高切坡維護(hù)項(xiàng)目（廣場(chǎng)高擋墻應(yīng)急搶險(xiǎn)加固維修工程）施工圖階段 邊坡工程-邊坡加固計(jì)算書

高切坡維護(hù)項(xiàng)目（廣場(chǎng)高擋墻應(yīng)急搶險(xiǎn)加固維修工程）施工圖階段邊坡工程邊坡加固計(jì)算書目錄1 工程背景 32 加固設(shè)計(jì) 33 設(shè)計(jì)依據(jù)、規(guī)范 44 計(jì)算方法 45 設(shè)計(jì)標(biāo)準(zhǔn) 46 工程材料及規(guī)格 47 巖土計(jì)算參數(shù) 48 驗(yàn)算內(nèi)容 59 圓弧型滑面穩(wěn)定分析 510 破裂角法分析 1211 單根錨索錨固長度驗(yàn)算 1512 單根錨索鋼筋截面面積驗(yàn)算 1613 桿體與錨固砂漿的錨固長度驗(yàn)算 1614 框格梁計(jì)算 1615 基礎(chǔ)計(jì)算 17

工程背景廣場(chǎng)南側(cè)永安路路肩擋墻于1998年竣工，2005年初該段擋墻上部出現(xiàn)局部面板脫落，通過鋼筋砼面板及錨桿進(jìn)行支護(hù)后穩(wěn)定運(yùn)行至今。永安路竣工后，其南側(cè)約20m之外明良路建設(shè)，道路采取分級(jí)回填形成路基，道路低于永安路約28m，原永安路高填方路肩擋墻底部部分被填埋，擋墻現(xiàn)狀外露上部一～二級(jí)。受暴雨影響，2023年6月30日下午15時(shí)許，奉節(jié)縣詩城廣場(chǎng)南側(cè)擋墻中部二級(jí)擋墻出現(xiàn)面板垮塌，部分拉筋斷裂，垮塌面積約100㎡，垮塌段擋墻頂部人行道欄桿錯(cuò)縫。擋墻局部已垮塌，且垮塌區(qū)域仍在發(fā)展，初步判斷擋墻存在進(jìn)一步整體失穩(wěn)的風(fēng)險(xiǎn)，威脅下方城區(qū)居民約1200人和市政道路的安全運(yùn)行。為此，受奉節(jié)縣城市市政設(shè)施管理所的委托，我公司對(duì)奉節(jié)縣詩城廣場(chǎng)南側(cè)擋墻進(jìn)行搶險(xiǎn)救災(zāi)工程項(xiàng)目進(jìn)行設(shè)計(jì)工作。2023年7月5日，奉節(jié)縣城市管理局組織降險(xiǎn)排危各方責(zé)任主體及相關(guān)專家對(duì)擋墻搶險(xiǎn)救災(zāi)方案進(jìn)行分析討論。通過前期觀測(cè)及現(xiàn)場(chǎng)多方案技術(shù)溝通，初步確定了本單槍搶險(xiǎn)救災(zāi)工程分兩階段走的總體思想，第一階段作降險(xiǎn)排危工作，防止擋墻垮塌事態(tài)進(jìn)一步擴(kuò)大，第二階段待降險(xiǎn)排危工作完成，擋墻基本穩(wěn)定后對(duì)擋墻全面檢測(cè)后根據(jù)檢測(cè)成果完成永久加固處理。本次設(shè)計(jì)為第二階段永久加固處理。加固設(shè)計(jì)對(duì)擋墻采用錨索+框格梁進(jìn)行加固。由于長期來看，加筋土面板有脫落風(fēng)險(xiǎn)，設(shè)計(jì)時(shí)不考慮現(xiàn)有筋帶對(duì)邊坡的整體穩(wěn)定作用。由于加筋土擋墻面板的模數(shù)是1.2x0.6米，為盡量避免錨索施工對(duì)面板結(jié)構(gòu)產(chǎn)生破壞，錨索間距采用2.4x1.8米，與面板模數(shù)成倍數(shù)關(guān)系，錨索施工位置選取在對(duì)面板鋼筋造成影響最小的位置。由于素填土主要以泥巖、泥灰?guī)r的塊石組成，成孔困難，后期固結(jié)沉降后存在錨索抗拔力降低乃至失效的可能，因此根據(jù)專家意見建議采用囊式擴(kuò)體錨索，成孔后，采用高壓旋噴工藝，對(duì)錨固段進(jìn)行擴(kuò)孔，提高錨固體的粘結(jié)力，降低錨索失效的可能。錨索采用2束φ15.24mm的無粘結(jié)預(yù)應(yīng)力鋼絞線，套管、錨具、夾片等采用成套設(shè)備，鉆孔直徑為150mm。擴(kuò)孔工藝采用高壓旋噴擴(kuò)孔囊袋擠壓施工方法，先采用高壓旋噴法在錨孔底部先行擴(kuò)孔與注漿，再通過對(duì)膨脹擠壓筒內(nèi)進(jìn)行水泥漿定量壓力灌注完成擴(kuò)體錨固段施工。高壓旋噴孔徑300mm，采用單管法，噴射壓力不小于25MPa。錨索長度6～21ｍ，為減輕群錨效應(yīng)，錨索采用長短錨布置，非擴(kuò)孔錨固段長1.5m，擴(kuò)孔錨固段長2.5m，膨脹擠壓筒長度為1.5m?？蚋窳翰捎娩摻铐沤Y(jié)構(gòu)，尺寸為0.5x0.6m。在最下一級(jí)邊坡設(shè)置兩排仰斜式排水孔，鉆孔孔徑110mm，內(nèi)置HDPE硬式φ100排水管，排水管長度45m（伸至現(xiàn)狀加筋土擋墻之外），仰角為6度。