鋼筋結(jié)構(gòu)梯形屋架課程設(shè)計-副本

..鋼結(jié)構(gòu)設(shè)計原理與施工課程設(shè)計――鋼結(jié)構(gòu)廠房屋架指導(dǎo)吳麗麗班級：力學(xué)09學(xué)生__王芳學(xué)號：設(shè)計時間：20XX7月2號力學(xué)與建筑工程學(xué)院力學(xué)系目錄

一、設(shè)計資料………………2

1.1結(jié)構(gòu)形式……………2

1.2屋架形式及荷載……………………2

1.3屋蓋結(jié)構(gòu)及荷載……………………2

1.4荷載計算……………2

2荷載組合………………2

3內(nèi)力計算………………3

4桿件設(shè)計………………5

4.1上弦桿………………5

4.2其余桿件……………7

5、節(jié)點設(shè)計……………7

5.1下弦節(jié)點c…………7

5.2上弦節(jié)點B…………9

5.3上弦節(jié)點C…………10

5.4屋脊節(jié)點G…………10

5.5支座節(jié)點A…………12

梯形鋼屋架課程設(shè)計一、設(shè)計資料某廠房總長度90m,跨度為24m.地震設(shè)防烈度為7度,采用1.5×6.0m預(yù)應(yīng)力混凝土屋板.屋面坡度i=1/10,雪荷載的基本雪壓標(biāo)準(zhǔn)值為S0=0.35KN/m2,積灰荷載標(biāo)準(zhǔn)值1.0KN/m2,鋼筋混凝土柱,梯形鋼屋架。柱的混凝土強度等級為C30,鋼材采用Q235。焊條采E43型。二、桁架幾何尺寸及計算簡圖三、荷載取值1.屋面永久荷載見表一屋面永久荷載項目標(biāo)準(zhǔn)值〔kN∕m2分項系數(shù)設(shè)計值〔kN∕m2防水層〔三氈四油0.401.20.48水泥砂漿找平層0.401.20.48保溫層0.701.20.84一氈二油隔氣層0.051.20.06預(yù)應(yīng)力混凝土層面板1.451.21.74屋架和支撐自重0.381.20.46合計3.384.062.屋面活荷載見表二屋面活荷載項目標(biāo)準(zhǔn)值〔kN∕m2分項系數(shù)設(shè)計值〔kN∕m2雪載或活載0.71.40.98灰荷載1.01.41.40合計1.72.38表二因屋架屋面坡度較小,故對所有荷載均按水平投影計算〔風(fēng)荷載為風(fēng)吸力,且本例為重屋蓋,故不考慮四、荷載組合a.全跨永久荷載+全跨可變荷載F=1.5×6×〔4.06+2.38=57.96KNb.全跨永久荷載+半跨可變荷載全跨永久荷載F1=1.5×6×4.06=36.54KN半跨可變荷載F2=1.5×6×2.38=21.42KN全跨屋架和支撐重+半跨屋面板重+半跨屋面活荷載全跨屋架和支撐重F3=1.5×6×0.46=4.14KN半跨屋面板重和半跨屋面活荷載F4=1.5×6×〔1.74+0.7=21.96KN五、桁架支撐布置由于廠房長度90m,跨度及荷載情況,設(shè)置上弦橫向水平支撐3道,由于L=24m,故可不設(shè)下弦橫向水平支撐。桁架及支撐平面布置見圖、內(nèi)力分析計算簡圖如下用圖解法或數(shù)乘法皆可解出在全跨荷載作用下屋架桿件的內(nèi)力,屋架桿件內(nèi)力圖和內(nèi)力屋架構(gòu)件內(nèi)力組合表桿件名稱桿件編號單位荷載F＝1靜載作用〔KN/m2活載〔KN/m22.66桿件內(nèi)力計算內(nèi)力在左在右全跨全部恒載2.381屋架支撐0.461大型屋面板1.02在左在右全部組合一組合二組合三在左在右全部上弦桿AB0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000BC-6.250-2.470-8.720-186.861-36.179-57.375-22.675-80.050-149.625-59.132-208.757-511.847-452.715-243.179-511.847CD-6.250-2.470-8.720-186.861-36.179-57.375-22.675-80.050-149.625-59.132-208.757-511.847-452.715-243.179-511.847DE-9.040-4.490-13.530-289.934-56.136-82.987-41.218-124.205-216.418-107.491-323.908-794.184-686.693-355.541-794.184EF-9.040-4.490-13.530-289.934-56.136-82.987-41.218-124.205-216.418-107.491-323.908-794.184-686.693-355.541-794.184FG-9.170-6.090-15.260-327.007-63.314-84.181-55.906-140.087-219.530-145.795-365.324-895.731-749.937-367.024-895.731GH-9.170-6.090-15.260-327.007-63.314-84.181-55.906-140.087-219.530-145.795-365.324-895.731-749