重載水泥路面設(shè)計(jì)規(guī)范研究

1、19.379.1722.3222.0213.856.27.0705101520250 55 1010 2020 3030 4040 5050車 重 （ T）百分比（%）48.2117.0717.0012.054.800.730.14010203040506005510101515202025253030車重（T）百分比（%）11.5217.2613.6115.1817.89.957.954.112.6205101520055101015 1520 2025 2530 3035 354040車重（T）百分比（%）3.818.0237.0627.4610.932.730102030400 1010

2、 2020 3030 4040 5050車 重 (T)百分比(%)4.81423.233.220.44.405101520253035040405050606070708080車重（T）百分比(%)27.1820.7227.718.724.90.7805101520253002.52.555101015152020軸 重（(T)百分比(%)3.727.7721.2856.0810.650.501020304050600 1010 2020 3030 4040 5050 60軸 重 （ T）百分比（%）36.6521.9611.575.876.334.484.765.33.08051015202

3、530354002.52.5557.57.5101012.512.5151517.517.52020軸 重 （ T）百分比（%）10.2615.385.1312.6223.0825.845.132.560510152025300 55 1010 1515 2020 2525 3030 3535 40軸 重 （ T）百分比（%）38.4719.829.335.986.137.556.343.952.430510152025303540452.555779911111313151517171919軸重(T)百分比(%)21.1625.6912.127.757.929.696.956.462.260

4、510152025302.55 5779911 1113 1315 1517 171919軸重(T)百分比(%)34.7417.58.578.4610.549.145.663.322.0805101520253035402.55 5779911 1113 1315 1517 171919軸重(T)百分比(%)31.4621107.48.28.796.314.582.26051015202530352.5 5 5 77 99 11 11 1313 15 15 1717 19 19軸 重 (T)百分比(%)0510152025246810121416軸重（t）百分比（）02468101214161

5、84681012141618軸重（t）百分比（）6.7118.410.875.522.551.2212.7901020304050602.52.63.53.64.54.65.56.67.57.68.58.69.59.610.5軸重（t）百分比（）1.952.230.2654.920.787.829.0501020304050602.63.53.64.54.65.515.616.518.619.519.620.522.623.5軸重（t）百分比（）3.6512.271.493.121.3627.861.096.9625.029.473.574.1305101520253025軸重（t）百分比（）

6、02468101214161867788991010111112121313141415151616171718181919202021212222232324242525軸重（t）百分比（）0.911.717.911.77.69.78.23.97.65.87.13.22.41.50.40.2 0.2024681012141618202345678910 11 12 13 14 15 16 17 18 19軸重（t）百分比（）3315.27.637.69.14.510.618.213.631.502468101214161820681012141618202224262830軸 重 （ t）百

7、分比（）19.879.1722.3222.0213.885.677.0705101520250 55 1010 2020 3030 4040 5050車 重 （ T）百分比（%）48.2117.071712.054.750.780.1401020304050600 55 1010 1515 2020 2525 3030車 重 （ T）百分比（%）11.5217.2313.6115.1917.89.987.864.192.620246810121416182005510 1015 1520 2025 2530 3035 354040車重（T）百分比（%）27.1520.7227.7818.724

8、.980.6505101520253002.52.555101015152020軸重（T）百分比（%）3.727.7721.2856.0810.810.3401020304050600 1010 2020 3030 4040 5050 60軸 重 （ T）百分比（%）2.78.118.924.318.910.816.2051015202530 1010 1212 1414 1616 1818 20 20軸 重 （ t）百分比（%）12.919.425.812.912.916.10.05.010.015.020.025.030.01921212323252527272929軸 重(t)百分比（%

9、）0.67.919.818.128.813.66.84.50.05.010.015.020.025.030.035.01010121214141616181820202222軸 重（t）百分比（%）1.210.534.025.917.37.41.22.50.05.010.015.020.025.030.035.040.01818202022222424262628283030軸 重（t）百分比（%）0.725.540.514.610.56.51.70.05.010.015.020.025.030.035.040.045.0101015 1520 2025 2530 3035 3540軸 重（t

