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《(塔子山至金科太陽(yáng)海岸段)岸線(xiàn)生態(tài)綜合修復(fù)工程》-《北濱路東延伸段》(一期:AK0+025~AK3+635)施工圖設(shè)計(jì)巖土結(jié)構(gòu)計(jì)算書(shū)目錄一、概述 .11錨索樁施工驗(yàn)算。第一排錨索開(kāi)挖抗滑動(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):17.070(m)嵌入深度:14.570(m)截面形狀:方樁樁寬:1.500(m)樁高:2.000(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)120.00026.00032.00360.0090.0001.000樁前滑動(dòng)土層厚:6.500(m)錨桿(索)參數(shù):錨桿道數(shù):0錨桿號(hào)錨桿類(lèi)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):C40樁縱筋合力點(diǎn)到外皮距離:240(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:140(mm)場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:45.000(度)墻背與墻后填土摩擦角:0.000(度)墻后填土容重:26.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):360.00橫坡角以下填土的土摩阻力(kPa):360.00坡線(xiàn)與滑坡推力:坡面線(xiàn)段數(shù):13折線(xiàn)序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)13.4602.42021.3000.22037.6305.55044.9102.50055.8305.000620.0007.50074.2202.06088.4702.94093.6003.5801015.3006.5901116.8204.3301210.4500.380135.0002.500地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱(chēng)參數(shù)值推力分布類(lèi)型矩形樁后剩余下滑力水平分力1392.750(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)=1.54(1.4×1.1),滑坡推力分項(xiàng)(安全)系數(shù)=1.771(1.4×1.1)=====================================================================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=2871.300(kN/m)下部=2871.300(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=2.500(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=17642.520(kN-m)距離樁頂5.275(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=7178.250(kN)距離樁頂2.500(m)最大位移=27(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-26.85-0.00020.357183.119-1025.464-25.33-0.00030.714732.474-2050.928-23.82-0.00041.0711648.068-3076.393-22.31-0.00051.4292929.898-4101.857-20.81-0.00061.7864577.966-5127.322-19.32-0.00072.1436592.270-6152.785-17.85-0.00082.5008972.813-7178.250-16.40-1475.96492.84711240.954-5951.734-15.03-1352.514103.19413102.182-4830.667-13.70-1232.787113.54114592.517-3811.551-12.42-1117.406123.88815746.673-2890.400-11.19-1006.869134.23516597.904-2062.844-10.02-901.563144.58117177.893-1324.225-8.91-801.774154.92817516.664-669.672-7.86-707.695165.27517642.520-94.184-6.88-619.443175.62217582.010407.311-5.97-537.059185.96917359.922839.895-5.12-460.526196.31616999.2831208.610-4.33-389.771206.66316521.3771518.415-3.61-324.674217.01015945.7921774.149-2.95-265.077227.35715290.4561980.500-2.34-210.791237.70414571.7022141.979-1.80-161.596248.05013804.3312262.897-1.30-117.255258.39713001.6832347.354-0.86-77.512268.74412175.7152399.222-0.47-42.101279.09111337.0802422.138-0.12-10.747289.43810495.2122419.5000.1916.830299.7859658.4082394.4630.4540.9083010.1328833.9112349.9400.6961.7673110.4798027.9972288.6040.8979.6813210.8267246.0562212.8921.0594.9183311.1736492.6712125.0141.20107.7393411.5205771.7012026.9561.32118.3943511.8665086.3501920.4911.41127.1243612.2134439.2461807.1921.49134.1573712.5603832.5041688.4351.55139.7083812.9073267.7931565.4201.60143.9793913.2542746.4011439.1731.64147.1594013.6012269.2821310.5661.66149.4224113.9481837.1181180.3261.68150.9254214.2951450.3601049.0491.69151.8144314.6421109.277917.2111.69152.2174414.989813.990785.1861.69152.2484515.335564.508653.2521.69152.0054615.682360.757521.6121.68151.5714716.029202.608390.4021.68151.0154816.37689.893259.7041.67150.3884916.72322.423129.5641.66149.7295017.0700.00032.3191.66149.060(