路面結(jié)構(gòu)及軟基處理計(jì)算書

XX公司計(jì)算書工程名稱：設(shè)計(jì)編號：計(jì)算內(nèi)容：路面結(jié)構(gòu)及軟件處理計(jì)算書共頁附圖張計(jì)算年月日復(fù)核年月日審核年月日專業(yè)負(fù)責(zé)年月日環(huán)山北路(縱八支三路～縱八支一路)計(jì)算書一、環(huán)山北路瀝青路面面層設(shè)計(jì)容許彎沉值計(jì)算設(shè)計(jì)內(nèi)容:環(huán)山北路瀝青路面面層設(shè)計(jì)容許彎沉值道路等級:城市次干路路面結(jié)構(gòu)：20度材料模量取值：4cm細(xì)粒式SBS改性瀝青砼1400Mpa5cm中粒式瀝青砼12000Mpa7cm粗粒式瀝青砼12000Mpa1cm瀝青下封層（未作為結(jié)構(gòu)層進(jìn)行計(jì)算）40cm水泥穩(wěn)定碎石(水泥含量5%)1500Mpa15cm水泥穩(wěn)定碎石(水泥含量3%)1300Mpa60cm道渣墊層80Mpa土質(zhì)路基20Mpa(設(shè)計(jì)回彈模量值)采用《東南大學(xué)路基軟件》進(jìn)行計(jì)算，計(jì)算結(jié)果如下：舊路檢測軸載及其對應(yīng)彎沉軸重(KN)彎沉(0.01mm)1計(jì)算內(nèi)容計(jì)算方式彎拉應(yīng)力計(jì)算2軸載參數(shù)第一作用點(diǎn)X軸坐標(biāo)(cm)03第二作用點(diǎn)X軸坐標(biāo)(cm)31.954第一作用點(diǎn)Y軸坐標(biāo)(cm)05第二作用點(diǎn)Y軸坐標(biāo)(cm)06第一作用點(diǎn)荷載壓強(qiáng)(MPa).77第二作用點(diǎn)荷載壓強(qiáng)(MPa).78第一作用點(diǎn)荷載重(KN)1009第二作用點(diǎn)荷載重(KN)10010土基模量參數(shù)土基模量(MPa)2011泊松比.3512結(jié)構(gòu)組合（基層&墊層）層號113材料類型瀝青混凝土類14材料名稱細(xì)粒式密級配瀝青混凝土1515度材料模量(MPa)20001620度材料模量(MPa)140017材料厚度(cm)418泊松比.2519層號220材料類型瀝青混凝土類21材料名稱中粒式密級配瀝青混凝土2215度材料模量(MPa)18002320度材料模量(MPa)120024材料厚度(cm)525泊松比.2526層號327材料類型瀝青混凝土類28材料名稱粗粒式密級配瀝青混凝土2915度材料模量(MPa)14003020度材料模量(MPa)100031材料厚度(cm)732泊松比.2533層號434材料類型無機(jī)結(jié)合料穩(wěn)定集料類35材料名稱水泥碎石3620度材料模量(MPa)150037材料厚度(cm)4038泊松比.2539層號540材料類型無機(jī)結(jié)合料穩(wěn)定集料類41材料名稱水泥碎石4220度材料模量(MPa)130043材料厚度(cm)1544泊松比.2545層號646材料類型松散粒料類47材料名稱宕渣4820度材料模量(MPa)8049材料厚度(cm)6050泊松比.2551計(jì)算結(jié)果—————————————————————————————————52路面結(jié)構(gòu)的實(shí)測彎沉值(0.01mm)39.3256253路面第1層厚度(cm)454路面第2層厚度(cm)555路面第3層厚度(cm)756路面第4層厚度(cm)4057路面第5層厚度(cm)1558路面第6層厚度(cm)6059第1結(jié)構(gòu)層頂面施工控制彎沉(0.01mm)39.3256260實(shí)際路面結(jié)構(gòu)第1層底最大拉應(yīng)力(MPa)061第2結(jié)構(gòu)層頂面施工控制彎沉(0.01mm)44.4343162實(shí)際路面結(jié)構(gòu)第2層底最大拉應(yīng)力(MPa)063第3結(jié)構(gòu)層頂面施工控制彎沉(0.01mm)51.0984964實(shí)際路面結(jié)構(gòu)第3層底最大拉應(yīng)力(MPa)065第4結(jié)構(gòu)層頂面施工控制彎沉(0.01mm)50.1532366實(shí)際路面結(jié)構(gòu)第4層底最大拉應(yīng)力(MPa)5.856716E-0267第5結(jié)構(gòu)層頂面施工控制彎沉(0.01mm)91.357968實(shí)際路面結(jié)構(gòu)第5層底最大拉應(yīng)力(MPa)9.432478E-0269第6結(jié)構(gòu)層頂面施工控制彎沉(0.01mm)202.01770土基層頂面施工控制彎沉(0.01mm)465.7735綜上，路基、路面施工質(zhì)量控制值如下：道渣頂面202（mm×10-2）水泥穩(wěn)定碎石頂面50（mm×10-2）瀝青砼面層39（mm×10-2）二、軟基處理計(jì)算設(shè)計(jì)原則：設(shè)計(jì)利用固結(jié)快剪指標(biāo)，采用有效固結(jié)應(yīng)力法計(jì)算，穩(wěn)定安全系數(shù)＞1.2。路面設(shè)計(jì)使用年限內(nèi)工后沉降：橋臺后與路堤相鄰處≤0.2m，一般路段≤0.5m。