24m鋼結(jié)構(gòu)課程設(shè)計(jì)計(jì)算書(shū)

1、設(shè)計(jì)某廠(chǎng)房鋼屋架一、設(shè)計(jì)資料梯形屋架跨度24ml物價(jià)間距6成廠(chǎng)房長(zhǎng)度120m屋架支撐于鋼筋 混凝土柱子上，節(jié)點(diǎn)采用焊接方式連接，其混凝土強(qiáng)度 C25,柱頂截面 尺寸400mr 400mm屋面用預(yù)應(yīng)力鋼筋混凝土大型屋面板。上弦平面?zhèn)?向支撐間距為兩倍節(jié)間長(zhǎng)度，下弦平面在柱頂和跨中各設(shè)一道縱向系桿。 屋面坡度i=1/10。剛材采用Q235BI岡，次I條E43XX系列，手工焊。二、屋架形式和幾何尺寸屋架的計(jì)算跨度l o=L-300=24000-300=21000mm 端部高度取 H=2000mm 跨中高度 H=3200mm三、屋蓋支撐布置（見(jiàn)圖1）四、荷載計(jì)算L永久荷載：預(yù)應(yīng)力鋼筋混凝土屋面板（包括

2、嵌縫）1.40KN/ m2防水層（三氈四油上鋪小石子）0.35 KN/m2找平層（20mmS水泥砂漿）0.02 X20=0.40 KN/m2保溫層（泡沫混凝土）厚 40mm0.25KN/m2鋼屋架及支撐重0.12+0.011X24=0.384KN/ m2合計(jì)2.784KN/m22.可變荷載：屋面荷載 0.5KN/m2雪荷載0.6KN /m2由于可變荷載和雪荷載不能同時(shí)達(dá)到最大，因此去他們中的較大值。取 0.6 ,2KNX m五、屋架桿件力計(jì)算與組合永久荷載分項(xiàng)系數(shù)1.2,可變荷載分項(xiàng)系數(shù)1.4.1 .荷載組合：全跨恒載十全跨活載全跨恒載+半跨活載全跨屋架，支撐自重+半跨屋面板重+半跨活載2 .

3、節(jié)點(diǎn)荷載：永久荷載 F 1=1.2 X 2.784 X 1.5 X 6=30.07KN可變荷載 F 2=1.4 X 0.6 X 1.5 X 6=7.56KN表一屋架構(gòu)件力組合表（單位：KN 見(jiàn)表1六、屋架桿件設(shè)計(jì).I二 E支座斜桿的最大力設(shè)計(jì)值為-333.40 KN ,查表9.1 ,中間節(jié)點(diǎn)板厚度選用 10mm支座節(jié)點(diǎn)板厚度選用12mmL上弦桿上弦采用等截面，按N=-572.28KN, FG桿件的最大設(shè)計(jì)力設(shè)計(jì)。上弦桿計(jì) 算長(zhǎng)度：平面：lox=lo=1507mm在屋架平面外，根據(jù)支撐和力變化情況，取loy=2 x 10=3014mm假設(shè)入x= 3=120,查表得小=0.437。取強(qiáng)度設(shè)計(jì)值f=

4、215 N/mrm, 則需要的截面面積：A=N/ 小 f=572280 / 0.751 X 215=3544m2=35.44 cm2需要回轉(zhuǎn)半徑：ix=1ox/ 人=1507/ 70=21.5mm i y= 1 0y/ 人=1507X 2 / 70=43mm根據(jù)需要的A、ix,查角鋼型鋼表，2選用 2J125X80X 10, A=39.4cm, i x=2.26 , i y=6.11,a=10mm 按所選角鋼進(jìn)行驗(yàn)算：入 x=lox/ix=1507/ (2.26 X 10)=66.7 入=150Xy= loy/iy=3014/ (6.11 X 10)=49.3 入=150 滿(mǎn)足長(zhǎng)細(xì)比要求。6=

5、N/A=572280/ (39.4 X 102)=145.2 N /mmr f=215 N /mrm, 滿(mǎn)足截面要求。2.下弦桿：y下弦打戰(zhàn)面下弦采用等截面，按de桿件的最大設(shè)計(jì)力值，N=568.97KN下弦桿計(jì)算長(zhǎng)度： 平面：lox=lo=3000mm在屋架平面外，根據(jù)支撐和力變化情況，loy =l 0=6000mm 根據(jù)屋架平面外上弦桿的計(jì)算長(zhǎng)度，需要的截面：A=N/f=568.97 X 103/215=26.46cm2,2選用 2J125X80X7, A=28.2cm, i x=2.30cm, i y=6.04cm。入 x=lox/ix = 300/ 2.3=130.4 入=350X y

