安置房項目邊坡計算書

目錄TOC\o"1-1"\h\z\u一、 工程概況 工程概況1.1項目概況本項目位于，用地東鄰軌道二號線及西城大道，毗鄰金家灣輕軌站，交通極其便利。用地南側緊鄰西城佳園，西城大道東側為中南上悅城組團，西側緊鄰濱河公園。建設用地面積52731m2，擬建總建筑面積189498.2平方米，容積率2.5，項目由7棟一類高層建筑（住宅）、1棟多層公共建筑（市民中心）、小區(qū)入口大門、配套用房及車庫組成。主要技術經濟指標詳見附表。本工程設計等級為一級，設計使用年限為50年，地上建筑耐火等級為一，二級，地下室耐火等級為一級。屋面防水等級為Ⅰ級，地下室防水等級為一級。住宅樓建筑采用剪力墻結構體系，地下室為框架剪力墻結構。1.2巖土工程概況根據設計方案，項目負二層車庫設計底標高為234.10m，負一層車庫設計底標高為237.80m。場地±0標高為243.20m。按設計車庫底標高進行高程整平后，場地東側、南側將會形成臨時挖方邊坡，最大高度約9.5m，受用地紅線控制，局部無放坡開挖條件，本次設計在東北側、南側局部增設臨時樁板擋墻進行支護，其余不受紅線控制的區(qū)域采用坡率法進行開挖。場地西側為現狀河堤護岸，本次設計原則是盡量不改變該側原始地貌，建筑及道路在該側采用架空形式，局臨時形成的挖方邊坡，需按原地貌進行恢復并覆綠。本次設計邊坡安全等級為二級。設計依據及設計規(guī)范2.1設計依據及采用規(guī)范10、《建筑抗震設計規(guī)范》（GB50011-2010）（2016年版）12、混凝土結構通用規(guī)范GB55008-202113、工程結構通用規(guī)范GB55001-202114、建筑與市政工程抗震通用規(guī)范GB55002-20212.2設計地質參數邊坡設計3.1設計標準3.2設計原則邊坡穩(wěn)定性驗算4.11#深基坑邊坡1#深基坑邊坡采用樁板擋墻支護，詳見樁板擋墻結構驗算部分。4.22#深基坑邊坡=1\*GB3①選取地勘26-26’剖面驗算邊坡沿巖土界面滑動穩(wěn)定性系數用折線滑動面?zhèn)鬟f系數法隱式解計算邊坡穩(wěn)定性：邊坡穩(wěn)定性系數Fs=1.30≥1.20=2\*GB3②選取地勘40-40’剖面驗算邊坡沿層面滑動穩(wěn)定性系數用折線滑動面?zhèn)鬟f系數法隱式解計算邊坡穩(wěn)定性：邊坡穩(wěn)定性系數Fs=1.897≥1.204.33#深基坑邊坡詳見2#臨時樁板擋墻結構驗算部分。其余邊坡按照地勘建議坡率進行臨時放坡。樁板擋墻結構驗算3.11#臨時樁板擋墻樁板式擋土墻驗算[執(zhí)行標準：通用]計算項目：樁板式擋土墻1計算時間：2024-09-0615:12:39星期五原始條件:墻身尺寸:樁總長(m)14.000嵌入深度(m)8.000截面形狀圓樁樁徑(m)1.500樁間距(m)3.000擋土板的類型數(<=5)2嵌入段土層數(<=20)2樁底支承條件自由計算方法M法初始彈性系數A(MN/m3)0.000初始彈性系數A1(MN/m3)0.000樁前橫坡角(°)0.000嵌入段地層類型土層板類板厚板寬板塊型號(m)(m)數10.3000.600820.3000.6008土層土層厚重度M,C,KφKHηfrk序號(m)(kN/m3)(°)(MPa)150.00020.006.00030.000250.00025.0010.00030.000物理參數:樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB400樁箍筋間距(mm)200樁配筋形式縱筋非均勻配置樁拉區(qū)縱筋配筋范圍(度)120.000樁壓區(qū),拉區(qū)縱筋比0.500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摩擦角(度)30.000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)15.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂当硞鹊卣饎铀畨毫ο禂档鼗寥葜?kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系數0.500地基浮力系數地基土類型土質地基抗震基底容許偏心距墻身地震力調整系數地基土內摩擦角(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：層層厚度容重浮容重粘聚力內摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調整系數13.00020.0009.0000.00030.0001.00023.00019.0009.0000.00035.0001.000土壓力計算：土壓力計算方法庫侖坡線土柱:參數名稱參數值坡面線段數2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: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11.5001.0001.80333.6900210.0000.00010.0000.0001換算土柱參數:土柱距離(m)寬度(m)高度(m)序號2-11.00015.0001.000鋼筋混凝土配筋計算依據：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內力計算時，庫侖土壓力分項(安全)系數=1.350=====================================================================第1種情況:一般情況[土壓力計算]計算高度為6.000(m)處的庫侖主動土壓力第1破裂角：36.360(度)Ea=161.749(kN)Ex=156.237(kN)Ey=41.864(kN)作用點高度Zy=2.125(m)(一)樁身內力計算計算方法:m法 背側--為擋土側；面?zhèn)?-為非擋土側。