二號地塊場平工程計(jì)算書

蘇家灣片區(qū)配套基礎(chǔ)設(shè)施工程（一期）——二號地塊場平工程目錄TOC\o"1-3"\h\u1、工程概況 、工程概況2023年2月，受建設(shè)發(fā)展集團(tuán)有限公司（業(yè)主）委托，我公司(）在巖土工程有限公司提供的《蘇家灣片區(qū)配套基礎(chǔ)設(shè)施工程詳細(xì)勘察》報(bào)告的基礎(chǔ)上，對場地邊坡工程進(jìn)行設(shè)計(jì)工作。該邊坡工程均為永久邊坡，安全等級為一、二級。永久邊坡設(shè)計(jì)工作年限為50年。表1.1邊坡工程概況邊坡編號邊坡長度(m)最大高度(m)邊坡巖土性質(zhì)邊坡工程安全等級支護(hù)措施A-A1段410.8535.7填方邊坡一1:1.75斜坡綠化+框格護(hù)坡B—B1段47.275.5填方邊坡二衡重式擋墻B2—B3段43.65.5巖質(zhì)邊坡二1:0.75掛網(wǎng)素噴C-C1段28.75填方邊坡二1:1.75斜坡綠化C2-C4段51126巖質(zhì)邊坡一1：0.75分級放坡+錨噴C5-C6段907.4填方邊坡二1:1.75斜坡綠化+框格護(hù)坡C6-C7段103.520.4巖質(zhì)邊坡一1：0.75分級放坡+錨噴2、設(shè)計(jì)依據(jù)1.建設(shè)單位提供的場地平面布置圖。2.四川名陽巖土工程有限公司提供的《蘇家灣片區(qū)配套基礎(chǔ)設(shè)施工程（一期）詳細(xì)勘察》報(bào)告。3.《巖土工程勘察規(guī)范》GB50021-2001(2009年版)；4.《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010（2015版）；5.《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB5007-201；6.《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010（2016版）；7.《建筑邊坡工程技術(shù)規(guī)范》GB50330-2013；8.《建筑與市政地基通用規(guī)范》GB55003-2021；9.《建筑與市政工程抗震通用規(guī)范》GB55002-2021；10.《混凝土結(jié)構(gòu)耐久性設(shè)計(jì)標(biāo)準(zhǔn)規(guī)范》GB/T50476-2019；11.《工程結(jié)構(gòu)通用規(guī)范》GB55001-2021；12.《混凝土結(jié)構(gòu)工程施工質(zhì)量驗(yàn)收規(guī)范》GB50204；3、工程地質(zhì)條件（摘自地勘報(bào)告）3.1地形地貌二號地塊場地地形總體上呈北東及中部山包高，高程在375～385m之間，西側(cè)及中部溝槽低，高程在318～370m之間，總體高差達(dá)67m，相對高差15～40m，地形坡度一般在5～25°。場地內(nèi)有水塘、魚塘等地表水分布。水塘位于場地中部的北側(cè)區(qū)域，地勢較為低洼，最低高程在320.60m。坡體上局部地段分布有較小的溝槽，無深切溝谷，上覆土層有素填土、粉質(zhì)黏土及淤泥，其下為砂、泥巖地層，場地地形地貌總體上較為簡單。3.2地質(zhì)構(gòu)造根據(jù)區(qū)域地質(zhì)資料，區(qū)內(nèi)無斷層通過。場地影響范圍內(nèi)未見全新活動(dòng)斷裂、發(fā)震斷裂等其他構(gòu)造痕跡，構(gòu)造對場地影響小。場地處于石溪堡子場向斜的北西翼及近向斜軸處，巖層總體呈單斜產(chǎn)出，產(chǎn)狀180～200°∠9～11°之間，巖層層面閉合，層面較平直，層理不明顯，層理間距一般0.30~1.50m，泥質(zhì)膠結(jié)，結(jié)合程度很差，屬于軟弱結(jié)構(gòu)面。區(qū)內(nèi)巖體節(jié)理裂隙發(fā)育，受區(qū)域應(yīng)力場的控制和制約。根據(jù)基巖露頭調(diào)查測量，一號地塊范圍裂隙主要發(fā)育2組（優(yōu)勢結(jié)構(gòu)面/控制性結(jié)構(gòu)面）為主，詳見表2.4-1。二號地塊范圍裂隙主要發(fā)育2組（優(yōu)勢結(jié)構(gòu)面/控制性結(jié)構(gòu)面）為主，詳見表2.4-2。表2.4-2二號地塊結(jié)構(gòu)面特征及結(jié)構(gòu)面參數(shù)建議結(jié)構(gòu)面特征CML1L2位置見圖位置見圖位置見圖產(chǎn)狀180°～190°∠9°～10°350°∠78°82°∠72°結(jié)構(gòu)面類型層面CML1裂隙L2裂隙結(jié)合狀況膠結(jié)分離分離延展情況/延伸3～5m延伸4～8m張開度/1～4mm2～5mm起伏粗糙程度/裂面起伏粗糙裂面起伏粗糙充填物性質(zhì)泥質(zhì)膠結(jié)無無充水性/濕濕結(jié)合程度很差很差很差性質(zhì)軟弱結(jié)構(gòu)面軟弱結(jié)構(gòu)面軟弱結(jié)構(gòu)面φ(°)141618C(kPa)2530353.3地層巖性據(jù)地面調(diào)查及鉆探揭露，場地內(nèi)出露地層有第四系全新人工素填土（Q4ml）、粉質(zhì)黏土（Q4el+dl）、淤泥（Q4el+dl）和侏羅系上統(tǒng)遂寧組（J3sn）地層，覆蓋層與基巖呈不整合接觸。現(xiàn)將場地內(nèi)的巖性由上至下分述如下：3.3.1土層①第四系全新統(tǒng)人工填土層（Q4ml）素填土（1）：雜色，成份雜亂，主要由粉質(zhì)黏土及碎、塊石組成，碎、塊石成份主要為泥巖、砂巖等組成，其含量約占10～25%，碎、塊石粒徑10～22m，其分布不均勻，為道路建設(shè)時(shí)所產(chǎn)生的棄土，無序拋填而成，堆填方式為機(jī)械或人工拋填，結(jié)構(gòu)呈松散狀，稍濕。主要位于場地內(nèi)已建道路沿線，大部分未完成自重固結(jié)，堆積時(shí)間2～5年不等，土質(zhì)未被污染，其最大厚度2.20m（ZY156）。素填土（2）：雜色，主要由粉質(zhì)粘土及碎、塊石組成，碎、塊石成份主要為泥巖、砂巖等組成，其含量約占10～22%，碎、塊石粒徑一般1～24cm，其分布不均勻，為房屋建設(shè)場棄土無序拋填而成，堆填方式為機(jī)械或人工拋填，結(jié)構(gòu)呈稍密狀，稍濕。