大學(xué)城南路及立交改造工程勘察設(shè)計-車行地通道臨時支撐結(jié)構(gòu)計算

PAGE1大學(xué)城南路及立交改造工程勘察設(shè)計車行地通道臨時支撐結(jié)構(gòu)計算1、工程概況悅大學(xué)城南二路為城市主干道，下穿道為雙向六車道，設(shè)計車速為60km/h，根據(jù)交通功能及道路總體布置，本次設(shè)計范圍內(nèi)總共有2處車行地下通道（自西向東分別為大學(xué)城南二路5#節(jié)點下穿道、7#節(jié)點下穿道），具體情況分布如下：隧道分布情況一覽表隧道編號起終點里程隧道長度縱坡基坑支護形式5#節(jié)點下穿道大學(xué)城南二路:K1+113.602～K1+214.442100.84mV字坡，縱坡-4%，+4%排樁+內(nèi)支撐、錨拉樁7#節(jié)點下穿道大學(xué)城南二路:K3+647.272～K3+748.137100.865mV字坡，縱坡-4%，+4%錨拉樁二A01RA25軸5號隧道臨時開挖支撐5#下穿道基坑深度9.5～11.0m，其中土層厚度為2～7.6m，垂直隧道走向巖土界面較緩，土層段基坑穩(wěn)定性主要為土層圓弧滑動，巖層段基坑穩(wěn)定性主要受巖體自身強度控制。根據(jù)地質(zhì)情況，A01～A25號樁土層較厚的段落基坑圍護結(jié)構(gòu)采用排樁+內(nèi)支撐結(jié)構(gòu)系統(tǒng)，排樁樁徑為1.2m，樁中心距3m，樁頂沿縱向設(shè)置1.2×1.0m冠梁，基坑中間設(shè)置一排格構(gòu)柱，格構(gòu)柱立柱樁為1m，設(shè)置一道混凝土撐（1.2m×1m）。A26～A34號樁土層較薄的段落基坑圍護結(jié)構(gòu)采用錨拉樁結(jié)構(gòu)系統(tǒng)，排樁樁徑為1.0m，樁中心距3m，樁頂沿縱向設(shè)置1.0×0.8m冠梁，每排樁設(shè)置3道錨索，錨索鉆孔直徑為150mm，內(nèi)置6束Φ15.2鋼絞線。排樁樁身、冠梁、格構(gòu)柱基礎(chǔ)、混凝土支撐均采用C30鋼筋混凝土，樁間設(shè)置C25噴射混凝土擋土板，厚度15cm。7#下穿道基坑深度9.2～11.5m，其中土層厚度為1～2.5m，基坑穩(wěn)定性主要受巖體自身強度控制，根據(jù)地質(zhì)情況，基坑圍護結(jié)構(gòu)采用錨拉樁結(jié)構(gòu)系統(tǒng)，排樁樁徑為1.0m，樁中心距3m，樁頂沿縱向設(shè)置1.0×0.8m冠梁。每排樁設(shè)置3道錨索，錨索鉆孔直徑為150mm，內(nèi)置6束Φ15.2鋼絞線。排樁樁身、冠梁均采用C30鋼筋混凝土，樁間設(shè)置C25噴射混凝土擋土板，厚度15cm。樁板式擋土墻驗算[執(zhí)行標(biāo)準(zhǔn)：公路]原始條件:墻身尺寸:樁總長:14.500(m)嵌入深度:4.500(m)截面形狀:圓樁樁徑:1.500(m)樁間距:4.000(m)擋土板的類型數(shù):1板類型號板厚(m)板寬(m)板塊數(shù)10.2501.00010嵌入段土層數(shù):1柱底支承條件:鉸接計算方法:M法土層序號土層厚(m)重度(kN/m3)M(MN/m4)150.00020.00090.000初始彈性系數(shù)A:10.000(MN/m3)初始彈性系數(shù)A1:10.000(MN/m3)物理參數(shù):樁混凝土強度等級:C30樁縱筋合力點到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HRB335樁箍筋間距:200(mm)樁配筋形式:縱筋均勻配筋板混凝土強度等級:C30板縱筋合力點到外皮距離:30(mm)板縱筋級別:HRB400擋土墻類型:一般擋土墻墻后填土內(nèi)摩擦角:30.000(度)墻后填土粘聚力:0.000(kPa)墻后填土容重:20.500(kN/m3)墻背與墻后填土摩擦角:15.000(度)土壓力計算方法:庫侖坡線土柱:坡面線段數(shù):1折線序號水平投影長(m)豎向投影長(m)換算土柱數(shù)120.0000.0001第1個:定位距離1.000(m)城-A級地面橫坡角度:0.000(度)填土對橫坡面的摩擦角:30.000(度)墻頂標(biāo)高:0.000(m)擋墻分段長度:10.000(m)鋼筋混凝土配筋計算依據(jù)：《公路鋼筋混凝土與預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范》(JTGD62-2004)=====================================================================第1種情況:組合1注意：內(nèi)力計算時，土壓力分項(安全)系數(shù)=1.000[土壓力計算]計算高度為10.000(m)處的庫侖主動土壓力無荷載時的破裂角=33.138(度)城-A級路基面總寬=20.000(m),路肩寬=1.000(m)安全距離=0.600(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計算得，路面上橫向可排列此種車輛6列布置寬度=6.528(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)011.6000.25030.00030.000023.4000.25030.00030.000031.6000.60070.00070.000043.4000.60070.00070.000051.6000.60070.00070.000063.4000.60070.00070.000071.6000.600100.000100.000083.4000.600100.000100.000091.6000.60080.00080.000103.4000.60080.00080.000第2列