鋼結(jié)構(gòu)課程設(shè)計(jì)計(jì)算書(shū)_圖文

1、1、設(shè)計(jì)資料某車間跨度18米,長(zhǎng)度240米,柱距6米。該車間無(wú)懸掛起重機(jī)、無(wú)天窗、無(wú)振動(dòng);屋面采用1.5mX6.0m的大型屋面板(屋面板不作支撐用;采用3.0×6m預(yù)應(yīng)力鋼筋混凝土大型屋面板,卷材屋面,屋面坡度為i=1/10。雪荷載為0.7KN/m2,屋面活載荷載為0.5KN/m2。屋架簡(jiǎn)支于鋼筋混凝土柱上,上柱截面為400×400,鋼屋架支承在鋼筋混凝土柱頂,鋼材采用Q235,混凝土等級(jí)為C25。2、屋架形式、尺寸、材料選擇及支撐布置設(shè)計(jì)為無(wú)檁屋蓋方案,i=1/10,采用平坡梯形屋架。屋架計(jì)算跨度為L(zhǎng)0=L-300=17700mm,端部高度取H0=1990mm,中部高度取

2、H=2080mm(為L(zhǎng)0/8.5,屋架桿件幾何長(zhǎng)度見(jiàn)附圖1(跨中起拱按L/500考慮。根據(jù)建造地區(qū)的計(jì)算溫度和荷載性質(zhì),鋼材選用Q235-B。焊條采用E43型,手工焊。根據(jù)車間長(zhǎng)度、屋架跨度和荷載情況,設(shè)置上、下、弦橫向水平支撐、垂直支撐和系桿,見(jiàn)圖1。 圖1 屋架形式、幾何尺寸及支撐布置3、荷載和內(nèi)力計(jì)算、荷載計(jì)算:GRC大型屋面板1.5*6m 0.5 KN/m2改性瀝青防水卷材 0.10 KN/m2 屋架和支撐自重 (0.12 +0.011L=0.12+0.011×18=0.32 KN/m2恒載總和 0,92 KN/m2活荷載與雪荷載中取大值 0.70kN/m2由于屋面坡度不大,

3、對(duì)荷載的影響較小,未予考慮。風(fēng)荷載為吸力,重屋蓋可不考慮。 、荷載組合組合一:滿載;組合二:在吊裝過(guò)程中可能出現(xiàn)的半跨屋面板荷載和活載(活載為500N/m2; 組合三:在使用過(guò)程中全跨永久荷載和半跨使用荷載。表1 荷載設(shè)計(jì)組合表 荷載形式 荷載分類集中荷載(設(shè)計(jì)值 P/(kN 節(jié)點(diǎn)荷載(設(shè)計(jì)值 P=2P/(kN 備注恒載 9.94 19.88 kN P 94.965.192.02.1='雪載 8.82 17.64 kN P 82.865.17.04.1='活載 6.30 12.60 kN p 30.665.15.04.1='組合一 18.76 37.52 kN p 76

4、.1882.894.9=+='組合二 11.27 22.54 kN p 12.82/3.62/94.9=+=' 組合三 14.3528.70kN p 09.132/3.694.9=+='、內(nèi)力計(jì)算 恒載內(nèi)力分布圖 活載內(nèi)力分布圖內(nèi)力及內(nèi)力組合見(jiàn)表2。表2 屋架桿件內(nèi)力組合表?xiàng)U件名稱桿件編號(hào)全跨半跨內(nèi)力組合/KN 內(nèi)力系數(shù)恒載內(nèi)力(KN雪載(kN內(nèi)力系數(shù)恒載內(nèi)力(KN活載內(nèi)力(KN組合一組合二組合三1234562+35+62+6上弦桿10000000002-7.88-156.59-138.95-5.53-109.72-69.68-295.55-179.39-226.27

5、3-7.88-156.59-138.95-5.53-109.72-69.68-295.55-179.39-226.27 4-11.06-219.83-195.06-6.93-137.49-87.32-414.9-224.81-307.15 5-11.06-219.83-195.06-6.93-137.49-87.32-414.9-224.81-307.15 6-10.93-217.33-192.84-5.47-108.45-68.87-410.17-177.32-286.2下弦桿7 4.4688.6478.66 3.2564.5240.98167.3105.49129.62 89.93197.