主要分布于于場地內(nèi)居民地范圍內(nèi)，堆填時(shí)間約5～10年，已完成自重固結(jié)，土質(zhì)未被污染，其厚度在0.30m（ZK282）～2.80m（ZK26）。②第四系全新統(tǒng)殘坡積層（Q4el+dl）粉質(zhì)黏土：黃褐色。呈可塑狀態(tài)。搖振反應(yīng)無，稍有光澤、干強(qiáng)度中等，韌性中等，局部地段含少量有機(jī)質(zhì)或植物根系，該層分布較廣，主要分布在場地內(nèi)原始地形的溝谷和斜坡地帶，本次勘察鉆孔揭露厚度在0.2m（ZK158）～9.00m（ZK139）。淤泥：深褐～灰黑色，呈流塑狀，土質(zhì)均勻性差，具臭味，成份主要為粉黏粒及有機(jī)質(zhì)、腐殖質(zhì)。主要分布在場地魚塘底或原始農(nóng)田內(nèi)，本次勘察鉆孔揭露厚度在0.50m（ZK212）～1.00m（ZK218）。～～～～～～～～～～～～不整合～～～～～～～～～～～～3.3.2侏羅系上統(tǒng)遂寧組地層（J3sn）該套地層為內(nèi)陸淺湖相沉積，巖性和厚度變化較大，該場地本次鉆探深度內(nèi)以泥巖和砂巖為主，砂泥巖之間多呈漸變過渡，局部地段砂、泥巖多呈夾層、尖滅、透鏡體型式產(chǎn)出。砂巖：灰色～灰白色。主要礦物成份為長石、石英，次為云母及暗色礦物，中～細(xì)粒結(jié)構(gòu)，中～厚層狀構(gòu)造，鈣質(zhì)膠結(jié)。局部含泥質(zhì)團(tuán)塊或條帶較重，強(qiáng)風(fēng)化帶見有分布較密集、延伸較長的風(fēng)化裂隙，風(fēng)化裂隙很發(fā)育，裂隙面見鐵泥質(zhì)薄膜充填，呈塊狀～碎塊狀，質(zhì)軟，可擊碎。中等風(fēng)化帶巖體斷口較新鮮，巖質(zhì)較硬，巖芯較完整，多呈柱狀、長柱狀，少量短柱狀，節(jié)長10～26cm。敲擊聲較清脆，回彈，不易擊碎；場區(qū)內(nèi)揭露到砂巖最大厚度為25.70m（ZK220）。泥巖：紫紅色，主要由粘土性礦物組成，泥質(zhì)結(jié)構(gòu)，中～厚層狀構(gòu)造。局部見砂質(zhì)條帶、條紋或團(tuán)塊夾層。強(qiáng)風(fēng)化帶見有分布密集、延伸短的風(fēng)化裂隙，風(fēng)化裂隙很發(fā)育，裂隙面多見鐵泥質(zhì)薄膜充填，巖芯多沿裂隙面張開，呈碎塊狀、碎塊夾土狀、顆粒狀，質(zhì)極軟，手捏即碎。中風(fēng)化帶巖體顏色較深，斷面較新鮮，原生結(jié)構(gòu)構(gòu)造清晰，風(fēng)化裂隙較發(fā)育～發(fā)育，巖芯多呈柱狀、短柱狀，敲擊聲啞，無回彈震手，錘擊易碎，遇水易軟化/失水易崩解。該層未揭穿，場區(qū)內(nèi)揭露到泥巖最大厚度為37.20m（ZK171）。3.4水文地質(zhì)條件3.4.1地下水類型及特征經(jīng)鉆探揭露整個(gè)場地影響范圍內(nèi)覆蓋層為填土、淤泥、粉質(zhì)粘土。粉質(zhì)粘土土質(zhì)致密，滲透性弱，屬弱透水層；淤泥及素填土結(jié)構(gòu)疏松，孔隙大，為強(qiáng)透水層；強(qiáng)風(fēng)化帶基巖風(fēng)化裂隙很發(fā)育，屬強(qiáng)透水層；中風(fēng)化帶基巖較完整，巖質(zhì)結(jié)構(gòu)致密，裂隙貫通性較差，為相對隔水層。場地地下水受場地地形和巖性的控制，根據(jù)地層的富水性、滲透性及含水層的分布特征，鉆探影響深度內(nèi)場地地下水類型有第四系松散土層內(nèi)的孔隙水和基巖裂隙水。第四系松散土層內(nèi)的孔隙水主要賦存于谷溝及低洼地段的表層淤泥、填土中，該層孔隙度大，透水性及富水性好，為孔隙水良好的流通/儲存場所，其補(bǔ)給來源主要為大氣降水和地表水，逕流途徑為由地表下垂直滲至基巖或粉質(zhì)粘土層頂部產(chǎn)生下滲或側(cè)向滲透，沿基巖或粉質(zhì)粘土層表面或基巖裂隙向地勢較低處或臨空面滲流及排泄或直接通過大氣通過蒸發(fā)排泄。該類地下水受季節(jié)、降雨及地表排水效果等因素影響較大；地表水持續(xù)補(bǔ)給時(shí)會形成臨時(shí)地下水，在場平施工時(shí)地表水體將全部消失回填或采取提前放水、軟土清除及邊坡排水設(shè)計(jì)后對場地的影響不大?，F(xiàn)狀填土局部分布，規(guī)模小，對邊坡的影響相對較??；應(yīng)考慮未來填土內(nèi)可能存在的地下水對填方邊坡的影響?；鶐r裂隙水主要賦存于基巖風(fēng)化網(wǎng)狀裂隙中，強(qiáng)風(fēng)化及裂隙發(fā)育的中風(fēng)化基巖為主要含水層，該類地下水主要由大氣降水、地表水或上部覆蓋層地下水下滲補(bǔ)給，逕流途徑較短，沿基巖裂隙向地勢較低處、臨空面滲流或直接大氣通過蒸發(fā)排泄。該類地下水受季節(jié)、降雨及地表排水效果等因素影響較大，雨季期間、地勢很低地段或地表水持續(xù)補(bǔ)給地段，極有可能再形成靜止地下水；當(dāng)場地施工在雨季期間時(shí)，應(yīng)考慮該類地下水對施工的影響。結(jié)合本工程場地內(nèi)各土層的工程特性及地區(qū)經(jīng)驗(yàn)，場地內(nèi)粉質(zhì)黏土及泥巖為相對隔水層，場地人工填土（素填土）滲透系數(shù)取4~8（m/d）為強(qiáng)透水層，場地砂巖滲透系數(shù)取0.35～0.80（m/d）屬中透水層。3.4.2含水層的富水性勘察期間，場地地勢低洼地段（魚塘、農(nóng)田）多匯集地表水體，由于地表水的直接持續(xù)補(bǔ)給，對所有鉆孔進(jìn)行水位觀測時(shí)魚塘及其臨近地段測得靜止地下水位，地下水位與地表水位基本一致。其余地段沿線地表水整體排泄條件較好，不會形成長期、大規(guī)模的地表水體，受地表水直接補(bǔ)給的地下水位變化不大（可設(shè)置長期地下水觀測孔，以掌握地下水位變化規(guī)律及變化幅度），雨季可能存在一定量的地下水，對場平工程及其邊坡產(chǎn)生一定影響。3.4.3水文地質(zhì)條件復(fù)雜程度地形有自然排水條件及后期人工排水設(shè)計(jì)，地下水補(bǔ)給條件一般，有一定的補(bǔ)給水源，含水層結(jié)構(gòu)不復(fù)雜，滲透性中等～偏弱，雨季地下水有可能較豐富。綜合判定水文地質(zhì)條件為中等復(fù)雜。3.4.4水、土對建筑材料的腐蝕性判定本次勘察一號地塊取2組粉質(zhì)黏土、1組水樣進(jìn)行水土腐蝕性檢測，試驗(yàn)成果見下表。表2.9-1水質(zhì)分析成果SY-1離子C(1/ZBz±)ρ(Bz±)X(1/ZBz±)項(xiàng)目mmol/Lmg/L%陽離子Ca2+6.671133.6958.4pH值7.44Mg2+1.11913.609.8色度<5K+0.1536.01.3渾濁度<1Na+3.4808030.5嗅和味無NH4+———項(xiàng)目ρ(B)/

