水泥路面结构设计计算书

1、第五章水泥混凝土路面交通量计算该段高速公路位于w7区。设计为双向四车道。5-1表交通量计算表车型车轴p轴轮型Ne，i合计小客车前轴11.51101.6E+08后轴23.5122轴中客车前轴301189后轴55122轴大客车前轴4011962501后轴95122轴中货前轴3011454后轴60122轴中货前轴4011607后轴60122轴中货前轴4511404286后轴95122轴大货车前轴351110881844后轴140122轴大货车前轴501134127758后轴155112轴大货车前轴551129738522后轴175323轴特大货车前轴50111114582后轴100223轴特大货车前

2、轴801116938092后轴125223轴特大货车前轴801116842385后轴135224轴特大货车（半拖挂）前轴652120195815后轴150224轴特大货车（半拖挂）前轴852120096408后轴140225轴特大货车（拖挂）前轴6021772660后轴100326轴特大货车（拖挂）前轴70218439809后轴13032方向分配系数取0.5,车道分配系数取0.8,标准轴载100kN,最重轴载250kN。则N.-0.5B0.8D则N.-0.5B0.8DiS=0.5B0.841764=16705.8其中：Ns100KN的单轴-双轮标准轴载的通行次数Pi各类j级轴载的向量(KN.)

3、口一轴载级位数Ni二备娄1级轴载的逋行次数交通分析车辆轮迹横向分布系数取0.2,高速公路设计基准期为30年，安全等级为一级，交通量年平均增长率为7.6%。计算累计标准轴次：N-jhg】！16705.80,0761|N-rB365%1B365B0.201.28E08eg0.076r因为106L2808，所以属于特重交通等级。5.3拟定方案根据交通等级，现拟定在干燥和中湿状态下，分别设计三种方案。见表5-2：表5-2方案路基状态结构层位结构层名称厚度（cm）方案一干燥面层水泥混凝土30夹层沥青混凝土4基层碾压混凝土20垫层级配碎石15中湿面层水泥混凝土30夹层沥青混凝土4基层碾压混凝土20垫层级配

4、碎石20方案路基状态结构层位结构层名称厚度（cm）方案二干燥面层水泥混凝土30夹层沥青混凝土4基层贫混凝土20垫层级配碎石15中湿面层水泥混凝土30夹层沥青混凝土4基层贫混凝土20垫层级配碎石20方案路基状态结构层位结构层名称厚度（cm）方案三干燥面层水泥混凝土30基层密级配粗粒式沥青碎石8底基层水稳碎石12垫层级配碎石15中湿面层水泥混凝土30基层密级配粗粒式沥青碎石8底基层水稳碎石12垫层级配碎石205.4路面结构验算方案一（干燥状态）各结构层的参数如表5-3所示表5-3名称厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15碾压混凝土20270000.15级配碎石152500

5、.35土基80注：这里面层与基层间有40mm沥青混凝土夹层设计普通混凝土面层板的尺寸（长x宽）为：5mx3.75m普通混凝土面层的弯拉强度标准值fr=5.0MPa，线膨胀系数100*/oCc取地基回弹模量为90MPa,由于未知距地下水位距离，假设实际折减后的值为80MPa贝UE80MPa0故下层板底部的地基当量综合回弹模量为n0.152H250(h2E)/h2250MPaxiii0.152iihhh0.15mxi10.860.26lnh0.860.26n15.0.367xEtE0EtE0冬)80250Iq-)0.367121.53MPaE取120Mpa。t(1)计算弯曲刚度31000B0.33

6、120.152Db71.36MNimEh3120.152b27000B0.2318.41MNim(2)荷载疲劳应力计算IDD/(1)计算弯曲刚度31000B0.33120.152Db71.36MNimEh3120.152b27000B0.2318.41MNim(2)荷载疲劳应力计算IDD/1.21丁b.1.21Et1.36H18.411201.098.1.450-3r0.65hIEp0.94,ps1D/Dgcsbc145H0-3二一lft.0980.65印.3睦000.941.032MPa1H8.41/71.36L450-3ro.65h呻0.94pm1D/Dgcm1.45m0-3一一:.098