設(shè)計(jì)依據(jù)、規(guī)范1）《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）2）《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》（JTG3362-2018）3）《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-2010）4）《建筑邊坡工程鑒定與加固技術(shù)規(guī)范》（GB50843-2013）5）《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007-2011）6）《巖土錨桿（索）技術(shù)規(guī)程）》（CECS22:2005）7）《鋼結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)》（GB50017-2017）8）《高壓噴射擴(kuò)大頭錨桿技術(shù)規(guī)程》JGJ/T282-20129）《囊式擴(kuò)體錨桿技術(shù)規(guī)程》T/CECS1259-202310）《實(shí)用建筑結(jié)構(gòu)靜力計(jì)算手冊(cè)》計(jì)算方法圓弧滑動(dòng)采用理正巖土7.0中邊坡穩(wěn)定系統(tǒng)進(jìn)行計(jì)算，破裂角及構(gòu)件驗(yàn)算采用手算。設(shè)計(jì)標(biāo)準(zhǔn)邊坡安全等級(jí)一級(jí)環(huán)境類別I類-一般環(huán)境構(gòu)件最大裂縫寬度0.2mm工程材料及規(guī)格框格梁及條形基礎(chǔ)：C30鋼筋砼錨頭：C30細(xì)石砼錨索鉆孔直徑：150mm錨索擴(kuò)孔段直徑：300mm可折疊膨脹囊袋：長度1.5m。錨索鋼束：2束φ15.24mm（1X7）無粘結(jié)預(yù)應(yīng)力鋼絞線，極限強(qiáng)度1860MPa巖土計(jì)算參數(shù)指標(biāo)名稱地層名稱天然重度（kN/m3）天然抗壓強(qiáng)度(MPa)飽和抗壓強(qiáng)度（MPa）承載力特征值（kPa）粘聚力c(kPa)內(nèi)摩擦角φ(°)抗拉強(qiáng)度（kPa）變性模量(MPa)泊松比(μ)基底摩擦系數(shù)素填土20.5*（21.0*）120*0*（0*）32*（28*）0.3*(壓實(shí))素填土120.7*（21.2*）160*0*（0*）42*（38*）0.3*(壓實(shí))碎裂巖25.719.9413.973227500*28*300*18000.330.4*備注：1、參數(shù)建議值表中，括號(hào)內(nèi)為飽和值；2、帶“*”的值為經(jīng)驗(yàn)值，應(yīng)以現(xiàn)場(chǎng)試驗(yàn)確定為準(zhǔn)。（1）巖體水平抗力系數(shù)：碎裂巖取50MN/m3。土體水平抗力系數(shù)的比例系數(shù)：素填土取10MN/m4，素填土1取18MN/m4。（2）巖土體與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值：碎裂巖取580kPa，素填土取100kPa，素填土1取150kPa。驗(yàn)算內(nèi)容地勘報(bào)告中對(duì)擋墻所在沖溝整體填方邊坡采用傳遞系數(shù)法進(jìn)行了，驗(yàn)算得出了整體穩(wěn)定的結(jié)論，我方進(jìn)行了驗(yàn)算分析，得出了相同的結(jié)論。我方根據(jù)方案設(shè)計(jì)專項(xiàng)論證結(jié)果及意見采用圓弧分析法及破裂角法對(duì)邊坡穩(wěn)定進(jìn)行驗(yàn)算，并根據(jù)驗(yàn)算結(jié)果對(duì)框格梁進(jìn)行驗(yàn)算。圓弧型滑面穩(wěn)定分析參考原設(shè)計(jì)時(shí)參考規(guī)范《公路加筋土設(shè)計(jì)規(guī)范》JTJ015-91筋帶的容許應(yīng)力采用值應(yīng)小于斷裂強(qiáng)度的1/5,參考《土工合成材料應(yīng)用技術(shù)規(guī)范》GB/T50290-2014第3.1.3條TaT采用理正巖土進(jìn)行分析，由于軟件筋帶數(shù)量限制，將每塊面板4條筋帶，按照水平間距0.6m，豎向間距0.6m，每條筋帶T采用理正巖土7.0進(jìn)行計(jì)算，對(duì)邊坡加固前的圓弧形滑面進(jìn)行穩(wěn)定分析：[計(jì)算簡圖][控制參數(shù)]:采用規(guī)范: 通用方法計(jì)算目標(biāo): 安全系數(shù)計(jì)算滑裂面形狀:圓弧滑動(dòng)法不考慮地震[坡面信息]坡面線段數(shù)4坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)10.00012.080025.1900.000030.00015.41004100.0000.0001超載1距離1.000(m)寬15.000(m)荷載(15.00--15.00kPa)270.00(度)[土層信息]上部土層數(shù)1層號(hào)層厚重度飽和重度孔隙水壓(m)(kN/m3)(kN/m3)力系數(shù)142.90020.70021.200層號(hào)粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00042.0000.00038.000層號(hào)十