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)014.7000.25030.00030.000026.5000.25030.00018.405034.7000.60070.00070.000046.5000.60070.00038.310054.7000.60070.00070.000066.5000.60070.00038.310074.7000.600100.000100.000086.5000.600100.00054.729094.7000.60080.00080.000106.5000.60080.00043.783布置寬度B0=6.528(m)分布長度L0=23.974(m)荷載值SG=1243.537(kN)換算土柱高度h0=0.388(m)第1破裂角：33.138(度)Ea=308.952(kN)Ex=298.425(kN)Ey=79.963(kN)作用點高度Zy=3.333(m)(一)樁身內(nèi)力計算計算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=4952.993(kN-m)距離樁頂11.500(m)面?zhèn)茸畲髲澗?0.000(kN-m)距離樁頂0.000(m)最大剪力=2484.281(kN)距離樁頂14.200(m)樁頂位移=48(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-48-0.00020.2940.101-1.033-47-0.00030.5880.810-4.130-45-0.00040.8822.733-9.294-44-0.00051.1766.479-16.522-43-0.00061.47112.655-25.815-42-0.00071.76521.867-37.174-40-0.00082.05934.724-50.598-39-0.00092.35351.833-66.087-38-0.000102.64773.801-83.642-37-0.000112.941101.236-103.261-35-0.000123.235134.746-124.946-34-0.000133.529174.937-148.696-33-0.000143.824222.416-174.511-32-0.000154.118277.793-202.392-30-0.000164.412341.673-232.338-29-0.000174.706414.664-264.349-28-0.000185.000497.375-298.425-27-0.000195.294590.411-334.566-25-0.000205.588694.381-372.773-24-0.000215.882809.892-413.045-23-0.000226.176937.551-455.382-22-0.000236.4711077.966-499.784-20-0.000246.7651231.744-546.252-19-0.000257.0591399.492-594.784-18-0.000267.3531581.819-645.382-17-0.000277.6471779.332-698.045-16-0.000287.9411992.637-752.774-15-0.000298.2352222.342-809.568-14-0.000308.5292469.056-868.427-12-0.000318.8242733.385-929.351-11-0.000329.1183015.935-992.340-10-0.000339.4123317.316-1057.394-9-0.000349.7063638.135-1124.514-8-0.0003510.0003975.555-1158.590-8-38.1583610.3004315.481-1049.576-7-247.4383710.6004605.301-839.267-6-375.7003810.9004819.041-555.572-5-464.8793911.2004938.643-223.254-4-519.7664011.5004952.993136.194-4-545.2644111.8004856.927504.569-3-546.2144212.1004650.252866.848-3-527.2084312.4004336.8181210.972-2-492.4174412.7003923.6691527.491-2-445.4174513.0003420.3231809.121-1-389.0414613.3002838.1962050.195-1-325.2534713.6002190.2052246.046-1-255.0464813.9001490.5682392.324-0-178.3704914.200754.8122484.281-0-94.0955014.5000.0001258.019-0-0.000(二)樁身配筋計算點號距頂距離全部縱筋箍筋截面相對受壓區(qū)高度(m)(mm2)(mm2)1-0.000157363170.200420.294157363170.200430.588157363170.200440.882157363170.200451.176157363170.200461.471157363170.200471.765157363170.200482.059157363170.200492.353157363170.2004102.647157363170.2004112.941157363170.2004123.235157363170.2004133.529157363170.2004143.824157363170.2004154.118157363170.2004164.412157363170.2004174.706157363170.2004