縱一路支擋結(jié)構(gòu)計(jì)算書

一、工程概況沙坪壩工業(yè)園青鳳組團(tuán)位于沙坪壩青鳳片區(qū)，東靠梁灘河、花卉基地，南至鳳凰鎮(zhèn)場鎮(zhèn)、鳳回路，西臨外環(huán)高速、碚青路，北接北碚區(qū)歇馬鎮(zhèn)。本次設(shè)計(jì)青鳳園縱一路位于青鳳組團(tuán)啟動(dòng)區(qū)東部，項(xiàng)目所處區(qū)域基礎(chǔ)設(shè)施不完善，交通配套基礎(chǔ)設(shè)施不足，嚴(yán)重制約了其招商引資和區(qū)域內(nèi)經(jīng)濟(jì)社會的建設(shè)。本項(xiàng)目的建成將完善啟動(dòng)區(qū)內(nèi)部路網(wǎng)結(jié)構(gòu)，促進(jìn)周邊地塊開發(fā)建設(shè)，進(jìn)一步帶動(dòng)啟動(dòng)區(qū)城市綜合配套的全面發(fā)展，為推動(dòng)啟動(dòng)區(qū)城市建設(shè)快速穩(wěn)步健康發(fā)展提供保障。圖1.1青鳳組團(tuán)在沙坪壩區(qū)的位置本次設(shè)計(jì)青鳳園縱一路起點(diǎn)接楊五路，整體向北延伸，與青鳳連接道形成三層簡易菱形立交后，分別與鳳回路、青鳳園中路相交，止于青鳳園南環(huán)路，設(shè)計(jì)車速50km/h，為雙向六車道，標(biāo)準(zhǔn)路幅寬度44m，道路全長1374.490m。圖1.2項(xiàng)目區(qū)位圖為確保路基邊坡安全穩(wěn)定，本條道路共設(shè)置1段擋墻，擋墻結(jié)構(gòu)形式與分布如下：擋墻設(shè)置一覽表擋墻編號起止樁號位置長度（m）擋墻形式1縱一路K0+555.189～K0+626.288左側(cè)46.6樁板+折背式擋墻2縱一路K0+600處鐵搭保護(hù)南側(cè)54.21:0.75錨桿格子梁西側(cè)53.81:0.3錨桿格子梁3縱一路K1+133.25～K1+180左側(cè)46.76樁板+折背式擋墻4縱一路K1+160處鐵搭保護(hù)南側(cè)31.651:0.75錨桿格子梁二、設(shè)計(jì)采用主要規(guī)范及原則2.1設(shè)計(jì)采用規(guī)范（1）《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）；（2）《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007-2011）；（3）《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2010）（2015年版）；（4）《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-2010）；（5）《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012（6）《建筑邊坡工程施工質(zhì)量驗(yàn)收規(guī)范》DBJ/T50-100-2010（7）中華人民共和國《工程建設(shè)標(biāo)準(zhǔn)強(qiáng)制性條文》；（8）國家及部（委）發(fā)布的其它有關(guān)法律、法規(guī)、規(guī)程、規(guī)范。2.2設(shè)計(jì)原則擋墻安全等級：Ⅰ級抗震設(shè)防烈度：6度（0.05g），按7度構(gòu)造設(shè)防。路肩擋墻車行荷載：城-A級；人群荷載：4KN/m2設(shè)計(jì)使用年限：50年三、設(shè)計(jì)參數(shù)3.1土體參數(shù)計(jì)算及建議根據(jù)地勘報(bào)告，土體物理力學(xué)參數(shù)取值如下：表3-1土層物理力學(xué)性質(zhì)參數(shù)建議值一覽表類別重度γ（KN/m3）天然土體抗剪強(qiáng)度建議值基底摩擦系數(shù)天然飽和天然C(kPa)天然(°)飽和C(kPa)飽和(°)粉質(zhì)粘土19.820.124.5814.9717.9211.960.25*素填土20.0*20.5*—28*—25*0.30*注：帶“*”者為查表或經(jīng)驗(yàn)值；（1）素填土地基承載力特征值需經(jīng)現(xiàn)場載荷試驗(yàn)確定。（2）粉質(zhì)粘土地基承載力特征值建議取150kpa。3.2巖體參數(shù)計(jì)算及建議根據(jù)地勘報(bào)告，巖土物理力學(xué)參數(shù)建議值見下表：表3-1基巖物理力學(xué)性質(zhì)參數(shù)建議值一覽表類別重度γ（KN/m3）抗壓強(qiáng)度標(biāo)準(zhǔn)值（MPa）地基承載力特征值中風(fēng)化基巖基底摩擦系數(shù)巖體水平抗力系數(shù)MN/m3巖體抗拉強(qiáng)度建議值kpa巖體與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值kPa巖體抗剪強(qiáng)度建議值天然飽和天然飽和強(qiáng)風(fēng)化Kpa中風(fēng)化Kpa粘聚力MPa內(nèi)摩擦角°砂巖24.5*24.6*22.1915.79500*52120.45*80*712500*1.4830.7泥巖24.7*24.9*6.664.15400*21980.40*50*172360*0.4127.8注：帶“*”者為查表或經(jīng)驗(yàn)值（1）中等風(fēng)化巖體粘聚力c取值：按0.3倍巖石粘聚力平均值折減，考慮時(shí)間效應(yīng)系數(shù)取0.95。（2）中等風(fēng)化巖體內(nèi)摩擦角φ取值：按0.90倍巖石內(nèi)摩擦角標(biāo)準(zhǔn)值，考慮時(shí)間效應(yīng)系數(shù)取0.95。（3）中等風(fēng)化巖體抗拉強(qiáng)度取值：取0.4倍巖石抗拉強(qiáng)度的標(biāo)準(zhǔn)值。（4）巖體破裂角泥巖取58.9°，砂巖取60.3°；邊坡巖體類型為Ⅲ類，泥巖巖體等效內(nèi)摩擦角52°，砂巖取55°。