(mg/L)合計(jì)11.423233.29100.0游離CO210.74陰離子CO32-0.0000.000.0侵蝕性CO27.95OH-0.0000.000.0總硬度(以CaCO3計(jì))389.86 HCO3-2.842173.3825.2總堿度(以CaCO3計(jì))Cl2-5.640199.9650.1暫時(shí)硬度(以CaCO3計(jì))142.20 SO42-2.776133.3424.7永久硬度(以CaCO3計(jì))247.66 負(fù)硬度(以CaCO3計(jì))0.00 合計(jì)11.258506.68100.0礦化度表2.9-2水的腐蝕性判定評價(jià)類型腐蝕介質(zhì)測試值評定標(biāo)準(zhǔn)腐蝕等級綜合腐蝕等級SO42-(mg/l)133.34＜300微微腐蝕性Mg2+(mg/l)13.60＜2000微總礦化度(mg/l)653.28＜20000微PH值A(chǔ)7.44＞6.5微B＞5.0微侵蝕性CO32-(mg/l)A7.95＜15微B＜30微HCO3-(mmol/l)173.38＞1.0微鋼筋混凝土結(jié)構(gòu)中的鋼筋Cl-含量(mg/l)干濕交替199.96100～500弱弱腐蝕性表2.9-3土的腐蝕性分析成果取樣編號土樣pH腐蝕性Ca2+Mg2+CO32-OH-HCO3SO42-Cl-—(mg/kg)T-116-1粉質(zhì)黏土7.14394001848719T-273-1粉質(zhì)黏土6.85737002146826根據(jù)周邊地質(zhì)環(huán)境調(diào)查,場區(qū)附近巖、土層無工業(yè)污染，按照《巖土工程勘察規(guī)范》（GB50021-2001，2009版）附錄G判定，場地環(huán)境類型為Ⅱ類；按《巖土工程勘察規(guī)范》（GB50021-2001，2009版）第12.2條和當(dāng)?shù)亟ㄖ?jīng)驗(yàn)判定，地表水對混凝土結(jié)構(gòu)具有微腐蝕性，地基土對鋼結(jié)構(gòu)有微腐蝕性；地表水對鋼筋混凝土結(jié)構(gòu)中鋼筋具有弱腐蝕性。3.5不良地質(zhì)作用及地質(zhì)災(zāi)害查閱相鄰場地勘察資料和區(qū)域地質(zhì)資料，并經(jīng)地表地質(zhì)測繪和調(diào)查走訪，擬建場地內(nèi)及附近未發(fā)現(xiàn)斷層、危巖、崩塌、滑坡、泥石流、地面塌陷等不良地質(zhì)現(xiàn)象；也未見洞穴、孤石和古墓等對工程不利的埋藏物。4、設(shè)計(jì)參數(shù)根據(jù)試驗(yàn)成果，并結(jié)合地區(qū)經(jīng)驗(yàn)，場地內(nèi)土體物理力學(xué)參數(shù)建議值見表4.1。二號地塊巖土體設(shè)計(jì)參數(shù)建議值表表3.6-2序號項(xiàng)目單位素填土（1）素填土（2）粉質(zhì)黏土強(qiáng)風(fēng)化泥巖強(qiáng)風(fēng)化砂巖中風(fēng)化泥巖中風(fēng)化砂巖1重度天然kN/m319.00*19.50*19.0923.50*23.00*24.90*25.00飽和kN/m319.50*20.00*19.50*24.00*23.50*25.20*25.092抗拉強(qiáng)度kPa—-—50*150*804753抗剪強(qiáng)度天然CkPa4*5*24.46--2541092飽和CkPa2*3*19.23*--——天然φ°28*30*12.62--25.3031.32飽和φ°24*26*10.74*--——4基底摩擦系數(shù)--0.25*0.35*0.35*0.40*0.60*5巖土與M30砂漿粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值—————357*1087*6抗壓強(qiáng)度標(biāo)準(zhǔn)值天然MPa—————4.8226.49飽和MPa—————2.9319.907地基承載力特征值KPa現(xiàn)場試驗(yàn)現(xiàn)場試驗(yàn)150*300*400*207072208巖層層面CKPa25*——————φ°14*——————9裂隙①CKPa35*——————φ°18*——————10裂隙②CKPa30*—φ°14*—11土巖分界面（粉質(zhì)粘土與基巖面）天然CkPa22*飽和CkPa18*天然φ°12*飽和φ°10*12原始地面（填土與粉質(zhì)黏土分界面）天然CkPa22*飽和CkPa16*天然φ°10*飽和φ°8*13土巖分界面（清表、挖設(shè)反坡臺階并分層碾壓回填后的未來壓實(shí)填土與基巖面）飽和CkPa2*飽和φ°24*14負(fù)摩阻力系數(shù)0.3*—15水平抗力系數(shù)的比例系數(shù)（土體）MN/m48*10*12*80*120*——16水平抗力系數(shù)（巖體）MN/m3—————59*378*17永久邊坡建議坡率（H≤8）1:1.501:1.501:1.501:1.001:1.001:0.751:0.7518永久邊坡建議坡率（H＞8，分階放坡）1:1.751:1.751:1.75--1:0.751:0.7519臨時(shí)性邊坡（H≤8m）1:1.001:1.001:1.001:0.751:0.751:0.501:0.5020臨時(shí)性邊坡（H＞8m，分階放坡）1:1.251:1.251:1.251:0.751:0.751:0.501:0.50取值說明：（1）“*”號為地區(qū)經(jīng)驗(yàn)值；所執(zhí)行規(guī)范為《工程地質(zhì)勘察規(guī)范》（DBJ50/T—043—2016）、《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（DBJ50—047—2016）和《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）。