185.000157363170.2004195.294157363170.2004205.588157363170.2004215.882157363170.2004226.176157363170.2004236.471157363170.2004246.765157363170.2004257.059157363170.2004267.353157363170.2004277.647157363170.2004287.941157363170.2004298.235157363170.2004308.529157363170.2004318.824157363170.2004329.118157363170.2004339.412172103170.2084349.706190103170.21743510.000209993170.22673610.300229663170.23523710.600248693170.24283810.900261383170.24763911.200266633170.24964011.500269303170.25064111.800263993170.24874212.100251183170.24384312.400231963170.23614412.700205853170.22484513.000177313520.21114613.300157364640.20044713.600157365570.20044813.900157366320.20044914.200157366820.20045014.500157363170.2004(三)擋土板內(nèi)力配筋計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)125010.00059.683119.36518251.5m樁板擋墻樁基配筋40/60根φ25，鋼筋面積19635/29452(mm2)，箍筋為φ12@150mm。擋土板配筋10根φ14@100。標(biāo)準(zhǔn)段樁錨擋墻驗算原始條件:墻身尺寸:樁總長:14.000(m)嵌入深度:4.000(m)截面形狀:圓樁樁徑:1.000(m)樁間距:3.000(m)嵌入段土層數(shù):1樁底支承條件:鉸接計算方法:M法土層序號土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)M(MN/m4)被動土壓力調(diào)整系數(shù)150.00025.30033.80440.0090.0001.000初始彈性系數(shù)A:8.000(MN/m3)初始彈性系數(shù)A1:8.000(MN/m3)樁前滑動土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):3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)加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)1錨桿2.50052.46015.00150200.002100.002錨桿2.50067.97015.00150200.002100.003錨桿2.50098.13015.00150200.002100.00物理參數(shù):樁混凝土強度等級:C30樁縱筋合力點到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HRB335樁箍筋間距:150(mm)樁配筋形式:縱筋均勻配筋擋土墻類型:一般擋土墻墻后填土內(nèi)摩擦角:45.000(度)墻背與墻后填土摩擦角:22.500(度)墻后填土容重:25.300(kN/m3)橫坡角以上填土的土摩阻力(kPa):440.00橫坡角以下填土的土摩阻力(kPa):440.00坡線與滑坡推力:坡面線段數(shù):1折線序號水平投影長(m)豎向投影長(m)120.0000.000地面橫坡角度:61.900(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)樁后剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.200[土壓力計算]計算高度為10.000(m)處的庫侖主動土壓力第1破裂角：24.548(度)Ea=202.016Ex=186.639Ey=77.308(kN)作用點高度Zy=3.333(m)(一)樁身內(nèi)力計算計算方法:m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=57.103(kN-m)距離樁頂12.286(m)面?zhèn)茸畲髲澗?214.911(kN-m)距離樁頂8.889(m)最大剪力=154.071(kN)距離樁頂7.500(m)最大位移=-3(mm)第1道錨索水平拉力=200.000(kN)距離樁頂2.500(m)第2道錨索水平拉力=200.000(kN)距離樁頂5.000(m)第3道錨索水平拉力=235.992(kN)距離樁頂7.500(m)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.0002.50-0.00020.2780.048-0.5182.39-0.00030.5560.384-2.0742.27-0.00040.8331.296-4.6662.16-0.00051.1113.072-8.2952.04-0.00061.3896.000-12.9611.93-0.00071.66710.369-18.6641.81-0.00081.94416.465-25.4041.69-0.00092.22224.578-33.1801.58-0.000102.50034.99581.5791.46-0.000112.77813.67871.7291.34-0.000123.