結(jié)構(gòu)設(shè)計(jì)計(jì)算EXCEL全集

,,,回目錄,

,,,,,

數(shù)據(jù)輸入,,,,

,,,,,

踏步寬bstep(mm),,2600.00,活荷載標(biāo)準(zhǔn)值qK(KN/m),3.50

踏步高h(yuǎn)step(mm),,150.00,活荷載準(zhǔn)永久值系數(shù)ψq,0.30

梯段板凈長(zhǎng)ln(mm),,4760,受拉鋼筋強(qiáng)度設(shè)計(jì)值fy(N/mm2),360

混凝土強(qiáng)度等級(jí),,C30,鋼筋彈性模量ES(N/mm2),2.0E+05

構(gòu)件受力特征系數(shù)αcr,,1.9,縱向受拉鋼筋表面特征系數(shù)ν,1.0

,,,,,

,,,,,

數(shù)據(jù)輸出,,,,

,,,,,

一、常規(guī)數(shù)據(jù),,,,

板傾角cosα=1/(1+(hstep/bstep)2)1/2,,0.998,混凝土軸心抗壓設(shè)計(jì)值fc(N/mm2),14.3

恒荷載,面層0.65*(bstep+hstep)/bstep,0.69,系數(shù)α1,1.00

,踏步25hstep/2,1.88,混凝土抗拉標(biāo)準(zhǔn)值ftk(N/mm2),2.01

,斜板25h/cosα,4.51,混凝土彈性模量EC(N/mm2),3.0E+04

,板底抹灰0.34/cosα,0.34,梯段板厚h=ln/25(mm),190.4

,欄桿,0.40,梯段板厚實(shí)際取值h(mm),180

恒荷載標(biāo)準(zhǔn)值gK(KN/m),,7.81,有效厚度h0=h-15-d/2(mm),155

總荷載設(shè)計(jì)值p=1.2gK+1.4qK(KN/m),,14.27,板計(jì)算跨度l0=1.05ln(mm),4998

,,,,,

二、截面配筋,,,,

彎矩M=pl02/8(KN·m),,44.57,鋼筋直徑d(mm),20

截面抵抗矩系數(shù)αS=M/α1fcbh02,,0.1297,鋼筋間距s(mm),100

γS=(1+(1-2αS)1/2)/2,,0.9303,鋼筋實(shí)際配筋面積AS(mm2),3141.6

鋼筋面積AS=M/γSfyh0(mm2),,858.5,是否滿足,滿足

,,,,,

三、裂縫驗(yàn)算,,,,

短期彎矩MS=(gK+qK)l02/8(KN·m),,35.32,ρte=AS/0.5bh,0.0349

長(zhǎng)期彎矩Ml=(gK+ψqqK)l02/8(KN·m),,27.67,ρte實(shí)際取值(ρte≥0.01),0.0349

σsk=MS/ηh0AS(N/mm2),,83.37,受拉區(qū)縱筋等效直徑deq=d/ν(mm),20.0

ψ=1.1-0.65ftk/ρteσsk,,0.651,應(yīng)變不均勻系數(shù)ψ實(shí)際取值(0.2≤ψ≤1.0),0.651

最外層受拉鋼筋外邊緣至受拉底邊距離c(20≤c≤65)(mm),,,,25

最大裂縫寬度ωmax=αcrψσsk/ES(1.9c+0.08deq/ρte)(mm),,,,0.05

最大裂縫寬度限值ωlim(mm),,0.30,驗(yàn)算ωmax≤ωlim,滿足

,,,,,

四、撓度驗(yàn)算,,,,

αEρ=ESAS/ECbh0,,,,0.135

短期剛度BS=ESASh02/(1.15ψ+0.2+6αEρ)(N·mm2),,,,8.58E+12

長(zhǎng)期剛度Bl=BS*MS/(MS+Ml)(N·mm2),,,,4.81