預應力梁YL2 計算書

預應力梁YL2計算書預應力梁所在連續(xù)梁兩端坐標(mm):(0,24575/40400,24575)梁上布置預應力筋:有粘結(jié)預應力筋1一、設計條件1.1規(guī)范及參考資料: 《混凝土結(jié)構(gòu)設計規(guī)范》GB50010-2010 《預應力混凝土結(jié)構(gòu)抗震設計標準》JGJ/T140-2019 《預應力混凝土結(jié)構(gòu)設計規(guī)范》JGJ369-20161.2梁跨截面注意:受壓區(qū)考慮樓板作為翼緣作用，支座截面，僅使用下翼緣；其他位置截面，僅使用上翼緣1.2.1第1跨截面(mm):矩形，bxh=350x1300受壓區(qū)考慮樓板作為翼緣作用，上翼緣高=130，上翼緣寬=1633基本截面屬性:Ac=455000,Ic=6.4079e+010,Yc=650.01.2.2第2跨截面(mm):矩形，bxh=350x1300受壓區(qū)考慮樓板作為翼緣作用，上翼緣高=130，上翼緣寬=1910基本截面屬性:Ac=455000,Ic=6.4079e+010,Yc=650.01.2.3第3跨截面(mm):矩形，bxh=350x1300受壓區(qū)考慮樓板作為翼緣作用，上翼緣高=130，上翼緣寬=1910基本截面屬性:Ac=455000,Ic=6.4079e+010,Yc=650.01.3混凝土強度等級:第1跨C40,第2跨C40,第3跨C401.4預應力筋信息:梁上共布置有1種預應力筋1.4.1第1種預應力筋參數(shù): 名字:有粘結(jié)預應力筋1,類型:1x7Φ15.2 抗拉強度標準值:1860.0Mpa 抗拉強度設計值:1320.0Mpa 抗壓強度設計值:390.0Mpa 控制應力系數(shù):0.750 控制應力:1395.0kN 松弛級別:低松弛 鋼束與管道摩擦系數(shù)u=0.250 管道每米局部偏差摩擦影響系數(shù)k=0.00150 錨具變形、鋼筋回縮=5mm 是否超張拉:是 管道數(shù)目:1 管道直徑:70.0mm 每管預應力筋根數(shù):6根 每管預應力筋面積:840.00mm*mm 預應力筋總面積:840.00mm*mm 預應力筋投影長:40400mm,實際長度:40645mm 預應力筋線形定位參數(shù)(A、B、C): 第1跨:A=0.200m，B=0.200m，C=0.100m 第2跨:A=0.200m，B=0.200m，C=0.200m 第3跨:A=0.200m，B=0.200m，C=0.200m 預應力筋線形坐標(mm): xs=0,54,107,161,214,268,321,375,428,482,535,589,642,696,749,803,857,910,964,1017,1071,1124,1178,1231,1285,1338,1392,1445,1499,1553,1606,1660,1713,1767,1820,1874,1927,1981,2034,2088,2141,2195,2248,2302,2356,2409,2463,2516,2570,2623,2677,2730,2784,2837,2891,2944,2998,3052,3105,3159,3212,3266,3319,3373,3426,3480,3533,3587,3640,3694,3747,3801,3855,3908,3962,4015,4069,4122,4176,4229,4283,4336,4390,4443,4497,4551,4604,4658,4711,4765,4818,4872,4925,4979,5032,5086,5139,5193,5300,5480,5660,5840,6020,6200,6380,6560,6740,6920,7100,7280,7460,7640,7820,8000,8185,8371,8556,8741,8926,9112,9297,9482,9668,9853,10038,10224,10409,10594,10779,10965,11150,11335,11521,11706,11891,12076,12262,12447,12632,12818,13003,13188,13374,13559,13744,13929,14115,14300,14480,14660,14840,15020,15200,15380,15560,15740,15920,16100,16280,16460,16640,16820,17000,17180,17360,17540,17720,17900,18080,18260,18440,18620,18800,18980,19160,19340,19520,19700,19880,20060,20240,20420,20600,20793,20986,21179,21371,21564,21757,21950,22143,22336,22529,22721,22914,23300,23471,23642,23813,23984,24155,24326,24497,24668,24839,25010,25181,25352,25523,25694,25865,26036,26207,26378,26549,26720,26891,27062,27233,27404,27575,27746,27917,28088,28259,28430,28601,28772,28943,29114,29285,29456,29627,29798,29969,30140,30311,30482,30653,30824,30995,31166,31337,31508,31679,31850,32026,32202,32378,32554,32730,32906,33082,33258,33434,33610,33786,33962,34138,34314,34490,34666,34843,35019,35195,35371,35547,35723,35899,36075,36251,36427,36603,36779,36955,37131,37307,37483,37659,37835,38006,38177,38348,38519,38690,38861,39032,39203,39374,39545,39716,39887,40058,40229,40400 