钢雨棚计算书

GB50017-201507SG528-1二、计算基本参数:1xx ω二、计算基本参数:=0.750(kN/m2),50年1.0=1.0x0.75=0.75(kN/m2)。B5.0:=1.00μs=-2.0zz=1.70。三、结构平面布置HN400×200×8×13次HN250×125×6×9拉杆152材均Q235、荷载计算1、风荷载(1.1)Wk=zsz(1.1)Wk(kN/m2)；z 瞬时压阵系数；βz=1.70s---07GSG528-1图集说明5.1.4μs=-2.0s=1.0。z 高度变化系数；《建筑结构规范》GB5009-2012μz=1.0；基本压(kN/m2查规范北海市oW---oWo=0.750(kN/m2)Wk+=1.70×1.0×1.×0.75=1.28kN/m2Wk-=1.70×（-2.0）×1.0×0.75=-2.55kN/m2A=5.08×1.1=5.59时W=1.285.59=7.12kN/m时Wk1=-2.55×5.59=-14.25kN/mk22、恒荷载07GSG528-15.1.1时雨篷玻璃永久0.8kN/m2时取0.3kN/m2。A=5.08×1.1=5.59时雨篷玻璃永久0.8×5.59=4.47KN/m时雨篷玻璃永久0.3×5.59=1.68KN/m次HN250×1256×9每米重29.7kg自重g=0.30KN/m。成次1G =0.30×5.08=2.53KN/m次HN400×200×8×13每米重66kg自重g=0.66KN/m。主G1=2.53+4.47=7.00KNG2=2.53+1.68=4.21KN3、活荷载07GSG528-15.1.20.5kN/m2A=5.59㎡Q=0.5×5.59=2.80KN/m考虑满跨布置。4、施工或检修荷载Sq2施工或检修1.0KN沿宽度每隔一米一个并布置最不利位力间距S=5080。近似P=5×1.0=5.0KN。五、主梁在荷载作用下的支座反力及内力风荷载AM，A0.2×Wk1/2+1.3×Wk1+2.4×Wk1+3.5×Wk1+4.6×Wk1/2-3.5×RBy9.6Wk1-3.5RByRBy=9.6×7.12/3.5=19.53KN∑Y=0,4 × 求 得。又RB=RBy/sinα=19.53/sinα=30.38KNRBx=RBcosα=30.38cosα=23.27KN（←）

X=Rx0Rx（→）内力AM，A0.2×Wk2/2+1.3×Wk2+2.4×Wk2+3.5×Wk2+4.6×Wk2/2-3.5×RBy9.6Wk2-3.5RByRBy=9.6×(-14.2)/3.5=-38.95KN∑Y=0,-4 × 求 得=-17.85KN。又RB=RBy/sinα=38.95/sinα=60.60KNRBx=RBcosα=60.60cosα=46.42KN（→）

X=Rx0Rx（←）内力图如下：恒荷载A0，0.2×G1/2+1.3×G1+2.4×G1+3.5×G1+4.6×G1/2+4.62×0.66/2-3.5×RBy=09.6G1+6.98-3.5RByRBy=（9.6×7.0+6.98）/3.5=21.19KN∑Y=0,47.0+0.66=0求得。又RB=RBy/sinα=21.19/sinα=32.97KNRBx=RBcosα=32.97cosα=25.25KN（←）

X=Rx0Rx（→）内力A0，0.2×G2+1.3×G2+2.4×G2+3.5×G2+4.6×G2/2+4.62×0.66/2-3.5×RBy=09.6G2+6.98-3.5RByRBy=（9.6×4.21+6.98）/3.5=13.54KN∑Y=0,44.21+0.66求得。又RB=RBy/sinα=13.54/sinα=21.06KNRBx=RBcosα=21.06cosα=16.14KN（←）

X=Rx0Rx（→）内力图如下：活荷载计算简图如下：MA，0.2×Q+1.3×Q+2.4×Q+3.5×Q+4.6×Q/2+3.5×RBy=09.6Q-3.5RByRBy=9.6×2.8/3.5=7.68KN∑Y=0,4×y求得y。又RB=RByRBxαcosα=9.15KN（←）

X=RxRx（→）内力图如下：修荷载计算简图如下：施工或检修荷载考虑不利布置4RAy

PARAy

=0。ByRBy

PBRBy

=5/sin=7.78KNRB

=5.96KNBxX=0R=5.96KN。AxM1PM1=PL/4=5×3.5/4=4.38KN.mB支座负P悬挑跨端部MB

=PL=5×1.1=5.1KN.m、荷载组合风荷载组合系数取0.6活荷载组合系根据荷载规范，数取0.7施工或检修荷载取0.7。正风作用下的荷载组合由可变荷载控制的效应：S=1.2SG+1.4Sw+∑1.4xψxSQ由永久荷载控制的效应：S=1.35SG+∑1.4ψSQi负风作用下的荷载组合1.0。考虑活荷载有效应S=1.0SG+1.4SW1.1,1.2：1.1R R R R M M V V NAX AY BX BY 1 B A B23S .2W725S .2G59.SQ 155.SP 96771.2S+1.4SG w .6

23 198..2 .3967 525 219..2 .1855 93. 9. 7.52 15 865. 5. 5.00 00 9632 76 66.7 .7 .0

7.-3.8.73 67 968.-4.9.40 22 853.-1.3.04 54 524.-5.5.38 10 0028 32-16.1 .7

8.-2365.279.-2596.253.-9.48 155.-5.00 9632-77.3+1.4SQi

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