墻車輛荷載荷載組合相關(guān)參數(shù)：結(jié)構(gòu)重要性系數(shù)1.000荷載組合數(shù)1鋼筋混凝土配筋計(jì)算依據(jù)：《公路鋼筋混凝土與預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》(JTGD62-2004)=====================================================================第1種情況:組合1注意：內(nèi)力計(jì)算時，土壓力分項(xiàng)(安全)系數(shù)=1.400[土壓力計(jì)算]計(jì)算高度為12.000(m)處的庫侖主動土壓力無荷載時的破裂角=19.782(度)第1破裂角：19.782(度)Ea=309.305(kN)Ex=301.974(kN)Ey=66.946(kN)作用點(diǎn)高度Zy=5.017(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=9931.303(kN-m)距離樁頂12.909(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1829.585(kN)距離樁頂12.000(m)(二)樁身配筋計(jì)算點(diǎn)號距頂距離全部縱筋箍筋截面相對受壓區(qū)高度(m)(mm2)(mm2)1-0.0001573615840.200420.4441573615840.200430.8891573615840.200441.3331573615840.200451.7781573615840.200462.2221573615840.200472.6671573615840.200483.1111573615840.200493.5561573615840.2004104.0001573615840.2004114.4441573615840.2004124.8891573615840.2004135.3331573615840.2004145.7781573615840.2004156.2221573615840.2004166.6671573615840.2004177.1111573615840.2004187.5561573615840.2004198.0001573615840.2004208.4441882215840.2165218.8892251415840.2333229.3332613815840.2476239.7783004515840.26142410.2223453615840.27522510.6673891615840.28712611.1114385115840.29902711.5564843915840.30892812.0005404215840.31972912.4555794015840.32643012.9095910515840.32843113.3645852015840.32753213.8185568015840.32263314.2735193315840.31583414.7274748515840.30693515.1824298715840.29703615.6363777115840.28413716.0913286015840.27033816.5452830415840.25553917.0002389915840.23904017.4551998015840.22204117.9091637415840.20384218.3641573615840.20044318.8181573615840.20044419.2731573615840.20044519.7271573615840.20044620.1821573615840.20044720.6361573615840.20044821.0911573615840.20044921.5451573615840.20045022.0001573615840.2004(三)擋土板內(nèi)力配筋計(jì)算板類型板厚板下緣距頂最大土壓力單塊板彎矩單塊板全部縱筋號(mm)距離(m)(kPa)(kN-m)面積(mm2)130012.00039.79291.9701107=====================================================================樁配筋面積最終結(jié)果：縱筋最大為59105(mm2)74根φ32鋼筋抗剪箍筋最大為1584(mm2/m)=====================================================================3、4-4’剖面（右側(cè)）（1）計(jì)算樁頂位移計(jì)算項(xiàng)目：雙福車庫4-4’斷面（右側(cè)）計(jì)算時間：2023-03-0619:32:44星期一原始條件:墻身尺寸:樁總長(m)18.000嵌入深度(m)8.000截面形狀圓樁樁寬(m)樁高(m)樁徑(m)1.500樁間距(m)4.300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(jì)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)10.3001.00010土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)120.00024.1080.000物理參數(shù):樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB335樁箍筋間距(mm)1000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(qiáng)度等級C30板縱筋合力點(diǎn)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)25.000墻后填土粘聚力(kPa)3.000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)12.500地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(shù)地基土容重(kN/m3)24.100地基土浮容重(kN/m3)基底摩擦系數(shù)0.450地基浮力系數(shù)地基土類型巖石地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)公路等級及工程類別2級公路一般工程地基土內(nèi)摩擦角(度)390.000地基土粘聚力(kPa)22.000地基強(qiáng)度與偏心距驗(yàn)算時水平投影長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)18.17020.0009.0003.00025.0001.00023.83024.10024.100390.00022.0001.000土壓力計(jì)算：土壓力計(jì)算方法庫侖坡線土柱:參數(shù)名稱參數(shù)值坡面線段數(shù)6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)35.000擋墻分段長度(m)10.000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16.0000.0006.0000.000025.0000.0005.0000.000133.0000.0003.0000.000143.0000.0003.0000.000153.0000.0003.0000.000163.0000.0003.0000.0001換