1 / 40

Anthony Pacitti Jr. Structural Emphasis Spring 2005 Senior Thesis

328 INNOVATION BUILDING COLLEGE TOWNSHIP, CENTRE COUNTY, PA `. Anthony Pacitti Jr. Structural Emphasis Spring 2005 Senior Thesis Department of Architectural Engineering Consultant: Dr. Memari. Primary Project Team. Owner of Record : RMP Co .

johnlwilliams
Télécharger la présentation

Anthony Pacitti Jr. Structural Emphasis Spring 2005 Senior Thesis

An Image/Link below is provided (as is) to download presentation Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author. Content is provided to you AS IS for your information and personal use only. Download presentation by click this link. While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server. During download, if you can't get a presentation, the file might be deleted by the publisher.

E N D

Presentation Transcript

  1. 328 INNOVATION BUILDING • COLLEGE TOWNSHIP, CENTRE COUNTY, PA • ` Anthony Pacitti Jr. Structural Emphasis Spring 2005 Senior Thesis Department of Architectural Engineering Consultant: Dr. Memari

  2. Primary Project Team Owner of Record: RMP Co. Development Of Record : Innovation Capital Partners, LP Architect : Robert L. Kimball & Associates Engineer: Robert L. Kimball & Associates General Contractor : Poole Anderson MEP : Subcontracted by Poole Anderson

  3. Existing Conditions • Location: • College Township, Centre County, Pennsylvania • Cost: • $10.1 Million for all onsite work, including tenant fit up allowances of $9.80 per rentable square foot • Size: • 3 stories with 73,943 sq. ft of tenant space • Functions: • Research and Development 10,000 sq. ft • Laboratories 20,000 sq. ft • Corporate Office Space 43,943 sq. ft • Project Delivery Method: • Negotiated firm price with a General Contactor, including a share of cost savings, provided the cost is lower than an established bench mark.

  4. Existing Floor System Typical Bay Consists of: • 3-W16 X 26 Interior Beams • 2- W24 x 26 Girders • 1- W16 x 26 , 1- W18 x 40 Connecting Into Columns • 3 inch Slab + 3 inch Deck Figure 2--Typical bay (30’-0” -39’-0”)

  5. K Joist Roof System 22 K 4 Joists supported by W24 x 68 Girder W16 x 26 Exterior Beam 1-1/2” 20 Gauge Type B Deck 2 W 24 x 55 Beams Were Added to Support the VAV Mechanical Systems Existing Roof Structure Typical Bay of Roof

  6. Existing Foundation • Square Footing and Strip Footing • Square Footings Ranging in size from 3’-0” x 3’-0” to 12’-0” x 12’-0” • Strip Footing Ranging in size from 1’-2” to 2’-0” Existing Foundation Plan

  7. Existing Lateral System • 6 Braced Frames • 4-North/South Direction • 2-West/East Direction • Seismic Controls • Typical Frames Are Composed of : • 2-W 10 Columns • Variety of W12, W16, W21, W24 and HSS Compression and Tension Members Existing Lateral System

  8. Redesigned Building Outline • Structural System • Flat Plate System without beams • Floor system • Columns • Shear Walls • Construction Schedule • Rescheduled for Concrete System • Electrical System • Resize Main Distribution Panel • Resize BUS-DUCT to Each Floor and In the Main Distribution Panel • Resize Breakers

  9. Goals for New Design • Direct Effect on the Schedule • Lower Overall Cost • More tenant Space with the Additional 2 Stories • Increase Floor to Floor Height

  10. Redesigned Building Size • 5-Story Building • Total Height = 75’-0” • 14’-0’ Floor to Floor Height • Additional 50,000 sq. ft of Floor Area

  11. Design Loads • DEAD LOAD = 165 PSF (12”/12)(150PSF)+(15PSF)FLOORING • LIVE LOAD = 80 PSF • Fy = 60,000 PSI • F’c = 4,000 PSI

  12. Direct Design Criteria • MINIMUM OF THREE CONTINUOUS SPANS IN EACH DIRECTION • LONG-SPAN/ SHORT-SPAN RATIO NOT GREATER THAN 2 • SUCCESSIVE SPAN LENGTHS IN EACH DIRECTION SHALL NOT DIFFER BY MORE THAN ONE 1/3 THE LONGER SPAN • ALL LOADS MUST BE DUE TO GRAVITY ONLY • SERVICE LIVE LOAD SHALL EXCEED TWO TIMES THE SERVICE DEAD LOAD

