水泥路面結(jié)構(gòu)設計計算書

..第五章 水泥混凝土路面5.1交通量計算該段高速公路位于Ⅳ 7區(qū)。設計為雙向四車道。5-1表交通量計算表車型小客車軸中客車軸大客車軸中貨軸中貨軸中貨軸大貨車軸大貨車軸大貨車軸特大貨車軸特大貨車軸特大貨車軸特大貨車（半拖掛）4軸特大貨車（半拖掛）軸特大貨車（拖掛）軸特大貨車（拖掛）

車軸p軸輪型Ne，i合計前軸11.51—101.6E+08后軸23.51—2前軸301—189后軸551—2前軸401—1962501后軸951—2前軸301—1454后軸601—2前軸401—1607后軸601—2前軸451—1404286后軸951—2前軸351—110881844后軸1401—2前軸501—134127758后軸1551—1前軸551—129738522后軸1753—2前軸501—11114582后軸1002—2前軸801—116938092后軸1252—2前軸801—116842385后軸1352—2前軸652—120195815后軸1502—2前軸852—120096408后軸1402—2前軸602—1772660后軸1003—2前軸702—18439809后軸1303—2c..方向分配系數(shù)取0.5，車道分配系數(shù)取0.8，標準軸載100kN，最重軸載250kN。16nPi則NS0.50.8Nii1PS=0.50.8 41764=16705.8其中：5.2交通分析車輛輪跡橫向分布系數(shù)取 0.2，高速公路設計基準期為 30年，安全等級為一級，交通量年平均增長率為7.6%。計算累計標準軸次：Nst3011gr116705.810.076Ne365η3650.201.28E08gr0.076因為1106 1.28 108，所以屬于特重交通等級。5.3擬定方案根據(jù)交通等級，現(xiàn)擬定在干燥和中濕狀態(tài)下， 分別設計三種方案。見表5-2：表5-2c..方案路基狀態(tài)結(jié)構(gòu)層位結(jié)構(gòu)層名稱厚度（cm）面層水泥混凝土30夾層瀝青混凝土4干燥基層碾壓混凝土20墊層級配碎石15方案一30面層水泥混凝土夾層瀝青混凝土4中濕20基層碾壓混凝土墊層級配碎石20方案路基狀態(tài)結(jié)構(gòu)層位結(jié)構(gòu)層名稱厚度（cm）面層水泥混凝土30夾層瀝青混凝土4干燥基層貧混凝土20墊層級配碎石15方案二30面層水泥混凝土夾層瀝青混凝土4中濕20基層貧混凝土墊層級配碎石20方案路基狀態(tài)結(jié)構(gòu)層位結(jié)構(gòu)層名稱厚度（cm）面層水泥混凝土30方案三干燥基層密級配粗粒8c..式瀝青碎石底基層水穩(wěn)碎石12墊層級配碎石15面層水泥混凝土30密級配粗?；鶎邮綖r青碎石8中濕底基層水穩(wěn)碎石12墊層級配碎石205.4路面結(jié)構(gòu)驗算5.4.1方案一(干燥狀態(tài))各結(jié)構(gòu)層的參數(shù)如表 5-3所示表5-3名稱 厚度（cm） 模量(Mpa) 泊松比水泥混凝土30310000.15碾壓混凝土20270000.15級配碎石152500.35土基80注：這里面層與基層間有 40mm瀝青混凝土夾層設計普通混凝土面層板的尺寸 (長×寬)為：5m×3.75m普通混凝土面層的彎拉強度標準值 fr=5.0MPa，線膨脹系數(shù) c 10 106/0C取地基回彈模量為 90MPa，由于未知距地下水位距離，假設實際折減后的值為 80MPa則E0 80MPa故下層板底部的地基當量綜合回彈模量為c..n(hi2Ei)/n0.152250Exhi2250MPai1i10.152nhxi1hih10.15mα0.860.26lnhx0.860.26ln0.150.367EtE0(Ex)α80(250)0.367121.53MPaE080Et取120Mpa。(1)計算彎曲剛度Echc3310000.3371.36MN?mDc21212121c0.15Ebhb3270000.2318.41MN?mDb21210.152121b荷載疲勞應力計算13Dc Dbrg 1.21Et

