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1、畢業(yè)設(shè)計(jì)計(jì)算書題目： 二廣高速公路連懷段路基路面工程綜合設(shè)計(jì) （K53+200-K54+400） 學(xué) 生 姓 名： 學(xué) 號(hào)： 班 級(jí)： 專業(yè)（全稱）： 土木工程（道路方向）指 導(dǎo) 教 師： 二廣高速公路連懷段路基路面工程綜合設(shè)計(jì)（K53+200K54+400）摘 要本設(shè)計(jì)為二廣高速連懷段公路路基路面工程綜合設(shè)計(jì)（K53+200K54+400） ，全長(zhǎng)1.2公里，雙向六車道，設(shè)計(jì)車速為 80km/h，路基寬度為 32m。設(shè)計(jì)的依據(jù)為國(guó)家頒布的最新技術(shù)標(biāo)準(zhǔn)，設(shè)計(jì)規(guī)范，施工技術(shù)規(guī)范，同時(shí)也參考了其他相關(guān)資料。 此次畢業(yè)設(shè)計(jì)主要包括：路線縱斷面設(shè)計(jì)、路基橫斷面設(shè)計(jì)、邊坡穩(wěn)定性分析、邊坡防護(hù)設(shè)計(jì)、擋土墻
2、設(shè)計(jì)、路基路面排水設(shè)計(jì)以及路面結(jié)構(gòu)設(shè)計(jì)等。設(shè)計(jì)中采用了骨架內(nèi)植草防護(hù)；擋土墻選用的是仰斜式路堤擋土墻設(shè)計(jì)；排水設(shè)計(jì)對(duì)排水溝尺寸設(shè)計(jì)進(jìn)行了水文計(jì)算；水泥路面和瀝青路面擬定干濕和干燥兩種狀態(tài)各三種方案，并通過仔細(xì)比較選出最優(yōu)方案；在本路段設(shè)置了三個(gè)蓋板涵用于排水，一個(gè)蓋板通道用于機(jī)耕通道；設(shè)置了一座橋來減少房屋和農(nóng)田的占用。在計(jì)算機(jī)編程方面，我利用C語言編制了平曲線要素測(cè)設(shè)計(jì)算程序。通過本次畢業(yè)設(shè)計(jì)，在專業(yè)知識(shí)方面得到了綜合訓(xùn)練和提高，增強(qiáng)了獨(dú)立分析和解決問題的能力，取得了很好的效果。 關(guān)鍵詞：高速公路；設(shè)計(jì)；路基；水泥混凝土路面；瀝青路面；排水工程；擋土墻3ABSTRACTIn this des
3、ign, our task is to develop the general design of subgrade and pavement of an expressway, which is from Lian hao te to Ji huai high speed . The expressway is 1.2 kilometres from K53+200 to K54+400, the designed speed limit is 80 km/h, and the wide of the subgrade is 34.5m with six lanes of two ways.
4、 The design basis are the lasted technical standards design and construction code, At the same time , some related information are also refereMy prime contents of the design project include: the design of vertical section and cross-section, stability analysis of road foundation, side slope protectio
5、n, retaining wall design, drainage design for subgrade and pavement, pavement structure design, ect. In this design, the subgrade slopes are pretected with grass planted in the framework; retaining walls used the batterly retaining wall; the size of drainage ditch is determined through by hydrologic
