基礎(chǔ)工程課程設(shè)計題目名稱某公路橋梁橋雙柱式墩基礎(chǔ)設(shè)計學(xué)院專業(yè)年級09土木2班學(xué)生姓名學(xué)號指導(dǎo)教師課程設(shè)計第一部分11設(shè)計任務(wù)本設(shè)計對象為某公路橋梁，該橋梁的上部結(jié)構(gòu)設(shè)計已經(jīng)完成，本課程設(shè)計的任務(wù)是完成橋墩基礎(chǔ)與地基的設(shè)計與檢算。要求同學(xué)按給定的條件完成相關(guān)的設(shè)計和計算工作，具體要求如下1綜合分析設(shè)計資料，對三種常用的橋梁基礎(chǔ)類型（剛性擴(kuò)大基礎(chǔ)、樁基礎(chǔ)和沉井基礎(chǔ)）的技術(shù)合理性進(jìn)行比較（限于課時，本次課程設(shè)計不考慮造價因素），選擇較為合理的基礎(chǔ)方案。2對選定的基礎(chǔ)方案進(jìn)行詳細(xì)設(shè)計。3初步?jīng)Q定修筑基礎(chǔ)的施工方案。4將以上全部成果整理成設(shè)計計算說明書和設(shè)計施工圖。12設(shè)計資料121工程概況該橋梁系某I級公路干線上的中橋（單線），線路位于直線平坡地段。該地區(qū)地震烈度較低，不考慮地震設(shè)防問題。橋梁及橋墩部分的設(shè)計已經(jīng)完成，橋跨由4孔30M預(yù)應(yīng)力鋼筋混凝土梁組成。122工程地質(zhì)和水文地質(zhì)地面標(biāo)高3408M，最大沖刷線標(biāo)高3356M。地基土為中砂，,內(nèi)摩擦角38O，地基土比例系數(shù)M15000KN/M4；地基土極限摩阻力KPA；地基容許承載力370KPA，土的飽和容重19IK50QA0F50KN/M3；土的浮容重108KN/M3。123墩柱及樁的尺寸采用雙柱式墩（圖1。墩帽蓋梁標(biāo)高3514M，墩柱頂標(biāo)高為3502M，樁頂（常水位）標(biāo)高為3452M，。墩柱直徑150M；樁的直徑160M。樁身用C25混凝土；其受壓彈性模量MPA；4C2810E樁的容重25KN/M3124荷載情況橋墩為單排雙柱式，上部結(jié)構(gòu)為30M預(yù)應(yīng)力鋼筋混凝土T梁，橋面寬度7M215M,設(shè)計汽車荷載為公路II級，人群荷載標(biāo)準(zhǔn)值為30KN/M2。橋梁處于I類環(huán)境，下部結(jié)構(gòu)安全等級為二級，以順橋向計算。圖1雙柱式橋墩計算圖（標(biāo)高單位為M，尺寸單位為CM）每一根樁承受荷載為兩跨恒載反力N1145178KN蓋梁自重反力N24015KN系梁自重反力N314178KN一根墩柱（直徑15M）自重N422028KN樁每延米自重21653016K4Q已扣除浮力兩跨活載反力N556910KN單跨活載反力N641518KN車輛荷載反力已按偏心受壓原理考慮橫向分布的分配影響。在順橋向引起的彎矩M12915KNM制動力T8950KN，作用點在支座中心，距樁頂距離為5867M?？v向風(fēng)力蓋梁部分W1295KN，對樁頂力臂51M；墩身部分W2225KN，對樁頂力臂245M；樁基礎(chǔ)采用旋轉(zhuǎn)鉆孔灌注樁基礎(chǔ)，為摩擦樁。橋墩為單排雙柱式，上部結(jié)構(gòu)為30M預(yù)應(yīng)力鋼筋混凝土T梁，橋面凈寬7M215M,設(shè)計汽車荷載為公路2級，人群荷載標(biāo)準(zhǔn)值為30KN/M2。以順橋向計算，計得至蓋梁頂?shù)母髯饔弥狄姳?。13設(shè)計依據(jù)1中華人民共和國交通部部標(biāo)準(zhǔn)公路橋涵地基與基礎(chǔ)設(shè)計規(guī)范（JTGD632007）人民交通出版社，20072中華人民共和國鐵道部標(biāo)準(zhǔn)鐵路橋涵地基基礎(chǔ)設(shè)計規(guī)范，TBJ2993趙明華主編，徐學(xué)燕副主編基礎(chǔ)工程高等教育出版社，20034李克釧主編，羅書學(xué)副主編基礎(chǔ)工程中國鐵道出版社，20005王曉謀主編，基礎(chǔ)工程人民交通出版社，2005第二部分方案設(shè)計21方案比選1對剛性擴(kuò)大基礎(chǔ)基礎(chǔ)在外力（包括基礎(chǔ)自重）作用下，基底的地基反力為，此時基礎(chǔ)的懸出部分AA斷面左端，相當(dāng)于承受著強(qiáng)度為的均布荷載的懸臂梁，在荷載作用下，AA斷面將產(chǎn)生彎曲拉應(yīng)力和剪應(yīng)力。