營運(yùn)階段的設(shè)計(jì)計(jì)算—涪江大橋設(shè)計(jì)專業(yè)年級：土木工程2002級姓名：XX指導(dǎo)教師：XX職稱：高級工程師設(shè)計(jì)資料及基本數(shù)據(jù)設(shè)計(jì)標(biāo)準(zhǔn)設(shè)計(jì)荷載：汽車-超20級，掛車-100，人群荷載3.0KN/m2設(shè)計(jì)行車速度：60Km/h凈跨徑：l0=140m凈矢高：f0=28m橋面凈空：凈9+2×（0.25m+1.0m人行道）橫坡：1.5%，縱坡：0%地震烈度：Ⅵ主要構(gòu)件材料及其數(shù)據(jù)瀝青砼橋面鋪裝,材料容重1=23KN/m3;橋面板：0.5m厚空心簡支板，C30級鋼筋砼2=25KN/m3;主拱圈、拱座：C40級鋼筋砼雙箱肋形截面，3=25KN/m3;墩柱、拱上立柱、橫系梁、欄桿及橫向蓋梁：C30級鋼筋砼4=25KN/m3;10cm厚防水層：5=0.2KN/m2。設(shè)計(jì)依據(jù)（1）交通部部標(biāo)準(zhǔn)《公路橋涵設(shè)計(jì)通用規(guī)范（JTGD60-2004）》簡稱“橋規(guī)D60”；（2）交通部部標(biāo)準(zhǔn)《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（JTGD62-2004）》簡稱“D62”；（3）交通部部標(biāo)準(zhǔn)，《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范（JTJ024-85）》簡稱“橋規(guī)024”；（4）《公路橋涵設(shè)計(jì)手冊—拱橋》（上、下冊）簡稱“拱橋”。二、主拱圈截面幾何要素的計(jì)算（一）主拱圈橫截面尺寸如圖1所示圖1主拱圈構(gòu)造圖(尺寸單位：cm)（二）主拱圈截面幾何性質(zhì)截面積A=2×[2.5××2.0×2-(1.9+2.0)×0.05××2+×0.05×0.1×8]=2×3.845=7.69㎡繞肋底邊緣的靜矩S=2×[×3.0×2.52-2×0.87×2.0×(0.25+)－2×(1.9＋2.0)×0.05××(0.25+)＋4×0.05×0.1××(2.2＋×0.05)＋4×0.05×0.1××(0.25＋)]=2×4.806=9.611m3主拱圈截面重心軸y下==1.25my上=y下=1.25m主拱圈截面繞重心軸的慣性矩Ix=2×(×3.0×2.53－2××0.87×2.03－2××0.1×2.03)=2×2.6130=5.2260m4主拱圈截面繞重心軸的回轉(zhuǎn)半徑rWw==0.8244m三、確定拱軸系數(shù)上部結(jié)構(gòu)構(gòu)造布置上部結(jié)構(gòu)構(gòu)造布置如圖2所示。圖2立柱布置圖（尺寸單位：cm）主拱圈假定m=1.756，相應(yīng)的=0.23,f0/l0=,查《拱橋》（上冊）表（Ⅲ）-20（4）得sinj=0.66408,cosj=0.74766主拱圈的計(jì)算跨徑和計(jì)算矢高l=l0＋2ybsinj=140＋2×1.25×0.66408=141.6602mf=f0＋yb（1-cosj）=28＋1.25×(1－0.74766)=28.3154m拱腳截面的水平投影和豎向投影x=Hsinj=2.5×0.66408=1.6602my=Hcosj=2.5×0.74766=1.8692m將拱腳沿跨徑48等分，每等分長△l==2.9513m,每等分點(diǎn)拱軸線的縱坐標(biāo)y1=[表（Ⅲ）-1值]×f,相應(yīng)的拱背曲面坐標(biāo)y1’=y1－yt/cos,拱腹曲面坐標(biāo)y1”=y1＋yb/cos。具體數(shù)值見表1，具體位置見圖3。主主拱圈幾何何性質(zhì)表表1截面號xy1/fy1cosФyt/cosФФyb/cosФФy1-yt/ccosФy1+yb/ccosФ距拱腳123456789100（拱腳）70.830111.000000028.315440.7476661.67191.671926.6435529.987330.0000167.878880.910166925.771880.7668881.63001.630024.1418827.401882.9513264.927550.825588323.376770.7856441.59111.591121.7857724.967885.9026361.976220.746044321.124550.8038551.55501.555019.5695522.679558.8539459.024990.671366119.009990.8214771.52171.521717.4882220.5315511.80522556.073660.601366317.027880.8384331.49091.490915.5370018.5187714.75655653.122330.535888515.173880.8546991.46251.462513.7113316.6363317.70788750.171000.474777113.443330.8702001.43651.436512.0069914.8798820.65911847.219770.417888011.832440.8849111.41261.412610.4199913.2450023.61044944.268440.365077610.337330.8988111.39071.39078.946511.7280026.561771041.317110.31633378.95720.9118551.37081.37087.586410.3280029.513001138.365880.26569937.52320.9240221.35281.35286.17048.876032.4643312（跨）35.414550.22500006.37100.9353111.33651.33655.03457.707435.415661332.463220.18799935.32310.9456991.32181.32184.00136.644938.366991429.511990.15456634.37650.9551661.30871.30873.06785.685241.318221526.560660.12461103.52840.9637331.29701.29702.23134.825444.269551623.609330.09804442.77620.9713771.28681.28681.48934.063047.220881720.658000.07478872.11760.9781111.27801.27800.83963.395650.172111817.706770.05476691.55080.9839441.27041.27040.28042.821253.123441914.755440.03793301.07400.9888661.26411.2641-0.190112.338156.074772011.804110.02422210.68580.9928771.25901.2590-0.573111.944859.02600218.85280.01360010.38510.9960001.25501.2550-0.869991.640161.97733225.90150.00603370.17090.9982221.25221.2522-1.081331.423264.92866232.95020.00150080.04270.9995661.25061.2506-1.207991.293267.8799924（拱拱頂）0001.0000001.25001.2500-1.250001.250070.83122注:第3欄查拱橋（上）表(Ⅲ)-1；第5欄查表（Ⅲ）-20（4）圖3拱軸坐標(biāo)計(jì)算示意圖拱上立柱布置立柱位置按表1及圖2用內(nèi)插法查取、計(jì)算，如表2所示。