Y9通
８. 各部の設計
８－１ 屋根の設計
８－１－１ 屋根下張りの設計
屋根下張り 構造用合板 t=12
くぎ CN50 外周部＠150(mm) くぎ降伏せん断力＝650.00(N/本) (垂木共通：S-P-Fより)
（１）Ｘ方向 Lx=6.830m
Qe=16.522(kN) (耐震等級3) Qwx=10.820(kN) (耐風等級2) R=Qe×0.50=16522×0.50=8261(N)
1ｍ当たりのせん断力 Q=8261/6.830(m)=1210(N/m) 1ｍ当たりのくぎの許容耐力P
P=13本/1.820(m)×650.00=4643(N/m) ＞ Q --- ＯＫ
（２）Ｙ方向 Ly=5.920m
Qe=16.522(kN) (耐震等級3) Qwy=22.248(kN) (耐風等級2) R=Qwy×0.50=22248×0.50=11124(N)
1ｍ当たりのせん断力 Q=11124/5.920(m)=1879(N/m) 1ｍ当たりのくぎの許容耐力P
P=7本/0.910(m)×650.00=5000(N/m) ＞ Q --- ＯＫ
８－１－２ 垂木の設計
（１）垂木
○ 軒先 小屋 X1Y1 ～ X9Y9.2 206＠455.0 S-P-F[２級]
L'
Ａ＝5320 mm2 Ｚ＝124133 mm3 Ｉ＝8689333 mm4 屋根勾配3.50寸(θ＝19.29度) Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Ｅ＝9600 N/mm2 cosθ＝0.94
Kz＝0.84 Ks＝1.15 Fb'＝Kz×Ks×Fb＝20.87
負担幅 455 mm Ｌ＝0.150/cosθ＝0.160 m 速度圧ｑ＝1088 N/㎡
Ｃ1＝Ｃpe＋0.8kz＝0.67＋0.8×0.91＝1.398
風圧力(吹き上げ)：Ｗw＝ｑ×Ｃ1×0.455＝1088×1.398×0.455＝692 N/m
[長期]
w =431×cosθ×0.455=184 (N/m) w'=431×cosθ×0.455=184 (N/m) M =1/2×(wL2)=2(N･m)
Q =(wL)=29(N)
fb=1.10×Fb/3×Kz×Ks=7.65(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=0.02(N/mm2) ＜ fb=7.65(N/mm2) --- OK(0.00)
τ=(Q×1.5)/A=0.01(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.02) δ0=1/8×(w'L4)/(E×I)=0.00(mm)
δ =0.00×1.0=0.00(mm) ＜ L/300=0.53(mm) --- OK(0.00) [短期積雪時]
w =(431×cosθ＋564×cos2θ)×0.455=411 (N/m) w'=(431×cosθ＋564×cos2θ)×0.455=411 (N/m) M =1/2×(wL2)=5(N･m)
Q =(wL)=66(N)
fb=1.60×Fb/3×Kz×Ks=11.13(N/mm2) fs=1.60×Fs/3=0.96(N/mm2) σ=M/Z=0.04(N/mm2) ＜ fb=11.13(N/mm2) --- OK(0.00)
τ=(Q×1.5)/A=0.02(N/mm2) ＜ fs=0.96(N/mm2) --- OK(0.02) δ0=1/8×(w'L4)/(E×I)=0.00(mm)
δ =0.00×1.0=0.00(mm) ＜ L/200=0.80(mm) --- OK(0.00) [短期風圧時]
短期風荷重=長期w-Ww=184-692=-508 (N/m) M =1/2×(wL2)=6(N･m)
Q =(wL)=81(N)
fb=2.00×Fb/3×Kz×Ks=13.91(N/mm2) fs=2.00×Fs/3=1.20(N/mm2) σ=M/Z=0.05(N/mm2) ＜ fb=13.91(N/mm2) --- OK(0.00)
τ=(Q×1.5)/A=0.02(N/mm2) ＜ fs=1.20(N/mm2) --- OK(0.02)
○ 一般 小屋 X1Y1 ～ X9Y9.2 206＠455.0 S-P-F[２級]
L'
Ａ＝5320 mm2 Ｚ＝124133 mm3 Ｉ＝8689333 mm4 屋根勾配3.50寸(θ＝19.29度) Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Ｅ＝9600 N/mm2 cosθ＝0.94
Kz＝0.84 Ks＝1.15 Fb'＝Kz×Ks×Fb＝20.87
負担幅 455 mm Ｌ＝3.185/cosθ＝3.388 m 速度圧ｑ＝1088 N/㎡
[長期]
w =431×cosθ×0.455=184 (N/m) w'=431×cosθ×0.455=184 (N/m) M =1/8×(wL2)=264(N･m)
Q =1/2×(wL)=312(N)
fb=1.10×Fb/3×Kz×Ks=7.65(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=2.13(N/mm2) ＜ fb=7.65(N/mm2) --- OK(0.28)
τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.14) δ0=5/384×(w'L4)/(E×I)=3.80(mm)
δ =3.80×1.0=3.80(mm) ＜ L/300=11.29(mm) --- OK(0.34) [短期積雪時]
w =(431×cosθ＋564×cos2θ)×0.455=411 (N/m) w'=(431×cosθ＋564×cos2θ)×0.455=411 (N/m) M =1/8×(wL2)=590(N･m)
Q =1/2×(wL)=696(N)
fb=1.60×Fb/3×Kz×Ks=11.13(N/mm2) fs=1.60×Fs/3=0.96(N/mm2) σ=M/Z=4.75(N/mm2) ＜ fb=11.13(N/mm2) --- OK(0.43)
τ=(Q×1.5)/A=0.20(N/mm2) ＜ fs=0.96(N/mm2) --- OK(0.21) δ0=5/384×(w'L4)/(E×I)=8.46(mm)
δ =8.46×1.0=8.46(mm) ＜ L/200=16.94(mm) --- OK(0.50)
（２）せん断力
○ 小屋 X3Y9.2 ～ X1Y1 206＠455.0 S-P-F[２級]
くぎ短期許容せん断耐力＝2×330.00＝660.00 N (垂木：S-P-Fより) くぎ CN75 (斜め打ち)の耐力＝660.00×(5/6)＝550.00 N/本
Ｘ方向
１ｍ当たりのせん断力＝1210 N/m
必要くぎ本数 ｎ＝1210×0.4550/550.00＝1.00 → 2 本 Ｙ方向
１ｍ当たりのせん断力＝1879 N/m
必要くぎ本数 ｎ＝1879×0.4550/550.00＝1.55 → 2 本
８－１－３ 屋根葺き材等の検討
屋根葺き材に加わる風圧力W
風速Vo＝34(m/s)、地表面粗度区分Ⅲ 2-5(1)速度圧の算定より Er ＝ 0.723
平均速度圧 ｑ ＝ 0.6×Er2×Vo2 = 0.6×0.7232×342=362.565（N/㎡）
ピーク風力係数 Cf ＝ -3.2
W ＝ ｑ× Cf ＝ 362.565 × -3.2 ＝ -1160.2 N/㎡ (上向きに 1160.2 N/㎡)
屋根葺き材の短期許容引き上げ荷重
スレート葺き(30枚/坪、釘２本留め工法) 短期許容引き上げ荷重 Wa ＝ 2646.0 N/㎡
検定比 W／Wa ＝ 1160.2 ÷ 2646.0 ＝ 0.44 ＜1.0 OK
８－２ 2階の設計
８－２－１ 頭つなぎの設計
Lx＝6.825m Ly＝5.915m
（１）Ｘ方向の頭つなぎ Qe＝16.522kN (耐震等級:3) Qwx＝10.820kN (耐風等級:2) Qe ＞ Qwxより
ω＝16522/5.915＝2793N/m M＝1/8×2793×5.9152＝12215N･m T＝C＝12215/6.825＝1790N 204 S-P-F[２級]
ft＝7.60 N/mm2 fc＝11.60 N/mm2
Ta＝7.60×33.8×102＝25688N ＞ T --- ＯＫ Ca＝11.60×33.8×102＝39208N ＞ C --- ＯＫ
（２）Ｙ方向の頭つなぎ Qe＝16.522kN (耐震等級:3) Qwy＝22.248kN (耐風等級:2) Qe ≦ Qwyより
ω＝22248/6.825＝3260N/m M＝1/8×3260×6.8252＝18982N･m T＝C＝18982/5.915＝3209N 204 S-P-F[２級]
ft＝7.60 N/mm2 fc＝11.60 N/mm2
Ta＝7.60×33.8×102＝25688N ＞ T --- ＯＫ Ca＝11.60×33.8×102＝39208N ＞ C --- ＯＫ
（３）継ぎ手
くぎ CN90 の必要本数 ｎ＝3209/(2×400.00)＝4.0本 → 4本
８－２－２ たて枠の設計
○ ２Ｆ,X1通－Y1～Y2.2間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1049＋771/2＝1435 mm 開口脇たて枠本数＝2本
開口脇負担本数＝771/2/455＋1＝1.8本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝2307 N/(1435/455＋1)本＝2307 N/(3.2＋1)本＝549 N (X1通－Y1～Y2.2間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.06 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝2491 N/(1435/455＋1)本＝2491 N/(3.2＋1)本＝593 N (X1通－Y1～Y2.2間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝6457 N/(1435/455＋1)本＝6457 N/(3.2＋1)本＝1537 N (X1通－Y1～Y2.2間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.09 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝549×1.8/(2＋0.5)＝395 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝593×1.8/(2＋0.5)＝427 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.04 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1537×1.8/(2＋0.5)+4737/2＝3475 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.21 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝549