6、= l oy / i y=600/ 6.04=99.3 入=350滿(mǎn)足長(zhǎng)細(xì)比要求。（T =N/A（|）=201.8 N /mrm 35.49 cm2, i x =3.05cm, i y=4.52cm。按所選角鋼進(jìn)行驗(yàn)算：入 x=lox/ix=83.2 入=350人尸 l oy / i y=56.2 入-350o- =N/A(|)x=19.8N/mm f=215 N /mrmi?足截面要求。He桿桿件軸力 N=-115.65KN l ox=271.92KN, l oy件39.9KN查角鋼型鋼表，選用2J63X6:2A=12.28cm , i x=1.94cm, i y=2.97cm。按所選角鋼進(jìn)

7、行驗(yàn)算：入 x=lox/ix = 118.5 入=150人產(chǎn)l oy / i y= 96.7 入=150 滿(mǎn)足長(zhǎng)細(xì)比要求。0- =N/A(|)x=20.13 N /mrm8hf+2hf （最小焊縫長(zhǎng)度），hf可按構(gòu)造要求選用。高度T形截面，h=t 鋼連接邊寬度+ 2 （1015） mm,即填板伸出角鋼連接邊1015mm,受壓構(gòu)件除 了滿(mǎn)足lK40i,在構(gòu)建兩個(gè)側(cè)向支撐點(diǎn)間的填板數(shù)不應(yīng)小于 2個(gè)。L上弦桿AB （零桿）設(shè)置兩塊填板BC （壓桿）la=150.7cm/ 2=75.3540i=90.4 設(shè)置兩塊填板CD （壓桿）la=150.7cm/ 2=75.3540i=90.4 設(shè)置兩塊填板DE

8、 （壓桿）la=150.7cm/ 2=75.3540i=90.4 設(shè)置兩塊填板EF （壓桿）la=150.7cm / 2=75.35 40i=90.4 設(shè)置兩塊填板FG （壓桿）la=150.7cm/ 2=75.3540i=90.4 設(shè)置兩塊填板GH （壓桿）la=150.7cm/ 2=75.3540i=90.4 設(shè)置兩塊填板HI（壓桿）la=150.7cm/ 2=75.3540i=90.4 設(shè)置兩塊填板2 .下弦桿ab （拉桿）la=285cm/2=142.580i=186.3設(shè)置兩塊填板bc （拉桿）la=285cm/2=142.580i=186.3設(shè)置兩塊填板cd （拉桿）la=285c

9、m/2=142.580i=186.3設(shè)置兩塊填板de （拉桿）la=285cm/2=142.580i=186.3設(shè)置兩塊填板3 .斜腹桿Ba la=253.9cm/ 3=84.640i=122 設(shè)置兩塊填板Bb 后262.2cm/ 3=87.480i=155.2 設(shè)置兩塊填板Db la=287.3cm/ 3=95.740i=122 設(shè)置兩塊填板Dc 后 287.3cm/ 3=95.780i=155.2 設(shè)置兩塊填板Fc la= 313.2cm/ 3=104.440i=122 設(shè)置兩塊填板Fd la=313.2 cm/ 3=104.480i=155.2設(shè)置兩塊填板Hd la= 339.9cm/

10、3=113.80i=155.2 設(shè)置兩塊填板He l后 339.9cm/ 3=113.3 1.5Vt2=1.5V 10=4.74mmhfi 1.5V t2=1.5V 10=4.74mm肢尖焊縫 hf2 1.5Vt2=1.5V 10=4.74mmhf1 1.5V t2=1.5V 10=4.74mm肢尖焊縫 hf2t1=12mm取6mm1.下弦節(jié)點(diǎn)1)設(shè)ab桿件的肢背和肢尖焊縫hf=8mm和6mm,力分配系數(shù)0.7,0.3,則所需 焊縫長(zhǎng)度為肢背：lw1= lw +2 hf=0.75N/2X0.7 hf1 fwf +2hf=0.75X 177240/ (2X0.7X 8X 160) +2X8=90