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1================================================================下部土層數(shù)1層號(hào)層厚重度飽和重度孔隙水壓(m)(kN/m3)(kN/m3)力系數(shù)115.00020.70021.200層號(hào)粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00042.0000.00038.000層號(hào)十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長系(kPa)長系數(shù)下值(kPa)數(shù)水下值1[水面信息]采用有效應(yīng)力法孔隙水壓力采用近似方法計(jì)算考慮滲透力作用不考慮邊坡外側(cè)靜水壓力水面線段數(shù)6水面線起始點(diǎn)坐標(biāo):(0.000,-0.500)水面線號(hào)水平投影(m)豎直投影(m)11.0000.50022.0002.00033.0002.00044.0002.00055.0001.00066.0000.300[筋帶信息]采用土工布筋帶道數(shù):46筋帶拉力作用方向: 筋帶力作用于筋帶方向筋帶力調(diào)整系數(shù):1.000錨固體最小抗拔安全系數(shù):1.400筋帶號(hào)距地面水平間距總長度 傾角材料抗拉 錨固段 錨固段粘結(jié)強(qiáng)抗拔最小法向力發(fā)高度(m)(m)(m) (度)力(kN) 長度(m)直徑(m)度(kPa)值(kN)揮系數(shù)10.300.6039.500.0010.8020.000.0640.0010.801.0020.900.6039.500.0010.8020.000.0640.0010.801.0031.500.6039.500.0010.8020.000.0640.0010.801.0042.100.6039.500.0010.8020.000.0640.0010.801.0052.700.6039.500.0010.8020.000.0640.0010.801.0063.300.6039.500.0010.8020.000.0640.0010.801.0073.900.6039.500.0010.8020.000.0640.0010.801.0084.500.6039.500.0010.8020.000.0640.0010.801.0095.100.6039.500.0010.8020.000.0640.0010.801.00105.700.6039.500.0010.8020.000.0640.0010.801.00116.300.6039.500.0010.8020.000.0640.0010.801.00126.900.6039.500.0010.8020.000.0640.0010.801.00137.500.6039.500.0010.8020.000.0640.0010.801.00148.100.6039.500.0010.8020.000.0640.0010.801.00158.700.6039.500.0010.8020.000.0640.0010.801.00169.300.6039.500.0010.8020.000.0640.0010.801.00179.900.6039.500.0010.8020.000.0640.0010.801.001810.500.6039.500.0010.8020.000.0640.0010.801.001911.100.6039.500.0010.8020.000.0640.0010.801.002011.700.6039.500.0010.8020.000.0640.0010.801.002112.300.6043.000.0010.8020.000.0640.0010.801.002212.900.6043.000.0010.8020.000.0640.0010.801.002313.500.6043.000.0010.8020.000.0640.0010.801.002414.100.6043.000.0010.8020.000.0640.0010.801.002514.700.6043.000.0010.8020.000.0640.0010.801.002615.300.6043.000.0010.8020.000.0640.0010.801.002715.900.6043.000.0010.8020.000.0640.0010.801.002816.500.6043.000.0010.8020.000.0640.0010.801.002917.100.6043.000.0010.8020.000.0640.0010.801.003017.700.6043.000.0010.8020.000.0640.0010.801.003118.300.6043.000.0010.8020.000.0640.0010.801.003218.900.6043.000.0010.8020.000.0640.0010.801.003319.500.6043.000.0010.8020.000.0