一般路段地基處理計(jì)算根據(jù)道路縱斷面設(shè)計(jì)及現(xiàn)狀地面標(biāo)高，本次道路設(shè)計(jì)一般路段填方高度為0＜H≤2.2m采用理正軟土路堤設(shè)計(jì)軟件，其計(jì)算結(jié)果為：============================================================================原始條件:計(jì)算目標(biāo):計(jì)算沉降、承載力和穩(wěn)定路堤設(shè)設(shè)計(jì)高度:2..200((m)路堤設(shè)設(shè)計(jì)頂寬:377.0000(m)路堤邊邊坡坡度:1::1.5000工后沉沉降基準(zhǔn)期期結(jié)束時(shí)間間:1880(月)荷載施加加級數(shù):2序號起始時(shí)間(月)終止時(shí)間(月) 填土高度(m)是否作穩(wěn)穩(wěn)定計(jì)算10.00002.00001.5500否22.00004.00000.7700否路堤土土層數(shù):2超載個(gè)數(shù):1層層號層厚度(m)重度(kN//m3)內(nèi)聚力(kPaa)內(nèi)摩擦角(度)1111.000021.0000177.0000300.00002211.320022.0000177.0000300.0000超超載號定位距離(m)分布寬度(m)超載值(kPaa)沉降計(jì)算算是否考慮慮穩(wěn)定計(jì)算算是否考慮慮100.000037.000020.0000是是地基土土層數(shù):3地下水埋埋深:1..900((m)層號土層厚度重度飽和重度地基承載載力快剪C快剪Φ固結(jié)快剪豎向固結(jié)結(jié)系水平固結(jié)結(jié)系排水層(m)(kN//m3)(kNN/m3))(kPaa)(kPPa)(度)Φ(度)數(shù)(cm22/s)數(shù)(cm2//s)11.880017..000220.000080..000311.800099.5000155.00000.0001500.000150否28.000017..000220.000060..000111.000033.0000155.00000.0001500.000150否318.000017..000220.000045..000111.600022.4000155.00000.0001500.000150否層號EEs(0-550)(MPaa)14..40000022..80000031..900000淺層處置層號土層厚度重度飽和重度地基承載載力快剪C快剪Φ固結(jié)快剪豎向固結(jié)結(jié)系水平固結(jié)結(jié)系排水層(m)(kN//m3)(kNN/m3))(kPaa)(kPPa)(度)Φ(度)數(shù)(cm22/s)數(shù)(cm2//s)12.000017..000220.0000200..000255.000055.0000155.00000.0001500.000150否層號EEs(0-5000)(MPaa)115..000000承載力計(jì)算參數(shù)數(shù): 承載力驗(yàn)算公式式:pp≤γR[faa] 驗(yàn)算點(diǎn)距離中線線距離:00.0000(m) 承載力抗力系數(shù)數(shù)γR:11.00 承載力修正公式式:[ffa]==[faa0]++γ2(h--h0) 基準(zhǔn)深度h0::0.0000(mm)固結(jié)度計(jì)算參數(shù)數(shù):地基土土層底面:不是排水水層固結(jié)度度計(jì)算采用用方法:微分方程程數(shù)值解法法多級加加荷固結(jié)度度修正時(shí)的的荷載增量量定義為“填土高*容重”填土--時(shí)間-固結(jié)度輸輸出位置距距離中線距距離:0..000((m)填土--時(shí)間-固結(jié)度輸輸出位置深深度:0..000((m)沉降計(jì)算參數(shù)::地基總總沉降計(jì)算算方法:經(jīng)驗(yàn)系數(shù)數(shù)法主固結(jié)結(jié)沉降計(jì)算算方法:壓縮模量量法沉降計(jì)計(jì)算考慮超超載超載產(chǎn)產(chǎn)生的地基基附加應(yīng)力力采用：直直接法沉降修修正系數(shù):1..200沉降計(jì)計(jì)算的分層層厚度:0..500((m)分層沉沉降輸出點(diǎn)點(diǎn)距中線距距離:0..000((m)壓縮層層厚度判斷斷應(yīng)力比=225.0000%基底壓壓力計(jì)算方方法:按多層土土實(shí)際容重重計(jì)算計(jì)算時(shí)時(shí)考慮彌補(bǔ)補(bǔ)地基沉降降引起的路路堤增高量量工后基基準(zhǔn)期起算算時(shí)間:最后一級級加載(路面施工)結(jié)束時(shí)穩(wěn)定計(jì)算參數(shù)::穩(wěn)定計(jì)計(jì)算方法:有效固結(jié)結(jié)應(yīng)力法加載與與路堤竣工工的間隔時(shí)時(shí)間(月):11穩(wěn)定計(jì)計(jì)算不考慮慮地震力穩(wěn)定計(jì)計(jì)算目標(biāo):自動(dòng)搜索索最危險(xiǎn)滑滑裂面條分法法的土條寬寬度:1..000((m)搜索時(shí)時(shí)的圓心步步長:1..000((m)搜索時(shí)時(shí)的半徑步步長:0..500((m)==============================================================================================(一)各級加荷的沉降降計(jì)算第1級級加荷，從從0.0~~2.0月加載開始始時(shí)，路基基計(jì)算高度度=00.0000(m)，沉降=00.0000(m)加載結(jié)束束時(shí)，路基基計(jì)算高度度=11.5322(m)，沉降=00.0322(m)第2級級加荷，從從2.0~~4.0月加載開始始時(shí)，路基基計(jì)算高度度=11.5322(m)，沉降=00.0322(m)加載結(jié)束束時(shí)，路基基計(jì)算高度度=22.3411(m)，沉降=00.1411(m)==