楊家坪中學(xué)A區(qū)改擴(kuò)建工程基坑工程施工圖設(shè)計(jì)-綜合樓-結(jié)構(gòu)計(jì)算書(shū)

PAGE楊家坪中學(xué)A區(qū)改擴(kuò)建工程基坑工程施工圖設(shè)計(jì)綜合樓結(jié)構(gòu)計(jì)算書(shū)邊坡巖土設(shè)計(jì)技術(shù)參數(shù)選取說(shuō)明：1.1邊坡概況本工程施工首先按環(huán)境設(shè)計(jì)標(biāo)高進(jìn)行平場(chǎng)，平場(chǎng)標(biāo)高約為260.600m。平場(chǎng)完成后再對(duì)各地下車庫(kù)進(jìn)行開(kāi)挖，設(shè)計(jì)地下車庫(kù)底板標(biāo)高為255.2m,由于相鄰建筑物和現(xiàn)有設(shè)施不具備放坡條件,開(kāi)挖后形成5.4m左右的基坑邊坡。1.2邊坡工程地質(zhì)及水文條件勘察區(qū)位于川東南孤形地帶，華鎣山帚狀褶皺束東南部；巖層較平緩，巖體層面結(jié)合很差，貫通性較好，巖層產(chǎn)狀：傾向270～295°，傾角3～8°。主要發(fā)育兩組構(gòu)造裂隙：J1：裂隙產(chǎn)狀為115°∠75°，結(jié)合很差，屬軟弱結(jié)構(gòu)面；J2：裂隙產(chǎn)狀為205°∠70°，結(jié)合很差，屬軟弱結(jié)構(gòu)面;J1與J2裂隙為共軛“X”裂隙；層面貫通性好，為軟弱結(jié)構(gòu)面，結(jié)合很差。根據(jù)實(shí)地地質(zhì)調(diào)繪以及鉆探揭露、聲波測(cè)試成果資料，區(qū)內(nèi)巖體節(jié)理發(fā)育程度為較發(fā)育，巖體較完整～完整，呈厚層狀～塊狀結(jié)構(gòu)?？辈靺^(qū)地下水可分為松散層孔隙水、基巖裂隙水。本次勘察范圍內(nèi)地層層序正常，未見(jiàn)滑坡、崩塌、泥石流、采空區(qū)等不良地質(zhì)現(xiàn)象；場(chǎng)地未發(fā)現(xiàn)對(duì)工程不利的暗藏河道、溝浜、墓穴、防空洞、孤石等埋藏物。1.3邊坡破壞形式及支護(hù)形式按設(shè)計(jì)平場(chǎng)基坑開(kāi)挖后將形成A~C'、D~F、F'~N、P~Q、Q~S、S~W、W~A共7段邊坡，各段邊坡破壞形式及支護(hù)形式分述如下：A~C'段邊坡為基坑挖方邊坡，邊坡高約5.7m，為土質(zhì)邊坡。邊坡破壞模式為沿開(kāi)挖剪出口發(fā)生整體滑塌或沿土體內(nèi)部發(fā)生圓弧剪切破壞，擬采用樁板擋墻支護(hù)。D~F段邊坡為基坑挖方邊坡，邊坡高約5.2m，為土質(zhì)邊坡。邊坡破壞模式為沿土體內(nèi)部發(fā)生圓弧剪切破壞，擬采用樁板擋墻支護(hù)。F'~N段邊坡為基坑挖方邊坡，邊坡高約4.7m，為土質(zhì)邊坡。邊坡破壞模式為沿土體內(nèi)部發(fā)生圓弧剪切破壞，擬采用樁板擋墻支護(hù)。S~W段邊坡為基坑挖方邊坡，邊坡高約5.6m，為巖土質(zhì)邊坡。邊坡破壞模式土質(zhì)為沿土體內(nèi)部發(fā)生圓弧剪切破壞，巖質(zhì)部分的穩(wěn)定性主要受巖體強(qiáng)度控制,擬采用錨桿支護(hù)頂部局部放坡處理。P~Q、Q~S、W~A段邊坡為基坑挖方邊坡，邊坡高約5.6m，北段為土質(zhì)邊坡，南段為巖土質(zhì)邊坡。邊坡破壞模式土質(zhì)為沿土體內(nèi)部發(fā)生圓弧剪切破壞，巖質(zhì)部分的穩(wěn)定性主要受巖體強(qiáng)度控制,擬采用錨桿支護(hù)頂部局部放坡處理。1.4邊坡設(shè)計(jì)使用年限、抗震基本參數(shù)及安全等級(jí)臨時(shí)邊坡設(shè)計(jì)使用年限為2年,永久邊坡設(shè)計(jì)使用年限為50年，地震設(shè)防烈度6度，設(shè)計(jì)基本加速度0.05g，設(shè)計(jì)地震分組為第一組，場(chǎng)地類別為Ⅱ類，其中E~E'段邊坡安全等級(jí)為一級(jí)永久邊坡，E'~F段邊坡安全等級(jí)為二級(jí)永久邊坡。另外A~C、I~N、W~W'段邊坡安全等級(jí)為一級(jí)臨時(shí)邊坡，其他未說(shuō)明的邊坡均為安全等級(jí)為二級(jí)臨時(shí)邊坡。1.5邊坡巖土參數(shù)填土飽和重度γ=21.0KN/m?3?，天然γ=20.0KN/m?3?，飽和綜合內(nèi)摩擦角為28°，天然綜合內(nèi)摩擦角為30°；粉質(zhì)粘土飽和重度γ=21.0KN/m?3?，天然γ=20.0KN/m?3?，飽和綜合內(nèi)摩擦角為28°，抗剪參數(shù)：C=16.29kPa，φ=10.4°；強(qiáng)風(fēng)化砂質(zhì)泥巖、砂泥巖、粉砂巖重度γ=23.5KN/m?3?,強(qiáng)風(fēng)化砂泥巖重度γ=23.5KN/m?3?,中風(fēng)化粉砂巖重度γ=24.2KN/m?3?，綜合內(nèi)摩擦角為55°，抗剪參數(shù)：C=396kPa，φ=26.3°；中風(fēng)化砂質(zhì)泥巖重度γ=24.9KN/m?3?，綜合內(nèi)摩擦角為55°，抗剪參數(shù)：C=584kPa，φ=27°；中風(fēng)化砂巖重度γ=24.8KN/m?3?，綜合內(nèi)摩擦角為60°，抗剪參數(shù)：C=2514kPa，φ=30.2°；中風(fēng)化泥巖破裂角φ=58.5；填土、粉質(zhì)粘土水平抗力系數(shù)的比例系數(shù)分別取15、20MN/m4。強(qiáng)風(fēng)化砂質(zhì)泥巖、砂巖、粉砂巖水平抗力系數(shù)的比例系數(shù)分別取35、100、35MN/m4。中等風(fēng)化砂質(zhì)泥巖、砂巖、粉砂巖水平抗力系數(shù)分別取50、520、45MN/m3。