11、.17mm取 95mm肢尖：l w2= lw +2 hf=0.25N/2X0.7 hf1 fwf +2hf =0.25X177240/ (2X0.7X6X 160) +2X6=45mm取 50mm2)設(shè)bc桿件的肢背和肢尖焊縫hf=8mm和6mm,力分配系數(shù)0.7,0.3,則所需 焊縫長(zhǎng)度為肢背：lwi= lw +2 hf=0.75N/2X0.7 hfi fwf+2hf=0.7X431.99/ (2X0.7X8 x 160) +2X8=196.8mm 取 200mm肢尖：l w2= lw +2 hf=0.25N/2X0.7 hf1 fwf +2hf =0.3X431.99/ (2 X 0.7X

12、6X 160) +2X6=92.35mm 取 95mm3) Cb桿件的力較小，肢背和肢尖焊縫均按構(gòu)造要求取值hf=6mm 。4)設(shè)Bb桿件的肢背和肢尖焊縫hf=8mm和6mm,力分配系數(shù)0.7,0.3,則所 需焊縫長(zhǎng)度為肢背：lw仁 lw +2 hf=0.7N/2X0.7 hf1 fwf +2hf=0.7X258.52/ (2X0.7X8X 160) +2X8=117mm 取 120mm肢尖：l w2= lw +2 hf=0.3N/2X0.7 hf1 fwf +2hf =0.3X258.52/ (2X0.7X6X160) +2 x 6=69.7mm取 70mm5)設(shè)Db桿件的肢背和肢尖焊縫hf

13、=8mm和6mm,力分配系數(shù)0.7,0.3,則所 需焊縫長(zhǎng)度為肢背：lw仁 lw +2 hf=0.7N/2X0.7 hf1 fwf +2hf=0.7X204.41/ (2X0.7X8X 160) +2 x 8=95.8mm 取 120mm肢尖：l w2= lw +2 hf=0.3N/2X0.7 hf1 fwf +2hf =0.3X204.41/ (2X0.7X6X160)+2 x 6=57.6mm 取 60mm驗(yàn)算下弦桿與節(jié)點(diǎn)板的連接焊縫，力差，A N=NbcNab=254.75KN量的實(shí)際節(jié) 點(diǎn)板長(zhǎng)為370,肢背及肢尖焊腳尺寸均取為6mm,則計(jì)算長(zhǎng)度為lw=371.2=35.8 肢背焊縫應(yīng)力

14、為 p = (0.75X 254.75) / (2X0.7X6X358) =63.5 fwf=1602.上弦節(jié)點(diǎn)N BaN上弦節(jié)點(diǎn)2.上弦節(jié)點(diǎn)上弦節(jié)點(diǎn)B節(jié)點(diǎn)如圖，腹板Bb、Ba的桿端焊縫，肢背和肢尖焊縫均取值hf=6m,力分配系數(shù)0.7,0.31)桿件：Ba肢背：lwi= lw +2 hf= 0.7N/ (2X0.7 hfi fwf) +2hf=0.7 乂 333400/ (2X0.7X6X160)+2X6=185.6mm 取 190mm肢尖：l w2= lw +2 hf=0.3N / (2X0.7 hf1 fwf) +2hf =0.3 乂 333400/ (2X0.7X6X160)+2X6=

15、86.4mm取 90mm 2)桿件Bb肢背：lw1= lw +2 hf= 0.7N/ (2X0.7 hf1 fwf) +2hf=0.7 X 333400/ (2X0.7X6X160)+2X6=185.6mm 取 190mm肢尖：l w2= lw +2 hf=0.3N / (2X0.7 hf1 fwf) +2hf =0.3 乂 333400/ (2X0.7X6X160)+2X6=86.4mm取 90mm上弦桿AB,BC桿件的肢背和肢尖焊縫hf=8mm和6m,力分配系數(shù)0.75,0.251 ) AB 桿 N=0肢背：lw1= lw +2 hf=2hf=2X 8=16mm取 16mm肢尖：l w2=