============================================================================================(二)路面竣工時(shí)及以以后的沉降降計(jì)算基準(zhǔn)期開始時(shí)刻刻:最后一級級加載(路面施工)結(jié)束時(shí)刻刻考慮沉降影響后后，路堤的的實(shí)際計(jì)算算高度為=22.3411(m)路面竣工時(shí),地地基沉降=00.1411(m)路面竣工后,基基準(zhǔn)期內(nèi)的的殘余沉降降=00.2288(m)基準(zhǔn)期結(jié)束時(shí),,地基沉降=00.3699(m)最終地基總沉降降=11.2000*0.5588==0.7706(mm)路面竣工時(shí),路路基橫斷面面各點(diǎn)的沉沉降(中線為原原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉沉降與路堤中中心(mm)((m)差(m)沉降差(m)-30..5200..0000..0000..141-28..3400..0000..0000..141-26..1600..0000..0000..141-23..9800..0000..0000..141-21..8000..0130..0130..128-19..6200..0460..0330..095-17..4400..0770..0310..064-15..2600..0980..0210..043-13..0800..1100..0120..031-10..9000..1200..0100..021-8..7200..1300..0090..011-6..5400..1350..0050..006-4..3600..1400..0050..001-2..1800..1410..0010..0000..0000..1410..0000..0002..1800..141-0..0000..0004..3600..140-0..0010..0016..5400..135-0..0050..0068..7200..130-0..0050..01110..9000..120-0..0090..02113..0800..110-0..0100..03115..2600..098-0..0120..04317..4400..077-0..0210..06419..6200..046-0..0310..09521..8000..013-0..0330..12823..9800..000-0..0130..14126..1600..0000..0000..14128..3400..0000..0000..14130..5200..0000..0000..141路堤竣竣工時(shí)，由由于地基沉沉降引起路路堤填筑面面積增量:(1)由各點(diǎn)計(jì)計(jì)算沉降梯梯形積分方方法得ΔV=4.6880(m22)(2)按照《鐵鐵路路基手手冊》方法法得Δs=0.1441(m))ΔV=4.0997(m22)按照《鐵鐵路路基手手冊》方法法，路堤頂頂面單側(cè)加加寬量:ΔW=0.4224~0.5009(m))基準(zhǔn)期結(jié)束時(shí),,路基橫斷斷面各點(diǎn)的的沉降(中線為原原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉沉降與路堤中中心(mm)((m)差(m)沉降差(m)-30..5200..0000..0000..369-28..3400..0000..0000..369-26..1600..0000..0000..369-23..9800..0000..0000..369-21..8000..0420..0420..326-19..6200..1360..0930..233-17..4400..2160..0810..152-15..2600..2710..0550..098-13..0800..3030..0310..066-10..9000..3260..0240..042-8..7200..3450..0190..023-6..5400..3570..0110..012-4..3600..3650..0090..003-2..1800..3680..0020..0010..0000..3690..0010..0002..1800..368-0..0010..0014..3600..365-0..0020..0036..5400..357-0..0090..0128..7200..345-0..0110..02310..9000..326-0..0190..04213..0800..303-0..0240..06615..2600..271-0..0310..09817..4400..216-0..0550..15219..6200..136-0..0810..23321..8000..042-0..0930..32623..9800..000-0..0420..36926..1600..0000..0000..36928..3400..0000..0000..36930..5200..0000..0000..369路基橫斷面各點(diǎn)點(diǎn)的最終沉沉降(中線為原原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉沉降與路堤中中心(mm)((m)差(m)沉降差(m)-30..5200..0000..0000..706-28..3400..0000..0000..706-26..1600..0000..0000..706-23..9800..0000..0000..706-21..8000..0570..0570..649-19..6200..2070..1500..499-17..4