6、al calculation in drainage design; each there structure of cement and alsphat pavement are developed distingsishly under the wet and dry conditions, the optimal pavement structure is obtained in terms of careful comparison; In this set of three cover sections of culvert for drainage, a cover for tra
7、ctor access channel;and set up one bridges to reduce the occupation of houses and farmland.During this graduation designing, the expertise is a comprehensive training, and the ability of independent analysis and solving problems were improved and enhanced, so good effects have been abtaind. Key word
8、s: Expressway; Design; Subgrade; Cement concrete pavement; Asphalt pavement; Drainage engineering; Retaining wall 目錄第一章 線形設(shè)計(jì)11.1 平面線形設(shè)計(jì)11.2 縱斷面設(shè)計(jì)21.3 平縱線形組合設(shè)計(jì)3第二章 邊坡穩(wěn)定性分析42.1 汽車荷載當(dāng)量換算42.2 簡(jiǎn)化Bishop 法求穩(wěn)定系數(shù)K5第三章 4.5 攔水帶設(shè)計(jì)驗(yàn)算溝渠橫斷面設(shè)計(jì)按照最佳橫斷面法（即固定了縱坡和允許最大流速）36第五章 水泥混凝土路面375.1 水泥混凝土路面設(shè)計(jì)總則375.2 結(jié)構(gòu)組合設(shè)計(jì)原則375.3
9、交通量計(jì)算395.4 交通參數(shù)分析405.5路面結(jié)構(gòu)組合設(shè)計(jì)405.6路面結(jié)構(gòu)計(jì)算415.7 水泥混凝土路面結(jié)構(gòu)設(shè)計(jì)及方案比選原則與總結(jié)62第六章 瀝青路面設(shè)計(jì)656.1據(jù)交通量確定累計(jì)標(biāo)準(zhǔn)軸次656.2 瀝青路面結(jié)構(gòu)組合設(shè)計(jì)666.3瀝青路面結(jié)構(gòu)計(jì)算686.4瀝青路面方案比選79參考文獻(xiàn)1致 謝3城南學(xué)院 二廣高速連懷段路基路面工程綜合設(shè)計(jì) 第一章 線形設(shè)計(jì)1.1 平面線形設(shè)計(jì) 道路平面線形設(shè)計(jì)，是根據(jù)汽車行駛的力學(xué)性質(zhì)和行駛的軌跡要求，合理地確定各線形的幾何參數(shù)，保持線形的連續(xù)性和均衡性，避免采用長(zhǎng)直線，并注意使線形與地形、地物、環(huán)境和景觀等協(xié)調(diào)。在設(shè)計(jì)中注意直線的長(zhǎng)度符合規(guī)范要求，對(duì)于同
10、反向曲線間的直線要滿足直線最小長(zhǎng)度要求。規(guī)范規(guī)定當(dāng)設(shè)計(jì)速度60Km時(shí)，同向直線最小長(zhǎng)度以不小于設(shè)計(jì)速度的六倍為宜。對(duì)于反向曲線間的直線不應(yīng)小于設(shè)計(jì)速度的兩倍為宜。對(duì)于圓曲線半徑的選擇應(yīng)遵循如下原則：在地形條件許可的情況，應(yīng)力求是半徑盡可能接近不社超高最小半徑；選取半徑時(shí)，最大半徑值一般不應(yīng)超過10000m.1.1.1 平曲線要素的計(jì)算 已知：JD1樁號(hào)為: K53+669.543，圓曲線半徑R=3000m，轉(zhuǎn)角=9202.3(Y)，緩和曲線 Ls1=0，Ls2=340。計(jì)算：切線角：0=28.6479Ls/R =28.6479340/3000 =3.247切線增值：q=Ls/2=340/2=1
11、70m內(nèi)移值：p=Ls/24R= 340/243000 =1.605m切線長(zhǎng)：T=(R+p)tg/2+q=（3000+1.605）0.1644+170=405.12m曲線總長(zhǎng)：L=(-20)R/180+Ls2=(9202.3-23.247)3000/180+340=658.726m切曲差：D=2T-L=254.803+405.12-658.726=10.8m各主點(diǎn)樁號(hào)：圓緩點(diǎn)樁號(hào)為：YH=HY+Lh-2Ls=K53+413.921+658.726-340 =K53+733.181緩直點(diǎn)樁號(hào)為：HZ=YH+Ls= K53+733.181+340=K54+073.181曲中點(diǎn)樁號(hào)為：QZ=HZ-L