7、o.65B0.3IC2500.942.443MPa1H8.41/71.36bkkkprrfckkp,maxrcc0.87B2.9B1.15.0322.99MPaps0.87H.15B2.4432.44MPapm1.41U0-3.1.41H10-3r0.68hIEp0.94-Bft.0980.68B0.2IEHIOOo.940.584MPabps1D/Dgbs171.36/18.41cbkkk0.872.9H1.15B0.5842.26MPabprrfcbps其中参数：kr=0.87,kc=1.15,kN(1.2808)o.o572.9fe(3)温度疲劳应力计算已知该路段位于7区，取最大温度梯度

8、Tg=90/m。查公路水泥混凝土路面设计规范B.5.2条得：k3000MPa/mnDD71.368.41c-bi/4i/40.264m(DD)k(71.36H8.41)B3000cbn(kr4D)r3(3000lft.0984B71.36)H0.2643,-n-gc1.054(kr4D)r3(3000H0.2644B71.36).0983ncg51.5183r3lft.098gC1(LC1(L1cos(t)sin(t)sinh(t)cosh(t)=1(sinh(1.518)cos(1.518)cosh(1.518)sin(1.518).0768=1(sinh(1.518)cos(1.518)c

9、osh(1.518)sin(1.518).0768心)3(1.518(1.518)sinh(1.518)cosh(1.518)B1.77e3.48hcBCH0.131(1HC)1.77e.48m3BQ.768B0.131*1B0.768)0.324LLLt,maxt,maxtmaxf.10IE0-6B31000B0.3B9020.3241.36MPatt,maxt,maxtmaxf.10IE0-6B31000B0.3B9020.3241.36MPatt1.36S1.36.843*-5-)1.323B0.0580.34TOC o 1-5 h z0.843,b1.323,c0.058tttk0.3

10、4B1.360.46MPa，1.28trttmaxr(4)极限状态验算()1.28(2.990.46)4.48MPaf5.0MParprtrr()1.28(2.441.36)4.94MPaf5.0MParp,maxt,maxr1.282.262.94MPaf4.0MParbprbr故该设计方案满足要求。5.4.2方案一（中湿状态）各结构层的参数如表5-4所示:表5-4名称厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15碾压混凝土20270000.15级配碎石202500.35土基60注：这里面层与基层间有40mm沥青混凝土夹层设计普通混凝土面层板的尺寸（长x宽）为：5mx3.7

11、5m普通混凝土面层的弯拉强度标准值fr=5.0MPa，线膨胀系数100*/oCc取地基回弹模量为90MPa，由于未知距地下水位距离，假设实际中湿状态折减后为60MPa贝UE60MPa0故下层板底部的地基当量综合回弹模量为E”)/xiiiihE”)/xiiiih20.22B2500.22250MPahhh0.2mTOC o 1-5 h zxi10.860.26lnh0.860.26n0.2fc0.442xE250EE(Ex)60(Z50)0,442112.75MPat0E600E取110Mpa。t（1）计算弯曲刚度cEh3c31000B0.3371.36MNimcEh3c31000B0.3371

12、.36MNim120.152DbEh3b27000B0.2312JL0.152.18.41MNim(2)DbEh3b27000B0.2312JL0.152.18.41MNim(2)荷载疲劳应力计算DD1.21ebEt31.211.3618.41,1.131ps.1.450-31D/Dr0.65h呻0.94L450-3gcs1H18.41/71.361.1310.650.3ie00q.941.052MPa.1.450-31.450-3ft.1310.65B0.3ICH2500.942.490MPar0.65ft.1310.65B0.3ICH2500.942.490MPapm1D/Dgcm1H8.

13、41/71.36bckkk0.87B2.9H.15B1.0523.05MPaprrfcpskk0.87H.15B2.4902.49MPap,maxrcpmbps.1.41H0-3bps.1.41H0-31D/D1.41BK0-3r0.68hiEp0.94gbs171.36/18.411.1310.68B0.2BB000.940.596MPacbkkk0.872.9H.15B0.5962.31MPabprrfcbpsbprrfcbps其中参数：kr=0.87,kc=1.15,kN(1.2808)0.0572.9fe(3)温度疲劳应力计算已知该路段位于W7区，取最大温度梯度Tg=90/m。查公路水