中風(fēng)化砂質(zhì)泥巖與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值frb=280Kpa；中風(fēng)化砂巖與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值frb=1200Kpa；中風(fēng)化粉砂巖與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值frb=270Kpa；1）抗滑樁以中風(fēng)化砂質(zhì)泥巖或粉砂巖為持力層，中風(fēng)化砂質(zhì)泥巖：天然單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值5.32Mpa，地基承載力特載值fak＝1.93MPa。中風(fēng)化粉砂巖：天然單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值5.21Mpa，地基承載力特載值fak＝0.72MPa。邊坡計(jì)算：本次設(shè)計(jì)范圍為樁板擋墻、抗滑動(dòng)樁ZH1抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁1原始條件:墻身尺寸:樁總長(zhǎng):16.000(m)嵌入深度:10.000(m)截面形狀:圓樁樁徑:1.200(m)樁間距:2.500(m)嵌入段土層數(shù):2樁底支承條件:自由計(jì)算方法:M法土層序號(hào)土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)M(MN/m4)被動(dòng)土壓力調(diào)整系數(shù)12.00023.50010.000.0035.0001.000220.00024.60027.00280.0035.0001.000初始彈性系數(shù)A:0.000(MN/m3)初始彈性系數(shù)A1:0.000(MN/m3)樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號(hào)錨桿類型豎向間距水平剛度入射角錨固體水平預(yù)加筋漿強(qiáng)度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)物理參數(shù):樁混凝土強(qiáng)度等級(jí):C30樁縱筋合力點(diǎn)到外皮距離:90(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:200(mm)樁配筋形式:縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍:90.000(度)樁壓區(qū),拉區(qū)縱筋比:0.500場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:28.000(度)墻背與墻后填土摩擦角:9.000(度)墻后填土容重:21.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):120.00橫坡角以下填土的土摩阻力(kPa):120.00坡線與滑坡推力:坡面線段數(shù):4折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)10.0001.20024.0000.00030.0006.000410.0000.000地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型矩形樁后剩余下滑力水平分力0.000(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計(jì)算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)注意：內(nèi)力計(jì)算時(shí)，庫(kù)侖土壓力分項(xiàng)(安全)系數(shù)=1.430,滑坡推力分項(xiàng)(安全)系數(shù)=1.000=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載矩形分布:樁后:上部=0.000(kN/m)下部=0.000(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=0.000(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:m法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。[錨桿內(nèi)力標(biāo)準(zhǔn)值][樁內(nèi)力設(shè)計(jì)值]背側(cè)最大彎矩=0.000(kN-m)距離樁頂0.000(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=0.000(kN)距離樁頂0.000(m)最大位移=0(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-0.00-0.00020.3330.0000.000-0.00-0.00030.6670.0000.000-0.00-0.00041.0000.0000.000-0.00-0.00051.3330.0000.000-0.00-0.00061.6670.0000.000-0.00-0.00072.0000.0000.000-0.00-0.00082.3330.0000.000-0.00-0.00092.6670.0000.000-0.00-0.000103.0000.0000.000-0.00-0.000113.3330.0000.000-0.00-0.000123.6670.0000.000-0.00-0.000134.0000.0000.000-0.00-0.000144.3330.0000.000-0.00-0.000154.6670.0000.000-0.00-0.000165.0000.0000.000-0.00-0.000175.3330.0000.000-0.00