10、）百分比（%）26.711.735.011.78.36.70.05.010.015.020.025.030.035.040.01722222727323237374242軸 重（t）百分比（%）26.711.735.011.78.36.70.05.010.015.020.025.030.035.040.01722222727323237374242軸 重（t）百分比（%）0102030405060708020406080100150200200超載百分比（%）軸數(shù)0204060801001201401601020304050607080超載百分比（%）軸數(shù)0510152025301020304

11、050607080超載百分比軸數(shù)2hPAlnmtnmphPAl2NfrlgmaxfNSlg0631. 0961. 0 表16高低應(yīng)力比R施加應(yīng)力水平S0.850.900.9250.950.97510.0825332 0.202582 10.50 34664 高低應(yīng)力比R應(yīng)力水平S疲勞壽命N高低應(yīng)力比R應(yīng)力水平S疲勞壽命N高低應(yīng)力比R應(yīng)力水平S疲勞壽命0.080.854920.200.902110.500.9068768230.92526570.90290.925584349138178286431210000*26212210.92565519*0.95286505221743184790.9

12、510.9561653214374*117780.97540.500.85313660.975250.200.85520642005396*2035640150.9021060.909330*71515000* 1291061 疲 勞 試 驗(yàn) 結(jié) 果 表17 試驗(yàn)成型梁試件5批80根，立方體試塊15個(gè)，每批試件平均抗壓與平均抗折強(qiáng)度如表19。 各批試件平均抗壓強(qiáng)度與平均抗折強(qiáng)度 表19批號(hào)12345R(MPa)36.5739.3235.4338.1536.07Ra(MPa)5.826.305.436.155.68疲勞試驗(yàn)施加的動(dòng)荷載為正弦荷載，荷載作用頻率當(dāng)應(yīng)力水平S=0.85時(shí)為1Hz，當(dāng)S

13、0.85時(shí)為20Hz，循環(huán)特征值同前實(shí)驗(yàn)。疲勞試驗(yàn)在MTS850材料試驗(yàn)機(jī)上進(jìn)行，試驗(yàn)時(shí)，調(diào)節(jié)MTS上下限荷載，待示值穩(wěn)定后即進(jìn)行交變加荷，交變幅度為Pmin至Pmax。高低應(yīng)力比R應(yīng)力水平S疲勞壽命N高低應(yīng)力比R應(yīng)力水平S疲勞壽命N高低應(yīng)力比R應(yīng)力水平S疲勞壽命N0.08 0.70263760.080.852560.200.77531524537893730.979400000*0.9541310.7533360.200.8516720.50.9579637820940.9235165150.82513739671945235410.854359211800*554252740.775684

14、71083120831105030.8032730.8350370.8629687870924172315280772543341743740134400.7757852971000.775792121243420.8253266163553071209510351911623疲 勞 試 驗(yàn) 結(jié) 果 表18NSRRSlg0423. 0084. 1lg1)1 (lg9803.0lglg0326.0)(lg0013.01)1(lg2NNSRRS（直線方程）（二次曲線方程） 線性方程回歸系數(shù) 表21失效概率回歸系數(shù)A回歸系數(shù)b相關(guān)系數(shù)R0.05-0.0220.04040.9450.10-0.0076

15、0.04090.96610.150.00310.04150.97430.200.01030.04180.9780.250.01540.04190.98020.300.02060.04210.98120.350.02480.04220.98130.400.02860.04230.98080.450.03190.04230.97990.500.0350.04230.9785 失效概率回歸系數(shù)A回歸系數(shù)b回歸系數(shù)c相關(guān)系數(shù)R0.05-0.00210.0296-0.03120.94940.10-0.00190.03-0.0190.96990.15-0.00160.0315-0.00890.97690.