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.344 ≦ 1.0 --- ＯＫ 開口脇Ｎ=395
Ww2＝q×C×Aw＝1088×0.73×0.613＝486.87 N/m Ms＝1/8×Ww2×l2＝302.64 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.233 ≦ 1.0 --- ＯＫ
○ ２Ｆ,X1通－Y3～Y5間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1365＋771/2＋859/2＝2180 mm 開口脇たて枠本数＝2本
開口脇負担本数＝859/2/455＋1＝1.9本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝2367 N/(2180/455＋1)本＝2367 N/(4.8＋1)本＝408 N (X1通－Y3～Y5間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝2592 N/(2180/455＋1)本＝2592 N/(4.8＋1)本＝447 N (X1通－Y3～Y5間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.04 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝2587 N/(2180/455＋1)本＝2587 N/(4.8＋1)本＝446 N (X1通－Y3～Y5間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.03 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝408×1.9/(2＋0.5)＝310 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.04 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝447×1.9/(2＋0.5)＝340 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.03 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝446×1.9/(2＋0.5)+4734/2＝2706 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.16 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝408
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.335 ≦ 1.0 --- ＯＫ 開口脇Ｎ=310
Ww2＝q×C×Aw＝1088×0.73×0.657＝521.82 N/m Ms＝1/8×Ww2×l2＝324.37 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.243 ≦ 1.0 --- ＯＫ
○ ２Ｆ,X1通－Y5～Y6.3間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝708＋771/2＋859/2＝1523 mm 開口脇たて枠本数＝2本
開口脇負担本数＝859/2/455＋1＝1.9本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝1230 N/(1523/455＋1)本＝1230 N/(3.3＋1)本＝286 N (X1通－Y5～Y6.3間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.03 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1230 N/(1523/455＋1)本＝1230 N/(3.3＋1)本＝286 N (X1通－Y5～Y6.3間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.03 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝3160 N/(1523/455＋1)本＝3160 N/(3.3＋1)本＝735 N (X1通－Y5～Y6.3間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝286×1.9/(2＋0.5)＝217 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.03 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝286×1.9/(2＋0.5)＝217 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.02 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝735×1.9/(2＋0.5)+2373/2＝1745 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.11 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝286
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.328 ≦ 1.0 --- ＯＫ 開口脇Ｎ=217
Ww2＝q×C×Aw＝1088×0.73×0.657＝521.82 N/m Ms＝1/8×Ww2×l2＝324.37 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.238 ≦ 1.0 --- ＯＫ
○ ２Ｆ,X1通－Y7.2～Y9間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1163＋859/2＝1593 mm 開口脇たて枠本数＝2本
開口脇負担本数＝859/2/455＋1＝1.9本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝1722 N/(1593/455＋1)本＝1722 N/(3.5＋1)本＝383 N (X1通－Y7.2～Y9間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1722 N/(1593/455＋1)本＝1722 N/(3.5＋1)本＝383 N (X1通－Y7.2～Y9間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.03 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝3722 N/(1593/455＋1)本＝3722 N/(3.5＋1)本＝827 N (X1通－Y7.2～Y9間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝383×1.9/(2＋0.5)＝291 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.04 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝383×1.9/(2＋0.5)＝291 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.03 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝827×1.9/(2＋0.5)+2364/2＝1811 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.11 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝383
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.334 ≦ 1.0 --- ＯＫ 開口脇Ｎ=291
Ww2＝q×C×Aw＝1088×0.73×0.657＝521.82 N/m Ms＝1/8×Ww2×l2＝324.37 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.242 ≦ 1.0 --- ＯＫ
○ ２Ｆ,X5通－Y7.2～Y8間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝708＋859/2＝1138 mm 開口脇たて枠本数＝2本
開口脇負担本数＝859/2/455＋1＝1.9本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝1967 N/(1138/455＋1)本＝1967 N/(2.5＋1)本＝562 N (X5通－Y7.2～Y8間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.06 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1967 N/(1138/455＋1)本＝1967 N/(2.5＋1)本＝562 N (X5通－Y7.2～Y8間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1967 N/(1138/455＋1)本＝1967 N/(2.5＋1)本＝562 N (X5通－Y7.2～Y8間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.04 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝562×1.9/(2＋0.5)＝427 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝562×1.9/(2＋0.5)＝427 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.04 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝562×1.9/(2＋0.5)+2373/2＝1614 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.10 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝562
