中南大學(xué)_鋼結(jié)構(gòu)課程設(shè)計(jì)(2026210914)

1、第2章設(shè)計(jì)計(jì)算書(shū)一、屋架支撐系統(tǒng)的設(shè)置一、擬訂尺寸4二、樁在承臺(tái)底面的布置5三、承臺(tái)底面形心處的位移計(jì)算6四、墩身彈性水平位移§的計(jì)算10五、樁基檢算12六、配筋計(jì)算14第3章電算結(jié)果一、原始輸入數(shù)據(jù)17二、電算輸出結(jié)果18三、手算電算結(jié)果對(duì)照表21附錄1:設(shè)計(jì)說(shuō)明書(shū)一份附錄2:樁根底布置及樁身鋼筋構(gòu)造圖一張?jiān)O(shè)計(jì)資料1. 某單層單跨工業(yè)廠房，跨度24m,長(zhǎng)度102皿。2. 廠房柱距6m,鋼筋混凝土柱，混凝土強(qiáng)度C20,上柱截而尺寸400X400nmi, 鋼屋架支承在柱頂。3. M車(chē)一臺(tái)50T, 一臺(tái)20T,中級(jí)工作制橋式吊車(chē)軟鉤，帀車(chē)平臺(tái)標(biāo)高12. 000mo4. 荷載標(biāo)準(zhǔn)值：1永久

2、荷載三氈四油上鋪綠豆沙防水層 水泥砂漿找平層保溫層一氈二油隔氣層預(yù)應(yīng)力泯凝土大型屋面板屋架包括支撐自重2可變荷載屋而活載標(biāo)準(zhǔn)值雪荷載標(biāo)準(zhǔn)值積灰荷載標(biāo)準(zhǔn)值5. 屋架結(jié)構(gòu)形式、0.0. 4 kN/m20. 3 kN/m：0. 6 kN/m'0. 05kN/m21. 4 kN/m：12+0.011L=0. 384kN/m:0. 7 kN/m'0. 35 kN/m'0. 3 kN/m：1屋面坡度1:10計(jì)算跨度及幾何尺寸見(jiàn)圖圖1梯形屋架示意圖單位：mm6. 鋼材選用Q235鋼，角鋼、鋼板各種規(guī)格齊全，有各種類(lèi)型的焊條和C級(jí)螺栓可供選用。7. 鋼屋架的制造、運(yùn)輸和安裝條件：在金屬

3、結(jié)構(gòu)廠制造，運(yùn)往匸地安裝，最大運(yùn) 輸長(zhǎng)度16m,運(yùn)輸高度3. 85m,工地有足夠的起重安裝設(shè)備。第二篇設(shè)計(jì)計(jì)算屋架支撐系統(tǒng)的設(shè)置屋架支掠的種類(lèi)有橫向支撐、縱向支撐、垂直支掠和系桿。在本設(shè)計(jì)中，屋 架支撐系統(tǒng)設(shè)計(jì)如下：1.1廠房柱距6m,屋架間距取為6米。1. 2在房屋兩端第一個(gè)柱間各設(shè)置一道上弦半面橫向支撩和下弦平面橫向支撐。 房屋長(zhǎng)度較大，為102m,其兩端橫向支撐間趾超過(guò)了 60m,為增加屋蓋的剛性， 在長(zhǎng)度方向正中間的柱間加設(shè)一道橫向支撐。1.3房屋是廠房，且廠房?jī)?nèi)有吊車(chē)，高度較高，對(duì)房屋蔡體剛度的要求較高，設(shè) 置縱向支撐，對(duì)梯形屋架，縱向支撐設(shè)置在屋架的下弦平面。1.4在屋架中和兩端各

4、布置一道垂直支撐。垂直支撐的形式根據(jù)高度與柱距的比 值確定。在此屋架結(jié)構(gòu)中，h/l=3085/6000=0.51,故取如以下圖垂直支撐形式：垂直支撐圖樣1.5在屋架上眩半而，屋架跨中和兩端各布置一道通長(zhǎng)的剛性系桿，其他結(jié)點(diǎn)設(shè) 通長(zhǎng)的柔性系桿；下弦平面，僅在跨中和兩端布置通長(zhǎng)的柔性系桿。屋架支撐系統(tǒng)設(shè)置如圖2所示。XM屋脊處垂直支撐16X17=102上弦平面><XXXXXXXXX；2 /5 /XXXXXXXXX、XXX1下弦平面2柱頂處的屋架垂直支撐梯形屋架支掠布置圖1 一垂直支撐：2系桿：3上弦橫向支撐：4- F弦橫向支撐：5下弦縱向支撐先定出屋架所有桿件的尺寸，畫(huà)出屋架示意圖如圖