3.3結(jié)構(gòu)面抗剪強(qiáng)度標(biāo)準(zhǔn)值建議結(jié)構(gòu)面抗剪強(qiáng)度參數(shù)標(biāo)準(zhǔn)值參照《建筑邊坡工程技術(shù)規(guī)范》GB50330-2013中表4.3.1取值，由于本場地層面（119o∠24o）較發(fā)育，結(jié)構(gòu)面結(jié)合差，取結(jié)構(gòu)面粘聚力標(biāo)準(zhǔn)值為c＝50kPa，內(nèi)摩擦角φ＝18°。裂隙J1（產(chǎn)狀250o∠74o）結(jié)合很差，為軟弱結(jié)構(gòu)面，故粘聚力標(biāo)準(zhǔn)值為c＝40kPa，內(nèi)摩擦角φ＝15°。裂隙J2（產(chǎn)狀315o∠78o）結(jié)合很差，為軟弱結(jié)構(gòu)面，粘聚力標(biāo)準(zhǔn)值為c＝40kPa，內(nèi)摩擦角φ＝15°?；鶐r面抗剪強(qiáng)度取飽和粉質(zhì)粘土抗剪強(qiáng)度值，粘聚力標(biāo)準(zhǔn)值為c＝17.92kPa，內(nèi)摩擦角φ＝11.96°。四、結(jié)構(gòu)計(jì)算4.11號樁板擋墻3#樁計(jì)算1號擋墻選擇縱一路K0+600斷面3#樁為典型斷面進(jìn)行計(jì)算，3#樁采用1.6×2.0m樁徑，詳細(xì)過程如下：1、剩余下滑力計(jì)算 條塊編號總體面積(m2)天然面積(m2)滑面傾角(0)滑面長度(m)F地面荷載(kPa)C(kPa)摩擦角φi天然重度(kN/m3)飽和重度(kN/m3)浮容重(kN/m3)傳力系數(shù)W條塊重力(kN)下滑力(kN/m)抗滑力(kN/m)累計(jì)下滑力(kN/m)累計(jì)抗滑力(kN/m)穩(wěn)定系數(shù)安全系數(shù)剩余下滑力(kN/m)153.6053.6022.0010.790.0050.0015.0024.7024.9014.901.001323.92495.95868.16495.95868.161.751.350.00278.0578.0522.0012.730.0050.0015.0024.7024.9014.901.001927.84722.181115.301218.131983.461.631.350.00349.3749.3722.006.3225.0050.0015.0024.7024.9014.901.001365.91511.68655.291729.812638.751.531.3535.47491.9991.9922.0010.790.0050.0015.0024.7024.9014.901.002272.15851.161103.742580.973742.491.451.3580.80564.1064.1022.008.070.0050.0015.0024.7024.9014.901583.27593.10796.693174.074539.191.431.3584.802、3#樁計(jì)算1號樁板擋墻選3#樁為典型橫斷面進(jìn)行計(jì)算，墻后下滑力為0，詳細(xì)過程如下：抗滑動(dòng)樁驗(yàn)算墻身尺寸:樁總長:15.300(m)嵌入深度:7.000(m)截面形狀:方樁樁寬:2.000(m)樁高:2.500(m)樁間距:5.000(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)110.00024.70018.00360.0050.0001.000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:C30樁縱筋合力點(diǎn)到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HPB300樁箍筋間距:200(mm)擋土墻類型:一般擋土墻墻后填土內(nèi)摩擦角:52.000(度)墻背與墻后填土摩擦角:0.000(度)墻后填土容重:24.700(kN/m3)橫坡角以上填土的土摩阻力(kPa):0.00橫坡角以下填土的土摩阻力(kPa):0.00坡線與滑坡推力:坡面線段數(shù):2折線序號水平投影長(m)豎向投影長(m)117.4798.32025.8590.100地面橫坡角度:22.000(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84.800(kN/m)樁后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)，滑坡推力、庫侖土壓力分項(xiàng)(安全)系數(shù)=1.350=====================================================================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=51.084(kN/m)下部=51.084(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=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)。背側(cè)最大彎矩=2653.780(kN-m)距離樁頂9.213(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂15.300(m)最大剪力=665.950(kN)距離樁頂12.257(m)最大位移=14(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-13.980.00020.3073.259-21.200-13.610.00030.61513.034-42.400-13.250.00040.92229.327-63.600-12.880.00051.23052.136-84.800-12.510.00061.53781.463-106.000-12.140.00071.844117.307-127.200-11.770.00082.152159.667-148.400-11.400.00092.459208.545-169.600-11.040.000102.767263.940-190.800-10.670.000113.074325.852-212.000-10.300.