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1、截面號y1/fy1coswd/(2*cosw)y1-d/(2*cosw)y1+d/(2*cosw)x0110.14341 0.71319 0.7010754 9.44233 10.84448 25.3504910.810048 8.216645 0.76431 0.6541848 7.562468.87083 23.2379420.647289 6.5657140.8110.6165228 5.949192 7.182237 21.125430.508471 5.157627 0.85238 0.5865928 4.571034 5.74422 19.0128640.39082 3.96424
2、60.8880.5630631 3.401182 4.527309 16.9003250.291988 2.961753 0.91782 0.5447691 2.416983 3.506522 14.7877860.212.130115 0.942120.530718 1.599397 2.660833 12.6752470.143218 1.452718 0.96137 0.5200911 0.932627 1.972809 10.562780.090308 0.916031 0.97614 0.5122216 0.403809 1.428252 8.45016290.050213 0.50
3、9331 0.98696 0.5066061 0.002725 1.015937 6.337621100.022133 0.224504 0.99433 0.5028512-0.27835 0.727355 4.225081110.005506 0.055850.99860.500701-0.44485 0.556551 2.11254120010.5-0.50.50第二欄由手冊附錄（III）表（III）1查得P575第四欄由手冊附錄（III）表（III）20（8）查得 P1014注:該種顏色格子為數據自動輸出欄紅色字體為人為輸入欄數據輸入欄截面高度d（m）系數K（m2-1）0.5l01/3c
4、m算d的系數m11.22.63032241417.09975955慣性矩I抵抗矩W回轉半徑r矢高f00.0833333330.166666667 0.28867513510m相應的y1/4/fsinwjcoswj02.8140.210.700970.7131950計算跨徑計算矢高f拱腳截面投影X拱腳截面投影Y計算跨徑一半50.7009710.1434050.700970.7131925.350485腹拱圈計算數據輸入欄截面高d凈跨徑凈矢高f凈矢跨比sinw0cosw0水平投影X0.340.80.20.6896550.7241380.2068965項目xjk*jfy1ktgw1#橫墻21.300
5、97 0.840259 1.42388026 10.14341 6.693257 1.694573307 0.7312012#橫墻16.50097 0.650913 1.10302045 10.14341 3.760779 1.694573307 0.50112953#拱座11.997522 0.473266 0.80198387 10.14341 1.896713 1.694573307 0.3329521空實分界 11.894074 0.469185 0.79506879 10.14341 1.862449 1.694573307 0.3294986注:該種顏色格子為數據自動輸出欄紅色字體
6、為人為輸入欄主拱計算跨徑的一半k（m2-1）0.5m水平投影Y橫墻厚25.3504851.694573307 2.63032242.8140.21724140.8coswhy1dcosw1df0.807225 5.473851 6.693257 1 0.8072250.30.80.8940229 2.601509 3.760779 1 0.8940230.30.80.9487918 0.769727 1.896713 1 0.9487920.30.80.9497703 0.736005 1.862449 10.949770.30.8該種顏色格子為數據自動輸出欄2、恒載計算(1)主拱圈恒載P01
7、2=表()-19對應m的值*A*表值AP1120.5528812550.70097 700.7888073M1/4=表()-19對應m的值*A*2/4表值AM1/40.1261412550.70097 2026.587597Mj=表()-19對應m的值*A*2/4表值AMj0.5230312550.70097 8403.092684(2)拱上空腹段的恒載腹孔上部腹拱圈外弧跨徑外=+2*d*sinw04.413793腹拱內弧半徑R0=0.725001*=腹拱圈重Pa=1.522024*(R0+d/2)*d*24腹拱側墻護拱重P b=0.11889*(R0+d)2*23=填料及路面重Pc=外*hd
8、*20兩拱之間起拱線以上部分的重量Pd=一個腹拱重P=腹孔下部1#橫墻P=h1#-(0.5+3.1415926*0.52/2)/9*0.9*242#橫墻 P3#拱座 P=(h3#+0.5*y)*x*24集中力P13=P+P1#=P14=P+P2#=P15=(P-Pd)/2+P3#=(3)拱上實腹段的恒載拱頂填料及橋面重P16=x*hd*懸鏈線曲邊三角形部分P17=(1*f1)/(m-1)*K)*(shKjo-Kjo)*式子中的 f1=f-y1(1/cosj-1)=K=ln（m+（m2-1）0.5）=1.6945733 0=x/l=0.469185244（m2-1）0.5=2.63032241K
9、0=0.795068791shKo=0.881521582chKo=1.333071753重心位置x=8.9516014（4）各塊恒載對拱腳及拱跨1/4截面的力矩計算見下表分塊號恒重kN1/4截面拱腳截面力臂 m力矩kN*m力臂mP0-12700.788812026.588P13223.5519/2-X14.049515P14168.40294/2-X28.849515P1557.142782/4-X三號拱0.6777207 38.72685/2-X313.352963P16118.94074/4-X分界/2 6.7282057 800.2577/2-X分界/219.403448P17141.