拱上立柱柱布置表2立柱號距拱腳(mmm)位置（截面號號之間）相應(yīng)y1(mm)相應(yīng)距拱腳（mm)相應(yīng)yt/cos(mm))（1）（2）～（3）（4）～（5）（6）～（7）P12830#0～#128315～257720～29511672～1630P210830#3～#421125～190108854～118051555～1522P318830#6～#715174～1344317708～206591463～1436P426830#9～#1010337～895726562～295131391～1371P534830#11～#1227523～637132464～354161353～1336P642830#14～#1554377～352841318～442701309～1297P750830#17～#1882118～155150172～531231278～1270P858830#19～#2001074～68656075～590261264～1259P966830#22～#233171～4364929～678801252～1251(二)、上部結(jié)構(gòu)恒載計(jì)算1.橋面系（1）人行道及緣石a.人行道鋪裝=24KN/m31.0×0.02×24×2=0.96KN/mb.人行道板、緣石=25KN/m3（0.08×1.3＋0.1×0.2×2＋0.1×0.30）×25×2=8.7KN/mc.人行道下填砂層=18KN/m31.0×0.02×18×2=0.72KN/md.人行道塊件內(nèi)水管鑄鐵容重為78.5KN/m3，水的容重為10KN/m3，水管內(nèi)徑為35cm,外徑為36cm。[2××0.01×78.5＋×(0.352/4)×10]×2=3.6752KN/me.人行道塊件里填砂礫石或裝電纜，=18KN/m3[1.0×0.6－×(0.362/4)]×18×2=0.6575KN/mf.欄桿據(jù)經(jīng)驗(yàn)取5.0KN/m。以上6項(xiàng)共為：0.96＋8.7＋0.72＋3.6752＋0.6575＋5.0=19.7127KN/m立柱縱向中距為8m，每個立柱所承受的壓力為8.0×19.7127=157.70KN(2)8cm厚瀝青砼鋪裝，=22KN/m30.08×9×8×22=126.72KN(3)8cm現(xiàn)澆30＃砼，=24KN/m30.08×9×8×24=138.24KN（4）1cm防水層，=0.2KN/m20..2×8××9=144.4KNN(5)0.5m厚厚空心板，空空心板折減減率為0.70.5×9×88×0.77×25==630KKN2.柱上蓋梁自重蓋梁構(gòu)造如圖44所示，厚厚為110ccm。防震擋塊自重：：2×0..3×0..3×1..1×255=4.995KN主要截面自重：：[2×（0.5＋1.3）×2.00÷2＋1.3××8.0－(5.8＋6.0))×0.11÷2]××1.1××25=3368.7775KNN蓋梁總重：4..95＋368..775==373..73AKKN蓋梁及以上橋面面系總重為為157..70＋126..72＋138..24＋14.4＋630＋373..73=11440..79KNN3.拱上立柱的計(jì)算算（1）立柱底梁的yy1計(jì)算根據(jù)表2中立柱柱前后截面面號的相應(yīng)應(yīng)y1值、相應(yīng)應(yīng)距拱腳距距離及相應(yīng)應(yīng)yt/ccosФ值，用內(nèi)內(nèi)插法即可可求得，其其結(jié)果見表表3所示，如P1。P1y1=283315－×(28300－0)=255876mmm(2)同y1值值的計(jì)算方方法，立柱柱的yt/ccosФ值也可求求得，其結(jié)結(jié)果見表3所示，如P1。P1yt/cossФ=16722－×(28300－0)=16322mm（3）立柱底梁至蓋蓋梁底的高高度h計(jì)算蓋梁高度：0..8＋0.5==1.3mm跨中拱圈中線至至蓋梁底高高度=橋面標(biāo)高高－拱腳標(biāo)標(biāo)高－f－蓋梁高高度=2220.399－188..8－28.332-1..3=1..99m==19900mmh=y1+11990－－yt/cossФ如P1h=255876++19900－16322=262234mm，具體結(jié)結(jié)果見表3所示。圖4蓋梁、立柱構(gòu)造造圖(尺寸單位位：cm)拱上立柱柱參數(shù)表表3底梁y1（mm)yt/cosФФ(mmm)h(mmm)橫系梁（道）2587616322623441970915332016631451614531505321021213891081316600134072501394213034629019911276270507121259144208812518270（4）單排立柱自重重：2×1..0×1..0×255×h，其結(jié)果果見表4。（5）單個立柱間系系梁自重：：0.9××0.7××25×66.0=994.500KN拱上建筑筑自重表表4立柱號立柱高h(yuǎn)（m）柱間橫系梁重LL1（KN）柱身重（KN）2×1.0××1.0××h×255+L1蓋梁及以上自重重（KN）合計(jì)（KNN）P126.2354×94.50=378.0013591440.7993130.522P220.1663×94.50=283.5010402732.599P315.0532×94.50=189.007682382.455P410.8131×94.500=94.505562075.933P57.2501×94.500=03621897.788P64.629002311672.266P72.705001351576.044P81.44200721512.900P90.82700411482.155半拱懸臂作用下下，拱上建建筑（橋面面系、拱上上立柱）1/4跨和拱腳腳的剪力和和彎矩。