400..3410..1330..365-15..2600..4530..1120..253-13..0800..5230..0700..183-10..9000..5840..0610..122-8..7200..6380..0540..068-6..5400..6700..0320..036-4..3600..6980..0280..008-2..1800..7040..0060..0020..0000..7060..0020..0002..1800..704-0..0020..0024..3600..698-0..0060..0086..5400..670-0..0280..0368..7200..638-0..0320..06810..9000..584-0..0540..12213..0800..523-0..0610..18315..2600..453-0..0700..25317..4400..341-0..1120..36519..6200..207-0..1330..49921..8000..057-0..1500..64923..9800..000-0..0570..70626..1600..000-0..0000..70628..3400..000-0..0000..70630..5200..000-0..0000..706路面竣工時(shí),距距路基中線線0.0000(m))處各層的的沉降層層底深層厚自重應(yīng)力(kPaa)附加應(yīng)力全應(yīng)力(kPaa)固結(jié)度層最終層當(dāng)前(m))((m)(EEs(MPPa))(kPPa)((Es(MMPa)))沉降mSc((m)沉降(m)0.5000.50004.33(15..000))770.4744.6(115.0000)0.992290..0028800.002261.0000.500012.88(15..000))770.4833.1(115.0000)0.776860..0028800.002231.2000.200018.77(15..000))770.3899.0(115.0000)0.666070..0011100.000081.7000.500024.77(4..400))770.3955.0(4.4000)0.555270..0096600.006601.8000.100029.88(4..400))770.31000.1(4.4000)0.446010..0019900.001112.3000.500033.88(2..800))770.31044.1(2.8000)0.336760..0151100.007712.8000.500038.88(2..800))770.31099.1(2.8000)0.221330..0151100.005523.3000.500043.88(2..800))770.21144.0(2.8000)0.112990..0151100.004413.8000.500048.88(2..800))770.21199.0(2.8000)0.110670..0150000.003384.3000.500053.88(2..800))770.11233.9(2.8000)0.008350..0150000.003354.8000.500058.88(2..800))770.01288.8(2.8000)0.006040..0150000.003335.3000.500063.88(2..800))669.91333.7(2.8000)0.003720..0150000.003305.8000.500068.88(2..800))669.71388.5(2.8000)0.001400..0149900.002276.3000.500073.88(2..800))669.61433.4(2.8000)0.001160..0149900.002266.8000.500078.88(2..800))669.41488.2(2.8000)0.000960..0149900.002267.3000.500083.88(2..800))669.11522.9(2.8000)0.000760..0148800.002267.8000.500088.88(2..800))668.91577.7(2.8000)0.000570..0148800.002258.3000.500093.88(2..800))668.61622.4(2.8000)0.000370..0147700.002258.8000.500098.88(2..800))668.31677.1(2.8000)0.000240..0146600.002259.3000.50001103.88(2..800))668.01711.8(2.8000)0.000230..0146600.002259.8000.50001108.88(2..800))667.71766.5(2.8000)0.000210..0145500.0022410.3000.5500113..8(11.9000)67.331881.1((1.9900)0..0019900.021130.0003610.8000.5500118..8(11.9000)66.991885.7((1.9900)0..0017700.021110.0003611.3000.5500123..8(11.9000)66.551990.3((1.9900)0..0015500.021100.0003511.8000.5500128..8(11.9000)66.111994.9((1.9900)0..0014400.020090.0003512.3000.5500133..8(11.9000)65.661999.4((1.9900)0..0013300.020070.0003512.8000.5500138..8(11.9000)65