混凝土结构设计单层工业厂房设计方案

混凝土结构设计·单层工业厂房课程设计 第1章、混凝土结构课程设计•单层工业厂房设计计算书 第2章、混凝土结构课程设计•单层工业厂房设计计算书 1章、混凝土结构课程设计单层工业厂房设计计算书基本风压：0.40kN/2基本雪压：0.35kN/m2建筑场地：粉质粘土地下水位：低于自然地面3m修正后地基承载力特征值：250kN/m22章、混凝土结构课程设计单层工业厂房设计计算书基本风压：0.40kN/2基本雪压：0.35kN/m2建筑场地：粉质粘土地下水位：低于自然地面3m修正后地基承载力特征值：250kN/m22.2.1、分析厂房排架，设计柱、基础，整理计算书一份2.2.2、绘制结构施工图一套预应力钢筋混凝土折线型屋架G415（一）钢筋混凝土吊车梁钢筋混凝土基础梁68.2kN/榀28.3kN/根46kN/根16.7kN/根YWB-（中间跨）YWB-S(端YWJ18-2-AaDL-4-DL-4-YDL-3-DCGDLJL-1已知柱顶标高为11.8m，室内地面至基础顶面距离为0.5m，则柱总高度H=11.8+0.5=12.，3m柱截面尺寸及相应的计算参数如下参柱号截面尺寸/mm参柱号/mm/mm4/kN/mm2上上柱下柱上柱下柱上柱下柱A5A90×10890×108855042000B42000B00C4200C4200000.35kN/225mm水泥砂浆找平层0.4kN/m20.5kN/m21.5m×6m预应力混凝土屋面板1.5kN/m2屋面支撑及吊管自重0.15kN/m22.85kN/m268.2kN/榀1334A5A4B5B4C5C22EQ\*jc3\*hps37\o\al(\s\up1(□),k)各部分标高及B类地面粗糙度表确定如下zzzs2 2则作用于排架计算简图上的风荷载设计值为12□□2□zB2跨对TBC跨DDy2.4.4.3、吊车横向水平荷载max4i44该厂房为两跨等高厂房，可以用剪力分配法进行排架内力分析ABCn□C0u1ii1iABCA柱B柱4154B65BC柱84C32C3414C5A柱B柱BH3C柱RAAABBBiABC1M12AMM2BA柱B柱ABC柱AABBBiABC1MM2BMM2CB柱AABBBiABCA柱CEQ\*jc3\*hps35\o\al(\s\up13(1),□)nC柱CEQ\*jc3\*hps36\o\al(\s\up13(1),□)EQ\*jc3\*hps36\o\al(\s\up24(1),n)nACWAAABBA柱C柱ACWAAABBmaxmaxminAmax3A柱B柱ABAARBBBiABCminmaxminBmaxABA柱B柱BARAAABBBiABCmaxmaxminBmaxMMCmin4C柱C柱AABBBRiABCmaxmaxminABB柱C柱AARBBBiABCmaxA柱C5RAEQ\*jc3\*hps35\o\al(\s\up6(□),□)EQ\*jc3\*hps35\o\al(\s\up10(□),□□)max5B柱max5ABAAABBB排架各柱的弯矩图及柱底剪力值如图2-17所示，当T方向相反时，弯max剪力只改变符号，方向不变maxB柱C5RBEQ\*jc3\*hps35\o\al(\s\up6(□),□)EQ\*jc3\*hps35\o\al(\s\up10(□),□□)max5柱C5REQ\*jc3\*hps35\o\al(\s\up6(□),□)EQ\*jc3\*hps35\o\al(\s\up10(□),□□)max5AABBBmax剪力只改变符号，方向不变TTmax000截截面内力21.89328.6-50.38361.69.142Ⅰ---ⅢMNMNMNV于AB跨用于跨0.48-8.52-4.6280.5562.2702.27000.553Dmax柱○-35.2064.406332.024.311333.02-8.585Dmax于B○-33.504.2-52.99-8.17Dmax于B○20.71020.71056.060Dmax柱○0000.335Tmax○000Tmax○000柱内力组合NNNNmax左风左风9.2509.25099.630-14.550-14.550-76.680-12.24项+0.9×1.4+0.9×(⑧+⑨)+⑩】+0.9×1.4⑨﹚+⑩]0.9×1.40.9×﹙⑨⑩]72.83439.6847.04455.40276.55(197.7328.56(273.8)37.36(27.15)组合项1.2×①+0.9×1.4×【0.8×(④+⑦)+0.81.2×①+0