16、 lw +2 hf=2hf =2X 6=12mm 取 12mm2 ) BC 桿肢背：lw1= lw +2 hf=0.75N/ (2X0.7 hf1 fwf) +2hf=0.75X292530,31708” (2X0.7X8X160) +2X8=171mm取 175mm肢尖：l w2= lw +2 hf=0.25N/ (2X0.7 hf1 fwf) +2hf =0.25X292530,317080/ (2X0.7x 6X160) +2X6=81mm取 85mm驗(yàn)算：偏心距 e=125- 28.3mm=96.7A N=Nbc Nba =317.08kn偏心力矩 M=e A N=96.7 X 317

17、.08=306620N - m采用 hf2=10mm, l w2=41.5 2=39.5cmA Nr f= 317.08/ (2X0.7X10X 395) =57.4 M(rf=6X 317.08/ (2X0.7X 10X3952) =0.87V ( (T f/1.22) 2+ T f2=57.4 fwf=1603 .拼接節(jié)點(diǎn)e拼接節(jié)點(diǎn)肢背：lwi= lw +2 hf= 0.7N/ (2X0.7 hfi fwf) +2hf=0.7乂 115650/ (2X0.7X8X160)+2X8=61.2 mm 取 65mm 肢尖：l w2= lw +2 hf=0.3N/ (2X0.7 hn fwf) +

18、2hf =0.3X 115650/ (2X0.7X6X160) +2X6=37.86mm取 40mm下弦拼接角鋼的連接焊縫，設(shè)肢背和肢尖焊縫hf= 6mm,按下式計(jì)算L w=Anf/ (4X0.7 hf1 fwf) +2Xhf=2840X215Z (4X0.7X6X160) +12=239.2,取240,拼接角鋼選用2L125X80X10,切成，長(zhǎng)度為2 L w+10mm=490 mm。接頭的位 置視材料長(zhǎng)度而定，最好設(shè)在跨中節(jié)點(diǎn)處；當(dāng)接頭不在節(jié)點(diǎn)處時(shí)，應(yīng)增設(shè)墊板。下弦桿角鋼與節(jié)點(diǎn)板的連接焊縫，以該節(jié)間的最大軸力N的15%計(jì)算，設(shè)hf=6mm，則 Lw=0.15N/(4X 0.7 f fwf

19、)+2Xhf=0.15X 568970/(4X 0.7X 6X 160)+2 x 6=43.75mm253.01 cmr底板凈面積：An=625 2X 4X 4=580.44 cm2墊板采用100X 100X20mm,底板實(shí)際應(yīng)力為q= (37.63KN X 1000X788) /580.44X 100=5.19 N/mm2a1=V (12.5 1.2/2) 2+ (12.5 1.4/2) 2=16.8cmb1=11.8X 11.9/ 16.8=8.36cmb1/a1=0.5查表得：B =0.056M= B qa12=0.056X 5.19X 16.8X 16.8=8203N - mm所需板厚

20、：tV6M/f=V6X 8203/215=15.1t 16mm, t =20mm,底板尺寸為(250X250X20) mm加勁肋與底板連接焊縫計(jì)算，一個(gè)加勁肋的焊縫所承受的力為V=r/4=7X 37.63/4=65.85KNM=Ve=65.85X(250/4- 12/2)= 3720KN - m“I勁肋高度與支座節(jié)點(diǎn)板高度相同，厚度與中間節(jié)點(diǎn)板相同250X 485X 100采用hf=6mm,驗(yàn)算焊縫應(yīng)力： lw 485-12=473mmVT f= 65.85/ (2X0.7X 10X473)=10.3Mr=6X 3720/ (2X 0.7X 10X4732) =7.1V (rf/1.22) 2

21、+ rf2=11.8 fwf=160節(jié)點(diǎn)板、加勁肋與底板的連接焊縫計(jì)算。取 hf=8mm, Elw=2X (50+20X2) 12X 0.8=170.4cm焊縫實(shí)際應(yīng)力：(T f=37.63X8KN / (0.7X8X1704) =31.54 N/mm2 1.22X160=195.2 N/mm2材料表編號(hào)截面尺寸個(gè)數(shù)長(zhǎng)度/個(gè)（項(xiàng)總質(zhì)量kg密度12L 125 X 80 X 1020.28278.2992 111.1kg/m22L 125X 80X 720.37367.3515.5kg/m32L30X 320.085.17861.37kg/m42L 100 X 1020.9059.796115.1