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.344 ≦ 1.0 --- ＯＫ 開口脇Ｎ=427
Ww2＝q×C×Aw＝1088×0.73×0.657＝521.82 N/m Ms＝1/8×Ww2×l2＝324.37 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.250 ≦ 1.0 --- ＯＫ
○ ２Ｆ,X9通－Y1～Y2間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝910＋1820/2＝1820 mm 開口脇たて枠本数＝2本
開口脇負担本数＝1820/2/455＋1＝3.0本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝2870 N/(1820/455＋1)本＝2870 N/(4.0＋1)本＝574 N (X9通－Y1～Y2間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.07 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝3103 N/(1820/455＋1)本＝3103 N/(4.0＋1)本＝621 N (X9通－Y1～Y2間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝6030 N/(1820/455＋1)本＝6030 N/(4.0＋1)本＝1206 N (X9通－Y1～Y2間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.08 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝574×3.0/(2＋0.5)＝689 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.08 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝621×3.0/(2＋0.5)＝745 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.06 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1206×3.0/(2＋0.5)+4739/2＝3817 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.23 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝574
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.345 ≦ 1.0 --- ＯＫ 開口脇Ｎ=689
Ww2＝q×C×Aw＝1088×0.73×1.138＝903.85 N/m Ms＝1/8×Ww2×l2＝561.84 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.430 ≦ 1.0 --- ＯＫ
○ ２Ｆ,X9通－Y4～Y6間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝910＋1820/2＝1820 mm 開口脇たて枠本数＝2本
開口脇負担本数＝1820/2/455＋1＝3.0本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝2353 N/(1820/455＋1)本＝2353 N/(4.0＋1)本＝471 N (X9通－Y4～Y6間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝2586 N/(1820/455＋1)本＝2586 N/(4.0＋1)本＝517 N (X9通－Y4～Y6間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.04 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝5513 N/(1820/455＋1)本＝5513 N/(4.0＋1)本＝1103 N (X9通－Y4～Y6間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.07 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝471×3.0/(2＋0.5)＝565 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.06 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝517×3.0/(2＋0.5)＝620 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1103×3.0/(2＋0.5)+4739/2＝3693 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.22 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝471
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.339 ≦ 1.0 --- ＯＫ 開口脇Ｎ=565
Ww2＝q×C×Aw＝1088×0.73×1.138＝903.85 N/m Ms＝1/8×Ww2×l2＝561.84 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.423 ≦ 1.0 --- ＯＫ
○ ２Ｆ,Y1通－X1～X2.5間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1366＋1365/2＝2049 mm 開口脇たて枠本数＝2本
開口脇負担本数＝1365/2/455＋1＝2.5本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝5088 N/(2049/455＋1)本＝5088 N/(4.5＋1)本＝925 N (Y1通－X1～X2.5間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.10 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝6896 N/(2049/455＋1)本＝6896 N/(4.5＋1)本＝1254 N (Y1通－X1～X2.5間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.10 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝6638 N/(2049/455＋1)本＝6638 N/(4.5＋1)本＝1207 N (Y1通－X1～X2.5間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.08 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝925×2.5/(2＋0.5)＝925 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.10 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1254×2.5/(2＋0.5)＝1254 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.10 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1207×2.5/(2＋0.5)+2134/2＝2274 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.14 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝925
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.366 ≦ 1.0 --- ＯＫ 開口脇Ｎ=925
Ww2＝q×C×Aw＝1088×0.73×0.910＝722.76 N/m Ms＝1/8×Ww2×l2＝449.28 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.366 ≦ 1.0 --- ＯＫ
○ ２Ｆ,Y1通－X4～X5間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝910＋1365/2＋1365/2＝2275 mm 開口脇たて枠本数＝2本
開口脇負担本数＝1365/2/455＋1＝2.5本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝6559 N/(2275/455＋1)本＝6559 N/(5.0＋1)本＝1093 N (Y1通－X4～X5間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.12 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝9467 N/(2275/455＋1)本＝9467 N/(5.0＋1)本＝1578 N (Y1通－X4～X5間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.12 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝6789 N/(2275/455＋1)本＝6789 N/(5.0＋1)本＝1132 N (Y1通－X4～X5間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.07 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝1093×2.5/(2＋0.5)＝1093 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.12 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1578×2.5/(2＋0.5)＝1578 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.12 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1132×2.5/(2＋0.5)+2143/2＝2204 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.13 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝1093
