橋墩計算表格

,,,,設計水位,1403.4,,,,,,,,,,

樁號,河床高程,水深,平均水深,間距,過水面積,濕周,合計,,,,,,,,

,,,,,,,Ac,274.945,,,,,,,

347,1403.4,0,,,,,,,,,,,,,

349,1402.85,0.55,0.275,2,0.55,2.074246851,,,,,,,,,

360,1402.44,0.96,0.755,11,8.305,11.00763826,,,,,,,,,

380,1402.24,1.16,1.06,20,21.2,20.00099998,,,,,,,,,

400,1402.16,1.24,1.2,20,24,20.00016,濕周,214.1620786,,,,,,,

420,1402.08,1.32,1.28,20,25.6,20.00016,,,,,,,,,

440,1402.14,1.26,1.29,20,25.8,20.00009,,,,,,,,,

460,1402.1,1.3,1.28,20,25.6,20.00004,,,,,,,,,

480,1402,1.4,1.35,20,27,20.00025,,,,,,,,,

500,1401.85,1.55,1.475,20,29.5,20.00056249,,,,,,,,,

520,1401.64,1.76,1.655,20,33.1,20.00110247,,,,,,,,,

540,1401.66,1.74,1.75,20,35,20.00001,,,,,,,,,

560,1403.22,0.18,0.96,20,19.2,20.06074774,,,,,,,,,

561,1403.4,0,0.09,1,0.09,1.016070864,,,,,,,,,

,糙率nc,0.05,比降J,0.00489,,,,,,,,,,,

,Rc,1.283817386,,,,,,,,,,,,,

,Vc,1.652037598,,,,,,,,,,,,,

,Qc,454.2194775,,,,,,,,,,,,,

各梁支點反力計算表表3-2,,,,,,,,,,,,,,,

,單孔單列荷載B,593.590,雙孔單列荷載B,803.341,,三車道折減系數(shù),0.78,,,,,,,,

荷載橫向分布情況,,,,汽車荷載（KN）,,,,,,,,,,,

計算方法,荷載位置,橫向分布系數(shù)mcq,,單孔布載,,雙孔布載,,,計算方法,荷載位置,橫向分布系數(shù)mcq,,折減后系數(shù),,

,,,,B,Ri,B,Ri,,,,,,,,

對稱布置按杠桿原理法計算,雙列行車公路-Ⅰ級,1號梁,0.010,593.590,5.936,803.341,8.033,,對稱布置按杠桿原理法計算,三列行車公路-Ⅰ級,1號梁,0.334,0.261,,

,,2號梁,0.625,,370.994,,502.088,,,,2號梁,0.812,0.633,,

,,3號梁,0.729,,432.727,,585.636,,,,3號梁,0.708,0.552,,

,,4號梁,0.625,,370.994,,502.088,,,,4號梁,0.812,0.633,,

,,5號梁,0.010,,5.936,,8.033,,,,5號梁,0.334,0.261,,

,三列行車公路-Ⅰ級,1號梁,0.261,593.590,154.642,803.341,209.286,,非對稱布置按偏心壓力法計算,三列行車公路-Ⅰ級,1號梁,0.842,0.657,,