5、3：150# 13507X150012000二. 桿件內(nèi)力的計(jì)算屋架幾何尺寸圖2. 1荷載計(jì)算恒載設(shè)計(jì)值二恒載標(biāo)準(zhǔn)值1. 2活載設(shè)計(jì)值二活載標(biāo)準(zhǔn)值1.40.4x1.2 = 0.4807/腫(1) 永久荷載設(shè)計(jì)值三氈四油(上鋪綠豆沙)防水層水泥砂漿找平層保溫層一氈二油隔氣層預(yù)應(yīng)力混凝土大型屋面板屋架(包描支撐)門(mén)重合計(jì)(2) 可變荷載設(shè)計(jì)值0.3xl.2 = 0.36Z:7V/nr0.6x1.2 = 0.720/府0.05x1.2 = 0.06RN / nr1.4x12 = 1.68/?r0.384x1.2 = 0.4608QV / m2q】=3.76083由丁積雪時(shí)人不大可能大量擁上屋而等原因

6、，對(duì)屋面均布可變荷載和雪荷 載，只取其較大者。0.7 x 1.4 = 0.98 対V/府0.35x1.4 = 0.49侶V / nf03 x 1.4 = 0.42/n2q2 = 1.4 燈V/加'屋而活載：雪荷載：積灰荷載：合計(jì)2.2荷載組合設(shè)計(jì)屋架時(shí)應(yīng)考慮三種組合: 使用階段a全跨永久荷載+全跨可變荷載工 q = 3.7608+1.400 = 5.1608AW / nV結(jié)點(diǎn)荷載設(shè)計(jì)值：P =工q/b = 5.1608x6x1.5 = 46.4472KNb全跨永久荷載+半跨可變荷載節(jié)點(diǎn)荷載設(shè)計(jì)值：P嚴(yán) 46.4472RNP： =3.7608x6x1.5 = 33.84723施工階段c全

7、跨屋架包拾支撐|'|重+半跨屋而板+半跨活載 節(jié)點(diǎn)荷載設(shè)計(jì)值：=0. 4608+1. 68+1. 4x6x1.5 = 31.86723P2 = 0.4608 x 6 x 1.5 = 4.1472RNc種荷載組合屋架受力圖2.3內(nèi)力計(jì)算實(shí)際采用p£程序計(jì)算桿件在單位節(jié)點(diǎn)作用下各桿件的內(nèi)力系數(shù)，見(jiàn)下表全跨和左半跨相關(guān)數(shù)據(jù)見(jiàn)附錄。Ftl表內(nèi)三種組合可見(jiàn)：組合一，對(duì)桿件計(jì)算主要 起控制作用；組合二和組合三，可能引起跨中幾根斜腹桿發(fā)生內(nèi)力變號(hào)。如果施 工過(guò)程中，在屋架兩側(cè)對(duì)稱(chēng)均與鋪設(shè)面板，那么可防止內(nèi)力變號(hào)而不用組合三。 桿件及節(jié)點(diǎn)編號(hào)：節(jié)點(diǎn)編兮示總圖節(jié)點(diǎn)編號(hào)圖示根據(jù)電算所得各荷載組合

8、下桿件內(nèi)力系數(shù)，即可求得其對(duì)應(yīng)控制內(nèi)力，結(jié)果 見(jiàn)下表：屋架桿件內(nèi)力組介表?xiàng)U件名 稱(chēng)內(nèi)力系數(shù)(p-1)第一種組 合第二種組合第三種組合計(jì)算內(nèi)力全跨左半跨右半跨P二46. 4472kNP1二46.4472kNPl=31. 8672kNP2=33.8472kNP2=4. 1472kNPX®P1X +P2XP1X +P2XP1X +P2XP1X +P2XKNKNKNKNKNKN上 弦 桿AB000000000BC-9.1416549-2.593-424.574-391.949342.103-219.452 109.792-424. 574CD-9.141-6.549-2.593-424.57

9、4-391.949-342.103-219.452-109.792-424. 574DE-14.1049.4254679-655.091-596.136-536.336-319.753 188.194-655. 091EF 14.104-9.425-4.679-655.091-596.136-536.336-319.753-188.194-655. 091 FG-15.833 9.516-6.316-735.399-655.77-615.45-329.442-240.738-735.399GH-15.833-9.516-6.316-735.399-655.77-615.45-329.442-2

10、40.738-735.399HI-15.27-7.635-7.635-709.249-613.048-613.048-274.97-274.97-709.249下ac4.9753.6631312231.0748214.5436184.921122.170757.00096231.0748弦 桿ce12.0458.363.685559.4565513.0255454.1205281.6922152.1012559. 4565eg15.2289.7115.517707.298637.7838584.9394332.3425216.0848707.2981gi15.7168.7416.975729.

