出力番号:31739
らくわく Ver 1.0.14.0 build 20150414 発行日：2015年 05月 22日
たて枠・まぐさ受けの計算
枠組太郎邸 新築工事
たて枠 1F 位置：X5,Y4
S-P-F 甲種2級
9-1
たて枠 1F 位置：X6,Y4
2-204
S-P-F 甲種2級
2-204
A=67.6cm2 Z=100.3cm^3 I= 446cm4
A=67.6cm2 Z=100.3cm^3 I= 446cm4
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
Kz= 1.0
Kz= 1.0
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
[長期(常時)] 軸力(Nc)=11846N
[長期(常時)] 軸力(Nc)=7743N
σ=11846(Nc)／6764(A)=1.75N/mm^2
σ=7743(Nc)／6764(A)=1.14N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
検定比 = σ/fk=1.75/2.49=0.70 ≦ 1・・・OK
検定比 = σ/fk=1.14/2.49=0.46 ≦ 1・・・OK
[短期(積雪時)] 軸力(Nc)=11846N
[短期(積雪時)] 軸力(Nc)=10981N
σ=11846(Nc)／6764(A)=1.75N/mm^2
σ=10981(Nc)／6764(A)=1.62N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
検定比 = σ/fk=1.75/3.63=0.48 ≦ 1・・・OK
検定比 = σ/fk=1.62/3.63=0.45 ≦ 1・・・OK
たて枠 1F 位置：X:6.5,Y4
S-P-F 甲種2級
たて枠 1F 位置：X8,Y4
2-204
S-P-F 甲種2級
2-204
A=67.6cm2 Z=100.3cm^3 I= 446cm4
A=67.6cm2 Z=100.3cm^3 I= 446cm4
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
Kz= 1.0
Kz= 1.0
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
[長期(常時)] 軸力(Nc)=7465N
[長期(常時)] 軸力(Nc)=9003N
σ=7465(Nc)／6764(A)=1.10N/mm^2
σ=9003(Nc)／6764(A)=1.33N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
検定比 = σ/fk=1.10/2.49=0.44 ≦ 1・・・OK
検定比 = σ/fk=1.33/2.49=0.53 ≦ 1・・・OK
[短期(積雪時)] 軸力(Nc)=10395N
[短期(積雪時)] 軸力(Nc)=11211N
σ=10395(Nc)／6764(A)=1.54N/mm^2
σ=11211(Nc)／6764(A)=1.66N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
検定比 = σ/fk=1.54/3.63=0.42 ≦ 1・・・OK
検定比 = σ/fk=1.66/3.63=0.46 ≦ 1・・・OK
出力番号:31739
らくわく Ver 1.0.14.0 build 20150414 発行日：2015年 05月 22日
たて枠・まぐさ受けの計算
枠組太郎邸 新築工事
たて枠 1F 位置：X:10.5,Y4
S-P-F 甲種2級
9-2
たて枠 1F 位置：X1,Y1
2-204
S-P-F 甲種2級
2-204
A=67.6cm2 Z=100.3cm^3 I= 446cm4
A=67.6cm2 Z=100.3cm^3 I= 446cm4
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
Kz= 1.0
Kz= 1.0
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
[長期(常時)] 軸力(Nc)=13840N
[長期(常時)] 軸力(Nc)=5251N
σ=13840(Nc)／6764(A)=2.05N/mm^2
σ=5251(Nc)／6764(A)=0.78N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
検定比 = σ/fk=2.05/2.49=0.82 ≦ 1・・・OK
検定比 = σ/fk=0.78/2.49=0.31 ≦ 1・・・OK
[短期(積雪時)] 軸力(Nc)=17596N
[短期(積雪時)] 軸力(Nc)=6184N
σ=17596(Nc)／6764(A)=2.60N/mm^2
σ=6184(Nc)／6764(A)=0.91N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
検定比 = σ/fk=2.60/3.63=0.72 ≦ 1・・・OK
検定比 = σ/fk=0.91/3.63=0.25 ≦ 1・・・OK
たて枠 1F 位置：X1,Y3
S-P-F 甲種2級
たて枠 1F 位置：X:10.5,Y8
2-204
S-P-F 甲種2級
2-204
A=67.6cm2 Z=100.3cm^3 I= 446cm4
A=67.6cm2 Z=100.3cm^3 I= 446cm4
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
Kz= 1.0
Kz= 1.0
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
[長期(常時)] 軸力(Nc)=5345N
[長期(常時)] 軸力(Nc)=8075N
σ=5345(Nc)／6764(A)=0.79N/mm^2
σ=8075(Nc)／6764(A)=1.19N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
検定比 = σ/fk=0.79/2.49=0.32 ≦ 1・・・OK
検定比 = σ/fk=1.19/2.49=0.48 ≦ 1・・・OK
[短期(積雪時)] 軸力(Nc)=6278N
[短期(積雪時)] 軸力(Nc)=10694N
σ=6278(Nc)／6764(A)=0.93N/mm^2
σ=10694(Nc)／6764(A)=1.58N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
検定比 = σ/fk=0.93/3.63=0.26 ≦ 1・・・OK
検定比 = σ/fk=1.58/3.63=0.44 ≦ 1・・・OK
出力番号:31739
らくわく Ver 1.0.14.0 build 20150414 発行日：2015年 05月 22日
たて枠・まぐさ受けの計算
枠組太郎邸 新築工事
たて枠 1F 位置：X5,Y0
S-P-F 甲種2級
9-3
たて枠 1F 位置：X:8.5,Y0
2-204
S-P-F 甲種2級
2-204
A=67.6cm2 Z=100.3cm^3 I= 446cm4
A=67.6cm2 Z=100.3cm^3 I= 446cm4
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
i=2.57cm Fc=17.4N/mm^2 Lk=233.6cm
Kz= 1.0
Kz= 1.0
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
λ=Lk/i=233.60/2.57=90.92 λ≦100 η=1.3−0.01×λ=1.3−0.01×90.92=0.39
[長期(常時)] 軸力(Nc)=12051N
[長期(常時)] 軸力(Nc)=6945N
σ=12051(Nc)／6764(A)=1.78N/mm^2
σ=6945(Nc)／6764(A)=1.03N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
fk=1/3×1.1×17.40×0.39=2.49N/mm^2
検定比 = σ/fk=1.78/2.49=0.71 ≦ 1・・・OK
検定比 = σ/fk=1.03/2.49=0.41 ≦ 1・・・OK
[短期(積雪時)] 軸力(Nc)=12521N
[短期(積雪時)] 軸力(Nc)=8592N
σ=12521(Nc)／6764(A)=1.85N/mm^2
σ=8592(Nc)／6764(A)=1.27N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
fk=1/3×0.8×2.0×17.40×0.39=3.63N/mm^2
検定比 = σ/fk=1.85/3.63=0.51 ≦ 1・・・OK
検定比 = σ/fk=1.27/3.63=0.35 ≦ 1・・・OK

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