6、35175.11 6.64131.6883.63372.46215.3280.97 911.27224.05198.8 6.45128.0181.3422.85209.3305.34腹桿10-0.55-10.93-9.7-0.55-10.91-6.93-20.64-17.84-17.86 11-7.04-139.99-124.22-5.14-101.9-64.71-264.22-166.61-204.71 12 5.0299.8488.59 3.3566.3642.15188.43108.51141.98 13-1-19.88-17.64-1-19.84-12.6-37.52-32.44-32

7、.48 14-3.43-68.13-60.45-1.86-36.92-23.45-128.58-60.37-91.58 15 1.7735.1131.150.428.39 5.3366.2613.7240.44 16-1-19.88-17.64-1-19.84-12.6-37.52-32.44-32.48 17-0.48-9.54-8.470.815.8510.07-18.0125.920.53 18-0.71-14.04-12.45-1.83-36.21-23-26.49-59.2-37.03 19 1.1823.3820.740.5911.677.4144.1219.0715.974、截面

8、選擇腹桿最大軸力為-264.22kN,選用支座節(jié)點(diǎn)板厚t=10mm,中間節(jié)點(diǎn)板厚可為t=8mm。所用鋼材厚度均小于16mm,設(shè)計(jì)強(qiáng)度=215N/2mm。1、上弦桿整個(gè)上弦不改變截面,按最大內(nèi)力計(jì)算。Nmax=-414.9KN,屋架平面內(nèi):為節(jié)間軸線尺寸lox=150.8cm屋架平面外:根據(jù)支撐布置和內(nèi)力變化情況loy=2×150.8=301.6cm選用兩個(gè)不等肢角鋼,短肢相拼,屬b類截面,設(shè)=80,查附表4-2,得=0.688需要截面面積: A=N/f=414900/0.688×215=2804.9mm2ix=lox/=150.8/80=1.89cmiy=loy/=301.

9、6/80=3.77cm根據(jù)需要的A,ix,iy 查附表7-5,選用2L100×80×10,A=34.4cm2ix =2.35,iy =4.78,兩角鋼相拼,中間間距a =10mm 。 按所選角鋼進(jìn)行驗(yàn)算:x =lox /ix =150.8/2.35=64.2 y =oy l /x i =301.6/4.78=63.1 均滿足長(zhǎng)細(xì)比<=150的要求 由于x>y ,查得x =0.784=N /x ·A =414900/0.784×3430=154.29N /mm2<215N /mm2,滿足要求2、下弦桿整個(gè)下弦采用等截面,按最大內(nèi)力計(jì)算。N

10、max=422.85KN , lox =300cm loy =885cm 。 所需截面面積:A =N /f =422850/215=19.67cm2,查附表7-5選用2L100×80×6 A =21.27cm2 ix =2.4cm iy =4.69cm , 短肢相拼。x =lox /ix =300/2.4=125<350, y =loy /iy =885/4.69=188.7<350。 =N /A =422850/2127=198.8N /mm2<215N /mm2,所以滿足要求3、腹桿 桿件10N=-20.64KN ,lox=150cm ,loy=150

11、cm.選2L45×5, A=8.58cm2,x i =1.37cm ,y i =2.10cm1505.10937.1150=<=x ox x i l1504.7110.21500=<=yy y i l由于185.415054.054.09545=<=b l t b y所以1509.735150045475.014.71475.012242204=<=+= +=t l b y y yz由5.109max=x,按b 類截面,查附表4-2得496.0=f mm N A N <=2235.481058.8496.01064.20 桿件11N=-264.22KN

12、,lox=213.6cm ,loy=213.6cm 。 選用2L90×6,A=21.28cm2,x i=2.79cm ,yi =3.98cm1506.7679.26.2130=<=x x x i l 15070.5398.36.2130=<=yy y i l8.1296.21354.054.0156900=>=b l t b y所以1506.58906.1866.2131159.3b 6.18t l 1t b 9.3422422oy =<= += +=yz由6.76max=x,按b 類截面,查附表4-2得7098.0=22232159.1741028.2170

13、98.01022.264mm N f mm N A N =<=桿件12N=188.43KN ,lox=0.8222.6=178.08cm ,loy=222.6cm 。 選用2L456,A=10.16cm2,xi =1.36cm ,yi =2.20cm1509.13036.108.1780=<=x x x i l 1502.10120.26.2220=<=yy y i l22232155.1851016.101043.188mmN f mm N A N =<= 桿件13、16|此二根桿件受力相同而且較小,以最不利桿件16(長(zhǎng)度最大確定斷面。由于受力較小,可按長(zhǎng)細(xì)比選擇截面

