{"gross_floor_m2":11437.0,"stories":83,"required_x_cm_per_m2":29.0,"actual_x_cm":0.0,"required_x_cm":29.0,"required_y_cm_per_m2":29.0,"actual_y_cm":8400.0,"required_y_cm":29.0,"balance_x":0.0,"balance_y":0.0,"pass":false,"messages":["X方向壁量不足: 必要 29cm vs 存在 0cm","「地震は、設計者の良心に最後に話しかけてきます。」","X方向壁量バランス不良: 端部1/4比 0.00 < 0.5 (4分割法)","「家は、左右両方の脚で立つべきです。」","Y方向壁量バランス不良: 端部1/4比 0.00 < 0.5","層間変形角 NG: 推定 1/50 > 許容 1/200","→ 修正案: X方向の壁を 29 cm 追加。構造用合板 (壁倍率2.5) で 2m 壁を約 1 枚。","→ 修正案 (X バランス): 端部 1/4 ゾーンに耐力壁を追加配置。現在の比 0.00 を 0.5 以上に。","→ 修正案 (Y バランス): 端部 1/4 ゾーンに耐力壁を追加配置。現在の比 0.00 を 0.5 以上に。","N値推定: 端部柱最大 4.0 kN → 推奨金物: かど金物 CP-T or 山形プレート VP","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11437.0㎡ / 83階建て"],"n_value_max_kn":4.0,"joint_recommendation":"かど金物 CP-T or 山形プレート VP","story_drift_ratio":0.02,"story_drift_pass":false,"asd":{"vertical_load_kn_m2":3.4,"ci":0.2,"seismic_force_1f_kn":81.34000000000002,"wind_load_kn_m2":0.84,"eccentricity_x":0.0,"eccentricity_y":0.0,"stiffness_ratio":[1.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0,0.0],"column_max_stress_nmm2":9.222222222222223,"beam_max_stress_nmm2":7.232142857142857,"pass":false,"messages":["剛性率 NG: いずれかの階で 0.6 未満","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"}}