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Kitty Chan UC Berkeley

Kitty Chan UC Berkeley. Robert Alvarado. architect. owner. Chad S. Green Stanford University. Mission: To work together as AEC in creating a meaningful space for the users in 2010. engineer. Yuning Wang Stanford University. contractor. Site.

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Kitty Chan UC Berkeley

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  1. Kitty Chan UC Berkeley Robert Alvarado architect owner Chad S. Green Stanford University • Mission: To work together as AEC in creating a meaningful space for the users in 2010. engineer Yuning Wang Stanford University contractor

  2. Site • The site is at Central University in Los Angeles, California • University of San Francisco is picked as the reference site.

  3. Site Layout

  4. Vision for 2010 • Students and Faculty interfacing with computers in their daily functions in the department.

  5. Design Alternates SQUARE ZIGZAG TOWERS SUNDIAL

  6. Design Review – Construction • Economic design; good constructibility • More connections due to zigzag shape; irregular formwork needed • Masts expensive, difficult to install; expensive to excavate basement • Slanted columns difficult to install; precast members easier

  7. Design Review – Engineer • Good lateral support; unchallenging design • Rigid & symmetric; issues with torsion • Long cantilever; low redundancy; large point load above auditorium • Torsion issues; long spans; no place to fit shear walls

  8. Design Review – Architect • Uninteresting exterior, poor circulation • Interesting exterior, atrium • Good interiors, interaction space • Relates to religion, nature, and spatial

  9. Preferred Alternate SUNDIAL

  10. Exterior View morning noon afternoon

  11. Elevation • Using surrounding context to define the building • Reading the building from the inside East Elevation South Elevation

  12. Basement • Viewing the Mechanical Room • Seeing the structure of the auditorium

  13. Basement (cont’d)

  14. 1st Floor • Dual Usage • Auditorium • Hallway

  15. 1st Floor (cont’d)

  16. 2nd Floor • Hallways as telescope

  17. 2nd Floor (cont’d) Before After

  18. 3rd Floor • Faculty & Student Offices

  19. 3rd Floor (cont’d)

  20. Program Requirements Program Design

  21. Program Requirements (cont’d)

  22. Natural Ventilation • Using the wind for natural ventilation for the building • Cone serving as a greenhouse on the exterior layer

  23. Solar Power • Los Angeles Weather • Solar Power for Daytime Electrical Use • Skylights for Natural Lighting

  24. Interaction with Architectural Program Auditorium Large Classroom Large Classroom First Floor

  25. Interaction with Architectural Program Computer Room Small Classroom Small Classroom Second Floor

  26. Interaction with Architectural Program Office Space Office Space Third Floor

  27. Interaction with Architectural Program

  28. Iterations – AEC E A C A C A E Beams Floor Slabs Hanging from Beams

  29. Discussion on how HVAC will run through the building Location of Utility Floor Top vs. Bottom Iterations – A&C

  30. Iterations – A&E Dome Structure Layout Changed to Fit Architectural Program

  31. Iterations – A&E Slanted Walls Caused Columns to Be Moved In

  32. Northridge Earthquake • 1994 • 6.7 magnitude • 9,000 injured; 51 fatalities • $44 billion in damages (costliest in US history) • 29,000 buildings yellow- or red-tagged • Steel SMRF experienced unexpected cracks

  33. PHMRF System • BENEFITS: • Faster delivery time • Increased safety • Structure retains value

  34. Typical Structural Members • Floor Slabs: 8X20 Double Tee 50’ max span 2” topping • Beams: 24X20 L-Beam 24X32 Inverted T-Beam 30’ max span • Columns: 12X12 Interior 24X24 Exterior/Moment max M = 525 k-ft

  35. Computer Analysis Max M = 572 k-ft Max P = 486 k Max M = 852 k-ft Max P = 652 k Earthquake Design – Weight of Structure, W = 4100 k Base Shear, V = 472 k Story Shear, Fx = 118 k Max Deflection = 1”

  36. Computer Analysis Max M = 572 k-ft Max P = 486 k Max M = 852 k-ft Max P = 652 k Earthquake Design – Weight of Structure, W = 4100 k Base Shear, V = 472 k Story Shear, Fx = 118 k Max Deflection = 1”

  37. Structural Details • Steel Reinforcing in Dome Floor Slabs & Elevator Core Six #14 Bars 18” spacing Develop. Length = 72”

  38. Structural Details Cantilever of Precast Double Tee Slabs

  39. Structural Details Span of the Dome Structure 20’ 18”

  40. Foundation • Sandy Soil • Likely Low Water Table • Earthquake and Liquefaction Max Column Axial Load = 486k Soil Bearing Capacity = 4ksf Footing Area = 120 sqft Footing = 11’ X 11’ Max Uplift Force = 118k

  41. Load Paths

  42. Construction Cost • Total Cost • Present Value: $4,270,936 • 2010 Value: $5,663,944 • 3% over budget • Structural System: $582,959 • 72% over budget Site Work Exterior Structural System

  43. Construction Schedule Mon. Sept. 6, 2010 Jan. 31, 2011 Fri. May. 11, 2011

  44. Resource Usage in Erection

  45. Construction Equipment • Terrain Crane, 40 ton • Backhoe Loader, 48 H. P. • Dump Truck, 16 ton • F. E. Loader T. M. 2.5 C.Y. • Truck • Gas Engine Vibrator • Gas Welding Machine

  46. Construction Sequence I. II. Cone is cast-in-place Construct cone first

  47. Cone Construction

  48. MEP Layout • Solar Energy system • Saves energy costs during life cycle • Issue of heat loss • Utility floor • Solves floor height problem • Saves life cycle cost of further expansion • Structural system + Wall: about $280,000 Horizontal Distribution

  49. Structural System Evaluation • Largely Precast Concrete • Saving labor • Few shear walls • Shipping cost: approximately $80,000 • Lead time: detail shop drawing, pre-casting • Re-stressing cables over life cycle • Slanted columns in Cone

  50. Team Interaction NetMeeting Videoconferencing Whiteboard Sketches Discussion Forum

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