污水處理廠三期擴建工程勘察和設(shè)計-基坑支護計算書

PAGEPAGE1污水處理廠三期擴建工程勘察和設(shè)計基坑支護計算書目錄227351.設(shè)計資料 2247432.設(shè)計依據(jù) 229083.基坑?1200圍護樁驗算 3288523.1.臨空7.6m樁基（嵌固端1m厚土層+5.5m厚巖層）驗算： 3193803.2.臨空7.6m樁基（嵌固端9.8m厚土層+5.5m厚巖層）驗算 10100614.基坑坡率法放坡支護驗算 18260235.基坑鋼管樁支護驗算（D299x10@600） 20128906.折背式擋墻驗算 23污水處理廠三期擴建工程勘察和設(shè)計基坑支護計算書設(shè)計資料擬建污水處理廠三期擴建工程勘察和設(shè)計項目，本工程服務(wù)區(qū)域包括中和街道、烏楊街道、平凱街道以及規(guī)劃的西部新城片區(qū)。一期規(guī)模為1.2萬m3/d，二期規(guī)模為1.8萬m3/d。秀山污水處理廠三期擴建工程，設(shè)計規(guī)模2.0萬m3/d，位于秀山縣梅江河下游迎風村牛石灘，緊臨二期工程南側(cè)空地，本工程新增用地紅線面積為7756.0m2，折合11.64畝。本次設(shè)計范圍為污水處理廠四周環(huán)境邊坡支擋及場地內(nèi)構(gòu)筑物基坑邊坡，環(huán)境邊坡最大高度約4m，工程安全等級為二級，永久邊坡設(shè)計工作年限為50年。在AO生物池北側(cè)、東側(cè)、南側(cè)，高效沉淀池及濾布濾池西側(cè)、北側(cè)、南側(cè)處產(chǎn)生深基坑，接觸消毒池西側(cè)、北側(cè)、南側(cè)，為土質(zhì)深基坑，基坑最大深度約7.6m，工程安全等級為二級，臨時邊坡設(shè)計工作年限為2年。本項目基坑支護計算主要包括坡率法放坡穩(wěn)定性驗算、樁板擋墻結(jié)構(gòu)驗算及基坑鋼管樁支護驗算。本項目位于現(xiàn)狀梅江河流域內(nèi)，根據(jù)地勘報告，梅江河重現(xiàn)期50年洪水位為344.96m，50年洪水位高于部分水池基坑底，為保證基坑及主體施工安全，施工單位應做好施工組織安排，避開雨季施工，做好暴雨等極端天氣預警；同時做好基坑施工過程的抽排水措施，基坑開挖回填需在1年內(nèi)完成。故取天然巖土參數(shù)進行計算。設(shè)計依據(jù)《建筑邊坡工程技術(shù)規(guī)范》(GB50330–2013)；《建筑地基基礎(chǔ)設(shè)計規(guī)范》（GB50007-2011）；《建筑基坑支護技術(shù)規(guī)程》JGJ120-2012；《建筑抗震設(shè)計規(guī)范》GB50011–2010（2015年版）；《混凝土結(jié)構(gòu)設(shè)計規(guī)范》GB50010–2010（2015年版）；《建筑邊坡工程施工質(zhì)量驗收規(guī)范》DBJ/T50-100-2010；《關(guān)于進一步加強全市高切坡、深基坑和高填方項目勘察設(shè)計管理的意見》(渝建發(fā)（2010）166號)。《工程結(jié)構(gòu)通用規(guī)范》（GB55001-2021）《建筑與市政工程抗震通用規(guī)范》（GB55002-2021）《建筑與市政地基基礎(chǔ)通用規(guī)范》（GB55003-2021）《混凝土結(jié)構(gòu)通用規(guī)范》（GB55008-2021）基坑?1200圍護樁驗算臨空7.6m樁基（嵌固端1m厚土層+5.5m厚巖層）驗算基坑圍護樁按照最不利臨空7.6m計算，樁直徑?1200，樁間距4m。一、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(jié)構(gòu)重要性系數(shù)1.00抗震設(shè)計烈度(度)配筋計算水平地震系數(shù)Kh水上地震角(度)水下地震角(度)重要性修正系數(shù)Ci綜合影響系數(shù)Cz2.坡線、土層和水位1)坡線信息坡線數(shù)1坡線水平投影豎向投影坡線長坡線仰角荷載數(shù)序號長(m)長(m)(m)(°)120.0000.00020.0000.0001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10.00010.0000.00019.0002)土層信息樁前地面橫坡無橫坡樁前地面橫坡角(度)0.000樁后橫坡角(度)0.000結(jié)構(gòu)與土摩擦角(度)12.500嵌固段以上土層數(shù):1序號地層地層重度浮重度粘聚力內(nèi)摩擦綜合內(nèi)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7.60017.40020.7908.33050.000m法35.000130.000嵌固段土層數(shù):3序號地層地層重度浮重度粘聚力內(nèi)摩擦綜合內(nèi)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1.00017.40020.7908.33050.000m法35.000130.0002巖層2.00024.2000.00040.00050.000K法120.000300.0000.5000.30010.0003巖層10.00026.9001309.00032.5001248.000K法300.0006798.0000.5000.30010.0003.計算模型1)樁前覆土模型：彈簧模型4.樁信息1)樁基本信息樁前地面以上長度(m)7.600嵌固點深度(m)0.000懸臂長度(m)7.600嵌固長度(m)6.500截面形狀圓形樁徑D(m)1.200樁中心距(m)4.000樁底支承條件自由坡線數(shù)12)樁配筋信息樁作用綜合分項系數(shù)1.25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/m3)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(shù)1板的搭接長度(m)0.500板類型號板厚(mm)板寬(m)板塊數(shù)13500.500152)板配筋信息板作用綜合分項系數(shù)1.250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166.