（2）中等風(fēng)化巖質(zhì)地基承載力特征值：砂巖采用飽和抗壓強(qiáng)度標(biāo)準(zhǔn)值×地基條件系數(shù)1.10×地基極限承載力分項(xiàng)系數(shù)0.33（砂巖為含水層，考慮后期可能會遭遇水浸泡故采用飽和值）；泥巖采用天然抗壓強(qiáng)度標(biāo)準(zhǔn)值×地基條件系數(shù)1.30×地基極限承載力分項(xiàng)系數(shù)0.33。（3）基底摩擦系數(shù)查《建筑邊坡工程技術(shù)規(guī)范》（GB50330—2013）表11.2.3。（4）巖體抗拉折減系數(shù)取0.40×?xí)r間系數(shù)0.95,巖體抗剪強(qiáng)度由巖石抗剪強(qiáng)度標(biāo)準(zhǔn)值進(jìn)行折減得到：粘聚力折減系數(shù)取0.30、內(nèi)摩擦角折減系數(shù)取0.9，再乘時(shí)間系數(shù)0.95。（5）巖土與錨固體（M30砂漿）極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值：按《建筑邊坡工程技術(shù)規(guī)范》GB50330—2013表8.2.3-2～8.2.3-3查得。（6）巖土與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值數(shù)據(jù)僅適用于注漿強(qiáng)度為M30及初步設(shè)計(jì)，施工時(shí)應(yīng)通過試驗(yàn)檢驗(yàn)。（7）應(yīng)加強(qiáng)施工及運(yùn)營環(huán)境的控制，當(dāng)?shù)叵滤?、施工擾動(dòng)、開挖卸荷、人類活動(dòng)、爆破等不利作用較明顯時(shí)設(shè)計(jì)參數(shù)建議值應(yīng)視情況作適當(dāng)調(diào)整。（8）當(dāng)水平荷載為長期或經(jīng)常出現(xiàn)時(shí)，應(yīng)將表中水平抗力系數(shù)的比例系數(shù)乘以0.4采用。5、邊坡穩(wěn)定性及排水計(jì)算5.1排水計(jì)算本次邊坡坡面收集雨水面積約13327m2。在擋墻坡腳設(shè)置400×400mm排水溝。經(jīng)計(jì)算本次設(shè)計(jì)邊坡排水溝截面能滿足要求5.2穩(wěn)定性計(jì)算1剖面模型1（距離坡頂5m）計(jì)算項(xiàng)目：1剖面模型1[計(jì)算簡圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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)10坡面線號水平投影(m)豎直投影(m)超載數(shù)115.2008.700022.0000.0000314.0008.000042.0000.0000514.0008.000062.0000.000078.7505.000082.0000.0000910.5006.00001050.0000.5001超載1距離2.000(m)寬50.000(m)荷載(50.00--50.00kPa)270.00(度)[土層信息]上部土層數(shù)1層號層厚重度飽和重度孔隙水壓(m)(kN/m3)(kN/m3)力系數(shù)136.20020.500層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00030.000層號十字板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)2層號層厚重度飽和重度孔隙水壓(m)(kN/m3)(kN/m3)力系數(shù)13.00020.50025.00024.000層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00030.00020.00045.000層號十字板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12不考慮水的作用[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動(dòng)方向反向時(shí):當(dāng)下滑力對待穩(wěn)定計(jì)算目標(biāo):給定圓心、半徑計(jì)算安全系數(shù)條分法的土條寬度:1.000(m)圓心X坐標(biāo):-132.355(m)圓心Y坐標(biāo):377.468(m)半徑:400.000(m)計(jì)算結(jié)果:[計(jì)算結(jié)果圖]滑動(dòng)圓心=(-132.355,377.468)(m)滑動(dòng)半徑=400.000(m)滑動(dòng)安全系數(shù)=1.196起始x終止xαliCiΦi條實(shí)重總水壓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)-0.0000.00019.3230.0000.00030.000.000.000.000.000.000.000.000.001.103450.000.000.0001.01319.4001.0740.00030.002.320.000.000.000.000.000.771.211.103620.000.001.0132.02719.5541.0750.00030.006.920.000.000.000.000.002.323.621.103950.000.002.0273.04019.7081.0760.00030.0011.460.000.000.000.000.003.875.991.104270.000.003.0404.05319.8621.0770.00030.0015.940.000.000.000.000.005.428.331.104580.000.004.0535.06720.0161.0780.00030.0020.350.000.000.000.000.006.9710.641.104880.000.005.0676.08020.1711.0800.00030.0024.700.000.000.000.000.008.5212.901.105