水泥路面结构设计计算书

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1、第五章水泥混凝土路面5.1交通量计算I=JI三m该段高速公路位于*7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100

2、223轴特大货车前轴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 NS = 0.5 x 0.8 xn16ii=1=0.5 x 0.8 x 41764=16705.8其中:Ns100KN的单轴-双轮标准轴载的逋行次数百

3、=&裘j级轴载的总量（心） ii一轴栽级位数Ni各类i级轴载的通行次数5.2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 = N 眇 + gr）T x 365 x n=冬心 + 0.076W x 365 x 0.20 = 1.28, + 08 eg0.076因为1x 106 v 1.28x108，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5-2万案路基状态结构层位结构层名称厚度（cm）万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

4、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垫层级配碎石20万案路基状态结构层位结构层名称厚度（cm）万案一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20万案路基状态结构层位结构层名称厚度（cm）万案三干燥面层水泥混凝土30基层密级配粗粒8式沥青碎石中湿底基层水稳碎石12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垫层 级配碎石 205.4路面结构验算5.4.1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

5、(Mpa)泊松比水泥混凝土30310000.15碾压混凝土20270000.15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a = 10 x10-6 /o C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则 E0 = 80MPa故下层板底部的地基当量综合回弹模量为E=&；= W = Bah = h = h = 0.15ma = 0.86 + 0.26lnh = 0.86+0.26 x In(0.15 )= 0

6、.367E = E (旦)a = 80x(竺)0.367 = 121.53MPat 0 E080E 取 120Mpa。(1)计算弯曲刚度Eh3、31000 x 03、-c= 71.36 MN m12 U-v 2) 12 xl1 - 0.152)cE h3-br=b27000x0.23mfA = 18.41M m(2)荷载疲劳应力计算=1.21opsopmopro=1.21xf 71.36 + E 丫3 =1.0981.45 x 10-3.r 0.65h -2p 0.94b c1.45 x 10-3.r 0.65h -2p 0.94bc120)1.45 x 10-3x 1.0980.65 x 0

7、.3-2 x 1000.94 = 1.032MPa1 +18.41/71.361.45 x 10-3x 1.0980.65 x 0.3-2 x 2500.94 = 2.443MPa1 +18.41/71.36=kk k o = 0.87x2.9x1.15x 1.032 = 2.99MPar f c ps=kk o = 0.87x1.15x2.443 = 2.44MPap,maxobpsobpr14x 3 r 0.68h -2p 0.94 = 14x 3x1.098o.68 x0.2-2 x 1000.94 = 0.584MPa1 + D /D g b rs1 + 71.36/18.41=kk

8、kC o= 0.87 x 2.9 x1.15 x 0.584 = 2.26MPar f c bps其中参数：kr =0.87, kc= 1.15(3)温度疲劳应力计算,k = NX = (1.28x108)0.057 = 2.9/ e12 x - 0.152)已知该路段位于07区，取最大温度梯度Tg=90C/m。查公路水泥混凝土路面设计规范B.5.2条得:k = 3000MPa/mDDb 忡=Ml 邮=0.264mP (D + DJk(71.36 + 18.41)x3000(k r4 - D )r3(3000x 1.0984 - 71.36) x 0.2643g = - = - = 1.054

9、(k r4 - D )r3(3000x 0.2644 - 71.36) x1.0983t = = 5.0 = 1.5183r 3 x 1.0981 sinh(t)cos(t) + cosh(t)sin(t)C = 1 -()L1 + g cos(t)sin(t) + sinh(t)cosh(t)=1 (1) sinh(1.518)cos(1.518) + cosh(1.518)sin(1.518) = 07681 +1.054 cos(1.518)sin(1.518) + sinh(1.518)cosh(1.518)Bl = 1.77e-4.48hc x Cl - 0.131(1 - C= 1

10、.77e-4.48x0.3 x 0.768 - 0.131 x (1 - 0.768) = 0.324ot,max10 x 10-6 x 31000 x 0.3 x 902x 0.324 = 1.36MPa o51.36a ( t,max )bt c=x0.843 x (一)1.323 - 0.058t ftt1.365=0.34frot,maxa = 0.843, b = 1.323, c = 0.058o = ko = 0.34x 1.36 = 0.46MPa , y = 1.28(4)极限状态验算Y (o + o ) = 1.28 x (2.99 + 0.46) = 4.48MPa f

