1. Joe Sharkey Structural Option Christiana Hospital 2010 Project Newark, DE

2. Scope of Presentation IntroductionIntroduction Structural OverviewStructural Overview Proposed ChangesProposed Changes Effects of Sectioning Structure on the Lateral SystemEffects of Sectioning Structure on the Lateral System Post-Tensioned Slab DesignPost-Tensioned Slab Design Cost/Schedule ComparisonCost/Schedule Comparison Acoustical DesignAcoustical Design ConclusionsConclusions

3. Introduction Occupant – Christiana CareOccupant – Christiana Care Project Cost - $126 MillionProject Cost - $126 Million 360,000 ft 2 addition360,000 ft 2 addition Design-Bid-BuildDesign-Bid-Build 8 Story Hospital8 Story Hospital 2 Story Conference Wing2 Story Conference Wing Creates additional: 216 Beds Operating Rooms Catheterization Labs Emergency Exam Rooms

4. Structural Overview Hospital (Main Tower) 42” thick mat foundation42” thick mat foundation 9 ½” two-way reinforced concrete slab9 ½” two-way reinforced concrete slab 5 ½” drop panels around columns5 ½” drop panels around columns 24”x24” concrete columns24”x24” concrete columns (11) 12” thick concrete shear walls(11) 12” thick concrete shear walls

5. Structural Overview Conference Wing Spread FootingsSpread Footings Steel FramingSteel Framing 3 ¼” lightweight concrete over 2” metal deck3 ¼” lightweight concrete over 2” metal deck 4 concentrically braced frames4 concentrically braced frames Large 63’ span at the centerLarge 63’ span at the center

6. Proposed Changes Divide Main Tower into two independent structuresDivide 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 designCreate a post-tensioned design  Deletion of drop panels  Save on formwork/labor  Compare cost and schedule

7. Effects of Sectioning Structure 65 M

8. Effects of Sectioning Structure CM1 CR1 CM2 CR2

9. Effects of Sectioning Structure

10. Building Deflections at Roof ∆x∆x amplified ∆y∆y amplified Original Design3.9311.793.6711.02 Area A (after sectioning) 7.0221.054.7314.18 Area C (after sectioning) 8.0724.216.4119.22 ASCE7-02 (9.5.2.8 & 9.5.5.7.1) Seismic Use Group: III I=1.5 C d =4.5 =(Cd* =0.01h=0.01(118’)=14.16” ASCE7-02 (9.5.2.8 & 9.5.5.7.1) Seismic Use Group: III I=1.5 C d =4.5 ∆ amplified =(Cd*∆)/I ∆ allowable =0.01h=0.01(118’)=14.16” A C

11. Effects of Sectioning Structure 65 Building Deflections at Roof ∆x∆x amplified ∆y∆y amplified New Design Area A 3.9311.793.6711.02 New Design Area B 4.7114.134.2312.71

12. Main Tower (First Floor) 5” 1¼” Exterior SpanInterior Span 10” Class U (uncracked concrete): f t < 7.5√f’cClass U (uncracked concrete): f t < 7.5√f’c 10” Slab10” Slab 5000 psi concrete5000 psi concrete Largest Span = 30’Largest Span = 30’ Tendons in groups of 4 @ 6’ o.c.Tendons in groups of 4 @ 6’ o.c. 1¼” 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) # Tendons 2220181614128 Banded Tendons In-Plane Curve > 6:1

16. Sustained Service Load Deflection Plan ∆max = L/360 = 1” = 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 Prestressed Beam 18x42 w/ 15 Tendons RC Beam 24x42 8#6 T&B RC Beam 16x42 4#7 T&B 15” Slab Slab Tendons in groups of 3 @ 4 ½’ o.c.

20. Construction Management Total Structural System Cost Without Added Shear Walls My DesignAs Built Concrete$11,880,127$9,320,230 Structural Steel/ Misc. Metals$205,958$2,897,875 Total$12,086,085$12,218,105 Savings of$132,020 Total Structural System Cost With Added Shear Walls My DesignAs Built Concrete$12,096,298$9,320,230 Structural Steel/ Misc. Metals$205,958$2,897,875 Total$12,302,256$12,218,105 Added Cost of$84,151

21. Project Schedule Main TowerConference Wing Start DateFinish DateStart DateFinish Date As Built9/1/20043/1/20051/17/20053/11/2005 My Design9/1/20041/12/20051/17/20053/31/2005 Time Savings49 Days Time Lost20 Days Construction Management

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

23. Acoustics

24. Acoustics

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

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

27. Acknowledgments Cagley & AssociatesCagley & Associates  Sheila Williams  Joe Ajello  James Lakey Wilmot SanzWilmot Sanz  Dr. Memari  Dr. Lepage  Professor Parfitt AE FacultyAE Faculty Suncoast Post-TensionSuncoast Post-Tension Acoustical Panel ResourcesAcoustical Panel Resources ArmstrongArmstrong  Frank Malits Marjam SupplyMarjam Supply

28. Questions