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.376 ≦ 1.0 --- ＯＫ 開口脇Ｎ=1093
Ww2＝q×C×Aw＝1088×0.73×0.910＝722.76 N/m Ms＝1/8×Ww2×l2＝449.28 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.376 ≦ 1.0 --- ＯＫ
○ ２Ｆ,Y1通－X7～X9間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1820＋1365/2＝2503 mm 開口脇たて枠本数＝2本
開口脇負担本数＝1365/2/455＋1＝2.5本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝6560 N/(2503/455＋1)本＝6560 N/(5.5＋1)本＝1009 N (Y1通－X7～X9間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.11 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝9107 N/(2503/455＋1)本＝9107 N/(5.5＋1)本＝1401 N (Y1通－X7～X9間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.11 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝8340 N/(2503/455＋1)本＝8340 N/(5.5＋1)本＝1283 N (Y1通－X7～X9間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.08 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝1009×2.5/(2＋0.5)＝1009 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.11 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1401×2.5/(2＋0.5)＝1401 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.11 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1283×2.5/(2＋0.5)+2137/2＝2352 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.14 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝1009
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.371 ≦ 1.0 --- ＯＫ 開口脇Ｎ=1009
Ww2＝q×C×Aw＝1088×0.73×0.910＝722.76 N/m Ms＝1/8×Ww2×l2＝449.28 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.371 ≦ 1.0 --- ＯＫ
○ ２Ｆ,Y6通－X7～X9間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1820＋840/2＝2240 mm 開口脇たて枠本数＝2本
開口脇負担本数＝840/2/455＋1＝1.9本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝6189 N/(2240/455＋1)本＝6189 N/(4.9＋1)本＝1049 N (Y6通－X7～X9間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.12 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝8911 N/(2240/455＋1)本＝8911 N/(4.9＋1)本＝1510 N (Y6通－X7～X9間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.12 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝6189 N/(2240/455＋1)本＝6189 N/(4.9＋1)本＝1049 N (Y6通－X7～X9間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.07 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝1049×1.9/(2＋0.5)＝797 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.09 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1510×1.9/(2＋0.5)＝1148 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.09 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1049×1.9/(2＋0.5)+2137/2＝1866 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.11 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝1049
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.373 ≦ 1.0 --- ＯＫ 開口脇Ｎ=797
Ww2＝q×C×Aw＝1088×0.73×0.647＝513.87 N/m Ms＝1/8×Ww2×l2＝319.43 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.268 ≦ 1.0 --- ＯＫ
○ ２Ｆ,Y8通－X3～X5間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1820 mm
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝3548 N/(1820/455＋1)本＝3548 N/(4.0＋1)本＝710 N (Y8通－X3～X5間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.08 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝4870 N/(1820/455＋1)本＝4870 N/(4.0＋1)本＝974 N (Y8通－X3～X5間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.08 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝3548 N/(1820/455＋1)本＝3548 N/(4.0＋1)本＝710 N (Y8通－X3～X5間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝710
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.353 ≦ 1.0 --- ＯＫ
○ ２Ｆ,Y9通－X1～X3間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1820 mm
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝3783 N/(1820/455＋1)本＝3783 N/(4.0＋1)本＝757 N (Y9通－X1～X3間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.09 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝5339 N/(1820/455＋1)本＝5339 N/(4.0＋1)本＝1068 N (Y9通－X1～X3間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.08 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝3783 N/(1820/455＋1)本＝3783 N/(4.0＋1)本＝757 N (Y9通－X1～X3間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.05 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝757
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝224.64 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.356 ≦ 1.0 --- ＯＫ
○ ２Ｆ,Y5通－X1～X4間
S-P-F[２級] 204 ＠455 lk＝l＝2230mm＝2.23m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝86.70 ω＝2.31 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝2730＋910/2＝3185 mm 開口脇たて枠本数＝2本