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)1-0.0006000641323920.3576000641323930.7146000641323941.0716000641323951.4296000641323961.7866000805943572.14360001132466182.50060001528888892.847600019180617103.194600022465369113.541600025160239123.888600027289239134.235600028884239144.581600029983239154.928600030630239165.275600030871239175.622600030755239185.969600030330239196.316600029643239206.663600028739239217.010600027660239227.357600026443239237.704600025122239248.050600023727239258.397600022285239268.744600020819239279.091600019347239289.438600017887239299.7856000164522393010.1326000150532393110.4796000137002393210.8266000124012393311.1736000111612393411.520600099842393511.866600088752393612.213600078372393712.560600068702393812.907600064132393913.254600064132394013.601600064132394113.948600064132394214.295600064132394314.642600064132394414.989600064132394515.335600064132394615.682600064132394716.029600064132394816.376600064132394916.723600064132395017.07060006413239=====================================================================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2.500(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角:29.394(度)Ea=21.097Ex=21.097Ey=0.000(kN)作用點(diǎn)高度Zy=0.833(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=135.527(kN-m)距離樁頂5.622(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=63.291(kN)距離樁頂2.500(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)1-0.0000.0000.000-0.22-0.00020.3570.154-1.292-0.20-0.00030.7141.230-5.167-0.19-0.00041.0714.152-11.625-0.18-0.00051.4299.841-20.666-0.17-0.00061.78619.221-32.291-0.16-0.00072.14333.214-46.499-0.15-0.00082.50052.742-63.291-0.13-12.13892.84772.872-53.184-0.12-11.169103.19489.642-43.907-0.11-10.225113.541103.335-35.436-0.10-9.310123.888114.228-27.743-0.09-8.430134.235122.584-20.797-0.08-7.588144.581128.657-14.565-0.08-6.786154.928132.689-9.008-0.07-6.027165.275134.907-4.091-0.06-5.312175.622135.5270.226-0.05-4.642185.969134.7513.981-0.04-4.018196.316132.7657.214-0.04-3.438206.663129.7469.963-0.03-2.902217.010125.85312.266-0.03-2.409227.357121.23614.160-0.02-1.959237.704116.02915.681-0.02-1.548248.050110.35616.862-0.01-1.177258.397104.32917.738-0.01-0.842268.74498.05018.337-0.01-0.542279.09191.60718.691-0.00-0.274289.43885.08118.826-0.00-0.037299.78578.54518.7680.000.1723010.13272.06018.5400.000.3543110.47965.68218.1640.010.5123210.82659.45817.6610.010.6493311.17353.42917.0470.010.7663411.52047.63016.3400.010.8643511.86642.09215.5550.010.9473612.21336.83814.7030.011.0163712.56031.89013.7970.011.0733812.90727.26612.8460.011.1193913.25422.97711.8600.011.1564013.60119.03710.8450.011.1854113.94815.4539.8070.011.2084214.29512.2338.7510.011.2264314.6429.3827.6820.011.2394414.9896.9036.6030.011.2504515.3354.8015.5150.011.2584615.6823.0764.4220.011.2644716.0291.7333.3230.011.2704816.3760.7712.2190.011.2754916.7230.1931.1120.011.2795017.0700.0000.2780.011.284(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)1-0.0006000641323920.3576000641323930.7146000641323941.0716000641323951.4296000641323961.7866000641323972.1436000641323982.5006000641323992.84760006413239103.19460006413239113.54160006413239123.88860006413239134.23560006413239144.58160006413239154.92860006413239165.27560006413239175.62260006413239185.96960006413239196.31660006413239206.66360006413239217.01060006413239227.35760006413239237.70460006413239248.05060006413239258.39760006413239268.74460006413239279.09160006413239289