結(jié)構(gòu)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(shù)：02)樁荷載組合[庫侖土壓力(一般)組合]荷載號荷載名稱是否參與調(diào)整系數(shù)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[庫侖土壓力(一般)組合]荷載號荷載名稱是否參與調(diào)整系數(shù)1板后主動土壓力√1.000二、樁計算結(jié)果原始條件:鋼筋混凝土配筋計算依據(jù):《混凝土結(jié)構(gòu)設(shè)計規(guī)范GB50010-2010》庫侖土壓力(一般情況)(一)樁身內(nèi)力計算按實際墻背計算得到:第1破裂角：43.920(度)Ea=163.054(kN)Ex=159.189(kN)Ey=35.291(kN)作用點到嵌固點距離Zy=1.766(m)第1嵌固段地層計算方法:m法第2嵌固段地層計算方法:K法第3嵌固段地層計算方法: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=1881.071(kN-m)距離樁頂9.400(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=637.486(kN)距離樁頂7.600(m)最大位移=-29(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-28.650.00020.200-0.000-0.000-28.040.00030.4000.000-0.000-27.430.00040.6000.000-0.000-26.820.00050.8000.000-0.000-26.210.00061.0000.000-0.000-25.600.00071.2000.000-0.000-24.990.00081.4000.000-0.000-24.380.00091.6000.000-0.000-23.770.000101.8000.000-0.000-23.160.000112.0000.000-0.000-22.550.000122.2000.000-0.000-21.940.000132.4000.000-0.000-21.330.000142.6000.000-0.000-20.720.000152.8000.179-2.683-20.110.000163.0001.311-8.931-19.500.000173.2003.869-16.938-18.890.000183.4008.204-26.707-18.280.000193.60014.669-38.235-17.670.000203.80023.615-51.525-17.070.000214.00035.396-66.575-16.460.000224.20050.362-83.385-15.850.000234.40068.867-101.956-15.240.000244.60091.262-122.288-14.630.000254.800117.900-144.380-14.030.000265.000149.131-168.232-13.420.000275.200185.310-193.846-12.820.000285.400226.787-221.219-12.220.000295.600273.915-250.353-11.630.000305.800327.046-281.248-11.030.000316.000386.532-313.904-10.440.000326.200452.725-348.320-9.860.000336.400525.977-384.496-9.280.000346.600606.640-422.433-8.710.000356.800695.068-462.130-8.150.000367.000791.610-503.589-7.590.000377.200896.620-546.807-7.050.000387.4001010.450-591.786-6.520.000397.6001133.452-637.486-6.00-0.000407.8001260.742-628.828-5.50-38.479418.0001384.983-607.322-5.01-70.138428.2001503.670-575.570-4.54-90.221438.4001615.211-539.432-4.09-92.281448.6001719.443-468.765-3.66-94.341458.8001802.717-338.969-3.26-390.922469.0001855.031-193.244-2.88-345.065479.2001880.015-65.102-2.52-302.116489.4001881.07146.616-2.18-262.116499.6001861.368143.079-1.88-225.068509.8001823.840225.449-1.59-190.9415110.0001771.189294.871-1.33-159.6775210.2001705.891352.463-1.09-131.1935310.4001630.204399.306-0.88-105.3895410.6001546.169449.234-0.68-82.1445510.8061447.697509.251-0.51-151.8765611.0121336.477561.488-0.35-104.4115711.2181216.495595.510-0.21-62.5055811.4241091.268613.480-0.09-25.6625911.629963.886617.3580.026.6396011.835837.061608.8860.1234.9256112.041713.168589.5950.2059.7236212.247594.287560.8000.2781.5486312.453482.250523.6140.34100.8946412.659378.681478.9530.39118.2256512.865285.035427.5490.45133.9736613.071202.632369.9690.50148.5256713.276132.694306.6300.