-0.000185.6670.0000.000-0.00-0.000196.0000.0000.000-0.00-0.000206.3230.0000.000-0.00-0.000216.6450.0000.000-0.00-0.000226.9680.0000.000-0.00-0.000237.2900.0000.000-0.00-0.000247.6130.0000.000-0.00-0.000257.9350.0000.000-0.00-0.000268.2580.0000.000-0.00-0.000278.5810.0000.000-0.00-0.000288.9030.0000.000-0.00-0.000299.2260.0000.000-0.00-0.000309.5480.0000.000-0.00-0.000319.8710.0000.000-0.00-0.0003210.1940.0000.000-0.00-0.0003310.5160.0000.000-0.00-0.0003410.8390.0000.000-0.00-0.0003511.1610.0000.000-0.00-0.0003611.4840.0000.000-0.00-0.0003711.8060.0000.000-0.00-0.0003812.1290.0000.000-0.00-0.0003912.4520.0000.000-0.00-0.0004012.7740.0000.000-0.00-0.0004113.0970.0000.000-0.00-0.0004213.4190.0000.000-0.00-0.0004313.7420.0000.000-0.00-0.0004414.0650.0000.000-0.00-0.0004514.3870.0000.000-0.00-0.0004614.7100.0000.000-0.00-0.0004715.0320.0000.000-0.00-0.0004815.3550.0000.000-0.00-0.0004915.6770.0000.000-0.00-0.0005016.0000.0000.000-0.00-0.000(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001131226220120.3331131226220130.6671131226220141.0001131226220151.3331131226220161.6671131226220172.0001131226220182.3331131226220192.66711312262201103.00011312262201113.33311312262201123.66711312262201134.00011312262201144.33311312262201154.66711312262201165.00011312262201175.33311312262201185.66711312262201196.00011312262201206.32311312262201216.64511312262201226.96811312262201237.29011312262201247.61311312262201257.93511312262201268.25811312262201278.58111312262201288.90311312262201299.22611312262201309.54811312262201319.871113122622013210.194113122622013310.516113122622013410.839113122622013511.161113122622013611.484113122622013711.806113122622013812.129113122622013912.452113122622014012.774113122622014113.097113122622014213.419113122622014313.742113122622014414.065113122622014514.387113122622014614.710113122622014715.032113122622014815.355113122622014915.677113122622015016.00011312262201=====================================================================第2種情況:庫(kù)侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為6.000(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：41.760(度)Ea=398.390Ex=393.485Ey=62.322(kN)作用點(diǎn)高度Zy=1.763(m)(一)樁身內(nèi)力計(jì)算計(jì)算方法:m法 背側(cè)——為擋土側(cè)；面?zhèn)取獮榉菗跬羵?cè)。[錨桿內(nèi)力標(biāo)準(zhǔn)值][樁內(nèi)力設(shè)計(jì)值]背側(cè)最大彎矩=4302.634(kN-m)距離樁頂8.258(m)面?zhèn)茸畲髲澗?3.393(kN-m)距離樁頂15.355(m)最大剪力=1407.320(kN)距離樁頂6.000(m)最大位移=61(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-61.19-0.00020.3330.378-3.400-58.66-0.00030.6673.022-13.601-56.12-0.00041.00010.201-30.603-53.59-0.00051.33324.180-54.405-51.06-0.00061.66747.226-85.007-48.53-0.00072.00081.607-122.411-46.00-0.00082.333129.589