.43860006413239299.785600064132393010.132600064132393110.479600064132393210.826600064132393311.173600064132393411.520600064132393511.866600064132393612.213600064132393712.560600064132393812.907600064132393913.254600064132394013.601600064132394113.948600064132394214.295600064132394314.642600064132394414.989600064132394515.335600064132394615.682600064132394716.029600064132394816.376600064132394916.723600064132395017.07060006413239軟件版本:理正巖土7.0第二排錨索開(kāi)挖抗滑動(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):17.070(m)嵌入深度:11.570(m)截面形狀:方樁樁寬:1.500(m)樁高:2.000(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)120.00026.00032.00360.0090.0001.000樁前滑動(dòng)土層厚:6.500(m)錨桿(索)參數(shù):錨桿道數(shù):1錨桿號(hào)錨桿類(lèi)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錨索2.00059.34025.00300950.003400.00物理參數(shù):樁混凝土強(qiáng)度等級(jí):C40樁縱筋合力點(diǎn)到外皮距離:240(mm)樁縱筋級(jí)別:HRB400樁箍筋級(jí)別:HRB400樁箍筋間距:140(mm)場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:45.000(度)墻背與墻后填土摩擦角:0.000(度)墻后填土容重:26.000(kN/m3)橫坡角以上填土的土摩阻力(kPa):360.00橫坡角以下填土的土摩阻力(kPa):360.00坡線(xiàn)與滑坡推力:坡面線(xiàn)段數(shù):13折線(xiàn)序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)13.4602.42021.3000.22037.6305.55044.9102.50055.8305.000620.0007.50074.2202.06088.4702.94093.6003.5801015.3006.5901116.8204.3301210.4500.380135.0002.500地面橫坡角度:0.000(度)墻頂標(biāo)高:0.000(m)參數(shù)名稱(chēng)參數(shù)值推力分布類(lèi)型矩形樁后剩余下滑力水平分力2392.750(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)=1.54(1.4×1.1),滑坡推力分項(xiàng)(安全)系數(shù)=1.771(1.4×1.1)=====================================================================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=1305.136(kN/m)下部=1305.136(kN/m)樁前:上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長(zhǎng)度=5.500(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]第1道錨索水平拉力=2519.753(kN)距離樁頂2.000(m)[樁內(nèi)力設(shè)計(jì)值]背側(cè)最大彎矩=15313.904(kN-m)距離樁頂7.542(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=4658.497(kN)距離樁頂5.500(m)最大位移=35(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-34.62-0.00020.400104.411-522.055-32.98-0.00030.800417.644-1044.109-31.34-0.00041.200939.698-1566.164-29.71-0.00051.6001670.575-2088.218-28.08-0.00062.0002610.273-2610.273-26.45-0.00072.3502721.894-547.318-25.04-0.00082.7002993.395-1004.116-23.64-0.00093.0503424.775-1460.913-22.26-0.000103.4004016.034-1917.711-20.88-0.000113.7504767.173-2374.509-19.52-0.000124.1005678.190-2831.306-18.18-0.000134.4506749.086-3288.104-16.86-0.000144.8007979.864-3744.902-15.57-0.000155.1509370.519-4201.700-14.30-0.000165.50010921.053-4658.497-13.07-1176.509175.84012336.012-3701.847-11.92-1072.489186.18113440.486-2832.014-10.80-972.408196.52114263.448-2045.496-9.74-876.622206.86114832.627-1338.527-8.73-785.397217.20115174.434-707.149-7.77-698.916227.54215313.904-147.278-6.86-617.290237.88215274.669345.236-6.01-540.565248.22215078.940774.558-5.21-468.731258.56314747.5151144.821-4.46-401.724268.90314299.7891460.089-3.77-339.441279.24313753.7941724.318-3.13-281.738289.58413126.2381941.331-2.54-228.441299.92412432.5482114.792-1.99-179.3503010.26411686.9352248.184-1.49-134.2423110.60410902.4592344.795-1.03-92.8813210.94510091.0962407.705-0.61-55.0143311.2859263.8052439.776-0.23-20.3833411.6258430.6132443.6480.1311.2793511.9667600.6852421.7360.4540.2363612.3066782.4082376.2250.7466.7563712.6465983.4562309.0791.0191.0993812.9865210.8752222.0391.26113.5233913.3274471.1612116.6351.49134.2734013.6673770.3191994.1881.71153