12、h/2= K54+073.181-658.726/2= K53+574.818交點(diǎn)樁號(hào)：JD=QZ+= K53+669.44（校核）。平曲線計(jì)算無誤。1.2 縱斷面設(shè)計(jì)1.2.1 縱坡設(shè)計(jì)的原則縱斷面設(shè)計(jì)首先要注意坡度的選擇符合各級(jí)道路規(guī)定的最大坡度。本次設(shè)計(jì)公路為80Km/h，根據(jù)規(guī)定允許最大坡度為6%,合成坡度不能大于10.5%。其次為了保證排水，防止水滲入路基影響穩(wěn)定性，應(yīng)設(shè)置不小于0.3%的縱坡，最小合成坡度不宜小于0.5%。相鄰豎曲線銜接時(shí)應(yīng)注意：（1）同向豎曲線：特別是兩同向凹曲線間如果直線坡段不長(zhǎng)，應(yīng)合并為單曲線或復(fù)曲線形式的豎曲線，避免出現(xiàn)斷背曲線。（2）反向豎曲線：反向豎曲線
13、間應(yīng)設(shè)置一段直線坡段，直線坡段的長(zhǎng)度一般不小于設(shè)計(jì)速度的3秒行程。以使汽車從失重渡到增重有一個(gè)緩和段。本組設(shè)計(jì)從K53+200-K54+400共1200m設(shè)置1個(gè)變坡點(diǎn)。變坡點(diǎn)的樁號(hào)為K53+690。 高程：188，豎曲線半徑R=15000m，i1=2.041%,i2=-3.239%， w=i1-i2=-5.28%凸形曲線 曲線長(zhǎng)L1=Rw=150005.28%=792m 切線長(zhǎng)T=L/2=7922=396m 外距E=T/(2R1)= 396（215000）=5.227m1.2.2 豎曲線要點(diǎn)樁號(hào)及高程的計(jì)算豎曲線一：起點(diǎn)樁號(hào)= K53+690-T1= K53 +294終點(diǎn)樁號(hào)= K53+69
14、0+T1= K54+086變坡點(diǎn)一對(duì)應(yīng)樁號(hào)設(shè)計(jì)高程182.77m豎曲線一起點(diǎn)設(shè)計(jì)高程179.918m豎曲線一終點(diǎn)設(shè)計(jì)高程175.174m1.3 平縱線形組合設(shè)計(jì)盡管平縱線形設(shè)計(jì)均是按照標(biāo)準(zhǔn)進(jìn)行設(shè)計(jì)，但若平縱線形組合不好，不僅有限于其優(yōu)點(diǎn)的發(fā)揮，而且會(huì)加劇兩方面的缺點(diǎn)，造成行車上的危險(xiǎn)，也就不能獲得最優(yōu)的立體線形、平縱線形的合理設(shè)計(jì)。因此平縱組合設(shè)計(jì)要注意以下幾點(diǎn)要求：（1）當(dāng)豎曲線與平曲線組合時(shí)，豎曲線宜包含在平曲線之內(nèi)，切平曲線應(yīng)稍長(zhǎng)與豎曲線。這種布置的優(yōu)點(diǎn)是：當(dāng)車輛駛?cè)氚夹星€的頂點(diǎn)之前，即能清楚的看到平曲線的始端，辯明轉(zhuǎn)彎的走向，不致因判斷錯(cuò)誤而發(fā)生交通事故。（2）要保持平曲線和豎曲線大
15、小的均衡，這樣有利于駕駛員視覺上的均衡。（3）要選擇適當(dāng)?shù)暮铣善露?。本段設(shè)計(jì)中豎曲線變坡點(diǎn)位于K53+690，起點(diǎn)和終點(diǎn)基本落在平面曲線的緩和曲線內(nèi)，平縱組合符合設(shè)計(jì)要求。2 第二章 邊坡穩(wěn)定性分析取K54+140段橫斷面做路堤邊坡穩(wěn)定性驗(yàn)算。路基左側(cè)填土高度15.44m，頂寬32m，路基填土為粘性土，土粘聚力為20kPa，內(nèi)摩擦角為25，邊坡坡度采用1：1.5。由于填方邊坡要受到路基頂部車輛荷載的影響，在進(jìn)行穩(wěn)定性驗(yàn)算時(shí)要先化為換算土柱高度。容重為=18KN/m3，荷載為公路I級(jí)。其橫截面初步擬定如圖1所示：圖2-1 K54+140橫斷面圖2.1 汽車荷載當(dāng)量換算 將車輛荷載換算成土柱高（當(dāng)
16、量高度）。車輛按最不利情況排列，即假設(shè)一輛車停在硬路肩上，另兩輛以最小間距d=0.6m與它并排。按以下公式換算土柱高度為：=式中： N橫向分布并列的車輛數(shù)，因?yàn)榘醋畈焕驾d，中線每邊各布4 輛，取N=4； Q每一輛重車的重力（標(biāo)準(zhǔn)車輛荷載為550KN）； L前后輪最大軸距，按公路工程技術(shù)標(biāo)準(zhǔn)（JTG B012003）規(guī)定對(duì)于標(biāo)準(zhǔn)車輛荷載為12.8m；r路基填料的容重；B荷載橫向分布寬度，表示如下：B=Nb+（N-1）m+d式中：b后輪輪距，取1.8m；m相鄰兩輛車后輪的中心間距，取1.3m；d輪胎著地寬度，取0.6m則：B=Nb+（N-1）m+d=41.8+(4-1)1.3+0.6=11.7m