056-4.75960.8421.22-0.000133.333-20.02748.9181.09-0.000143.611-31.83935.9570.97-0.000153.889-39.90721.9590.86-0.000164.167-43.9436.9240.74-0.000174.444-43.658-9.1480.63-0.000184.722-38.765-26.2560.51-0.000195.000-28.975128.0480.41-0.000205.278-61.904108.8650.30-0.000215.556-89.36088.6460.19-0.000225.833-111.05667.3900.09-0.000236.111-126.70345.097-0.00-0.000246.389-136.01321.767-0.09-0.000256.667-138.700-2.599-0.17-0.000266.944-134.473-28.003-0.24-0.000277.222-123.047-54.443-0.31-0.000287.500-104.131154.071-0.37-0.000297.778-142.992125.557-0.42-0.000308.056-173.78996.006-0.47-0.000318.333-196.23365.418-0.50-0.000328.611-210.03633.793-0.53-0.000338.889-214.9111.131-0.55-0.000349.167-210.568-32.568-0.55-0.000359.444-196.721-67.303-0.54-0.000369.722-173.082-103.075-0.53-0.0003710.000-139.361-139.885-0.50-2.0383810.286-99.690-134.790-0.47-15.7943910.571-62.339-124.173-0.43-25.4934010.857-28.734-109.167-0.39-32.8654111.1430.042-90.985-0.34-37.8444211.42923.258-70.833-0.30-40.5234311.71440.518-49.843-0.25-41.1054412.00051.739-29.022-0.21-39.8654512.28657.103-9.230-0.17-37.1054612.57157.0148.827-0.14-33.1154712.85752.05924.577-0.11-28.1354813.14342.97037.553-0.08-22.3284913.42930.60047.346-0.05-15.7565013.71415.91553.550-0.02-8.3695114.0000.00027.851-0.00-0.000(二)樁身配筋計算點號距頂距離 全部縱筋箍筋(m)(mm2)(mm2)10.000432015120.286432015130.571432015140.857432015151.143432015161.429432015171.714432015182.000432015192.2864320151102.5714320151112.8574320151123.1434320151133.4294320151143.7144320151154.0004320151164.2864320151174.5714320151184.8574320151195.1434320151205.4294320151215.7144320151226.0004320151236.2674320151246.5334320151256.8004320151267.0674320151277.3334320151287.6004320151297.8674320151308.1334320151318.4004320151328.6674320151338.9334320151349.2004320151359.4674320151369.73343201513710.00043201513810.26743201513910.53343201514010.80043201514111.06743201514211.33343201514311.60043201514411.86743201514512.13343201514612.40043201514712.66743201514812.93343201514913.20043201515013.46743201515113.73343201515214.0004320151標(biāo)準(zhǔn)段樁錨擋墻最終配筋，縱向主筋采用24根φ25，總面積11781(mm2)，截面箍筋采用12@150mm。水泵房段樁錨擋墻驗算抗滑動樁驗算計算項目：抗滑樁2原始條件:墻身尺寸:樁總長:18.500(m)嵌入深度:4.000(m)截面形狀:圓樁樁徑:1.000(m)樁間距:3.000(m)嵌入段土層數(shù):1樁底支承條件:鉸接計算方法:M法土層序號土層厚(m)重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa)M(MN/m4)被動土壓力調(diào)整系數(shù)150.00025.30033.80440.0090.0001.000初始彈性系數(shù)A:8.000(MN/m3)初始彈性系數(shù)A1:8.000(MN/m3)樁前滑動土層厚:0.000(m)錨桿（索）參數(shù):錨桿道數(shù):4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)加筋漿強度(m)(MN/m)(度)直徑(mm)力(kN)fb(kPa)1錨桿2.50093.80015.00150200.002100.002錨桿2