71.36 18.411.21120

131.098σps1.4510-30.6520.941.4510-31.0980.650.321000.941.032MPa1Db/Dcrghcps118.41/71.36σpm1.4510-3rg0.65hc2pm0.9411.4510-31.0980.650.322500.942.443MPa1Db/Dc18.41/71.36σprkrkfkcσps0.872.91.151.0322.99MPaσp,maxkrkcσpm0.871.152.4432.44MPaσ1.4110-3r0.68hb2p0.941.4110-31.0980.680.221000.940.584MPabps1Dc/Dbgs171.36/18.41σkrkkσ0.872.91.150.5842.26MPabprfcbps其中參數(shù)：kr=0.87,kc=1.15，kfNe(1.28108)0.0572.9溫度疲勞應力計算已知該路段位于Ⅳ 7區(qū)，取最大溫度梯度 Tg=90℃/m。查公路水泥混凝土路面設計規(guī)范 B.5.2條得：kn 3000MPa/mc..[DcDb1/4[71.3618.41]1/40.264mβ]18.41)(DcDb)kn(71.363000(knrg4Dc)rβ3(30001.098471.36)0.26431.054ξ-r4D)r3(30000.264471.36)1.0983(kcnβgtL5.01.5183rg31.098CL1(1)sinh(t)cos(t)cosh(t)sin(t)1ξcos(t)sin(t)sinh(t)cosh(t)=1(1)sinh(1.518)cos(1.518)cosh(1.518)sin(1.518)0.76811.054cos(1.518)sin(1.518)sinh(1.518)cosh(1.518)BL1.77e4.48hcCL0.131(1CL)1.77e4.480.30.7680.131(10.768)0.324σαEhTB1010-6310000.3900.3241.36MPacccgLt,max22ktfrat(σ)btct50.843(1.36)1.3230.0580.34t,maxσt,maxft1.365t0.843,bt1.323,ct0.058σtrktσt,max0.341.360.46MPa，r1.28極限狀態(tài)驗算γr(σprσtr)1.28(2.990.46)4.48MPafr5.0MPaγ(σσ)1.28(2.441.36)4.94MPafr5.0MParp,maxt,maxγσ1.282.262.94MPafbr4.0MParbpr故該設計方案滿足要求。5.4.2方案一(中濕狀態(tài))各結(jié)構(gòu)層的參數(shù)如表 5-4所示：表5-4名稱 厚度（cm） 模量(Mpa) 泊松比c..水泥混凝土30310000.15碾壓混凝土20270000.15級配碎石202500.35土基60注：這里面層與基層間有 40mm瀝青混凝土夾層設計普通混凝土面層板的尺寸 (長×寬)為：5m×3.75m普通混凝土面層的彎拉強度標準值 fr=5.0MPa，線膨脹系數(shù) c 10 106/0C取地基回彈模量為 90MPa，由于未知距地下水位距離，假設實際中濕狀態(tài)折減后為 60MPa則E0 60MPa故下層板底部的地基當量綜合回彈模量為n(hi2Ei)/n0.22250Exhi2250MPai1i10.22nhxi1hih10.2mα0.860.26lnhx0.860.26ln0.20.442EtE0(Ex)α60(250)0.442112.75MPaE060Et取110Mpa。(1)計算彎曲剛度Echc3310000.3371.36MN?mDc21210.152121cEbhb3270000.2318.41MN?mDb21210.152121b荷載疲勞應力計算11.21DcDb371.3618.41rg1.21Et110