,,2號梁,0.633,,375.956,,508.804,,,,2號梁,0.724,0.565,,

,,3號梁,0.552,,327.804,,443.637,,,,3號梁,0.600,0.468,,

,,4號梁,0.633,,375.956,,508.804,,,,4號梁,0.479,0.374,,

,,5號梁,0.261,,154.642,,209.286,,,,5號梁,0.350,0.273,,

非對稱布置按偏心壓力法計算,雙列行車公路-Ⅰ級,1號梁,0.825,593.590,489.712,803.341,662.756,,,,,,,,

,,2號梁,0.612,,363.277,,491.645,,,,,,,,

,,3號梁,0.400,,237.436,,321.336,,,,,,,,

,,4號梁,0.194,,115.156,,155.848,,,,,,,,

,,5號梁,(0.025),,(14.840),,(20.084),,,,,,,,

,三列行車公路-Ⅰ級,1號梁,0.657,593.590,389.846,803.341,527.602,,,,,,,,

,,2號梁,0.565,,335.212,,453.663,,,,,,,,

,,3號梁,0.468,,277.800,,375.964,,,,,,,,

,,4號梁,0.479,,284.330,,384.800,,,,,,,,

,,5號梁,0.273,,162.050,,219.312,,,,,,,,

4）,各梁永久荷載、可變荷載反力組合,,,,,,,,,,,,,,

,作用組合見表3-3，表中均取用各梁的最大值。沖擊系數(shù)計算如下：,,,,,,,,,,,,,,

,C40混凝土空心板，E=,,3.45×1010,pa,34500000000,,Ic=,0.629326858,m4,,,,,,

,,,G=,30.54,KN/m=,30540,N/m,,,,,,,,

,f=π/2L2×√—EIc/G/g=,,,2.73,Hz,,,,,,,,,,

,μ=0.1767lnf-0.0157=,,,0.1620,1+μ=,1.162,,,,,,,,,

各梁永久荷載、可變荷載反力計算表表3-3,,,,,,,,,,,,,,,

編號,荷載情況,,1號梁R1,2號梁R2,3號梁R3,4號梁R4,5號梁R5,,,,,,,,

①,恒載,,1748.494,1828.772,1828.772,1828.772,1748.494,,,,,,,,

②,雙孔對稱布置,,243.181,591.206,680.480,591.206,243.181,,,,,,,,

③,雙孔非對稱布置,,770.091,571.267,436.852,447.119,254.830,,,,,,,,

3.3雙柱反力計算,,,,,,,,,,,,,,,

,,,,計算式為,Gi=1/674(891R1+614R2+337R3+60R4-217R5),,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

雙柱反力Gi計算表表3-4,,,,,,,,,,,,,,,

荷載情況,,計算式,,,,,,,反力G1(KN),,,,,,

①上部恒載,,1/674(891×874.247+614×914.386+337×914.386+60×914.386-217×874.247),,,,,,,4491.652,,,,,,

汽車荷載,②對稱,1/674(891×243.181+614×591.206+337×680.480+60×591.206-217×243.181),,,,,,,1174.627,,,,,,

,③非對稱,1/674(891×770.091+614×571.267+337×436.852+60×447.119-217×254.830),,,,,,,1714.625,,,,,,

3.4蓋梁各截面彎矩計算,,,,,,,,,,,,,,,

,截面位置見圖3-1，截面彎矩計算見表3-5。為求得最大彎矩值，支點負彎矩取用非對稱布置時的數(shù)值，跨中彎矩取用對,,,,,,,,,,,,,,

,稱布置時的數(shù)值。則各截面彎矩計算式如下：,,,,,,,,,,,,,,

,,M1-1=,0,,,,,,,,,,,,

,,M2-2=,―R1×1.04,,,,,,,,,,,,

,,M3-3=,―R1×2.17,,,,,,,,,,,,

,,M4-4=,―R1×2.77+Gi×0.6,,,,,,,,,,,,

,,M5-5=,―R1×5.54+Gi×3.37-R2×2.77,,,,,,,,,,,,

,彎矩組合按照：,,1.2×（①+④）+1.4×②或1.2×（①+④）+1.4×③,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,各截面彎矩值計算及組合表表3-5,,,,,,,,,,,,,,

荷載情況,,墩柱反力Gi（KN）,梁支座反力（KN）,,各截面彎矩值,,,,,,,,,,

,,,R1,R2,截面1-1,截面2-2,截面3-3,截面4-4,截面5-5,,,,,,

①上部恒載,,4491.652,1748.494,1828.772,0.000,(1818.434),(3794.232),(2148.337),384.512,,,,,,

汽車荷載*(1+μ）,②對稱,1174.627,243.181,591.206,0.000,(252.908),(527.702),31.165,973.631,,,,,,

,③非對稱,1714.625,770.091,571.267,0.000,(800.895),(1671.097),(1104.377),(70.428),,,,,,