背側最大彎矩=2396.991(kN-m)距離樁頂8.667(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=688.710(kN)距離樁頂11.754(m)樁頂位移=47(mm)點號距頂距離彎矩剪力位移土反力橫向承載力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-47-0.0000.00020.2860.178-1.873-46-0.0000.00030.5711.427-7.490-45-0.0000.00040.8574.815-16.853-43-0.0000.00051.14311.382-29.623-42-0.0000.00061.42921.979-44.879-41-0.0000.00071.71437.208-62.043-40-0.0000.00082.00057.614-81.114-38-0.0000.00092.28683.741-102.092-37-0.0000.000102.571116.452-128.314-36-0.0000.000112.857157.563-159.781-34-0.0000.000123.143207.937-193.155-33-0.0000.000133.429268.118-228.436-32-0.0000.000143.714338.653-265.624-30-0.0000.000154.000420.085-304.719-29-0.0000.000164.286512.960-345.721-28-0.0000.000174.571617.822-388.630-27-0.0000.000184.857735.216-433.447-25-0.0000.000195.143865.687-480.170-24-0.0000.000205.4291009.781-528.801-23-0.0000.000215.7141168.041-579.338-21-0.0000.000226.0001341.013-630.284-20-0.0000.000236.2961527.319-617.546-19-33.7190.000246.5931706.966-585.308-18-62.9940.000256.8891874.169-534.999-16-87.9328.381267.1852024.002-469.470-15-108.65424.183277.4812152.373-391.488-14-125.29439.986287.7782255.995-303.725-13-137.99355.788298.0742332.359-208.760-12-146.90371.591308.3702379.705-109.067-11-152.17787.393318.6672396.991-8.441-10-153.970103.196328.9472385.35489.647-9-152.597118.166339.2282346.663184.687-8-148.363133.137349.5092281.670276.186-7-141.386148.108359.7892191.611362.448-6-131.775163.0793610.0702078.190441.839-5-119.630178.0493710.3511943.560512.786-4-105.036193.0203810.6321790.310573.765-3-88.064207.9913910.9121621.447623.291-2-68.770222.9624011.1931440.392659.911-2-47.194237.9324111.4741250.970682.192-1-23.361252.9034211.7541057.407688.71002.722267.8744312.035864.327678.041131.062282.8454412.316676.753648.754261.680297.8154512.596500.114599.401294.606312.7864612.877340.247528.5093129.883327.7574713.158203.407434.5824167.554342.7284813.43996.271316.0915207.666357.6984913.71925.952171.4835250.259372.6695014.0000.00046.2276295.363387.640(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)1-0.0001767353425220.2861767353425230.5711767353425240.8571767353425251.1431767353425261.4291767353425271.7141767353425282.0001767353425292.28617673534252102.57117673534252112.85717673534252123.14317673534252133.42917673534252143.71417673534252154.00017673534252164.28617673534252174.57117673534252184.85717673534252195.14317673534252205.42917673534252215.71417673534252226.00017673534252236.29617673534252246.59318643728252256.88920514101252267.18522174435252277.48123614722252287.77824774955252298.07425635126252308.37026165232252318.66726365272252328.94726225245252339.22825795157252349.50925065012252359.789240548102523610.070227845572523710.351212842552523810.632195739142523910.912177035392524011.193176735342524111.474176735342524211.754176735342524312.035176735342524412.316176735342524512.596176735342524612.877176735342524713.158176735342524813.439176735342524913.719176735342525014.00017673534252(三)擋土板內力配筋計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)13004.80052.95335.74338623