10、77048/4-x 3.7236411 527.9024/2-x16.398884合計1410.59763393.475M1/4/Mj理論比值差值差值允許值注:0.2095460.210.0004540.0025腹拱圈參數截面高度d凈跨徑凈矢高f凈矢跨比sinw0cosw00.340.80.20.689655 0.724138水平投影x豎向投影y0.20689650.2172414主拱圈參數A計算跨徑一半 計算跨徑sinwjcoswj計算矢高h12525.35048550.700970.700970.7131910.14341對應m=2.814，表()-19（8），截面號0；f/l=1/5的系
11、數對應Pk0.55288對應Mk0.52303對應m=2.814，表()-19（8），截面號12；f/l=1/5的系數對應Mk0.12614f/l1/5 圓弧腹拱上部恒載計算R0、Pa、Pb的系數R0所對應Pa所對應Pb所對應由P235表32查得0.7250011.5220240.11889矢跨比1/5不用改2.90000433.4236908728.001042844.1379314.7957229120.3583866103.193510948.044548454.361449925223.5518975168.40293557.14278176例題l1f1mj0K9.82397118.9
12、40735141.77047629.94232955外=+2*d*sinw0力矩kN*m8403.092684905.27676231490.2843763.02546492307.8603962324.87753216194.41714該種顏色格子為數據自動輸出欄紅色字體為人為輸入欄凈跨徑 截面高dm5012.814Kj0 shKjoP1701#DIV/0!單位拱寬的計算荷載（表15）截面項目汽車20級等代荷載人群荷載合計K202/9*K20拱頂Mmax33.78456357.507681 0.66666667 8.174347相應H19.66867994.370818 0.66666667
13、 5.037484Mmin23.55466055.234369 0.66666667 5.901036相應H17.9897093.997713 0.66666667 4.664381/4跨徑Mmax31.42662176.983694 0.66666667 7.65036相應H19.65279634.367288 0.66666667 5.033955Mmin19.97196124.438214 0.66666667 5.10488相應H18.95279634.211733 0.66666667 4.878399拱腳Mmax19.30186424.289303 0.66666667 4.955
14、97相應H18.33877694.075284 0.66666667 4.74195相應V5.9299031.317756 0.66666667Mmin23.74064115.275698 0.66666667 5.942365相應H10.66681572.370403 0.66666667 3.03707相應V11.07382542.460850.66666667不計彈性壓縮的汽車和人群內力（表16）截面項目計算荷載影響線面積表(III)值乘數面積拱頂Mmax8.1743470.0072522570.588 18.636766相應H5.0374840.069132/f253.4246 17.