.222004.0((1.9900)0..0012200.020060.0003513.3000.5500143..8(11.9000)64.772008.5((1.9900)0..0011100.020040.0003413.8000.5500148..8(11.9000)64.222113.0((1.9900)0..0011100.020030.0003414.3000.5500153..8(11.9000)63.772117.5((1.9900)0..0010000.020010.0003414.8000.5500158..8(11.9000)63.222222.0((1.9900)0..0009900.020000.0003315.3000.5500163..8(11.9000)62.772226.5((1.9900)0..0008800.019980.0003315.8000.5500168..8(11.9000)62.112330.9((1.9900)0..0007700.019960.0003316.3000.5500173..8(11.9000)61.662335.4((1.9900)0..0006600.019940.0003316.8000.5500178..8(11.9000)61.002339.8((1.9900)0..0005500.019930.0003217.3000.5500183..8(11.9000)60.552444.3((1.9900)0..0004400.019910.0003217.8000.5500188..8(11.9000)59.992448.7((1.9900)0..0003300.018890.0003218.3000.5500193..8(11.9000)59.332553.1((1.9900)0..0003300.018870.0003118.8000.5500198..8(11.9000)58.882557.6((1.9900)0..0002200.018860.0003119.3000.5500203..8(11.9000)58.222662.0((1.9900)0..0001100.018840.0003119.8000.5500208..8(11.9000)57.662666.4((1.9900)0..0001100.018820.0003020.3000.5500213..8(11.9000)57.112770.9((1.9900)0..0000000.018800.0003020.8000.5500218..8(11.9000)56.552775.3((1.9900)0..0000000.017780.0003021.3000.5500223..8(11.9000)55.992779.7((1.9900)0..0000000.017770.00029最最下面分層層附加應(yīng)力力與自重應(yīng)應(yīng)力之比=224.9991%<<=225.0000%壓壓縮模量當(dāng)當(dāng)量值=22.3699Mpa,,按地基規(guī)規(guī)范GB500007--20022表5.3..5的沉降計(jì)計(jì)算經(jīng)驗(yàn)系系數(shù)=11.4000(1.1100)==============================================================================================(三)填土--時(shí)間--沉降曲線輸出出位置，相相對于路堤堤中線0(mm)（即X=211.8000(m)）時(shí)間(月)設(shè)計(jì)填填土高度實(shí)際填土土高度當(dāng)時(shí)沉降降(m))(m))(m))00.000.00000.00000.000000.200.15500.15530.000000.400.30000.30060.000000.600.45500.46600.000200.800.60000.61130.000411.000.75500.76660.000711.200.90000.91190.011011.401.05501.07730.011311.601.20001.22260.011911.801.35501.37790.022422.001.50001.53320.033222.201.57701.61130.033622.401.64401.69940.044122.601.71101.77750.044522.801.78801.85560.044933.001.85501.93370.055433.201.92202.01170.055933.401.99902.09980.066433.602.06602.17790.077033.802.13302.26600.077544.002.20002.34410.1441222.002.20002.34410.1883400.002.20002.34410.2114588.002.20002.34410.2441766.002.20002.34410.2665944.002.20002.34410.28871122.002.20002.34410.30071300.002.20002.34410.32241488.002.20002.34410.34411666.002.20002.34410.35551844.002.20002.34410.3669==============================================================================================(四)填土--時(shí)間--固結(jié)度曲線輸出出位置，相相對于路堤堤中線0.0000(mm)（即X=211.8000(m)）輸出出深度為0..