當(dāng)基礎(chǔ)圬工具有足夠的截面使材料的容許應(yīng)力大于由地基反力產(chǎn)生的彎曲拉應(yīng)力和剪應(yīng)力時，AA斷面不會出現(xiàn)裂縫，這時，基礎(chǔ)內(nèi)不需配置受力鋼筋，這種基礎(chǔ)稱為剛性基礎(chǔ)。剛性擴(kuò)大基礎(chǔ)屬于淺基礎(chǔ)，其埋置深度一般小于5米，對于本工程若采用剛性擴(kuò)大基礎(chǔ)，其須埋于最大沖刷線下不小于1米，剛最小的進(jìn)置深度為57M因此，盡管持力層土層地質(zhì)良好，考慮淺基礎(chǔ)特點故不適合。2沉井基礎(chǔ)沉井基礎(chǔ)適用以下情況A上部荷載較大，而表層地基土的容許承載力不足，擴(kuò)大基礎(chǔ)開挖工作量大，以及支撐困難,但在一定深度下有好的持力層，采用沉井基礎(chǔ)與其它深基礎(chǔ)相比較，經(jīng)濟(jì)上較為合理時；B在山區(qū)河流中，雖然土質(zhì)較好，但沖刷大或河中有較大卵石不便樁基礎(chǔ)施工時；C巖層表面較平坦且覆蓋層薄，但河水較深；采用擴(kuò)大基礎(chǔ)施工圍堰有困難時。綜上所述，本工程不須采用沉井基礎(chǔ)。3樁基礎(chǔ)A當(dāng)建筑物荷載較大，地基上部土層軟弱或適宜的地基持力層位置較深，地下水位較高，采用淺基礎(chǔ)或人工地基在技術(shù)上、經(jīng)濟(jì)上不合理；B河床沖刷較大，河道不穩(wěn)定或沖刷深度不易計算正確，位于基礎(chǔ)或結(jié)構(gòu)物下面的土層有可能被侵蝕、沖刷，如果采用淺基礎(chǔ)不能保證基礎(chǔ)安全時；C當(dāng)?shù)鼗嬎愠两颠^大或結(jié)構(gòu)物對基礎(chǔ)沉降變形與水平側(cè)向位移較敏感，采用樁基礎(chǔ)穿過松軟（高壓縮）土層，將荷載傳到較堅實（低壓縮性）土層，以減少建筑物沉降并使沉降較均勻；D承受較大的水平力，需要減少建筑物的水平位移和傾斜時，對穩(wěn)定性要求較高；E在地震區(qū)，可液化地基中，采用樁基礎(chǔ)可增加建筑物抗震能力，樁基礎(chǔ)穿越可液化土層并伸入下部密實穩(wěn)定土層，可消除或減輕地震對建筑物的危害。本工程對水平位移要求嚴(yán)格，本工程中局部沖刷線集位置較深，采用樁基礎(chǔ)具有造價低，強(qiáng)度高，沉降量小而均勻，施工較兩者簡易，綜上所述，本工程采用樁基礎(chǔ)比較合理。31樁長計算由于地基土土層單一，為中密砂礫土，根據(jù)地質(zhì)情況樁長不可確定，應(yīng)按單樁軸向容許承載力公式反算樁長。采用短期效應(yīng)組合，除了考慮永久作用外，還需考慮汽車效應(yīng)和人群效應(yīng)。按兩跨布載考慮NH10N1N2N3N4LQHQ10N510N71014517840151417822028345233563016H8441056910307398844H設(shè)樁埋入局部沖刷線下深度為H,埋入一般沖刷線下，則3H00212AIPAKRULQMAFKR計算時取以下數(shù)據(jù)樁的設(shè)計樁徑160M,樁周長503M，61U201,07,08,40,370,1080已2154PA2020AFAKP23/KNM考慮浮力，50AKP，所以IQ得02132NAIKPARUQLMAFKH50350H20108073704108H523NH307398844H解得H1540M取H160M樁底標(biāo)高為31960取H160M樁的軸向承載力滿足要求。32單樁所受外荷載的分配計算墩柱頂外荷載、（按單跨計算）IPIIHM、2805194140157812KNPI（）（63452056317031399MKNMI33換算到局部沖刷線處計算00PHM、汽車按一跨布載考慮，按承載能力極限狀態(tài)下作用基本組合的效應(yīng)組合計算，除汽車荷載效應(yīng)外還需考慮人群荷載、汽車制動力、風(fēng)荷載的可變效應(yīng)。37916132871429805KNP（】957H75148724546410MKNM34樁的各參數(shù)確定地基土比例系數(shù)150M計算寬度MDKBF3421691樁的變形參數(shù)所以按彈性樁計算樁的換算深度其中,52162830H4M04978051751IE35局部沖刷線以下深度Z處樁身各截面內(nèi)力計算20H計算局部沖刷線以下深度Z處的樁身截面彎矩,計算公式MZMMMZBABABAQ461073826414073502970無量綱系數(shù)有附表3、附表7分別查得Z,計算如下表MZZZMAMBMKNZ000000000010000066186020610196960998067157004122037739098617758320618605293