拱上建筑筑彎矩表表5立柱號拱上立柱所受總總壓力（KN）1/4跨拱腳力臂（m）彎矩（KN.mm）力臂（m）彎矩（KN.mm）P13130.522∕∕2.83007923.35547P22732.599∕∕10.8300026864.77448P32382.455∕∕18.8300041599.22358P42075.933∕∕26.8300053584.44640P51897.788∕∕34.8300062808.44131P61672.2667.414012398.1113042.8300071622.77651P71576.04415.4140024293.0067250.8300080110.00692P81512.90023.4140035423.1147258.8300089004.11748P91482.15531.4140046560.2217166.8300099051.99931合計(jì)17533.33766118674..54455532569..214554.主拱圈拱圈半拱懸臂自自重作用下下，1/4跨和拱腳腳的剪力和和彎矩。P1/4=Al[表值]=7..69×225×1441.66602×00.25559=69969.22500KNM1/4=Al22[表值]÷4==7.699×25××141..660222×0.122638÷÷4=12218933.46133KN.mmPS=Al[表值值]=7..69×225×1441.66602×0.555086==150002.21168KNNMS=Al2[表表值]÷4==7.699×25××141..660222×0.522408÷÷4=50054744.95779KN..m5.橫隔板據(jù)構(gòu)造要求，每每立柱下設(shè)設(shè)一道橫隔隔板與肋間間系梁聯(lián)接接，每兩立柱間間平均設(shè)4道橫隔板，分分五段安裝裝，每分段段兩端各設(shè)設(shè)一道，即即1）拱腳段：144道；2）中間段：15道道；3）拱頂段：144道。所以每箱肋共有有橫隔板22×14＋＋2×155＋14=72道，主拱拱圈共有4×722=2888道，其中中實(shí)心板88道，空心心板2800道。單個空心板重力力：（2×0..87－1.5××0.477）×0.22×25==5.1775KN單個實(shí)心板重力力：2×0..87×00.2×225=8..7KN橫隔板總重力：：8×8..7＋280××5.1775=15518.660KN因?yàn)闄M隔板布置置較密，單單個重量較較小，可假假設(shè)橫隔板板沿跨徑均均勻分布，則則其集度為為：1518.600÷1411.66002=100.72KKN/m半拱懸臂自重作作用下，橫橫隔板1/4跨和拱腳腳的剪力和和彎矩：M1/4=×100.72××35.4422=67224.52955KN.mmMS=×10.72××70.8832=268990.52245KNN.m6.肋間系梁單個肋系梁重力力：(2××0.5××0.255＋0.3××2.0))×4.00×25=85KNN1/48444106mMS=190×(666.8330＋58.8830＋50.8830＋42.8830＋34.8830＋26.830＋＋18.8818＋10.8830＋2.8330)=266644.995KN..m半拱恒載對拱腳腳產(chǎn)生的總總剪力：V=175333.37666＋150002.21168＋0.5××15188.60++9×855=34059..89344KN（三）驗(yàn)算拱軸軸系數(shù)圖5肋間系梁梁橫斷面（尺尺寸單位：：cm）恒載對1/4跨跨及拱腳截截面的力矩矩見表6。半拱恒載下1//4跨及拱腳腳截面力矩矩表表6項(xiàng)目M1/4Mj主拱圈121893..46133505474..95799拱上建筑118674..54455532569..21455橫隔板6724.5229526890.55245肋間系梁6600.7660026644.99500合計(jì)253893..2953310915799.64669由表6知可知，=MACROBUUTTONNMTEEditEEquattionSSectiion2SSEQMMTEqnn\r\h\\*MEERGEFFORMAATSEQMTSec\h=0.22326，該該值與0.2335之差為0..00244小于半級級即0.00025，所以可可以確定上上面擬定的的橋跨結(jié)構(gòu)構(gòu)形式的設(shè)設(shè)計(jì)拱軸系系數(shù)m=11.7566。四、拱圈彈性中中心及彈性性壓縮系數(shù)數(shù)1.彈性中心ys=表[（Ⅲ）-3值]×f=0.33449339×288.31554=9..76711m2.彈性壓縮系數(shù)=(0.82444/288.31554)2=0.00008448μ1=[表（Ⅲ）-9值]×=10.99703××0.00008488=0.0009300μ=[表（Ⅲ）-11值]×=9..104777×0..0008848=00.007772==0.0092229五、主拱圈截面面內(nèi)力驗(yàn)算算據(jù)“橋規(guī)D60”，本拱拱橋應(yīng)驗(yàn)算算拱頂、拱拱腳、拱跨跨、截面的內(nèi)內(nèi)力。（一）結(jié)構(gòu)自重重內(nèi)力計(jì)算算1.用假載法計(jì)算確確定拱軸系系數(shù)m時在“五點(diǎn)”存在的偏偏差（1）假載內(nèi)力a.求假載由式=0.223qx==-56.40088KNN/mb.假載內(nèi)力假載qx產(chǎn)生的內(nèi)力可以以將其布置置在內(nèi)力影影響線上求求得。不考考慮彈性壓壓縮的假載載內(nèi)力見表表7。不計(jì)彈性性壓縮的假假載內(nèi)力表7項(xiàng)目影響線面積力或力矩（qxω）[表（Ⅲ）-14（27）值值乘數(shù)面積拱頂截面M10.006400－0.0050990.001311l226.288557-1482.99068H10.064099＋0.0625550.126644l2/f89.751995-5062.77999l/4截面M10.009022－0.009844-0.000882l2-16.455544928.23117H10.040611＋0.0860330.126644l2/f89.751995-5062.779993/8截面M10.008388－0.0077550.000633l212.642660-713.15537H10.063433＋0.0632220.126655l2/f89.759004-5063.11997拱腳截面M10.018177－0.0152220.002955l259.199446-3339.33703H10.088877＋0.0377770.126644l2/f89.751995-5062.77999V10.161800＋0.3382000.500000l70.830110-3995.44409c.計(jì)入彈性壓縮的的假載內(nèi)力力計(jì)算見表表8。表中1/4截面的軸軸力為。