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盤山高速公路路基路面綜合設(shè)計(jì)畢業(yè)論文(參考版)

2025-06-25 17:33本頁面
  

【正文】  asphalt concrete。 附□錄:專業(yè)英文翻譯Self Healing Asphalt Concretestate of the ArtAbstract: Similar to engineering materials used in civil engineering, aerospace engineering and other applications, an asphalt concrete also suffers from fatigue cracking due to a cyclic loading conditions on the road, which results in a decrease of the stiffness and the strength. The self healing capability has been investigated widely due to its unique contribution to the recovery of the stiffness and the strength from cracking and then to extend the service life of asphalt pavements. In this paper, general concepts of self healing and self healing asphalt concrete were introduced. Then, the parameters that influence the self healing capability of the asphalt binder and asphalt concrete were from other self healing materials, the possibilities of applying microcapsule self healing system in asphalt concrete were investigated in detail.Key words: selfhealing。感謝母校為我們提供的良好學(xué)習(xí)環(huán)境,使我們能夠在此專心學(xué)習(xí),陶冶情操。參考文獻(xiàn)[1]JTG B012003,公路工程技術(shù)標(biāo)準(zhǔn)[S].[2] JTG D202006,公路路線設(shè)計(jì)規(guī)范[S]. [3] JTG D302004,公路路基設(shè)計(jì)規(guī)范[S]. [4] JTG D402011,公路水泥混凝土路面設(shè)計(jì)規(guī)范[S].[5] JTG D502006,公路瀝青路面設(shè)計(jì)規(guī)范[S]. [6] JTG F102006,公路路基施工技術(shù)規(guī)范[S]. [7] JTJ01897,公路排水設(shè)計(jì)規(guī)范[S].[8] JTG D602004,公路橋涵設(shè)計(jì)通用規(guī)范[S].[9] JTG D622004,公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范[S].[10] JTG D632007,公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范[S].[11]交公路發(fā)[2007] 358號(hào),公路工程基本建設(shè)項(xiàng)目文件編制辦法[Z] 20070901.[12] JTG F102006,公路路基施工技術(shù)規(guī)范[S].[13] JTG/TD65042007,公路涵洞設(shè)計(jì)細(xì)則[S].[14]楊少偉.道路勘測設(shè)計(jì)[M].北京:人民交通出版社,(第三版).[15]鄧學(xué)鈞.路基路面工程[M].北京:人民交通出版社,.[16]曾革.公路路基穩(wěn)定理論與設(shè)計(jì)方法[M].長沙:中南大學(xué)出版社,時(shí)間如梭,轉(zhuǎn)眼畢業(yè)在即。涵洞的位置和數(shù)量充分考慮排洪及農(nóng)田水利設(shè)施的要求。連續(xù)梁的突出優(yōu)點(diǎn)是結(jié)構(gòu)剛度大,變形小,動(dòng)力性能好,主梁變形撓曲線平緩,有利于高速行車?!趸緲?gòu)造按橋涵分類標(biāo)準(zhǔn)分,三座橋梁均為大橋,分別為340m、340m和350m的預(yù)應(yīng)力砼(后張)T梁橋,上部結(jié)構(gòu)采用先簡支后連續(xù),下部結(jié)構(gòu)橋臺(tái)采用U臺(tái),橋墩采用柱式墩,橋臺(tái)采用擴(kuò)大基礎(chǔ),橋墩采用樁基礎(chǔ)。二號(hào)橋的中心樁號(hào)K16+745,起點(diǎn)樁號(hào)為K16+,;終點(diǎn)樁號(hào)為K16+。2.橋面標(biāo)高:為橋面中心線上最低點(diǎn)的標(biāo)高,它用以表示橋梁高度。如材料運(yùn)輸,場地布置,便橋架設(shè)等。3.少占農(nóng)田,少拆遷,少淹沒?!鯓蜻x用說明□橋位選擇的一般要求本設(shè)計(jì)中主要考慮:1.服從線路總方向。本設(shè)計(jì)中的橋均為是大橋,三座橋梁分別為340m、340m和350m的預(yù)應(yīng)力連續(xù)T梁橋。10□橋涵選用說明當(dāng)前,我國的橋梁設(shè)計(jì)必須遵照“適用、經(jīng)濟(jì)、安全和美觀”的基本原則。 □水泥砂礫土層層底拉應(yīng)力驗(yàn)算 ______________________ ______________________h1=4cm E1=2000MPa h= E1=3600Mpa h2=6cm E2=1800MPa h3=8cm E3=1200MPa H=22cm E2=1200MPah4=20cm E4=3600MPa h5=22cm E5=1200MPa E0 =40 MPa E0=40MPa == 由=,==;由=,=,查三層連續(xù)體系中層底面拉應(yīng)力系數(shù)諾莫圖可知n1=由=,=,==,查三層連續(xù)體系中層底面拉應(yīng)力系數(shù)諾莫圖可知n2=。H/=,h/=,/=40/1200=, E2/E1=1200/3600= m2=?!跛喾€(wěn)定碎石層層底拉應(yīng)力驗(yàn)算 ______________________ ______________________ h1=4cm E1=2000MPa h= E1=3600MPa h2=6cm E2=1800MPa h3=8cm E3=1200MPa H=22cm E2=1200MPah4=20cm E4=3600MPa h5=22cm E5=1200MPa E0 =40 MPa E0=40MPa == =20cm由h/=,=1200/3600=,查三層連續(xù)體系上層底面拉應(yīng)力系數(shù)諾莫圖得=?!醮至J綖r青混凝土面層層底拉應(yīng)力驗(yàn)算 ______________________ ______________________h1=4cm E1=2000MPa h= E1=1200MPa h2=6cm E2=1800MPa h3=9cm E3=1200MPa H= E2=3600MPah4=30cm E4=3600MPa h5=20cm E5=1200MPa E0 =40 MPa E0=40MPa ==;=, =3?!踔辛J綖r青混凝土面層層底拉應(yīng)力驗(yàn)算 ______________________ ______________________h1=4cm E1=2000MPa h= E1=1800MPa h2=6cm E2=1800MPa h3=9cm E3=1200MPa H= E2=1200MPah4=30cm E4=3600MPa h5=20cm E5=1200MPa E0 =40 MPa E0=40MPa ==;==,=。計(jì)算路表理論彎沉值為L==故滿足要求。=,=,查三層體系表面彎沉系數(shù)諾莫圖可得=。C時(shí)的極限劈裂強(qiáng)度;對水泥穩(wěn)定類材料系指齡期為90d的極限劈裂強(qiáng)度;對二灰穩(wěn)定類、石灰穩(wěn)定類材料系指齡期為180d的極限劈裂強(qiáng)度;對水泥粉煤灰穩(wěn)定類系指齡期為120d的極限劈裂強(qiáng)度?!醴桨付O(shè)計(jì)□各層材料按容許層底拉應(yīng)力瀝青路面層、半剛性材料基層和底基層以拉應(yīng)力為設(shè)計(jì)或驗(yàn)算指標(biāo)時(shí),材料的容許拉應(yīng)力按下式計(jì)算 式中 : — 路面結(jié)構(gòu)層材料的容許拉應(yīng)力(MPa);— 瀝青混凝土或半剛性材料的極限劈裂強(qiáng)度(MPa); — 抗拉強(qiáng)度結(jié)構(gòu)系數(shù)。由公式n1n2===。由=,=,查三層連續(xù)體系中層底面拉應(yīng)力系數(shù)諾莫圖可知=。由公式m=Pm1m2得m==R=。由H/=,h/=,/=40/3600=?!跛喾€(wěn)定碎石層層底拉應(yīng)力驗(yàn)算 _______________________ ______________________h1=4cm E1=2000MPa h= E1=3600MPah2=6cm E2=1800MPa h3=8cm E3=1200MPa H= 20cm E2=2000MPah4=20cm E4=3600MPa h5=20cm E5=2000MPa E0 =40MPa E0=40MPa 由h/=, =3600/2000==?!醮至J綖r青混凝土面層層底拉應(yīng)力驗(yàn)算 ______________________ ______________________h1=4cm E1=2000MPa h= E1=1200MPah2=6cm E2=1800MPa h3=8cm E3=1200MPa H= E2=3600MPah4=20cm E4=3600MPa h5=20cm E5=2000MPa E0 =40MPa E0=40MPa =====,=?!踔辛J綖r青混凝土面層層底拉應(yīng)力驗(yàn)算 ______________________ ______________________h1=4cm E1=2000MPa h= E1=1800MPah2=6cm E2=1800MPa h3=8cm E3=1200MPa H= E2=1200MPah4=20cm E4=3600MPa h5=20cm E5=2000MPa E0 =40MPa E0=40MPa ====。如圖所示: ______________________ ______________________h1=4cm E1=1400MPa h=4cm E1=1400MPa h2=6cm E2=1200MPa h3=8cm E3=1000MPa H= E2=1200MPah4=20cm E4=1500MPa h5=20cm E5=900MPa E0 =40MPa E0=40MPa □方案一驗(yàn)算□細(xì)粒式瀝青混凝土面層層底拉應(yīng)力驗(yàn)算 ______________________ ______________________h1=4cm E1=2000MPa h=4cm E1=2000MPa h2=6cm E2=1800MPa h3=8cm E3=1200MPa H= E2=1800MPah4=20cm E4=3600MPa h5=20cm E5=2000MPa E0 =40MPa E0=40MPa ==4cm===。由可知:=+因?yàn)镠=,可知=。又因?yàn)镵2= /(K1)=()=,=40/1200=。h/δ=4/= =40/1200=。h/δ=4/= E2/E1=1200/1400=。C時(shí)的極限劈裂強(qiáng)
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