橋臺開挖臨時加固抗滑樁計算資料

中梁山隧道擴容改建工程施工圖設計銅西鐵路、小梨鐵路上跨橋抗滑樁結構計算書計算：復核：科技術負責人：中鐵二院重慶公司橋梁處2014年7月橋臺開挖臨時加固抗滑樁計算資料設計參數(shù)人工填筑土：公路路基壓實土：重度為20.0KN/m3，綜合內(nèi)摩擦角30°。強風化層按土層考慮。巖體水平承載力：fh=Khηfrk=7.22×0.8×0.5=2.88MPa設計采用2.0MPa泥巖地基水平方向彈性抗力系數(shù)Kh=60MN/m3砂地基水平方向彈性抗力系數(shù)Kh=200MN/m3土層水平方向彈性抗力系數(shù)M=30200MN/m4抗滑樁采用C30鋼筋混凝土受力主筋采用HRB400銅西橋推力計算原始條件:墻身尺寸:墻身高:12.000(m)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:20.000(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)125.0000.0001第1個:距離0.000(m),寬度20.000(m),高度1.000(m)坡面起始距離:0.000(m)地面橫坡角度:0.000(度)墻頂標高:0.000(m)=====================================================================第1種情況:一般情況[土壓力計算]計算高度為12.000(m)處的庫侖主動土壓力按實際墻背計算得到:第1破裂角：33.140(度)Ea=506.380Ex=489.126Ey=131.061(kN)作用點高度Zy=4.286(m)原始條件:墻身尺寸:墻身高:6.000(m)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:20.000(kN/m3)墻背與墻后填土摩擦角:15.000(度)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)125.0000.0001第1個:距離0.000(m),寬度20.000(m),高度1.000(m)坡面起始距離:0.000(m)地面橫坡角度:0.000(度)墻頂標高:0.000(m)=====================================================================第1種情況:一般情況[土壓力計算]計算高度為6.000(m)處的庫侖主動土壓力按實際墻背計算得到:第1破裂角：33.140(度)Ea=144.680Ex=139.750Ey=37.446(kN)作用點高度Zy=2.250(m)1#、2#抗滑樁計算錨固段地基為巖層樁底為自由端懸臂段單位推力T=489(kN/m)推力重心至滑動面的距離與滑動面以上樁長之比鈚=0.34推力作用范圍頂面與樁頂?shù)木嚯xL1=0(m)推力作用范圍底面與樁頂?shù)木嚯xL2=12(m)懸臂段樁前被動土壓力P=0(kN/m)樁橫截面短邊長度B=2(m)樁橫截面長邊長度H=2.5(m)樁間距L=6(m)懸臂段樁長H1=12(m)錨固段樁長H2=6.5(m)混凝土的彈性模量E=30000000(kPa)基巖橫向容許應力PAGEXXX=2000(kPa)基巖的地基系數(shù)K=60000(kN/m3)樁深樁身變位位樁身轉轉角彎距剪力地基側側向地基側向向容許(m)((cm)(度)((kN.mm)(kN))應應力(kPPa)應應力(kPPa)0.009..399-00.3588001.208..649-00.3588118402.407..899-00.3588111811363.607..149-00.3588366822894.806..399-00.3577833444986.005..651-00.35661588477637.204..906-00.355526887100848.404..165-00.352242009144629.603..432-00.3477621191889710.802..709-00.3400878842338712.002..002-00.33111197712993412001.120000.0012.651..630-00.324413166488109778.020000.0013.301..267-00.3166131117-88847660.320000.0013.950..913-00.3088121006-211585447.820000.0014.600..567-00.3022104000-300233440.220000.0015.250..228-00.296682663-344881336.920000.0015.90-0..105-00.292259551-35559-663.220000.0016.55-0..435-00.289937119-32243-2660.820000.0017.20-0..761-00.287718118-25543-4556.820000.0017.85-1..087-00.