22、kg/m52L63X 620.3523.33765.72kg/m62 L 45X420.1610.85042.74kg/m72L 100 X 1021.0368.856 15.1kg/m82L63X 620.4127.11285.72kg/m92 匚 45X420.1812.332.74kg/m102L100X 1021.1375.198 115.1kg/m112L63X 620.4530.201615.72kg/m122 匚 45X420.2114.30282.74kg/m132 匚 63X620.4630.888 15.72kg/m142L 100 X 1021.3287.88215.1k

23、g/m152L30X 320.127.8091.37kg/m16梯形上底210,下底500,高485,厚102一3122.087.9kg/m317415X345X 102一0.0226216537.9kg/m18365X295X102一0.017012657.9kg/m319梯形上底100,下底195,高305,厚106一2.132407537.9kg/m20425X375X102一0.025181257.9kg/m321390X315X102一0.0194103 137.9kg/m22385X420X102一0.02554867.9kg/m323405X345X102一0.022076553

24、7.9kg/m24345 X 375 X 102一0.020441257.9kg/m325485X315X102一0.0238896 37.9kg/m26250X240X102一0.009487.9kg/m32750X60X 1010一0.0023737.9kg/m2880 X 120X 108一0.00606727.9kg/m32950X70X 108一0.00221237.9kg/m302L 125 X 80 X 1022.32154.845111.1kg/m312L 125X 80X 723.42227.8515.5kg/m32500X500X101一4.443757.9kg/m3338

25、0 x 100X 1016一2.27527.9kg/m33480 x 100X 108一1.137637.9kg/m總重量4614.35kgRGWRG2.-GGI -RG32三3 RC-2 %工31 FK3 3GG2M2RGJ2r * 39.RD2RG3PG2L黃0、RG2GG1GGIGG2CC3MlRG2RG2去小二6室GG2卷下RG2RG2G&1GG2CC1桿件力系數(shù) (F=1)單項(xiàng)荷載力力組合最不利組合活載恒載第一種第二種第三種名 稱(chēng)編號(hào)左半 跨右半 跨全跨 左半跨F29右半 跨F2制全跨F1*全跨 屋架支撐自重F4*半跨屋 面板重 FsW(六)半跨 屋面板 重F501231323451

26、462461.00452.00上 弦 桿AB0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00BC-6.22-0.46-8.68-187.04-13.83-65.62-36.00-94.05-3.48-266.49-252.66-79.45-317.08-53.31-226.51-143.87-317.08CD-6.22-0.46-8.68-187.04-13.83-65.62-36.00-94.05-3.48-266.49-252.66-79.45-317.08-53.31-226.51-143.87-31

27、7.08DE-9.01-4.47-13.48-270.93-134.41-101.91-55.90-136.23-33.79-507.25-372.84-236.32-463.06-224.11-360.63-326.55-507.25EF-9.01-4.47-13.48-270.93-134.41-101.91-55.90-136.23-33.79-507.25-372.84-236.32-463.06-224.11-360.63-326.55-507.25FG-9.14-6.07-15.20-274.84-182.52-114.91-63.03-138.20-45.89-572.28-38

28、9.75-297.44-476.07-291.45-383.76-383.76-572.28GH-9.14-6.07-15.20-274.84-182.52-114.91-63.03-138.20-45.89-572.28-389.75-297.44-476.07-291.45-383.76-383.76-572.28HI-7.36-7.36-14.72-221.32-221.32-111.28-61.04-111.28-55.64-553.91-332.60-332.60-393.64-338.00-338.00-393.64-553.91下 弦 桿ab3.471.244.71104.343

29、7.2935.6119.5352.479.37177.24139.9572.89176.3466.19133.25109.29177.24bc7.973.5111.48239.66105.5586.7947.61120.5126.54431.99326.45192.33407.77179.69313.80273.66431.99cd9.305.2914.59279.65159.07110.3060.50140.6239.99549.02389.95269.37480.77259.57380.15360.19549.02de8.416.7115.12252.89201.77114.3162.70127.1650.73568.97367.20316.08442.75315.20366.32391.63568.97斜 腹 桿Ba-6.52-2.34-8.86-196.06-70.36-66.98-36.74-98.58-17.69-333.40-263.04-137.35-331.38-124.80-250.49-205.69-333.40Bb4.762.116.87143.1363.4551.9428.4971.9715.95258.52195.07115.38243.59107.89187.57163.91258.52Db-