131.131c..σps1.4510-30.65hc20.941.4510-30.650.321000.941.052MPa1Db/Dcrgps118.41/71.361.131σpm1.4510-3rg0.65hc2pm0.9411.4510-31.1310.650.322500.942.490MPa1Db/Dc18.41/71.36σprkrkfkcσps0.872.91.151.0523.05MPaσp,maxkrkcσpm0.871.152.4902.49MPaσbps1.4110-30.68hb20.941.4110-30.680.221000.940.596MPa1Dc/Dbrgps171.36/18.411.131σkrkkσ0.872.91.150.5962.31MPabprfcbps其中參數(shù)：kr=0.87,kc=1.15，kfNe(1.28108)0.0572.9溫度疲勞應力計算已知該路段位于Ⅳ 7區(qū)，取最大溫度梯度 Tg=90℃/m。查公路水泥混凝土路面設計規(guī)范B.5.2條得：kn3000MPa/mβ[DcDb]1/4[71.3618.41]1/40.264m(DcDb)kn(71.3618.41)3000(knrg4Dc)rβ3(30001.131471.36)0.26431.088ξ-Dc)rg3(30000.264471.36)1.1313(knrβ4tL5.01.4743rg31.131CL1(1)sinh(t)cos(t)cosh(t)sin(t)1ξcos(t)sin(t)sinh(t)cosh(t)=1(1)sinh(1.474)cos(1.474)cosh(1.474)sin(1.474)0.75411.088cos(1.474)sin(1.474)sinh(1.474)cosh(1.474)BL1.77e4.48hcCL0.131(1CL)1.77e4.480.30.7540.131(10.754)0.316αEhTgBL1010-6310000.3900.3161.32MPaσt,maxccc22ktfrat(σ)btct50.843(1.32)1.3230.0580.33t,maxσt,maxft1.325t0.843,bt1.323,ct0.058σtrktσt,max0.331.320.44MPa，r1.28c..極限狀態(tài)驗算γ(σσ)1.28(3.050.44)4.54MPafr5.0MParprtrγ(σσ)1.28(2.491.32)4.95MPafr5.0MParp,maxt,maxγσrbpr1.282.313MPafbr4.0MPa故該設計方案滿足要求。5.4.3方案二(干燥狀態(tài))各結(jié)構(gòu)層的參數(shù)如表5-5所示：表5-5名稱厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15貧混凝土20210000.15級配碎石152500.35土基80注：這里面層與基層間有40mm瀝青混凝土夾層設計普通混凝土面層板的尺寸(長×寬)為：5m×3.75m普通混凝土面層的彎拉強度標準值fr=5.0MPa，線膨脹系數(shù)c10106/0C取地基回彈模量為90MPa，由于未知距地下水位距離，假設實際折減后的值為80MPa故下層板底部的地基當量綜合回彈模量為nn0.152250Ex(hi2Ei)/hi2250MPai1i10.152nhxhih10.15mi1α0.860.26lnhx0.860.26ln0.150.367EtE0(Ex)α80(250)0.367121.53MPaE080c..Et取120Mpa。計算彎曲剛度Echc3Dc2121cEbhb3Db2121b荷載疲勞應力計算

