Harlem Park Building Design Project-Master of Engineering, Lehigh University

1. Lehigh University Master of Engineering in Structural Engineering Final Design Phase Class of 2010 Friday, April 30th, 2010

2. Two different structures will be designed to increase the educational value of the design process. Harlem Park Saratoga Street Parking Structure Structural Engineer: Tindall/Cagley & Assoc. Architect: HSMM Structural Engineer: DeSimone Architect: Swanke Hayden Connell Architects

4. Fall 2009: Gravity System Study and Selection Composite Beam Steel Decking Concrete Slab Shear Studs Welded Wire Fabric Steel W-Section

5. There are many advantages and disadvantages of composite beam design for this structure Overall: Lighter, more economic system Works best with building geometry Disadvantages: Using “shored” spans High amount of studs Serviceability Concerns

6. Yellow Structural Engineers Harlem Park Development Final Design Seth E. Darley Steven K. Dutra Anthony J. Ferraro Eddie M. Guerra Fuentes

7. Lateral Load Resisting System Design Gravity System Design Foundation Design

8. Foundation Design

10. ASCE 07 Combinations

11. Factored Service Loads:

12. ACI 318 Combinations

13. Loads Considered

14. Shear

15. Moment

16. Downward Axial

19. Cost of mobilization

21. End Bearing

22. Caisson-Rock Bond

23. Lateral Load Capacity

24. Evans & Duncan Methodφ’ γ

26. Ties (ACI 10.13.8.4)

27. Bearing Strength of concrete (ACI 318-10.14.1)

28. Embedment of Longitudinal Reinforcement (CRSI 13-42)

29. Development Lengths (ACI 318-12.2)Maximum Uplift 25 Maximum Moment 24

30. Foundation Design

32. Braced Excavation during construction

34. Basement Wall Design

39. Mu = 620 kip*ft

40. Base Plate Dimensions 36” x 48” x 4 ¾”

43. Ground Floor Mezzanine Hanger L3x2x1/4 TYP.

44. Ground Floor Mezzanine Brace L2x2x1/8 TYP.

46. 4th Floor

47. 4th Floor

48. 4th Floor

49. 4th Floor Proposed splice location

50. 4th Floor

52. 6th Floor R = 67 kip R = 75 kip

56. 19th Floor Column Offset

59. Some sections not included in RAM Model

60. Wind: Partially blocked

61. Siesmic: ASCE 7-05 Chp. 15

62. Cooling Tower Dunnage

63. Typical Connection

64. Sunken Roof Design

66. Cooling Tower Dunnage: NS Elevation

67. Cooling Tower Dunnage: EW Elevation

68. Cooling Tower Dunnage: Typical Connection

69. Sunken Roof

70. Sunken Roof NS Elevation

71. Sunken Roof EW Elevation

72. Water Tower Dunnage

74. Lateral Design - Forces Wind Base Shear Hand Calculations: RAM Frame Analysis:

75. Lateral Design - Forces Seismic Base Shear Hand Calculations: 413 kip RAM Frame Analysis: 408 kip Within 2% =

76. Lateral Design - Forces Center of Rigidity Center of Mass 21st Floor dymax = 3.35” dymin = 1.32”

77. Lateral Design - Forces Center of Rigidity Center of Mass 10th Floor dymax = 1.13” dymin = 0.38”

78. Lateral Design Process Initial Thoughts Façade Step-backs Column Locations Building Geometry

79. Lateral Design Process Braced Frames Moment Frames Linked Beams Braced Frames Moment Frames Linked Frames

80. Final Lateral Design

81. Final Lateral Design

82. Final Lateral design

83. Final Lateral design

84. Final Lateral design

85. Lateral Design - Forces Lateral Deflection Approximation W14x145 A = 42.7in2 I = Ad2 dapproximate = 17” dRAM = 20.17” Within 15%

86. Typical Moment Frame Connection Column: W 14 x 283 Mu = 454 kip*ft Beam: W 30 x 90 Vu = 75 kip

87. Typical Braced Frame Connection

88. Questions ?

89. Questions ?