180.000.006.0807.09320.3261.0810.00030.0028.980.000.000.000.000.0010.0715.141.105470.000.007.0938.10720.4801.0820.00030.0033.200.000.000.000.000.0011.6217.341.105750.000.008.1079.12020.6351.0830.00030.0037.360.000.000.000.000.0013.1719.501.106020.000.009.12010.13320.7911.0840.00030.0041.450.000.000.000.000.0014.7121.631.106290.000.0010.13311.14720.9461.0850.00030.0045.470.000.000.000.000.0016.2623.721.106550.000.0011.14712.16021.1011.0860.00030.0049.430.000.000.000.000.0017.8025.781.106800.000.0012.16013.17321.2571.0870.00030.0053.310.000.000.000.000.0019.3327.801.107040.000.0013.17314.18721.4131.0880.00030.0057.150.000.000.000.000.0020.8629.801.107270.000.0014.18715.20021.5691.0900.00030.0060.910.000.000.000.000.0022.3931.751.107500.000.0015.20016.20021.7241.0760.00030.0057.850.000.000.000.000.0021.4130.151.107720.000.0016.20017.20021.8781.0780.00030.0049.660.000.000.000.000.0018.5125.881.107920.000.0017.20018.20022.0331.0790.00030.0047.250.000.000.000.000.0017.7324.621.108120.000.0018.20019.20022.1871.0800.00030.0050.640.000.000.000.000.0019.1226.381.108310.000.0019.20020.20022.3421.0810.00030.0053.970.000.000.000.000.0020.5128.111.108500.000.0020.20021.20022.4971.0820.00030.0057.220.000.000.000.000.0021.8929.801.108670.000.0021.20022.20022.6521.0840.00030.0060.410.000.000.000.000.0023.2631.451.108840.000.0022.20023.20022.8081.0850.00030.0063.530.000.000.000.000.0024.6333.071.109000.000.0023.20024.20022.9631.0860.00030.0066.590.000.000.000.000.0025.9834.661.109150.000.0024.20025.20023.1191.0870.00030.0069.590.000.000.000.000.0027.3336.221.109300.000.0025.20026.20023.2751.0890.00030.0072.520.000.000.000.000.0028.6537.741.109430.000.0026.20027.20023.4311.0900.00030.0075.380.000.000.000.000.0029.9739.221.109560.000.0027.20028.20023.5871.0910.00030.0078.180.000.000.000.000.0031.2840.681.109680.000.0028.20029.20023.7431.0920.00030.0080.910.000.000.000.000.0032.5842.091.109790.000.0029.20030.20023.9001.0940.00030.0083.560.000.000.000.000.0033.8643.471.109900.000.0030.20031.20024.0571.0950.00030.0086.180.000.000.000.000.0035.1344.821.109990.000.0031.20032.20024.2131.0960.00030.0082.850.000.000.000.000.0033.9843.091.110080.000.0032.20033.20024.3711.0980.00030.0073.580.000.000.000.000.0030.3638.271.110160.000.0033.20034.20024.5281.0990.00030.0070.130.000.000.000.000.0029.1136.471.110230.000.0034.20035.20024.6861.1010.00030.0072.460.000.000.000.000.0030.2637.681.110290.000.0035.20036.20024.8431.1020.00030.0074.700.000.000.000.000.0031.3938.841.110340.000.0036.20037.20025.0011.1030.00030.0076.900.000.000.000.000.0032.5039.981.110390.000.0037.20038.20025.1591.1050.00030.0079.010.000.000.000.000.0033.5941.081.110430.000.0038.20039.20025.3181.1060.00030.0081.070.000.000.000.000.0034.6742.151.110460.000.0039.20040.20025.4761.1080.00030.0083.060.000.000.000