31000 0.3371.36MN?m12 1 0.15221000 0.2312 1 0.152 14.32MN?m13Dc Dbrg 1.21Et

71.36 14.321.21120

131.0811.4510-30.6520.941.4510-30.650.321000.941.071MPaσpsDb/Dcrghcps114.32/71.361.08111.4510-3rg0.65hc20.941.4510-30.650.322500.942.534MPaσpmDb/Dcpm114.32/71.361.0811σprkrkfkcσps0.872.91.151.0713.11MPaσp,maxkrkcσpm0.871.152.5342.54MPaσ1.4110-3r0.68hb2p0.941.4110-31.0980.680.221000.940.471MPabps1Dc/Dbgs171.36/18.41σkrkkσ0.872.91.150.4711.82MPabprfcbps其中參數(shù)：kr=0.87,kc=1.15，kfNe(1.28108)0.0572.9溫度疲勞應力計算已知該路段位于Ⅳ 7區(qū)，取最大溫度梯度 Tg=90℃/m。查公路水泥混凝土路面設計規(guī)范 B.5.2條得：kn 3000MPa/mc..[DcDb1/4[71.3614.321/40.251mβ]14.32)](DcDb)kn(71.363000(knrg4Dc)rβ3(30001.081471.36)0.25130.849ξ-Dc)rg30.25141.0813(knrβ4(300071.36)tL5.01.5423rg31.081CL1(1)sinh(t)cos(t)cosh(t)sin(t)1ξcos(t)sin(t)sinh(t)cosh(t)=1(1)sinh(1.542)cos(1.542)cosh(1.542)sin(1.542)0.75210.849cos(1.542)sin(1.542)sinh(1.542)cosh(1.542)BL1.77e4.48hcCL0.131(1CL)1.77e4.480.30.7520.131(10.768)0.315σαEhTgB1010-6310000.3900.3151.32MPacccLt,max22ktfrat(σ)btct50.843(1.32)1.3230.0580.33t,maxσt,maxft1.325t0.843,bt1.323,ct0.058σtrktσt,max0.331.320.44MPa，r1.28極限狀態(tài)驗算γr(σprσtr)1.28(3.110.44)4.54MPafr5.0MPaγ(σσ)1.28(2.541.32)4.94MPafr5.0MParp,maxt,maxγσ1.281.822.33MPafbr4.0MParbpr故該設計方案滿足要求。c..5.4.4方案二(中濕狀態(tài))各結(jié)構(gòu)層的參數(shù)如表 5-6所示：表5-6名稱厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15貧混凝土20210000.15級配碎石152500.35土基80注：這里面層與基層間有 40mm瀝青混凝土夾層設計普通混凝土面層板的尺寸 (長×寬)為：5m×3.75m普通混凝土面層的彎拉強度標準值 fr=5.0MPa，線膨脹系數(shù) c 10 106/0C取地基回彈模量為 90MPa，由于未知距地下水位距離，假設實際中濕狀態(tài)折減后為 60MPa則E0 60MPa故下層板底部的地基當量綜合回彈模量為n(hi2Ei)/n0.22250Exhi2250MPai1i10.22nhxi1hih10.2mα0.860.26lnhx0.860.26ln0.20.442EtE0(Ex)α60(250)0.442112.75MPaE060Et取110Mpa。(1)計算彎曲剛度Echc3310000.33Dc2121271.36MN?m121c0.15c..Ebhb3210000.23Db21210.15214.32MN?m121b荷載疲勞應力計算13Dc Dbrg 1.21Et

71.36 14.321.21110

131.113σ1.4510-3r0.65hc2p0.941.4510-31.1130.650.321000.941.091MPaps1Db/Dcgs14.32/71.361σ1.4510-3r0.65hc2p0.941.4510-31.1130.650.322500.942.582MPapm1Db/Dcgm14.32/71.361σprkrkfkcσps0.872.91.151.0913.16MPaσp,maxkrkcσpm0.871.152.5822.58MPaσ1.4110-3r0.68hb2p0.941.4110-31.1130.680.221000.940.481MPabps1Dc/Dbgs171.36/14.32σkrkkσ0.872.91.150.4811.86MPabprfcbps其中參數(shù)：kr=0.87,kc=1.15，kfNe(1.28108)0.0572.9溫度疲勞應力計算已知該路段位于Ⅳ7區(qū)，取最大溫度梯度Tg=90℃/m。查公路水泥混凝土路面設計規(guī)范B.5.2條得：kn3000MPa/mβ[DcDb]1/4[71.3614.32]1/40.251m(DcDb)kn(71.3614.32)3000(knrg4Dc)rβ3(30001.113471.36)0.25130.876ξ-Dc)rg3(30000.251471.36)1.1133(knrβ4tL5.01.4973rg31.113CL11sinh(t)cos(t)cosh(t)sin(t)()sinh(t)cosh(t)1ξcos(t)sin(t)=1(1)sinh(1.497)cos(1.497)cosh(1.497)sin(1.497)cos(1.497)sin(1.497)0.73710.876sinh(1.497)cosh(1.497)BL1.77e4.48hcCL0.131(1CL)1.77e4.480.30.7370.131(10.737)0.306σαEhTgB1010-6310000.3900.3061.28MPacccLt,max22c..ktfrat(σ)btct50.843(1.28)1.3230.0580.32t,maxσt,maxft1.285t0.843,bt1.323,ct0.058σktσ0.321.280.41MPa，r1.28trt,max極限狀態(tài)驗算γr(σprσtr)1.28(3.160.41)4.57MPafr5.0MPaγ(σσ)1.28(2.581.28)4.94MPafr5.0MParp,maxt,maxγσrbpr1.281.862.38MPafbr4.0MPa故該設計方案滿足要求。5.4.5方案三(干燥狀態(tài))各結(jié)構(gòu)層的參數(shù)如表 5-7所示：表5-7名稱厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15密級配粗粒式瀝青8碎石水穩(wěn)碎石 12級配碎石 15土基