54162.2266813.48276.372237.8220.58175.3646913.68834.768163.7240.63188.1747013.8948.95684.4360.67200.8287114.1000.00021.7510.71213.434樁底豎向合力=433.96(kN)，樁底面積A=1.131(m2)樁底所在土層承載力=6798.00(kPa)(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)10.0001.0000.0006220100720.2001.0000.0006220100730.4001.0000.0006220100740.6000.0000.0006220100750.8000.0000.0006220100761.0000.0000.0006220100771.2000.0000.0006220100781.4000.0000.0006220100791.6000.0000.00062201007101.8000.0000.00062201007112.0000.0000.00062201007122.2000.0000.00062201007132.4000.0000.00062201007142.6000.0000.00062201007152.8000.224-3.35462201007163.0001.639-11.16362201007173.2004.836-21.17362201007183.40010.255-33.38362201007193.60018.336-47.79462201007203.80029.519-64.40662201007214.00044.245-83.21862201007224.20062.953-104.23162201007234.40086.084-127.44562201007244.600114.078-152.86062201007254.800147.375-180.47562201007265.000186.414-210.29062201007275.200231.637-242.30762201007285.400283.484-276.52462201007295.600342.394-312.94262201007305.800408.807-351.56062201007316.000483.165-392.38062201007326.200565.906-435.39962201007336.400657.471-480.62062201007346.600758.300-528.04162201007356.800868.834-577.66362201007367.000989.512-629.48662201007377.2001120.775-683.50963121007387.4001263.063-739.73371971007397.6001416.815-796.85881681007407.8001575.927-786.03591901007418.0001731.229-759.152102011007428.2001879.588-719.462111801007438.4002019.014-674.290121101007448.6002149.304-585.957129891007458.8002253.397-423.712136971007469.0002318.789-241.555141441007479.2002350.019-81.377143581007489.4002351.33958.271143671007499.6002326.710178.849141981007509.8002279.800281.8111387710075110.0002213.986368.5891342810075210.2002132.364440.5791287410075310.4002037.755499.1331223610075410.6001932.711561.5431153310075510.8061809.621636.5641071610075611.0121670.596701.860980510075711.2181520.619744.387883310075811.4241364.084766.850783310075911.6291204.858771.697683310076011.8351046.327761.108622010076112.041891.460736.993622010076212.247742.859701.000622010076312.453602.813654.518622010076412.659473.352598.691622010076512.865356.293534.436622010076613.071253.290462.461622010076713.276165.868383.288622010076813.48295.465297.277622010076913.68843.460204.655622010077013.89411.196105.545622010077114.1000.00027配筋面積最終結(jié)果：縱筋最大為14367(mm2)抗剪箍筋最大為1007(mm2/m)擋板計算結(jié)果土壓力[板后土壓力]按實際墻背計算得到:第1破裂角：43.920(度)Ea=163.054(kN)Ex=159.189(kN)Ey=35.291(kN)作用點到嵌固點距離Zy=1.766(m)板類型：直板取單位寬度板長計算板類型號:1板的計算長度l=4.000-1.200+0.500=3.300(m)板上荷載(取板段最大荷載力)：q=58.425(kN/m)板下緣距頂距離：7.500(m)板厚：b=350(mm)[內(nèi)力計算]板上最大彎矩：M=ql2/8=79.531(kN·m)板上最大剪力：V=ql/2=96.401(kN)板上支座反力：F=ql/2=96.401(kN)[混凝土抗剪計算]板作用綜合分項系數(shù)：ks=1.250剪力設(shè)計值：V=120.501(kN)V<=0.7ftbh0=0.7×1.430×500.000×325.000=162662.484(N)=162.662(kN)混凝土抗剪滿足要求[配筋計算]板作用綜合分項系數(shù)：ks=1.250彎矩設(shè)計值：M=99.413(kN·m)計算配筋面積：As=880(mm2)板寬：B=0.500(m)單塊板上配筋面積：As=AsB=440(mm2)控制配筋結(jié)果板類型號 