The document summarizes the Wilshire Grand Redevelopment Project in Los Angeles, California. It describes the project as a 2.1 million square foot, 73-story tower containing 892 hotel rooms, 365,000 square feet of office space, and amenities. Construction highlights include the largest continuous concrete pour in February 2014 and structural design considerations for seismic performance. Pre-loading of upper bracing elements was done to protect the building from permanent deformation due to long-term effects like creep.

1. www.jacobs.com | worldwide
Wilshire Grand Redevelopment Project
Project Highlights
December 15, 2016

2. Wilshire Grand
Redevelopment Project

3. WILSHIRE GRAND PROJECT
• Facility Overview
• Construction Highlights
• Mass Concrete – Thermal Control
• Structural Design – Seismic
• Foundation Settlement & Tower
Shortening
• Pre-Loading of Upper BRBs

4. Facility Overview
4

5. PROJECT LOCATION 900 Wilshire Blvd

6. Size: 2,100,000 SF
73-stories
892 key hotel
16 stories of offices – 365,000 SF
7 levels of podium (amenities)
5 levels below grade parking
Completion: 2nd Quarter 2017
Owner: Hanjin International Corp/Korean Air Lines
Architect: A.C. Martin Partners
Structural
Engineers: Brandow & Johnston
Thornton Tomasetti
Project Manager: Martin Project Mgmt
General Contractor: Turner

7. Level 70 Sky Lobby

8. Level 70 Sky Lobby

9. Level 70 Bar

10. Level 70 Club Lounge

11. Level 73 Sky Deck

12. Level 5 Pre-function Area

13. Level 5 Grand Ballroom

14. Level 7 Ballroom

15. Level 7 Health & Fitness Club

16. Level 7 Shower & Spa

17. Level 7 Pool

18. View from Figueroa Street

19. Level 1 Porte Cochere

20. Construction Highlights
20

21. January 2013
21

22. May 2013
22

23. June 2013
23

24. November 2013
24

25. The Grand Pour – Feb 15, 2014
25

26. Rebar Erection

28. EFCO FORM SYSTEM

29. June 2014
29

30. Year-end 2014
30

31. Mid-year 2015
31

32. 3rd Quarter 2015
32

33. Year-end 2015
33

34. Summer 2016
34

35. Current – Dec 2016
35

36. Mass Concrete - Thermal Control
36

37. Mass concrete is the performance definition of such concrete
placement, that may develop potentially detrimental high absolute
temperature and/or temperature difference due to:
• volume and shape
• specific amount and rate of heat generation upon hydration and
hardening, and
• boundary conditions,
37

38. The Grand Pour – Feb 15, 2014
38 Saturday, February 15, 2014

39. Largest Continuous Concrete Pour
39 Guinness World Record

40. 40

41. Thermal Control Measures
• Cooling Pipe System with Recirculating Chilled Water
• Thermal Blanket Insulation
• Curing Procedure
• QC Temperature Monitoring
41

42. • Maximum temperature is limited through proper thermal control
measures in order to prevent delayed ettringite formation (DEF).
• Maximum temperature difference is limited through proper thermal
control measures in order to prevent cracking due to thermal stresses.
42

43. Structural Design
43

44. SLDE Service Level Design EQ
– Frequent occurrence (43-yr return period EQ)
– Performance Objective: Designed to stay linear in ‘elastic limit’
– Lateral system rebounds to zero deformation w/ limited arch & struct
damage, remains serviceable
– Moderate EQ (475-yr return period) damage reparable
MCE Maximum Considered EQ Event ‘Major Event’
– Extreme / Severe (2475-yr return period EQ)
– Performance Objective: Designed to prevent collapse, mitigate loss of life
– Lateral system utilizes ductility, performs numerous cycles ‘plastic yield’
demand
PERFORMANCE CRITERIA

45. PERFORMANCE BASE DESIGN
Designed for known local seismicity
– Design consideration: 29 major faults deemed active distance from 0.2 mi. to 46 mi.
from site
– Nearest quake considered is from Upper Elysian Park Thrust Fault (0.2 mi)
– Largest quake considered is from San Andreas Fault (46 mi.)
Wind Design – 1700-yr cycle, 160 mph, 3-sec gusts
– Wind Tunnel Studies and Computer Simulation
– Rigid enough for comfort service-level wind loads
– No ‘Tuned Mass Damper’ required, adequate lateral stiffness for comfort

46. PERFORMANCE BASE DESIGN
Peer Review Approach Favorable over CBC Prescriptive
Design
– Peer Review Panel members
– Establish Performance Objectives with SEOR
– PRP Provided Comprehensive Code Compliance Check
– Requires full ‘redundant back-up’ system in addition to ‘Core Wall Design’
– Typically results in Conventional Tube Steel Frame with ‘deep girders’ + ‘closer
columns’
Benefits Early Collaboration of PRP w/ SEOR = Early
Delivery

47. Upper Outrigger Trusses – 3
Stories
10 bays-1BRB w/2200 k each
Middle Outrigger Trusses – 6
Stories
10 bays-Total 12 BRBs w/800 kips each
Lower Outrigger Trusses – 3
Stories
10 bays-Cluster 4-BRBs w/2200 kips each

48. Structure:
• Concrete Core w/4 Vertical Cells
• Steel Floor Frame w/ Composite Metal Deck
Structural Statistics:
• Steel: 19,000 tons (17.2 million kg)
• Concrete: 160,000 cu yds = 16,000 trucks (122K cu m)
• Rebar: 70 million lbs = 35,000 tons (31.7 million kg)
METRICS – STRUCTURAL OVERVIEW

49. LA Live (NYA)
BRB’s
Specialty structural
brace element
consisting of an axial
force resisting steel
core encased by a
system that prevents
buckling of the steel
core.

50. 50

51. 51

52. Lower Outriggers
52

53. Upper Outriggers
53

54. LOWER OUTRIGGER EMBED ERECTED

55. Foundation Settlement &Tower
Shortening
55

56. Adjustments Due to Foundation Settlement &
Tower Shortening
233’
582’
869.5’
1053.5’
1125.5’
1210.2’
1384’
Spire
Sail
70th
53rd
28th
Top
of
Mat
Foundation Settlement
- Differential settlement
Core Walls
- Reinforced Concrete
- Strain due to loading
- Shrinkage and Creep
Exterior Columns
- Built-Up Structural Steel Box Columns
- Filled with Concrete
- Strain due to loading

57. Tower Axial Shortening
Design accounted for axial displacements due to:
• sequential loading phases during construction
• and long term effects (shrinkage and creep)
Prevent undue stresses different from design values
Perform periodic on‐site measurements
57

58. 58

59. Pre-Loading Upper BRBs
59

60. Adjustments Due to Long Term Creep
233’
582’
869.5’
1053.5’
1125.5’
1210.2’
1384’
Spire
Sail
70th
53rd
28th
Top
of
Mat
• Single 2,200 kips
BRBs
• Sensitive to differential
movements due to
elastic shortening,
shrinkage and creep.
• Pre-compressing
BRBs

61. Pre-loading with Hydraulic Jacks
61

62.  Protect the building from permanent deformation in the 50-yr wind
event
 At 50-yr wind event, the BRB strains are approximately 50% of
yield strain
 Pre-compressing the BRB eliminates permanent deformation after
50 years of creep and shrinkage
62

63. 63

64. Top of Spire – Prior to Beacon Installation
64

65. www.jacobs.com | worldwideJanuary 9, 2017
© Copyright Jacobs
Thank you

66. Q&A