  13. Flat Plate System • Slab Thickness • ACI 9.5c -Table 13-1 • 12” slab • Computing the Static Moment • Exterior Panel • Negative Moment at the exterior end of the end span = 0.26Mo • Positive Moment in the end span = 0.52 Mo • Negative Moment at the Interior end of the end span = 0.70 Mo • Interior Panel • Negative Moment = -0.65 Mo • Positive Moment = 0.35Mo

  14. East –West Column/Middle Strip

  15. North-South Column/Middle Strip

  16. Moment Distribution

  17. Moment Distribution

  18. Design of Reinforcement

  19. Design of Reinforcement

  20. Design of Reinforcement of Moment Transferred By Flexure • Exterior Column • 58”effective width • 7 of the column strip bars and adding 6 #6 bars in the region • Interior Column • Reinforcement in the slab was sufficient

  21. Deflection • INTERIOR PANEL • DEAD LOAD =150 +50 =165 PSF • SERVICE LOAD = 165 + 80 = 245 PSF • CONSTRUCTION LOAD = 2*150 = 300 PSF  CONTROLS

  22. Deflection • Average deflection of the mid-spans of the column strips in one direction added to the mid-span deflection of the perpendicular middle strip. • Final deflection = 0.327 < l/360 and l/480.

  23. Columns • EXTERIOR COLUMN (FOR ALL FLOORS) • 22” X 22” • 4 #10 BAR • # TIES @ 18” • LAP SPLICE = 38” • INTERIOR COLUMN (FOR ALL FLOORS) • 22” X 22” • 12 #10 BAR • # TIES @ 18” • LAP SPLICE = 38 “

  24. Wind Wind Speed = 90 Exposure B Frequency = 3.07 Pressure = 12 psf Seismic Site Classification B Category 3 (Occupancy) Group 1 Cs = 0.04 T = .484 seconds Lateral System Design Loads

  25. Lateral System Design Loads SEISMIC – CONTROLLING FACTOR

  26. Lateral System Layout

  27. Shear Wall Design • Wall Thickness • 12” • 25’ Length • 17 # 5 bars @ 18 o.c. Vertical Reinforcement • #4 at 12”o.c Horizontal Reinforcement

  28. Schedule

  29. Existing Electrical Riser Diagram 1600 AMP BREAKER

  30. Existing Electrical Riser Diagram 1600 AMP BREAKER 1600 AMP BUS DUCT

  31. Existing Electrical Riser Diagram 1600 AMP BREAKER 1600 BUS DUCT 1500 AMP BREAKER

  32. Existing Electrical Riser Diagram 1600 AMP BREAKER 1600 AMP BUS DUCT 1500 AMP BREAKER 1000 AMP Plug-In Bus Way / CABLE TAP CAP

  33. New Electrical Riser Diagram 2500 AMP BREAKER 2500 AMP 2500 AMP BUS DUCT 1500 AMP 1600 AMP cap 1600 AMP BUSDUCT-480/277

  34. New Electrical Riser Diagram 2500 AMP BREAKER 2500 AMP 2500 AMP BUS DUCT 1500 AMP 1600 AMP cap 1600 AMP BUSDUCT-480/277 2500 AMP BUS DUCT

  35. New Electrical Riser Diagram 2500 AMP BREAKER 2500 AMP 2500 AMP BUS DUCT 1500 AMP 1600 AMP cap 1600 AMP BUSDUCT-480/277 2500 AMP BUS DUCT 1500 AMP BREAKER

  36. New Electrical Riser Diagram 2500 AMP BREAKER 2500 AMP 2500 AMP BUS DUCT 1500 AMP 1600 AMP cap 1600 AMP BUSDUCT-480/277 2500 AMP BUS DUCT 1500 AMP BREAKER 1600 AMP Plug-In Bus Way

  37. New Electrical Riser Diagram 2500 AMP BREAKER 2500 AMP 2500 AMP BUS DUCT 1500 AMP 1600 AMP cap 1600 AMP BUSDUCT-480/277 2500 AMP BUS DUCT 1500 AMP BREAKER 1600 AMP Plug In Bus Way ADDITIONAL FLOORS

  38. Conclusion • Flat Plate System • Longer Schedule • More Columns • Steel System = More Sufficient

  39. THANK YOU • ROBERT L. KIMBALL & ASSOCIATES • DON SMITH • CHRIS BOWERS • MATT MURPHY • RMP Co. • ALL AE DEPARTMENT FACULTY • FRIENDS AND FAMILY

  40. QUESTIONS????

More Related