摘要隨著我國(guó)社會(huì)的發(fā)展與進(jìn)步和人民的生活水平的日益提高，交通的便利程度和安全性得到了人們的廣泛關(guān)注，橋梁又是現(xiàn)代交通中不可缺少的組成部分，我國(guó)橋梁工程無(wú)論在建設(shè)規(guī)模上，還是在科技水平上，均已躋身世界先進(jìn)行列。連續(xù)箱梁)下部結(jié)構(gòu)設(shè)計(jì)，在設(shè)計(jì)過(guò)程中，參考了諸如橋梁工程、土力學(xué)、橋涵水文、材料力學(xué)、專(zhuān)業(yè)英語(yǔ)等相關(guān)書(shū)籍和文獻(xiàn)，根據(jù)《公路橋涵設(shè)計(jì)手冊(cè)》系列度的要求，并且產(chǎn)生在規(guī)范容許范圍內(nèi)的變形，使橋梁在正常使用的情況下能夠準(zhǔn)。設(shè)計(jì)時(shí)還充分考慮河?xùn)|莊大橋所處區(qū)域的地質(zhì)和水文條件，既保證符合規(guī)范要求，同時(shí)保證因地制宜并且便于施工和維護(hù)，并且兼顧橋梁本身的美觀性與社Abstractnvenienceandsafetytogetthewidelsoanindispensablepartofmodernsintheworld.inchangtoYongchangExpresswayEastsubstructuredesign,duringthedesignprocess,thereferencesuchasbridgeengineering,soilmechanics,materialmechanics,hydrologyofbridgeandculvert,Englishandotherrelatedbooksandliterature,iesntdesignspecificationsforhighwaybridgesandculverts(JTGSeries)protocolisdesigned.Designconsiderationofseniorhighschoolentranceexaminationofthesafety,stabilityanddurabilityofthestandard.IntheexpectedheHedongVillageBridgewhereregionalgeologicaleasyconstructionandmaintenance,andtakeintoaccountthebridgeitselfubstructurepierabutmentbeauty 料及方案比選 2第一節(jié)設(shè)計(jì)資料 2 第二節(jié)墩臺(tái)比選 2 計(jì)算 4 1材料 4 4第二節(jié)蓋梁計(jì)算 4 1恒載計(jì)算: 15 3樁的內(nèi)力計(jì)算(m法) 22 30 第五章結(jié)論與展望 37 第一章緒論土連續(xù)箱梁)下部結(jié)構(gòu)設(shè)計(jì)，是根據(jù)《公路橋涵設(shè)計(jì)手冊(cè)》系列叢書(shū)，依照交通部頒發(fā)的有關(guān)公路橋涵設(shè)計(jì)規(guī)范(JTG系列)擬定設(shè)計(jì)而成。在設(shè)計(jì)過(guò)程中，參第二章設(shè)計(jì)資料及方案比選第一節(jié)設(shè)計(jì)資料據(jù)一般小于2m)卵礫石(稍密-中密)下伏花崗巖。地質(zhì)條件較好，地層自上而下比選2比選結(jié)果。4比選結(jié)果20*20*520*20*5BG2BG3BG4HG20*20*520*20*5BG2BG3BG4HGLBG6BG6第一節(jié)橋墩材料及尺寸用C30，系梁及鉆孔灌注樁用C25HHL第二節(jié)蓋梁計(jì)算每每一個(gè)支座恒載反力27.1025.082606.25291.36269.59每片中板自重每片邊板自重一孔上部構(gòu)造剪力剪力(KN)彎矩號(hào)q=0.65×0.35×1.9×25+M=-10.81×0.35/2-1.75×0.35/3=-2.011.9/2×0.21×0.35×25=129M=-12.56×(0.175+0.9)-48.31×0.45=2-.9×25=48.31q=(0.86+1.4)×0.9/2×12截面編-12-12-60-60-35.2422左-VVVVM=-12.56×0.165-48.31×1.2-49.87×30.75/2=