鋼結構設計排架柱計算

1、排架柱荷載計算暫取基礎頂面到室外地面0.5m，吊車梁高500mm墊塊20mm上柱高 1800 -150=1650mm，下柱高 5700+650=6350mm氣=6.35+0.52=6.87m截面高度 H/14=0.49m 寬度 b 400mm取上柱截面尺寸400mm乂 400mm 下柱截面尺寸400mm乂 600mm截面取值永久荷載標準值 G=0.6 x 24 x 6/2=43.2KN 偏心距匕=400/2-150=50mm% =100mm屋面活荷載標準值G =0.5 x 24 x 6/2=36kNe=50mm2吊車最大豎向Dm密=165.4KN水平T= D n-!=165.4x 5.88 =

2、13.03 e =0.45mmax max P1.4 x 753k ,max吊車梁及軌道自重標準值(0.28x 0.01+0.008x0.5+0.2x 0.01)x 6x 7850 x 10 x 10 -3=4kNG3 =4+1=5kNe3 =0.45mm柱自重標準值 上柱 G4 =1.65 x 0.4 x 0.4 x 25 = 6.6kNe4 = 100mm下柱 G5 = 6.35 x 0.4 x 0.6 x 25 = 38.1kN風荷載標準值求q1 q2風壓高度系數按柱頂至室外天然地坪高度7.5m地面粗糙度B類 七=1.0q尸 日氣B = 0.8x1.0 x 0.45 x 6 = 2.16

3、kN/m()q2k = 0.5 x 1.0 x 0.45 x 6 = 1.35kN /m()求冬風壓高度變化系數按5.7+0.15+1.8+2.0=9.65m取日=1.0a k=【(0.8+0.5)x 2.0+(0.5-0.6)x 1.0 x 1.0 x 0.45x 6=6.75kNb =ak x 1.4=9.45kN計算簡圖及內力計算(所有圖示數值均為設計值)屋面恒荷載M 1 = G1 eA .2 = 2.59N mM2 = G1 eA. 2 = 5. 18N mM3 = G4 e4x1. 2 = 0. 7 8 NM4 = G3 e3x1. 2 = 2. 8N m因此恒荷載引起的彎矩如圖所示

4、I I ,； -4- tT kffi- ktL Zrtr T 400 X 4003. _上柱截面慣性矩I =2.13 x 109 mm 4n 12400 x 6003下柱截面慣性矩I =7.2 x109 mm 4i 12n =L = 0.30 人= u =. 65= 0. 21七H 8左柱：查表C13 均地=1.62 c21+人 3(1n-1)31入2 =1. 42 1& 3 (4/ -1)V= MC = 328 x1.4 = 0.574KN ()1 H 18M 2 59V3 = hC =飛9 x1.4 = 0.52KN ()V=V1+V= 1.094KN (t)屋面均布活荷載M廣 36 x

5、0.05 x 1.4=2.52kN - mC = 3 1-：2(1-1/n)=1.62C = 3= 1. 4i21+人3(1/n-1)3 2 1乳3 (日/ -1)V= MC = 0 51KN V = MC = 0.88kN1 H 12 H 3V=V1+V2 = 1.39 KN作出左柱內力圖 max在左柱M 1 = De=31 6 5. x40. 4 5 = 7k4N4 mM2 = D . e3=42.3 x 0.45=19.0kN - m31-人 221+人 3(1n-1)=1.4利用剪力分配法M 八 74.43M 廠 19.0 ,V =h!C =8 x 1.4=-13KN() V Hi C

6、 = g x1.4 = 3.3KN()V2=1/2(13-3.3)=4.85KN = V2 (t)V廣V+匕2 = -8.15 KN() V廣匕+匕? = 8.15 KN (t)tax作用由于吊車梁高500,墊板厚20：所以H1650 - 500 - 20=0.681650當 y=06 H C=0.80 當 y=0.7 H C=0.77 插入法 C=0.79所以 匕=匕=0.79 x 9.3 = 7.3 KNV = V + V =0, V = V + V = 0 A A1A 2BB1B 2風荷載作用以左風為例查表做內力圖311+人 4（1n-D |C11 = 81+人3（1n-1）頊37匕廣

7、q HC j 3 x 8 x 0.37 = 8.88KN（） 匕廣 q2 HC11 = 1.89x 8 x 0.37 = 5.60KN （ j） 匕 2 = V2 =1/2（9.45+8.88+5.60）=12.0KN（t）因此 VA=8.88-12.0= -3.1（T） VB =5.60-12.0= -6.4（T）3）將上述內力匯總成表 取i i截面（上柱底面）、ii ii截面（牛腿頂面）、mm 截面（下柱底面）作為控制截面港載類型 截面 恒荷載屋面活荷 載D 在A柱D .在A柱Tmax 左風 右風I-I-0.78-0.23-13.4-13.4+ 4.89.5-13.559.7650.400