16、20-0.00150.0319-0.00250.98040.25-0.00150.03170.00160.98260.30-0.00140.03230.00660.98330.35-0.00130.03260.01050.98320.40-0.00130.03270.01390.98260.45-0.00130.03270.01670.98170.50-0.00130.03260.01920.980316)(siiisPPNNaSabSabissiNN2lg4lg421221210某二級(jí)公路采用水泥混凝土面層，地基計(jì)算回彈模量E =120MPa，板厚取20cm，溫度應(yīng)力取為1.0Mpa，則14

17、0KN單軸雙輪組荷載換算為標(biāo)準(zhǔn)荷載為：(1)按現(xiàn)行規(guī)范換算關(guān)系(2)按大應(yīng)力比換算關(guān)系tcisiisNPPNN218)(16isiisNPPNN714)(53.19三種軸載換算關(guān)系對(duì)比 （1）(3)按二次曲線換算關(guān)系則取 ， 則 ， 根據(jù)疲勞方程 （14）把系數(shù) 代入式（14），則得到MPaPS25. 2MPaPt98. 2MPafcm0 . 556. 0tcmPssfS75. 0iS045. 1lglg0326. 0)(lg0013. 0lg2NNS56. 0,75. 0,0013. 0,0326. 0SiSSabisNN6450326. 0lg0026. 0NY9803. 0lglg032

18、6. 0)(lg0013. 01)1 (lg2NNSRRS2/ )lg41006. 1lg41006. 1(3310siSsisNN2008. 7106.233dE21KrKEmA材料回歸系數(shù)相關(guān)系數(shù)R顯著性檢驗(yàn)A（104）M碎石灰土5.03851.02910.9999極高度二灰碎石4.73281.05430.9988極高度二灰砂礫3.61661.00260.9940極高度水泥砂礫1.46060.99680.9998極高度 材料側(cè)壓力（Mpa）回歸系數(shù)相關(guān)系數(shù)R顯著性檢驗(yàn)A（104）M二灰砂礫0.213.3261.0380.9976極高度為確定重載作用下路面的回彈變形情況，對(duì)試驗(yàn)路瀝青面層采用

19、后軸重為10T、14T、18T的汽車進(jìn)行了回彈彎沉測試。實(shí)測彎沉分析結(jié)果見下表： 彎沉測試表 表26 結(jié)構(gòu)形式軸重結(jié)構(gòu)一結(jié)構(gòu)二結(jié)構(gòu)三結(jié)構(gòu)四結(jié)構(gòu)五結(jié)構(gòu)六結(jié)構(gòu)七10T17.17920.61232.75526.13121.85726.24320.65214T28.25430.55537.56729.79139.56933.98536.87718T30.07849.78953.57838.95345.59551.81841.162下圖是在隨南路測定的彎沉荷載曲線關(guān)系圖。02040608005101520軸重（T）彎沉（0.01mm）圖25彎沉-軸重曲線圖 回彈變形測點(diǎn)1.0mm0.3mm0.6mm0.

20、6mm較0.3mm的減小量198102.6100.52.01273.670.368.42.7353.855.854.92.7456.459.457.43.4581.391.586.45.6平均值72.675.973.43.3試件編號(hào)強(qiáng)度（MPa）應(yīng)力級(jí)位模量值（MPa）減少量（）10.330.5S280030.90.79S193620.460.5S357114.10.8S306730.360.49S311412.30.76S273040.520.47S378017.60.78S311550.350.51S295825.40.83S220660.390.49S406618.00.77S33337

21、0.480.51S351016.10.77S294480.440.5S364013.60.84S314590.30.55S297820.00.77S2321二灰碎石應(yīng)力應(yīng)變?cè)囼?yàn)結(jié)果 表28 上述試驗(yàn)結(jié)果反映的是二灰碎石小梁在荷載從極限強(qiáng)度的50左右變化到極限強(qiáng)度的80左右時(shí)，梁的回彈模量都有了不同程度的減小，減小量的平均值為18.7。試件編號(hào)強(qiáng)度（MPa）應(yīng)力級(jí)位模量值（MPa）減少量（）10.390.6S462421.3076S364020.810.5S615719.030.8S498530.650.55S505321.70.82S395940.500.47S421118.030.825S3

22、43850.680.52S544218.760.78S442160.670.53S520119.70.79S417770.560.53S453523.860.84S345380.540.44S471621.880.82S368490.60.49S526423.40.79S4031tEhn3 . 644. 08 . 0310715. 1tcEhEn31029. 008. 1tcEEhn31179. 087. 0tEhn1074. 02 .151PK9256.0597.038.842hrP 9284. 0597. 04 .1054hrP 9309. 0597. 07 .1274hrP 9329.