000123.381394.281-233.200-9.930.000133.689469.227-254.400-9.570.000143.996550.690-275.600-9.200.000154.304638.670-296.800-8.840.000164.611733.167-318.000-8.470.000174.919834.181-339.200-8.110.000185.226941.712-360.400-7.740.000195.5331055.760-381.600-7.380.000205.8411176.325-402.800-7.020.000216.1481303.407-424.000-6.660.000226.4561437.007-445.200-6.310.000236.7631577.123-466.400-5.950.000247.0701723.756-487.600-5.600.000257.3781876.907-508.800-5.250.000267.6852036.574-530.000-4.900.000277.9932202.759-551.200-4.550.000288.3002375.460-572.400-4.21-104.650298.6042520.442-388.050-3.87-193.462308.9092611.665-219.054-3.53-176.721319.2132653.780-65.273-3.20-160.134329.5172651.39673.436-2.87-143.704339.8222609.079197.215-2.55-127.4313410.1262531.352306.207-2.23-111.3123510.4302422.692400.550-1.91-95.3433610.7352287.539480.377-1.59-79.5183711.0392130.289545.817-1.28-63.8273811.3431955.302596.989-0.97-48.2633911.6481766.904634.003-0.66-32.8154011.9521569.387656.960-0.35-17.4714112.2571367.015665.950-0.04-2.2204212.5611164.027661.0520.2612.9494312.865964.636642.3350.5628.0504413.170773.040609.8560.8643.0934513.474593.419563.6641.1658.0914613.778429.941503.7941.4673.0534714.083286.763430.2751.7687.9894814.387168.035343.1262.06102.9084914.69177.903242.3602.36117.8175014.99620.511127.9842.65132.7215115.3000.00033.6972.95147.624(二)樁身配筋計(jì)算點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.000100001000050820.307100001000050830.615100001000050840.922100001000050851.230100001000050861.537100001000050871.844100001000050882.152100001000050892.4591000010000508102.7671000010000508113.0741000010000508123.3811000010000508133.6891000010000508143.9961000010000508154.3041000010000508164.6111000010000508174.9191000010000508185.2261000010000508195.5331000010000508205.8411000010000508216.1481000010000508226.4561000010000508236.7631000010000508247.0701000010000508257.3781000010000508267.6851000010000508277.9931000010000508288.3001000010000508298.6041000010000508308.9091000010000508319.2131000010000508329.5171000010000508339.82210000100005083410.12610000100005083510.43010000100005083610.73510000100005083711.03910000100005083811.34310000100005083911.64810000100005084011.95210000100005084112.25710000100005084212.56110000100005084312.86510000100005084413.17010000100005084513.47410000100005084613.77810000100005084714.08310000100005084814.38710000100005084914.69110000100005085014.99610000100005085115.3001000010000508=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為8.300(m)處的庫侖主動(dòng)土壓力第1破裂角：21.284(度)Ea=122.195Ex=122.195Ey=0.000(kN)作用點(diǎn)高度Zy=2.767(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)。