28774996-14462-6552.220000.0018.50-1..412-00.287700-8447.320000.00豎向受拉筋及箍箍筋布置結結果豎向向受拉筋及及箍筋布置置結果豎向受拉拉鋼筋布置置編號根根數(shù)長度度(m)距距樁底距離離(m)抗抗彎力(kkN.m))1311188.3.177731233388.92.3155962箍箍筋布置((由樁底2000mm開開始)間隔數(shù)間隔量(mmm)肢數(shù)數(shù)直徑(mmm)抗剪剪力(kNN)454000211446670豎向受拉鋼筋直直徑為220mmm,根數(shù)數(shù)為644根，類類型為HHRB4000鋼筋布置2排,每排可可布置鋼筋筋13束,最里排排鋼筋225根鋼筋保護層厚度度為100cm,,排間凈凈距為100cm,,束間凈凈距為110cmm豎向受拉鋼筋數(shù)數(shù)量為8861米米,重量為22.1233噸箍筋類型為HHRB3335箍筋數(shù)量約.4899噸鋼筋總重約2.6113噸樁身混凝土92.55方3#、6#抗滑樁計計算錨固段地基上層層為土層,,下層為巖巖層樁底為自由端懸臂段單位推力力T=139(kN//m)推力重心至滑動動面的距離離與滑動面面以上樁長長之比鈚=0..34推力作用范圍頂頂面與樁頂頂?shù)木嚯xL11=0(m)推力作用范圍底底面與樁頂頂?shù)木嚯xL22=6(m)懸臂段樁前被動動土壓力P=00(kNN/m)樁橫截面短邊長長度B==1.775(mm)樁橫截面長邊長長度H==2((m)樁間距L=6(mm)懸臂段樁長HH1=66(m))錨固段樁長HH2=77(m))混凝土的彈性模模量E==3000000000(kkPa)基巖橫向容許應應力PAGEXXX=20000(kPPa)基巖的地基系數(shù)數(shù)K=600000(kkN/m33)錨固段土層厚度度Ht==6((m)樁前滑體厚度ZQTHH=2(m)樁后滑體厚度ZHTHH=6(m)錨固段土層頂面面的地基系系數(shù)Ktt=100000(kN//m3)錨固段土層地基基系數(shù)的比比例系數(shù)Mt=300000(kkN/m44)錨固點以上土體體的容重R1=20((kN/mm3)錨固點以下土體體的容重R2=20((kN/mm3)錨固點以下土體體的粘聚力力C=0(kkPa)錨固點以下土體體的內(nèi)摩擦擦角F==30(°)樁深樁身變位位樁身轉轉角彎距剪力地基側側向地基側向向容許(m)((cm)(度)((kN.mm)(kN))應應力(kPPa)應應力(kPPa)0.001..434-00.0855000.601..345-00.08553111.201..256-00.0855117391.801..166-00.0855552822.401..077-00.0855111811413.000..988-00.0855222522173.600..899-00.0855388233084.200..811-00.0844599844164.800..723-00.0833888455395.400..636-00.08221244866796.000..550-00.0811170018834555.080.006.700..453-00.07882222566391440.41117.337.400..360-00.07552566433181887.01154.778.100..271-00.071126555--581997.61192.008.800..186-00.067724884-44231775.22229.339.500..106-00.064420880-77141222.32266.7710.200..030-00.061115114-8876440.73304.0010.90-0..044-00.06008997-8853-668.73341.3311.60-0..116-00.05993775-5593-2006.43378.7712.30-0..187-00.0588995-2258-1112.520000.0013.00-0..259-00.058800-1555.220000.00豎向受拉筋及箍箍筋布置結結果豎向受拉拉鋼筋布置置編號根根數(shù)長度度(m)距距樁底距離離(m)抗抗彎力(kkN.m))1222122.8.133352箍箍筋布置((由樁底2000mm開開始)間隔數(shù)間隔量(mmm)肢數(shù)數(shù)直徑(mmm)抗剪剪力(kNN)314000211433310豎向受拉鋼筋直直徑為220mmm,根數(shù)數(shù)為222根，類類型為HHRB4000鋼筋布置1排,每排可可布置鋼筋筋11束,最里排排鋼筋222根鋼筋保護層厚度度為100cm,,排間凈凈距為100cm,,束間凈凈距為110cmm豎向受拉鋼筋數(shù)數(shù)量為2281.66米,重量為..694噸箍筋類型為HHRB3335箍筋數(shù)量約.2811噸鋼筋總重約.9755噸樁身混凝土45.55方4#、5#抗滑滑樁計算錨固段地基為巖巖層樁底為自由端懸臂段單位推力力T=489(kN//m)推力重心至滑動動面