-97.39M=333.52-12.56×2.675-48.31×2.954×-49.87×1.225-56.53×0.85/2=72.29M=333.52-12.56×5.175-48.31×4.55-549.87×3.725-56.53×2.925-166.25×1.25=-510.2(KN)q0.75×1.4×1.9×25=43=87q=0.85×1.4×1.9×25=543q=2.5×1.4×1.9×25=1655剪力(KN)右-1140.000截面編號(hào)3-34-45-5左q+q+q+q+q=333.52KN12345算a稱(chēng)布置n1=011n4=0b.雙車(chē)列，對(duì)稱(chēng)布置c.單車(chē)列，非對(duì)稱(chēng)布置由n=1ea/(2a2)，已知n=4，e=4.35，ini(2)按順橋向可變荷載移動(dòng)情況，求得支座可變荷載反力的最大值kk==kk096.8807876.787806.40210.2948.05096.8807876.787806.40210.2948.05-48.05486.7362.720092.699.84-36.002.07055對(duì)稱(chēng)布置按杠桿法算05570非對(duì)稱(chēng)布置按偏心受壓算0ii荷載橫向分布情況公路-I級(jí)荷載(KN)孔孔計(jì)算方法荷載布置橫向分布系數(shù)計(jì)算方法荷載布置RBBBn=0.00001n=0.18752n=0.31253n=0.00004n1=0.0085n=0.13542n=0.36463n=0.00854n=0.59301n=0.40702n=0.09303n=-0.09304n=0.47101n=0.35102n=0.14903n=0.029022.4829.974編編號(hào)荷載情況1恒載2公路-I級(jí)雙孔雙列對(duì)稱(chēng)(1+μ)I孔雙列非對(duì)稱(chēng)(1+μ)1+266.751676.65.5616.93409.15.7616.93425.01.6266.759.03676.65i290290290290ii計(jì)計(jì)算式荷載組合情況反力1級(jí)級(jí)雙列對(duì)稱(chēng)級(jí)雙列非對(duì)稱(chēng)上部恒載2251.904內(nèi)力計(jì)算(1)彎矩計(jì)算(圖3-2)M=0M=R0.25221M=R1.85R1.05+G0.8544121M=R4.35R1.45+G3.3555121-166.69-2.48-137.26-666.75-9.90-549.03-790.1468.87梁的反力(KN)666.759049.03616.93409.15荷載組合情況上部恒載汽車(chē)對(duì)稱(chēng)汽車(chē)非對(duì)稱(chēng)墩柱反力2251.9905.424844.13-729.56截面000各各截面剪力(KN)VV-9.915171359135913591355.45.45-54917021293129312931293.01.81.81梁的反力R10R2-666-666-9.90-54999截面V左0-6660柱反力G(1KN)V左V右左右V左V右0-9.900000-549-666616..7593(3)蓋梁內(nèi)力匯總(表3-8)截面2.蓋梁自重3.汽車(chē)對(duì)稱(chēng)-666.75-97.39-9.90-790.1405.42-510.204844.13-166.69-35.24-2.48-2.09布置布置4.汽車(chē)非對(duì)稱(chēng)布置5.1+2+36.1+2+4-2.09-2.09-137.26-204.41-339.19-549.03-774.04-1313.17468.8796.21-248.98-729.564839.35-734.34截截面(KN)載2.蓋梁自重3.汽車(chē)對(duì)稱(chēng)布置4.