.9×1.4×⑨⑪]1.2×①＋0.9×1.4×＋⑦﹚+⑩]-33.26394.32-96.06479.28-196.96（-138.74）661.17（528.61）-20.66(-13.16)项0.9×1.4×0.9×﹙⑧⑩]+0.9×1.4+0.8×⑨﹚+⑩]0.9×1.4×0.9﹙④+⑥﹚＋⑩]72.83s439.6836.31813.96249.74(198.88)853.359(665.88)39.68(29.64)项1.4×0.9×⑨﹚＋⑩+0.9×1.4＋⑪]0.9×1.4×37.16⑩]计72.33394.32-85.32433.92235.07(197.79)473.32(273.8)40.15(29.77)柱内力组合截面截面内力永久荷载-649.6MM0N715.6-ⅡMM0N750.8V0-Ⅲ于AB跨用于跨-5.42-5.42-5.45-0.0030.003Dmax0-56.4459.22Dmax72.780-176.24332.02-51.99332.02Dmax-72.780332.0251.99332.01-17.75Dmax-37.8056.445-9.22Tmax跨Tmax作用于BC跨000000NNNNmax左风左风31.45031.45007.67-31.450-31.450-85.140-7.67项+0.9×1.40.9×+0.9×1.40.9×⑩]+0.8×⑩]计824.88247.65222.9(159.21)(1112.11)7.78(5.56)项+0.9×1.4×0.9×】+0.9×+0.9×﹙⑤+⑥﹚＋ ⑪]＋0.9×＋0.8×﹙⑤＋⑥＋-130.35824.88-247.65-222.9(-159.21)(1112.11)-7.78(-5.56)组合项项组合项项779.5239.627858.72(76.63)900.216(750.18)9.661.2×①＋0.9③＋0.9×﹙⑤＋⑥⑩]1.2×①+0.9×0.8×﹙⑤＋⑧+⑥﹚＋⑪]1.2×①＋0.9③＋0.8×﹙⑤-46.96603.05291.72528.48(380.73)(1030.05)29.32(21.05)0.9×[0.8截截面内力-21.89328.650.38361.6-13.61-9.142Ⅰ-ⅠⅡ-ⅡⅢ-ⅢMNMNMNV于AB跨-2.270-2.270-6.140-0.553于BC跨-0.484.628-0.556Dmax柱○-1.370-1.370-3.720-0.335Dmax于B○-20.710-20.710-56.060-5.05Dmax于B○33.5052.99Dmax柱○0-64.406332.02-4.311333.02Tmax跨000柱内力组合max跨0000076.680-9.250-9.250-99.630-19.63NNNNmax项+0.9×【②+③+0.9+0.9×⑨﹚+⑩]＋0.8×⑧0.9×⑩]62.36245.7663.88442.69285.62(203.45)513.78(408.93)(23.68)项+0.9×【0.8×⑦)+0.8+0.9×0.9×⑪]⑦﹚+⑩]-30.24279.78-93.34763.32-271.57(-194.54)808.92(619.74)-33.18(-24.26)组合项1.2×①＋0.9③＋0.9×﹙⑧＋⑨⑩]1.2×①+0.9×1.4×[②＋③+0.8×﹙④+⑧＋⑨﹚+⑩]1.2×①＋0.9③＋0.9﹙④+⑥﹚＋⑩]计-18.65302.94-85.78911.48-248.05(-177.75)957.08(725.57)-29.31(-21.51)项0.9×[③⑨﹚＋⑩+0.9×⑪]＋0.9×＋0.9×计62.36245.7653.20306.72-266.81(-191.14)352.32(293.6)-43.93(-31.94)fyEQ\*jc3\*hps38\o\al(\s\up1(□),b)0EQ\*jc3\*hps37\o\al(\s\up1(□),b)a0N245.76i0aEQ\*jc3\*hps36\o\al(\s\up11(8400),400)lEQ\*jc3\*hps20\o\al(\s\up13(0),h)lEQ\*jc3\*hps20\o\al(\s\up13(0),h)2eiEQ\*jc3\*hps36\o\al(\s\up14(□l),□□h0)EQ\*jc3\*hps23\o\al(\s\up14(□2),□□)ei0NfbhNfbh11'计算s33EQ\*jc3