17、故按雙向布八輛車，布滿行車道時(shí)，h=(4550)/(1811.712.8)=0.82m2.2 簡(jiǎn)化Bishop 法求穩(wěn)定系數(shù)K2.2.1 最危險(xiǎn)圓弧圓心位置的確定以坡腳為坐標(biāo)原點(diǎn)，按4.5H 法初定滑動(dòng)圓心輔助線： （1）由表查得：=26， =35,以坡角為圓心將AB線逆時(shí)針旋轉(zhuǎn)26，再以B點(diǎn)為圓心，BC為基線，旋轉(zhuǎn)35，兩直線交于F點(diǎn)；（2）量得坡角到路面的距離h=15.44m，由坡角向下做垂線，量取路堤高H=15.44+0.82=16.26m得D點(diǎn)；（3）由C 點(diǎn)向右引水平線，在水平線上截取4.5H=73.17m得E點(diǎn)；（4）連接點(diǎn)E、F得直線EF，即為滑動(dòng)圓心輔助線；（5）繪出五條不同的
18、位置的滑動(dòng)曲線；（6）將圓弧范圍土體分成若干段；（7）算出滑動(dòng)曲線每一分段中點(diǎn)與圓心豎曲線之間的偏角; sin=式中：X分段中心距圓心豎直線的水平距離，圓心豎曲線左側(cè)為負(fù)，右側(cè)為正； R滑動(dòng)曲線半徑m 最危險(xiǎn)滑動(dòng)面圓心的確定如圖2所示：圖2-2 最危險(xiǎn)圓弧圓心位置的確定圖示 2.2.2 用簡(jiǎn)化畢紹普法求穩(wěn)定系數(shù)FS通過計(jì)算選中的五個(gè)圓心點(diǎn)對(duì)應(yīng)的安全系數(shù)Ki,得到最小值K 和對(duì)應(yīng)的圓心點(diǎn)，再進(jìn)行驗(yàn)算。計(jì)算Ki 時(shí)，采用簡(jiǎn)化bishop 法，并假設(shè)滑動(dòng)面通過坡腳。簡(jiǎn)化bishop 法需要迭代，先假設(shè)一個(gè)K 值進(jìn)行反復(fù)帶入計(jì)算（具體迭代過程見表）。簡(jiǎn)化畢肖普法的計(jì)算公式如下： -第i土條底滑面的傾角
19、；-第i土條垂直方向外力；-系數(shù)，按計(jì)算；-第i土條滑弧面所在地基土層的內(nèi)磨檫角和粘結(jié)力；-滑動(dòng)圓弧全長(zhǎng)； -第i土條寬度； -第i土條路堤部分的重力； -第i條土地基部分的重力； U-地基平均固結(jié)度，根據(jù)地基情況，此處取U=1。 (1)在圓心輔助線上取圓心點(diǎn)O1，作半徑為R1=29.51m圓弧滑動(dòng)面，對(duì)滑動(dòng)面范圍內(nèi)的土體按斷面形式將滑動(dòng)面分為11個(gè)土條，如圖2-3 驗(yàn)算其穩(wěn)定性，計(jì)算結(jié)果見表2-1。圖2-3 圓心為O1的滑動(dòng)面示意圖表2-1 土坡穩(wěn)定性計(jì)算表土條號(hào)li面積Wisincoswi*sinWi*tanci*li*cos14.197.72138.96-0.330.9455-45.85
20、664.75579.23224.0921.12380.16-0.190.982-72.230177.1580.32733.9432.08577.44-0.050.9986-28.872269.0878.689641.1210.7192.60.040.99947.70489.7522.386551.514.73265.140.070.997618.559123.5529.92864.0243.04774.720.160.9877123.955361.0179.411074.2450.16902.880.290.9563261.835420.7481.094284.4154.48980.640.4
21、40.8988431.481456.9779.274194.9450.52909.360.570.8192518.335423.7680.9369105.6637.64677.520.7070.7071479.006315.7280.0437118.5818.57334.260.8480.5299283.452155.7690.93081977.37mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtanK1=1K2=1.8K3=1.921K=1K2=1.8K3=1.9210.79170.860.865448181.86167.41166.374329.51250.