開口脇負担本数＝910/2/455＋1＝2.0本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝8541 N/(3185/455＋1)本＝8541 N/(7.0＋1)本＝1068 N (Y5通－X1～X4間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.12 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝14175 N/(3185/455＋1)本＝14175 N/(7.0＋1)本＝1772 N (Y5通－X1～X4間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.13 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝8541 N/(3185/455＋1)本＝8541 N/(7.0＋1)本＝1068 N (Y5通－X1～X4間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.07 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝1068×2.0/(2＋0.5)＝854 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.10 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1772×2.0/(2＋0.5)＝1418 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.11 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝1068×2.0/(2＋0.5)+1067/2＝1388 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.09 ≦ 1.0 --- ＯＫ
８－２－３ まぐさの設計
○ ２Ｆ,X1通－Y2.2～Y3間 S-P-F[２級] 2-204(38×89)
Ａ＝6764mm2 Zx＝100333mm3 Zy＝42839mm3 Ix＝4464804mm4 Iy＝813935mm4 Ｅ＝9600.00 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝1.00
Ｌ＝771 mm＝0.771 m
0.771m
（１）鉛直力による曲げ [長期]
w =569×0.228+460×1.175+460×0.613=952 (N/m) w'=569×0.228+460×1.175+460×0.613=952 (N/m) M =1/8×(wL2)=71(N･m)
Q =1/2×(wL)=367(N)
fb=1.10×Fb/3×Kz=7.92(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Zx=0.71(N/mm2) ＜ fb=7.92(N/mm2) --- OK(0.09) τ=(Q×1.5)/A=0.08(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.12) δ0=5/384×(w'L4)/(E×Ix)=0.11(mm)
δ =0.11×1.0=0.11(mm) ＜ L/300=2.57(mm) --- OK(0.04) [短期積雪時]
w =1133×0.228+460×1.175+460×0.613=1081 (N/m) w'=1133×0.228+460×1.175+460×0.613=1081 (N/m) M =1/8×(wL2)=80(N･m)
Q =1/2×(wL)=417(N)
fb=1.60×Fb/3×Kz=11.52(N/mm2) fs=1.60×Fs/3=0.96(N/mm2) σ=M/Zx=0.80(N/mm2) ＜ fb=11.52(N/mm2) --- OK(0.07) τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs=0.96(N/mm2) --- OK(0.09) δ0=5/384×(w'L4)/(E×Ix)=0.12(mm)
δ =0.12×1.0=0.12(mm) ＜ L/300=2.57(mm) --- OK(0.05)
（２）風圧力による曲げ
w =q×Cf×(2.35/2)=1088×0.73×(2.35/2)=933 (N/m) Q =1/2×(wL)=360(N)
Ms=1/8×(wL2)=69(N･m)
fb=2.00×Fb/3×Kz=14.40(N/mm2) fs=2.00×Fs/3=1.20(N/mm2) σ=Ms/Zy=1.61(N/mm2) ＜ fb(短期時)=14.40(N/mm2) --- OK(0.11) τ=(Q×1.5)/A=0.08(N/mm2) ＜ fs(短期時)=1.20(N/mm2) --- OK(0.07) δ=5/384×(wL4)/(E×Iy)=0.55(mm) ＜ L/150=5.14(mm) --- OK(0.11)
（３）まぐさ端部の接合 くぎ CN90（木口打ち）
必要くぎ本数 n=360/( 2×400.00×(2/3) )=0.68 → 1本
○ ２Ｆ,X1通－Y6.3～Y7.2間 S-P-F[２級] 2-204(38×89)
Ａ＝6764mm2 Zx＝100333mm3 Zy＝42839mm3 Ix＝4464804mm4 Iy＝813935mm4 Ｅ＝9600.00 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝1.00
Ｌ＝859 mm＝0.859 m
0.859m
（１）鉛直力による曲げ [長期]
w =460×1.175=541 (N/m) w'=460×1.175=541 (N/m) M =1/8×(wL2)=50(N･m) Q =1/2×(wL)=232(N)
fb=1.10×Fb/3×Kz=7.92(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Zx=0.50(N/mm2) ＜ fb=7.92(N/mm2) --- OK(0.06) τ=(Q×1.5)/A=0.05(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.08) δ0=5/384×(w'L4)/(E×Ix)=0.09(mm)
δ =0.09×1.0=0.09(mm) ＜ L/300=2.86(mm) --- OK(0.03)
（２）風圧力による曲げ
w =q×Cf×(2.35/2)=1088×0.73×(2.35/2)=933 (N/m) Q =1/2×(wL)=401(N)
Ms=1/8×(wL2)=86(N･m)
fb=2.00×Fb/3×Kz=14.40(N/mm2) fs=2.00×Fs/3=1.20(N/mm2) σ=Ms/Zy=2.01(N/mm2) ＜ fb(短期時)=14.40(N/mm2) --- OK(0.14) τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs(短期時)=1.20(N/mm2) --- OK(0.07) δ=5/384×(wL4)/(E×Iy)=0.85(mm) ＜ L/150=5.73(mm) --- OK(0.15)
（３）まぐさ端部の接合 くぎ CN90（木口打ち）
必要くぎ本数 n=401/( 2×400.00×(2/3) )=0.76 → 1本
○ ２Ｆ,X5通－Y6.3～Y7.2間 S-P-F[２級] 2-204(38×89)
Ａ＝6764mm2 Zx＝100333mm3 Zy＝42839mm3 Ix＝4464804mm4 Iy＝813935mm4 Ｅ＝9600.00 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝1.00
Ｌ＝859 mm＝0.859 m
0.859m
（１）鉛直力による曲げ [長期]
w =460×1.175=541 (N/m) w'=460×1.175=541 (N/m) M =1/8×(wL2)=50(N･m) Q =1/2×(wL)=232(N)
fb=1.10×Fb/3×Kz=7.92(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Zx=0.50(N/mm2) ＜ fb=7.92(N/mm2) --- OK(0.06) τ=(Q×1.5)/A=0.05(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.08) δ0=5/384×(w'L4)/(E×Ix)=0.09(mm)
δ =0.09×1.0=0.09(mm) ＜ L/300=2.86(mm) --- OK(0.03)
（２）風圧力による曲げ
w =q×Cf×(2.35/2)=1088×0.73×(2.35/2)=933 (N/m) Q =1/2×(wL)=401(N)
Ms=1/8×(wL2)=86(N･m)
fb=2.00×Fb/3×Kz=14.40(N/mm2) fs=2.00×Fs/3=1.20(N/mm2) σ=Ms/Zy=2.01(N/mm2) ＜ fb(短期時)=14.40(N/mm2) --- OK(0.14) τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs(短期時)=1.20(N/mm2) --- OK(0.07) δ=5/384×(wL4)/(E×Iy)=0.85(mm) ＜ L/150=5.73(mm) --- OK(0.15)
（３）まぐさ端部の接合 くぎ CN90（木口打ち）
必要くぎ本数 n=401/( 2×400.00×(2/3) )=0.76 → 1本
○ ２Ｆ,X9通－Y2～Y4間 S-P-F[２級] 2-208(38×184)
Ａ＝13984mm2 Zx＝428843mm3 Zy＝88565mm3 Ix＝39453525mm4 Iy＝1682741mm4 Ｅ＝9600.00 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.75
Ｌ＝1820 mm＝1.820 m
1.820m
（１）鉛直力による曲げ [長期]
w =569×0.228+460×1.175+460×0.478=890 (N/m) w'=569×0.228+460×1.175+460×0.478=890 (N/m) M =1/8×(wL2)=369(N･m)
Q =1/2×(wL)=810(N)
fb=1.10×Fb/3×Kz=5.94(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Zx=0.86(N/mm2) ＜ fb=5.94(N/mm2) --- OK(0.14) τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.14) δ0=5/384×(w'L4)/(E×Ix)=0.34(mm)