\*hps35\o\al(\s\up13(A),bh)□□0.47□□0.2□,满足要求0lEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)NlEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)Nucysmax00N328.56i0a2h760EQ\*jc3\*hps35\o\al(\s\up14(□l),□□h0)EQ\*jc3\*hps22\o\al(\s\up14(□2),□□)2h7600f32EQ\*jc3\*hps35\o\al(\s\up13(A),bh)□□0.57□□0.2□,满足要求lEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)NlEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)N□ucysmaxe0he0h0e0hee0he0 h0Nk/kNMk/mmM0NkAfAftefee0fff0fff0EQ\*jc3\*hps37\o\al(\s\up0(□),f)EQ\*jc3\*hps22\o\al(\s\up10(□2),□□)/mmAzsEsteskdtedte0QGFhkFFhkFvk□vk□fbh□fbhh0hEQ\*jc3\*hps37\o\al(\s\up1(□),min)2s2.7.1.6、柱的吊装验算采用翻身起吊，吊点设在牛腿下部，混凝土达到设计强度后起吊1MM22M2□M222BA32332BA3233RAEQ\*jc3\*hps35\o\al(\s\up11(1),2)EQ\*jc3\*hps35\o\al(\s\up11(M),l)EQ\*jc3\*hps35\o\al(\s\up11(1),2)32dM3dx3A2sMMuuMMEQ\*jc3\*hps20\o\al(\s\up10(k),h)AAffffteskddEEstes00u0N523.02i0alEQ\*jc3\*hps20\o\al(\s\up13(0),h)lEQ\*jc3\*hps20\o\al(\s\up13(0),h)2eEQ\*jc3\*hps36\o\al(\s\up14(□l),□□h0)EQ\*jc3\*hps23\o\al(\s\up14(□2),□□)e03Nfbh3Nfbh1'计算sEQ\*jc3\*hps35\o\al(\s\up13(A),bh)□□0.2□,满足要求0lEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)NlEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)Nucysmax00N1268.72312EQ\*jc3\*hps35\o\al(\s\up14(□l),□□h0)EQ\*jc3\*hps22\o\al(\s\up14(□2),□□)203321f'y21f'y2ss2minEQ\*jc3\*hps35\o\al(\s\up14(A),bh)□□0.2□,满足要求lEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)NlEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)N□ucysmaxe0he0h0e298e2980000FvkQG□FhkFvkh0hFvkQG□FhkFvkh0hvkvkEQ\*jc3\*hps37\o\al(\s\up1(□),min)2sM1M2222□222BA32332BA3233RAMEQ\*jc3\*hps35\o\al(\s\up11(1),2)EQ\*jc3\*hps35\o\al(\s\up11(M),l)EQ\*jc3\*hps35\o\al(\s\up11(1),2)32A23dM3dx3A2sMMuMEQ\*jc3\*hps20\o\al(\s\up10(k),h)AAffffteteskdEEstes0330N245.76i0a0h400lEQ\*jc3\*hps20\o\al(\s\up13(0),h)lEQ\*jc3\*hps20\o\al(\s\up13(0),h)2eiEQ\*jc3\*hps36\o\al(\s\up15(□l),□□h0)EQ\*jc3\*hps23\o\al(\s\up15(□2),□□