④蓋梁自重,,―,―,―,(28.055),(153.891),(432.278),(191.418),271.831,,,,,,

組合,②對稱,―,―,―,(33.666),(2720.861),(5810.595),(2764.075),2150.695,,,,,,

,③非對稱,―,―,―,(33.666),(3488.042),(7411.348),(4353.834),689.012,,,,,,

,,,,,,,,,,,,,,,,

3.5蓋梁各截面剪力計算,,,,,,,,,,,,,,,

,截面剪力計算見表3-6。各截面剪力計算式如下：,,,,,,,,,,,,,,

,,截面1-1：,V左=0，V右=-R1,,,,,,,,,,,,

,,截面2-2：,V左=V右=-R1,,,,,,,,,,,,

,,截面3-3：,V左=-R1，V右=Gi-R1,,,,,,,,,,,,

,,截面4-4：,V左=Gi-R1，V右=Gi-R1-R2,,,,,,,,,,,,

,,截面5-5：,V左=Gi-R1-R2，V右=Gi-R1-R2-R3,,,,,,,,,,,,

,剪力組合按照：,,1.2×（①+④）+1.4×②或1.2×（①+④）+1.4×③,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

各截面剪力值及組合計算表表3-6,,,,,,,,,,,,,,,

荷載情況,,墩柱反力Gi（KN）,梁支座反力（KN）,,,各截面剪力（KN）,,,,,,,,,

,,,,,,截面1-1,,截面2-2,,截面3-3,,截面4-4,,截面5-5,

,,,R1,R2,R3,V左,V右,V左,V右,V左,V右,V左,V右,V左,V右

①上部恒載,,4491.652,1748.494,1828.772,1828.772,0.000,(1748.494),(1748.494),(1748.494),(1748.494),2743.158,2743.158,914.386,914.386,(914.386)

汽車荷載,②對稱,1174.627,243.181,591.206,680.480,0.000,(243.181),(243.181),(243.181),(243.181),931.446,931.446,340.240,340.240,(340.240)

,③非對稱,1714.625,770.091,571.267,436.852,0.000,(770.091),(770.091),(770.091),(770.091),944.534,944.534,373.267,373.267,(63.585)

④蓋梁自重,,―,―,―,―,(69.414),(69.414),(178.135),(178.135),(314.585),398.993,326.543,326.543,0.000,0.000

組合,②對稱,―,―,―,―,(83.297),(2521.943),(2652.408),(2652.408),(2816.148),5074.606,4987.666,1965.451,1573.599,(1573.599)

,③非對稱,―,―,―,―,(83.297),(3259.617),(3390.082),(3390.082),(3553.822),5092.929,5005.989,2011.688,1619.836,(1186.282)