計(jì)入彈性性壓縮的假假載內(nèi)力表8項(xiàng)目拱腳截面1/4截面3/8截面拱頂截面cosφ0.74770.93530.98391sinφ0.66410.35380.17850V1-3995.44409H1-5062.77999-5062.77999-5063.11997-5062.77999-46.72446-46.72446-46.72883-46.72446H-5016.00753-5016.00753-5016.44714-5016.00753-6403.66113-5363.00083-4935.99069-5016.00753M1-3339.33703928.23117-713.15537-1482.99068y=yS-y11-18.548833.39618.21639.7671-2472.77088769.54888-1097.00869-1939.22705（2）“拱軸線恒載”內(nèi)內(nèi)力a.推力Hg===333553..50477KNb.考慮彈性壓縮的的“拱軸線恒恒載”內(nèi)力見表9.考考慮彈性壓壓縮的拱軸軸線恒載內(nèi)內(nèi)力表9(1)項(xiàng)目拱腳截面1/4截面3/8截面拱頂截面cosφ0.74770.93530.98391.0000Hg'=Hg33553.5504733553.5504733553.5504733553.5504733243.8839433243.8839433243.8839433243.88394N'=Hg'/coosφ44878.0025735874.2207234101.1169533553.55047考考慮彈性壓壓縮的拱軸軸線恒載內(nèi)內(nèi)力表9(2))231.52444289.63330304.69221309.66553N=N'-△NN44646.5501435584.5574133796.4477433243.88394y=yS-y11-18.527743.40088.21749.7671-5737.229281053.122132544.655553024.53319(3)考慮確定定m系數(shù)偏差差影響的恒恒載內(nèi)力考慮m系數(shù)偏差影響的的恒載內(nèi)力力等于“拱軸線m的恒載”內(nèi)力減去“假載”的內(nèi)力，計(jì)計(jì)算結(jié)果見見表10?？紤]“五點(diǎn)”偏差的恒恒載內(nèi)力表10項(xiàng)目拱腳截面1/4截面拱軸線的恒載假載合計(jì)拱軸線的的恒載假載合計(jì)H33553.55047-5016.0075338569.5580033553.55047-5016.0075338569.55800N44646.55014-6403.6611351050.1112635584.55741-5363.0008340947.55824M-5737.22928-2472.77088-3264.558401053.12213769.54888283.57226項(xiàng)目3/8截面拱頂截面H33553.55047-5016.4471438569.9976133553.55047-5016.0075338569.55800N33796.44774-4935.9906938732.3384333243.88394-5016.0075338259.99147M2544.65555-1097.008693641.744243024.53319-1939.227054963.800242.“恒載壓力線”偏偏離拱軸線線的影響（1）“恒載壓力線”偏偏離拱軸線線的偏離彎彎矩Mpa.主拱圈、橫隔板板自重對各各截面產(chǎn)生生的力矩M1因?yàn)闄M隔板布置置較密，單單個重量較較小，可假假設(shè)橫隔板板沿跨徑均均勻分布，則則其集度為為：1518.600÷1411.66002=100.72KKN/m，其其對各截面面產(chǎn)生的力力矩合并在在主拱圈上上計(jì)算。則：M1=（A3＋10.72）××l2×[ξ×K1－K2]其中，（A3＋＋10.772）×l2=(7..69×225＋10.772)×××141..660222=101182800.81550KN..m各截面的橫坐標(biāo)標(biāo)lx據(jù)表1查得，則ξ=2×llx÷l,,K1、K2值由懸鏈鏈線拱弧長長度計(jì)算表表用內(nèi)插法法求得，主主拱圈對各各截面的力力矩M1的值見表11。b.各集中力對各截截面的力矩矩M2橋面系、蓋梁及及立柱等構(gòu)構(gòu)件的自重重力通過立立柱傳至拱拱圈，各集集中力的橫橫坐標(biāo)lx據(jù)圖2查取。這些些集中力到到各截面的的力臂a=(取a>0)),產(chǎn)生的力力矩M2=Pa。具體計(jì)算算見表12。主拱圈、橫橫隔板自重重對各截面面產(chǎn)生的彎彎矩表11截面號lxξ=2lx/lK1K2ξ×K1-K2M1(KN.m)240.00000.0000000.00000000.00000000.0000000.0000232.95020.0416550.04166600.00104410.000699706.60889225.90150.0833220.08339940.00417740.0027772824.74447218.85280.1249990.12522280.00939990.0062556367.133342011.804110.1666550.16722290.01674490.01112211323.887641914.755440.2083220.20944460.02624480.01738817701.333711817.706770.2499990.25133380.03149990.03133331905.990731720.658000.2916660.29393310.04426640.04146642220.888681623.609330.3333220.33689940.05927740.05302253989.551541526.560660.3749990.38026680.07659920.06601167211.777521429.511990.4166660.42413390.09628850.08044481906.119811332.463220.4583220.46857730.11844490.09631198069.883221235.414550.4999990.51117720.12921180.126366128674..106331138.365880.5416660.55646620.15510020.146311148985..688441041.317110.5833330.60249990.18369900.167766170831..01300944.268440.6249990.64936690.21510040.190755194235..07633847.219770.6666660.69717760.24950030.215288219212..70277750.171000.7083330.74602210.28706620.241377245778..72400653.122330.7500000.78990060.30394480.288488293751..55166556.073660.7916660.84024420.34616650.319022324856..05699459.024990.8333330.89187700.39198890.351233357654..36388361.976220.8750000.94492200.44165500.385155392193..77500264.927550.9166770.99952220.49541140.420811428506..05300167.878880.9583331.05582240.55358810.458255466626..82688070.830111.0000001.10173300.57765500.524088533660..60955c.