上部結(jié)構(gòu)計算

1、上部結(jié)構(gòu)計算3. 1加勁肋剛度驗算加勁肋剛度和臨界鋼度（底板加勁肋）Q345 鋼材的各項指標(biāo)：E = 210xl09Pt/, u = 0.3被加勁肋的抗彎鋼度D = 一豈一廠=11077 x IO” 亦12（1 ）被加勁板用度t二15mm單根加勁肋對被加勁板的抗彎慣矩I. =_xl6x 2003 + 16x200xl002 =4.26x107 mm41 12hri n+.tViMiiFfriu El? 210 xioq 4.26 xio74、加勁肋的剛度比z； =7 = -仃 =80762 mm-D 11077 x 10一加勁板的臨界長寬比細(xì)=#1 + “，“ =心+1 = 4 +1 = 5

2、其中一被加勁板分隔的局部板件數(shù)口料=坷+1m縱向加勁數(shù)Ua0 = V1 +5x80762 = 25.2縱向加勁肋實際長寬比= 200-16 = 12.5 v a。（滿足）因為加勁肋是等強度均勻布置的，且“繩，所以臨界剛度比/ = 4a 咕（1 + ” Qn式中a 加勁板的長寬比a = a/b加勁板的長度（橫向加勁肋間距）於一加勁板的寬（腹板間距）一單根加勁肋的截面面積與被加勁板的面積之比=A,/ht人一單根加勁肋的截面面積J.= A/bt = （16 x 200）/（3300 x 15） = 0.065a 3.3a =0.11b 30r； =4x0.1, x5(1 + 5x0065)(J +

3、D =11578 =的勸=利州 2 （滿足）加勁板的長寬比應(yīng)力計算：(10米范圍內(nèi))假 設(shè) 人 行 荷 載 2/, 橋 面 板 自 重G = 30000 nun x3300nmi x5mm x7.Sg/cmy = 11.583 = t ,縱向加勁肋自重G =1(35 + 20)x30 丄(326 + 176)x288xl000x78xl6=127r 2 2橫向加勁肋自重 G3 =2 x 25x1200 x 7.8 x 9 = 4.2/則在10長的一段整個最大荷載為G = 74 + 24.34/+ 12.7/+4.2/= 115.24/1米長的一段最大荷載為G = 115.2410 = 11.5

4、24/ ,對一個腹板的荷載G = 11.5244-2 + 2 = 7.762/被壓板的面積 A = 1000rnmx20m/n = 20000n/n2cr.=-=力,=3.88N/mm2 A 2000伽廣腹板自重 G = 100 x 2x 100x 7.8 = 0.493/“ =(0.493/+ 7762f)/20000 nun2 =4A2SN/mm20 = (bb2)/b =(4.128-3.881)/428 =0.06f = 0.650? +0.134-1.0 = 1.0101不設(shè)加勁肋的最小板厚 = b/(24 Jh) = 6000 /(24 x 1.0101 x 10) = 24.1m

5、m因為at0 ,所以rlre(i = 4ah(i + ”Q)(主)2 一 (a =4x067?x 16(1 +16x0.022)(-)2 -7 7廠=2.35曾冒X聽篇ZE橫向加勁肋的剛度ItrLreq (不滿足)所以尬=丄(1+話)(仏)-12_1=丄2x256x(1 + 16x0.022)(學(xué))2 12_1 = 26901lotlo2obt311 G3. 3最小板厚及極限強度計算t = 7?/(48 fn) = 6000/(48 xl.0101xl6)= 1.7mm應(yīng)力計算h = xl 6mm x (200mm)3 +16mm x 200mm x (100/n/w)2 = 4.26 xl0

6、7/w?n4Ir =丄x20mmx(250) + 20x250mmx(1 ISnmi)1 = 10.4xlO mm4 12atQ = #(1 + “)/1 + (1+耳)切=(1 + 16x35)/11 + (1 + 80)x34 = 0.67換算壓桿長細(xì)比/ = imx( br,al()br) = nnx( 1000,671) = 1000 mm換算壓柱有效截面回轉(zhuǎn)半徑rxe=beJ ,設(shè)hef=400mm ,則 J12= = x 4Q0mm = 116”V12丄=丄(345x10x1000 = 0 1 A = 0.562竺竺 x 型=0.35V E tA1210X10926V = 0.70

7、2心 1.640疋 + 0.65 叭 + 0.926 = 0.986bef = 400 x 0.986 = 394 nun令如=394, “ 掙 394 73人 3.14 V 210則5-=1 , 6” =345x1()9Pd (收斂)b“ +人 by bt + As6 394x26 + 16x200/45x1066,400x26 + 16x 200 345 x 106= 0.988則 q = 0.988 x 345xl06 Pa = 341x 106 Pa34橫隔版最大間距和剛度（1）橫隔板最小剛度計算箱梁上頂板的截面面積耳=8000 x 24 +15 x 10714 = 2991 cm2箱

8、梁下底版的截面面積F, =6000 x 24 + 9x16 x 200 =1728 cm1一個腹板的截面面積你=100（/10 x20 = 632c F頂板對箱梁對稱軸的慣性矩1和=丄X 26x （8000） =1. lx 212底版對箱梁對稱軸的慣性矩I廣丄X26X60003 =0.47x112腹板長度H = 1000mm8000+1200012x 63246=177sf1乞+2坊Cbt 12r 470xl09t h =6000I血 2B” + B瓦 12巴= 1100xl0-x2x8000+6000x63246=247c/y.80005化(l + r+4巧(1 +単)2+2坨-+彳) =

9、20.410%/400tfK,= 20 畀=20x2.1x106x20.4x10i- =1 338xlQi2 = 133&WV 加44000(2)實際剛度計算設(shè)計為實腹式,如圖 2-1, A = -(Bu +B,)H = -(8000+ 6000)x3000=2bn2/V 7.562 2A = -(仇 + bt)h = -(6.4 + 4.4)xl.4 = 7.56m2, p = = = 0.36K”滿足要求設(shè)計為剛架式X型，如圖2-2,可得斜撐長度為厶=J（72）2+（3?）2 =7.6加取斜撐尺寸為760cm x 40cm x 3cm則 A! = 2x 0.4m x 7.6m0.4/w x 0.4/n = 5.92m2 5.8/h2415 2A = 4一 A = 21/n2 -5.8/n2 = 15.2m2 p = = = 0.72 0.8 (符合)A 21那么 K = 8EA2 繹=8x 210 x 109 Pa x (207306 cm)2 =1480 “N m K” Il(7605)3滿足要求 設(shè)計鋼架為V型，如圖2-3,可得斜撐長度為厶/=J（47）2+（32）2 =5?WOE X wor 寸 X wooor 式篠菸(矍&)iz y