809586178261082440645610938177866910305072305091324785111236607618308508976552144220764980686946687418549068488049889521862267005316003202536073267930352580175462148030915019305007595104293510670050810013542318局部沖刷線以下深度Z處橫向土抗力計算ZXPXXXXXZXBZABZBMHP59174813342607201021無量綱系數(shù)由附表1，附表5查得，的計算列表見下表,ZXPZZZMAMBKPAPZX000024406616210000002061211779129088133104122180273100064316606186150268074981252808244122370537272566103050970410361192347123660745880219081951144220551750107931453185490253860035723922267000646100994483267930039860111361014309150087410094711202351067Z0104950056981079樁身最大彎矩及最大彎矩位置計算MMAX由得，0HZ2371968230CH由得查附表及25H37，故80MAXM238M07MAX,故1KM79423K610NKM局部沖刷線MKNMPKPA36樁底最大壓應(yīng)力驗算樁端最大和最小壓應(yīng)力應(yīng)滿足下式要求MAXIN0HKRRKNMPQQAW鉆孔樁）或沉入樁）GKKN842081630619234556991P254875KNTK02則KNTNKH1946078因,故4HKPADAPHKNAX574/1920MIN則320RFQR3625815785KPA9473顯然，滿足要求KPAQP49MAX37樁柱水平位移驗算按承載能力極限狀態(tài)作用效應(yīng)基本組合進(jìn)行驗算，根據(jù)以上的計算可知樁的局部沖刷線處受力為；墩柱頂上受力為M618KN,K17900MQ。6432,98KNKII墩柱頂縱向水平位移，其中樁在局部沖刷線處006352X的水平位移和轉(zhuǎn)角為水平位移0032XXXEIIHAB轉(zhuǎn)角0002II根據(jù)分析，摩擦樁且25或支承樁且35時，幾乎為零，可以認(rèn)為。HHHM0HK因為5524所以按4查公路橋涵地基與基礎(chǔ)設(shè)計規(guī)范（JTGD632007）得下HH表53162A15802B608412C76432D483736397305194454440273061246893576185027243423BAKBADHX75173061246893570642896162173061246893570485162173061246893570489850617243234234234234234BAKBACCDAADCCHHHX符合相關(guān)規(guī)范要求。,61037456210982306149820362030MEIIXBMAQXXRADEIIBA366202001745751098231198704EINMH6932510423015635278817061XNEI，滿足要求。M97538樁身強(qiáng)度驗算與配筋設(shè)計按最大彎矩所在截面的內(nèi)力進(jìn)行配筋和強(qiáng)度驗算KNNJ3501481529416502194863541630827最大彎矩發(fā)生在地面以下Z194M處，該處，樁內(nèi)豎向鋼筋按含MKNM792MAX筋率09配置鋼筋面積22681091604AS現(xiàn)選用30根MPAFMAHRBSDS280,1847535282級鋼筋，的則實際配筋率滿足要求。,906184722DAS的影響。應(yīng)考慮縱向彎曲對偏心故長細(xì)比,417,98305697DLLPP，MNMEJ237146MAX0縱向鋼筋所在圓周半徑。MRS720890截面有效高度RHS157280MEDLHEP508392713610912/74/140,6975620,6032202101則截面實際偏心距則取取1在垂直于彎矩作用平面內(nèi)，長細(xì)比,/故穩(wěn)定系數(shù)DLP則222218475,096416MAACC實際縱向鋼筋面積混凝土截面積為在垂直于彎矩作用平面的承載力為KNFFNSDCDU35012509184750592在彎矩作用平面內(nèi)CADBCADBRFCAFGDBESDCD7425190820145190以下采用試算法列表。