.937-367.024-895.731HI-7.380-7.380-14.710-315.221-61.032-67.748-67.748-135.038-176.677-176.677-352.157-863.448-687.967-305.457-863.448下弦桿ab3.4801.2504.730101.35919.62531.94611.47543.42183.31129.925113.236277.642247.717134.882277.642bc8.0003.53011.530247.07647.83873.44032.405105.845191.52084.508276.028676.788592.280312.798676.788cd9.3405.31014.650313.93560.78385.74148.746134.487223.600127.121350.721859.926732.804370.124859.926de8.4406.73015.170325.07862.94077.47961.781139.261202.054161.116363.170890.449729.332342.473890.449斜腹桿aB-6.530-2.340-8.870-190.075-36.802-59.945-21.481-81.427-156.328-56.020-212.348-520.651-464.632-253.075-520.651Bb4.7602.1206.880147.43228.54543.69719.46263.158113.95450.753164.707403.842353.089186.196403.842bD-3.140-2.030-5.440-116.574-22.571-28.825-18.635-49.939-75.172-48.598-130.234-319.317-264.255-126.567-319.317Dc1.9001.8003.70079.28715.35117.44216.52433.96645.48643.09288.578217.183174.09178.279217.183Cf0.710-1.750-2.460-52.715-10.2076.518-16.065-22.58316.997-41.895-58.892-144.397-68.50713.309-144.397Fd-0.4501.5601.11023.7864.605-4.13114.32110.190-10.77337.34626.57365.15527.808-10.29965.155dH1.550-1.5300.0200.4290.08314.229-14.0450.18437.107-36.6280.4791.17437.80251.41951.419He-2.4701.390-1.080-23.143-4.481-22.67512.760-9.914-59.13233.277-25.855-63.394-96.670-86.287-96.670豎桿Aa-0.5000.000-0.500-10.715-2.075-4.5900.000-4.590-11.9700.000-11.970-29.349-29.349-18.635-29.349Cb-1.0000.000-1.000-21.429-4.149-9.1800.000-9.180-23.9400.000-23.940-58.698-58.698-37.269-58.698Ec-1.0000.000-1.000-21.429-4.149-9.1800.000-9.180-23.9400.000-23.940-58.698-58.698-37.269-58.698Gd1.0000.000-1.000-21.429-4.1499.1800.000-9.18023.9400.000-23.940-58.698-10.81828.971-58.698Ie0.9700.9700.97020.7864.0258.9058.9058.90523.22223.22223.22256.93756.93736.15156.9371、上弦桿整個上弦采用等截面,按FG桿件的最大設(shè)計內(nèi)力設(shè)計,即N=－406.44kN計算,=150.75cm=150.75cm根據(jù)腹桿最大設(shè)計桿力NaB＝-290.34kN,取中間節(jié)點板厚度t＝8mm,支座節(jié)點板厚t＝10mm。假設(shè)λ＝50,由附表4-2查得=0.856.=選用2L100×80×7短肢相關(guān)T形截面,按所選角鋼進行驗算：λxlox／ix＝150.75/2.39＝63.07<[]=150,滿足要求λy＝loy／iy＝150.75/4.64＝32.49<[]=150,滿足要求雙角鋼T形截面繞對稱軸〔y軸應(yīng)按彎扭屈曲計算長細比,由得下弦桿桿eg整個下弦采用等截面。按最大內(nèi)力,lox=300cm,loy=885cm.查附表10,選用2L100×80×6,<滿足><滿足腹桿,aB桿N=-290.34kN,lox=253cm,loy=253cm選用2L100×80×6.長肢相并,查附表10,=3.16cm,=3.37cm〔滿足〔滿足==89.6.