廣場深基坑支護(hù)工程計(jì)算書

名人廣場深基坑支護(hù)工程計(jì)算書計(jì)算：校對：審核：審定：目錄1設(shè)計(jì)計(jì)算程序 設(shè)計(jì)計(jì)算程序理正巖土工程計(jì)算分析軟件6.5版。2技術(shù)參數(shù)取值2.1巖土層物理力學(xué)指標(biāo)1）中等風(fēng)化砂巖抗拉、抗剪指標(biāo)巖體天然重度：24.51kN/m3；巖體抗拉強(qiáng)度：1337kPa×0.95×0.4=508.06kPa；巖石抗剪強(qiáng)度：粘聚力（C）取5.21MPa；內(nèi)摩擦角（φ）取43.40°；巖體抗剪強(qiáng)度建議值由巖石抗剪強(qiáng)度按裂隙發(fā)育程度折減確定，巖體抗剪強(qiáng)度：粘聚力（C）5210×0.3×0.95=1484.85kPa，內(nèi)摩擦角（φ）43.40°×0.90×0.95＝37.10°。2）變形強(qiáng)度指標(biāo)（1）中風(fēng)化帶砂巖：變形模量：4656.40×0.7=3259.48MPa；彈性模量：5298.40×0.7=3708.88Mpa；泊松比：0.22。（2）中風(fēng)化泥巖：變形模量1269.40×0.7=888.58MPa；彈性模量取1493.20×0.7=1045.24Mpa；泊松比取0.32。3）巖層層面內(nèi)摩擦角（φ）取18°，粘聚力（C）取50kPa；裂隙①內(nèi)摩擦角（φ）取12°，粘聚力（C）取20kPa；裂隙②內(nèi)摩擦角（φ）取15°，粘聚力（C）取30kPa。4）結(jié)構(gòu)松散的素填土水平抗力系數(shù)的比例系數(shù)取8MN/m4；粉質(zhì)粘土水平抗力系數(shù)的比例系數(shù)取10MN/m4；中等風(fēng)化帶泥巖的水平抗力系數(shù)取40MN/m3；中等風(fēng)化帶砂巖的水平抗力系數(shù)取190MN/m3。5）巖土對擋墻基底摩擦系數(shù)μ：素填土取0.20；粉質(zhì)粘土取0.25；強(qiáng)風(fēng)化泥巖取0.30、強(qiáng)風(fēng)化砂巖取0.45；中風(fēng)化泥巖取0.40、中風(fēng)化砂巖取0.50。6）強(qiáng)風(fēng)化帶砂巖與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值取270kPa；中等風(fēng)化帶砂巖與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值取800kPa；中等風(fēng)化帶泥巖與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值取300kPa；土層與錨固體極限粘結(jié)強(qiáng)度標(biāo)準(zhǔn)值，粉質(zhì)粘土取50kPa；松散人工填土70kPa。7）邊坡巖體的破裂角取45°＋φ/2，砂巖取63.55°。8）邊坡巖體類型為III類時(shí)，等效內(nèi)摩擦角取57°。9）承載力特征值：粉質(zhì)粘土承載力特征值fak＝150kPa；強(qiáng)風(fēng)化泥巖：fak=300kPa；強(qiáng)風(fēng)化砂巖：fak=500kPa；中風(fēng)化泥巖：fak=3.7MPa×0.35=1295kPa；（若保證施工期及使用期不被水浸泡可取fak=6.2MPa×0.35=2170kPa）中風(fēng)化砂巖：fak=18.3MPa×0.35=6405kPa。2.2主要荷載（作用）取值1）土壓力、水壓力土壓力根據(jù)基坑邊坡特征和破壞模式確定（沿外傾結(jié)構(gòu)面破壞或強(qiáng)度破壞）。由于擋墻后地下水（非承壓水）排泄通暢，可不考慮水壓力的作用。（1）AB、CE段邊坡根據(jù)赤平投影圖分析，裂隙①與邊坡④傾向呈大角度相交，對邊坡整體穩(wěn)定性影響??；裂隙②與邊坡④傾向呈大角度相交，對邊坡的整體穩(wěn)定性影響?。粚用姊叟c邊坡④傾向呈大角度相交，對邊坡的整體穩(wěn)定性影響小。但裂隙①與裂隙②的組合交線⑤與邊坡坡向呈小角度相交，邊坡易沿組合交線產(chǎn)生楔形體破壞。（2）BC段邊坡根據(jù)赤平投影圖分析，裂隙①與邊坡④傾向呈大角度相交，對邊坡整體穩(wěn)定性影響小；裂隙②與邊坡④傾向呈大角度相交，對邊坡的整體穩(wěn)定性影響小；層面③與邊坡④傾向呈大角度相交，對邊坡的整體穩(wěn)定性影響小。故邊坡穩(wěn)定性受巖體自身強(qiáng)度控制。（3）EF段邊坡根據(jù)赤平投影圖分析，裂隙①與邊坡④傾向呈小角度相交，邊坡易沿裂隙面①產(chǎn)生滑動(dòng)或掉塊；裂隙②與邊坡④傾向呈大角度相交，對邊坡的整體穩(wěn)定性影響??；層面③與邊坡④傾向交角32°，但傾角僅6°，對邊坡的整體穩(wěn)定性影響小。故邊坡易沿裂隙①產(chǎn)生滑動(dòng)或掉塊。（4）AH段邊坡上部土質(zhì)段：土質(zhì)邊坡在垂直開挖受施工擾動(dòng)影響坡體易沿土體內(nèi)部產(chǎn)生圓弧滑動(dòng)破壞。下部基巖段：根據(jù)赤平投影圖分析，裂隙①與邊坡④傾向呈大角度相交，對邊坡整體穩(wěn)定性影響?。涣严盯谂c邊坡④傾向呈大角度相交，對邊坡的整體穩(wěn)定性影響??；層面③與邊坡④傾向呈大角度相交，對邊坡的整體穩(wěn)定性影響小。故邊坡穩(wěn)定性受巖體自身強(qiáng)度控制。2）基坑周邊在建和已有建筑物荷載：每層建筑荷載15kN/m2。3）基坑周邊施工荷載和材料堆載：5kN/m2。4）基坑周邊道路車輛荷載：20kN/m2。