11、9642642.0792619.8276307.4779258.5244729.9642斜 腹 桿aB-9-6.627-2.373-418.02538&125-334.525-221.025-103.104-418.025Be6.9454.8082.137322.5758295.6496261.995162.080188.03994322.5758cD-5.456-3.412-2.044-253.416-227.662-210.425-117.208-79.2868-253.416De3.681.8831.797170.9257148.2835147.199967.4584665.07

12、454170. 9257eF-2.412-0.672-1.74 112.03190.1066 103.563-28.630958.2358-112. 031Fg1.064-0.4891.55349.4198229.8520255.58122-9.1424647.4617855.58122gH0.0851.6-1.5153.94801223.03701 16.21244.70451-41.643344.70151Hi-1.145-2.5131.368-53.182-70.4188-21.5182-74.408933.17242-74. 4089豎腹桿Aa-0.5-0.50-23.2236-23.

13、2236-16.9236-15.933620736-23.2236Cc1-10-46.4472-46.447233.847231.8672-4.1472-46.4472Ee-1046.4472-46.447233.847231.8672-4.1472-16. 4472Gg-1-1046.447246.4472-33.8472-31.867241472-46. 4472Ii2.0391.0191.01994.7058481.8199981.8199936.6986736.6986794.70584屋架桿件內(nèi)力組合表三、桿件截面設(shè)計(jì)3.1、節(jié)點(diǎn)板厚選擇支座斜桿最大內(nèi)力設(shè)計(jì)值N=-418. 025K

14、N,査?鋼結(jié)構(gòu)原理與設(shè)計(jì)?課本表9. 1：選取中間節(jié)點(diǎn)板厚t=10mm,支座結(jié)點(diǎn)板厚t二12mm。3.2、上弦桿壓彎構(gòu)件整個(gè)上弦桿采用同一截面，免去不同截面桿件間的拼接。截而按受力最大的部位F-G-H節(jié)間選用，最大內(nèi)力為：Nz=-735.399KN由屋面坡度1： 10得屋面傾角：a = arctan = 5.71計(jì)算長(zhǎng)度：彎矩作用平面內(nèi) /ot = x= x 21000 = 1507.48価14 cos a 14 cos 5.71彎矩平面外側(cè)向無(wú)支撐=2x1507.48 = 3014.96“雖當(dāng)/腫2：時(shí)宜選用長(zhǎng)邊外伸的兩不等邊角鋼，但壓彎構(gòu)件乂希望加大角 鋼的豎邊尺寸，因而仍選用兩個(gè)等邊角鋼

15、。設(shè)Z=At=2v=65,查附表1.20得, 0 = 0.78，那么需要截面特性為：心蘭=735.399x2 =438辿亦=43.8曲#0.78x21515Q74865=2.32cm入 G =.301.496/=4.64cm65因?yàn)镕-G-H節(jié)間不是端部，125X10等邊角鋼。故節(jié)點(diǎn)板厚度為10mm,由此査附表2.1得：選用2Z截面特性為：4 = 2x24.373 = 48746c腫 = 3.35cm301.4965.52=54.6 <Z = 150iy = 5.52cm那么：由人=54.6 cm查附表120得，0 = 0.833故= 18LlN/m/r <f = 215N/mni

16、N 735.399X103一 01 一 3.3下弦桿軸心受拉構(gòu)件整棉屋架下弦桿采用等截面。截面按受力最大的部位i節(jié)間選用，最大內(nèi)力為：N = 7299642KN計(jì)算長(zhǎng)度：/皿=3000"，/伸=3000mm 因下弦有縱向支撐和系桿沖7EP圧以 a N 729.9642xlO3 “爪 a 2“ c< 2截ifi選擇：A = = 3395.277- = 33.95?加f 215根據(jù)所需截面特性，査附表2. 1選用2Z100X80X10不等邊角鋼，且短肢相連。截面特性為:A = 34334cm2, /= 2.35cm, i* = 4.78cm截面驗(yàn)算：Ax =子=7 = 127.66