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

1）,雙柱橫向分布系數(shù)計算,,,,,,,,,,,,,,

,雙列布載,,,,,,,,,,,,,,

,K1=(674-43)/674=,,0.9362,K2=1-K1=,0.0638,,,,,,,,,,

,三列布載,,,,,,,,,,,,,,

,K1=(674-222)/674=,,0.5231,K2=1-K1=,0.4769,,,,,,,,,,

2）,雙柱垂直反力計算,,,,,,,,,,,,,,

,雙柱垂直反力計算表表4-1,,,,,,,,,,,,,,

,荷載情況,,B(KN),最大垂直力(KN),,最小垂直力(KN),,,,,,,,,

,,,,K1,(1+μ)BK1,K2,(1+μ)BK2,,,,,,,,

,公路-Ⅰ級單孔,雙列,1187.18,0.9362,1291.440,0.0638,88.006,,,,,,,,

,,三列,1389.00,0.5231,844.236,0.4769,769.716,,,,,,,,

,公路-Ⅰ級雙孔,雙列,1606.68,0.9362,1747.783,0.0638,119.104,,,,,,,,

,,三列,1879.82,0.5231,1142.555,0.4769,1041.703,,,,,,,,

3),最大彎矩計算（單孔布載）,,,,,,,,,,,,,,

,最大彎矩計算表表4-2,,,,,,,,,,,,,,

,荷載情況,,B1（KN）,B2（KN）,A墩底彎矩(KN·m),,,最大垂直力(KN·m),,,,,,,

,,,,,K1,0.25(1+μ)(B1-B2)K1,,K2,0.25(1+μ)(B1-B2)K2,,,,,,

,公路-Ⅰ級單孔,雙列,1187.180,0,0.9362,322.860,,0.0638,22.002,,,,,,

,,三列,1389.001,0,0.5231,211.059,,0.4769,192.429,,,,,,

,4),各墩臺水平荷載匯總,,,,,,,,,,,,,

,,各墩臺水平荷載匯總表（KN）表4-3,,,,,,,,,,,,,

,,墩(臺)號荷載類型,,0,1,2,3,4,5,6,,,,,

,,汽車制動力,,24.404,48.175,48.175,48.175,48.175,48.175,24.404,,,,,

,,溫度影響力,,858.340,1129.620,564.810,0.000,(564.810),(1129.620),(858.340),,,,,

,4.4墩柱底截面內(nèi)力組合,,,,,,,,,,,,,,

,,組合按照：1.2×（①+②+③）+1.4×④+0.7×1.4×（⑧+⑨）或,,,,,,,,,,,,,

,,,1.2×（①+②+③）+1.4×⑤+0.7×1.4×（⑧+⑨）或,,,,,,,,,,,,

,,,1.2×（①+②+③）+1.4×⑥+0.7×1.5×（⑧+⑨）或,,,,,,,,,,,,

,,,1.2×（①+②+③）+1.4×⑦+0.7×1.6×（⑧+⑨）,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,墩柱底截面內(nèi)力組合表表4-4,,,,,,,,,,,,,

,,截面位置內(nèi)力編號,,,,A柱底面積,,,B柱底面積,,,,,,

,,,,,,N（KN）,H(KN),M(KN·m),N（KN）,H(KN),M(KN·m),,,,

,,①,上部恒載,,,4491.652,-,-,4491.652,-,-,,,,

,,②,蓋梁自重,,,713.576,-,-,713.576,-,-,,,,

,,③,墩柱自重,,,190.852,-,-,190.852,-,-,,,,

,,④,雙孔三列,,,1142.555,-,0.000,1041.703,-,0.000,,,,

,,⑤,雙孔雙列,,,1747.783,-,0.000,119.104,-,0.000,,,,

,,⑥,單孔三列,,,844.236,-,211.059,769.716,-,192.429,,,,

,,⑦,單孔雙列,,,1291.440,-,322.860,88.006,-,22.002,,,,

,,⑧,溫度影響力,,,-,(12.137),(345.298),-,(12.137),(345.298),,,,

,,⑨,雙孔制動力,,,-,13.951,396.906,-,13.951,396.906,,,,

,,⑩,1.2×（①+②+③）+1.4×④+0.7×1.4×（⑧+⑨）,,,8074.873,1.778,50.576,7933.680,1.778,50.576,,,,

,,11,1.2×（①+②+③）+1.4×⑤+0.7×1.4×（⑧+⑨）,,,8922.192,1.778,50.576,6642.042,1.778,50.576,,,,

,,12,1.2×（①+②+③）+1.4×⑥+0.7×1.5×（⑧+⑨）,,,7657.226,1.778,346.059,7552.899,1.778,319.977,,,,

,,13,1.2×（①+②+③）+1.4×⑦+0.7×1.6×（⑧+⑨）,,,8283.312,1.778,502.580,6598.505,1.778,81.378,,,,

,,由上表可知，取以下兩種組合控制設計：,,,,,,,,,,,,,

,,,一、組合13，彎矩最大，此時N=,,,8283.312,KN，M=,502.580,KN,,,,,,

l,,,"二、組合11，豎向力最大,此時N=",,,8922.192,KN，M=,50.576,KN,,,,,,

,,,,,,,,,,,,,,,,

,以下采用試算法列表計算，各系數(shù)查規(guī)范附表，見表4-5。,,,,,,,,,,,,,,

,試算表表4-5,,,,,,,,,,,,,,

,ξ,A,B,C,D,ρ,Nu(N),N（N）,Nu/N,,,,,,

,0.37,0.7780,0.5073,(0.6190),1.8494,(0.0073),8170014.0021,8283312.0000,0.9863,,,,,,