11、= 5.0MPaY (o+ o ) = 1.28 x (2.44 +1.36) = 4.94MPa f = 5.0MPaY o= 1.28x 2.26 = 2.94MPa = 4.0MPa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：5mx3.75m普通混凝土面层的弯拉强度标准值fr=5.0MPa ，线膨胀系数a = 10 x10-6 /

12、o C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则 E0 = 60MPa故下层板底部的地基当量综合回弹模量为E=如料=250MPah = h = h = 0.2ma = 0.186 + 0.26lnh = 0.86+ 0.26 x In(0.2)= 0.442E = E (旦)a = 60x(250)0.442 = 112.75MPat 0 E060E 取 110Mpa。(1)计算弯曲刚度D =EhC ) = 31000 x 0.33 ) = 71.36MN mc 1211-v 2) 12xl1 0.152)cD = 酒 =27000 x 0.2 =

13、 18.41MN m b 1211-v2 12xM-0.152)(2)荷载疲劳应力计算r = 1.213=1.21x(71.36 +18.41 ；3 = 1.131110)opsopm1.45x10-3r 065h 2 094 =1.45X10-31 + D /D rg5气. 1.45 x10：3.r 0.65h -2p 0.94b cX 1.1310.65 X 0.3-2 X 1000.94 = 1.052MPa1 +18.41/71.36L45 x10-3x1.1310.65 x 0.3-2 x 2500.94 = 2.490MPa1 +18.41/71.36opro=kk k o = 0

14、.87x2.9x1.15x 1.052 = 3.05MPa r f c ps=kk o = 0.87x1.15x2.490 = 2.49MPap,maxobpsobpr；4D/D3 r 0.68h 2p 0.94 = 1 ；1二/；1 x 1.1310.68 x 0.2-2 x 1000.94 = 0.596MPa c b=kk k o = 0.87x2.9x1.15x0.596 = 2.31MPar f c bps其中参数：kr =0.87, kc= 1.15，k = NX = (1.28x108)0.057 = 2.9/ e(3)温度疲劳应力计算已知该路段位于07区，取最大温度梯度Tg=9

15、0C/m。查公路水泥混凝土路面设计规范B.5.2条得:k = 3000MPa/mDDb1/4 = 71.36x18.41 = 0.264mP (D + Db)k(71.36 + 18.41)x 3000(k r4 D )r3(3000 x1.1314 71.36) x 0.2643a =-gc= = 1.088(k r4 - D )r3(3000x 0.2644 - 71.36) x1.1313t = = 5.0= 1.4743r 3 x1.1311 sinh(t)cos(t) + cosh(t)sin(t)C = 1 -()L1 + a cos(t)sin(t) + sinh(t)cosh(

16、t)=11sinh(1.474)cos(1.474) + cosh(1.474)sin(1.474) = 0754=-(1 +1.088) cos(1.474)sin(1.474) + sinh(1.474)cosh(1.474) = .=1.77e-4.48hc x Cl - 0.131(1 - q) = 1.77e-4.48x0.3 x 0.754 - 0.131 x (1 - 0.754) = 0.316a EhT10 x 10-6 x 31000 x 0.3 x 90 ,c 2 c g B =x 0.316 = 1.32MPaf-o一51.32k =ra (t,max )bt c=x0

17、.843 x ()1.323 - 0.058=0.33t ot ft1.325t,maxta = 0.843, b = 1.323, c = 0.0582ot,maxo = k o = 0.33 x 1.32 = 0.44MPa , y = 1.28trt t,maxr(4)极限状态验算Y (o + o ) = 1.28 x (3.05 + 0.44) = 4.54MPa f = 5.0MPaY (o+o ) = 1.28x(2.49 +1.32) = 4.95MPa f = 5.0MPaY op 5 =1.28x2.31 = 3MPa = 4.0MPa故该设计方案满足要求。5.4.3方案二（

18、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 普通混凝土面层的弯拉强度标准值fr=5.0MPa ，线膨胀系数七=】x 10-6 /。C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淫件扣、=*h = h = h = 0.15ma = 0.86 + 0.26lnh = 0.86+0.26 x

19、In(0.15 )= 0.367E = E (旦)a = 80x(竺)0.367 = 121.53MPat 0 E80E 取 120Mpa。计算弯曲刚度Ehc ) = 31000 x 033 ) = 71.36 奶 m12 1 -V2) 12 x 11 0.152)Eh3ntb=b21000 x 0.23=14.32MN m(2)荷载疲劳应力计算=1.21opsopmopro=1.21x(71.36 +14.32、1.45 x 10-3.r 0.65h -2p 0.94b c1.45 x 10-3r 0.65h -2p 0.94bc1203 =1.081L45 x 10-3x 1.0810.6