17、<A = 350ix 2.352v=$- =黑=62.76<A = 350= 212.6N/腫 <215N/mnrN _ 729.94x10 萬(wàn)一 34.334x107故下弦桿滿(mǎn)足要求。3.4腹桿(軸心受力構(gòu)件)(1) 端斜桿aB計(jì)算內(nèi)力：N=-418. 04KN計(jì)算長(zhǎng)度：L=(, =2442.1c7h截面選擇：選取等邊角鋼2Z100X8 (端部節(jié)點(diǎn)板厚度為12mm)截面特性:A = 15.638x2 = 31.276cvzr, / =3.0iv =4.56an截面驗(yàn)第-卜豁=79.3<2 = 150244.214.56= 53.6査附表 1. 20 得：(px = 0

18、.694 ,N _418,04xl03喬().694x31.276x107=192.6N / nvif < 215N / mnr故端斜桿aB符合要求。(2) 斜腹桿Be計(jì)算內(nèi)力:N=322. 576KN計(jì)算長(zhǎng)度：/u =0.8x252.81 = 202.25(7?/打= 25281cm截面選擇：N 322 S74需要截面積心廠古®唄"。加選取 2Z80X5,截面特性:A = 15.824cw2, ° = 2.48cm i= 3.63cm截面驗(yàn)算：入丄=i.202.252.48= 81.6<A = 350252.813.63=69.6v刃= 350N 3

19、22.5767 = 15.824 x IO"4= 203.9N/mnr <215N/mnr(3) 斜腹桿cD計(jì)算內(nèi)力:N=-253. 42KN計(jì)算長(zhǎng)度：/ = 0.8x2775.3 = 2220.24mm = 222.0cmIoy= 277.5cm截而選擇：設(shè)2 = Aa=2v=65,查附表1.20得，0 = 0.78.那么需要截面積：A佔(zhàn)=41&025X10'©0.78x 215xl06選取 2Z80X8,截面特性：A = 2x12.303 = 24.606c幾 j = 2.44cm, i =3.69cm截面驗(yàn)算：人*=筈=91.0<2 = 1

20、50/777 S竺= 752<川=150由人=91.0査附表1.20得：0=0.614,N 253.42x10'_ 4 _ 0.614x24.606x1 O'4=167.74N/川府 <215N/irun2(4) 斜腹桿eF計(jì)算內(nèi)力:N=-U2. 03KN計(jì)算長(zhǎng)度：匚=242.56ci1八=303.2cm截面選擇:設(shè)2 = Av=2v=65,查附表1.20得，0 = 0.78.那么需要截面積:JV= 11203X10- 佔(zhàn) qf 0.78x215xl06選取 2z56x8 #截面特性:A = 2x8.367 = 16.734cm2, i = 1.68cm i. =

21、2.75cm截面驗(yàn)算：A = = 242 56 = 144.4<A1 = 150i 1.68L J=110.25V刃= 150由 4=144.4 查附表 1.20 得:段=0.328,N(pA112.03xl034=204.1 IN / mm2 v 215N / mnf(5)豎腹桿Ii計(jì)算內(nèi)力：N=94. 701KN計(jì)算長(zhǎng)度：/lt = 0.8x3085 = 2468/wh = 246.3cm/n = 308.5c/t?截面選擇：需要截面積 A = = 94701x10 _ 440.57F = 4.41eF f 215選取2z45x3截面特性：A = 2.659x2 = 5.3I&

22、;77F,= 1.40c/n» i = 2.22cm截面驗(yàn)算：心=2 =竺1 = 176.3<2 = 350/v 1.40l桿件計(jì)算內(nèi) 力(KN)截面規(guī)格截面 面積 (cm2)計(jì)算長(zhǎng)度(cm)回轉(zhuǎn)半徑(cm)長(zhǎng)細(xì)比容 許 長(zhǎng) 細(xì) 比穩(wěn)定 系數(shù)應(yīng)力名稱(chēng)編號(hào)loxloylxiyXx入yX9oN/mm2上弦桿FG/GH-735.399125x104&746150.7301.53.855.5239.254.61500.833181.1下弦桿gi729.964100x80x1034.3343003002.354.78127.762.76350212.61豎 腹 桿Aa-23.22

23、445x35.3181901901.402.30135.782.61500.361121.0Cc-46.44745x46.972174.8218.51382.24126.797.51500.402165.7Ee46.44745x46.972198.8248.51.382.24144.1110.91500.329202.5Gg-46.44756x48.78222.80278.501.732.67128.79104.311500.391135.30Ii94.70645x35.318246.8308.51.402.22176.3139.035017&1斜 腹 桿aB-418.025110x7

24、30.3922442.12442.13.414.9371.650.01500.741213.6Be322.57680x515.824202.25252.812.483.6381.669.6350203.9cD-253.41680x824.606222.0277.52.443.6991.075.21500.614167.74De170.92645x58.584222.0277.51372.26162.1122.1350200.1eF-112.03156x816.734242.56303.201.682.75144.4110.31500.328204.11Fg55.58145x46.972242.