ys=200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,200,201,205,211,219,230,243,259,277,297,320,345,373,403,435,470,507,542,576,610,642,673,703,732,759,786,812,836,860,882,903,923,942,960,977,993,1008,1022,1034,1046,1056,1065,1073,1080,1086,1091,1095,1098,1099,1100,1099,1098,1095,1092,1087,1081,1075,1067,1058,1049,1038,1026,1013,999,984,968,951,933,914,894,873,851,828,804,779,752,725,697,667,637,606,573,540,505,470,433,398,367,338,312,288,268,250,234,222,212,206,200,201,205,211,219,230,243,259,277,297,320,345,373,403,435,470,505,540,573,606,637,667,697,725,752,779,804,828,851,873,894,914,933,951,968,984,999,1013,1026,1038,1049,1058,1067,1075,1081,1087,1092,1095,1098,1099,1100,1099,1098,1095,1091,1086,1080,1073,1065,1056,1046,1034,1022,1008,993,977,960,943,923,903,882,860,836,812,786,759,732,703,673,642,610,576,542,507,470,435,403,373,345,320,297,277,259,243,230,219,211,205,201,2001.5梁跨:5300.0mm,18000.0mm,17100.0mm1.6裂縫控制等級:2單位約定:力:kN,彎距:kN.m,應力:Mpa,長度:m,鋼筋面積:平方毫米,配筋率:%時間:2024年9月27日12:59:39二、預應力損失2.1有粘結(jié)預應力筋1損失第1跨截面1截面2截面3截面4截面5截面6截面7截面8截面9損失124.1324.1324.1324.1324.1324.1324.1324.1324.13損失20.001.392.774.155.536.918.299.6713.35損失30.000.000.000.000.000.000.000.000.00損失448.8348.8348.8348.8348.8348.8348.8348.8348.83損失592.7692.2571.3670.9370.4069.7667.3980.8678.69累計165.7166.6147.1148.0148.9149.6148.6163.5165.0百分比11.9%11.9%10.5%10.6%10.7%10.7%10.7%11.7%11.8%第2跨截面1截面2截面3截面4截面5截面6截面7截面8截面9損失10.000.000.000.000.000.000.000.000.00損失213.3573.57103.61130.50400.61380.75359.18335.18286.89損失30.000.000.000.000.000.000.000.000.00損失448.8348.8348.8348.8348.8348.8348.8348.8348.83損失578.7572.8068.3079.2284.9780.6469.9464.1565.53累計140.9195.2220.7258.5534.4510.2477.9448.2401.3百分比10.1%14.0%15.8%18.5%38.3%36.6%34.3%32.1%28.8%第3跨截面1截面2截面3截面4截面5截面6截面7截面8截面9損失10.000.000.000.000.0042.25100.31173.03304.34損失2286.89233.86203.56177.39150.35122.7394.7163.390.00損失30.000.000.000.000.000.000.000.000.00損失448.8348.8348.8348.8348.8348.8348.8348.8348.83損失565.5364.5169.5879.3382.3275.8965.7280.0692.33累計401.3347.2322.0305.5281.5289.7309.6365.3445.5百分比28.8%24.9%23.1%21.9%20.2%20.8%22.2%26.2%31.9%2.2有粘結(jié)預應力筋1張拉力第1跨截面1截面2截面3截面4截面5截面6截面7截面8截面9施工階段1151.51150.41149.21148.01146.91145.71144.61143.41140.3使用階段1032.61031.91048.21047.41046.71046.11046.91034.51033.2平均張拉力，施工階段=1146.7kN，使用階段=1040.8kN第2跨截面1截面2截面3截面4截面5截面6截面7截面8截面9施工階段1160.61110.01084.81062.2835.3852.0870.1890.2930.8使用階段1053.41007.8986.4954.6722.9743.2770.3795.3834.7平均張拉力，施工階段=977.3kN，使用階段=874.3kN第3跨截面1截面2截面3截面4截面5截面6截面7截面8截面9施工階段930.8975.41000.81