Caitlin Behm Structural Option Senior Thesis

Transcription

1 Caitlin Behm Structural Option Senior Thesis Advisor: Dr. Boothby Nemours Children s Hospital as a part of

2 Courtesy: Oxblue.com Courtesy: Oxblue.com Courtesy: Oxblue.com Courtesy:

3 bing.com Project Team Owner: Construction Manager: Skanska USA Building Architect: Stanley Beaman & Sears Perkins + Will Landscape Architect: AECOM Structural Designer: Simpson, Gumpertz, & Heger Civil Engineer: Harris Civil Engineers MEP: TLC Engineering for Architecture Courtesy: Noel Rodriguez Courtesy: Caitlin Behm l Structural Option Slide 3

4 Enhanced Hurricane Protection Area (EHPA) elastek.com thermalindustries.com The EHPA shall provide emergency shelter and protection for people for a period of up to 8 hours during a hurricane - Florida Building Code oxleydoors.co.uk Caitlin Behm l Structural Option Slide 4

5 Expansion Joint Shear Wall Core Hospital Hospital Clinic Hospital Clinic Clinic Caitlin Behm l Structural Option Slide 5

6 Hospital Building Façade Floor System Clinic Caitlin Behm l Structural Option Slide 6

7 Courtesy: The Nemours Foundation Restricted floor plan flexibility Coordination with MEP systems Additional formwork required for drop panels Extremely high design wind speed Hospital Clinic Caitlin Behm l Structural Option Slide 7

8 Design Goals Analyze feasibility of concrete moment frames Increase amount of useable space per floor Eliminate drop panels Evaluate louvers for daylighting control and EHPA criteria Concrete Moment Frames Flat Plate System Caitlin Behm l Structural Option Slide 8

9 Design Goals Analyze feasibility of concrete moment frames Increase amount of useable space per floor Eliminate drop panels Evaluate louvers for daylighting control and EHPA criteria Lutron.com Caitlin Behm l Structural Option Slide 9

10 Moment Frame Research < 8-10 stories Flat plate study Recommended β-value Table 13-7 Recommended α and β values for the flexural stiffness of slab-beam elements Region of the slab α-value β-value (for effective width αl 2 ) (for I e = βi g ) Positive bending regions Negative bending regions 0.5, for gravity analysis only (interior columns) , for lateral-load analysis Negative bending regions 0.2 to 0.5 (exterior columns) (function of edge beam stiffness) 0.33 Wight & MacGregor 2008 Caitlin Behm l Structural Option Slide 10

11 Caitlin Behm l Structural Option Slide 11 Presentation Wind Research ASCE 7-05 sercc.com Max Wind Speed: 79 mph (based on 1 min avg) Max Wind Speed: 102 mph (based on 3s gust)

12 Expansion Joint Portal Frame Method Clinic Lateral only analysis Moment transfer Shear solutions Structure Point Moments from portal method Column & slab studies Gravity only analysis Wight & MacGregor 2008 Caitlin Behm l Structural Option Slide 12

13 Expansion Joint Clinic ETABS Two models Lateral and gravity analysis Capacity checks Deflection check SAP Column sizes from spcolumn Link element Lateral and gravity analysis Edge beams with flat plate slab With 110 mph wind design speed Caitlin Behm l Structural Option Slide 13

14 Courtesy: The Nemours Foundation Caitlin Behm l Structural Option Slide 14

15 Caitlin Behm l Structural Option Slide 15 Presentation Summer Solstice 9 AM 11 AM 1 PM 3 PM 5 PM

16 Caitlin Behm l Structural Option Slide 16 Presentation Winter Solstice 9 AM 11 AM 1 PM 3 PM 5 PM

17 Caitlin Behm l Structural Option Slide 17 Presentation Lutron.com Lutron.com Sheer Lutron.com Dim-Out Lutron.com Blackout Lutron.com

18 Caitlin Behm l Structural Option Slide 18 Presentation Summary Concrete moment frames not feasible for 157 mph Wight & MacGregor 2008 Lutron.com Shear studs or edge beams required for moment transfer Edge beams required to mitigate excessive deflection Louvers not adequate for winter solstice Instead, use interior sun shades, also meeting EHPA criteria

19 Caitlin Behm l Structural Option Slide 19 Presentation Acknowledgements Comments - or - Questions? Nemours Foundation Simpson Gumpertz & Heger -Cynthia Staats -Michael Bolduc The Pennsylvania State University Architectural Engineering Department -Advisor: Dr. Thomas Boothby Family and friends

20 Appendix ETABS Ordinary concrete shear wall: R=5 Ordinary concrete moment frame: R=3 Material f c Ig Column Slab (72 wide) ***pinned base *** shell element SAP Material f c I Column Slab (72 wide) 5 Ie=0.25 Ig=0.25 ***pinned base Deflection SAP (in) ETABS (in) Story Story Story Story Story Story Code Limit 2.93 *** shell element Caitlin Behm l Structural Option Slide 20