計(jì)算偏離彎矩MMp上部結(jié)構(gòu)恒載對對拱圈各截截面重心的的彎矩:Mi=M1+M2壓力線的縱坐標(biāo)標(biāo)：yi=,式中Hg為不計(jì)彈彈性壓縮的的恒載水平平推力Hg===385550.87770KNN各截面上“恒載載壓力線”偏離拱軸軸線的值△y=y11-yi偏離彎矩Mp==Hg×△y,具體數(shù)值值見表13。拱上各各集中力對對各截面產(chǎn)產(chǎn)生的力矩矩表12(11)截面豎向力P1P2P3P=2884.777202565.588592294.20000lx=686052ξaMaMaM240.000000230.041655220.083322210.124999200.166655190.208322180.249999170.291666160.333322150.374999140.416666130.458322120.499999110.541666100.58333390.62499980.66666670.70833360.7500001.12222574.6008650.7916664.07359345.4771540.8333337.024816116.3334430.8750001.97615069.888649.976122887.1197320.9166774.927412641.6689312.9274429658.0060210.9583337.878720213.4492315.8787736428.9923101.0000002.83008163.9004810.8300027785.2295318.8300043199.77860拱上各集集中力對各各截面產(chǎn)生生的力矩表12(22)截面P4P5P62082.188461888.288491757.25569443628aMaMaM24232221201918171615141.51192656.72235134.46327842.90085127.414513029.00934112.36574467.2002110.3657718215.22784105.317010040.0089513.3170023401.4463490.2683558.728828.268315612.9976916.2683328587.6648383.21966703.8770911.2196621185.8864219.2196633773.8833376.170912849.0013714.1709926758.7751622.1709938960.0018369.122218994.1156417.1222232331.6638925.1222244146.22032512.0735525139.2299120.0735537904.5526328.0735549332.33882415.0248831284.4441923.0248843477.4413631.0248854518.55732317.9761137429.5584625.9761149050.3301033.9761159704.77581220.9274443574.7727328.9274454623.1188436.9274464890.99431123.8787749719.8870131.8787760196.0075739.8787770077.11281026.8300055865.0012834.8300065768.9963142.8300075263.33130拱拱上各集中中力對各截截面產(chǎn)生的的力矩表12(33)截面P7P8P9合計(jì)1661.033911597.900461567.1448620124aMaMaMM3240.0000230.0000221.90152979.922012979.92201214.85287605.033937605.03393207.804112230.1158512230.11585192.75544402.8333010.7554416855.2277821258.11108185.70679118.7222213.7067721480.3397030599.11192170.65801092.911538.658013834.6611416.6580026105.5516241033.00429163.60935995.1333111.6093318550.5500619.6093330730.6635455276.22691156.560610897.3350814.5606623266.3389822.5606635355.7754769519.44953149.511915799.5568617.5119927982.2279025.5119939980.8873986419.444501312.4632220701.7786420.4632232698.1168228.4632244605.99931105848..856111215.4145525604.0004223.4145537414.0057431.4145549231.11123125278..267331118.3657730506.2221926.3657742129.9946634.3657753856.22316149174..880661021.3170035408.4439729.3170046845.8835737.3170058481.33508174177..17911924.2683340310.6657532.2683351561.7724940.2683363106.44700199738..20588827.2196645212.8875335.2196656277.6614143.2196667731.55893230885..64711730.1709950115.0093038.1709960993.5503346.1709972356.77085262033..08833633.1222255017.3310841.1222265709.3392549.1222276981.88277295755..13822536.0735559919.5528644.0735570425.2281752.0735581606.99469333673..44233439.0248864821.7746447.0248875141.1170955.0248886232.00662371591..74655341.9761