,0.38,0.8074,0.5191,(0.5707),1.8609,(0.0074),8385094.0692,8283312.0000,1.0123,,,,,,

,0.39,0.8369,0.5304,(0.5227),1.8711,(0.0075),8598560.7681,8283312.0000,1.0381,,,,,,

,由表可見，當ξ=0.33時，計算縱向力Nu與設計值N相近。此時ρ=,,,,,,-0.0073,<ρmin=,0.005,,,,,,

,故采用ρ=,0.005,計算，則,,,,圖4-3,,,,,,,,

,As=ρπr2=,12717,mm2,,,,,,,,,,,,

,"選用24φ28的HRB335級鋼筋,As=",,,14780,mm2,,,,,,,,,,

,實際配筋率ρ=4As/(πd12)=4×6842/(3.14×13002)=,,,,,0.0058,>0.005,,,,,,,,

,"鋼筋布置圖見圖4-3,as=",,,60,mm,,,,,,,,,,

,墩柱截面承載力復核,,,,,,,,,,,,,,

,已知e0=,410,mm，as=,60,mm，rs=,840,mm，g=,0.933,",f'sd=",280,Mpa,,,,

,①在垂直于彎矩作用平面內(nèi),,,,,,,,,,,,,,

,長細比L0/d=6/1.8=,,3.33,"<7,故穩(wěn)定系數(shù)Ψ=",,1,。,,,,,,,,

,混凝土截面積為Ac=πd2/4=3.14×18002/4=,,,,2543400,mm2,,,,,,,,,

,實際縱向鋼筋面積As=,,14780,mm2,則在垂直于彎矩作用平面的承載力為,,,,,,,,,,

,Nu=0.9Ψ（fcdAc+f'sdAs）=0.9×1×(11.5×1326650+280×14780)=,,,,,,,30048.750,KN>N=,8283.312,KN,,,,

,滿足要求。,,,,,,,,,,,,,,

,②在彎矩作用平面內(nèi),,,,,,,,,,,,,,

,e0=,(Bfcd+Dρgfsd)r,,(B×11.5+D×0.0058×0.933×280)×900,,,,10350B+1363.6728D,,,,,,,

,,Afcd+Cρfsd,,A×11.5+C×0.0058×280,,,,11.5A+1.624C,,,,,,,

,以下采用試算法列表計算，各系數(shù)查規(guī)范附表，見表4-6。,,,,,,,,,,,,,,

,試算表表4-6,,,,,,,,,,,,,,

,ξ,A,B,C,D,(e0)(mm),e0(mm),(e0)/e0,,,,,,,

,0.87,2.3342,0.5191,1.9149,0.9397,232,226,1.030,,,,,,,

,0.88,2.3636,0.5073,1.9503,0.9161,224,226,0.993,,,,,,,

,0.89,2.3927,0.4952,1.9846,0.8930,216,226,0.957,,,,,,,

,由表可見，當ξ=0.68時，(ηe0)=,,,,224,zz,,410,mm很接近，,,,,,,

,故取ξ=0.68為計算值。,,,,,,,,,,,,,,

,在彎矩作用平面內(nèi)的承載力為,,,,,,,,,,,,,,

,Nu=Ar2fcd+Cρr2fsd=1.7466×9002×11.5+1.0071×0.0058×9002×280=,,,,,,,24903.627,KN>N=,8283.312,KN,,,,