.500100.50015.00150200.002100.003錨桿2.500117.25015.00150200.002100.004錨桿2.500133.23015.00150200.002100.00物理參數(shù):樁混凝土強度等級:C30樁縱筋合力點到外皮距離:35(mm)樁縱筋級別:HRB400樁箍筋級別:HRB335樁箍筋間距:150(mm)樁配筋形式:縱筋均勻配筋擋土墻類型:一般擋土墻墻后填土內(nèi)摩擦角:45.000(度)墻背與墻后填土摩擦角:22.500(度)墻后填土容重:25.300(kN/m3)橫坡角以上填土的土摩阻力(kPa):440.00橫坡角以下填土的土摩阻力(kPa):440.00坡線與滑坡推力:坡面線段數(shù):1折線序號水平投影長(m)豎向投影長(m)120.0000.000地面橫坡角度:61.900(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)樁后剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010)注意：內(nèi)力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)=1.200[土壓力計算]計算高度為14.500(m)處的庫侖主動土壓力第1破裂角：24.548(度)Ea=424.739Ex=392.408Ey=162.541(kN)作用點高度Zy=4.833(m)(一)樁身內(nèi)力計算計算方法:m法 背側(cè)--為擋土側(cè)；面?zhèn)?-為非擋土側(cè)。背側(cè)最大彎矩=297.621(kN-m)距離樁頂16.682(m)面?zhèn)茸畲髲澗?518.484(kN-m)距離樁頂12.625(m)最大剪力=383.037(kN)距離樁頂10.000(m)最大位移=3(mm)第1道錨索水平拉力=200.000(kN)距離樁頂2.500(m)第2道錨索水平拉力=200.000(kN)距離樁頂5.000(m)第3道錨索水平拉力=307.485(kN)距離樁頂7.500(m)第4道錨索水平拉力=490.875(kN)距離樁頂10.000(m)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.0002.19-0.00020.3570.102-0.8572.06-0.00030.7140.816-3.4281.93-0.00041.0712.755-7.7131.79-0.00051.4296.530-13.7121.66-0.00061.78612.753-21.4251.53-0.00072.14322.037-30.8521.40-0.00082.50034.995-41.9941.26-0.00092.85723.01226.9801.12-0.000103.21415.92712.4110.98-0.000113.57114.352-3.8720.84-0.000123.92918.897-21.8700.70-0.000134.28630.177-41.5810.55-0.000144.64348.802-63.0060.40-0.000155.00075.38588.6010.25-0.000165.35748.12963.7480.09-0.000175.71430.05537.180-0.07-0.000186.07121.7768.899-0.23-0.000196.42923.903-21.097-0.40-0.000206.78637.049-52.806-0.57-0.000217.14361.826-86.230-0.74-0.000227.50098.845186.118-0.92-0.000237.85738.904149.266-1.10-0.000248.214-7.569110.701-1.29-0.000258.571-39.96470.421-1.48-0.000268.929-57.66628.428-1.66-0.000279.286-60.065-15.280-1.84-0.000289.643-46.548-60.702-2.01-0.0002910.000-16.503383.037-2.18-0.0003010.375-150.575331.700-2.36-0.0003110.750-265.041278.473-2.52-0.0003211.125-359.193223.356-2.65-0.0003311.500-432.322166.350-2.75-0.0003411.875-483.720107.454-2.81-0.0003512.250-512.67746.668-2.83-0.0003612.625-518.484-16.008-2.79-0.0003713.000-500.435-80.573-2.71-0.0003813.375-457.819-147.028-2.58-0.0003913.750-389.928-215.372-2.40-0.0004014.125-296.053-285.607-2.19-0.0004114.500-175.486-357.731-1.95-7.6664214.864-38.667-365.443-1.70-69.1154315.22785.996-308.110-1.44-106.0694415.591185.413-231.754-1.20-127.2424515.955254.545-146.066-0.97-134.5844616.318291.643-59.229-0.76-130.7484716.682297.62122.379-0.58-118.6134817.045275.36794.201-0.43-100.8424917.409229.111153.221-0.29-79.4965017.773163.933197.478