單塊板計算配筋面積(mm2)1 440擋板斷縫處驗算本項目基坑支護樁樁徑為1.2m，最大樁心間距為4m，擋板斷縫處擋板為1.4m高懸臂墻，擋板最深為現(xiàn)狀地面以下7.6m，計算條件：荷載條件:均布恒載標準值:0.00kN/m活載準永久值系數(shù):0.50均布活載標準值:0.00kN/m支座彎矩調(diào)幅系數(shù):100.0%梁容重:25.00kN/m3計算時考慮梁自重:不考慮恒載分項系數(shù):1.25活載分項系數(shù):1.00計算簡圖：計算內(nèi)力：根據(jù)計算，擋板配筋面積為700mm2，實際配筋為5E16(1005.5mm2),實際配筋面積1005.5mm2＞700mm2。綜上，擋板斷縫處設(shè)置滿足規(guī)范要求。地基橫向承載力計算：根據(jù)設(shè)計圖紙，嵌入穩(wěn)定巖層內(nèi)最不利樁長為6.5m，1/3（即基坑底下2.2m）處地基橫向承載力為3777KPa（如下表）大于樁在該處的最大橫向壓應力190.941KPa，滿足規(guī)范要求。經(jīng)過計算，基坑支護樁板擋墻滿足規(guī)范要求。3.2.臨空7.6m樁基（嵌固端9.8m厚土層+5.5m厚巖層）驗算基坑圍護樁按照最不利臨空7.6m計算，樁直徑?1200，樁間距4m。樁、板計算條件1.總控制信息路基型式路堤地區(qū)類型一般地區(qū)支護類型樁＋板結(jié)構(gòu)重要性系數(shù)1.00抗震設(shè)計烈度(度)配筋計算水平地震系數(shù)Kh水上地震角(度)水下地震角(度)重要性修正系數(shù)Ci綜合影響系數(shù)Cz2.坡線、土層和水位1)坡線信息坡線數(shù)1坡線水平投影豎向投影坡線長坡線仰角荷載數(shù)序號長(m)長(m)(m)(°)120.0000.00020.0000.0001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10.00010.0000.00019.0002)土層信息樁前地面橫坡無橫坡樁前地面橫坡角(度)0.000樁后橫坡角(度)0.000結(jié)構(gòu)與土摩擦角(度)12.500嵌固段以上土層數(shù):1序號地層地層重度浮重度粘聚力內(nèi)摩擦綜合內(nèi)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7.60017.40020.7908.33050.000m法35.000130.000嵌固段土層數(shù):3序號地層地層重度浮重度粘聚力內(nèi)摩擦綜合內(nèi)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9.80017.40020.7908.33050.000m法35.000130.0002巖層2.20024.2000.00040.00050.000K法120.000300.0000.5000.30010.0003巖層10.00026.9001309.00032.5001248.000K法300.0006798.0000.5000.30010.0003.計算模型1)樁前覆土模型：彈簧模型4.樁信息1)樁基本信息樁前地面以上長度(m)7.600嵌固點深度(m)0.000懸臂長度(m)7.600嵌固長度(m)15.300截面形狀圓形樁徑D(m)1.200樁中心距(m)4.000樁底支承條件自由坡線數(shù)12)樁配筋信息樁作用綜合分項系數(shù)1.25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/m3)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(shù)1板的搭接長度(m)0.500板類型號板厚(mm)板寬(m)板塊數(shù)13500.500152)板配筋信息板作用綜合分項系數(shù)1.250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(jié)構(gòu)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(shù)：02)樁荷載組合[庫侖土壓力(一般)組合]荷載號荷載名稱是否參與調(diào)整系數(shù)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[庫侖土壓力(一般)組合]荷載號荷載名稱是否參與調(diào)整系數(shù)1板后主動土壓力√1.000原始條件:庫侖土壓力(一般情況)(一)樁身內(nèi)力計算按實際墻背計算得到:第1破裂角：43.920(度)Ea=163.054(kN)Ex=159.189(kN)Ey=35.291(kN)作用點到嵌固點距離Zy=1.766(m)第1嵌固段地層計算方法:m法第2嵌固段地層計算方法:K法第3嵌固段地層計算方法: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=2250.839(kN-m)距離樁頂10.800(m)面?zhèn)茸畲髲澗?60.477(kN-m)距離樁頂19.200(m)最大剪力=635.999(kN)距離樁頂7.600(m)最大位移=-50(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-50.100.00020.200-0.0000.000-49.160.00030.4000.000-0.000-48.210.00040.6000.000-0.000-47.260.00050.8000.000-0.000-46.310.00061.0000.000-0.000-45.360.00071.2000.000-0.000-44.420.00081.4000.000-0.000-43.470.00091.6000.000-0.000-42.520.000101.8000.000-0.000-41.570.000112.0000.000-0.000-40.620.000122.2000.000-0.000-39.670.000132.4000.000-0