23、0597. 05 .1502hrP aSabSabissiNN2lg4lg421221210軸重（kN）換算系數(shù)N1N2N3h=18(cm)h=20h=22h=25h=284000000005000000006000000.0010.0010.001700.00300.0020.0030.0050.0070.009800.0280.0080.0190.0260.0330.0420.051900.1850.1050.1470.1720.1940.2190.24100111111111058655 4 4 1201849352520 15 13 1306727418110977 53 41 140

24、2181340901452282 173 123 15065758664287177698053234816018452334419705668432521559939170486685429882762423510352438024301801214429029038858885163317991184960511902884492326616938462915969468931002145722006553627672097368206977436274414787373404721014305778612743224476432215157767281947157740922030113

25、62127381414321321610482570215400047015817170723061326155077688652058688338068365869054111110637243124012116581369369283080156928108476160157528552575501791450圖37不同面板厚度時(shí)應(yīng)力水平s對(duì)比圖 00.20.40.60.811.21.44090140190240290軸重（kN）應(yīng)力水平h=18h=20h=22h=25h=28備注：N1代表基于現(xiàn)行規(guī)范軸載換算公式的換算系數(shù)；N2、N3分別代表基于本文所提出的由線性及曲線全應(yīng)力疲勞方程所建

26、立的軸載換算公式的換算系數(shù)。 0.00E+005.00E+031.00E+041.50E+042.00E+042.50E+04120130140150160170180軸載（kN）軸載換算系數(shù)h=18h=20h=22h=25h=28圖39面板厚度h=18cm時(shí)三種軸載換算公式換算系數(shù)對(duì)比圖由圖39可看出，面板厚度較薄時(shí)，基于現(xiàn)行規(guī)范的軸載換算系數(shù)變化較平緩，文中所提方法隨軸重的增加變化幅度較大。當(dāng)軸重P170kN時(shí)，N3隨著軸重的增加而急劇增加，N3遠(yuǎn)遠(yuǎn)大于N1及N2。這是因?yàn)槊姘搴穸容^薄時(shí)，重軸載所產(chǎn)生的疲勞損壞作用越大，其所處的應(yīng)力水平也很高。而N1沒有考慮重載因素，低估了超重載的疲勞損壞

27、作用；N2雖考慮了重載因素，但僅考慮了某一點(diǎn)應(yīng)力水平，對(duì)重載因素估計(jì)不足，也同樣低估了超重載的疲勞損壞作用。0.00E+005.00E+041.00E+051.50E+052.00E+052.50E+053.00E+053.50E+054.00E+054.50E+05120130140150160170180190軸重（kN）換算系數(shù)N1N2N3圖44面板厚度h=28cm時(shí)三種軸載換算公式換算系數(shù)對(duì)比圖0 . 0 0 E + 0 02 . 0 0 E + 0 74 . 0 0 E + 0 76 . 0 0 E + 0 78 . 0 0 E + 0 71 . 0 0 E + 0 81 . 2 0

28、 E + 0 81 . 4 0 E + 0 81 . 6 0 E + 0 81 2 01 4 01 6 01 8 02 0 02 2 02 4 02 6 0軸 重 （ k N ）軸載換算系數(shù)N1N2N30 . 0 0 E + 0 02 . 0 0 E + 0 54 . 0 0 E + 0 56 . 0 0 E + 0 58 . 0 0 E + 0 51 . 0 0 E + 0 61 . 2 0 E + 0 61 . 4 0 E + 0 68 01 0 01 2 01 4 01 6 01 8 02 0 02 2 02 4 02 6 0軸 重 （ k N ）軸載換算系數(shù)N 1N 3圖45面板厚度h