25、56303.201.382.24219.71135.3635079.72gH44.70545x46.972263.69329.611.382.24191.08147.1535064.119Hi-74.40975x617.594263.69329.612.313.46114.1595.261500.47089.98一卜甥心.0小350=94.701x1? = 17& I / 加7 v 215N / mm2 A 5.318X10-4其它兒根豎向腹桿的截而選擇可根據(jù)同樣的方法求算出來(lái)。3. 5桿件截面選擇列表上弦桿和下弦桿采用等截面通長(zhǎng)桿，腹桿截面形式有多種截面形式。各桿件截而選擇表匯總?cè)缦?/p>

26、!1!、節(jié)點(diǎn)設(shè)計(jì)選取下弦端節(jié)點(diǎn)及其下弦相鄰節(jié)點(diǎn)、跨中上弦與下弦節(jié)點(diǎn)、上弦典型受力位 置節(jié)點(diǎn)(屋脊節(jié)點(diǎn))5個(gè)節(jié)點(diǎn)作為主要節(jié)點(diǎn)進(jìn)行設(shè)計(jì)，其余節(jié)點(diǎn)類(lèi)同。其5個(gè)節(jié) 點(diǎn)位置見(jiàn)以下圖：4.1下弦節(jié)點(diǎn)c先計(jì)算腹桿焊縫長(zhǎng)度，然后定出節(jié)點(diǎn)板的形狀和尺寸，最后計(jì)算下弦桿與節(jié) 點(diǎn)板之間的連接焊縫。(1) 斜桿Be與節(jié)點(diǎn)板的連接焊縫計(jì)算N = 322.576KN,角焊縫強(qiáng)度設(shè)計(jì)值ffw = 160N/mm2 ,設(shè)焊縫hf = 6mm，那么焊縫所需長(zhǎng)度:角鋼背：'丄曲上海 ,0.77V0.7x322576x10s1<o計(jì)算長(zhǎng)度 ：L. = 16& 11 m<6011. = 3602hJ； 2

27、x0.7x6x1607實(shí)際長(zhǎng)度：168 + 2x6 = 180汕，取厶=180勸角例趾：、丄伯i/審 >°3N 0.3x32276xl03r計(jì)算I. = 72.0mm>Shf =4&nm 可2hJ； 2x0.7x6x160實(shí)際長(zhǎng)度：72 + 2 x 6 = 84加7 ,取/, = 90mmMl(2) 豎桿Cc與節(jié)點(diǎn)板的連接焊縫計(jì)算N = -46.4472kN ,角焊縫強(qiáng)度設(shè)計(jì)值ffw = l6ON/mm2 ,設(shè)焊縫hf = 6mm ,那么焊縫所需長(zhǎng)度:角鋼背：、丄阿 i/心. 0.7N3 入“ “滬小汪計(jì)算k度 1/ = 24.19/h/?/ <8/. =

28、48 據(jù)構(gòu)造2 力J/2x0.7x6x160f要求取為48mm實(shí)際長(zhǎng)度：48 + 2x6 = 60"，取 4 = 60"角鋼趾：、丄皆 1/心 >°3 “ of “滬小沁計(jì)算k度：lw = 103777 < 8hf = 43mm 據(jù)扌勾造2hJ 2x0.7x6x1607要求取為48mm實(shí)際長(zhǎng)度：48 + 2x6 = 60" # 取 / = 60"(3) 斜桿cD與節(jié)點(diǎn)板的連接焊縫計(jì)算cD桿焊縫計(jì)算N = 253.416KN,角焊縫強(qiáng)度設(shè)計(jì)值ffw = l60N/mm2，設(shè)焊縫hf=6m/n .那么焊縫所需長(zhǎng)度：角鋼背：計(jì)算長(zhǎng)度:心穿