.000.0035.7343.181.110480.000.0040.20041.20025.6351.1090.00030.0084.960.000.000.000.000.0036.7644.171.110490.000.0041.20042.20025.7941.1110.00030.0086.800.000.000.000.000.0037.7745.131.110490.000.0042.20043.20025.9531.1120.00030.0088.580.000.000.000.000.0038.7646.051.110490.000.0043.20044.20026.1131.1140.00030.0090.280.000.000.000.000.0039.7446.941.110470.000.0044.20045.20026.2721.1150.00030.0091.910.000.000.000.000.0040.6847.791.110450.000.0045.20046.20026.4321.1170.00030.0093.470.000.000.000.000.0041.6148.601.110420.000.0046.20047.20026.5921.1180.00030.0094.950.000.000.000.000.0042.5049.371.110380.000.0047.20048.20026.7531.1200.00030.0090.510.000.000.000.000.0040.7447.061.110330.000.0048.20049.20026.9131.1210.00030.0080.150.000.000.000.000.0036.2841.681.110270.000.0049.20050.17227.0721.0920.00030.0073.450.000.000.000.000.0033.4338.201.110210.000.0050.17251.14427.2281.0930.00030.0074.570.000.000.000.000.0034.1238.781.110130.000.0051.14452.11727.3851.0950.00030.0075.640.000.000.000.000.0034.7939.341.110050.000.0052.11753.08927.5421.0960.00030.0076.650.000.000.000.000.0035.4439.871.109960.000.0053.08954.06127.6991.0980.00030.0077.580.000.000.000.000.0036.0640.361.109870.000.0054.06155.03327.8561.1000.00030.0078.460.000.000.000.000.0036.6640.821.109760.000.0055.03356.00628.0141.1010.00030.0079.240.000.000.000.000.0037.2241.231.109640.000.0056.00656.97828.1721.1030.00030.0079.990.000.000.000.000.0037.7641.621.109520.000.0056.97857.95028.3301.1050.00030.0080.620.000.000.000.000.0038.2641.961.109390.000.0057.95058.95028.4901.1380.00030.0077.710.000.000.000.000.0037.0740.451.109240.000.0058.95059.95028.6541.1400.00030.0066.530.000.000.000.000.0031.9034.631.109090.000.0059.95061.00028.8211.1980.00030.0064.230.000.000.000.000.0030.9633.441.108920.000.0061.00062.05028.9931.2000.00030.0064.650.000.000.000.000.0031.3333.661.108740.000.0062.05063.10029.1651.2020.00030.0065.010.000.000.000.000.0031.6833.861.108550.000.0063.10064.15029.3371.2040.00030.0065.250.000.000.000.000.0031.9733.991.108350.000.0064.15065.20029.5101.2070.00030.0065.430.000.000.000.000.0032.2334.091.108130.000.0065.20066.25029.6831.2090.00030.0065.510.000.000.000.000.0032.4434.141.107910.000.0066.25067.30029.8561.2110.00030.0065.480.000.000.000.000.0032.6034.131.107680.000.0067.30068.35030.0301.2130.00030.0065.390.000.000.000.000.0032.7234.091.107430.000.0068.35069.40030.2041.2150.00030.0065.190.000.000.000.000.0032.8034.001.107180.000.0069.40070.45030.3781.2170.00030.0064.900.000.000.000.000.0032.8233.851.106910.000.0070.45071.47230.5501.1870.00030.0056.810.000.000.000.000.0028.8829.641.106640.000.0071.47272.49530.7201.1890.00030.0044.350.000.000.000.002.2523.8024.321.106360.000.0072.49573.51730.8911.1910.00030.0031.780.000.000.000.0051.1342.5643.281.106070.000.0073.51774.54031.0621.1940.00030.0019.130.000.000.000.0051.1236.2436.681.105770.000.0074.54075.56231.2331.1960.00030.006.390.000.000.000.0051.1329.8330.041.105460.000.00總的下滑力=2107.904(kN)總的抗滑力=2521.511(kN)土體部分下滑力=2107.904(kN)土體部分抗滑力=2521.511(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)============================================================================剩余下滑力=(2107.904-2521.511/1.35)×cos（19.4°）=226.5kN/m。