14、泥混凝土路面设计规范B.5.2条得：k3000MPa/mnDDcb(DD)kcbn1/471.36IE8.4111/4(71.36B8.41)B30000.264mDDcb(DD)kcbn1/471.36IE8.4111/4(71.36B8.41)B30000.264m(kD)r3(3000lft.131471.36)H0.2643n-gc(kr4D)r3(3000H0.2644B71.36)B.1313ncg1.088L5.0t3r3lft.1311.474C1(Lsinh(t)cos(t)cosh(t)sin(t)cos(t)sin(t)sinh(t)cosh(t)=11sinh(1.47

15、4)cos(1.474)cosh(1.474)sin(1.474).0754=(1H1.088)cos(1.474)sin(1.474)sinh(1.474)cosh(1.474).B1.77e3.48hcBCB0.131(1BC)1.77e3.4瓯.3BQ.754B0.131*1B0.754)0.316t,max.10IE0-6B31000B0.3B9020.3161.32MPafrT-tmaxt,max)bt*frT-tmaxt,max)bt*71.32S1.32.843*-5)1.323BQ.0580.33TOC o 1-5 h z0.843,b1.323,c0.058tttk0.33B

16、1.320.44MPa,1.28trttmaxr（4）极限状态验算()1.28(3.050.44)4.54MPaf5.0MParprtrr()1.28(2.491.32)4.95MPaf5.0MParp,maxt,maxr1.282.313MPaf4.0MParbprbr故该设计方案满足要求。5.4.3方案二（干燥状态）各结构层的参数如表5-5所示：表5-5名称厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15贫混凝土20210000.15级配碎石152500.35土基80注：这里面层与基层间有40mm沥青混凝土夹层设计普通混凝土面层板的尺寸（长x宽）为：5mx3.75m普通混凝

17、土面层的弯拉强度标准值fr=5.0MPa，线膨胀系数100*/。Cc取地基回弹模量为90MPa，由于未知距地下水位距离，假设实际折减后的值为80MPa故下层板底部的地基当量综合回弹模量为Ex呼即叫2250MPaihhh0.15m0.i860.26lnh0.860.26n15.0.367x80025080)80025080)0.367121.53MPaE取120Mpa。t计算弯曲刚度Dc1231000B0.3312E0,15271.36MNimDb12Eh3b21000B0.2312E0,15214.32MNDc1231000B0.3312E0,15271.36MNimDb12Eh3b21000

18、B0.2312E0,15214.32MNIm荷载疲劳应力计算IDD/1.21b.1.21Et1201.36H4.32.1.081.1.450-3r0.65hIEp0.94,ps1D/Dgcsbc145H10-3二一lft.0810.65H0.3IE000.941.071MPa1H4.32/71.36L450-3r0.65h呻0.94pm1D/Dgcm1.45m0-3一-Hl.0810.6510.31B2500.942.534MPa1H14.32/71.36bkkkprrfckkp,maxrcc0.87B2.9B1.15Bft.0713.11MPaps0.87H.15B2.5342.54MPap

19、m1.41H0-3bps1D/Dcr0.68hIEp0.94,141H0-3一一.Bl.0980.68B0.2B1000.940.471MPa171.36/18.41kkk0.87B2.9H.15B0.4711.82MPabprrfcbps其中参数：kr=0.87,kc=1.15,kN(1.2808)0.0572.9fe温度疲劳应力计算已知该路段位于W7区，取最大温度梯度Tg=90/m。查公路水泥混凝土路面设计规范B.5.2条得:k3000MPa/m故该设计方案满足要求。故该设计方案满足要求。DD71.364.32cb1/41/40.251m(DD)k(71.3614.32)B3000cbn(

20、kr4HD)r3(30001.081471.36)H0.2513,n-gc0.849(kr4BD)r3(3000H0.251471.36)1.0813ncg5.01.5423r3lft.081gC.1.(1)sinh(t)cos(t)cosh(t)sin(t)L1cos(t)sin(t)sinh(t)cosh(t)1、sinh(1.542)cos(1.542)cosh(1.542)sin(1.542).=1(-)10.75210.849cos(1.542)sin(1.542)sinh(1.542)cosh(1.542)B1.77e*.48hcBCB0.131QBC)1.77e3.48id.3B