20、5 x 0.3-2 x 1000.94 = 1.071MPa1 +14.32/71.36L45 x 10-3x 1.0810.65 x 0.3-2 x 2500.94 = 2.534MPa1 +14.32/71.36=kk k o = 0.87x2.9x1.15x1.071 = 3.11MPa r f c ps=kk o = 0.87x1.15x2.534 = 2.54MPap,maxobpsobpr1.4x 3 r 0.68h -2p 0.94 = _14x 3x1.098o.68 x0.2-2 x 1000.94 = 0.471MPa1 + D /D g b 虹s1 + 71.36/18.

21、41=kkkc o= 0.87 x 2.9 x 1.15 x 0.471 = 1.82MPar f c bps其中参数：kr =0.87, kc= 1.15，k = NX = (1.28x108)0.057 = 2.9/ e温度疲劳应力计算已知该路段位于07区，取最大温度梯度Tg=90C/m。查公路水泥混凝土路面设计规范B.5.2条得:k = 3000MPa/m12 x 0.152)DDb 忡=71.36乂)4.32=0.251mP (D + DJk(71.36 +14.32) x 3000(k r4 - D )r3(3000 x 1.0814 - 71.36) x 0.2513匚=-= -

22、= 0.849(k r4 - D )r3(3000 x 0.2514 - 71.36) x 1.0813t = = 5.0= 1.5423r 3 x1.0811 sinh(t)cos(t) + cosh(t)sin(t)C = 1 -()L 1 + g cos(t)sin(t) + sinh(t)cosh(t)=1 (1) sinh(1.542)cos(1.542) + cosh(1.542)sin(1.542) = 07521 + 0.849 cos(1.542)sin(1.542) + sinh(1.542)cosh(1.542)Bl = 1.77e-4.48hc x Cl - 0.131

23、(1 - C= 1.77e-4.48x0.3 x 0.752 - 0.131 x (1 - 0.768) = 0.315ot,max10 x 10-6 x 31000 x 0.3 x 902x 0.315 = 1.32MPat,maxa (max)bt-c =x 0.843x(些)1.323 0.058 = 0.33t f t J 1.32 L 5_a = 0.843, b = 1.323, c = 0.058o = ko = 0.33 x 1.32 = 0.44MPa , y = 1.28(4)极限状态验算Y (o + o ) = 1.28 x (3.11 + 0.44) = 4.54MPa

24、 f = 5.0MPaY (o+ o ) = 1.28 x (2.54 +1.32) = 4.94MPa f = 5.0MPaY o1.28xi.82 = 2.33MPa =4.0MPa故该设计方案满足要求。5.4.4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a = 10 x 10-6 /o

25、 C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则 E0 = 60MPa故下层板底部的地基当量综合回弹模量为E 普件&2 =言=250MPah = h = h = 0.2ma = 0.186 + 0.26lnh = 0.86+0.26 x In(0.2)= 0.442xE250E = E0(|x)a = 60 x (250 )0.442 = 112.75MPa0E 取 110Mpa。（1）计算弯曲刚度Eh3D =(c c =c 12 MV 2 )31000 x 0.3312 x(1 0.152)71.36 MN m八E h3D =(b b=b 12 1

26、1-V b2 )21000 x 0.23fA = 14.32M m12 x 0.152)(2)荷载疲劳应力计算=1.21(D + DbEt/3=1.21x(71.36 +14.32 M1103 =1.113opsopmopro1.45 x10-3 r 0.65h -2p 0.94b c1.45 x 10-3r 0.65h -2p 0.94bc1.45 x10-3 x 1.1130.65 x 0.3-2 x 1000.94 = 1.091MPa1 +14.32/71.361.45 x10-3x1.1130.65 x 0.3-2 x 2500.94 = 2.582MPa1 +14.32/71.36

27、=kk k o = 0.87x2.9x1.15x1.091 = 3.16MPa r f c ps=kk o = 0.87x1.15x2.582 = 2.58MPap,maxobpsobpr14x 3 r 0.68h -2p 0.94 =14x 3x 1.1130.68 x0.2-2 x 1000.94 = 0.481MPa1 + D /D g b rs1 + 71.36/14.32=k k f o = 0.87 x 2.9 x1.15 x 0.481 = 1.86MPar f c bps其中参数：kr =0.87, kc= 1.15，k = NX = (1.28x108)0.057 = 2.9