15、519243Mmin5.901036-0.0045622570.588-11.72188相應H4.664380.059032/f253.4246 14.9596541/4截面Mmax7.650360.0088222570.588 22.672589相應H5.0339550.040352/f253.4246 10.225683Mmin5.10488-0.0104722570.588-26.91406相應H4.8783990.087812/f253.4246 22.253214拱腳Mmax4.955970.0199422570.588 51.257532相應H4.741950.092422/f25
16、3.4246 23.421502相應V汽車1.3177560.1706750.700978.6531345人群0.666667 0.6666666733.800647Mmin5.942365-0.0140922570.588-36.21959相應H3.037070.035752/f253.4246 9.0599295相應V汽車2.460850.3293350.7009716.69735人群0.666667 0.6666666733.800647計入彈性壓縮的汽車和人群內力（表17）項目拱頂1/4截面拱腳MmaxMminMmaxMminMmaxMmin軸向力cosw10.942120.71319
17、sinw00.3352758650.70097與M相應的H88.25291182 69.77751 51.4756235 108.5601 111.0636 27.515641與M相應的V33.93649 63.623441N88.25291182 69.77751 54.6380753 115.2295 102.9979 64.222004DH0.813577842 0.643258 0.47453875 1.000784 1.023863 0.2536587DN0.813577842 0.643258 0.44707245 0.942858 0.730209 0.1809068Np87.4
18、3933398 69.13425 54.1910028 114.2867 102.2677 64.041097彎矩M152.3433973-69.1712 173.453479-137.393 254.0308-215.23yys-y13.382127341.25201229-6.76127766DMDN*y2.751623863 2.1755820.55974021.18047-4.93714-1.223161MpM+DM155.0950211-66.9957 174.013219-136.213 249.0936-216.4532不計入彈性壓縮的掛車內力（表18）截面項目掛車100等代荷載
19、影響線面積力或力矩K801.25/9*K80拱頂Mmax70.05838899.730332 18.6367656 181.3419相應H51.3392247.130448 17.5192426124.92Mmin34.69157324.818274-11.721883-56.4792相應H29.53549564.102152 14.9596542 61.366781/4截面Mmax68.60231139.528099 22.6725893 216.0267相應H42.89343745.957422 10.2256826 60.91871Mmin42.63735985.921856-26.91
20、406-159.381相應H36.78642775.109226 22.2532142 113.6967拱腳Mmax41.34436955.742274 51.2575319 294.3348相應H33.51446654.654787 23.4215016 109.0221相應V9.38784481.303867 8.65313455 11.28254Mmin60.59716588.416273-36.21959-304.834相應H31.30231134.347543 9.05992946 39.38844相應V29.27054414.065353 16.6973505 67.88063計入
21、彈性壓縮的掛車內力(表1-9)項目拱頂1/4截面拱腳MmaxMminMmaxMminMmaxMmin軸力cosw10.942120.71319sinw00.3352758650.70097與M相應的H1124.9200447 61.36678 60.9187052 113.6967 109.0221 39.388435與M相應的V11.28254 67.88063N124.9200447 61.36678 64.6613013 120.6818 85.66219 75.673723DH1.151601440.565722 0.56159177 1.048137 1.005043 0.36311
22、05DN1.151601440.565722 0.52908684 0.987471 0.716787 0.2589668Np123.7684432 60.80106 64.1322145 119.6943 84.94541 75.414756彎矩M181.3419128-56.4792 216.026671-159.381 294.3348-304.834yys-y13.382127341.25201229-6.76127766DMDN*y3.894862716 1.913345 0.66242322 1.236325-4.84639-1.750946MpM+DM185.2367755-54
23、.5659 216.689094-158.145 289.4884-306.5849溫度內力(表1-10)合攏溫度拱圈線膨脹系數項目溫度上升150C0.000008拱頂1/4截面拱腳溫度變化在彈性中心產生的水平力Htcosw10.942120.7131911.54885yys-y13.382127341.25201229-6.76128Nt=Ht*cos11.5488510.88040256 8.236524Mt=-Ht*y-39.059681-14.4593021 78.08498主拱圈荷載效應不利組合的設計值(1-11)編號荷載效應系數拱頂1/4截面MNMN1恒載1.2或0.9 49.77
24、84741 1581.828 18.42724 1680.76552汽車-20級Mmax1.4 155.095021 87.43933 174.0132 54.1910033汽車-20級Mmin1.4-66.995667 69.13425-136.213 114.286694掛車-100Mmax1.4 185.236776 123.7684 216.6891 64.1322155掛車-101Mmin1.4-54.565899 60.80106-158.145 119.694296溫度上升1.4-39.059681 11.54885-14.4593 10.8804037溫度下降1.4 39.05
