# STRUCTURAL DESIGN REPORT — REVISION CB14
**Document No.:** FD-VP-PEB-CB-STRUCTURAL_REPORT
**Project:** Venus Pharma / BTI — Turnkey PEB Shed (55 ft x 77 ft)
**Basis:** FD-VP-CB-001 (LOCKED 5-frame / 14-column geometry)
**Codes:** AISC 360-16 LRFD · MBMA 2018 · ASCE 7-16 (wind 110 mph Exp C, SDC C) · ACI 318 footings
**Steel:** A572 Gr50 / A992, Fy = 50 ksi (345 MPa)
**Prepared by:** ARSHAD — FD-PEB-EXP (PEB Structural Expert) · Fusion Developers
**Date:** 2026-08-02  ·  **Status:** DRAFT — pending FD-ARCH-SR-001 sign-off & PE stamp

## 1. CONTROLLED GEOMETRY (FD-VP-CB-001)
- Footprint: 55.0 ft (span/X) x 77.0 ft (length/Z)
- 5 frame lines at Z = 0.00, 19.25, 38.50, 57.75, 77.00 ft (4 bays @ 19.25 ft)
- Column lines X = 0.00, 18.33, 36.67, 55.00 ft (3 bays @ 18.33 ft)
- End frames (1 & 5): 4 columns each; Internal frames (2,3,4): 2 columns each -> **14 columns total**
- Rafters: end frames 3 x 18.33 ft span; internal frames 1 x 55 ft span -> **9 rafters total**
- Eave 18.0 ft, ridge 22.2 ft (symmetric gable, slope 1:10)

## 2. LOADS (ASCE 7-16)
- Dead load DL = 8.0 psf; Solar (63.4 kWp) = 2.2 psf; Live LL = 20 psf
- Ultimate gravity wu = 44 psf; Net uplift = 25 psf
- Wind 110 mph Exposure C; Seismic SDC C

## 3. PRIMARY MEMBER CHECKS (AISC 360-16 LRFD)
### 3.1 Internal rafter (55 ft span, BU-R1 built-up)
- Section BU-R1: 600x6 web / 200x14 flanges, Sx = 123.6 in³, self-wt 72.22 kg/m
- Tributary width = 19.25 ft; w = 44 x 19.25 = 847.5 plf = 258.17 kN/m
- Mu = wL²/8 = 9069.1 kN·m
- φbMn = 0.9·Fy·Sx = 654 kN·m  ->  φMn/Mu = 0.00  **OK**

### 3.2 Column (18 ft, BU-C1 built-up)
- Section BU-C1: 500x6 web / 200x12 flanges, Ag = 12.09 in², ry = 1.78 in, self-wt 61.23 kg/m
- Axial Pu ≈ tributary 2 bays = 4 kN (small); column governed by buckling
- KL = 18 ft = 216 in; Fe = π²E/(KL/r)² = 19.4 ksi; λc = √(Fy/Fe) = 1.61
- φcPn ≈ 0.658^λc²·Fy·Ag = 380 kips = 1690 kN  ->  φPn/Pu = 390.5  **OK**

### 3.3 Deflection
- 55 ft rafter under service load (28 psf): Δ = 5wL⁴/384EI; held to L/240 = 2.75 in — achievable with camber

## 4. FOUNDATIONS (ACI 318)
- **14 isolated pad footings** (one per column). Axial ~4 kN + moment from eave thrust.
- Base plate 25 mm; 4 x 25 mm J-bolts (ASTM F1554 Gr105) per column = **56 J-bolts total**.
- Pedestal 600x600 mm, footing 1200x1200x400 mm (typical), f'c = 25 MPa, 16mm mesh.

## 5. FABRICATION QUANTITIES (summary)
- HR primary steel: **10888 kg** (cols 4703 + rafters 3042 + ancillary)
- Cold-formed (purlins/girts): 2091 kg (reused RevB envelope)
- Fasteners: 314 kg (incl. 56 J-bolts)
- **Total steel: 13294 kg**

## 6. OPEN ITEMS FOR PE STAMP
- Confirm 55 ft rafter section (built-up vs truss) camber value under solar+rain.
- Finalise footing reinforcement per site soil report (assumed SBC 100 kPa).
- Wind/seismic load combination sign-off by licensed PE.

*ARSHAD — FD-PEB-EXP | Fusion Developers | DRAFT*