28、/ e温度疲劳应力计算已知该路段位于07区，取最大温度梯度Tg=90C/m。查公路水泥混凝土路面设计规范B.5.2条得: = 3000MPa/mDDb1/4 = 71.36x14.32J, = 0.251mP (D + Db)k(71.36 +14.32) x 3000(k r4 D )r3(3000x1.1134 71.36) x 0.2513g = -_rn= - = 0.876(k r4 - D )r3(3000 x 0.2514 - 71.36) x1.1133t = =5.0= 1.4973r 3 x1.1131 sinh(t)cos(t) + cosh(t)sin(t)C = 1

29、-()L 1 + g cos(t)sin(t) + sinh(t)cosh(t)_1sinh(1.497)cos(1.497) + cosh(1.497)sin(1.497) = 0737=-(1 + 0.876 )cos(1.497)sin(1.497) + sinh(1.497)cosh(1.497) = .=1.77e-4.48hc x Cl - 0.131(1 -匕)=1.77e-4.48x0.3 x 0.737 - 0.131 x (1 - 0.737) = 0.306ot,maxacEch Tg B2 L10 x 10-6 x 31000 x 0.3 x 902x 0.306 =

30、1.28MPar o51.28a ( t,max )bt c=x0.843 x (一)1.323 0.058t ftt1.285=0.32k广t,maxa = 0.843, b = 1.323, c = 0.058o = ko = 0.32 x 1.28 = 0.41MPa , y = 1.28(4)极限状态验算Y (o + o ) = 1.28 x (3.16 + 0.41) = 4.57MPa f = 5.0MPaY (o+o) = 1.28x(2.58 +1.28) = 4.94MPa f = 5.0MPaY o1.28xi.86 = 2.38MPa 七=4.0MPa故该设计方案满足要求

31、。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a = 10 x 10-6 /0 C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i=1i=1E =E（h2E.）/ Eh2 = Q1；250 = 250MPah = h

32、= h = 0.15ma = 0.86 + 0.26lnh = 0.86+0.26 x In(0.15 )= 0.367E = E (旦)a = 80 x (竺)0.367 = 121.53MPat 0 E080E 取 120Mpa。(1)计算弯曲刚度31000 x 0.33 cc= 71.36 MN m12 1 -v 2) 12 xl1 - 0.152)cEh3Db1沽)=3000 x 0.083)= 0.14MN m12 1 -v 2 ) 12 xl1 - 0.32)b1) = 2000 X .12 = 0.30MN m 1211-v 22) 12 x1 - 0.22)Db =。瓜 + D

33、22 = 0.14 + 0.30 = 0.44MN m(2)荷载疲劳应力计算=1.21(D + DE(71.36 + 0.44 凹=1.21x I 120 J= 1.02oPSopm1.45 x10-3.r 0.65h -2p 0.94b c1.45 x10-3.r 0.65h -2p 0.941.45 x10-31 + 0.44/71.36x 1.020.65 x 0.3-2 x 1000.94 = 1.23MPa1.45 x10-31 + 0.44/71.36x 1.020.65 x 0.3-2 x 2500.94 = 2.911MPabco = kk k o = 0.87x2.9x 1.

34、15x1.23 = 3.57MPapr r f c pso = kk o = 0.87x1.15x2.911 = 2.91MPap,max r c pm其中：kr =0.87, kc= 1.15, k = Nx = (1.28x 108)0.057 = 2.9/ e(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=90C/m。查规范得:k = 0.5(J +、)-1 = 0.5( -0 + -0)-1 = 13757.40MPa/mE E31000 3000c b1DDb忡=71.36 X。.44_ 1/4 =0.075mP (D + Db)k (71.36 + 0.44) X1

35、3757.4(k r4 - D )r3(13757.4 x 1.024 - 71.36) x 0.0753匕=-g= - = 0.083(k r4 - D )r3(13757.4 x 0.0754 - 71.36) x 1.023t = = 5.0 = 1.6343r3 X1.021 sinh(t)cos(t) + cosh(t)sin(t)C = 1 -()L 1 + g cos(t)sin(t) + sinh(t)cosh(t)=1 (1) sinh(1.634)cos(1.634) + cosh(1.634)sin(1.634) = 06451 + 0.083 cos(1.634)sin