022.81045.51033.21008.0973.2916.2使用階段834.7880.2901.3915.2935.3928.5911.8864.9797.6平均張拉力，施工階段=989.5kN，使用階段=885.5kN三、等效荷載3.1有粘結(jié)預應力筋13.1.1施工階段3.1.1.1節(jié)點荷載位置(m)Nx(kN)Nz(kN)M(kN.m)0.01146.70.0516.040.4989.50.0445.33.1.1.2分布荷載位置1(m)位置2(m)荷載1(kN/m)5.3008.000-74.48.00014.30031.914.30020.60031.920.60023.300-74.423.30025.865-82.525.86531.85035.331.85037.83535.337.83540.400-82.53.1.2使用階段3.1.2.1節(jié)點荷載位置(m)Nx(kN)Nz(kN)M(kN.m)0.01040.80.0468.440.4885.50.0398.53.1.2.2分布荷載位置1(m)位置2(m)荷載1(kN/m)5.3008.000-66.78.00014.30028.614.30020.60028.620.60023.300-66.723.30025.865-73.925.86531.85031.731.85037.83531.737.83540.400-73.9四、預應力效應施工階段:第1跨截面1截面2截面3截面4截面5截面6截面7截面8截面9綜合彎距516.0490.9465.7440.6415.5390.3365.2340.1314.9主彎距452.1452.1452.1452.1452.1452.1452.1452.1451.7次彎距63.938.713.6-11.5-36.7-61.8-86.9-112.1-136.8次剪力-37.9-37.9-37.9-37.9-37.9-37.9-37.9-37.9-37.9第2跨截面1截面2截面3截面4截面5截面6截面7截面8截面9綜合彎距314.9156.5-198.7-409.8-450.3-341.7-63.1340.5578.0主彎距451.7250.9-130.1-371.3-444.6-368.9-123.2247.5452.1次彎距-136.8-94.4-68.6-38.6-5.727.260.193.0125.9次剪力14.6-150.6-128.9-57.114.686.4158.1178.714.6第3跨截面1截面2截面3截面4截面5截面6截面7截面8截面9綜合彎距578.0372.5-36.0-294.6-391.7-328.2-102.1273.0445.3主彎距452.1263.2-128.7-370.7-451.2-371.1-128.5263.3452.1次彎距125.9109.392.776.159.543.026.49.8-6.8次剪力-7.8-184.0-158.8-83.3-7.867.8143.3168.5-7.8使用階段:第1跨截面1截面2截面3截面4截面5截面6截面7截面8截面9綜合彎距468.4445.0421.7398.4375.0351.7328.3305.0281.6主彎距405.4405.4405.4405.4405.4405.4405.4405.4405.1次彎距63.039.616.3-7.1-30.4-53.7-77.1-100.4-123.4次剪力-35.2-35.2-35.2-35.2-35.2-35.2-35.2-35.2-35.2第2跨截面1截面2截面3截面4截面5截面6截面7截面8截面9綜合彎距281.6139.7-178.6-367.8-404.0-306.4-56.5305.6518.7主彎距405.1225.0-116.7-332.9-398.7-330.8-110.5222.0405.4次彎距-123.4-85.3-61.9-34.9-5.324.454.083.6113.3次剪力13.2-134.9-115.5-51.213.277.5141.9160.313.2第3跨截面1截面2截面3截面4截面5截面6截面7截面8截面9綜合彎距518.7334.2-32.2-264.2-351.4-294.7-92.1244.1398.5主彎距405.4236.0-115.4-332.4-404.6-332.8-115.2236.1405.4次彎距113.398.283.268.253.238.123.18.1-6.9次剪力-7.0-165.1-142.5-74.8-7.060.7128.4151.0-7.0五普通鋼筋計算配筋5.1計算配筋第1跨截面1截面2截面3截面4截面5截面6截面7截面8截面9上部筋97313291329132913291329132913291477配筋率0.210.210.210.210.210.210.210.210.32彎距-38-38-124-249-414-619-864-1147-1684軸力000000000組合號211111113下部筋973933933933933933933933683配筋率0.210.150.150.150.150.150.150.150.15彎距4500000000軸力000000000組合號13252525252525258第2跨截面1截面2截面3截面4截面5截面6截面7截面8截面9上部筋26456836836836836836836835097配筋率0.580.150.150.150.150.150.150.151.12彎距-2093-42900000-739-2809軸力000000000組合部筋683973973973973973973973683配筋率0.150.210.210.210.210.210.210.210.15彎距0069614811524109264600軸力000000000組合號251313131313131326第3跨截面1截面2截面3截面4截面5截面6截面7截面8截面9上部筋5332683683683683683683683973配筋率1.170.150.150.150.150.150