3邊坡分段計(jì)算3.1AB段計(jì)算3.1.1側(cè)向巖石壓力AB段邊坡為裂隙2順向坡，根據(jù)《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）式6.3.1計(jì)算其沿外傾結(jié)構(gòu)面滑動(dòng)側(cè)向巖石壓力，并與根據(jù)巖石強(qiáng)度計(jì)算的主動(dòng)土壓力進(jìn)行包絡(luò)設(shè)計(jì)。沿外傾結(jié)構(gòu)面?zhèn)认驇r石壓力：表3.1.1-1沿外傾結(jié)構(gòu)面?zhèn)认驇r石壓力計(jì)算支擋結(jié)構(gòu)墻背與水平面的夾角α填土表面與水平面的夾角β邊坡外傾結(jié)構(gòu)面的內(nèi)摩擦角φs巖石與擋土墻背的摩擦角δ邊坡外傾結(jié)構(gòu)面傾角θ擋土墻高度H邊坡外傾結(jié)構(gòu)面粘聚力cs地表均布荷載標(biāo)準(zhǔn)值q土體重度γ主動(dòng)土壓力系數(shù)Ka沿外傾結(jié)構(gòu)面?zhèn)认驇r石壓力Ea°°°°°mkPakPakN/m3-kN/m9001518.817520.1303024.510.184911.4根據(jù)《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）7.2.5-2，考慮1.15倍增大系數(shù)。1550.6×1.15÷1.35＝776.4kN/m。3.1.2支護(hù)結(jié)構(gòu)計(jì)算（剖面5-5、6-6、7-7）計(jì)算項(xiàng)目：AB段5-5板肋式錨桿擋墻原始條件:墻身尺寸:樁總長:20.600(m)嵌入深度:0.500(m)截面形狀:方樁樁寬:0.600(m)樁高:0.800(m)樁間距:3.000(m)嵌入段土層數(shù):1樁底支承條件:鉸接計(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)M(MN/m4)被動(dòng)土壓力調(diào)整系數(shù)150.00024.51057.00800.00190.0001.000錨桿（索）參數(shù):錨桿道數(shù):7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)1錨桿2.00015.00015.001500.001890.002錨桿2.50015.00015.001500.001890.003錨桿2.50015.00015.001500.001890.004錨桿2.50015.00015.001500.001890.005錨桿2.50015.00015.001500.001890.006錨桿2.50015.00015.001500.001890.007錨桿2.50015.00015.001500.001890.00物理參數(shù):樁混凝土強(qiáng)度等級:C40樁縱筋合力點(diǎn)到外皮距離:35(mm)樁縱筋級別:HRB500樁箍筋級別:HRB400樁箍筋間距:200(mm)場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:57.000(度)墻背與墻后填土摩擦角:18.810(度)墻后填土容重:24.510(kN/m3)橫坡角以上填土的土摩阻力(kPa):800.00橫坡角以下填土的土摩阻力(kPa):800.00坡線與滑坡推力:坡面線段數(shù):2折線序號(hào)水平投影長(m)豎向投影長(m)10.0002.500210.0000.000地面橫坡角度:63.550(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776.400(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)，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=77.254(kN/m)下部=154.507(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=237.530(kN-m)距離樁頂4.500(m)面?zhèn)茸畲髲澗?840.617(kN-m)距離樁頂16.167(m)最大剪力=485.491(kN)距離樁頂20.100(m)最大位移=29(mm)第1道錨索水平拉力=358.894(kN)距離樁頂2.000(m)第2道錨索水平拉力=364.354(kN)距離樁頂4.500(m)第3道錨索水平拉力=386.963(kN)距離樁頂7.000(m)第4道錨索水平拉力=416.156(kN)距離樁頂9.500(m)第5道錨索水平拉力=431.079(kN)距離樁頂12.000(m)第6道錨索水平拉力=402.478(kN)距離樁頂14.500(m)第7道錨索水平拉力=299.006(kN)距離樁頂17.000(m)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-24.37-0.00020.4008.399-42.132-24.27-0.00030.80033.816-85.094-24.16-0.00041.20076.585-128.887-24.06-0.00051.600137.037-173.510-23.98-0.00062.000215.503-218.962-23.93-0.00072.417167.21591.702-23.91-0.00082.833139.21042.572-23.92-0.00093.250131.864-7