模型2（距離坡頂10m）計(jì)算項(xiàng)目：等厚土層土坡穩(wěn)定計(jì)算2[計(jì)算簡圖][控制參數(shù)]:采用規(guī)范: 建筑邊坡工程技術(shù)規(guī)范(50330--2013)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)10坡面線號水平投影(m)豎直投影(m)超載數(shù)115.2008.700022.0000.0000314.0008.000042.0000.0000514.0008.000062.0000.000078.7505.000082.0000.0000910.5006.00001050.0000.5001超載1距離2.000(m)寬50.000(m)荷載(50.00--50.00kPa)270.00(度)[土層信息]上部土層數(shù)1層號層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)136.20020.50080.000層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00030.000層號十字板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)2層號層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kpa)力系數(shù)13.00020.50080.00025.00024.000120.000層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)10.00030.00020.00045.000層號十字板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12不考慮水的作用[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法土條重切向分力與滑動(dòng)方向反向時(shí):當(dāng)下滑力對待穩(wěn)定計(jì)算目標(biāo):給定圓心、半徑計(jì)算安全系數(shù)條分法的土條寬度:1.000(m)圓心X坐標(biāo):-120.935(m)圓心Y坐標(biāo):381.280(m)半徑:399.980(m)計(jì)算結(jié)果:[計(jì)算結(jié)果圖]滑動(dòng)圓心=(-120.935,381.280)(m)滑動(dòng)半徑=399.980(m)滑動(dòng)安全系數(shù)=1.255起始x終止xαliCiΦi條實(shí)重總水壓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)0.0811.08917.6871.0580.00030.002.640.000.000.000.000.000.801.401.092500.000.001.0892.09717.8381.0590.00030.007.890.000.000.000.000.002.424.171.092850.000.002.0973.10517.9901.0600.00030.0013.080.000.000.000.000.004.046.911.093190.000.003.1054.11318.1421.0610.00030.0018.200.000.000.000.000.005.679.611.093530.000.004.1135.12018.2941.0620.00030.0023.270.000.000.000.000.007.3112.281.093860.000.005.1206.12818.4461.0630.00030.0028.270.000.000.000.000.008.9514.921.094180.000.006.1287.13618.5991.0630.00030.0033.220.000.000.000.000.0010.5917.521.094500.000.007.1368.14418.7511.0640.00030.0038.100.000.000.000.000.0012.2520.091.094810.000.008.1449.15218.9031.0650.00030.0042.920.000.000.000.000.0013.9022.631.095110.000.009.15210.16019.0561.0660.00030.0047.670.000.000.000.000.0015.5725.131.095400.000.0010.16011.16819.2091.0670.00030.0052.370.000.000.000.000.0017.2327.591.095680.000.0011.16812.17619.3621.0680.00030.0057.010.000.000.000.000.0018.9030.031.095960.000.0012.17613.18419.5151.0690.00030.0061.580.000.000.000.000.0020.5732.431.096230.000.0013.18414.19219.6681.0700.00030.0066.080.000.000.000.000.0022.2434.791.096490.000.0014.19215.20019.8221.0