.150.150.21彎距-2885-1920-19600000-921軸力000000000組合號333333331下部筋6831778177817781778177817781778683配筋率0.150.390.390.390.390.390.390.390.15彎距00010211774202115927730軸力000000000組合號2514141414141414265.2選筋及實配面積第1跨左支座跨中右支座上部筋4C284C284C28/2C25實配面積246324633445換算配筋率1.221.221.43下部筋4C284C284C28實配面積246324632463換算配筋率0.540.540.54第2跨左支座跨中右支座上部筋4C28/2C254C284C28/4C28/2C25實配面積344524635908換算配筋率1.430.541.98下部筋(2C28)/5C28(2C28)/5C28(2C28)/5C28實配面積307930793079換算配筋率0.681.350.68第3跨左支座跨中右支座上部筋4C28/4C28/2C254C284C28實配面積590824632463換算配筋率1.980.541.22下部筋(3C28)/5C28(3C28)/5C28(3C28)/5C28實配面積307930793079換算配筋率0.681.350.68注：換算配筋率按全截面面積計算(混凝土結(jié)構(gòu)設計規(guī)范GB50010-2010條文說明4.2.3預應力筋配筋位置偏離受力區(qū)較遠時，應根據(jù)實際受力情況對強度設計值進行折減)。六、應力結(jié)果6.1截面屬性:七、正彎承載力第1跨梁頂纖維:截面1截面2截面3截面4截面5截面6截面7截面8截面9Mu219421942194219421942194254925492549Mcr1027100314211398137413501337871847MT-38-38-124-249-414-619-864-1147-1684Mcr/Mu0.47(ok)0.46(ok)0.65(ok)0.64(ok)0.63(ok)0.62(ok)0.52(ok)0.34(ok)0.33(ok)MT/Mu0.02(ok)0.02(ok)0.06(ok)0.11(ok)0.19(ok)0.28(ok)0.34(ok)0.45(ok)0.66(ok)Mu21073.71073.71073.71073.71073.71073.71477.61477.61477.6梁底纖維:截面1截面2截面3截面4截面5截面6截面7截面8截面9Mu119411941271127112711271126612081208Mcr6386193217240263287232255MB4500000000Mcr/Mu0.05(ok)0.07(ok)0.15(ok)0.17(ok)0.19(ok)0.21(ok)0.23(ok)0.19(ok)0.21(ok)MB/Mu0.04(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)ξ(x/h0)0.150.150.150.150.150.150.200.200.201073.71073.71100.21100.21100.21100.21109.91066.01066.0第2跨梁頂纖維:截面1截面2截面3截面4截面5截面6截面7截面8截面9Mu258323741941130712181307275831913399Mcr85169691171367877510548941124MT-2093-3370000-51-1104-2809Mcr/Mu0.33(ok)0.29(ok)0.47(ok)0.55(ok)0.56(ok)0.59(ok)0.38(ok)0.28(ok)0.33(ok)MT/Mu0.81(ok)0.14(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)0.02(ok)0.35(ok)0.83(ok)Mu21478.61478.61478.61073.81073.81073.82440.22440.22440.2梁底纖維:截面1截面2截面3截面4截面5截面6截面7截面8截面9Mu145716652181245225412452219016411433Mcr2664088161018106195569224934MB0782514981460105122500Mcr/Mu0.18(ok)0.24(ok)0.37(ok)0.42(ok)0.42(ok)0.39(ok)0.32(ok)0.15(ok)0.02(ok)MB/Mu0.00(ok)0.00(ok)0.38(ok)0.61(ok)0.57(ok)0.43(ok)0.10(ok)0.00(ok)0.00(ok)ξ(x/h0)0.170.200.070.050.050.050.090.350.291328.91328.91382.61372.71372.71372.71416.51313.51313.5第3跨梁頂纖維:截面1截面2截面3截面4截面5截面6截面7截面8截面9Mu339931912758130712181307157420082216Mcr11249231079818731787987789959MT-2885-909-500000-921Mcr/Mu0.33(ok)0.29(ok)0.39(ok)0.63(ok)0.60(ok)0.60(ok)0.63(ok)0.39(ok)0.43(ok)MT/Mu0.85(ok)0.28(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)0.00(ok)0.42(ok)Mu22440.22440.22440.21073.81073.81073.81073.81073.81073.8梁底纖維:截面1截面2截面3截面4截面5截面6截面7截面8截面9Mu143316412190245225412452218516411431Mcr34220667912100794372829