目次へ 【架台_吊架台】 |
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設備耐震_架台_吊架台 |
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y$ |
設備耐震_架台_吊架台 |
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梁 |
主材 |
斜材 |
●アンカーボルト |
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FALSE |
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op1 |
TRUE |
シート名 |
曲げ材_炭素鋼_fb |
曲げ材_炭素鋼_fb |
曲げ材_炭素鋼_fb |
引抜き力 |
Rb={(Fh*(H-hg)+ΣW*(L-Lg)}/(α1*L) |
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FALSE |
TRUE |
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op2 |
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材質op1 |
TRUE |
TRUE |
TRUE |
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={(4.5*(139-59)+5.25*(90-31)}/(2*90)=3.72[kN] |
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材質op2 |
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せん断力 |
Q=Fh/α2=4.5/4=1.12[kN] |
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1 |
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材質 |
炭素鋼 |
炭素鋼 |
炭素鋼 |
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自重/偏心ch1 |
TRUE |
TRUE |
TRUE |
ここで、 |
Fh=Kh*W=1.5*3=4.5[kN] |
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形鋼combo1 |
4 |
4 |
4 |
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Fv=Fh/2=4.5/α1=2.25[kN] |
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形鋼サイズcombo2 |
10 |
10 |
6 |
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Kh=設計用水平震度=1.5 |
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6 |
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1.5 |
1.5 |
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軸op3 |
TRUE |
TRUE |
TRUE |
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H=架台高さ=139[cm] |
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139 |
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軸op4 |
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FALSE |
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L=ボルトピッチ=90[cm] |
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90 |
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軸 |
強軸 |
強軸 |
強軸 |
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Lg=重心=31[cm] |
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31 |
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基準強度F値 Tex6 |
23.5 |
23.5 |
23.5 |
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hg=重心=59[cm] |
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59 |
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ヤング率Tex8 |
20100 |
20100 |
20100 |
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ΣW=W+Fv=3+2.25=5.25[kN] |
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横弾性係数Tex14 |
8100 |
8100 |
8100 |
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W=機器重量=3[kN] |
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α1=構面=2 |
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2 |
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α2=全柱数=4 |
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4 |
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補剛区間Tex10 |
100 |
10 |
10 |
●応力計算 |
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長期/op6 |
FALSE |
FALSE |
FALSE |
柱材 |
Nt=軸力=Rb=3.72[kN] |
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短期/op5 |
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TRUE |
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M0=曲げモーメント=Q*H/2=1.12*139/2=77.84[kN-cm] |
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長期/短期 |
短期 |
短期 |
短期 |
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モーメントtext11 |
111.6 |
111.6 |
90.62 |
上部梁材 |
M1=Rb*Lc=3.72*30=111.6[kN-cm] |
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モーメントtext12 |
33.6 |
33.6 |
37.5 |
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M2=Q*Lc=3.72*30=33.6[kN-cm] |
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3 |
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モーメントtext13 |
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ΣM=M1+M2=111.6+33.6=145.2[kN-cm] |
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形鋼サイズ |
75x75x6 |
75x75x6 |
3 |
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10 |
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形鋼 |
等辺L形鋼 |
等辺L形鋼 |
丸鋼 |
ここで |
Lc=張出し距離=30[cm] |
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30 |
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断面積 |
8.727 |
8.727 |
0.071 |
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許容応力度 |
23.5 |
23.5 |
0 |
●部材算定 |
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ボルト穴 |
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1 |
柱材 |
Nt/(A*ft)+M0/(Z*fb)=3.72/(8.727*23.5)+77.84/(8.47*23.5)=0.41
< 1 |
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個数 |
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1 |
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梁種類 |
1 |
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ft=許容引張応力度=23.5[kN/cm2] |
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断面係数 |
8.47 |
8.47 |
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fb=許容曲げ応力度=23.5[kN/cm2] |
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A=鋼材断面積=8.727[cm2] |
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Z=鋼材断面係数=8.47[cm3] |
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TRUE |
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鋼材=等辺L形鋼_75x75x6 |
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0.000579 |
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上部梁材 |
ΣM/fb=145.2/23.5=0.73
< 1 |
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fb=許容曲げ応力度=23.5[kN/cm2] |
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Z=鋼材断面係数=8.47[cm3] |
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鋼材=等辺L形鋼_75x75x6 |
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TRUE |
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