.459-23.97-0.000103.667145.551-58.391-24.04-0.000114.083180.648-110.224-24.15-0.000124.500237.530201.396-24.29-0.000134.917164.757147.761-24.48-0.000145.333114.52093.226-24.70-0.000155.75087.19437.790-24.95-0.000166.16783.154-18.547-25.21-0.000176.583102.775-75.784-25.49-0.000187.000146.432253.040-25.80-0.000197.41753.268194.000-26.13-0.000207.833-15.109134.060-26.47-0.000218.250-58.32473.219-26.81-0.000228.667-76.00111.478-27.13-0.000239.083-67.764-51.165-27.45-0.000249.500-33.238301.448-27.74-0.000259.917-145.447237.004-28.03-0.0002610.333-230.616171.659-28.28-0.0002710.750-288.370105.413-28.49-0.0002811.167-318.33538.266-28.64-0.0002911.583-320.134-29.781-28.72-0.0003012.000-293.392332.350-28.74-0.0003112.417-417.350262.500-28.69-0.0003212.833-512.017191.751-28.55-0.0003313.250-577.017120.100-28.31-0.0003413.667-611.97647.548-27.94-0.0003514.083-616.516-25.904-27.45-0.0003614.500-590.264302.221-26.83-0.0003714.917-700.543226.967-26.08-0.0003815.333-779.278150.813-25.19-0.0003915.750-826.09573.757-24.14-0.0004016.167-840.617-4.199-22.91-0.0004116.583-822.470-83.057-21.51-0.0004217.000-771.278-162.815-19.93-0.0004317.388-809.55061.208-18.32-0.0004417.775-818.614-14.554-16.57-0.0004518.163-798.169-91.096-14.66-0.0004618.550-747.914-168.417-12.62-0.0004718.938-667.546-246.517-10.43-0.0004819.325-556.762-325.396-8.13-0.0004919.712-415.264-405.053-5.73-0.0005020.100-242.745-485.491-3.25-0.0005120.6000.000-242.745-0.00-0.000(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)1-0.00096096013720.40096096013730.80096096013741.20096096013751.60096096013762.00096096013772.41796096013782.83396096013793.250960960137103.667960960137114.083960960137124.500960960137134.917960960137145.333960960137155.750960960137166.167960960137176.583960960137187.000960960137197.417960960137207.833960960137218.250960960137228.667960960137239.083960960137249.500960960137259.9179609601372610.3339609601372710.7509609601372811.1679989601372911.58310049601373012.0009609601373112.41712999601373212.83315929601373313.25017959601373413.66719059601373514.08319209601373614.50018379601373714.91721879601373815.33324429601373915.75025959601374016.16726429601374116.58325839601374217.00024169601374317.38825409601374417.77525709601374518.16325039601374618.55023409601374718.93820829601374819.32517319601374919.71212939601375020.1009609601375120.600960960137=====================================================================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20.100