000((m)時(shí)間(月)設(shè)計(jì)填土土高度固結(jié)度(m))00.000.00000.000000.200.15500.066800.400.30000.133500.600.45500.200300.800.60000.277011.000.75500.333811.200.90000.400511.401.05500.477311.601.20000.544011.801.35500.600822.001.50000.677522.201.57700.700822.401.64400.744022.601.71100.777322.801.78800.800533.001.85500.833833.201.92200.877033.401.99900.900333.602.06600.933533.802.13300.966844.002.20001.0000222.002.20001.0000400.002.20001.0000588.002.20001.0000766.002.20001.0000944.002.20001.00001122.002.20001.00001300.002.20001.00001488.002.20001.00001666.002.20001.00001844.002.20001.0000==============================================================================================(五)穩(wěn)定計(jì)算(1)第11級加荷,從0.0~~2.0月,路基設(shè)計(jì)計(jì)高度1.5000(m)),路基計(jì)算算高度(考慮沉降降影響)1.5532(mm)，加載結(jié)結(jié)束時(shí)穩(wěn)定定結(jié)果用用戶不要求求作穩(wěn)定計(jì)計(jì)算(2)第22級加荷,從2.0~~4.0月,路基設(shè)計(jì)計(jì)高度2.2000(m)),路基計(jì)算算高度(考慮沉降降影響)2.3341(mm)，加載結(jié)結(jié)束時(shí)穩(wěn)定定結(jié)果用用戶不要求求作穩(wěn)定計(jì)計(jì)算==============================================================================================地基承載力計(jì)算算1.基礎(chǔ)底面面處地基承承載力計(jì)算算1)基礎(chǔ)底面面處各點(diǎn)地地基承載力力計(jì)算計(jì)算點(diǎn)點(diǎn)pkkfskfa00(mm)(kPaa)(kkPa)((kPa))00.000.00200..02000.011.5022.33200..02000.033.3060.44200..02000.055.3070.44200..02000.077.3070.44200..02000.099.3070.44200..02000.0111.3070.44200..02000.0133.3070.44200..02000.0155.3070.44200..02000.0177.3070.44200..02000.0199.3070.44200..02000.0211.3070.44200..02000.0233.3070.44200..02000.0255.3070.44200..02000.0277.3070.44200..02000.0299.3070.44200..02000.0311.3070.44200..02000.0333.3070.44200..02000.0355.3070.44200..02000.0377.3070.44200..02000.0400.3060.44200..02000.0422.1022.33200..02000.0433.600.00200..02000.02)驗(yàn)算給定定點(diǎn)基礎(chǔ)底底面處承載載力計(jì)算點(diǎn)點(diǎn)pkkfskfa00(mm)(kPaa)(kkPa)((kPa))00.000.00200..02000.0計(jì)算點(diǎn)點(diǎn)xi==0.0000m，p≤γRfa；此點(diǎn)承承載力滿足！****m---樁土面積積置換率****pk---基礎(chǔ)底部部壓應(yīng)力(kPa))****fsk--地基土的的地基承載載力值(kPa))****fa0--淺層處置置換填土的的地基承載載力值(kPa))1.下臥土層層承載力驗(yàn)驗(yàn)算計(jì)算點(diǎn)點(diǎn)深度pzpcczpz+pcczfaaz(mm)((m)((kPa))(kPaa)(kPPa)((kPa))00.001..205.720.4426..11100.4400.001..808.430.6639..090.6600.009..80225.71190.33216..02235.3300.0027..80228.95550.33579..25595.3311.501..20223.620.4444..01100.4411.501..80224.930.6655..590.6611.509..80332.11190.33222..42235.3311.5027..80331.05550.33581..35595.3333.301..20554.720.4475..11100.4433.301..80552.230.6682..890.6633.309..80440.11190.33230..42235.3333.3027..80333.65550.33583..95595.3355.301..20669.220.4489..61100.4455.301