29、= 0.7x25A416xltf=i3L99mm<QM/n2x0.7x6x160實(shí)際長(zhǎng)度：132 + 2x6 = 144/腫，取A = 150角鋼趾：il算長(zhǎng)度：lw =0.3/V= 03x253.416x1(/=5657w/n>8/_2hJ；2x0.7x6x1607實(shí)際長(zhǎng)度：57 + 2x6 = 69/ ,取 I, = 70mm(4) 下弦桿焊縫驗(yàn)算下弦桿與節(jié)點(diǎn)板連接焊縫承受兩相鄰內(nèi)力之差:N二559. 46-231. 07=328. 39kN根據(jù)節(jié)點(diǎn)放樣，得節(jié)點(diǎn)板尺寸為400X300mmo肢背焊縫驗(yàn)算，設(shè)hf = 6mm ,Tf0.75A/V0.75x32&39x25.

30、57N/詁 < / = 16(W/,r2x0.7/認(rèn)4. 2上弦節(jié)點(diǎn)FFeN = 112.031KN,2x0.7x6x(400-12)7角焊縫強(qiáng)度設(shè)計(jì)值ffw = N/mm2，設(shè)焊縫h,，那么焊縫所需長(zhǎng)度:角鋼背：計(jì)算長(zhǎng)度九二刁孑:= 0.7xll2031xltf=5835w/n<2x0.7x6x160實(shí)際長(zhǎng)度：5&35 + 2x6=70.35，取lL = SOmni角鋼趾：、丄皆立心.0.3N03x11203 lxl 03應(yīng)“出計(jì)算長(zhǎng)度：/u = 25.01/;/n< 8/?. = 4&tim 據(jù)構(gòu)是2hJ； 2x0.7x6x1607要求取為48mm實(shí)際長(zhǎng)度

31、：48 + 2x6 = 60/zwh ,取厶=6077(2) Fg桿焊縫計(jì)算N = 55.58KN,角焊縫強(qiáng)度設(shè)計(jì)值f； =l60N/nim2 ,設(shè)焊縫hf = 6mm ,那么焊縫所需長(zhǎng)度: 角鋼背：計(jì)算長(zhǎng)度：.=°= OJxangxlO3 =2&9伽加<8 =4&據(jù)構(gòu)造要 2hJ； 2x0.7x6x160求取為48mm實(shí)際長(zhǎng)度：48x2 + 6二60 ,収厶=60勸角鋼趾：計(jì)算長(zhǎng)度：L =-X 55.574X10 =】2.40" V 8% 二 48山 據(jù)構(gòu)造* 2hJfw 2x0.7x6x1607要求取為48mm實(shí)際長(zhǎng)度：48 + 2x6 = 60m

32、m，取厶=60mm(3) 上弦桿焊縫驗(yàn)算上弦桿與節(jié)點(diǎn)板連接焊縫承受兩相鄰內(nèi)力之差：2735. 399-655. 091=80. 308kN根據(jù)節(jié)點(diǎn)放樣，得節(jié)點(diǎn)板尺寸為260x230mmo考慮擱置屋而板的需要，節(jié)點(diǎn)板縮進(jìn)上弦肢背10mm,用槽焊縫連接，槽焊縫 按兩條角焊縫計(jì)算，取/?； =t/2 = 5fnm0焊縫設(shè)計(jì)強(qiáng)度應(yīng)乘以折減系數(shù)0. &假定 集中荷載P與上弦桿垂直，忽略屋架上弦坡度的影響。肢背焊縫驗(yàn)算： =J(KQN)，+P/(2xl.22)F = J(°7x80.30 躍+ (劈需尸72x0.7/認(rèn)2x0.7x5x(260-10)xl0-3=33.9N/mnr <

33、;0.8/= 0.8x160= 128/V/mnr肢尖焊縫驗(yàn)算：F = J(KM+P/(2xl.22)F = J(°3x8030 歹+(聲豊尸2xO.7/iy7M 2x0.7x5x(260-10)xl(F'=17.5N/mnf < fj = 16QN/mnr4. 3屋脊節(jié)點(diǎn)I(1)拼接角鋼與弦桿的連接計(jì)算及拼接角鋼總長(zhǎng)度確實(shí)定拼接角鋼與受床弦桿的連接可按弦桿中的實(shí)際床力設(shè)計(jì)值N進(jìn)行計(jì)第 每邊 共有4條寒風(fēng)平均承受此力，因而得焊縫長(zhǎng)度為,N709.249x103小I = 263.9/?7 m* 4x0.7/；4x0.7x6x160由此可得拼接角鋼總長(zhǎng)度為：=2仏 +2勺)