ABCD（）0E0E00711842064831187514045322320101由上表可見，當(dāng)時，（）322MM與設(shè)計的323MM很接近,故取7100E0為計算值。7103在彎矩作用平面內(nèi)的承載力為JSDCDJSDCDUMMKNGDBKCAFRFFRF593028090840518461564273280091876580333U22截面彎矩計算結(jié)果表明截面符合承載力要求。4配置箍筋461755812195218475204670/25990/8,71946/1402/22MKFAFNAFKMAMDALSDSDCORUSOSDODSCRCORSP得由于縱向鋼筋面積核心面積核心面積直徑故按螺旋箍筋柱設(shè)計由于長細(xì)比現(xiàn)取10R235級鋼筋滿足規(guī)范要求。單肢10箍筋的面積，278MSOL箍筋MSOL635812740SCR間距根據(jù)構(gòu)造要求取箍筋間距為S200MM截面復(fù)核2003184205714MSADSOLCRSKNKAFFNSDSODCORU156427328718475203184990D檢查混凝土保護(hù)層是否會剝落27816780635124509519KNKNAFNUUSSDCU滿足要求，故混凝土保護(hù)層不會脫落。39裂縫寬度驗算根據(jù)公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范（JTGD622004）截面相對界限受壓區(qū)高度，則構(gòu)件為小偏心受壓，無需驗算裂縫寬度。71056B第四部分施工方案根據(jù)工程地質(zhì)水文地質(zhì)資料情況該樁基礎(chǔ)采用旋挖鉆機(jī)成孔的方法，鉆孔灌注樁是一種質(zhì)量要求高，施工工序多，須在短時間內(nèi)連續(xù)完成的一種地下隱蔽工程，所以嚴(yán)格控制工序施工質(zhì)量，保證樁質(zhì)量。施工工序（一）準(zhǔn)備工作1、準(zhǔn)備場地，施工前應(yīng)將場地平整好，以便安裝鉆架進(jìn)行鉆孔。場地位于淺水時，宜采用筑島法。2、埋置護(hù)筒，水中筑島，護(hù)筒宜埋入河床面以下1M。在水中平臺上設(shè)置護(hù)筒，課根據(jù)施工最高水位，流速，沖刷及地質(zhì)條件等因素確定。必要時打入不透水層。3、安裝鉆機(jī)，安裝時，底架應(yīng)墊平，保持穩(wěn)定，不得產(chǎn)生位移沉陷。鉆頭好鉆桿中心與護(hù)筒頂面中心的偏差不得大于5CM。4、制備泥漿（二）鉆孔采用正循環(huán)進(jìn)行旋轉(zhuǎn)鉆進(jìn)成孔。在鉆孔過程中，始終保持鉆孔水位要高出筒外115M的水位差和護(hù)壁泥漿的要求，鉆孔要一氣呵成。鉆孔過程中加強(qiáng)對樁位、成孔情況的檢察工作。（三）清孔及裝吊鋼筋骨架（四）灌注水下混凝土混凝土應(yīng)拌合均勻，灌注時連續(xù)作業(yè)，隨時測量和記錄孔內(nèi)混凝土灌注標(biāo)高和導(dǎo)管入孔長度。（五）成樁后拔出護(hù)筒（六）回填空孔請您刪除一下內(nèi)容，O_O謝謝MANYPEOPLEHAVETHESAMEMIXEDFEELINGSWHENPLANNINGATRIPDURINGGOLDENWEEKWITHHEAPSOFTIME,THESEVENDAYCHINESE請您刪除一下內(nèi)容，O_O謝謝NATIONALDAYHOLIDAYCOULDBETHEBESTOCCASIONTOENJOYADESTINATIONHOWEVER,ITCANALSOBETHEEASIESTWAYTORUINHOWYOUFEELABOUTAPLACEANDYOUMAYBECOMEMOREFATIGUEDAFTERTHEHOLIDAY,DUETOBATTLINGTHELARGECROWDSDURINGPEAKSEASON,ADREAMABOUTAPLACECANTURNTONIGHTMAREWITHOUTCAREFULPLANNING,ESPECIALLYIFYOUTRAVELWITHCHILDRENANDOLDERPEOPLEASMOSTCHINESEPEOPLEWILLTAKETHEHOLIDAYTOVISITDOMESTICTOURISTDESTINATIONS,CROWDSANDBUSYTRAFFICAREINEVITABLEATMOSTPLACESALSOTOBEEXPECTEDAREINCREASINGTRANSPORTANDACCOMMODATIONPRICES,WITHTHEPOSSIBILITYTHATTHEREWILLBENOROOMSAVAILABLEITISALSOCOMMONTHATYOULLWAITINTHELINEFORONEHOURTOGETATICKET,ANDANOTHERTWOHOURSATTHESITE,TOONLYSEEATINYBITOFTHEPLACEDUETOTHECROWDSLASTYEAR,428MILLIONTOURISTSTRAVELEDINCHINAOVERTHEWEEKLONGHOLIDAYINOCTOBERTRAVELINGDURINGTHISPERIODISAMATTERTHATNEEDSTHOROUGHPREPARATIONIFYOUARESHORTONTIMETOPLANTHEUPCOMING“GOLDENWEEK“ITMAYNOTBEABADIDEATOAVOIDSOMEOFTHEMOSTCROWDEDPLACESFORNOWTHEREISALWAYSAPLACESOFASCINATINGTHATEVERYONEYEARNSFORARXANISAPLACELIKETHISTHEBEAUTYOFARXANISEVERLASTINGREGARDLESSOFTHECHANGINGOFFOURSEASONSBESTOWEDBYNATURE,ITSSPECTACULARSEASONALLANDSCAPEANDMOUNTAINSAREJUSTBEYONDWORDARXANISACRUCIALDESTINATIONFORTHERECOMMENDEDTRAVELLINGROUTE,“CHINAINNERMONGOLIAARXANHAILARMANZHOULI“ITISALSOTHEJOINTOFTHEFOURPRAIRIESACROSSTHESINOMONGOLIANBORDER,WHEREPEOPLEGRAVITATETOWARDSTHEEXOTICATMOSPHEREMIXEDWITHCHINESE,RUSSIAN,ANDMONGOLIAELEMENTSASAHISTORICSITEFORTHEYITIANBATTLE,ARXANSTILLEMBODIESTHESPIRITOFGENGHISKHANWALKINGINTOARXAN,YOUWILLBEAMAZEDBYAKALEIDOSCOPEOFGORGEOUSCOLORSALLTHEYEARROUNDTHESPRINGAZALEASBLOOMINGREDINTHESNOW,THESUMMERSEAWAVERINGBLUEINTHEBREEZE,THEAUTUMNLEAVESPAINTEDINYELLOWCOVERINGVOLCANICTRACES,ANDTHEWINTERWOODSSHININGWHITEONTHEVASTALPINESNOWSCAPEHINGGANLEAGUEARXANCITYISSITUATEDINTHEFAREASTERNAREAOFINNERMONGOLIAAUTONOMOUSREGIONITSFULLNAME“HARENARXAN“MEANS“HOTHOLYWATER“INTHEMONGOLIANLANGUAGEARXANISATOURISMCITYINTHENORTHERNFRONTIERWITHABLENDOFLARGEFOREST,GRANDPRAIRIES,VASTSNOWFIELD,HEAVENLAKECLUSTER,THERMIUM,ASWELLASVOLCANICCLUSTERITISARAREANDUNIQUEECOTOURISMBASEFILLEDWITHHEALTHYSUNSHINE,CLEANAIRANDUNSPOILEDGREENNESTLEDCLOSETOTHECOUNTRYSLARGESTVIRGINFOREST,ANDKNOWNFORITSSPRINGANDECOLOGICALENVIRONMENT,ARXANISMARVELEDATBYMANYTOURISTSASTHEPURESTLANDONEARTHYOUCANNOTMISSOUTTHEAUTUMNOFARXANITISDEFINITELYTHEBESTWITHBRIGHTLYCOLOREDSCENERYFULLOFEMOTIONSAUTUMNINTHENORTHERNPARTOFTHECOUNTRYCOMESEARLIERTHANTHESOUTHASEPTEMBERRAINFOLLOWEDBYTHEFOOTPRINTSOFAUTUMNBRINGSMORECOLORSTOTHEONC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