.5884114.0073113.9411855.8251.91171.6914214.3482507.2671702.4862.10188.7934314.6881955.2481534.9422.28205.0894415.0281462.6031353.8022.45220.7534515.3691033.8661159.5372.62235.9464615.709673.435952.4902.79250.8034716.049385.613732.8962.95265.4414816.389174.635500.9043.11279.9514916.73044.703256.5943.27294.4005017.0700.00065.6833.43308.830(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)1-0.0006000641323920.4006000641323930.8006000641323941.2006000641323951.6006000641323962.0006000641323972.3506000641323982.7006000641323993.05060006413239103.40060007161239113.75060008362239124.10060009832239134.450600011581239144.800600013620239155.150600015962239165.500600018624331175.840600021102239186.181600021071239196.521600021560239206.861600021600239217.201600021728239227.542600021886239237.882600021413239248.222600021352239258.563600021243239268.903600021226239279.243600021136239289.584600021008239299.9246000209732393010.2646000199592393110.6046000185912393210.9456000171922393311.2856000157812393411.6256000143742393511.9666000129892393612.3066000116362393712.6466000103292393812.986600090762393913.327600078882394013.667600067712394114.007600064132394214.348600064132394314.688600064132394415.028600064132394515.369600064132394615.709600064132394716.049600064132394816.389600064132394916.730600064132395017.07060006413239=====================================================================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5.500(m)處的庫(kù)侖主動(dòng)土壓力第1破裂角:27.108(度)Ea=99.894Ex=99.894Ey=0.000(kN)作用點(diǎn)高度Zy=1.853(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]第1道錨索水平拉力=950.000(kN)距離樁頂2.000(m)[樁內(nèi)力設(shè)計(jì)值]背側(cè)最大彎矩=26.773(kN-m)距離樁頂2.000(m)面?zhèn)茸畲髲澗?2331.981(kN-m)距離樁頂6.861(m)最大剪力=698.557(kN)距離樁頂2.000(m)最大位移=-5(mm)點(diǎn)號(hào)距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.0004.75-0.00020.4000.214-1.6064.51-0.00030.8001.713-6.4254.27-0.00041.2005.783-14.4574.04-0.00051.60013.708-25.7023.80-0.00062.00026.773698.5573.56-0.00072.350-215.119683.2723.35-0.00082.700-451.231665.5263.14-0.00093.050-680.701645.3222.94-0.000103.400-902.669622.6572.74-0.000113.750-1116.274597.5322.54-0.000124.100-1320.654569.9482.34-0.000134.450-1514.964540.0202.15-0.000144.800-1698.438508.1131.96-0.000155.150-1870.441474.4781.79-0.000165.500-2030.370439.1131.61145.347175.840-2158.759321.5641.46131.001186.181-2249.223215.9251.30117.346196.521-2305.715121.5971.16104.410206.861-2331.98137.9611.0292.212217.201-2331.551-35.6160.9080.760227.542-2307.741-99.7680.7870.055237.882-2263.650-155.1270.6760.089248.222-2202.164-202.3150.5650.847258.563-2125.957-241.9420.4742.311268.903-2037.501-274.5960.3834.456279.243-1939.070-300.8460.3027.254289.584-1832.749-321.2330.2320.674299.924-1720.443-336.2720.1614.6813010.264-1603.886-346.4460.109.2393110.604-1484.656-352.2100.054.3113210.945-1364.177-353.984-0.00-0.1403311.285-1243.738-352.157-0.05-4.1543411.625-1124.503-347.085-0.09-7.7703511.966-1007.516-339.091-0.12-11.0243612.306-893.721-328.466-0.16-13.9553712.646-783.967-315.469-0.18-16.6003812.986-679.017-300.329-0.21-18.9923913.327-579.566-283.247-0.24-21.1674013.667-486.243-264.393-0.26-23.1554114.007-399.623-243.915-0.28-24.9884214.348-320.237-221.932-0.30-26.6914314.688-248.579-198.544-0.31-28.2924415.028-185.111-173.828-0.33-29.8124515.369-130.273-147.845-0.35-31.2734615.709-84.489-120.637-0.36-32.6914716.049-48.169-

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