Joe Sharkey Structural Option Christiana Hospital 2010 Project Newark, DE

1. Joe SharkeyStructural OptionChristiana Hospital2010 ProjectNewark, DE

2. Introduction Structural Overview Proposed Changes Effects of Sectioning Structure on the Lateral System Post-Tensioned Slab Design Cost/Schedule Comparison Acoustical Design Conclusions Scope of Presentation

3. Introduction • Occupant – Christiana Care • Project Cost - $126 Million • 360,000 ft2 addition • Design-Bid-Build • 8 Story Hospital • 2 Story Conference Wing Creates additional: • 216 Beds • Operating Rooms • Catheterization Labs • Emergency Exam Rooms

4. Structural Overview Hospital (Main Tower) • 42” thick mat foundation • 9 ½” two-way reinforced concrete slab • 5 ½” drop panels around columns • 24”x24” concrete columns • (11) 12” thick concrete shear walls

5. Structural Overview Conference Wing • Spread Footings • Steel Framing • 3 ¼” lightweight concrete over 2” metal deck • 4 concentrically braced frames • Large 63’ span at the center

6. Proposed Changes • Divide Main Tower into two independent structures • Create a more symmetrical building • Reduce lateral load due to torsional effects on shear walls • Reduce size/number of shear walls for cost/schedule savings • Create a post-tensioned design • Deletion of drop panels • Save on formwork/labor • Compare cost and schedule

7. Effects of Sectioning Structure M 65

8. Effects of Sectioning Structure CM2 CM1 CR2 CR1

9. Effects of Sectioning Structure

10. Effects of Sectioning Structure ASCE7-02 (9.5.2.8 & 9.5.5.7.1)Seismic Use Group: IIII=1.5 Cd=4.5∆amplified=(Cd*∆)/I ∆allowable=0.01h=0.01(118’)=14.16” A C

11. Effects of Sectioning Structure 65

12. Post-Tensioned Slab Design Main Tower (First Floor) • Class U (uncracked concrete): ft < 7.5√f’c • 10” Slab • 5000 psi concrete • Largest Span = 30’ • Tendons in groups of 4 @ 6’ o.c. Exterior Span Interior Span 1¼” 1¼” 10” 5” 1¼” 1¼”

13. Post-Tensioned Slab Design

14. Uniformly Spaced Tendons Main Tower (First Floor) ½”Ф – 270 ksi unbonded tendons in groups of 4 @ 6’ o.c. Stressing Pockets Expansion Joint

15. Banded Tendons Main Tower (First Floor) Banded Tendons # Tendons 22 20 18 16 14 12 8 In-Plane Curve > 6:1

16. Sustained Service Load Deflection Plan ∆max = L/360 = 1”

17. Uniformly Spaced Tendons Main Tower (Typical Floors) ½”Ф – 270 ksi unbonded tendons in groups of 3 @ 3¾’ o.c. Expansion Joint

18. Banded Tendons Main Tower (Typical Floors)

19. Conference Wing (Typical Floor) Prestressed Beam 24x42 w/ 30 Tendons RC Beam 24x42 8#6 T&B 15” Slab Slab Tendons in groups of 3 @ 4 ½’ o.c. RC Beam 16x42 4#7 T&B Prestressed Beam 18x42 w/ 15 Tendons

20. Construction Management

21. Construction Management

22. Acoustics 12’ Ceiling Height Materials Used: 63’ • 5/8” Gypsum 61’ • 4’x4’ Armstrong Optima Ceiling Tiles • Softwall ½” Acousticotton • Carpeting • Upholstered Seats

23. Acoustics

24. Acoustics

25. Acoustics • Benefits: • Target Reverberation Time Met • Cost Savings of $12,591

26. Conclusions Sectioning Structure into two Independent Structures: • Increased Forces • Required Additional Walls • Increased Both Cost and Schedule Post-Tensioned Design: • Created a Lighter Building • Allowed for Deletion of Drop Panels • Decreased Both Cost and Schedule in Main Tower • Increased Schedule in Conference Wing Acoustical Redesign: • Target Reverberation Time Met • Decreased Cost of Conference Room by $12,591

27. Acknowledgments • Cagley & Associates • Suncoast Post-Tension • Acoustical Panel Resources • Armstrong • Frank Malits • Joe Ajello • James Lakey • Wilmot Sanz • Sheila Williams • Marjam Supply • AE Faculty • Dr. Memari • Dr. Lepage • Professor Parfitt

28. Questions