14、。N=-37.52N ,lox=0.8×210.0=168.0cm ,loy=210cm 。cm l i xx 12.11500.1680=cm l i yy 4.11502100=選用2L45×5,A=8.58cm2,xi =1.37>1.12cm ,yi =2.10>1.4cm37.1x x i15010010.22100=<=yy y i l由于2.255.421054.054.013545=<=b l t b oy所以1502.1035.02105.485.0110085.012242204=<=+= +=t l b y y yz由yz

15、按b 類截面查附表4-2,得:535.0=yz 222321505.73106.9535.01052.37mm N f mm N A N =<= 桿件14N=-128.58KN ,lox=0.8×246.5=197.2cm ,loy=246.5cm 選用2L63×8,A=19.02cm2,xi =1.90cm ,yi =2.95cm1508.10390.12.1970=<=x x x i l 1506.8395.25.2460=<=yy y i l由于1.213.65.24654.054.0875.7863=<=b l t b oy所以1502.85

16、8.05.2463.6475.016.83475.012242204=<= += +=t l b y y yz由yz按b 類截面查附表4-2,得:6564.0=yz 22232151031002.196564.01058.128mmN f mm N A N =<= 桿件15N=66.26KN ,lox=0.8×245.5=197.2cm ,loy=245.5cm 選用2L456,A=10.16cm2,xi =1.36cm ,yi =2.12cm36.10x i 3508.11512.25.2450=<=yy y i l22232152.651016.101026.6

17、6mmN f mm N A N =<= 桿件17N=25.92KN ,lox=0.8×270.9=216.72cm ,loy=270.9cm 選用2L563,A=6.68cm2,x i =1.75cm ,y i =2.57cm15084.12375.172.21600=<=x x i l 1504.10557.29.2700=<=yy y i l8.4839.27054.054.07.183560=<=b l t b y所以1509.1123709256475.014.105224=<= +=yz由84.123max=x,按b 類截面,查附表4-2得=0

18、.41822232158.921068.6418.01092.25mm N f mm N A N =<= 桿件18N=-59.2KN ,lox=0.8×269.9=215.92cm ,loy=269.9cm 選用2L563,A=6.68cm2,x i =1.75cm,y i =2.57cm1504.12375.192.21500=<=x x i l 15010557.29.2690=<=yy y i l6.4839.26954.054.07.183560=<=b l t b y所以1505.1123269956475.01105224=<=+=yz由4.

19、123max=x,按b 類截面,查附表4-2得=0.4222232152111068.642.0102.59mm N f mm N A N =<= 桿件19N=-44.12KN ,lox=0.9×240=216cm ,選用2L455,截面采用十字形截面,A=8.58cm2,x i =1.72cm1506.12572.1216=<=x ox ox i l22232158.511052.81012.44mm N f mm N A N =<=其余桿件截面選擇見(jiàn)表3。表3 屋架桿件截面選擇表?xiàng)U件內(nèi)力設(shè)計(jì)值截面規(guī)格截面面積計(jì)算長(zhǎng)度回轉(zhuǎn)半徑長(zhǎng)細(xì)比min強(qiáng)度穩(wěn)定性強(qiáng)度設(shè)計(jì)值端部焊

20、縫名稱編號(hào)xy yz 肢背肢尖上弦桿Ag -414.9100×80×1034.4150.8 1.89 3.7764.263.164.21500.784154.29215下弦桿ag 422.85100×80×621.27300 2.4 4.69125188.7350198.8215斜腹桿aB -264.2290×621.28213.62.793.9876.653.758.61500.7098174.92155-1805-80Bb188.4345×610.16178.06 1.36 2.2130.9101.2350185.52155-11

21、05-70bD -128.5863×810.16197.2 1.9 2.95103.883.61500.65641032155-805-70Dc 66.2645×610.16197.2 1.36 2.12145115.835065.22155-705-70cF 25.9256×3 6.68216.72 1.75 2.57123.84105.41500.41892.82155-705-70Fd -59.256×3 6.68215.92 1.75 2.57123.41051500.422112155-705-70豎腹桿aA-20.6445×58.5

22、8150 1.37 2.1109.571.473.91500.49648.52155-705-70bc -37.5245×58.58168 1.37 2.1122.6100103.21500.53573.052155-705-70cE -37.5245×58.58168 1.37 2.1122.6100103.21500.53573.052155-705-70dG44.1245×58.582161.72125.635051.82155-705-705、節(jié)點(diǎn)設(shè)計(jì)1、下弦節(jié)點(diǎn)“b ”先計(jì)算腹板與節(jié)點(diǎn)板的連接焊縫:B-b 桿肢背及肢尖焊腳尺寸分別取hf1=8mm ,hf

