{"gross_floor_m2":17248.0,"stories":29,"required_x_cm_per_m2":29.0,"actual_x_cm":5600.0,"required_x_cm":22736.0,"required_y_cm_per_m2":29.0,"actual_y_cm":6533.3,"required_y_cm":22736.0,"balance_x":1.0,"balance_y":1.0,"pass":false,"messages":["X方向壁量不足: 必要 22736cm vs 存在 5600cm","「地震は、設計者の良心に最後に話しかけてきます。」","Y方向壁量不足: 必要 22736cm vs 存在 6533cm","層間変形角 NG: 推定 1/49 > 許容 1/200","→ 修正案: X方向の壁を 17136 cm 追加。構造用合板 (壁倍率2.5) で 2m 壁を約 86 枚。","→ 修正案: Y方向の壁を 16203 cm 追加。約 82 枚の構造用合板壁が必要。","N値推定: 端部柱最大 50.0 kN → 推奨金物: ホールダウン金物 HD-B25 を 2 本 (要構造計算)","計算仮定: 軽い屋根+2階建て係数29 cm/m² (令第46条 表3)、壁倍率は構造用合板2.5/筋交2.0/IFCWALLSTANDARDCASE1.5/汎用1.0 の簡易判定。N値は端部柱の保守側推定。層間変形角は弾性域で 1/(200×剛性比) で近似。実際の構造設計では各柱位置で個別計算 + 構造一級建築士の検証必須。","4号特例廃止 (2025-04-01) 区分: 新1号建築物 (構造計算書 + 適合性判定 必須) — 延べ床17248.0㎡ / 29階建て"],"n_value_max_kn":50.0,"joint_recommendation":"ホールダウン金物 HD-B25 を 2 本 (要構造計算)","story_drift_ratio":0.020300000000000002,"story_drift_pass":false,"asd":{"vertical_load_kn_m2":3.4,"ci":0.2,"seismic_force_1f_kn":22281.280000000002,"wind_load_kn_m2":0.84,"eccentricity_x":1.6954278376222679e-6,"eccentricity_y":0.059595941006275854,"stiffness_ratio":[1.318181818181818,1.318181818181818,0.0,1.129875894543061,1.318181818181818,1.318181818181818,0.0,1.129875894543061,1.318181818181818,1.318181818181818,0.0,1.129875894543061,1.318181818181818,1.318181818181818,0.0,1.129875894543061,1.318181818181818,1.318181818181818,0.0,1.129875894543061,1.318181818181818,1.318181818181818,0.0,1.129875894543061,1.318181818181818,1.318181818181818,0.0,1.129875894543061,1.318181818181818],"column_max_stress_nmm2":2526.2222222222226,"beam_max_stress_nmm2":7.232142857142857,"pass":false,"messages":["剛性率 NG: いずれかの階で 0.6 未満","柱の圧縮応力度 NG: 2526.2 > 22.0 N/mm²","計算根拠: Z=1.0 Rt=1.0 C0=0.2 Ai_1F=1.0、固定+積載+仕上+雪=3.4kN/m²、風荷重=0.84kN/m² (V0=34m/s)、柱105×105、梁105×240。詳細は構造一級建築士確認必須。"],"basis":"建築基準法施行令第82条準拠 (簡易) / 建告1100号・1460号 / 4号特例廃止 2025-04-01 対応"}}