背側(cè)最大彎矩=2774.254(kN-m)距離樁頂9.517(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=824.818(kN)距離樁頂8.300(m)最大位移=16(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-16.320.00020.3070.116-1.131-15.900.00030.6150.927-4.526-15.480.00040.9223.130-10.183-15.060.00051.2307.420-18.103-14.640.00061.53714.492-28.286-14.220.00071.84425.042-40.732-13.800.00082.15239.767-55.440-13.380.00092.45959.360-72.412-12.960.000102.76784.518-91.646-12.540.000113.074115.937-113.144-12.130.000123.381154.313-136.904-11.710.000133.689200.340-162.927-11.290.000143.996254.715-191.213-10.870.000154.304318.132-221.762-10.450.000164.611391.289-254.573-10.030.000174.919474.880-289.648-9.620.000185.226569.600-326.985-9.200.000195.533676.147-366.586-8.780.000205.841795.215-408.449-8.370.000216.148927.499-452.575-7.950.000226.4561073.696-498.964-7.540.000236.7631234.501-547.616-7.130.000247.0701410.610-598.530-6.720.000257.3781602.719-651.708-6.310.000267.6851811.522-707.148-5.900.000277.9932037.716-764.852-5.500.000288.3002281.996-824.818-5.10-126.795298.6042497.616-601.138-4.70-235.101308.9092647.906-395.436-4.31-215.485319.2132738.316-207.572-3.92-196.026329.5172774.254-37.402-3.53-176.728339.8222761.083115.224-3.15-157.5953410.1262704.118250.455-2.77-138.6253510.4302608.632368.438-2.40-119.8143610.7352479.851469.317-2.02-101.1583711.0392322.961553.229-1.65-82.6493811.3432143.104620.303-1.29-64.2773911.6481945.385670.662-0.92-46.0324011.9521734.874704.415-0.56-27.9024112.2571516.610721.661-0.20-9.8754212.5611295.603722.4890.168.0624312.8651076.835706.9750.5225.9224413.170865.270675.1830.8743.7184513.474665.854627.1651.2361.4634613.778483.517562.9631.5879.1694714.083323.181482.6091.9496.8454814.387189.755386.1252.29114.5024914.69188.148273.5242.64132.1475014.99623.262144.8153.00149.7875115.3000.00038.2173.35167.425(二)樁身配筋計(jì)算點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.000100001000050820.307100001000050830.615100001000050840.922100001000050851.230100001000050861.537100001000050871.844100001000050882.152100001000050892.4591000010000508102.7671000010000508113.0741000010000508123.3811000010000508133.6891000010000508143.9961000010000508154.3041000010000508164.6111000010000508174.9191000010000508185.2261000010000508195.5331000010000508205.8411000010000508216.1481000010000508226.4561000010000508236.7631000010000508247.0701000010000508257.3781000010000508267.6851000010000508277.9931000010000508288.3001000010000508298.6041000010000508308.9091000010000508319.2131000010000508329.5171000010000508339.82210000100005083410.12610000100005083510.43010000100005083610.73510000100005083711.03910000100005083811.34310000100005083911.64810000100005084011.95210000100005084112.25710000100005084212.56110000100005084312.86510000100005084413.17010000100005084513.47410000100005084613.77810000100005084714.08310000100005084814.38710000100005084914.69110000100005085014.99610000100005085115.3001000010000508(三)擋土板內(nèi)力配筋計(jì)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)12008.30025.50052.5001035.000板實(shí)配鋼筋面積為1539mm2(E14@100)。