006.00062.29542.049457============================================================================3.22#臨時樁板擋墻=1\*GB3①20#樁樁板式擋土墻驗算[執(zhí)行標準：通用]計算項目：樁板式擋土墻1計算時間：2024-09-0914:44:44星期一原始條件:墻身尺寸:樁總長(m)16.500嵌入深度(m)7.000截面形狀圓樁樁徑(m)1.500樁間距(m)3.000擋土板的類型數(<=5)2嵌入段土層數(<=20)1樁底支承條件自由計算方法K法初始彈性系數A(MN/m3)初始彈性系數A1(MN/m3)樁前橫坡角(°)0.000嵌入段地層類型巖層板類板厚板寬板塊型號(m)(m)數10.3000.600820.3000.6008土層土層厚重度M,C,KφKHηfrk序號(m)(kN/m3)(°)(MPa)150.00020.0070.0000.5000.30010.000物理參數:樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB400樁箍筋間距(mm)200樁配筋形式縱筋非均勻配置樁拉區(qū)縱筋配筋范圍(度)120.000樁壓區(qū),拉區(qū)縱筋比0.500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摩擦角(度)30.000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)15.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂当硞鹊卣饎铀畨毫ο禂档鼗寥葜?kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系數0.500地基浮力系數地基土類型土質地基抗震基底容許偏心距墻身地震力調整系數地基土內摩擦角(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：層層厚度容重浮容重粘聚力內摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調整系數13.00020.0009.0000.00030.0001.00023.00019.0009.0000.00035.0001.000土壓力計算：土壓力計算方法庫侖坡線土柱:參數名稱參數值坡面線段數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)35.000擋墻分段長度(m)10.000坡面線段參數: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110.0000.00010.0000.0001換算土柱參數:土柱距離(m)寬度(m)高度(m)序號1-12.0007.0001.000鋼筋混凝土配筋計算依據：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內力計算時，庫侖土壓力分項(安全)系數=1.350=====================================================================第1種情況:一般情況[土壓力計算]計算高度為9.500(m)處的庫侖主動土壓力第1破裂角：34.344(度)Ea=311.251(kN)Ex=300.646(kN)Ey=80.558(kN)作用點高度Zy=3.182(m)(一)樁身內力計算計算方法:K法 背側--為擋土側；面?zhèn)?-為非擋土側。背側最大彎矩=4458.344(kN-m)距離樁頂10.500(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1136.080(kN)距離樁頂9.161(m)樁頂位移=52(mm)點號距頂距離彎矩剪力位移土反力橫向承載力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-52-0.0000.00020.3390.153-1.356-50-0.0000.00030.6791.226-5.422-48-0.0000.00041.0184.139-12.201-47-0.0000.00051.3579.812-21.690-45-0.0000.00061.69619.164-33.890-44-0.0000.00072.03633.116-48.802-42-0.0000.00082.37552.587-66.425-40-0.0000.00092.71478.497-86.760-39-0.0000.000103.054112.218-113.801-37-0.0000.000113.393156.477-147.548-36-0.0000.000123.732212.647-184.007-34-0.0000.000134.071281.646-223.178-32-0.0000.000144.411364.395-265.059-31-0.0000.000154.750461.814-309.652-29-0.0000.000165.089574.823-356.956-28-0.0000.000175.429704.341-406.971-26-0.0000.000185.768851.289-459.698-25-0.0000.000196.1071016.585-515.135-23-0.0000.000206.4461201.151-573.284-22-0.0000.000216.7861405.906-634.144-20-0.0000.000227.1251631.770-697.716-19-0.0000.000237.4641879.663-763.998-17-0.0000.000247.8042150.504-832.992-16-0.0000.000258.1432445.214-904.697-14-0.0000.000268.4822764.713-979.114-13-0.0000.000278.8213109.920-1056.241-12-0.0000.000289.1613481.755-1136.080-10-0.0000.000299.5003881.138-1098.729-9-0.0000.000309.8334207.414-768.678