-166.614-43.47-0.00092.667193.439-217.619-40.95-0.000103.000275.424-275.424-38.43-0.000113.333377.892-340.762-35.93-0.000123.667503.944-418.213-33.44-0.000134.000658.474-511.627-30.97-0.000144.333846.803-621.004-28.52-0.000154.6671074.250-746.342-26.10-0.000165.0001346.138-887.643-23.72-0.000175.3331667.786-1044.906-21.39-0.000185.6672044.516-1218.132-19.13-0.000196.0002481.647-1407.320-16.93-0.000206.3232935.622-1353.617-14.89-168.163216.6453354.948-1206.476-12.96-292.582226.9683713.993-992.603-11.13-377.119237.2903995.338-736.065-9.44-426.183247.6134188.874-457.982-7.88-444.583257.9354290.810-176.329-6.46-437.360268.2584302.63494.153-5.18-409.605278.5814230.066341.940-4.06-366.293288.9034082.027558.598-3.07-312.129299.2263869.680738.569-2.23-251.417309.5483605.532878.888-1.51-187.967319.8713302.655978.844-0.92-125.0263210.1942974.0201039.607-0.44-65.2443310.5162631.9421063.850-0.07-10.6683410.8392287.6651055.3660.2237.2333511.1611951.0601018.7150.4377.5333611.4841630.430958.8950.57109.7823711.8061332.417881.0620.66133.9373812.1291062.002790.2950.70150.2843912.452822.550691.4090.71159.3584012.774615.931588.8270.68161.8584113.097442.662486.4940.64158.5774213.419302.064387.8430.58150.3324313.742192.440295.7930.51137.9064414.065111.230212.7900.43122.0034514.38755.157140.8660.35103.2144614.71020.34981.7190.2781.9944715.0322.43536.8000.1958.6594815.355-3.3937.4040.1033.3914915.677-2.341-5.2590.026.2615016.0000.000-3.629-0.06-22.729(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001131226220120.3331131226220130.6671131226220141.0001131226220151.3331131226220161.6671131226220172.0001131226220182.3331131226220192.66711312262201103.00011312262201113.33311312262201123.66711312262201134.00011312262201144.33311902379201154.66715163032201165.00019093819201175.33323804760201185.66729365871201196.00035897179227206.32342768552201216.64549199837201226.968547510949201237.290591411828201247.613621912437201257.935637912758201268.258639812796201278.581628412567201288.903605012101201299.226571811435201309.548530610613201319.871483896762013210.194433586702013310.516381576312013410.839329865972013511.161279755952013611.484232446492013711.806189037802013812.129149829972013912.452115523102014012.774113122622014113.097113122622014213.419113122622014313.742113122622014414.065113122622014514.387113122622014614.710113122622014715.032113122622014815.355226211312014915.677226211312015016.00011312262201軟件版本:理正巖土7.0、抗滑動(dòng)樁ZH2抗滑動(dòng)樁驗(yàn)算計(jì)算項(xiàng)目：抗滑樁2原始條件:墻身尺寸:樁總長(zhǎng):16.000(m)嵌入深度:10.300(m)截面形狀:圓樁樁徑:1.200(m)樁間距:3.000(m)嵌入段土層數(shù):1樁底支承條件:自由計(jì)算方法:K法土層序號(hào)土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