30000.320000.22500.3580注：設計普通混凝土面層板的尺寸 (長×寬)為：5m×3.75m普通混凝土面層的彎拉強度標準值 fr=5.0MPa，線膨脹系數(shù) c 10 106/0C取地基回彈模量為 90MPa，由于未知距地下水位距離，假設實際折減后的值為 80MPa故下層板底部的地基當量綜合回彈模量為nnhi20.152250Ex(hi2Ei)/250MPai1i10.152c..nhxhih10.15mi1α0.860.26lnhx0.860.26ln0.150.367EtE0(Ex)α80(250)0.367121.53MPaE080Et取120Mpa。(1)計算彎曲剛度DcEchc3310000.3371.36MN?m12121212c0.15Db1Eb1hb3130000.0830.14MN?m12121210.32b1Db2Eb2hb3220000.1230.30MN?m12121210.22b2DbDb1Db20.140.300.44MN?m荷載疲勞應力計算rg 1.21

Dc DbEt

13

71.36 0.441.21120

131.02σ1.4510-3r0.65hc2ps0.941.4510-31.020.650.321000.941.23MPaps1Db/Dcg10.44/71.36σ1.4510-3r0.65h2p0.941.4510-30.650.322500.942.911MPacm1.02pm1Db/Dcg10.44/71.36σprkrkfkcσps0.872.91.151.233.57MPaσp,maxkrkcσpm0.871.152.9112.91MPa其中：kr=0.87,kc=1.15，kfNe(1.28108)0.0572.9溫度疲勞應力計算已知該路段位于Ⅳ7區(qū)，取最大溫度梯度Tg=90℃/m。查規(guī)范得：kn0.5(hchb1)10.5(0.30.2)113757.40MPa/mEcEb1310003000c..[DcDb1/4[71.360.441/40.075mβ]](DcDb)kn(71.360.44)13757.4(knrg4Dc)rβ3(13757.41.02471.36)0.07530.083ξ-r4D)r3(13757.40.075471.36)1.023(kcnβgtL5.01.6343rg31.02CL1(1)sinh(t)cos(t)cosh(t)sin(t)1ξcos(t)sin(t)sinh(t)cosh(t)=1(1)sinh(1.634)cos(1.634)cosh(1.634)sin(1.634)0.64510.083cos(1.634)sin(1.634)sinh(1.634)cosh(1.634)BL1.77e4.48hcCL0.131(1CL)1.77e4.480.30.6450.131(10.645)0.251σαEhTB1010-6310000.3900.2511.05MPacccgLt,max22ktfrat(σ)btct50.843(1.05)1.3230.0580.23t,maxσt,maxft1.055t0.843,bt1.323,ct0.058σtrktσt,max0.231.050.24MPa，r1.28極限狀態(tài)驗算γr(σprσtr)1.28(3.570.24)4.84MPafr5.0MPaγr(σσ)1.28(2.911.05)5MPafr5.0MPap,maxt,max故該設計方案滿足要求。c..5.4.6方案三(中濕狀態(tài))各結(jié)構(gòu)層的參數(shù)如表 5-8所示：表5-8名稱厚度（cm）模量(Mpa)泊松比水泥混凝土30310000.15密級配粗粒式瀝青30000.3碎石8水穩(wěn)碎石1220000.2級配碎石202500.35土基60注：設計普通混凝土面層板的尺寸(長×寬)為：5m×3.75m普通混凝土面層的彎拉強度標準值fr=5.0MPa，線膨脹系數(shù)c10106/0C原地基回彈模量為80MPa，綜合中濕狀態(tài)取實際值為60MPa則E0 60MPa故下層板底部的地基當量綜合回彈模量為n(hi2Ei)/n0.22250Exhi2250MPai1i10.22nhxi1hih10.2mα0.860.26lnhx0.860.26ln0.20.442EtE0(Ex)α60(250)0.442112.75MPaE060Et取110Mpa。計算彎曲剛度c..Echc3310000.3371.36MN?mDc21212121c0.15Eb1hb3130000.0830.14MN?mDb121210.32121b1Eb2hb3220000.1230.30MN?mDb221210.2212