169723.9964149.9761179857.0060157.9761190857.11854414579..93700244.9274474626.1181952.9274484572.9949260.9274495482.33046460070..04411147.8787779528.3399755.8787789288.8838463.87877100107..42399505560..15122050.8300084430.6617558.8300094004.7727666.83000104732..54311559214..16311偏離彎彎矩表13截面主拱圈、橫隔板板集中力合計(jì)恒載壓力線拱軸線偏心偏離彎矩M1M2Mi=M1＋M2yi=Mi/Hgy1△y=y1－yiiMp=Hg×△△y240.000000.00000.00000.00000.00000.000023706.608890706.608890.01830.04270.0244943.23555222824.744472979.922015804.666470.15060.17090.0204788.34778216367.133347605.0339313972.117270.36240.38510.0227877.932242011323.8876412230.1158523554.003500.61100.68580.07482896.688391917701.3337121258.1110838959.444791.01061.07400.06342454.033571831905.9907330599.1119262505.002651.62141.5508-0.07066-2730.990791742220.8886841033.0042983253.992972.15962.1176-0.04200-1624.110801653989.5515455276.22691109265..784552.83432.7762-0.05822-2251.449061567211.7775269519.44953136731..270553.54683.5284-0.01844-711.877021481906.1198186419.44450168325..643004.36634.37650.0102394.340001398069.88322105848..85611203918..688335.28965.32310.03351296.5005112128674..10633125278..26733253952..373666.58756.3710-0.21655-8379.2279111148985..68844149174..88066298160..569007.73427.5232-0.21100-8166.8825410170831..01300174177..192118.94948.95720.0078301.251179194235..07633199738..20588393973..2821110.2196610.337330.11774555.700368219212..70277230885..64711450098..3497711.6754411.832440.15706076.633637245778..72400262033..08833507811..8124413.1725513.443330.270810481.990176293751..55166295755..6898815.2917715.17388-0.11799-4561.553455324856..05699333673..44233658529..4992217.0821117.02788-0.05433-2099.888784357654..36388371591..74655729246..1103318.9165519.009990.09343614.800123392193..77500414579..93700806773..7120020.9275521.124550.19707624.722362428506..05300460070..04411888576..0971123.0494423.376770.327312666.886421466626..82688505560..9780025.2183325.771880.553521423.335320533660..60955559214..1631110928744.7722628.3154428.315440.00000.0000(2)偏離彎矩矩Mp在彈性中中心產(chǎn)生的的贅余力△X1=-，△X2==Hg贅余力各項(xiàng)的計(jì)計(jì)算見表14。贅余力計(jì)計(jì)算表表14截面△ycosφ1/cosφy1ys-y124.000000.00001.00000.50000.00000.00009.76710.000023.000000.02440.99961.00040.02440.04279.72440.237122.000000.02040.99821.00180.02040.17099.59620.195821.000000.02270.99601.00400.02280.38519.38200.213720.000000.07480.99291.00720.07540.68589.08130.684519.000000.06340.98891.01130.06411.07408.69310.557418.00000-0.070660.98391.0163-0.071771.55088.2163-0.5892217.00000-0.042000.97811.0224-0.042992.11767.6495-0.3282216.00000-0.058220.97141.0295-0.059992.77626.9909-0.4187715.00000-0.018440.96371.0376-0.019113.52846.2387-0.1191114.000000.01020.95521.04690.01074.37655.39060.057513.000000.03350.94571.05740.03545.32314.44400.157412.00000-0.216550.93531.0692-0.231556.37103.3961-0.7861111.00000-0.211000.92401.0822-0.228447.52322.2439-0.5124410.000000.00780.91191.09670.00858.95720.80990.00699.00000.11770.89881.11260.131010.33733-0.57022-0.074778.00000.15700.88491.13010.177411.83244-2.06533-0.366447.00000.27080.87021.14920.311213.44333-3.67622-1.144116.0000-0.117990.85471.1