的距離離與滑動面面以上樁長長之比鈚=0..34推力作用范圍頂頂面與樁頂頂?shù)木嚯xL11=0(m)推力作用范圍底底面與樁頂頂?shù)木嚯xL22=122(m))懸臂段樁前被動動土壓力P=00(kNN/m)樁橫截面短邊長長度B==2((m)樁橫截面長邊長長度H==2.55(m))樁間距L=6(mm)懸臂段樁長HH1=112(mm)錨固段樁長HH2=55(m))混凝土的彈性模模量E==3000000000(kkPa)基巖橫向容許應應力PAGEXXX=20000(kPPa)基巖的地基系數(shù)數(shù)K=2000000((kN/mm3)樁深樁身變位位樁身轉轉角彎距剪力地基側側向地基側向向容許(m)((cm)(度)((kN.mm)(kN))應應力(kPPa)應應力(kPPa)0.005..562-00.2288001.205..085-00.2288118402.404..608-00.2288111811363.604..132-00.2277366822894.803..656-00.2277833444986.003..182-00.22661588477637.202..710-00.224426887100848.402..243-00.221142009144629.601..783-00.2166621191889710.801..334-00.2100878842338712.000..900-00.20111197712993418000.820000.0012.500..728-00.1955128006449314555.420000.0013.000..560-00.1899125449-1443711220.220000.0013.500..397-00.1844114551-288737995.020000.0014.000..239-00.179997556-388274778.820000.0014.500..085-00.175577002-433131770.520000.0015.00-0..066-00.172255220-43341-1331.720000.0015.50-0..215-00.170034336-39920-4229.520000.0016.00-0..362-00.169916774-30054-7224.520000.0016.50-0..509-00.16884555-17747-10118.120000.0017.00-0..656-00.168800-13111.420000.00豎向受拉筋及箍箍筋布置結結果豎向受拉拉鋼筋布置置編號根根數(shù)長度度(m)距距樁底距離離(m)抗抗彎力(kkN.m))1311166.8.5511.15155509箍箍筋布置((由樁底2000mm開開始)間隔數(shù)間隔量(mmm)肢數(shù)數(shù)直徑(mmm)抗剪剪力(kNN)103000211455574344000211446675豎向受拉鋼筋直直徑為220mmm,根數(shù)數(shù)為622根，類類型為HHRB4000鋼筋布置2排,每排可可布置鋼筋筋13束,最里排排鋼筋223根鋼筋保護層厚度度為100cm,,排間凈凈距為100cm,,束間凈凈距為110cmm豎向受拉鋼筋數(shù)數(shù)量為7785.885米,重量為11.9388噸箍筋類型為HHRB3335箍筋數(shù)量約.4799噸鋼筋總重約2.4117噸樁身混凝土85方方梨樹灣橋始條件:墻身尺寸:墻身高高:133.5000(m)墻頂寬寬:0..500((m)墻后填填土內(nèi)摩擦擦角:330.0000(度)墻后填填土粘聚力力:0..000((kPa))墻后填填土容重::20..000((kN/mm3)墻背與與墻后填土土摩擦角::15..000((度)土壓力力計算方法法:庫侖坡線土柱:坡面線線段數(shù):1折線序序號水平投影長長(m)豎豎向投影長長(m)換換算土柱數(shù)數(shù)1225.00000.00001第1個:距離0.0000(mm),寬度度20.0000(mm),高度度1.0000(m))坡面起起始距離::0.0000(mm)地面橫橫坡角度::0.0000(度度)墻頂標標高:00.0000(m)=====================================================================================第1種情況::一般般情況[土壓力計計算]計算高高度為113.5000(m))處的庫侖侖主動土壓壓力按實際際墻背計算算得到:第1破裂角：：33..140((度)Ea==630..714Ex=6609.2223EEy=1663.2441(kNN)作用用點高度Zy=44.7900(m)原原始條件::原始條件:墻身尺寸:墻身高高:100.0000(m)墻后后填土內(nèi)摩摩擦角:30.0000(度度)墻后填填土粘聚力力:0..000((kPa))墻后填填土容重::20..000((kN/mm3)墻背與與墻后填土土摩擦角::15..000((度)土壓力力計算方法法:庫侖坡線土柱:坡面線線段數(shù):1折線序序號水平