-8-560.3991500.0003110.1674393.591-376.395-7-485.6901500.0003210.5004458.344-38.433-6-415.5431500.0003310.8334419.212248.657-5-350.0301500.0003411.1674292.573488.335-4-289.1121500.0003511.5004093.656683.999-3-232.6591500.0003611.8333836.574838.921-3-180.4671500.0003712.1673534.375956.198-2-132.2701500.0003812.5003199.1081038.707-1-87.7551500.0003912.8332841.9041089.080-1-46.5731500.0004013.1672473.0551109.678-0-8.3551500.0004113.5002102.1181102.580027.2851500.0004213.8331738.0021069.574160.7291500.0004314.1671389.0691012.166192.3581500.0004414.5001063.224931.5822122.5341500.0004514.833768.014828.7832151.5951500.0004615.167510.702704.4923179.8491500.0004715.500298.353559.2133207.5611500.0004815.833137.894393.2703234.9541500.0004916.16736.173206.8404262.1921500.0005016.5000.00054.2594289.3811500.000嵌入段為巖層，樁的最大土反力≤巖層橫向地基承載力，橫向承載力滿足規(guī)范要求。(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)1-0.0001767353425220.3391767353425230.6791767353425241.0181767353425251.3571767353425261.6961767353425272.0361767353425282.3751767353425292.71417673534252103.05417673534252113.39317673534252123.73217673534252134.07117673534252144.41117673534252154.75017673534252165.08917673534252175.42917673534252185.76817673534252196.10717673534252206.44617673534252216.78617673534252227.12517813562252237.46420574113252247.80423594718252258.14326905379252268.48230506100252278.82134416883252289.16138657730252299.50043238645252309.833469993982523110.167491498292523210.500498999782523310.833494498882523411.167479795952523511.500456891352523611.833427185432523712.167392578502523812.500354370862523912.833313862752524013.167272154422524113.500230546102524213.833189937982524314.167176735342524414.500176735342524514.833176735342524615.167176735342524715.500176735342524815.833176735342524916.167176735342525016.50017673534252(三)擋土板內力配筋計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)13004.80045.53530.73636023009.50082.43155.641613=============================================================================2\*GB3②20#樁樁板式擋土墻驗算[執(zhí)行標準：通用]計算項目：樁板式擋土墻1計算時間：2024-09-0914:48:26星期一原始條件:墻身尺寸:樁總長(m)11.500嵌入深度(m)4.500截面形狀圓樁樁徑(m)1.500樁間距(m)3.000擋土板的類型數(<=5)2嵌入段土層數(<=20)2樁底支承條件自由計算方法K法初始彈性系數A(MN/m3)初始彈性系數A1(MN/m3)樁前橫坡角(°)0.000嵌入段地層類型巖層板類板厚板寬板塊型號(m)(m)數10.3000.600820.3000.6008土層土層厚重度M,C,KφKHηfrk序號(m)(kN/m3)(°)(MPa)11.30020.0030.0000.5000.30010.000250.00025.0070.0000.5000.30010.000物理參數:樁混凝土強度等級C30樁縱筋合力點到外皮距離(mm)50樁縱筋級別HRB400樁箍筋級別HRB400樁箍筋間距(mm)200樁配筋形式縱筋非均勻配置樁拉區(qū)縱筋配筋范圍(度)120.000樁壓區(qū),拉區(qū)縱筋比0.500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摩擦角(度)30.000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)15.000地震烈度面?zhèn)鹊卣饎铀畨毫ο禂当硞鹊卣饎铀畨毫ο禂档鼗寥葜?kN/m3)18.000地基土浮容重(kN/m3)基底摩擦系數0.500地基浮力系數地基土類型土質地基抗震基底容許偏心距墻身地震力調整系數地基土內摩擦角(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：層層厚度容重浮容重粘聚力內摩擦土壓力號(m)(kN/m3)(kN/m3)(kPa)