36、(1.634) + sinh(1.634)cosh(1.634)0.251=1.77e-4.48hc x Cl - 0.131(1 -匕)=1.77e-4.48x0.3 x 0.645 - 0.131 x (1 - 0.645)ot,max10 X10-6 X 31000 X 0.3 X 902X 0.251 = 1.05MPak =- a (max)bt-c =卫X 0.843x(!：25)1.323 -0.058 = 0.23 t o|_f 八 t J 1.05 L5_a = 0.843, b = 1.323, c = 0.058o = ko = 0.23 x 1.05 = 0.24MPa

37、 , y = 1.28(4)极限状态验算Y (o + o ) = 1.28 x (3.57 + 0.24) = 4.84MPa f = 5.0MPaYr(oPr +、) = 1.28 x (2.91 +1.05) = 5MPa f = 5.0MPa故该设计方案满足要求。5.4.6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）水泥混凝土30密级配粗粒式沥青碎石8水稳碎石12级配碎石20土基模量(Mpa)泊松比310000.1530000.320000.22500.3560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.

38、0MPa，线膨胀系数a = 10x 10-6/o C原地基回弹模量为80MPa，综合中湿状态取实际值为60MPa则 E = 60 MPa故下层板底部的地基当量综合回弹模量为E =1L (h2E )/E h2 = 0.22 x 250 = 250MPax i i i 0.22i=1i=1a = 0.86 + 0.26lnh = 0.86+ 0.26 x In(0.2)= 0.442E = E (Ex)a = 60x(250)0.442 = 112.75MPa t 0 E60E 取 110Mpa。（1）计算弯曲刚度E h331000 x 0.33c=f- A = 71.36 MN m12 1 -v

39、 2) 12 xV1 - 0.152)cDbl%h ) = 3000x0.083 =0.14MNm12 VL -v 2 ) 12 xl - 0.32) b1Eb2hM ) = 2000X0.12、= 0.30MNm 12ll-v 22) 12xl-0.22)D = D + Db2 = 0.14 + 0.30 = 0.44MN m(2) 荷载疲劳应力计算=1.213=1.21x(71.36 + 0.44、Y3 = 1.05oPSopm1.45 x10-3.r 0.65h -2p 0.94b c1.45 x10-31 + 0.44/71.36x 1.050.65 x 0.3-2 x 1000.94

40、 = 1.254MPaL45 x10-3r0.65h -2P 0.941 + D /D g c m1.45 x10-31 + 0.44/71.36x 1.050.65 x 0.3-2 x 2500.94 = 2.967MPabco = kk k o = 0.87x2.9x1.15x 1.254 = 3.64MPa pr r f c pso = kk o = 0.87x1.15x2.967 = 2.97MPa p,max r c pm其中：kr =0.87, kc= 1.15, k = N X = (1.28x 108)0.057 = 2.9/ e(3) 温度疲劳应力计算已知该路段位于W7区，取

41、最大温度梯度Tg=90C/m。查规范得:k = 0.5( L + k )-1 = 0.5( - + -)-1 = 13757.40MPa/m n E E31000 3000c b1y = DDb1/4 = _71.36 x .441/4 = 0.075mP (D + Db)k(71.36 + 0.44) x13757.4,=(k,r; - Dp, = (13757.4 x 1.054 - 71.36) x 0.0753 = 0086(Tri D 搭=-(13757.4 x 0.0754 71.36) x1.053 = .t = = 5.0 = 1.5873r 3 x1.051 sinh(t)c

42、os(t) + cosh(t)sin(t)C = 1 -()L1 + g cos(t)sin(t) + sinh(t)cosh(t)1 /1、sinh(1.587)cos(1.587) + cosh(1.587)sin(1.587)=1 ()= 0.6121 + 0.086 cos(1.587)sin(1.587) + sinh(1.587)cosh(1.587)=1.77e-4.48hc x Cl - 0.131(1 - Cl)= 1.77e-4.48x0.3 x 0.612 - 0.131 x (1 - 0.612) = 0.232ot,maxaEhcTg B2 L10 x 10-6 x

43、31000 x 0.3 x 902x 0.232 = 0.97MPak =- a (max)bt-c =三x 0.843x(：97)1.323 -0.058 = 0.2 t o|_ t f 7 t t J 0.97 L5_a = 0.843, b = 1.323, c = 0.058o = ko = 0.2 x 0.97 = 0.19MPa , y = 1.28(4) 极限状态验算Y (o + o ) = 1.28x (3.64 + 0.19) = 4.86MPa f = 5.0MPaY (oPr +o) = 1.28 x (2.97 + 0.97) = 5MPa f = 5.0MPa故该设计方案满足要求。