{"gross_floor_m2":262.57280000000003,"stories":2,"required_x_cm_per_m2":29.0,"actual_x_cm":7705.75,"required_x_cm":3993.0912000000003,"required_y_cm_per_m2":29.0,"actual_y_cm":8838.0,"required_y_cm":3993.0912000000003,"balance_x":0.6186711055624914,"balance_y":0.5263157894736842,"pass":true,"messages":["壁量計算 OK (X: 7706/3993cm, Y: 8838/3993cm)","N値推定: 端部柱最大 34.4 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号相当 (2階建て+延べ床200㎡超: 構造計算書必須) — 延べ床262.6㎡ / 2階建て"],"n_value_max_kn":34.4232,"joint_recommendation":"ホールダウン金物 HD-B25 を 2 本 (要構造計算)","story_drift_ratio":0.0025909815397592707,"story_drift_pass":true,"asd":{"vertical_load_kn_m2":3.4,"ci":0.2,"seismic_force_1f_kn":269.87788800000004,"wind_load_kn_m2":0.84,"eccentricity_x":0.12357541399912496,"eccentricity_y":0.21660600057145288,"stiffness_ratio":[1.1316175930685073,0.7498408656906429],"column_max_stress_nmm2":8.7424,"beam_max_stress_nmm2":7.232142857142857,"pass":true,"messages":["許容応力度計算 OK: 偏心率 X0.12/Y0.22、剛性率 0.8、柱応力度 8.7/22、梁応力度 7.2/30","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"}}