21、0.752B0.131*1B0.768)0.315101。-6咄1000皿3”皿315.1.32MPat,max2t,maxf(一(f(一(tt,maxtmax)btct：f1.32S1.32.843(-)1.323B0.0580.330.843,b1.323,c0.058k0.33B1.320.44MPa,1.28trttmaxr(4)极限状态验算()1.28(3.110.44)4.54MPaf5.0MPar)1.28(2.541.32)4.94MPaf5.0MPar)1.28(2.541.32)4.94MPaf5.0MPat,maxr(rp,max1.28H1.822.33MPaf4.0M

22、Parbprbr5.4.4方案二（中湿状态）各结构层的参数如表5-6所示:表5-6名称厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15贫混凝土20210000.15级配碎石152500.35土基80注：这里面层与基层间有40mm沥青混凝土夹层设计普通混凝土面层板的尺寸（长x宽）为：5mx3.75m普通混凝土面层的弯拉强度标准值fr=5.0MPa，线膨胀系数100*/。Cc取地基回弹模量为90MPa，由于未知距地下水位距离，假设实际中湿状态折减后为60MPa贝UE60MPa0故下层板底部的地基当量综合回弹模量为E(h2E)/h20.22.50250MPaTOC o 1-5 h z

23、Xiii0.22iihhh0.2mXi10.i860.26lnh0.860.26n.2.0.442XEE(Ex)60(250)0.442112.75MPat0E600E取110Mpa。t（1）计算弯曲刚度c31000B0.33120.15271.36（1）计算弯曲刚度c31000B0.33120.15271.36MNimDb1221000B0.2312F0,15214.32MNim(2)荷载疲劳应力计算1.36H14.32110IDD31.211cb11.21Db1221000B0.2312F0,15214.32MNim(2)荷载疲劳应力计算1.36H14.32110IDD31.211cb11

24、.211E1t1.1131.450-3r0.65hIEp0.94,ps1D/Dgcsbc1.45m0-3一一.IB.1130.6510.31000.941.091MPa1H14.32/71.36.1.450-3r0.65hIEp0.94pm1D/Dgcm145H10-3:IB.1130.65B0.3ICB2500.942.582MPa1H14.32/71.36bkkkprrfcpskkc0.87B2.9H.15B1.0913.16MPa0.87H.15B2.5822.58MPap,maxrcpm1.41H0-3bps1D/Dcr0.68hIEp0.941.41BK0-3171.36/14.32

25、1.1130.68B0.2超B1000.940.481MPakkk0.872.9H.15B0.4811.86MPabprrfcbps其中参数：kr=0.87,kc=1.15,kN(1.2808)。.。572.9fe(3)温度疲劳应力计算已知该路段位于7区，取最大温度梯度Tg=90/m。查公路水泥混凝土路面设计规范B.5.2条得:k3000MPa/mnDDrcbDDrcb1/4(DD)kcbn71.364.32(71.36H14.32)H30001/40.251m(kr4HD)r3(3000lft.113471.36)H0.2513,n-gcII0.8/6(kr4HD)r3(3000H0.251

26、471.36)M.1133ncg5.01.4973r3IH.113gC.1.(1)sinh(t)cos(t)cosh(t)sin(t)L1cos(t)sin(t)sinh(t)cosh(t)=11sinh(1.497)cos(1.497)cosh(1.497)sin(1.497).0737=(10.876)cos(1.497)sin(1.497)sinh(1.497)cosh(1.497).B1.77e“48%BCB0.131(1BC)1.77e郎”BQ.737B0.131*1B0.737)0.306t,max1010-6咄1。00皿3”皿306.1.28MPa2t,maxfrT-tmaxSf

27、rT-tmaxS1.28.843(_)1.323B0.0580.32t,maxTOC o 1-5 h z0.843,b1.323,c0.058tttk0.32H.280.41MPa,1.28trttmaxr（4）极限状态验算()1.28(3.160.41)4.57MPaf5.0MParprtrr()1.28(2.58H1.28)4.94MPaf5.0MParp,maxt,maxr1.28H1.862.38MPaf4.0MParbprbr故该设计方案满足要求。5.4.5方案三（干燥状态）各结构层的参数如表5-7所示：表5-7名称厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15密级