.000-38.730.000142.6000.000-0.000-37.780.000152.8000.179-2.683-36.830.000163.0001.311-8.931-35.880.000173.2003.869-16.938-34.930.000183.4008.204-26.707-33.980.000193.60014.669-38.235-33.040.000203.80023.615-51.525-32.090.000214.00035.396-66.575-31.140.000224.20050.362-83.385-30.190.000234.40068.867-101.956-29.250.000244.60091.262-122.288-28.300.000254.800117.900-144.380-27.360.000265.000149.131-168.232-26.410.000275.200185.310-193.846-25.470.000285.400226.787-221.219-24.540.000295.600273.915-250.353-23.600.000305.800327.046-281.248-22.670.000316.000386.532-313.904-21.740.000326.200452.725-348.320-20.820.000336.400525.977-384.496-19.900.000346.600606.640-422.433-18.990.000356.800695.068-462.130-18.090.000367.000791.610-503.589-17.200.000377.200896.620-546.807-16.320.000387.4001010.450-591.786-15.450.000397.6001133.452-635.999-14.59-0.000407.8001260.146-616.422-13.75-86.101418.0001380.021-581.915-12.92-88.161428.2001492.912-546.593-12.11-90.221438.4001598.658-510.456-11.32-92.281448.6001697.094-473.502-10.56-94.341458.8001788.059-435.733-9.81-96.401469.0001871.388-397.149-9.09-98.461479.2001946.918-357.748-8.39-100.521489.4002014.487-317.532-7.72-102.580499.6002073.931-276.500-7.08-104.640509.8002125.087-234.653-6.46-106.7005110.0002167.792-191.989-5.87-108.7605210.2002201.883-148.511-5.31-110.8205310.4002227.197-104.216-4.77-112.8805410.6002243.570-59.106-4.27-114.9405510.8002250.839-13.179-3.79-117.0005611.0002248.84133.562-3.35-119.0605711.2002237.41481.120-2.93-121.1195811.4002216.393129.493-2.55-123.1795911.6002185.617178.682-2.19-125.2396011.8002144.921228.687-1.86-127.2996112.0002094.142279.507-1.56-129.3596212.2002033.118331.143-1.29-131.4196312.4001961.685383.595-1.04-133.4796412.6001879.680436.862-0.82-135.5396512.8001786.940486.107-0.62-113.1666613.0001685.237525.306-0.45-84.8086713.2001576.817553.651-0.30-58.3526813.4001463.776571.932-0.17-33.9726913.6001348.045580.993-0.06-11.7927013.8001231.379581.7220.048.1127114.0001115.356575.0240.1125.7137214.2001001.369561.8100.1841.0227314.400890.632542.9790.2354.0867414.600784.178519.4030.2764.9857514.800682.871491.9190.2973.8257615.000587.411461.3160.3180.7327715.200498.344428.3330.3285.8517815.400416.077393.6450.3389.3397915.600340.886357.8670.3391.3608015.800272.931321.5460.3292.0808116.000212.268285.1640.3191.6698216.200158.865249.1360.3090.2908316.400112.614213.8150.2988.0998416.60073.340179.4930.2785.2438516.80040.816146.4070.2581.8588617.00014.776114.7430.2478.0628717.200-5.08184.6420.2273.9608817.400-19.08060.7270.2069.6368917.600-29.37247.0330.1922.3409017.800-37.89438.5780.1720.3639118.000-44.80330.8950.1518.4459218.200-50.25223.9560.1416.5979318.400-54.38617.7340.1214.8279418.600-57.34512.1960.1113.1439518.800-59.2647.3070.1011.5499619.000-60.2683.0310.0810.0489719.200-60.477