25、96813-11.5489 14.4593-10.8804荷載組合MjNjMjNj8組合I恒+汽Mmax1276.867198 2020.609 265.7312 2092.7869恒+汽Mmin-48.993307 1994.982-174.1132176.9210組合恒+汽Mmax+溫升0.8177.746916 1629.422 196.3905 1686.414911恒+汽Mmin+溫升-82.941489 1608.92-155.485 1753.72212恒+汽Mmax+溫降265.240602 1603.553 228.7794 1662.042813恒+汽Mmin+溫降4.55
26、219731 1583.051-123.096 1729.349914組合恒+掛Mmax0.8255.252524 1657.176 260.3819 1685.36315恒+掛Mmin-25.273306 1586.652-163.855 1747.5925主拱圈抗力效應設計值(表1-12)截面編號與上表對應e0Mj/Nj查表值Rajm截面面積A拱頂80.137022 0.8161012123001.9219-0.02456 0.9928147123001.921100.109086 0.8750418123001.92111-0.05155 0.9690954123001.921120.1
27、65408 0.7527237123001.921130.002876 0.9999008123001.921140.1540290.77833123001.92115-0.01593 0.9969646123001.9211/4截面80.126975 0.8378774123001.9219-0.07998 0.928708123001.921100.116454 0.8600303彎矩123001.92111-0.08866 0.9138027123001.921120.13765 0.8147243123001.92113-0.07118 0.9426846123001.921140.1
28、54496 0.7772814123001.92115-0.09376 0.9045735123001.921拱腳80.092005 0.9077862123001.9219-0.15287 0.7809175123001.921100.13028 0.8307713123001.92111-0.11284 0.867444123001.921120.053416 0.9668948123001.92113-0.19324 0.6902146123001.921140.113055 0.8670136123001.92115-0.1974 0.6809818123001.921注:該種顏色格子
29、為數據自動輸出欄紅色字體為人為輸入欄1/4截面查表數據輸入欄目汽20級拱頂1/4截面拱腳計算跨徑跨徑50mMmax34.131.719.450.70097相應H19.919.818.550.70097相應V650.70097Mmin23.8202450.70097相應H18.219.110.850.70097相應V11.250.70097跨徑60mMmax29.627.81850.70097相應H16.617.716.250.70097相應V550.70097Mmin20.319.620.350.70097相應H15.2178.950.70097相應V9.450.70097人行道寬度b1計算矢
30、高10.143405單位拱寬人群等代荷載K20.66666667彈性中心ys3.38212734力或彎矩10.00928730.0074405152.34341/（1+）0.00921870888.25291Hg1596.54644-69.171269.77751173.453551.47562-137.393108.5601254.0308111.0636計入彈性壓縮的恒載內力(表1-4)11.40272項目拱頂1/4截面拱腳22.53376y=y2-y13.38212734 1.25201229-6.7612777-215.23cosw10.942120.7131927.51564Hg=(
31、1-1/（1+）)Hg1581.828344 1581.82834 1581.8283441.08968Ng1581.828344 1680.76551 2228.1022322.53376Mg49.77847406 18.4272368-99.513132查表數據輸入欄目掛100級拱頂1/4截面拱腳計算跨徑跨徑50mMmax70.569.141.850.70097相應H51.943.333.950.70097相應V9.550.70097Mmin3543.161.250.70097相應H29.937.231.850.70097相應V29.650.70097跨徑60mMmax64.26235.3
32、50.70097相應H43.937.528.450.70097相應V7.950.70097Mmin30.636.552.650.70097相應H24.731.324.750.70097相應V24.950.70097人行道寬度b1計算矢高10.143405單位拱寬人群等代荷載K20.66666667變化溫差180C拱腳MN-99.5131 2228.102249.0936 102.2677-216.453 64.0411289.4884 84.94541-306.585 75.4147678.08498 8.236524-78.085-8.23652MjNj259.1693 2816.897-4
33、22.452763.38294.7906 2262.743-250.505 2219.929119.8802 2244.293-425.415 2201.479252.5775 2234.117-438.908 2223.443RNe0(注:y=d/2)5228.1490.5*y0.256360.2190.255605.7360.6*y0.36208.2680.34822.1360.36405.6140.3AB4986.1770.325626386.8040.35367.6520.5*y0.255949.5350.255509.5690.6*y0.3溫度變化在彈性中心產生的水平力Ht5854.0490.35219.3270.36039.0730.34979.4590.35794.9240.35815.5050.5*y0.255002.7530.255322.1280.6*y0.35557.0630.36194.170.34421.6870.35554.3060.34362.5390.3該種顏色格子為數據自動輸出欄紅色字體為人為輸入欄0.6*y
圬工拱橋設計計算表