,滿足要求。,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

4）,局部沖刷線以下深度z處樁截面的彎矩Mz及樁身最大彎矩Mmax計算,,,,,,,,,,,,,,

,樁的變形系數(shù)α=,,0.281,,P0=,10591.238,Q0=,25.566,M0=,1252.227,,,,,

①,局部沖刷線以下深度z處樁截面的彎矩Mz計算,,,,,,b1=,2.79,,,,,,,

,,,,25.566,AM+1252.227BM=,,90.982,AM+1252.227BM,,,,,,,

,,,,0.281,,,,,,,,,,,

,無綱量系數(shù)AM、BM由附表分別查得，Mz計算列表見表5-1，其結果以圖5-2表示。,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,Mz計算列表表5-1,,,,,,,,,,,,,,

,Z-=αz,z,AM,BM,Q0/α·AM,M0BM,Mz,,,,,,,,

,0.0,0.00,0.00,1.00000,0.000,1252.227,1252.227,,,,,,,,

,0.2,0.71,0.19696,0.99806,17.920,1249.798,1267.718,,,,,,,,

,0.4,1.42,0.37739,0.98617,34.336,1234.909,1269.244,,,,,,,,

,0.6,2.14,0.52938,0.95861,48.164,1200.397,1248.561,,,,,,,,

,0.8,2.85,0.64561,0.91324,58.739,1143.584,1202.323,,,,,,,,

,1.0,3.56,0.72305,0.85089,65.785,1065.507,1131.292,,,,,,,,

,1.2,4.27,0.76183,0.77415,69.313,969.412,1038.725,,,,,,,,

,1.4,4.98,0.76498,0.68694,69.600,860.205,929.804,,,,,,,,

,1.8,6.41,0.68488,0.49889,62.312,624.724,687.035,,,,,,,,

,2.2,7.83,0.53160,0.32025,48.366,401.026,449.392,,,,,,,,

,2.6,9.25,0.35458,0.17546,32.260,219.716,251.976,,,,,,,,

,3.0,10.68,0.19305,0.07595,17.564,95.107,112.671,,,,,,,,

,3.5,12.46,0.05081,0.01354,4.623,16.955,21.578,,,,,,,,

,4.0,14.23,0.00005,0.00009,0.005,0.113,0.117,,,,,,,,

②,樁身最大彎矩Mmax及最大彎矩位置計算,,,,,,,,,,,,,,

,由Qz=0得：,CQ=αM0/Q0=,,,,13.763,,,,,,,,,

,由CQ=9.116及h-=4，查表得：z-Mmax=,,,,0.396,故zMmax=0.396/0.771=,,1.409,m，,,,,,,

,由z-Mmax=0.396及h-=4，查表得：KM=,,,,1.028,。,,,,,,,,,

,Mmax=KMM0=1.028×6823.409=,,,1287.289,KN·m,,,,,,,,,,

5）,局部沖刷線以下深度z處橫向土抗力pzx計算,,,,,,,,,,,,,,

,,,,,0.771×577.120,,Z-·Ax+,0.7712×6823.409,,Z-·Bx,,,,,

,,,,,2.7,,,2.7,,,,,,,

,,,,,2.575,Z-·Ax+,35.440,Z-·Bx,,,,,,,

,無綱量系數(shù)Ax、Bx由附表分別查得，pzx計算列表見表5-2，其結果以圖5-3表示。,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,

,pzx計算列表表5-2,,,,,,,,,,,,,,

,Z-=αz,z,Ax,Bx,αQ0/b1·Z-Ax,α2M0/b1·Z-Bx,pzx(kpa),,,,,,,,

,0.0,0.00,2.44066,1.62100,0.00,0.00,0.00,,,,,,,,

,0.2,0.71,2.11779,1.29088,1.09,9.15,10.24,,,,,,,,

,0.4,1.42,1.80273,1.00064,1.86,14.19,16.04,,,,,,,,

,0.6,2.14,1.50268,0.74981,2.32,15.94,18.27,,,,,,,,

,0.8,2.85,1.22370,0.53727,2.52,15.23,17.75,,,,,,,,

,1.0,3.56,0.97041,0.36119,2.50,12.80,15.30,,,,,,,,

,1.2,4.27,0.74588,0.21908,2.30,9.32,11.62,,