23、2=6mm ,則所需焊縫長(zhǎng)度:肢背: mm l w 1.861616087.021043.1883231=+= 用100mm 肢尖: mm l w 7.581216067.021043.1883131=+= 用70mm腹桿b-C 和b-D 的桿端焊縫同理計(jì)算,其中b-C 桿件內(nèi)力較小,焊縫按構(gòu)造采用。其次驗(yàn)算下弦桿與節(jié)點(diǎn)板的可、連接焊縫,內(nèi)力差N=Nbc-Nab=372.46-167.3=205.2KN 。由斜腹桿焊縫決定的節(jié)點(diǎn)板尺寸,量得實(shí)際節(jié)點(diǎn)板長(zhǎng)度為34.5肢背及肢尖焊腳尺寸均取為6mm ,則計(jì)算長(zhǎng)度lw=34.5-12=22.5mm.肢背焊縫應(yīng)力為:223/160/4.7222567.

24、02102.20532mm N f mm N w f =<=2、上弦“B ”節(jié)點(diǎn)同樣先計(jì)算腹桿B-b 、B-a 的桿端焊縫,方法同上。由腹桿焊縫決定的節(jié)點(diǎn)板尺寸,實(shí)際得節(jié)點(diǎn)板長(zhǎng)度為34.5 m 。現(xiàn)驗(yàn)算上弦與節(jié)點(diǎn)板的連接焊縫:節(jié)點(diǎn)板縮進(jìn)8mm ,肢背采用塞焊縫,承受節(jié)點(diǎn)荷載F=37.52KN ,hf=t/2=6mm ,lw1=34.5-1.2=33.3cmwf f f mm N <=23/4.1333367.021052.37肢尖焊縫承擔(dān)弦桿內(nèi)力差N=NBC-NBA=-295.55KN ,偏心距e=14-4=10cm ,偏心力矩M=N ·e=295.55 ,采用hf2=1

25、0mm ,lw2=46.5-2=44.5cm ,則對(duì)N :23/8.90445107.02109.565mm N f =對(duì)M : 224/5.122445107.021056596mmN f =圖2 下弦“b ”節(jié)點(diǎn)22222/1604.1358.9022.15.122mm N f w f f ff =<=+ =+ 圖3 上弦“B ”節(jié)點(diǎn)3、屋脊“G ”節(jié)點(diǎn)(附圖5腹桿桿端焊縫計(jì)算從略。弦桿和節(jié)點(diǎn)板的連接計(jì)算方法同上,須注意的是公式中的N 應(yīng)取弦桿最大內(nèi)力的15%,豎向集中荷載應(yīng)取F/2。一般而言弦桿與節(jié)點(diǎn)板的連接焊縫受力不大,可按構(gòu)造要求決定焊縫尺寸,可不計(jì)算。拼接計(jì)算,拼接角鋼采用與

26、弦桿截面相同的2L100×80×10,焊腳尺寸hf 取6mm.則拼接角鋼除到角外,豎肢需切去 =t+hf+5=10+6+5=21m ,取=25mm 。并按上弦坡度熱彎。拼接角鋼與上弦連接焊縫在接頭一側(cè)的總長(zhǎng)度:mmf h N l w ff w 4.61016067.010410.177.03=共四條焊縫,認(rèn)為平均受力,每條焊縫實(shí)際長(zhǎng)度為mm l w 6.1646244.610=+=拼接角鋼總長(zhǎng)度為mm l l w 2.33566.164262=+=+=取拼接角鋼長(zhǎng)度為500mm 。圖 4 屋脊節(jié)點(diǎn)"K" 4,支座節(jié)點(diǎn)"a" (附圖 6

27、 腹桿和弦桿桿端焊縫計(jì)算從略.以下給出底板等的計(jì)算. ,底板計(jì)算 支反力 Rd=8F=8 × 37.52=300.16KN,fc=11.9N/mm2,所需底板凈面積 An = 300 .16 × 10 3 = 25223 mm 2 = 252 .2cm 2 11 .9 取錨栓直徑 d=24mm,錨栓孔直徑為 50mm,則所需底板面積為: A = An + A0 = 252 .2 + 2 × 5 × 5 + 3.14 × 5 2 = 321 .8cm 2 4 按構(gòu)造要求采用底板面積為 a×b=20×20=400>321.8cm2,底板凈面積為: An = 400 2 × 5 × 5 + 3.14 × 5 2 = 369 .6cm 2 4 墊板采用-100×20×100,孔徑 26mm.底板實(shí)際應(yīng)力為: q= 300 .16 × 10 3 = 8.13 N