22、4660.89340.930.935909288.18276.02275.1144250.4660.97530.980.986471356.58352.83352.5464250.4661.01801.01.009103110.15111.05111.1265250.4661.03021.011.014581148.98151.10151.2775250.4661.06221.021.026513414.61427.96429.055250.4661.09141.031.02664459.792486.56488.8101250.4661.10381.01271.005536485.80529
23、.52533.3250.4661.08480.960.957472465.23522.04527.1161250.4661.03650.890.878605381.80444.61450.4502250.4660.92500.740.73561266.67329.17335.3627250.4663559.713798.33820.5331.80021.921.932128mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtanK1=1.932K2=1.933K3=1.933K=1.932K2=1.933K3=1.9330.865900.8659450.865945
24、166.286166.27166.278829.51250.4660.936170.9361960.936196275.037275.03275.0303250.4660.986540.9865460.986546352.521352.51352.5194250.4661.009041.0090431.009043111.132111.13111.1332250.4661.014481.0144751.014475151.291151.29151.2932250.4661.026291.0262721.026272429.147429.15429.1557250.4661.026241.026
25、2121.026212489.000489.01489.0181250.4661.004921.0048731.004873533.622533.65533.6517250.4660.956680.9566130.956613527.549527.58527.589250.4660.877620.8775410.877541450.951450.99450.9968250.4660.734430.7343320.734332335.897335.94335.9459250.4663822.443822.63822.6121.933091.93311.933179用迭代法試算假定計(jì)算結(jié)果Fs 與
26、假定接近，故得土坡的穩(wěn)定安全系數(shù)Fs1=1.933。(2) 在滑動(dòng)圓弧圓心輔助線上取同一圓心點(diǎn)O2，作半徑為R2=30.86m的圓弧滑動(dòng)面，按斷面形式將滑動(dòng)面分為10條，如圖2-4驗(yàn)算其穩(wěn)定性，計(jì)算結(jié)果見表2-2。圖2-4 圓心為O2的滑動(dòng)面示意圖表2-2 土坡穩(wěn)定性計(jì)算表土條號(hào)li面積Wisincoswi*sinWi*tanci*li*cos14.076.322138.96-0.190.981784-26.402464.7553679.9172224.0117.4313.2-0.050.998749-15.66145.951280.0996934.0126.44475.920.070.997
27、54733.3144221.778780.0032741.078.24148.250.160.98711723.7269.084521.124351.5311.76211.680.190.98178440.219298.6428830.0425964.1833.8608.40.290.957027176.436283.514480.0074374.438.64695.520.420.907524292.1184324.112379.8621284.7740.44727.920.540.841665393.0768339.210780.2948495.4333.72606.960.670.742
28、361406.6632282.843480.62042108.0216.81302.550.810.58643245.0655140.988394.063351568.551mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtanK1=1K2=1.634K3=1.744K=1K2=1.634K3=1.74430.860.8932440.9275980.931016161.963155.96155.3922250.4660.9754490.984490.985389231.740229.61229.4027250.4661.0301671.017511.0162512
29、92.944296.58296.9561250.4661.0616771.0327471.02986984.968287.348387.59248250.4661.0703241.035971.032552120.230124.217124.6285250.4661.0921671.0397321.034515332.844349.630351.3934250.4661.1032441.0273041.019749366.169393.237396.1509250.4661.0933050.9956670.985954383.704421.331425.4819250.4661.0545810
30、.9334380.921386344.652389.381394.4749250.4660.963890.8174340.802863243.857287.548292.7667250.4662563.072734.862754.241.634041.743551.755913mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtanK1=1.756K2=1.757K3=1.757K=1.756K2=1.757K3=1.75730.860.9313630.9313910.931391155.3343155.3295155.3295250.4660.985480.985
31、4880.985488229.3814229.3797229.3797250.4661.0161231.0161131.016113296.9935296.9966296.9966250.4661.0295771.0295531.02955387.6173387.6193987.61939250.4661.0322061.0321771.032177124.6704124.6739124.6739250.4661.0339861.0339421.033942351.5734351.5883351.5883250.4661.0189821.0189191.018919396.4491396.47