投影長長(m)豎豎向投影長長(m)換換算土柱數(shù)數(shù)1225.00000.00001第1個:距離0.0000(mm),寬度度20.0000(mm),高度度1.0000(m))坡面起起始距離::0.0000(mm)地面橫橫坡角度::0.0000(度度)墻頂標標高:00.0000(m)=====================================================================================第1種情況::一般般情況[土壓力計計算]計算高高度為110.0000(m))處的庫侖侖主動土壓壓力按實際際墻背計算算得到:第1破裂角：：33..140((度)Ea==361..700Ex=3349.3375EEy=933.6155(kN))作用點點高度ZZy=3..611((m)kNN)作用用點高度Zy=44.7900(m)原始條件:墻身尺寸:墻身高高:8..000((m)墻后填填土內(nèi)摩擦擦角:330.0000(度)墻后填填土粘聚力力:0..000((kPa))墻后填填土容重::20..000((kN/mm3)墻背與與墻后填土土摩擦角::15..000((度)土壓力力計算方法法:庫侖坡線土柱:坡面線線段數(shù):1折線序序號水平投影長長(m)豎豎向投影長長(m)換換算土柱數(shù)數(shù)1225.00000.00001第1個:距離0.0000(mm),寬度度20.0000(mm),高度度1.0000(m))坡面起起始距離::0.0000(mm)地面橫橫坡角度::0.0000(度度)墻頂標標高:00.0000(m)=====================================================================================第1種情況::一般般情況[土壓力計計算]計算高高度為88.0000(m)處處的庫侖主主動土壓力力按實際際墻背計算算得到:第1破裂角：：33..150((度)Ea==241..133Ex=2232.9917EEy=622.4100(kN))作用點點高度ZZy=2..933((m)原始條件:墻身尺寸:墻身高高:4..000((m)墻后填填土內(nèi)摩擦擦角:330.0000(度)墻后填填土粘聚力力:0..000((kPa))墻后填填土容重::20..000((kN/mm3)墻背與與墻后填土土摩擦角::15..000((度)土壓力力計算方法法:庫侖坡線土柱:坡面線線段數(shù):1折線序序號水平投影長長(m)豎豎向投影長長(m)換換算土柱數(shù)數(shù)1225.00000.00001第1個:距離0.0000(mm),寬度度20.0000(mm),高度度1.0000(m))坡面起起始距離::0.0000(mm)地面橫橫坡角度::0.0000(度度)墻頂標標高:00.0000(m)=====================================================================================第1種情況::一般般情況[土壓力計計算]計算高高度為44.0000(m)處處的庫侖主主動土壓力力按實際際墻背計算算得到:第1破裂角：：33..150((度)Ea==72.3340EEx=699.8755Ey==18.7723(kkN)作作用點高度度Zy==1.5556(m))1#抗滑樁計算錨固段地基為土土層樁底為自由端懸臂段單位推力力T=233(kN//m)推力重心至滑動動面的距離離與滑動面面以上樁長長之比鈚=0..34推力作用范圍頂頂面與樁頂頂?shù)木嚯xL11=0(m)推力作用范圍底底面與樁頂頂?shù)木嚯xL22=8(m)懸臂段樁前被動動土壓力P=00(kNN/m)樁橫截面短邊長長度B==1.775(mm)樁橫截面長邊長長度H==2((m)樁間距L=4(mm)懸臂段樁長HH1=88(m))錨固段樁長HH2=88(m))混凝土的彈性模模量E==3000000000(kkPa)錨固段土層厚度度Ht==15(m)樁前滑體厚度ZQTHH=1(m)樁后滑體厚度ZHTHH=8(m)錨固段土層頂面面的地基系系數(shù)Ktt=300000(kN//m3)錨固段土層地基基系數(shù)的比比例系數(shù)Mt=300000(kkN/m44)錨固點以上土體體的容重R1=20((kN/mm3)錨固點以下土體體的容重R2=20((kN/mm3)錨固點以下土體體的粘聚力力C=0(kkPa)錨固點以下土體體的內(nèi)摩擦擦角F==30(°)樁深樁身變位位樁身轉轉角彎距剪力地基側側向地基側向向容許(m)((cm)(度)((kN.mm)(kN))應應力(kPPa)應應力(kPPa)0.001..272-00.0666000.801..180-00.06664131.601..088-00.0666225432.400..996-00.0666778923.200..904-00.0666177711584.000..812-00.0655333622424.800..721-00.0655566933445.600..631-00.0644899