640.0010.801.003420.100.6043.000.0010.8020.000.0640.0010.801.003520.700.6043.000.0010.8020.000.0640.0010.801.003621.300.6043.000.0010.8020.000.0640.0010.801.003721.900.6043.000.0010.8020.000.0640.0010.801.003822.500.6043.000.0010.8020.000.0640.0010.801.003923.100.6043.000.0010.8020.000.0640.0010.801.004023.700.6043.000.0010.8020.000.0640.0010.801.004124.300.6043.000.0010.8020.000.0640.0010.801.004224.900.6043.000.0010.8020.000.0640.0010.801.004325.500.6043.000.0010.8020.000.0640.0010.801.004426.100.6043.000.0010.8020.000.0640.0010.801.004526.700.6043.000.0010.8020.000.0640.0010.801.004627.300.6043.000.0010.8020.000.0640.0010.801.00[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法穩(wěn)定計(jì)算目標(biāo):給定圓弧出、入口范圍搜索危險(xiǎn)滑面條分法的土條寬度:1.000(m)圓弧入口起點(diǎn)x坐標(biāo):17.860(m)圓弧入口終點(diǎn)x坐標(biāo):50.000(m)圓弧出口起點(diǎn)x坐標(biāo):-30.000(m)圓弧出口終點(diǎn)x坐標(biāo):0.000(m)搜索時(shí)的圓心步長:2.000(m)入口搜索步長:1.000(m)出口搜索步長:1.000(m)搜索圓弧底的上限:1000.000(m)搜索圓弧底的下限:-1000.000(m)圓弧限制最小矢高:1.000(m)計(jì)算結(jié)果:[計(jì)算結(jié)果圖]最不利滑動(dòng)面:滑動(dòng)圓心=(-14.951,33.902)(m)滑動(dòng)半徑=33.432(m)滑動(dòng)安全系數(shù)=1.412起始x終止xαliCiΦi條實(shí)重浮力地震力滲透力附加力X附加力Y下滑力抗滑力mθi超載豎向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)-0.0001.03827.5681.1710.00042.00167.800.000.000.000.000.0077.66127.871.181540.000.001.0382.07629.5951.1940.00042.00155.630.000.000.000.000.0076.86118.311.184420.000.002.0763.11431.6631.2200.00042.00142.450.000.000.000.000.0074.78108.161.185840.000.003.1144.15233.7781.2490.00042.00128.090.000.000.000.000.0071.2197.271.185680.000.004.1525.19035.9471.2820.00042.00112.540.000.000.000.000.0066.0785.601.183850.000.005.1906.16538.1071.2390.00042.00401.300.000.000.000.000.00247.66306.121.180340.000.006.1657.13940.2631.2770.00042.00385.220.000.000.000.0014.24258.17306.061.175160.000.007.1398.11442.4901.3220.00042.00367.890.000.000.000.0014.62258.37294.861.168060.000.008.1149.08844.8001.3740.00042.00349.120.000.000.000.0014.62256.30282.621.158840.000.009.08810.06347.2071.4350.00042.00328.760.000.000.000.0014.62251.98269.501.147230.000.0010.06311.03849.7281.5080.00042.00306.510.000.000.000.0014.62245.02255.231.132890.000.0011.03812.01252.3891.5970.00042.00282.150.000.000.000.0014.62235.09239.571.115380.000.0012.01212.98755.2221.7090.00042.00255.230.000.000.000.0014.62