32、37396.4737250.4660.9849680.9848860.984886425.9078425.9431425.9431250.4660.9201630.9200620.920062394.9994395.0428395.0428250.4660.8013840.8012620.801262293.307293.3518293.3518250.4662756.2342756.3992756.3991.7571841.757291.75729用迭代法試算假定計(jì)算結(jié)果Fs 與假定接近，故得土坡的穩(wěn)定安全系數(shù)Fs2=1.757。(3) 在滑動(dòng)圓弧圓心輔助線上取同一圓心點(diǎn)O3，作半徑為R3=
33、29.04m 的圓弧滑動(dòng)面，按斷面形式將滑動(dòng)面分為13個(gè)土條，如圖2-5計(jì)算其穩(wěn)定性，計(jì)算結(jié)果如下表：圖2-5 圓心為O3的滑動(dòng)面示意圖 表2-3 土坡穩(wěn)定性計(jì)算表土條號(hào)li面積Wisincoswi*sinWi*tanci*li*cos14.428.48172.14-0.420.90752-72.298880.21724100.281424.1423.6479.08-0.280.96-134.142223.251399.3634.0436.12733.24-0.140.99015-102.654341.6898100.005341.0711.48233.07-0.050.99874-11.65
34、35108.610626.7165451.516.65338-0.020.9998-6.76157.50837.492561.4116.52335.280.040.999213.4112156.240530.9951774.0652.561066.970.140.99015149.3758497.20888.4403384.1559.691211.670.280.96339.2676564.638287.64894.3764.441308.130.410.91208536.3333609.588687.6879104.7857.761172.530.5450.83843639.0289546.
35、39988.16993115.545.52924.060.680.73321628.3608430.61288.71867127.327548.10.820.57236449.442255.414691.92158133.732.4750.040.920.3919146.036823.3186432.160822473.748mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtanK1=1K2=1.966K3=2.083K=1K2=1.966K3=2.0830.7118040.807970.813563253.579223.3972221.861829.04250.
36、4660.829520.893630.89736388.913361.0114359.5117250.4660.9249120.956960.958831477.553461.5572460.6599250.4660.9754490.986890.987563138.733137.1238137.0314250.4660.990480.995050.995326196.874195.9687195.9163250.4661.017841.008681.008148183.954185.6243185.7223250.4661.0553921.023331.021472554.911572.29
37、35573.3378250.4661.090481.026361.02264598.164635.5284637.8451250.4661.1031461.009261.003809632.080690.8737694.6306250.4661.0924060.967610.960361580.8911655.8058660.7607250.4661.0500920.894390.885339494.557580.652586.5897250.4660.9544840.766720.75581363.899453.0111459.5546250.4660.8206380.609980.5977
38、3767.605290.952192.81586250.4664864.115152.8475173.4221.966292.0830122.091329mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtanK1=2.091K2=2.092K3=2.092K=2.091K2=2.092K3=2.0920.8139230.813960.813968221.7638221.7516221.751629.04250.4660.8975990.897620.897629359.4157359.4038359.4038250.4660.9589510.95890.95896
39、6460.6024460.5952460.5952250.4660.9876060.98760.987612137.0254137.0247137.0247250.4660.9953430.995340.995345195.9129195.9125195.9125250.4661.0081141.008111.00811185.7286185.7294185.7294250.4661.0213521.021331.021337573.4051573.4134573.4134250.4661.0224011.022371.022371637.9947638.0133638.0133250.466
40、1.0034581.003411.003414694.8736694.9038694.9038250.4660.9598950.959830.959837661.0818661.1218661.1218250.4660.8847570.884680.884684586.9756587.0236587.0236250.4660.7551090.755020.755021459.9817460.035460.035250.4660.5969490.596850.59685192.9382992.9535592.95355250.4665174.7615174.9285174.9282.091871
41、2.0919382.091938用迭代法試算假定計(jì)算結(jié)果Fs 與假定接近，故得土坡的穩(wěn)定安全系數(shù)Fs3=2.092（4）確定第四個(gè)過坡腳滑動(dòng)面，在輔助線上做圓4，半徑R=28.97m，將結(jié)果列入表中，驗(yàn)算其穩(wěn)定性：圖2-6 圓心為O4的滑動(dòng)面示意圖表2-4 土坡穩(wěn)定性計(jì)算表土條號(hào)li面積Wisincoswi*sinWi*tanci*li*cos14.428.88180.26-0.440.897998-79.314484.0011699.2287524.1424.6499.38-0.310.950737-154.808232.711198.4012334.0437.64764.09-0.170.