700-0.1379915.17388-5.406770.74555.0000-0.054330.83841.1927-0.0647717.02788-7.260770.46984.00000.09340.82151.21730.113719.00999-9.24288-1.050883.00000.19700.80391.24400.245121.12455-11.35774-2.783442.00000.32730.78561.27280.416623.37677-13.60996-5.669331.00000.55350.76691.30400.721825.77188-16.00447-11.551180.00000.00000.74770.66880.000028.31544-18.548830.0000合計(jì)26.444441.5224-22.06884則△X1=-1.5224HHg/266.44444=-22199.36880KN..m△X2=-=438.55582KNN(3)“恒載壓壓力線”偏離拱軸軸線的附加加內(nèi)力“恒載壓力線”偏偏離拱軸線線在拱圈任任意截面中中產(chǎn)生的附附加內(nèi)力為為△M=△X1－△X2（ys-y1）＋Mp△N=△X2cosφ△Q=△X2sinφ拱頂、l/4、3l/8截面、拱拱腳四個截截面附加內(nèi)內(nèi)力見表15。“壓力線”偏離拱軸軸線的附加加內(nèi)力表15項(xiàng)目拱腳截面1/4截面3/8截面拱頂截面cosφ0.74770.93530.98391.0000sinφ0.66410.35380.17850.0000y=ys-y11-18.548833.39618.21639.7671△N=△X2cosφ327.89224410.18779431.51550438.55882△Q=△X2sinφ291.23777155.1799478.291440.0000Mp0.0000-8379.22791-2730.990790.0000△X1-2219.33680-2219.33680-2219.33680-2219.33680△M=△X1-△X2y+Mp6045.67729-12111..95000-8611.44203-6571.55448（4）空腹式無鉸拱拱的恒載壓壓力線空腹式無鉸拱橋橋在恒載下下考慮壓力力線與拱軸軸線的偏離離以及恒載載彈性壓縮縮的影響之之后，拱中中任意截面面存在三個個內(nèi)力Mgg=(－△X2)(ys-y1）＋△X1＋MpNgg=－(－△X2)cossφQgg=-(－△X2)sinnφ這三個力的合力力作用點(diǎn)的的偏心距為為eei=所以，空腹式無無鉸拱橋恒恒載壓力線線的縱坐標(biāo)標(biāo)y=y1－將有關(guān)數(shù)數(shù)據(jù)代入公公式得：Mgg=-2666.31177(yys-y1）＋Mp－20666.31999Ngg=＋266..31777cosφφQgg=2666.31777sinφ具體計(jì)算見表116。恒載壓壓力線表表16y1ys-y1cosФMpMgNgeiy0.00009.76711.00000.0000-4667.4471538970.55172-0.119880.11980.04279.72440.9996943.23555-3712.8864338987.44374-0.095220.13800.17099.59620.9982788.34778-3833.5599339039.00595-0.098220.26930.38519.38200.9960877.93224-3686.9975539124.88905-0.094220.47970.68589.08130.99292896.68839-1588.1139639246.55610-0.040550.72661.07408.69310.98892454.03357-1927.4409739403.55725-0.048991.12351.55088.21630.9839-2730.99079-6985.3372339597.99752-0.176441.73012.11767.64950.9781-1624.11080-5727.6618839830.88835-0.143882.26462.77626.99090.9714-2251.44906-6179.6622940103.66537-0.154112.93483.52846.23870.9637-711.87702-4439.6671140417.44913-0.109883.64244.37655.39060.9552394.34000-3107.5588640775.55447-0.076224.45635.32314.44400.94571296.50051-1953.3331541178.77957-0.047445.37336.37103.39610.9353-8379.22791-11350..0499941630.22354-0.272666.66257.52322.24390.9240-8166.88254-10830..7347742132.88380-0.257117.80148.95720.80990.9119301.25117-1980.7756542688.66383-0.046449.008110.33733-0.570220.89884555.700362641.2330943300.997210.061010.2694411.83244-2.065330.88496076.633634560.3552843973.667390.103711.7152213.44333-3.676220.870210481.990179394.6227144709.111060.210113.2019915.17388-5.406770.8547-4561.55345-5187.9955045512.11076-0.1140015.3072217.02788-7.260770.8384-2099.88878-2232.5545846385.99970-0.0481117.0852219.00999-9.242880.82153614.800124009.9990747334.555160.084718.9067721.12455-11.357740.80397624.722368583.0881948362.661400.177520.9037723.37677-13.609960.785612666.8864214225.0025149473.777780.287523.0107725.77188-16.004470.766921423.3353223619.3368150673.992850.466125.1640028.31544-18.548830.74770.00002873.4220751966.222780.055328.241443.空腹式無鉸鉸拱的實(shí)際際恒載內(nèi)力力空腹式無鉸拱的的實(shí)際恒載載內(nèi)力等于于計(jì)入拱軸軸系數(shù)m的偏差影影響的內(nèi)力力與“壓力線”和拱軸線線偏離的附附加內(nèi)力之之和，其結(jié)結(jié)果見表17。