8、000II-II-4.06-5.27615.6+ 4.89.5-13.564.7650.4165.442.3000m-m2.883.569.28-46.2+ 63.9122.4-113.3110.55.04165.442.30001.091.39-8.15-8.15+ 9.327.3-21.7荷載組合如下荷載組合 內力 組合恒+0.9 （任意兩種或兩種以上活荷載）恒+任意一種活荷載組合項目MNV組合項 目MNVI-I+Mmax及相應N+0.9 x7.759.76+8.7259.76-Mmax及相應N+0.9 x (+)-28.7105.12+-14.8259.76+Nmax相應M+0.9 x

9、(+)-28.7105.12+-1.01110.16-Nm.n 及相應M+0.9 x (+)-28.559.76+-14.8259.76II-I+Mmax及相應N+0.9 x (+)62.9213.62+56.96230.16-Mmax及相應N+0.9 x (+)-20.95110.12+-17.5664.76+Nmax及相應M+0.9 x (+)58.14259.0+-Nm_n 及相應M+0.9 x+m-m+Mmax及相應N+0.9 x (+)169.24304.7228.64+125.28110.528.39-Mmax及相應N+0.9 x (+)-185.31148.57-34.87+-1

10、10.42110.5-20.61+Nmax相應M+0.9 x (+)169.24304.7228.64+12.16275.9-7.06-Nm_n 及相應M+0.9 x113.04110.525.66+125.28110.528.39排架柱配筋計算柱的混凝土 C30 f =14.3N/mm2 a =35mm h = h-a =400-35=365mm鋼筋：受力筋HRB335箍筋HPB235計算長度排架方向 上柱l=2x1.65=3.3m 下柱l=1.0H,=6.35m垂直于排架方向 上柱l =1.25 x1.65=2.06m 下柱l=0.8x6.35=5.08m1)上柱配筋計算N =a fbh

11、& =1.0 x 14.3x 400 x 365 x 0.55=1148.3Wb 1 c 0 bI-I截面內力遠小于Nb，都屬于大偏心受壓 由N與M相關性可知 N=105.12KN M=28.7kN - m為最不利組合N105.12 x103x= 18.5mm 0.3h = 0.3 x 365 = 109.5mm0 N105.12 x1030因 20h/30=13.3mm 取 e = 20e = e + e = 293mml 3300-o = 8.25 15h 400大偏心& = 1.0i、，一，.1放大系數門=1 +一一 e1400 eh0=1 + 1- X 8.252 X 1.0X 1.0

12、 = 1.06 1400 x 竺365e =ne -h/2 + a = 1.06x293-400/2 + 35 = 146mm i, Ne105.12x103 x146s s - f (h - a) 300 x (365 - 35) =血y 0 s又通常柱縱向配筋率不小于0.5%A Z 400X400X0.5% = 400mm2 選用 2項A = 402mm2s2s垂直于排架方向l 2000-0 = 4 10 p = 1. 0b 400N = 0.9p (f A + fA) = 0.9(14.3x 400 x 400 + 300 x 402x 2) = 2276.3KNN = 110.16KN

13、滿足要求2)下柱配筋計算h0 = 600-35=565mmN =a fbh七=1.0 x 14.3x400 x565x0.55=1777.49kN故各組內力均為大偏心受壓 b 1 c 0 b由N與M相關性可知M-e =1247mm0 NN=148.57KN M=-185.31 kN - m 為最不利組合取 e = 20e = e + e = 1267mm = f =10.58 15 & = 1. 0 同時& = I，1 取& =1 h 60021 N11放大系數門=1 +e1400 e h02M = 1 +121- X 10.582 X1.0 X1 = 1.03612671400 x565e

14、=n e -h/2 + a = 1.036x 1267 -600/2 + 35 = 1048mm N = 304.72KN滿足要求3）箍筋計算V =-3 4. 87N N = 14 8. 5KN M =-18 5. 3K1N600-w = 1.5 V = 34.87kN截面尺寸滿足要求M 203.31x106剪跨比人= =9.4 3 取入=3Vh34.87 x103 x 565N = 0.3 f A = 0.3 x 14.3 x 400 x 600 = 1029.6KN 148.57KN取 N=148.57KNN = 1.75 fbh + 0.07N = 1.43 x 400 x 565 +

15、0.7 x148.57 x103 = 151.79KN V = 34.87kNu 人+1.0 1 03 +1max因此上下柱配筋均按構造配置選用4 6150上下柱裂縫寬度驗算上柱 Mk = 21.1KN - mNk = 4 4. 2 K N柱截面上柱下柱內力標準值M K21.2137.2NK44.27110.05e = N-k (mm)2730.55 h0=20112470.55 q =310.75pte = A/0.5bh + (b + b)h ff0.005 取 0.010.009 取 0.01門s1.01.0e =n e + h2-a458642r00Nk = 1 1 0. CK5N下柱 Mk = 137.2KN - mZ = 0.87-0.12(1-r)(h0)2h f e0s303482.1b = N (e z) skA - z123.2228f平=1.1-0.65tkPPsk0.04 取 0.20.53bdw =a 中E(1.9c + 0.08F)ste0.050.3mm滿足要求0.25 F = 123kNFk 0.5+ah1230.5+150515rk0 截面尺寸滿足要求 由靜力條件f AZ = F + F (Z + a )y sr ns171.4 x 0.15 x10