42、985444-129.895356.065999.5298541.0711.84240.36-0.090.995942-21.6324112.007826.6414451.517.34352-0.040.9992-14.08164.03237.4699961.4151.241040.170.050.99874952.0085484.719230.981274.0660.121220.440.190.981784231.8836568.72587.6929584.1566.121342.240.330.943981442.9392625.483886.1854694.3764.841316.25
43、0.470.882666618.6375613.372584.85955104.7854.841113.250.620.784602690.215518.774582.50873115.540.32818.50.740.672607605.69381.42181.38543127.316.97344.540.880.474974303.1952160.555676.280772544.839mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtanK1=1K2=2.048K3=2.176K=1K2=2.048K3=2.1760.692950.7978810.80377
44、264.417229.6458227.963228.97250.4660.806270.8801990.884349410.668376.1787374.4138250.4660.906220.9467620.949038502.740481.2145480.0607250.4660.954000.9754630.976668145.334142.1368141.9615250.4660.980560.9900980.990634205.496203.5172203.4072250.4661.022041.0101261.009457504.57510.5307510.8692250.4661
45、.070321.0250171.022473613.289640.3975641.9903250.4661.097761.0190691.014652648.291698.3525701.3926250.4661.101680.989610.983319633.784705.563710.0768250.4661.073520.9256760.917378560.103649.5612655.437250.4661.017440.8409860.831081454.870550.3142556.8727250.4660.885050.6752080.66343267.595350.760635
46、6.988250.4665211.165538.1735561.4332.047732.1762372.185377mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtanK1=2.185K2=2.186K3=2.186K=2.185K2=2.186K3=2.1860.8041580.8042010.804201227.8531227.841227.84128.97250.4660.8846220.8846520.884652374.298374.2852374.2852250.4660.9491880.9492040.949204479.9849479.97654
47、79.9765250.4660.9767470.9767560.976756141.9499141.9487141.9487250.4660.9906690.9906730.990673203.4203.3992203.3992250.4661.0094131.0094081.009408510.8915510.894510.894250.4661.0223061.0222871.022287642.0955642.1072642.1072250.4661.0143611.0143291.014329701.5939701.6161701.6161250.4660.9829040.982859
48、0.982859710.3764710.4095710.4095250.4660.9168310.916770.91677655.828655.8713655.8713250.4660.8304280.8303560.830356557.3105557.3589557.3589250.4660.6626530.6625670.662567357.4062357.4525357.4525250.4665562.9885563.165563.162.1859882.1860562.186056 用迭代法試算假定計(jì)算結(jié)果Fs 與假定接近，得土坡的穩(wěn)定安全系數(shù)，F(xiàn)s4=2.186。 （5）確定第五個(gè)過
49、坡腳滑動(dòng)面，在輔助線上做圓5，半徑R=28.93m，將結(jié)果列入表中，驗(yàn)算其穩(wěn)定性：圖2-7 圓心為O5的滑動(dòng)面示意圖表2-5 土坡穩(wěn)定性計(jì)算表土條號(hào)li面積Wisincoswi*sinWi*tanci*li*cos14.429.08184.32-0.450.893029-82.94485.8931298.6796624.1425.08509.12-0.330.943981-168.01237.249997.7020334.0438.28777.08-0.190.981784-147.645362.119399.1601941.0712.56254.99-0.10.994987-25.49911
50、8.825326.6159151.517.7359.31-0.050.998749-17.9655167.438537.453161.4152.481065.340.040.999242.6136496.448430.9951774.0661.441247.230.170.985444212.0291581.209288.0198684.1567.881377.960.330.943981454.7268642.129486.1854694.3766.641352.790.450.893029608.7555630.400185.85577104.7856.961156.290.60.8693.774538.831184.128115.542.84869.650.730.683447634.8445405.256982.6971127.321.34433.250.870.493052376.9275201.894579.184112581.608mi(=cos+sin*tan/K)(Wi*tan+c*li*cos)/miRtan
二廣高速連懷段公路路基路面工程綜合設(shè)計(jì)（K53+200～K54+400）畢業(yè)設(shè)計(jì)計(jì)算書
