| S.No. | Checkpoint | IS Requirement | Status |
|---|---|---|---|
| A. SEISMIC ZONE & CLASSIFICATION | |||
| A1 | Seismic zone determined from IS 1893 Annex D; Zone factor (Z) identified: II (0.10), III (0.16), IV (0.24), V (0.36) Acceptance: Zone per location; Z-value correct per Table 2, IS 1893; Confirmed against code map | Cl. 6.4.2 — Zone identification | OK NC NA HOLD |
| A2 | Importance factor (I) assigned: 1.0 (ordinary), 1.2 (essential), 1.5 (critical) per Table 8, IS 1893 Acceptance: I-value justified per building category; Value matches Table 8; Applied in design | Cl. 6.4.2 — Importance classification | OK NC NA HOLD |
| A3 | Building classified for irregularity: Regular (per Annex C) or Irregular; If irregular, analysis method justified Acceptance: Regularity assessment done; If irregular, simplified method may not apply; Advanced analysis method used | Cl. 6.3 — Building regularity | OK NC NA HOLD |
| A4 | Ductility class selected: Low, Moderate, or High per Table 9, IS 1893; response reduction factor (R) corresponding to choice Acceptance: Class selected appropriately; R-value matches choice; Design approach per class implemented | Cl. 6.4.2 — Ductility class | OK NC NA HOLD |
| B. RESPONSE REDUCTION FACTOR & DESIGN APPROACH | |||
| B1 | Response reduction factor (R) determined: Low ductility R≤1.5, Moderate R≤3-4, High R≤5; per Table 9, IS 1893 Acceptance: R-value chosen per ductility class; Value conservative; Not exceeding code limit; Justified in design | Cl. 6.4.2 — R-factor selection | OK NC NA HOLD |
| B2 | Design base shear (Vb) calculated: Vb = (Z/2) × (I/R) × Sa/g × W per Cl. 6.4.2, IS 1893 Acceptance: Formula correctly applied; Z, I, R, W values used; Sa/g from response spectrum; Vb documented | Cl. 6.4.2 — Base shear calculation | OK NC NA HOLD |
| B3 | Lateral force distribution: Distribution along height per Cl. 7.6.1, IS 1893; inverse triangular for T≤1.0s, per spectrum otherwise Acceptance: Distribution method appropriate for period; Sum of forces = Vb; Applied to all storeys | Cl. 7.6.1 — Force distribution | OK NC NA HOLD |
| B4 | Design accidental eccentricity applied: ±5% of plan dimension perpendicular to motion; considered in design Acceptance: Eccentricity = ±0.05×Plan dimension; Torsion effect calculated; Member capacity increased if needed | Cl. 7.5 — Accidental eccentricity | OK NC NA HOLD |
| C. DUCTILE DETAILING — BEAMS | |||
| C1 | Beam bottom reinforcement: Min 2 bars continuous; at least 25% of mid-span reinforcement extended to support Acceptance: ≥2 bars at bottom; 25% min extended; Drawings show extension lengths; Lap splices in low-stress zones | Cl. 7.1 — Tension reinforcement | OK NC NA HOLD |
| C2 | Beam top reinforcement: Continuity across supports; negative moment capacity ≥50% of positive moment capacity Acceptance: Reinforcement continued; ρ_top ≥0.5×ρ_bottom; Capacity checked per code; Details in drawings | Cl. 7.1.1 — Flexural reinforcement ratio | OK NC NA HOLD |
| C3 | Shear reinforcement in beam: Provided in length 2×h from support (or 2×d for RCC); spacing ≤d/4 in support zones, ≤d/2 in mid-span Acceptance: Stirrup spacing per Table 2 IS 13920; ≤d/4 near supports; Anchorage with 135° hooks; Confinement achieved | Cl. 7.2 — Shear reinforcement detailing | OK NC NA HOLD |
| C4 | Beam-column joint: Closed rectangular stirrups in joint; no bar cut off at face of support; lap length outside critical zone Acceptance: Stirrups closed (no cutout); At least one stirrup in joint zone; Bar continuity/lapping shown | Cl. 7.4 — Joint detailing | OK NC NA HOLD |