710.00030.0070.530.000.000.000.000.0023.9237.131.096750.000.0015.20016.20019.9751.0640.00030.0068.440.000.000.000.000.0023.3836.021.097000.000.0016.20017.20020.1271.0650.00030.0060.950.000.000.000.000.0020.9732.071.097230.000.0017.20018.20020.2801.0660.00030.0059.270.000.000.000.000.0020.5431.181.097460.000.0018.20019.20020.4331.0670.00030.0063.370.000.000.000.000.0022.1233.331.097690.000.0019.20020.20020.5861.0680.00030.0067.410.000.000.000.000.0023.7035.451.097900.000.0020.20021.20020.7391.0690.00030.0071.410.000.000.000.000.0025.2937.551.098110.000.0021.20022.20020.8921.0700.00030.0075.320.000.000.000.000.0026.8639.601.098310.000.0022.20023.20021.0451.0710.00030.0079.190.000.000.000.000.0028.4441.621.098500.000.0023.20024.20021.1991.0730.00030.0082.980.000.000.000.000.0030.0143.611.098680.000.0024.20025.20021.3531.0740.00030.0086.700.000.000.000.000.0031.5745.551.098860.000.0025.20026.20021.5061.0750.00030.0090.390.000.000.000.000.0033.1447.481.099030.000.0026.20027.20021.6611.0760.00030.0093.970.000.000.000.000.0034.6949.361.099190.000.0027.20028.20021.8151.0770.00030.0097.530.000.000.000.000.0036.2451.221.099340.000.0028.20029.20021.9691.0780.00030.00100.990.000.000.000.000.0037.7853.031.099490.000.0029.20030.20022.1241.0790.00030.00104.420.000.000.000.000.0039.3254.821.099630.000.0030.20031.20022.2781.0810.00030.00107.760.000.000.000.000.0040.8556.571.099760.000.0031.20032.20022.4331.0820.00030.00105.200.000.000.000.000.0040.1455.221.099880.000.0032.20033.20022.5881.0830.00030.0096.690.000.000.000.000.0037.1450.751.099990.000.0033.20034.20022.7441.0840.00030.0093.980.000.000.000.000.0036.3449.321.100100.000.0034.20035.20022.8991.0860.00030.0097.060.000.000.000.000.0037.7750.941.100200.000.0035.20036.20023.0551.0870.00030.00100.110.000.000.000.000.0039.2052.531.100290.000.0036.20037.20023.2101.0880.00030.00103.060.000.000.000.000.0040.6254.071.100370.000.0037.20038.20023.3661.0890.00030.00105.930.000.000.000.000.0042.0155.581.100440.000.0038.20039.20023.5221.0910.00030.00108.760.000.000.000.000.0043.4157.061.100510.000.0039.20040.20023.6791.0920.00030.00111.540.000.000.000.000.0044.8058.521.100570.000.0040.20041.20023.8351.0930.00030.00114.220.000.000.000.000.0046.1659.911.100620.000.0041.20042.20023.9921.0950.00030.00116.840.000.000.000.000.0047.5161.291.100660.000.0042.20043.20024.1491.0960.00030.00119.400.000.000.000.000.0048.8562.631.100690.000.0043.20044.20024.3061.0970.00030.00121.890.000.000.000.000.0050.1763.931.100720.000.0044.20045.20024.4631.0990.00030.00124.300.000.000.000.000.0051.4765.201.100730.000.0045.20046.20024.6211.1000.00030.00126.650.000.000.000.000.0052.7666.431.100740.000.0046.20047.20024.7781.1010.00030.00128.950.000.000.000.000.0054.0567.641.100740.000.0047.20048.20024.9361.1030.00030.00125.300.000.000.000.000.00