角(度)調整系數13.00020.0009.0000.00030.0001.00023.00019.0009.0000.00035.0001.000土壓力計算：土壓力計算方法庫侖坡線土柱:參數名稱參數值坡面線段數2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: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14.0002.6704.80933.7230210.0000.00010.0000.0001換算土柱參數:土柱距離(m)寬度(m)高度(m)序號2-11.00015.0001.000鋼筋混凝土配筋計算依據：《混凝土結構設計規(guī)范》(GB50010-2010)注意：內力計算時，庫侖土壓力分項(安全)系數=1.350=====================================================================第1種情況:一般情況[土壓力計算]計算高度為7.000(m)處的庫侖主動土壓力第1破裂角：38.592(度)Ea=254.835(kN)Ex=246.152(kN)Ey=65.956(kN)作用點高度Zy=2.506(m)(一)樁身內力計算計算方法:K法 背側--為擋土側；面?zhèn)?-為非擋土側。背側最大彎矩=2954.621(kN-m)距離樁頂8.040(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1306.988(kN)距離樁頂9.885(m)樁頂位移=70(mm)點號距頂距離彎矩剪力位移土反力橫向承載力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-70-0.0000.00020.2330.104-1.336-68-0.0000.00030.4670.831-5.344-66-0.0000.00040.7002.806-12.024-65-0.0000.00050.9336.650-21.377-63-0.0000.00061.16712.989-33.401-61-0.0000.00071.40022.445-48.097-59-0.0000.00081.63335.643-65.466-58-0.0000.00091.86753.204-85.507-56-0.0000.000102.10075.754-108.219-54-0.0000.000112.333103.914-133.604-52-0.0000.000122.567138.257-160.976-51-0.0000.000132.800179.136-189.624-49-0.0000.000143.033226.845-219.520-47-0.0000.000153.267281.676-250.665-45-0.0000.000163.500343.919-283.059-44-0.0000.000173.733414.075-319.377-42-0.0000.000183.967493.267-359.619-40-0.0000.000194.200581.994-401.110-38-0.0000.000204.433680.549-443.849-37-0.0000.000214.667789.221-487.837-35-0.0000.000224.900908.303-533.074-33-0.0000.000235.1331038.086-579.560-31-0.0000.000245.3671178.862-627.294-30-0.0000.000255.6001330.920-676.277-28-0.0000.000265.8331494.554-726.508-26-0.0000.000276.0671670.055-777.988-25-0.0000.000286.3001857.713-830.717-23-0.0000.000296.5332057.820-884.694-21-0.0000.000306.7672270.667-939.921-20-0.0000.000317.0002496.546-917.159-18-0.0000.000327.2602714.406-695.148-16-488.1151500.000337.5202858.023-425.085-15-435.1781500.000347.7802935.450-185.764-13-383.0141500.000358.0402954.62123.274-11-331.6471500.000368.3002923.348235.173-9-281.0811500.000378.5002853.335487.297-8-566.3561500.000388.7312709.213745.098-7-464.4131500.000398.9622509.444960.120-5-363.8201500.000409.1922266.0811123.236-4-264.4781500.000419.4231991.0271235.063-2-166.2671500.000429.6541696.0521296.155-1-69.0491500.000439.8851392.8021306.988027.3211500.0004410.1151092.8251267.9642122.9951500.0004510.346807.5871179.4053218.1201500.0004610.577548.4851041.5604312.8401500.0004710.808326.867854.6056407.2821500.0004811.038154.052618.6567501.5571500.0004911.26941.334333.7799595.7501500.0005011.5000.00089.55610689.9161500.000嵌入段為巖層，樁的最大土反力≤巖層橫向地基承載力，橫向承載力滿足規(guī)范要求。(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)1-0.0001767353425220.2331767353425230.4671767353425240.7001767353425250.9331767353425261.1671767353425271.400176735342528