..80667.530.6698..190.6655.309..80448.21190.33238..52235.3355.3027..80336.45550.33586..75595.3377.301..20770.120.4490..51100.4477.301..80669.730.66100..390.6677.309..80554.71190.33245..02235.3377.3027..80339.05550.33589..35595.3399.301..20770.320.4490..71100.4499.301..80770.130.66100..790.6699.309..80559.41190.33249..72235.3399.3027..80441.35550.33591..65595.33111.301..20770.320.4490..71100.44111.301..80770.230.66100..890.66111.309..80662.61190.33252..92235.33111.3027..80443.45550.33593..75595.33133.301..20770.320.4490..71100.44133.301..80770.330.66100..990.66133.309..80664.71190.33255..02235.33133.3027..80445.25550.33595..55595.33155.301..20770.320.4490..71100.44155.301..80770.330.66100..990.66155.309..80666.01190.33256..32235.33155.3027..80446.65550.33596..95595.33177.301..20770.420.4490..81100.44177.301..80770.330.66100..990.66177.309..80666.81190.33257..12235.33177.3027..80447.75550.33598..05595.33199.301..20770.420.4490..81100.44199.301..80770.330.66100..990.66199.309..80667.31190.33257..62235.33199.3027..80448.35550.33598..65595.33211.301..20770.420.4490..81100.44211.301..80770.330.66100..990.66211.309..80667.51190.33257..82235.33211.3027..80448.65550.33598..95595.33233.301..20770.420.4490..81100.44233.301..80770.330.66100..990.66233.309..80667.41190.33257..72235.33233.3027..80448.55550.33598..85595.33255.301..20770.420.4490..81100.44255.301..80770.330.66100..990.66255.309..80667.11190.33257..42235.33255.3027..80448.05550.33598..35595.33277.301..20770.320.4490..71100.44277.301..80770.330.66100..990.66277.309..80666.51190.33256..82235.33277.3027..80447.25550.33597..55595.33299.301..20770.320.4490..71100.44299.301..80770.330.66100..990.66299.309..80665.41190.33255..72235.33299.3027..80445.95550.33596..25595.33311.301..20770.320.4490..71100.44311.301..80770.330.66100..990.66311.309..80663.71190.33254..02235.33311.3027..80444.35550.33594..65595.33333.301..20770.320.4490..71100.44333.301..80770.230.66100..890.66333.309..80661.21190.33251..52235.33333.3027..80442.45550.33592..75595.33355.301..20770.220.4490..61100.44355.301..80770.030.66100..690.66355.309..80557.31190.33247..62235.33355.3027..80440.25550.33590..55595.33377.301..20669.920.4490..31100.44377.301..80669.130.6699..790.66377.309..80551.71190.33242..02235.33377.3027..80337.75550.33588..05595.33400.301..20554.720.4475..11100.44400.301..80552.230.6682..890.66400.309..80440.11190.33230..42235.33400.3027..80333.65550.33583..95595.33422.101..20223.620.4444..01100.44422.101..80224.930.6655..590.66422.109..80332.11190.33222..42235.33422.1027..80331.05550.33581..35595.33433.601..205.720.4426..11100.44433.601..808.430.6639..090.66433.609..80225.71190.33216..02235.33433.6027..80228.95550.33579..25595.33驗(yàn)算算給定點(diǎn)下下臥土層承承載力計(jì)算點(diǎn)點(diǎn)深度pzpcczpz+pcczγRfazz是否滿足足(mm)((m)((kPa))(kPaa)(kPPa)((kPa))00.001..205.720.4426..11100.44滿足！