δ =0.34×1.0=0.34(mm) ＜ L/300=6.07(mm) --- OK(0.06) [短期積雪時]
w =1133×0.228+460×1.175+460×0.478=1019 (N/m) w'=1133×0.228+460×1.175+460×0.478=1019 (N/m) M =1/8×(wL2)=422(N･m)
Q =1/2×(wL)=927(N)
fb=1.60×Fb/3×Kz=8.64(N/mm2) fs=1.60×Fs/3=0.96(N/mm2) σ=M/Zx=0.98(N/mm2) ＜ fb=8.64(N/mm2) --- OK(0.11) τ=(Q×1.5)/A=0.10(N/mm2) ＜ fs=0.96(N/mm2) --- OK(0.10) δ0=5/384×(w'L4)/(E×Ix)=0.39(mm)
δ =0.39×1.0=0.39(mm) ＜ L/300=6.07(mm) --- OK(0.06)
（２）風圧力による曲げ
w =q×Cf×(2.35/2)=1088×0.73×(2.35/2)=933 (N/m) Q =1/2×(wL)=849(N)
Ms=1/8×(wL2)=386(N･m)
fb=2.00×Fb/3×Kz=10.80(N/mm2) fs=2.00×Fs/3=1.20(N/mm2) σ=Ms/Zy=4.36(N/mm2) ＜ fb(短期時)=10.80(N/mm2) --- OK(0.40) τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs(短期時)=1.20(N/mm2) --- OK(0.07) δ=5/384×(wL4)/(E×Iy)=8.25(mm) ＜ L/150=12.13(mm) --- OK(0.68)
（３）まぐさ端部の接合 くぎ CN90（木口打ち）
必要くぎ本数 n=849/( 2×400.00×(2/3) )=1.60 → 2本
○ ２Ｆ,Y1通－X2.5～X4間 S-P-F[２級] 2-206(38×140)
Ａ＝10640mm2 Zx＝248267mm3 Zy＝67387mm3 Ix＝17378667mm4 Iy＝1280347mm4 Ｅ＝9600.00 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.84
Ｌ＝1365 mm＝1.365 m
1.365m
（１）鉛直力による曲げ [長期]
w =569×2.880+460×1.175+460×1.115=2692 (N/m) w'=569×2.880+460×1.175+460×1.115=2692 (N/m) M =1/8×(wL2)=627(N･m)
Q =1/2×(wL)=1837(N)
fb=1.10×Fb/3×Kz=6.65(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Zx=2.53(N/mm2) ＜ fb=6.65(N/mm2) --- OK(0.38) τ=(Q×1.5)/A=0.26(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.39) δ0=5/384×(w'L4)/(E×Ix)=0.73(mm)
δ =0.73×1.0=0.73(mm) ＜ L/300=4.55(mm) --- OK(0.16) [短期積雪時]
w =1133×2.880+460×1.175+460×1.115=4316 (N/m) w'=1133×2.880+460×1.175+460×1.115=4316 (N/m) M =1/8×(wL2)=1005(N･m)
Q =1/2×(wL)=2946(N)
fb=1.60×Fb/3×Kz=9.68(N/mm2) fs=1.60×Fs/3=0.96(N/mm2) σ=M/Zx=4.05(N/mm2) ＜ fb=9.68(N/mm2) --- OK(0.42) τ=(Q×1.5)/A=0.42(N/mm2) ＜ fs=0.96(N/mm2) --- OK(0.44) δ0=5/384×(w'L4)/(E×Ix)=1.17(mm)
δ =1.17×1.0=1.17(mm) ＜ L/300=4.55(mm) --- OK(0.26)
（２）風圧力による曲げ
w =q×Cf×(2.35/2)=1088×0.73×(2.35/2)=933 (N/m) Q =1/2×(wL)=637(N)
Ms=1/8×(wL2)=217(N･m)
fb=2.00×Fb/3×Kz=12.10(N/mm2) fs=2.00×Fs/3=1.20(N/mm2) σ=Ms/Zy=3.22(N/mm2) ＜ fb(短期時)=12.10(N/mm2) --- OK(0.27) τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs(短期時)=1.20(N/mm2) --- OK(0.07) δ=5/384×(wL4)/(E×Iy)=3.43(mm) ＜ L/150=9.10(mm) --- OK(0.38)
（３）まぐさ端部の接合 くぎ CN90（木口打ち）
必要くぎ本数 n=637/( 2×400.00×(2/3) )=1.20 → 2本
○ ２Ｆ,Y1通－X5～X7間 S-P-F[２級] 2-206(38×140)
Ａ＝10640mm2 Zx＝248267mm3 Zy＝67387mm3 Ix＝17378667mm4 Iy＝1280347mm4 Ｅ＝9600.00 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.84
Ｌ＝1365 mm＝1.365 m
1.365m
（１）鉛直力による曲げ [長期]
w =569×1.970+460×1.175+460×1.115=2174 (N/m) w'=569×1.970+460×1.175+460×1.115=2174 (N/m) M =1/8×(wL2)=506(N･m)
Q =1/2×(wL)=1484(N)
fb=1.10×Fb/3×Kz=6.65(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Zx=2.04(N/mm2) ＜ fb=6.65(N/mm2) --- OK(0.31) τ=(Q×1.5)/A=0.21(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.32) δ0=5/384×(w'L4)/(E×Ix)=0.59(mm)
δ =0.59×1.0=0.59(mm) ＜ L/300=4.55(mm) --- OK(0.13) [短期積雪時]
w =1133×1.970+460×1.175+460×1.115=3285 (N/m) w'=1133×1.970+460×1.175+460×1.115=3285 (N/m) M =1/8×(wL2)=765(N･m)
Q =1/2×(wL)=2242(N)
fb=1.60×Fb/3×Kz=9.68(N/mm2) fs=1.60×Fs/3=0.96(N/mm2) σ=M/Zx=3.08(N/mm2) ＜ fb=9.68(N/mm2) --- OK(0.32) τ=(Q×1.5)/A=0.32(N/mm2) ＜ fs=0.96(N/mm2) --- OK(0.33) δ0=5/384×(w'L4)/(E×Ix)=0.89(mm)
δ =0.89×1.0=0.89(mm) ＜ L/300=4.55(mm) --- OK(0.20)
（２）風圧力による曲げ
w =q×Cf×(2.35/2)=1088×0.73×(2.35/2)=933 (N/m) Q =1/2×(wL)=637(N)
Ms=1/8×(wL2)=217(N･m)
fb=2.00×Fb/3×Kz=12.10(N/mm2) fs=2.00×Fs/3=1.20(N/mm2) σ=Ms/Zy=3.22(N/mm2) ＜ fb(短期時)=12.10(N/mm2) --- OK(0.27) τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs(短期時)=1.20(N/mm2) --- OK(0.07) δ=5/384×(wL4)/(E×Iy)=3.43(mm) ＜ L/150=9.10(mm) --- OK(0.38)
（３）まぐさ端部の接合 くぎ CN90（木口打ち）
必要くぎ本数 n=637/( 2×400.00×(2/3) )=1.20 → 2本
○ ２Ｆ,Y5通－X4～X5間 S-P-F[２級] 2-204(38×89)
Ａ＝6764mm2 Zx＝100333mm3 Zy＝42839mm3 Ix＝4464804mm4 Ｅ＝9600.00 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝1.00
Ｌ＝910 mm＝0.910 m
0.910m
（１）鉛直力による曲げ [長期]
w =334×1.175=392 (N/m) w'=334×1.175=392 (N/m) M =1/8×(wL2)=41(N･m) Q =1/2×(wL)=179(N)
fb=1.10×Fb/3×Kz=7.92(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Zx=0.40(N/mm2) ＜ fb=7.92(N/mm2) --- OK(0.05) τ=(Q×1.5)/A=0.04(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.06) δ0=5/384×(w'L4)/(E×Ix)=0.09(mm)
δ =0.09×1.0=0.09(mm) ＜ L/300=3.03(mm) --- OK(0.03)
○ ２Ｆ,Y6通－X5.6～X7間 S-P-F[２級] 2-204(38×89)
Ａ＝6764mm2 Zx＝100333mm3 Zy＝42839mm3 Ix＝4464804mm4 Iy＝813935mm4 Ｅ＝9600.00 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝1.00
Ｌ＝840 mm＝0.840 m
0.840m
（１）鉛直力による曲げ [長期]
w =569×1.970+460×1.175=1661 (N/m) w'=569×1.970+460×1.175=1661 (N/m) M =1/8×(wL2)=147(N･m)
Q =1/2×(wL)=698(N)
fb=1.10×Fb/3×Kz=7.92(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Zx=1.46(N/mm2) ＜ fb=7.92(N/mm2) --- OK(0.18) τ=(Q×1.5)/A=0.15(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.23) δ0=5/384×(w'L4)/(E×Ix)=0.26(mm)