28、配粗粒式沥青碎石830000.3水稳碎石1220000.2级配碎石152500.35土基80注：设计普通混凝土面层板的尺寸（长x宽）为：5mx3.75m普通混凝土面层的弯拉强度标准值fr=5.0MPa，线膨胀系数100*/。Cc取地基回弹模量为90MPa，由于未知距地下水位距离，假设实际折减后的值为80MPa故下层板底部的地基当量综合回弹模量为n0.152B250（h2E）/h2250MPaxiii0.152hhh0.15mxi10.860.26lnh0.860.26n15.0.367xEE(Ex)80*250)0.367121.53MPat0E800E取120Mpa。t(1)计算弯曲刚度31

29、000B0.33cDb10.1521271.36MNim3000J0.08312bH0.32b10.14MNimDb2(1)计算弯曲刚度31000B0.33cDb10.1521271.36MNim3000J0.08312bH0.32b10.14MNimDb22000y0.12312021b20.30MNimDDD0.140.300.44MNImbb1b2(2)荷载疲劳应力计算yIDID1.211cb11.21E1tL360.44131.02120I1.450-3r0.65hIEp0.94,ps1D/Dgcsbc1.45m0-3一一二.02o.6510.300o.941.23MPa10.44/7

30、1.36pm.1.450-3入r0.65hiEp1D/Dgcc145H10-30.94Bft.020.6510.31H2500.942.911MPam10.44/71.36kkk0.87B2.9H.15B1.233.57MPaprrfcpskk0.87H.15B2.9112.91MPap,maxrcpm其中：kr=0.87,kc=1.15,kN(1.28，08)。.。572.9fe(3)温度疲劳应力计算已知该路段位于W7区，取最大温度梯度Tg=90/m。查规范得：hh0302k0.5(2%)0.5(-)13757.40MPa/mnEE310003000cb1故该设计方案满足要求。故该设计方案满

31、足要求。DD71.36H0.44c-b1/41/40.075m(DD)k(71.360.44)M3757.4cbn(kr4D)r3(13757.4lft.02471.36)H0.0753,n-gc0.083(kr4BD)r3(13757.4H0.075471.36)M.023ncg5.01.6343r3lft.02gC.1.(1)sinh(t)cos(t)cosh(t)sin(t)L1cos(t)sin(t)sinh(t)cosh(t)=1(sinh(1.634)cos(1.634)cosh(1.634)sin(1.634).0645=1(sinh(1.634)cos(1.634)cosh(1

32、.634)sin(1.634).0645年)cos(1.634)sin(1.634).sinh(1.634)cosh(1.634)B1.77em48hcBCB0.131QBC)1.77e3.48id.3B0.645B0.131(1B0.645)0.251t,max10IO-6咄10003”B0.2511.05MPa2t,maxf(一(tf(一(tt,maxtmax)btHc*t1.05g.843*105)1.323B0.0580.230.843,b1.323,c0.058k0.23H.050.24MPa,1.28trtt,maxr(4)极限状态验算()1.283.570.24)4.84MPaf

33、5.0MParprtr(rprtr(rp,max)1.28*2.91B1.05)5MPaf5.0MPat,maxr5.4.6方案三（中湿状态）各结构层的参数如表5-8所示：表5-8名称厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15密级配粗粒式沥青碎石830000.3水稳碎石1220000.2级配碎石202500.35土基60注：设计普通混凝土面层板的尺寸（长x宽）为：5mx3.75m普通混凝土面层的弯拉强度标准值fr=5.0MPa，线膨胀系数100*/oCc原地基回弹模量为80MPa，综合中湿状态取实际值为60MPa贝E60MPao故下层板底部的地基当量综合回弹模量为E)/h

34、20.22相50250MPaTOC o 1-5 h zxiii0.22iihhh0.2mxi10.860.26lnh0.860.26Hn0.2k0.442xE250EE(Ex)60(25)0,442112.75MPat0E600E取110Mpa。t（1）计算弯曲刚度n.Eh3DICc12fl2c31000B0.3312E0,15n.Eh3DICc12fl2c31000B0.3312E0,15271.36MNimDb1123000B0.0830.14MN痴12F0.32Db212Eh312ni2b22000B0.12312F020.30MN痴DDD0.140.300.44MNImbb1b2(2)荷载疲劳应力计算1.21：DD1.360.441101.21：DD1.360.44110b