T型截面梁計算

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T形梁鋼筋計算,,,,,,,,編號,牌號,抗拉強度設計值fy,抗壓強度設計值fy',情況,,,T形、I型截面,,倒L形截面

程序類型,,計算跨度,0M,環(huán)境類別,,一類,,1,HPB300,270,270,,,,肋形梁(板),獨立梁,肋形梁(板)

簡支梁,,(不含梁)永久荷載標準值,0KN/m,底部鋼筋幾排設計,,一排,,2,"HRB335,HRBF335",300,300,1,按計算跨度Lo考慮,,L0/3,L0/3,L0/6

,,可變荷載標準值,0KN/M,鋼筋選用等級,,HRB400,,3,"HRB400,HRBF400,RRB400",360,360,2,按梁(肋)凈距Sn考慮,,b+sn,--,b+sn/2

,,梁凈距Sn1,0M,混凝土強度等級,,C30,,4,"HRB500,HRBF500",435,410,3,按翼緣高度,h'f/h0>=0.1,--,b+12h'f,--

,,梁凈距Sn2,0M,自動彎矩設計值,,0KN,,編號,強度,混凝土軸心抗壓強度設計值(N/mm2),,4,,0.1>h'f>=0.05,b+12h'f,b+6h'f,b+5h'f

,,板厚,0mm,T形/I形肋形梁,,0mm,,1,fc,C20,C25,5,h'f考慮,h'f/h0<0.05,b+12h'f,b,b+5h'f

,,混凝土容重,25KN/m3,翼緣寬,,0mm,,,,,,,,,,,

,,,,,,,,2,,9.6,11.9,,,,,,

(2)截面尺寸初估,手動,b=(1/3-1/2)h,,,0,0,,3,,C30,C35,,,,,,

,,h=(1/16-1/10)L0,,,0,0,,4,,14.3,16.7,,,,,,

,,,,,,,,5,,C40,C45,,,,,,

(1)查表計算得,自動,fy=360,0,自動,a1=1,0,,,,,,,,,,,

,自動,fc=14.3,0,自動,Eb=0.518,0,,6,,19.1,21.1,,,,,,

,自動,ft=1.43,0,自動,as=40,0,,編號,強度,混凝土軸心抗拉強度設計值(N/mm2),,,,,,,

,自動,Pmin=0.002,0,自動,as'=35,0,,1,ft,C20,C25,,,,,,

一類T形截面,,,,,,,,2,,1.1,1.27,,,,,,

(3)彎矩計算,,Gk=bh*砼容重,,,0,KN/m,,3,,C30,C35,,,,,,

,,,,,,,,4,,1.43,1.57,,,,,,

自動判斷控制荷載,,M=yg*1/8*Gk*L^2+yq*1/8*Qk*L^2,,,0.000,永久控制,,5,,C40,C45,,,,,,

,,M=yg*1/8*Gk*L^2+yq*1/8*Qk*L^2,,,0.000,可變控制,,6,,1.71,1.8,,,,,,

,,故彎矩設計值取,KN/M,,0.000,,,編號,混凝土強度等級,<=C50,C55,,,,,,

,,有效高度h0=h-as,mm,,-40,,,1,系數(shù),,,,,,,,

,,αs=M/a1*fc*b*h0^2,,,無,,,2,a1,1,0.99,,,,,,

,,E=1-(1-2*αs)^(1/2),,,無,,,3,β1,0.8,0.79,,,,,,

,,判斷E與Eb,,無,,,,4,混凝土強度等級,<=C50,C55,,,,,,

,,,,,,,,5,鋼筋級別(Eb值),,,,,,,,

,,,,,,,,6,HPB300,0.576,0.566,,,,,,

,,,,,,,,7,HRB335，HRBF335,0.55,0.541,,,,,,

,,,,,,,,8,HRB400，HRBF400，RRB400,0.518,0.508,,,,,,

(6)驗算最小配筋率,,As>Asmin,,#VALUE!,,mm,,9,HRB500，HRBF500,0.482,0.473,,,,,,

,,,,,,,,1,鋼筋排數(shù),環(huán)境類別,,,,,,,

梁板配筋問題,,選用鋼筋(查鋼筋表),,下,#VALUE!,,,2,,一類,二類a,,,,,,

,,,,,,,,3,一排,40,45,,,,,,

,,,,,,,,4,兩排,65,70,,,,,,

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