34、+ 弦桿桿端空隙=2x(263. 9+2x6) +20=571. 7mm取 /、=600mm(2)弦桿與節(jié)點(diǎn)板的連接焊縫計(jì)算由于屋脊節(jié)點(diǎn)的節(jié)點(diǎn)板寬度相對(duì)較大且焊縫連接需抵抗的力一般不尢故上 弦桿與節(jié)點(diǎn)板之間槽焊強(qiáng)度足夠，不需計(jì)算。考慮焊縫必須有一必要的最小承載力，需對(duì)此進(jìn)行補(bǔ)充驗(yàn)算。上弦桿角鋼趾 部與節(jié)點(diǎn)板之間連接焊逢，按上弦桿內(nèi)力15%計(jì)算設(shè)hj =,節(jié)點(diǎn)板尺寸収為400X 200mm,節(jié)點(diǎn)一側(cè)焊縫:/=型一 20-10 = 1702焊縫應(yīng)力驗(yàn)算：.N709.249x103/ 一 2 6 3.9/zi tnw 4xO.7hJ； 4x0.7x6x1600J5X；VXeX6 = 0m709.24

35、9xWg6 =皿佃賦2x0.7x7 x/;2x0.7x8x170"(r； )2 4- (p)2 = J(55.9)2 + (i)2 =l24.5N/mnr < f； =16ON/tn nr4.4跨中下弦拼接點(diǎn)i 下弦桿拼接及長(zhǎng)度計(jì)算(設(shè)焊縫hf=8mm)下弦桿雙角鋼截而選用同樣大小的角鋼作為拼接件，為使拼接角鋼與原來(lái)的 角鋼相緊貼，對(duì)拼接角鋼頂部截去棱角，寬度為r &為角鋼內(nèi)圓弧半徑)，對(duì)其 豎直邊應(yīng)割去： = % + + 5 = 8 + 10+5 = 2勁伽拼接接頭一側(cè)的連接焊縫長(zhǎng)度按下弦桿強(qiáng)度計(jì)算，每條焊縫所需長(zhǎng)度為：4xO.lhrf；34334x2154x0.7x

36、8x160=205.96?/;?由連接焊縫的強(qiáng)度條件可求出拼接拼接角鋼的總長(zhǎng)度為：I、= 2(/ + 2勺)+(10 20)mm = 2x (205.96+ 2x8)4-20 = 463.92“取拼接角鋼長(zhǎng)度L = 600mm,節(jié)點(diǎn)板尺寸為450X 350mm。(2)下弦節(jié)點(diǎn)與節(jié)點(diǎn)板連接角焊縫節(jié)點(diǎn)一側(cè)的連接焊縫按下弦桿內(nèi)力的15%驗(yàn)算，焊縫長(zhǎng)度按構(gòu)造決定，因此 不再計(jì)算。4. 5支座節(jié)點(diǎn)a(1) 支座底板計(jì)算支座反力：R = 8/? = 8x46.4472 = 371.58KN所需底板凈面積:入 違=371囂& = 38706.25'設(shè)底板尺寸為250X 250mm,底板錨栓孔

37、徑為30mm底板平面凈面積：A = (2a)(2b) -錨栓孔缺口 而積=2 5 Ox 2 5 0- 2 x 三一= 5857 Im2卜一宀！R 371.58x10八->底板下平均應(yīng)力：b = 一 = 6.34N / nm廣458573底板為兩相鄰邊支撐板，單位寬度彎矩為：M=°q a：a. = 2 50x= 17 7/n ni1 2h. = = 89/? m1 2由2 = 0.5,査表得0 = 0.058M = 0.058x6.34x177 =1152030N 側(cè)所需底板厚度：t = 浮=輕罟|空=17.93mm,取/ =(2) 加勁肋與節(jié)點(diǎn)板的連接焊縫計(jì)算卜50 70設(shè)一個(gè)

38、加勁肋承受四分之一屋架支座反力，即 N=-= 371,38 = 92.895kN44焊縫內(nèi)力為：V=N1=92.895kNM=N1 e = 92.895X103 x 68.8 = 6391.176N- m設(shè)焊縫5二6mm,焊縫計(jì)算長(zhǎng)度：lw =420-15-10=395/77焊縫應(yīng)力驗(yàn)算：(3) 底板與節(jié)點(diǎn)板、加勁肋板底端的角焊縫連接計(jì)算R其中：y = 2x(2c 2/) + 4x(b 切角寬度q 2切),p f =1.22設(shè)底板焊縫傳遞全部支座反力，底板焊縫總長(zhǎng)度為：藝/ =2x(250 12)+ 4x(120 15 12) = 848加加設(shè)焊縫hf二6mm,底板焊縫驗(yàn)算:0.7x/7/x/