汽車(chē)非對(duì)稱(chēng)布置5.1+2+36.1+2+4V左V左V右V右V左V右V左V右V左V右-666.75-12.56-12.56-9.90-549.03-12.56-689.21-12.56-1228.34-666.75-666.75-60.87-60.87-9.90-9.90-549.03-549.03-737.52-737.52-1276.65-1276.65-666.75-616.93-110.74222.78-9.90-549.03-787.39-1326.52-1276.70000000設(shè)計(jì)與承載力核算YM施fb(|h-x)|0dcdx(02)fA=fbxsdscdfbxA=cdsfA=cd==1967mm2S1f實(shí)際選實(shí)際選用含筋率(%).241.290.241.290M-204.41-774.0496.214839.35截面號(hào)3-34-45-58根數(shù)0d2td0式中：a——預(yù)應(yīng)力提高系數(shù)，本例取a=1.0；2N第三節(jié)橋墩墩柱計(jì)算1恒載計(jì)算:(2)蓋梁自重(半根梁重)：493.63KN1(3)雙柱反力橫向分布系數(shù)計(jì)算(汽車(chē)荷載位置見(jiàn)圖3-8):表3-10：可變荷載組合垂直反力計(jì)算(雙孔)最小垂直反力最小垂直反力(KN)nBn(1+u)22-0.149-99.070.232154.25最大垂直反力(KN)nBnu)111.149763.960.768510.64荷載狀況單列車(chē)公路Ⅰ級(jí)雙列車(chē)編號(hào)12(2)最大彎矩時(shí)計(jì)算(單孔)表3-11：可變荷載組合最大彎矩計(jì)算(單孔)對(duì)對(duì)柱頂中心彎矩荷載情況墩柱頂反力計(jì)算式1垂直力(KN)BBB+B12水平力H(KN)2與蓋————-——0.000.008梁775.1×1.149×1.775.0.0雙列775.1082.532.29127.88286810車(chē)編號(hào)124截面配筋計(jì)算及應(yīng)力驗(yàn)算作用于墩柱頂?shù)耐饬?圖3-9)maxminmax(5)截面配筋計(jì)算已知墩柱選用C30混凝土，采用20φ16HRB335鋼筋，A=40.22cm2,則縱g0dcdsdscdsds0ddM0N00dcdsdrfDpgrf0d0cdsdBf+Dpgf'e=cdsd.r0Af+Cpf'cdsd設(shè)g=0.88,代入f=13.8MPa、f/=280MPa、ρ=0.003后，經(jīng)整理得cdsdcdsd0dcdsd第四節(jié)鉆孔灌注樁的設(shè)計(jì)計(jì)算 c1(2)一孔恒載反力(圖3-10)N=2606.25=1303.13KN121(3)蓋梁恒重反力N=987.25=493.63KN221(4)系梁恒重反力N=149.04=74.52KN3244恒1234恒1234q=1.5215=26.51KN/m,已扣除浮力4T==82.5KN作用點(diǎn)在支座中心，距樁頂距離為2121w=2.314=1.157KN11橫向風(fēng)因墩柱橫向剛度較大，可不予考慮。003樁的內(nèi)力計(jì)算(m法)1fEIhhZZX000ZHM=0A+MBZam0mzzH0.330.104.000.09960.9997427.69910.96938.650AamMB0mMZZ604.000.196960.998065909.43964.1804.000.377390.98617898.6004.000.529380.95861873.4904.000.645610.91324832.144.000.723050.85089201.005.33976.334.284.000.767610.73161213.38666.64880.034.934.000.754660.68694209.78625.94835.7284.000.614130.4065870.4841.19224.000.398960.14763245.42874.000.193050.0759569.214.000.050810.01354.464.004.000.000050.00009180aH一a2M一=0zA+0zBzxbxbxixx3-13，樁身的水平壓應(yīng)力分布示于圖3-12.maa2M0Bbx166-5.67-10.63-2.23aH0Abx14.8423-2.99-4.93Ax2.117790.854410.466140.14696-0.08741-0.10788Bx0.638850.444810.286060.06288-0.07572-0.09471-0.014870004.002.51-2.31-13.63-7.15Z4.93887s4sgcl爪爪0hs40042R0s0000papa0022r2則0PacdsdBf+Dpgf/0Af+Cpf/0