29、=28cm時(shí)N1、N3換算系數(shù)對(duì)比圖路線名稱魏樊路國道207新樊路寺沙路鄭常線新濟(jì)線洛常線交通量增長率（）12.4318.8910.610.9116.811.5711.9當(dāng)量軸次增長率e（）19.4725.8818.119.2128.7219.6223.5 ttcEnE2 . 08 . 038 . 0310718. 110718. 1tcttctcEhEEEhEE2)(lg0013. 0lg0326. 010NNfkKnn 1074. 02 .151PK2hPAlnm車型軸重（kN）規(guī)范公式建議應(yīng)力公式 l=50l=100l=50l=100h=20h=25h=20h=25h=20h=25h=2

30、0h=25單軸雙輪組801.47 0.94 2.44 1.56 1.27 0.81 2.31 1.48 1001.76 1.13 2.94 1.88 1.56 1.00 2.83 1.81 1202.05 1.31 3.42 2.19 1.84 1.18 3.34 2.14 1402.33 1.49 3.88 2.48 2.11 1.35 3.84 2.46 1602.60 1.664.33 2.77 2.38 1.53 4.33 2.77 1802.86 1.83 4.78 3.06 2.65 1.70 4.82 3.08 2003.12 2.00 5.21 3.34 2.92 1.87 5

31、.30 3.39 2203.38 2.16 5.64 3.61 3.18 2.03 5.78 3.70 2403.63 2.32 6.06 3.88 3.44 2.20 6.25 4.00 雙軸雙輪組1200.96 0.62 1.78 1.14 0.87 0.56 1.56 1.00 1601.22 0.78 2.24 1.44 1.13 0.72 2.02 1.29 2001.46 0.93 2.69 1.72 1.38 0.88 2.47 1.58 2401.69 1.08 3.11 1.99 1.62 1.04 2.90 1.86 2801.91 1.22 3.53 2.26 1.86

32、1.19 3.33 2.13 3202.13 1.36 3.93 2.51 2.09 1.34 3.75 2.40 3602.34 1.50 4.32 2.76 2.32 1.49 4.17 2.67 4002.55 1.63 4.70 3.01 2.55 1.63 4.58 2.93 規(guī)范荷載應(yīng)力公式與建議荷載應(yīng)力公式計(jì)算結(jié)果比較表 表36交通量調(diào)查使用期累計(jì)標(biāo)準(zhǔn)軸次 N e荷載疲勞應(yīng)力系數(shù) k f應(yīng)力折減系數(shù) k r綜合系數(shù) k c初期標(biāo)準(zhǔn)軸次 N路基路面材料調(diào)查和試驗(yàn)初擬路面結(jié)構(gòu)基層頂面計(jì)算回彈模量 E t c荷載應(yīng)力 p s荷載疲勞應(yīng)力 p溫度梯度 T g最大溫度應(yīng)力 t m溫度疲勞應(yīng)

33、力系數(shù) k t溫度疲勞應(yīng)力 t混凝土配合比設(shè)計(jì)混凝土設(shè)計(jì)彎拉強(qiáng)度 f c m p t（0.951.03） f c m結(jié)束否是658.0475.0yrff)10(43468. 145403. 0MPafErrNSRRSlg0521. 01497. 1lg1)1 (lg011sk某路面力學(xué)指標(biāo)1minF)2 , 1(min2iMFiimin11hh min21hhhhsmin22EEmax22max2max11max1SfSfcmcm路面結(jié)構(gòu)C35水泥砼425中粒式瀝青混凝土4cmC35水泥砼425中粒式瀝青混凝土4cm瀝青碎石8cm粗粒式瀝青砼5cm瀝青碎石8cm粗粒式瀝青砼5cm水泥碎石26cm水泥碎石18cm二灰碎石18cm水泥碎石18cm水泥碎石26cm水泥碎