(m)處的庫侖主動(dòng)土壓力第1破裂角：17.351(度)Ea=528.338Ex=500.121Ey=170.353(kN)作用點(diǎn)高度Zy=7.533(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=59.290(kN-m)距離樁頂4.500(m)面?zhèn)茸畲髲澗?723.280(kN-m)距離樁頂16.167(m)最大剪力=414.495(kN)距離樁頂20.100(m)最大位移=21(mm)第1道錨索水平拉力=104.771(kN)距離樁頂2.000(m)第2道錨索水平拉力=159.428(kN)距離樁頂4.500(m)第3道錨索水平拉力=216.540(kN)距離樁頂7.000(m)第4道錨索水平拉力=269.796(kN)距離樁頂9.500(m)第5道錨索水平拉力=305.134(kN)距離樁頂12.000(m)第6道錨索水平拉力=300.356(kN)距離樁頂14.500(m)第7道錨索水平拉力=230.184(kN)距離樁頂17.000(m)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-4.22-0.00020.4001.671-8.566-4.77-0.00030.8007.022-18.401-5.32-0.00041.20016.561-29.504-5.87-0.00051.60030.795-41.877-6.42-0.00062.00050.231-55.519-6.98-0.00072.41732.90433.692-7.58-0.00082.83322.34616.756-8.18-0.00093.25019.132-1.558-8.78-0.000103.66723.835-21.248-9.39-0.000114.08337.030-42.316-10.01-0.000124.50059.29094.668-10.63-0.000134.91724.76070.847-11.26-0.000145.3330.44245.648-11.90-0.000155.750-13.08919.073-12.54-0.000166.167-15.261-8.879-13.17-0.000176.583-5.499-38.208-13.80-0.000187.00016.771147.625-14.44-0.000197.417-38.104115.542-15.07-0.000207.833-79.32382.082-15.69-0.000218.250-106.31447.245-16.30-0.000228.667-118.50311.031-16.89-0.000239.083-115.315-26.560-17.45-0.000249.500-96.178204.269-17.99-0.000259.917-172.933163.924-18.50-0.0002610.333-232.590122.202-18.98-0.0002710.750-274.57679.103-19.41-0.0002811.167-298.31834.627-19.78-0.0002911.583-303.241-11.225-20.09-0.0003012.000-288.772246.679-20.34-0.0003112.417-381.477198.073-20.53-0.0003212.833-453.642148.089-20.63-0.0003313.250-504.69396.728-20.64-0.0003413.667-534.05743.991-20.55-0.0003514.083-541.161-10.123-20.34-0.0003614.500-525.430234.741-20.02-0.0003714.917-611.439177.873-19.59-0.0003815.333-673.466119.628-19.03-0.0003915.750-710.93860.005-18.33-0.0004016.167-723.280-0.994-17.49-0.0004116.583-709.918-63.370-16.49-0.0004217.000-670.280-127.123-15.35-0.0004317.388-698.52842.535-14.15-0.0004417.775-703.091-19.182-12.83-0.0004518.163-683.507-82.091-11.39-0.0004618.550-639.317-146.189-9.82-0.0004718.938-570.057-211.479-8.14-0.0004819.325-475.266-277.960-6.35-0.0004919.712-354.484-345.632-4.48-0.0005020.100-207.247-414.495-2.55-0.0005120.6000.000-207.247-0.00-0.000(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)1-0.00096096013720.40096096013730.80096096013741.20096096013751.60096096013762.00096096013772.41796096013782.83396096013793.250960960137103.667960960137114.083960960137124.500960960137134.917960960137145.333960960137155.750960960137166