)ei0NfbhNfbh11'计算sEQ\*jc3\*hps35\o\al(\s\up13(A),bh)□□0.37□□0.2□,满足要求0lEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)NlEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)Nucysmax00N352.320a5312EQ\*jc3\*hps35\o\al(\s\up14(□l),□□h0)EQ\*jc3\*hps22\o\al(\s\up14(□2),□□)20f21y21y32EQ\*jc3\*hps35\o\al(\s\up13(A),bh)□□0.328□□0.2□,满足要求lEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)NlEQ\*jc3\*hps20\o\al(\s\up12(0),b)lEQ\*jc3\*hps20\o\al(\s\up12(0),b)N□ucysmaxe0he0h0e253.7e253.70757.30757.30□tesNk/kNk/mm0NkAffAffee00fff0fff0EQ\*jc3\*hps37\o\al(\s\up1(□),f)EQ\*jc3\*hps22\o\al(\s\up10(□2),□□)/mmAzsEsteteskdd00FvkQG□FhkFvkh0hEQ\*jc3\*hps37\o\al(\s\up1(□),min)2s2.7.3.6、柱的吊装验算采用翻身起吊，吊点设在牛腿下部，混凝土达到设计强度后起吊1-44ti图M1M2222□2□222BA32RAMEQ\*jc3\*hps35\o\al(\s\up11(1),2)EQ\*jc3\*hps35\o\al(\s\up12(M),l)EQ\*jc3\*hps35\o\al(\s\up11(1),2)32A23dM3dx3A2sMMuuMEQ\*jc3\*hps20\o\al(\s\up10(k),hMteskteskdteEQ\*jc3\*hps38\o\al(\s\up9(□),dtesul2212ul6min02Asmin0hhw0b300□sv,minftfftfyv210□EQ\*jc3\*hps20\o\al(\s\up4(s),s)w0□sv,minftfftfyv210□EQ\*jc3\*hps20\o\al(\s\up4(s),s))抗风柱裂缝宽度验算MkMksk0.87Ahsk0.87Ahtete□max□0.29mm□0.3mm5M6sk0.87AhM6sk0.87AhteskEQ\*jc3\*hps36\o\al(\s\up12(d),□eq)5吊1M1M2222□222BA32RA3EQ\*jc3\*hps35\o\al(\s\up12(1),2)EQ\*jc3\*hps35\o\al(\s\up12(M),l)EQ\*jc3\*hps35\o\al(\s\up12(1),2)33A1dM3dx3AMMuuMEQ\*jc3\*hps20\o\al(\s\up10(k),hMteskteskdteEQ\*jc3\*hps38\o\al(\s\up9(□),dtes22mkm262aNk/kNkkkwk/kNEQ\*jc3\*hps35\o\al(\s\up2(□V),k)pAWk,minpk,maxp,maxk,min2aw/kNpAWmin求pjIEQ\*jc3\*hps35\o\al(\s\up16(75),7)2pjI2pjIIIEQ\*jc3\*hps35\o\al(\s\up16(2),7)2pjIIIj,maxjI2j,maxjIII2j,maxjIII2I242cc242□242□y66oy2soyA66oy2s22EQ\*jc3\*hps35\o\al(\s\up15(□),□)EQ\*jc3\*hps35\o\al(\s\up15(N),d)2m262aNk/kNkkkwk/kNEQ\*jc3\*hps35\o\al(\s\up2(□V),k)ppNMpAWk,minp□k,maxk,min22)aw/kNpAWmin2pjIEQ\*jc3\*hps35\o\al(\s\up17(25),3)j,max2pjI2.7252.7252p□Pj,min□3.3(pj,max2j,maxjI2j,maxjIII2j,maxjIII2MI242cc2□242□24242□y66oy2oy2soy2s