δ =0.26×1.0=0.26(mm) ＜ L/300=2.80(mm) --- OK(0.09) [短期積雪時]
w =1133×1.970+460×1.175=2773 (N/m) w'=1133×1.970+460×1.175=2773 (N/m) M =1/8×(wL2)=245(N･m)
Q =1/2×(wL)=1164(N)
fb=1.60×Fb/3×Kz=11.52(N/mm2) fs=1.60×Fs/3=0.96(N/mm2) σ=M/Zx=2.44(N/mm2) ＜ fb=11.52(N/mm2) --- OK(0.21) τ=(Q×1.5)/A=0.26(N/mm2) ＜ fs=0.96(N/mm2) --- OK(0.27) δ0=5/384×(w'L4)/(E×Ix)=0.42(mm)
δ =0.42×1.0=0.42(mm) ＜ L/300=2.80(mm) --- OK(0.15)
（２）風圧力による曲げ
w =q×Cf×(2.35/2)=1088×0.73×(2.35/2)=933 (N/m) Q =1/2×(wL)=392(N)
Ms=1/8×(wL2)=82(N･m)
fb=2.00×Fb/3×Kz=14.40(N/mm2) fs=2.00×Fs/3=1.20(N/mm2) σ=Ms/Zy=1.91(N/mm2) ＜ fb(短期時)=14.40(N/mm2) --- OK(0.13) τ=(Q×1.5)/A=0.09(N/mm2) ＜ fs(短期時)=1.20(N/mm2) --- OK(0.07) δ=5/384×(wL4)/(E×Iy)=0.77(mm) ＜ L/150=5.60(mm) --- OK(0.14)
（３）まぐさ端部の接合 くぎ CN90（木口打ち）
必要くぎ本数 n=392/( 2×400.00×(2/3) )=0.74 → 1本
８－２－４ 床下張りの設計
床下張り 構造用合板 t=15
くぎ CN50 ﾋﾟｯﾁ＠150(mm) くぎ降伏せん断力＝730.00(N/本) (根太共通：S-P-Fより)
（１）Ｘ方向
1ｍ当たりのくぎの許容耐力P
P=13本/1.820(m)×730.00=5214(N/m) (耐震等級:3) (耐風等級:2)
通り Q R |R - Q| L
１ｍ当たりせん断力判定
Y1 7436 11106 3670 6.825 538 ＯＫ
Y5 2478 4536 2058 3.640 565 ＯＫ
Y6 3304 13611 10307 3.640 2832 ＯＫ
Y8 1652 3650 1998 3.640 549 ＯＫ
Y9 1652 3206 1554 1.820 854 ＯＫ
（２）Ｙ方向
1ｍ当たりのくぎの許容耐力P
P=7本/0.910(m)×730.00=5615(N/m) (耐震等級:3) (耐風等級:2)
通り Q R |R - Q| L
１ｍ当たりせん断力判定
X1 13491 20034 6543 5.915 1106 ＯＫ
X5 1426 5312 3886 5.460 712 ＯＫ
X9 7331 13280 5949 3.640 1634 ＯＫ
８－２－５ 根太の設計
○ 根太 ２Ｆ X7Y1 ～ X5Y4
S-P-F[２級] 210(38×235) 間隔＠455.0 Ａ＝8930 mm2 Fb＝21.60 N/mm2 Ｚ＝349758 mm3 Fs＝1.80 N/mm2 Ｉ＝41096604 mm4 Ｅ＝9600 N/mm2 Kz＝0.68 Ks＝1.25 Ｌ＝3.185 m
3.185m
[長期]
w =2382×0.455=1084 (N/m) w'=1182×0.455=538 (N/m) M =1/8×(wL2)=1374(N･m) Q =1/2×(wL)=1726(N)
fb=1.10×Fb/3×Kz×Ks=6.73(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=3.93(N/mm2) ＜ fb=6.73(N/mm2) --- OK(0.58)
τ=(Q×1.5)/A=0.29(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.44) δ0=5/384×(w'L4)/(E×I)=1.83(mm)
δ =1.83×1.0=1.83(mm) ＜ L/200=15.93(mm) --- OK(0.11)
８－２－６ 梁の設計
○ ２Ｆ,X7通－Y1～Y4間
S-P-F[２級] 3-210 (114×235)
2.730m
Ａ＝26790 mm2 Ｚ＝1049275 mm3 Ｉ＝123289813 mm4 Ｅ＝9600 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.68
Ｌ＝2730 mm＝2.730 m
[長期]
w =1882×1.138=2142 (N/m) w'=1182×1.138=1345 (N/m) M =1/8×(wL2)=1995(N･m) Q =1/2×(wL)=2923(N)
fb=1.10×Fb/3×Kz=5.39(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=1.90(N/mm2) ＜ fb=5.39(N/mm2) --- OK(0.35) τ=(Q×1.5)/A=0.16(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.24) δ0=5/384×(w'L4)/(E×I)=0.83(mm)
δ =0.83×1.0=0.83(mm) ＜ L/300=9.10(mm) --- OK(0.09)
○ ２Ｆ,Y1通－X9～X11間 (跳出梁) S-P-F[２級] 210 (38×235)
1.820m
Ａ＝8930 mm2 Ｚ＝349758 mm3 Ｉ＝41096604 mm4 Ｅ＝9600 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.68
Ｌ＝1820 mm＝1.820 m
[長期]
w =1791×0.228=408 (N/m) w'=1091×0.228=249 (N/m) M =1/2×(wL2)=676(N･m) Q =(wL)=743(N)
fb=1.10×Fb/3×Kz=5.39(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=1.93(N/mm2) ＜ fb=5.39(N/mm2) --- OK(0.36) τ=(Q×1.5)/A=0.12(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.18) δ0=1/8×(w'L4)/(E×I)=0.87(mm)
δ =0.87×1.0=0.87(mm) ＜ L/300=6.07(mm) --- OK(0.14)
○ ２Ｆ,Y2通－X10～X11間 (跳出梁) S-P-F[２級] 2-210 (76×235)
0.910m
Ａ＝17860 mm2 Ｚ＝699517 mm3 Ｉ＝82193208 mm4 Ｅ＝9600 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.68
Ｌ＝910 mm＝0.910 m
[長期]
w =1791×0.455=815 (N/m) w'=1091×0.455=496 (N/m) M =1/2×(wL2)=337(N･m) Q =(wL)=742(N)
fb=1.10×Fb/3×Kz=5.39(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=0.48(N/mm2) ＜ fb=5.39(N/mm2) --- OK(0.09) τ=(Q×1.5)/A=0.06(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.09) δ0=1/8×(w'L4)/(E×I)=0.06(mm)
δ =0.06×1.0=0.06(mm) ＜ L/300=3.03(mm) --- OK(0.02)
○ ２Ｆ,Y4通－X10～X11間 (跳出梁) S-P-F[２級] 2-210 (76×235)
0.910m
Ａ＝17860 mm2 Ｚ＝699517 mm3 Ｉ＝82193208 mm4 Ｅ＝9600 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.68
Ｌ＝910 mm＝0.910 m
[長期]
w =1791×0.455=815 (N/m) w'=1091×0.455=496 (N/m) M =1/2×(wL2)=337(N･m) Q =(wL)=742(N)
fb=1.10×Fb/3×Kz=5.39(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=0.48(N/mm2) ＜ fb=5.39(N/mm2) --- OK(0.09) τ=(Q×1.5)/A=0.06(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.09) δ0=1/8×(w'L4)/(E×I)=0.06(mm)
δ =0.06×1.0=0.06(mm) ＜ L/300=3.03(mm) --- OK(0.02)
○ ２Ｆ,Y5通－X1～X2.5間 S-P-F[２級] 3-210 (114×235)
1.365m
Ａ＝26790 mm2 Ｚ＝1049275 mm3 Ｉ＝123289813 mm4 Ｅ＝9600 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.68
Ｌ＝1365 mm＝1.365 m
[長期]
w =1882×2.048+8541×0.500/1.365=6983 (N/m) w'=1182×2.048+8541×0.500/1.365=5549 (N/m) M =1/8×(wL2)=1626(N･m)
Q =1/2×(wL)=4766(N)
fb=1.10×Fb/3×Kz=5.39(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=1.55(N/mm2) ＜ fb=5.39(N/mm2) --- OK(0.29) τ=(Q×1.5)/A=0.27(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.41) δ0=5/384×(w'L4)/(E×I)=0.22(mm)
δ =0.22×1.0=0.22(mm) ＜ L/300=4.55(mm) --- OK(0.05) [短期積雪時]
w =1182×2.048+14175×0.500/1.365=7613 (N/m) w'=1182×2.048+14175×0.500/1.365=7613 (N/m) M =1/8×(wL2)=1773(N･m)
Q =1/2×(wL)=5196(N)