144656.400..543-00.06221311766027.200..456-00.06001866077588.000..373-00.05772533599321112.06.778.800..296-00.05333166466261660.049.339.600..226-00.04773511622501776.692.0010.400..164-00.041135661-11331667.71134.7711.200..111-00.036633113-44741339.41177.3312.000..064-00.031128223-7736996.42220.0012.800..024-00.027721664-8891442.42262.7713.60-0..011-00.024414332-9916-221.03305.3314.40-0..042-00.02227339-7792-993.93348.0015.20-0..072-00.02112112-4495-1777.83390.7716.00-0..102-00.021100-2774.64433.33豎向受拉筋及箍箍筋布置結結果豎向受拉拉鋼筋布置置編號根根數(shù)長度度(m)距距樁底距離離(m)抗抗彎力(kkN.m))1222155.8.144373箍箍筋布置((由樁底2000mm開開始)間隔數(shù)間隔量(mmm)肢數(shù)數(shù)直徑(mmm)抗剪剪力(kNN)394000211433310豎向受拉鋼筋直直徑為220mmm,根數(shù)數(shù)為222根，類類型為HHRB4000鋼筋布置1排,每排可可布置鋼筋筋11束,最里排排鋼筋222根鋼筋保護層厚度度為100cm,,排間凈凈距為100cm,,束間凈凈距為110cmm豎向受拉鋼筋數(shù)數(shù)量為3347.66米,重量為..857噸箍筋類型為HHRB3335箍筋數(shù)量約.3533噸鋼筋總重約1.2111噸樁身混凝土56方方2#抗滑樁計算算錨固段地基為土土層樁底為自由端懸臂段單位推力力T=70((kN/mm)推力重心至滑動動面的距離離與滑動面面以上樁長長之比鈚=0..34推力作用范圍頂頂面與樁頂頂?shù)木嚯xL11=0(m)推力作用范圍底底面與樁頂頂?shù)木嚯xL22=4(m)懸臂段樁前被動動土壓力P=00(kNN/m)樁橫截面短邊長長度B==1.225(mm)樁橫截面長邊長長度H==1.55(m))樁間距L=4(mm)懸臂段樁長HH1=44(m))錨固段樁長HH2=66.5((m)混凝土的彈性模模量E==3000000000(kkPa)錨固段土層厚度度Ht==15(m)樁前滑體厚度ZQTHH=0(m)樁后滑體厚度ZHTHH=4(m)錨固段土層頂面面的地基系系數(shù)Ktt=0(kN//m3)錨固段土層地基基系數(shù)的比比例系數(shù)Mt=300000(kkN/m44)錨固點以上土體體的容重R1=20((kN/mm3)錨固點以下土體體的容重R2=20((kN/mm3)錨固點以下土體體的粘聚力力C=0(kkPa)錨固點以下土體體的內(nèi)摩擦擦角F==30(°)樁深樁身變位位樁身轉轉角彎距剪力地基側側向地基側向向容許(m)((cm)(度)((kN.mm)(kN))應應力(kPPa)應應力(kPPa)0.000..586-00.0455000.400..554-00.0455140.800..523-00.04554131.200..491-00.0455112281.600..459-00.0455227472.000..427-00.0455550732.400..396-00.045588511032.800..364-00.0455133411403.200..333-00.0455199811813.600..302-00.0444277922284.000..271-00.0433388122800.0--26.774.650..223-00.041155552246443.58.005.300..178-00.039968891161669.342.775.950..136-00.0355755850779.577.336.600..098-00.03227553--65776.21112.007.250..063-00.02996776-1167661.61146.777.900..032-00.02665441-2241337.61181.338.550..004-00.02443772-22735.22216.009.20-0..023-00.02331998-2252-335.52250.779.85-0..048-00.0222558-1165-884.72285.3310.50-0..073-00.022200-1443.23320.00豎向受拉筋及箍箍筋布置結結果豎向受拉拉鋼筋布置置編號根根數(shù)長度度(m)距距樁底距離離(m)抗抗彎力(kkN.m))1122100.3.111082箍箍筋布置((由樁底2000mm開開始)間隔數(shù)間隔量(mmm)肢數(shù)數(shù)直徑(mmm)抗剪剪力(kNN)254000211217739豎向受拉鋼筋直直徑為220mmm,根數(shù)數(shù)為122根，類類型為HHRB4000鋼筋布置1排,每排可可布置鋼筋筋8束,最里排排鋼筋112根鋼筋保護層厚度度為100cm,,排間凈凈距為100cm,,束間凈凈距為110cmm豎向受拉鋼筋數(shù)數(shù)量為1123.66米,重量為..305噸箍筋類型為HHRB3335箍筋數(shù)量約.1222噸鋼筋總重約.4277噸樁身混凝土19.66875方3#抗滑樁計算算錨固段地基為巖巖層樁底為自由端懸臂段單位推力力T=610(kN//m)推力重心至滑動動面的距離離與滑動面面以上樁長長之比鈚=0..34推力作用范圍頂頂面與樁頂頂?shù)木嚯xL11=0(m)推力作用范圍底底面與樁頂頂?shù)木嚯xL22=133.5((m)懸臂段樁前被動動土壓力P=00(kNN/m)樁橫截面短邊長長度B==2((m)樁橫截面長邊長長度H==2.55(m))樁間距L=6(mm)懸臂段樁長HH1=113.5(m)錨固段樁長HH2=88(m))混凝土的彈性模模量E==3000000000(kkPa)基巖橫向容許應應力PAGEXXX=20000(kPPa)基巖的地基系數(shù)數(shù)K=600000(kkN/m33)樁深樁身變位位樁身轉轉角彎距剪力地基側側向地基側向向容許(m)((cm)(度)((kN.mm)(kN))應應力(kPPa)應應力(kPPa)0.009..673-00.3333001.358..888-00.3333226502.708..103-00.3333166611704.057..318-00.3333511633605.406..534-00.33221177066216.755..753-00.33002222399528.104..976-00.327737771133539.454..208-00.3233590071882410.803..453-00.3166872282336612.152..717-00.30551232272997813.502..008-00.29111679993666012004.920000.0014.301..611-00.2788186448100569666.720000.0015.101..233-00.2644186338-99897339.820000.0015.900..874-00.2511172007-255045224.320000.0016.700..532-00.2399147667-355143119.320000.0017.500..205-00.2299117112-400431223.320000.0018.30-0..109-00.222284220-41112-665.520000.0019.10-0..415-00.217752553-37733-2449.120000.0019.90-0..716-00.214425663-29919-4229.420000.0020.70-1..014-00.21336998-16673-6008.120000.0021.50-1..311-00.213300-7886.420000.00豎向受拉筋及箍箍筋布置結結果豎向受拉拉鋼筋布置置編號根根數(shù)長度度(m)距距樁底距離離(m)抗抗彎力(kkN.m))1311211.3.1773172344122.22.2155344331188.33.8222662箍箍筋布置((由樁底2000mm開開始)間隔數(shù)間隔量(mmm)肢數(shù)數(shù)直徑(mmm)抗剪剪力(kNN)223000211454437364000211445560豎向受拉鋼筋直直徑為220mmm,根數(shù)數(shù)為966根，類類型為HHRB4000鋼筋布置3排,每排可可布置鋼筋筋13束,最里排排鋼筋118根鋼筋保護層厚度度為100cm,,排間凈凈距為100cm,,束間凈凈距為110cmm豎向受拉鋼筋數(shù)數(shù)量為11332..4米,重量為33.2866噸箍筋類型為HHRB3335箍筋數(shù)量約.6311噸鋼筋總重約3.9117噸樁身混凝土107..5方4#、5#抗滑滑樁計算錨固段地基上層層為土層,,下層為巖巖層樁底為自由端懸臂段單位推力力T=350(kN//m)推力重心至滑動動面的距離離與滑動面面以上樁長長之比鈚=0..34推力作用范圍頂頂面與樁頂頂?shù)木嚯xL11=0(m)推力作用范圍底底面與樁頂頂?shù)木嚯xL22=100(m))懸臂段樁前被動動土壓力P=00(kNN/m)樁橫截面短邊長長度B==1.775(mm)樁橫截面長邊長長度H==2((m)樁間距L=6(mm)懸臂段樁長HH1=110(mm)錨固段樁長HH2=66(m))混凝土的彈性模模量E==3000000000(kkPa)基巖橫向容許應應力PAGEXXX=20000(kPPa)基巖的地基系數(shù)數(shù)K=600000(kkN/m33)錨固段土層厚度度Ht==1((m)樁前滑體厚度ZQTHH=1(m)樁后滑體厚度ZHTHH=4(m)錨固段土層頂面面的地基系系數(shù)Kt