查附表1.2得Bc桿N=211.62kN,lox=0.8×261.3=209.04m,loy=261.3cm選用2L70×6.查附表9A=2×8.16=16.32,=2.15cm,=3.26cm〔滿足〔滿足cD桿N=-151.02kN,lox=,0.8*286.4=229.12cm,loy=286.4cm.選用2L70×6,A=2×8.16=16.32,=2.15cm,=3.26cm<滿足〔滿足查表得〔滿足De桿N=84.13kN,lox=,0.8*286.4=229.12cm,loy=286.4cm.選用2L56×5,A=2×5.42=10.84,=1.72cm,=2.69cm〔滿足〔滿足〔滿足Fg桿N=-36.54kN,lox=,0.8*312.4=249.92cm,loy=312.4cm.選用2L63×5.查附表9A=2×6.14=12.28,=1.94cm,=2.97cm〔滿足〔滿足查表得〔滿足豎桿〔1Aa桿N=-22.53kN,lox=,0.8*199=159.2cm,loy=199cm.選用2L50×5.查附表9A=9.606,=1.53cm,=2.53cm〔滿足〔滿足查附表〔滿足〔2Cc桿N=－44.65kN計算,=0.8*229=183.2cm,=229cm選用2L63×5.查附表9A=12.28,=1.94cm,=2.97cm<滿足〔滿足差附表<滿足Gg桿N=44.37kN計算,=0.8*289=231.2cm,=289cm.選用2L63×5.查附表9A=12.28,=1.94cm,=2.97cm〔滿足〔滿足〔滿足桿件名稱桿件編號內(nèi)力〔KN計算長度cm截面規(guī)格截面面積〔cm2回轉(zhuǎn)半徑〔cm長細比容許長細比穩(wěn)定系數(shù)計算應(yīng)力〔N/mm2上弦FG-406.44150.75150.75110×80×724.62.394.6463.0752.883500.791209下弦eg414.34300885100×80×621.282.404.61125191.97150194.70斜腹aB-290.34253253100×80×621.283.163.3780.0689.61500.621219Bc211.62209.04261.370×616.322.153.269780350129.66cD-151.02229.12286.470×616.322.153.26118.1096.451500.447207.01De84.13229.12286.456×610.841.722.69133.20106.4635077.61ef-38.56249.92312.463×512.281.942.97128.82105.181500.39280.10Fg-36.54249.92312.463×512.281.942.97128.82105.181500.39272.82豎桿Aa-22.53159.219950×59.6061.532.53104.0578.651500.52944.34Cc-44.65183.222963×512.281.942.9794.477.11500.59461.21Ee-44.65207.225963×512.281..942.97106.8087.21500.51171.14Gg41.37231.228963×512.281..942.97119.1797.335033.69桿件設(shè)計〔1屋脊節(jié)點豎桿Gg桿端焊縫按構(gòu)造取hf和lw為5mm和80mm。上弦節(jié)點板的連接焊縫,角鋼肢背采用塞焊縫,并假定僅承受屋面板傳來的集中荷載,一般不作計算。角鋼肢尖焊縫取上弦內(nèi)力的15％,即△N=0.15N=0.15×406.24=60.97kN。其產(chǎn)生的偏心彎矩M=60.97×1000×60=N·mm設(shè)肢尖焊腳尺寸hf2=6mm,則焊縫計算長度lw2=200-2×6-5=183mm。驗算肢尖焊縫強度√〔6M/〔βf×2×0.7hf2lw22〕2+〔△N/2×0.7hf2lw2〕2=√〔6×/<1.22×2×0.7×6×1832〕2+〔60.97×103/2×0.7×6×183〕2=71.16N/mm2＜=160N/mm2〔滿足上弦桿起拱后坡度為1/10.拼接角鋼采用與上弦相同截面,熱彎成型。拼接角鋼一側(cè)的焊縫長度按弦桿所受內(nèi)力計算。設(shè)角焊縫焊腳尺寸hf=t-2=7-2=5mm。則接頭一側(cè)需要的焊縫計算長度為：Lw=N/<4×0.7hf>=406.44×103/〔4×0.7×5×160=181.23mm拼接角鋼總長度為：L=2〔lw+2hf+a=2×〔181.4+2×5+〔7+2/10×80=405.8mm取L=410mm拼接角鋼豎肢需要的高度為△=t+hf+5=7+5+5=17mm取△=20mm,即豎肢余留高度為60mm。下弦拼接點拼接角鋼采用下弦相同截面,拼接角鋼一側(cè)的焊縫長度按與桿件等強設(shè)計。設(shè)角焊縫焊腳尺寸hf=6-2=4mm.則拼頭一側(cè)的需要的焊縫計算長度為Lw=Af/<4×0.7hf>=21.28×100×215/〔4×0.7×6×160=170.2mm拼接角鋼的總長度L=2〔lw+2hf+a=2×〔170.2+2×4+8=364.4mm。取L=370mm拼接角鋼豎肢需要切去