fb=1.60×Fb/3×Kz=7.83(N/mm2) fs=1.60×Fs/3=0.96(N/mm2) σ=M/Z=1.69(N/mm2) ＜ fb=7.83(N/mm2) --- OK(0.22) τ=(Q×1.5)/A=0.29(N/mm2) ＜ fs=0.96(N/mm2) --- OK(0.30) δ0=5/384×(w'L4)/(E×I)=0.29(mm)
δ =0.29×1.0=0.29(mm) ＜ L/150=9.10(mm) --- OK(0.03)
○ ２Ｆ,Y5通－X4～X5間
S-P-F[２級] 3-210 (114×235)
0.910m
Ａ＝26790 mm2 Ｚ＝1049275 mm3 Ｉ＝123289813 mm4 Ｅ＝9600 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.68
Ｌ＝910 mm＝0.910 m
[長期]
w =1882×1.934+334×2.350=4425 (N/m) w'=1182×1.934+334×2.350=3071 (N/m) M =1/8×(wL2)=458(N･m)
Q =1/2×(wL)=2013(N)
fb=1.10×Fb/3×Kz=5.39(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=0.44(N/mm2) ＜ fb=5.39(N/mm2) --- OK(0.08) τ=(Q×1.5)/A=0.11(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.17) δ0=5/384×(w'L4)/(E×I)=0.03(mm)
δ =0.03×1.0=0.03(mm) ＜ L/300=3.03(mm) --- OK(0.01)
○ ２Ｆ,Y6通－X9～X11間 (跳出梁) S-P-F[２級] 2-210 (76×235)
1.820m
Ａ＝17860 mm2 Ｚ＝699517 mm3 Ｉ＝82193208 mm4 Ｅ＝9600 N/mm2
Fb＝21.60 N/mm2 Fs＝1.80 N/mm2 Kz(曲げ)＝0.68
Ｌ＝1820 mm＝1.820 m
[長期]
w =1791×0.228=408 (N/m) w'=1091×0.228=249 (N/m) M =1/2×(wL2)=676(N･m) Q =(wL)=743(N)
fb=1.10×Fb/3×Kz=5.39(N/mm2) fs=1.10×Fs/3=0.66(N/mm2) σ=M/Z=0.97(N/mm2) ＜ fb=5.39(N/mm2) --- OK(0.18) τ=(Q×1.5)/A=0.06(N/mm2) ＜ fs=0.66(N/mm2) --- OK(0.09) δ0=1/8×(w'L4)/(E×I)=0.44(mm)
δ =0.44×1.0=0.44(mm) ＜ L/300=6.07(mm) --- OK(0.07)
８－３ 1階の設計
８－３－１ 頭つなぎの設計
Lx＝6.825m Ly＝5.915m
（１）Ｘ方向の頭つなぎ
Qe＝38.378-16.522＝21.856kN (耐震等級:3) Qwx＝29.735-10.820＝18.915kN (耐風等級:2) Qe ＞ Qwxより
ω＝21856/5.915＝3695N/m M＝1/8×3695×5.9152＝16160N･m T＝C＝16160/6.825＝2368N 204 S-P-F[２級]
ft＝7.60 N/mm2 fc＝11.60 N/mm2
Ta＝7.60×33.8×102＝25688N ＞ T --- ＯＫ Ca＝11.60×33.8×102＝39208N ＞ C --- ＯＫ
（２）Ｙ方向の頭つなぎ
Qe＝38.378-16.522＝21.856kN (耐震等級:3) Qwy＝48.057-22.248＝25.809kN (耐風等級:2) Qe ≦ Qwyより
ω＝25809/6.825＝3782N/m M＝1/8×3782×6.8252＝22021N･m T＝C＝22021/5.915＝3723N 204 S-P-F[２級]
ft＝7.60 N/mm2 fc＝11.60 N/mm2
Ta＝7.60×33.8×102＝25688N ＞ T --- ＯＫ Ca＝11.60×33.8×102＝39208N ＞ C --- ＯＫ
（３）継ぎ手
くぎ CN90 の必要本数 ｎ＝3723/(2×400.00)＝4.7本 → 5本
８－３－２ たて枠の設計
○ １Ｆ,X1通－Y1～Y2間
S-P-F[２級] 204 ＠455 lk＝l＝2330mm＝2.33m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝90.59 ω＝2.54 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝910＋1340/2＝1580 mm 開口脇たて枠本数＝2本
開口脇負担本数＝1340/2/455＋1＝2.5本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝4947 N/(1580/455＋1)本＝4947 N/(3.5＋1)本＝1099 N (X1通－Y1～Y2間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.13 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝5131 N/(1580/455＋1)本＝5131 N/(3.5＋1)本＝1140 N (X1通－Y1～Y2間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.10 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝17247 N/(1580/455＋1)本＝17247 N/(3.5＋1)本＝3833 N (X1通－Y1～Y2間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.25 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝1099×2.5/(2＋0.5)＝1099 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.13 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝1140×2.5/(2＋0.5)＝1140 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.10 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝3833×2.5/(2＋0.5)+5919/2＝6793 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.44 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝1099
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝245.24 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.411 ≦ 1.0 --- ＯＫ 開口脇Ｎ=1099
Ww2＝q×C×Aw＝1088×0.73×0.897＝712.43 N/m Ms＝1/8×Ww2×l2＝483.46 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.406 ≦ 1.0 --- ＯＫ
○ １Ｆ,X1通－Y3.5～Y5間
S-P-F[２級] 204 ＠455 lk＝l＝2330mm＝2.33m
Ａ＝3382 mm2 Z＝50166 mm3 I＝2232402 mm4 i＝25.72 mm λ＝90.59 ω＝2.54 Fc＝17.40 N/mm2 Fb＝21.60 N/mm2
Kz(圧縮)＝1.00 Kz(曲げ)＝1.00 壁負担幅＝1846＋1340/2＝2516 mm 開口脇たて枠本数＝2本
開口脇負担本数＝1340/2/455＋1＝2.5本
一般部：
[長期]
たて枠１本当たり軸力Ｎ＝12304 N/(2516/455＋1)本＝12304 N/(5.5＋1)本＝1893 N (X1通－Y3.5～Y6.5間) fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.23 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝13938 N/(2516/455＋1)本＝13938 N/(5.5＋1)本＝2144 N (X1通－Y3.5～Y6.5間) fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.18 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝14654 N/(2516/455＋1)本＝14654 N/(5.5＋1)本＝2254 N (X1通－Y3.5～Y6.5間) fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(1Ａ×fc)＝0.15 ≦ 1.0 --- ＯＫ
開口脇：
[長期]
たて枠１本当たり軸力Ｎ＝1893×2.5/(2＋0.5)＝1893 N fc＝1.10×Fc/3×Kz(圧縮)＝6.38 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.23 ≦ 1.0 --- ＯＫ [短期積雪時]
たて枠１本当たり軸力Ｎ＝2144×2.5/(2＋0.5)＝2144 N fc＝1.60×Fc/3×Kz(圧縮)＝9.28 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.18 ≦ 1.0 --- ＯＫ [短期]
たて枠１本当たり軸力Ｎ＝2254×2.5/(2＋0.5)+5918/2＝5213 N fc＝2.00×Fc/3×Kz(圧縮)＝11.60 N/mm2
(ω×Ｎ)/(Ａ×fc)＝0.34 ≦ 1.0 --- ＯＫ
外周部曲げ
sfb＝2.00×Fb/3×Kz(曲げ)＝14.40 sfc＝2.00×Fc/3×Kz(圧縮)＝11.60
一般部Ｎ＝1893
Ww1＝q×C×Aw＝1088×0.73×0.455＝361.38 N/m Ms＝1/8×Ww1×l2＝245.24 N･m
(ω×Ｎ)/(1Ａ×sfc)+(Ms×1000)/(1Ｚ×sfb)＝0.462 ≦ 1.0 --- ＯＫ 開口脇Ｎ=1893
Ww2＝q×C×Aw＝1088×0.73×0.897＝712.43 N/m Ms＝1/8×Ww2×l2＝483.46 N･m
(ω×Ｎ)/(Ａ×sfc)+(Ms×1000)/(2Ｚ×sfb)＝0.458 ≦ 1.0 --- ＯＫ