.167960960137176.583960960137187.000960960137197.417960960137207.833960960137218.250960960137228.667960960137239.083960960137249.500960960137259.9179609601372610.3339609601372710.7509609601372811.1679609601372911.5839609601373012.0009609601373112.41711909601373212.83314119601373313.25015699601373413.66716609601373514.08316839601373614.50016349601373714.91719049601373815.33321019601373915.75022219601374016.16722609601374116.58322179601374217.00020909601374317.38821819601374417.77521969601374518.16321339601374618.55019929601374718.93817739601374819.32514789601374919.71211089601375020.1009609601375120.6009609601373.1.3支護(hù)結(jié)構(gòu)計(jì)算（剖面5-5-1）計(jì)算項(xiàng)目：AB段5-5-1剖面原始條件:墻身尺寸:樁總長:8.700(m)嵌入深度:0.000(m)截面形狀:方樁樁寬:0.600(m)樁高:0.800(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)M(MN/m4)被動(dòng)土壓力調(diào)整系數(shù)150.00024.51057.00800.00190.0001.000錨桿（索）參數(shù):錨桿道數(shù):3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)1錨桿2.00015.00015.001100.001890.002錨桿2.50015.00015.001100.001890.003錨桿2.50015.00015.001100.001890.00物理參數(shù):樁混凝土強(qiáng)度等級:C40樁縱筋合力點(diǎn)到外皮距離:35(mm)樁縱筋級別:HRB500樁箍筋級別:HRB400樁箍筋間距:200(mm)場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:57.000(度)墻背與墻后填土摩擦角:18.810(度)墻后填土容重:24.510(kN/m3)橫坡角以上填土的土摩阻力(kPa):800.00橫坡角以下填土的土摩阻力(kPa):800.00坡線與滑坡推力:坡面線段數(shù):2折線序號(hào)水平投影長(m)豎向投影長(m)10.0007.500215.0000.000地面橫坡角度:63.550(度)墻頂標(biāo)高:0.000(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=====================================================================庫侖土壓力(一般情況)[土壓力計(jì)算]計(jì)算高度為8.700(m)處的庫侖主動(dòng)土壓力第1破裂角：17.351(度)Ea=271.469Ex=256.970Ey=87.530(kN)作用點(diǎn)高度Zy=5.400(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=249.846(kN-m)距離樁頂7.000(m)面?zhèn)茸畲髲澗?0.001(kN-m)距離樁頂8.700(m)最大剪力=248.543(kN)距離樁頂7.000(m)最大位移=31(mm)第1道錨索水平拉力=192.265(kN)距離樁頂2.000(m)第2道錨索水平拉力=279.842(kN)距離樁頂4.500(m)第3道錨索水平拉力=387.144(kN)距離樁頂7.000(m)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-8.67-0.00020.1820.991-10.946-9.04-0.00030.3643.996-22.155-9.41-0.00040.5459.063-33.626-9.79-0.00050.72716.240-45.359-10.16-0.00060.90925.574-57.354-10.53-0.00071.09137.112-69.612-10.91-0.00081.27350.903-82.131-11.29-0.00091.45566.994-94.913-11.66-0.000101.63685.433-107.957-12.04-0.000111.818106.267-121.263-12.43-0.000122.000129.544-134.832-12.82-0.000132.179120.49743.852-13.20-0.000142.357113.89830.018-13.60-0.000152.536109.79215.931-13.99-0.000162.714108.2231.591-14.39-0.000172.893109.239-13.002-14.79-0.000183.071112.882-27.848-15.20-