算土柱參數(shù):土柱距離(m)寬度(m)高度(m)荷載序號2-1滿布0.1502004路基規(guī)范擋土墻人群荷載3-1滿布0.5002004路基規(guī)范擋土墻車輛荷載4-1滿布0.5002004路基規(guī)范擋土墻車輛荷載5-1滿布0.5002004路基規(guī)范擋土墻車輛荷載6-1滿布0.5002004路基規(guī)范擋土墻車輛荷載荷載組合相關(guān)參數(shù)：結(jié)構(gòu)重要性系數(shù)1.000荷載組合數(shù)1鋼筋混凝土配筋計(jì)算依據(jù)：《公路鋼筋混凝土與預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》(JTGD62-2004)=====================================================================第1種情況:組合1注意：內(nèi)力計(jì)算時，土壓力分項(xiàng)(安全)系數(shù)=1.000[土壓力計(jì)算]計(jì)算高度為10.000(m)處的庫侖主動土壓力無荷載時的破裂角=35.550(度)第1破裂角：36.180(度)Ea=334.557(kN)Ex=326.627(kN)Ey=72.411(kN)作用點(diǎn)高度Zy=3.165(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:K法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。背側(cè)最大彎矩=5189.420(kN-m)距離樁頂11.091(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1349.575(kN)距離樁頂10.000(m)樁頂位移=51(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-51-0.00020.3700.0000.000-49-0.00030.7410.190-1.539-48-0.00041.1111.591-6.730-46-0.00051.4815.697-16.145-44-0.00061.85214.072-29.786-43-0.00072.22228.282-47.651-41-0.00082.59349.891-69.742-39-0.00092.96380.464-96.057-37-0.000103.333121.566-126.597-36-0.000113.704174.761-161.363-34-0.000124.074241.615-200.353-32-0.000134.444323.692-243.568-31-0.000144.815422.558-291.009-29-0.000155.185539.776-342.674-27-0.000165.556676.912-398.564-26-0.000175.926835.530-458.679-24-0.000186.2961017.196-523.019-22-0.000196.6671223.473-591.584-21-0.000207.0371455.928-664.374-19-0.000217.4071716.124-741.389-18-0.000227.7782005.626-822.629-16-0.000238.1482326.000-908.094-14-0.000248.5192678.810-997.784-13-0.000258.8893065.726-1092.554-12-0.000269.2593488.737-1192.405-10-0.000279.6303949.511-1296.481-9-0.0002810.0004442.799-1349.575-8-307.0812910.3644841.344-878.956-7-530.5523010.7275082.040-478.605-6-448.0863111.0915189.420-142.788-5-372.7993211.4555185.886134.433-4-304.8503311.8185091.651359.060-3-244.2383412.1824924.751537.044-2-190.8343512.5454701.074674.187-2-144.4043612.9094434.434776.067-1-104.6353713.2734136.662847.979-1-71.1513813.6363817.721894.895-1-43.5313914.0003485.829921.427-0-21.3264014.3643147.593931.815-0-4.0654114.7272808.146929.90608.7304215.0912471.297919.160017.5394315.4552139.665902.641022.8414415.8181814.830883.026025.1054516.1821497.465862.614024.7924616.5451187.475843.328022.3524716.909884.134826.728018.2264817.273586.218814.017012.8444917.636292.123806.05006.6305018.0000.000401.669-0-0.000（2）計(jì)算樁配筋計(jì)算項(xiàng)目：雙福車庫4-4’斷面（右側(cè)）計(jì)算時間：2023-03-0619:33:59星期一原始條件:墻身尺寸:樁總長(m)18.000嵌入深度(m)8.000截面形狀圓樁樁寬(m)樁高(m)樁徑(m)1.500樁間距(m)4.300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(jì)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)10.3001.00010土層土層厚重度MCK序號(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)120.00024.1080.000物理參數(shù):樁混凝土強(qiáng)度等級C30樁縱筋合力點(diǎn)到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB335樁箍筋間距(mm)1000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(qiáng)度等級C30板縱筋合力點(diǎn)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)25.000墻后填土粘聚力(kPa)3.000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)12.500地震烈度面?zhèn)鹊卣饎铀畨毫ο禂?shù)背側(cè)地震動水壓力系數(shù)地基土容重(kN/m3)24.100地基土浮容重(kN/m3)基底摩擦系數(shù)0.450地基浮力系數(shù)地基土類型巖石地基抗震基底容許偏心距墻身地震力調(diào)整系數(shù)公路等級及工程類別2級公路一般工程地基土內(nèi)摩擦角(度)390.000地基土粘聚力(kPa)22.000地基強(qiáng)度與偏心距驗(yàn)算時水平投影長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)18.17020.0009.0003.00025.0001.00023.83024.10024.1003