00.001..808.430.6639..090.66滿足！00.009..80225.71190.33216..02235.33滿足！00.0027..80228.95550.33579..25595.33滿足！****pz--下臥層頂頂面處的附附加應(yīng)力值值(kPa))****pcz--下臥層頂頂面處土的的自重壓力力值(kPa))***faz--下臥層頂頂面處經(jīng)深深度修正后后的地基承承載力值(kPa))（三）.橋臺后后路基處理理橋臺后地基采用用水泥攪拌拌樁進(jìn)行處處理：處理理段車行道道范圍內(nèi)水水泥攪拌樁樁樁長為15m，樁間距1.2m。處理段段人行道范范圍內(nèi)水泥泥攪拌樁樁樁長為12m，樁間距1.4m。過渡段車行道范范圍內(nèi)水泥泥攪拌樁樁樁長為8、10m，樁間距1.4m。過渡段段人行道范范圍內(nèi)水泥泥攪拌樁樁樁長為8、10m，樁間距1.5m。采用理正軟土路路堤設(shè)計(jì)軟軟件，其計(jì)計(jì)算結(jié)果為為：==============================================================================================原始條件:計(jì)算目目標(biāo):計(jì)算沉降降、承載力力和穩(wěn)定路堤設(shè)設(shè)計(jì)高度:2..200((m)路堤設(shè)設(shè)計(jì)頂寬:377.0000(m)路堤邊邊坡坡度:1::1.5000工后沉沉降基準(zhǔn)期期結(jié)束時(shí)間間:1880(月)荷載施加加級數(shù):2序號起始時(shí)間(月)終止時(shí)間(月) 填土高度(m)是否作穩(wěn)穩(wěn)定計(jì)算10.00002.00001.5500否22.00004.00000.7700否路堤土土層數(shù):2超載個(gè)數(shù):1層層號層厚度(m)重度(kN//m3)內(nèi)聚力(kPaa)內(nèi)摩擦角(度)1111.000021.0000177.0000300.00002211.320022.0000177.0000300.0000超超載號定位距離(m)分布寬度(m)超載值(kPaa)沉降計(jì)算算是否考慮慮穩(wěn)定計(jì)算算是否考慮慮100.000037.000020.0000是是地基土土層數(shù):3地下水埋埋深:1..900((m)層號土層厚度重度飽和重度地基承載載力快剪C快剪Φ固結(jié)快剪豎向固結(jié)結(jié)系水平固結(jié)結(jié)系排水層(m)(kN//m3)(kNN/m3))(kPaa)(kPPa)(度)Φ(度)數(shù)(cm22/s)數(shù)(cm2//s)11.880017..000220.000080..000311.800099.5000155.00000.0001500.000150否28.000017..000220.000060..000111.000033.0000155.00000.0001500.000150否318.000017..000220.000045..000111.600022.4000155.00000.0001500.000150否層號EEs(0-550)(MPaa)14..40000022..80000031..900000粒料樁粒料樁樁布置形式式:等邊三角角形粒料樁樁間距:1..200((m)粒料樁樁的長度:155.0000(m)粒料樁樁樁土應(yīng)力力比:3..000粒料樁樁直徑:0..500((m)粒料樁樁的重度:222.0000(kN//m3)粒料樁樁的內(nèi)摩擦擦角:388.0000(度)排水體體當(dāng)量直徑徑折減系數(shù)數(shù):1..000承載力計(jì)算參數(shù)數(shù): 承載力驗(yàn)算公式式:pp≤γR[faa] 驗(yàn)算點(diǎn)距離中線線距離:00.0000(m) 承載力抗力系數(shù)數(shù)γR:11.00 復(fù)合地基計(jì)算公公式:ffspk=mffpk++(1--m)fssk 樁體承載力fppk:5500.000(kPPa) 樁間土承載力提提高系數(shù):1..00 承載力修正公式式:[ffa]==[faa0]++γ2(h--h0) 基準(zhǔn)深度h0::0.0000(mm)固結(jié)度計(jì)算參數(shù)數(shù):地基土土層底面:不是排水水層固結(jié)度度計(jì)算采用用方法:微分方程程數(shù)值解法法多級加加荷固結(jié)度度修正時(shí)的的荷載增量量定義為“填土高*容重”填土--時(shí)間-固結(jié)度輸輸出位置距距離中線距距離:0..000((m)填土--時(shí)間-固結(jié)度輸輸出位置深深度:0..000((m)沉降計(jì)算參數(shù)::地基總總沉降計(jì)算算方法:經(jīng)驗(yàn)系數(shù)數(shù)法主固結(jié)結(jié)沉降計(jì)算算方法:壓縮模量量法沉降計(jì)計(jì)算考慮超超載