221.64222.081.094100.000.0012.98713.96258.2741.8540.00042.00225.170.000.000.000.0014.62203.96202.131.068170.000.0013.96214.93661.6202.0510.00042.00191.070.000.000.000.0014.62180.97178.721.036280.000.0014.93615.91165.3832.3400.00042.00151.530.000.000.000.0014.62151.05150.170.996200.000.0015.91116.88569.8082.8240.00042.00103.230.000.000.000.0014.62110.61112.460.943570.000.0016.88517.86075.5853.9170.00042.0038.250.000.000.000.0014.6251.2054.940.866460.000.00筋帶號(hào)錨固抗拔材料抗拉計(jì)算采用有效錨固滑面角切向抗法向抗力(kN)力(kN)值 長度(m)度(度)力(kN)力(kN)10.0000.000抗拉力0.0000.0000.0000.00020.0000.000抗拉力0.0000.0000.0000.00030.0000.000抗拉力0.0000.0000.0000.00040.0000.000抗拉力0.0000.0000.0000.00050.0000.000抗拉力0.0000.0000.0000.00060.0000.000抗拉力0.0000.0000.0000.00070.0000.000抗拉力0.0000.0000.0000.000862.00010.800抗拉力20.00028.42115.8308.567962.00010.800抗拉力20.00030.51215.5079.1391062.00010.800抗拉力20.00032.48015.1849.6661162.00010.800抗拉力20.00034.34714.86110.1561262.00010.800抗拉力20.00036.13014.53810.6131362.00010.800抗拉力20.00037.83914.21511.0421462.00010.800抗拉力20.00039.48513.89211.4461562.00010.800抗拉力20.00041.07613.56911.8271662.00010.800抗拉力20.00042.61713.24612.1881762.00010.800抗拉力20.00044.11512.92312.5301862.00010.800抗拉力20.00045.57312.60012.8551962.00010.800抗拉力20.00046.99612.27713.1632062.00010.800抗拉力20.00048.38611.95413.4572162.00010.800抗拉力20.00049.74711.63113.7382262.00010.800抗拉力20.00051.08111.30814.0052362.00010.800抗拉力20.00052.39110.98514.2602462.00010.800抗拉力20.00053.67810.66214.5032562.00010.800抗拉力20.00054.94410.33914.7352662.00010.800抗拉力20.00056.19110.01614.9562762.00010.800抗拉力20.00057.4209.69315.1672862.00010.800抗拉力20.00058.6329.37015.3692962.00010.800抗拉力20.00059.8299.04715.5613062.00010.800抗拉力20.00061.0118.72415.7453162.00010.800抗拉力20.00062.1808.40015.9203262.00010.800抗拉力20.00063.3378.07716.0863362.00010.800抗拉力20.00064.4827.75416.2443462.00010.800抗拉力20.00065.6167.43116.3943562.00010.800抗拉力20.00066.7407.10816.5373662.00010.800抗拉力20.00067.8556.78516.6723762.00010.800抗拉力20.00068.9616.46216.8003862.00010.800抗拉力20.00070.0586.13916.9213962.00010.800抗拉力20.00071.1485.81617.0344062.00010.800抗拉力20.00072.2325.49317.1414162.00010.800抗拉力20.00073.3085.17017.2424262.00010.800抗拉力20.00074.3794.84717.3354362.00010.800抗拉力20.00075.4444.52417.4224462.00010.800抗拉力20.00076.5044.20117.5034562.00010.800抗拉力20.000