)K(MN/m3)被動(dòng)土壓力調(diào)整系數(shù)120.00024.60027.00280.0050.0001.000樁前滑動(dòng)土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):0錨桿號(hào)錨桿類型豎向間距水平剛度入射角錨固體水平預(yù)加筋漿強(qiáng)度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)物理參數(shù):樁混凝土強(qiáng)度等級(jí):C30樁縱筋合力點(diǎn)到外皮距離:90(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:200(mm)樁配筋形式:縱筋非均勻配筋樁拉區(qū)縱筋配筋范圍:90.000(度)樁壓區(qū),拉區(qū)縱筋比:0.500場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:28.000(度)墻背與墻后填土摩擦角:9.000(度)墻后填土容重:21.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):120.00橫坡角以下填土的土摩阻力(kPa):120.00坡線與滑坡推力:坡面線段數(shù):4折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)10.0001.20024.0000.00030.0006.000410.0000.000地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型矩形樁后剩余下滑力水平分力0.000(kN/m)樁前剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計(jì)算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)注意：內(nèi)力計(jì)算時(shí)，庫(kù)侖土壓力分項(xiàng)(安全)系數(shù)=1.430,滑坡推力分項(xiàng)(安全)系數(shù)=1.000=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載矩形分布:樁后:上部=0.000(kN/m)下部=0.000(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=0.000(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)。[錨桿內(nèi)力標(biāo)準(zhǔn)值][樁內(nèi)力設(shè)計(jì)值]背側(cè)最大彎矩=0.000(kN-m)距離樁頂0.000(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=0.000(kN)距離樁頂0.000(m)最大位移=0(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-0.00-0.00020.3350.0000.000-0.00-0.00030.6710.0000.000-0.00-0.00041.0060.0000.000-0.00-0.00051.3410.0000.000-0.00-0.00061.6760.0000.000-0.00-0.00072.0120.0000.000-0.00-0.00082.3470.0000.000-0.00-0.00092.6820.0000.000-0.00-0.000103.0180.0000.000-0.00-0.000113.3530.0000.000-0.00-0.000123.6880.0000.000-0.00-0.000134.0240.0000.000-0.00-0.000144.3590.0000.000-0.00-0.000154.6940.0000.000-0.00-0.000165.0290.0000.000-0.00-0.000175.3650.0000.000-0.00-0.000185.7000.0000.000-0.00-0.000196.0220.0000.000-0.00-0.000206.3440.0000.000-0.00-0.000216.6660.0000.000-0.00-0.000226.9870.0000.000-0.00-0.000237.3090.0000.000-0.00-0.000247.6310.0000.000-0.00-0.000257.9530.0000.000-0.00-0.000268.2750.0000.000-0.00-0.000278.5970.0000.000-0.00-0.000288.9190.0000.000-0.00-0.000299.2410.0000.000-0.00-0.000309.5630.0000.000-0.00-0.000319.8840.0000.000-0.00-0.0003210.2060.0000.000-0.00-0.0003310.5280.0000.000-0.00-0.0003410.8500.0000.000-0.00-0.0003511.1720.0000.000-0.00-0.0003611.4940.0000.000-0.00-0.0003711.8160.0000.000-0.00-0.0003812.1370.0000.000-0.00-0.0003912.4590.0000.000-0.00-0.0004012.7810.0000.000-0.00-0.0004113.1030.0000.000-0.00-0.0004213.4250.0000.000-0.00-0.0004313.7470.0000.000-0.00-0.0004414.0690.0000.000-0.00-0.0004514.3910.0000.000-0.00-0.