Structural System - Load-bearing CFS stud-wall building (tall CFS - near practical limit)
Lateral Force Resisting System - CFS shear walls with steel-sheet sheathing (Type I), continuous rod hold-down system
Number of stories - 8; cruciform (plus-shaped) dormitory
Story heights - Level 1: 10'-0"; Levels 2-8: 9'-6"; top of wall 76'-6"
Analysis procedure - ELF; SDC C (height NOT limited in SDC C - this is why the site works; agent must state this)
Design standards - AISI S100, S240, S400, ASCE 7
Project - University dormitory, 8 stories all-CFS (no podium)

## Material Properties
- CFS members: **ASTM A1003 Gr. 50, Fy = 50 ksi**; heavy built-up BOX chords (stud+stud+track) at lower levels
- Shear walls: steel sheet 0.033 in./0.030 in./0.027 in. tiers (agent to schedule), one side, No. 8 screws
- Floors: CFS joists @ 12 in. o.c. lower / 16 in. o.c. upper + WSP + 1 1/2 in. gyp-crete
- Roof: flat CFS joist roof
- Continuous steel rod hold-downs (proprietary) with shrinkage take-up at every level

## Gravity Loads
| Load Type | Magnitude |
|------------|-----------|
| Floor Dead | 38 psf; Roof Dead 22 psf |
| Cladding | 16 psf |
| Live | 40 psf sleeping + 15 psf partitions; 100 psf corridors/common; reducible per Sec. 4.7 (big reductions available at lower stories - use them) |
| Roof Live | 20 psf Lr; Snow pg = 25 psf |

## Seismic / Wind Design Data
- SDS = 0.40 g, SD1 = 0.17 g, Site Class C, Risk Cat II, Ie = 1.0, SDC C
- CFS walls w/ steel sheet: **R = 6.5, Cd = 4, Omega_0 = 3**; NO height limit in SDC C (76.5 ft would be ILLEGAL in SDC D - agent should note the sensitivity)
- Wind: V = 115 mph, Exposure C - at 76.5 ft with a light building, WIND LIKELY GOVERNS overturning and drift; run both hazards fully
- Diaphragms flexible (light-frame); tributary distribution

## Building Plan Geometry (CRUCIFORM)
- Envelope 150'-0" x 150'-0"; four 45'-0" x 45'-0" corner zones OPEN at all levels
- Occupied: center 60' x 60' + four arms each 45' deep x 60' wide
- Four re-entrant corners (Type 2)
- Party walls @ 15'-0" o.c. in each arm; corridors cross at the center (elevator/stair core walls available at center)

## Shear-Wall Layout (Type I steel-sheet, stacked Levels 1-8)
Each direction gets: both exterior walls of the two aligned arms (segments 10'-0" x 4 per wall) + center core walls (baseline 4 segments x 12'-0" per direction; ADDITIONAL elevator/stair core walls up to 6 x 12'-0" per line per direction are available and may be enlisted -- state the enlistment) + party walls in the perpendicular arms (2 x 14'-0" every second line)
Aspect ratios <= 2:1 (no reduction factor - keep it clean; the difficulty here is vertical, not planar)

## Member / System Design Requirements (agent outputs)
- 8-story cumulative design is the test:
    - Stud schedule: >= 4 thickness/section tiers; Level 1 studs likely 600S200-97 class built-up - verify crushing/web-crippling at track, not just column strength
    - Chord studs: cumulative overturning tension/compression over 8 stories; box built-ups with prescribed interconnection screw pattern (torsional restraint)
    - Rod system: tension accumulates level-by-level; rod area steps; BEARING plates at each level; cyclic elongation feeds DRIFT (include rod + take-up + wood/gyp crush in the drift calc)
    - Wall shear capacity tiers vs demand envelope per story
- Gravity axial with live-load reduction properly compounded per story (KLL, cumulative tributary)
- Wind vs seismic governing map per story per direction (expect wind at bottom, could flip aloft)
- Collectors at four re-entrant corners (Omega_0 for the seismic case; wind collector case too)
- Drift vs 0.025hsx (seismic) and H/400 (10-yr wind, stated serviceability assumption)