39、m371.58x1()30.7x6x848=104.337V/ mm2<1.22f； =195.2N/mm2故符合要求。附錄：1全跨各節(jié)點(diǎn)受單位力1(1)輸入數(shù)據(jù)*composite beam2022. 7. 6*200E649263112110E-1823110E-1834110E-1845110E-1856110E-1867110E-1878110E-1889110E-18910110E-181011110E-181112110E-181213110E-181314110E-181415110E-181516110E-181617110E-181S1110E-181S2110E-18

40、192110E-18193110E-18194110E-18204110E-18205110E-18206110E-18216110E-18217110E-18218110E-18228110E-18229110E-182210110E182310110E182311110E182312110E182412110E182413110E182411110E182514110E182515110E182516110E182616110E182617110E181819110E181920110E182021110E182122110E182223110E182324110E182d25110E18

41、2526110E18019001350203528502185435023355S50248573502635885027851035029351185030851335029351185027851635026351785024851935023352085021852235020352370019000 0285005S5008S500118500118500178500208500237000181 0182 0262 0171 0 -0.5 02 0-103 0-104 0-105 0-106 0-107 0-108 0-109 0-1010 0 -1 011 0 -1 012 0 -

42、1 013 0 -1014 0 -1 015 0 -1 016 0 -1 017 0 -0.5 00(2)輸出數(shù)據(jù)* I * | * * I * * I *|* * | * * | * | *| |w * e * I *T j * * t * I * * a 1 * | * " * # * *1 *|w *!* * 4 » ' * I a 1 * e 4 *| * t | ". | | * | *»*,* | 4 | * * e * * # * | * e * | a 1 a | *1 * * a * | *(£ e J composi

43、t亡 beam2022. 7. 6*The Input DataEThe General InformationNLCNMNJNS2.OOOE+08492e31TheInformatiorof MembersmemberstartendAI1121.000000E+001.OOOOOOE172231.000000E+001.OOOOOOE173341.000000E+001.OOOOOOE174451.000000E+001.OOOOOOE175561.000000E+001.OOOOOOE176671.000000E+001.OOOOOOE17778Loouuoot+oo1.ooooout1

44、78891.000000E+001.OOOOOOE1799101.000000E+001.OOOOOOE-171010111.000000E+001.OOOOOOE-171111121.000000E+001.OOOOOOE-171212131.000000E+001.OOOOOOE-171313141.000000E+001.OOOOOOE-171414151.000000E+001. OOOOOOE-171515161.000000E+001. OOOOOOE-171616171.000000E+001. OOOOOOE-17171811.000000E+001. OOOOOOE-1718

45、1821.000000E+001. OOOOOOE-17191921.000000E+001. OOOOOOE-17201931.000000E+001. OOOOOOE-17211941.000000E+001.OOOOOOE-17222041.000000E+001.OOOOOOE-17232051.000000E+001.OOOOOOE-17242061.000000E+001.OOOOOOE-17252161.000000E+001.OOOOOOE-17262171.000000E+001.OOOOOOE-17272181.000000E+001.OOOOOOE-172S2281.00

46、0000E+001.OOOOOOE-17292291.000000E+001.OOOOOOE-173022101.000000E+001.OOOOOOE-173123101.000000E+001.OOOOOOE-173223111.000000E+001.OOOOOOE-173323121.000000E+001.OOOOOOE-173424121.000000E+001.OOOOOOE-173524131.000000E+001.OOOOOOE-173624141.000000E+001.OOOOOOE-173725111.000000E+001.OOOOOOE-173825151.000

47、000E+001.OOOOOOE-173925161.000000E+001.OOOOOOE-174026161.000000E+001.OOOOOOE-174126171.000000E+001.OOOOOOE-174218191.000000E+001.OOOOOOE-171319201.000000E+001.OOOOOOE-174420211.000000E+001.OOOOOOE-174521221.000000E+001.OOOOOOE-171622231.000000E+001.OOOOOOE-174723241.000000E+001.OOOOOOE-174S24251.000000E+001.OOOOOOE-171925261.000000E+001. OOOOOOE-17The JointCoor