0004614.7120.0000.000-0.00-0.0004715.0340.0000.000-0.00-0.0004815.3560.0000.000-0.00-0.0004915.6780.0000.000-0.00-0.0005016.0000.0000.000-0.00-0.000(二)樁身配筋計(jì)算點(diǎn)號(hào)距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.0001131226220120.3351131226220130.6711131226220141.0061131226220151.3411131226220161.6761131226220172.0121131226220182.3471131226220192.68211312262201103.01811312262201113.35311312262201123.68811312262201134.02411312262201144.35911312262201154.69411312262201165.02911312262201175.36511312262201185.70011312262201196.02211312262201206.34411312262201216.66611312262201226.98711312262201237.30911312262201247.63111312262201257.95311312262201268.27511312262201278.59711312262201288.91911312262201299.24111312262201309.56311312262201319.884113122622013210.206113122622013310.528113122622013410.850113122622013511.172113122622013611.494113122622013711.816113122622013812.137113122622013912.459113122622014012.781113122622014113.103113122622014213.425113122622014313.747113122622014414.069113122622014514.391113122622014614.712113122622014715.034113122622014815.356113122622014915.678113122622015016.00011312262201=====================================================================第2種情況:庫(kù)侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為5.700(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角：42.084(度)Ea=372.565Ex=367.979Ey=58.282(kN)作用點(diǎn)高度Zy=1.663(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)。[錨桿內(nèi)力標(biāo)準(zhǔn)值][樁內(nèi)力設(shè)計(jì)值]背側(cè)最大彎矩=3684.771(kN-m)距離樁頂7.309(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=1580.111(kN)距離樁頂5.700(m)最大位移=52(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-52.32-0.00020.3350.476-4.262-50.01-0.00030.6713.810-17.046-47.70-0.00041.00612.860-38.355-45.39-0.00051.34130.483-68.186-43.08-0.00061.67659.538-106.541-40.78-0.00072.012102.881-153.419-38.47-0.00082.347163.372-208.821-36.17-0.00092.682243.867-272.746-33.88-0.000103.018347.224-345.194-31.59-0.000113.353476.565-428.520-29.32-0.000123.688636.515-529.117-27.07-0.000134.024833.766-651.019-24.84-0.000144.3591075.462-794.226-22.64-0.000154.6941368.746-958.739-20.48-0.000165.0291720.762-1144.557-18.37-0.000175.3652138.654-1351.682-16.32-0.000185.7002629.565-1580.111-14.35-717.630196.0223064.558-1151.405-12.55-627.727206.3443370.782-778.349-10.86-542.987216.6663565.620-457.488-9.28-463.933226.9873665.290-185.089-7.82-390.901237.3093684.77142.739-6.48-324.065247.6313637.776229.958-5.27-263.460257.9533536.736380.513-4.18-209.011268.2753392.821498.276-3.21-160.550278.5973215.971586.985-2.36-117.835288.9193014.949650.208-1.61-80.568299.2412797.400691.308-0.97-48.412309.5632569.9