0.000193.250119.199-42.947-15.61-0.000203.429128.235-58.299-16.03-0.000213.607140.035-73.903-16.45-0.000223.786154.644-89.761-16.88-0.000233.964172.108-105.871-17.31-0.000244.143192.471-122.234-17.75-0.000254.321215.778-138.851-18.20-0.000264.500242.075-155.720-18.66-0.000274.679221.435107.001-19.12-0.000284.857203.87689.626-19.59-0.000295.036189.44171.998-20.07-0.000305.214178.17754.117-20.56-0.000315.393170.12935.983-21.06-0.000325.571165.34117.597-21.56-0.000335.750163.859-1.043-22.07-0.000345.929165.729-19.935-22.58-0.000356.107170.994-39.081-23.10-0.000366.286179.701-58.479-23.63-0.000376.464191.895-78.130-24.16-0.000386.643207.620-98.034-24.70-0.000396.821226.922-118.191-25.25-0.000407.000249.846248.543-25.81-0.000417.189204.962226.680-26.41-0.000427.378164.234204.534-27.02-0.000437.567127.716182.105-27.63-0.000447.75695.461159.393-28.26-0.000457.94467.522136.398-28.88-0.000468.13343.953113.120-29.51-0.000478.32224.80889.560-30.14-0.000488.51110.13965.716-30.77-0.000498.700-0.00141.589-31.40-0.000508.7000.001-14.795-31.40-0.597(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)1-0.00096096013720.18296096013730.36496096013740.54596096013750.72796096013760.90996096013771.09196096013781.27396096013791.455960960137101.636960960137111.818960960137122.000960960137132.179960960137142.357960960137152.536960960137162.714960960137172.893960960137183.071960960137193.250960960137203.429960960137213.607960960137223.786960960137233.964960960137244.143960960137254.321960960137264.500960960137274.679960960137284.857960960137295.036960960137305.214960960137315.393960960137325.571960960137335.750960960137345.929960960137356.107960960137366.286960960137376.464960960137386.643960960137396.821960960137407.000960960137417.189960960137427.378960960137437.567960960137447.756960960137457.944960960137468.133960960137478.322960960137488.511960960137498.700960960137508.7009609601373.1.4支護(hù)結(jié)構(gòu)計(jì)算（剖面6-6-1）計(jì)算項(xiàng)目：AB段6-6-1剖面原始條件:墻身尺寸:樁總長:12.300(m)嵌入深度:0.000(m)截面形狀:方樁樁寬:0.600(m)樁高:0.800(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)M(MN/m4)被動(dòng)土壓力調(diào)整系數(shù)150.00024.51057.00800.00190.0001.000錨桿（索）參數(shù):錨桿道數(shù):5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)1錨桿2.00015.00015.001100.001890.002錨桿2.50015.00015.001100.001890.003錨桿2.00015.00015.001100.001890.004錨桿2.00015.00015.001100.001890.005錨桿2.00015.00015.001100.001890.00物理參數(shù):樁混凝土強(qiáng)度等級:C40樁縱筋合力點(diǎn)到外皮距離:35(mm)樁縱筋級別:HRB500樁箍筋級別:HRB400樁箍筋間距:200(mm)