以上配筋均能滿足計(jì)算要求。4.23號樁板擋墻14#樁計(jì)算3號擋墻選擇縱一路K1+160斷面為典型斷面進(jìn)行計(jì)算，樁板擋墻墻后剩余下滑力通過兩種破壞模式進(jìn)行計(jì)算比較，詳細(xì)過程如下：1、剩余下滑力計(jì)算原始條件:條塊編號總體面積(m2)天然面積(m2)飽和面積(m2)滑面傾角(0)滑面長度(m)F地面荷載(kPa)C(kPa)摩擦角φi天然重度(kN/m3)飽和重度(kN/m3)浮容重(kN/m3)傳力系數(shù)W條塊重力(kN)下滑力(kN/m)抗滑力(kN/m)累計(jì)下滑力(kN/m)累計(jì)抗滑力(kN/m)穩(wěn)定系數(shù)安全系數(shù)剩余下滑力(kN/m)118.4518.45023.009.600.0050.0015.0024.7024.9014.901.00455.72178.06592.40178.06592.403.331.350.00265.4865.48023.0011.3025.0050.0015.0024.7024.9014.901.001877.40733.561028.06911.621620.461.781.350.00385.5185.51023.009.600.0050.0015.0024.7024.9014.902112.10825.261000.951736.882621.401.511.35113.162、14#樁計(jì)算3號樁板擋墻選擇14#樁為典型橫斷面進(jìn)行計(jì)算，沿層面的下滑力為0，詳細(xì)過程如下：樁板式抗滑擋土墻驗(yàn)算抗滑動(dòng)樁驗(yàn)算抗滑動(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:17.600(m)嵌入深度:7.500(m)截面形狀:方樁樁寬:2.000(m)樁高:2.500(m)樁間距:5.000(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)110.00024.70018.00360.0050.0001.000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:C30樁縱筋合力點(diǎn)到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HPB300樁箍筋間距:200(mm)擋土墻類型:一般擋土墻墻后填土內(nèi)摩擦角:52.000(度)墻背與墻后填土摩擦角:0.000(度)墻后填土容重:24.700(kN/m3)橫坡角以上填土的土摩阻力(kPa):0.00橫坡角以下填土的土摩阻力(kPa):0.00坡線與滑坡推力:坡面線段數(shù):2折線序號水平投影長(m)豎向投影長(m)114.7001.87026.2000.400地面橫坡角度:22.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱參數(shù)值推力分布類型梯形梯形荷載(q1/q2)0.500樁后剩余下滑力水平分力113.000(kN/m)樁后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)，滑坡推力、庫侖土壓力分項(xiàng)(安全)系數(shù)=1.350=====================================================================第1種情況:滑坡推力作用情況[樁身所受推力計(jì)算]假定荷載梯形分布樁后:上部=37.294(kN/m)下部=74.587(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=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)。背側(cè)最大彎矩=3821.647(kN-m)距離樁頂11.171(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂17.600(m)最大剪力=891.146(kN)距離樁頂14.386(m)最大位移=20(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-19.850.00020.3613.314-18.485-19.310.00030.72113.414-37.619-18.780.00041.08230.532-57.401-18.250.00051.44354.902-77.832-17.720.00061.80486.759-98.911-17.190.00072.164126.337-120.639-16.660.00082.525173.870-143.016-16.120.00092.886229.591-166.041-15.590.000103.246293.734-189.715-15.060.000113.607366.534-214.037-14.530.000123.968448.225-239.008-14.000.000134.329539.040-264.628-13.480.000144.689639.213-290.896-12.950.000155.050748.978-317.813-12.420.000165.411868.570-345.378-11.900.000175.771998.221-373.592-11.370.000186.1321138.168-402.454-10.850.000196.4931288.641-431.966-10.330.000206.8541449.878-462.125-9.810.000217.2141622.110