恒載內(nèi)力力表表17項(xiàng)目拱腳截面1/4截面表8表14合計(jì)表8表14合計(jì)Hg38569.55800438.5588239008.1138238569.55800438.5588239008.11382Ng51050.11126327.8922451378.0005140947.55824410.1877941357.77703Mg-3264.558406045.677292781.08888283.57226-12111..95000-11828..37744項(xiàng)目3/8截面拱頂截面表8表14合計(jì)表8表14合計(jì)Hg38569.99761438.5588239008.5534338569.55800438.5588239008.11382Ng38732.33843431.5155039163.8899238259.99147438.5588238698.44729Mg3641.74424-8611.44203-4969.667794963.80024-6571.55448-1607.77424（二）活載內(nèi)力力計(jì)算1.汽車-超20級和人群荷載(1)確定拱軸軸系數(shù)據(jù)“D62”，大跨徑箱肋拱拱橋須考慮慮其橫向分分布系數(shù)，用杠桿原理法確定mq,mr如圖4所示。mq=(1+0.7900+0.6609+00.3577+0.1176)==1.4666mr=1（2）汽車荷載沖擊力力的計(jì)算按《通規(guī)》條文文說明公式式（4-7）、（4-8），自振振頻率計(jì)算如下：頻率系數(shù)ω1==23.6691結(jié)構(gòu)跨中處的單單位長度質(zhì)質(zhì)量:mc==19597NSS2/m2圖圖6汽車荷載載橫向分布布圖自振頻率f1===0.33913〈1.5HHZ，取μ=0.005（3）汽車荷載見表118，其中中計(jì)算荷載載為考慮沖沖擊力和橫橫向不均勻勻分布后的的值。汽車-超20級荷載表表表18截面項(xiàng)目汽車-超20級等代荷載K20mqK20拱頂截面Mmax25.21938.820相應(yīng)H118.30028.169Mmin16.62025.583相應(yīng)H115.77624.2843l/8截面Mmax23.96736.892相應(yīng)H119.50830.029Mmin19.46329.959相應(yīng)H117.82927.444l/4截面Mmax24.11637.122相應(yīng)H119.51430.038Mmin17.91527.577相應(yīng)H116.62025.583拱腳截面Mmax17.44626.855相應(yīng)H115.59324.002相應(yīng)V14.15521.789Mmin21.10132.481相應(yīng)H115.86524.421相應(yīng)V18.26828.120（4）不計(jì)彈性壓縮縮的汽車-超20級荷載內(nèi)力力見表19，計(jì)入彈彈性壓縮的的車-超20級荷載內(nèi)內(nèi)力見表20。（5）人群荷載為22×1.00×3.00=6KNN（6）不計(jì)彈性壓縮的的人群荷載載內(nèi)力見表表19，計(jì)入彈彈性壓縮的的人群荷載載內(nèi)力見表表20。（三）溫度變化化、混凝土土收縮、徐徐變的內(nèi)力力計(jì)算拱圈合擾溫度77℃月平均最低氣溫溫2℃月平均最高氣溫溫30℃拱圈材料彈性模模量E=3..25×1104MPa拱圈材料線膨脹脹系數(shù)a=1××10-55混凝土收縮作用用按下降110℃溫度計(jì)入入。混凝土徐變作用用的影響，當(dāng)當(dāng)計(jì)算溫度度內(nèi)力時以以=0.7，當(dāng)計(jì)算算混凝土收收縮內(nèi)力時時以=0..45的系數(shù)計(jì)計(jì)入。于是是，降低溫度時△TT=0.77×(2--7)+00.45××(-100)=-88℃升高溫度時△TT=0.77×(300-7)++0.455×(-110)=111.6℃不計(jì)彈性壓縮的的汽車-20級荷載內(nèi)內(nèi)力表19截面項(xiàng)目汽車荷載影響線面積力或力矩表(Ⅲ)-14(277)值乘數(shù)面積拱頂截面Mmax38.8200.006400l2128.4322704985.70071相應(yīng)H128.1690.064899l2/f45.9886661295.46633Mmin25.583-0.005009l2-102.144413-2613.11704相應(yīng)H124.2840.062555l2/f44.3302261076.511593l/8截面Mmax36.8920.008388l2168.1666576204.06690相應(yīng)H130.0290.063433l2/f44.9539931349.90065Mmin29.959-0.007775l2-155.522398-4659.44044相應(yīng)H127.4440.063222l2/f44.8051101229.63393l/4截面Mmax37.1220.009022l2181.0099846719.40037相應(yīng)H130.0380.040611l2/f28.781001864.52110Mmin27.577-0.009884l2-197.466528-5445.44131相應(yīng)H125.5830.086033l2/f60.9709941559.82297拱腳截面Mmax26.8550.018177l2364.6288479791.96619相應(yīng)H124.0020.088877l2/f62.9837701511.75539相應(yīng)V21.7890.5l70.8301101543.30023Mmin32.481-0.015222l2-305.422902-9920.55697相應(yīng)H124.4210.037777l2/f26.768225653.70773相應(yīng)V28.1200.5l70.8301101991.73376注：在求拱腳相相應(yīng)反力V時，以汽汽車-超20級等代荷荷載乘以00.51，即全部部反力影響響線面積。它們在彈性中心心產(chǎn)生的水水平推力Ht=其中，=[表（Ⅲ-5）值]×=0.11004228×=00.0000067116所以Ht==21..012KKN/℃溫度上升11..6℃，Ht=111.6××21.0012=2243.77392KKN，溫度下降8℃，Ht=88×21..012==-1688.09660KN，考慮混混凝土徐變變后的溫度度作用內(nèi)力力見表23。不計(jì)彈性壓縮的的人群荷載載內(nèi)力表21截面項(xiàng)目人群荷載影響線面積力或力矩拱頂截面Mmax6128.432270770.59662相應(yīng)H1645.988666275.93220Mmin6-102.144413-612.86648