-492.934-9.290.000227.5751805.572-524.391-8.780.000237.9362000.498-556.496-8.270.000248.2962207.122-589.250-7.760.000258.6572425.678-622.653-7.260.000269.0182656.400-656.704-6.760.000279.3792899.522-691.404-6.270.000289.7393155.277-726.753-5.780.0002910.1003423.900-762.750-5.29-131.6533010.4573645.681-491.929-4.82-240.9123110.8143775.278-246.352-4.35-217.4973211.1713821.647-25.698-3.89-194.3903311.5293793.633170.365-3.43-171.5943411.8863699.958342.169-2.98-149.1073512.2433549.227490.041-2.54-126.9213612.6003349.929614.297-2.10-105.0243712.9573110.443715.238-1.67-83.4003813.3142839.044793.146-1.24-62.0293913.6712543.910848.281-0.82-40.8904014.0292233.129880.878-0.40-19.9584114.3861914.711891.1460.020.7914214.7431596.596879.2660.4321.3854315.1001286.664845.3920.8441.8484415.457992.745789.6491.2462.2054515.814722.629712.1391.6582.4814616.171484.075612.9352.05102.6984716.529284.818492.0932.46122.8754816.886132.579349.6452.86143.0284917.24335.071185.6123.26163.1695017.6000.00049.1003.67183.306(二)樁身配筋計(jì)算點(diǎn)號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.000100001000050820.361100001000050830.721100001000050841.082100001000050851.443100001000050861.804100001000050872.164100001000050882.525100001000050892.8861000010000508103.2461000010000508113.6071000010000508123.9681000010000508134.3291000010000508144.6891000010000508155.0501000010000508165.4111000010000508175.7711000010000508186.1321000010000508196.4931000010000508206.8541000010000508217.2141000010000508227.5751000010000508237.9361000010000508248.2961000010000508258.6571000010000508269.0181000010000508279.3791000010000508289.73910000100005082910.10010000100005083010.45710000100005083110.81410000100005083211.17110000100005083311.52910000100005083411.88610000100005083512.24310000100005083612.60010000100005083712.95710000100005083813.31410000100005083913.67110000100005084014.02910000100005084114.38610000100005084214.74310000100005084315.10010000100005084415.45710000100005084515.81410000100005084616.17110000100005084716.52910000100005084816.88610000100005084917.24310000100005085017.6001000010000508=====================================================================第2種情況:庫侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為10.100(m)處的庫侖主動(dòng)土壓力第1破裂角：19.516(度)Ea=156.314Ex=156.314Ey=0.000(kN)作用點(diǎn)高度Zy=3.367(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)。背側(cè)最大彎矩=4211.609(kN-m)距離樁頂11.529(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂17.600(m)最大剪力=1055.115(kN)距離樁頂10.100(m)最大位移=24(mm)點(diǎn)號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-23.750.00020.3610.162-1.346-23.130.00030.7211.295-5.383-22.510.00041.0824.369-12.112-21.880.00051.44310.356-21.533-21.260.00061.80420.227-33.645-20.640.00072.16434.953