1. NEWBuildS Tall Wood Building Design Project – Structural Design and Analysis Zhiyong Chen & Minghao Li University of New Brunswick, University of British Columbia www.NEWBuildSCanada.ca

2. Location and Design Data  North Vancouver: “high earthquake, wind and rain”  Climatic Design Data (Per BCBC 2012) Ground Snow Load: Ss=3 KPa, Sr=0.3 KPa Plus snow built up where applicable Hourly Wind Pressure: 0.35kPa (1/10) and 0.45kPa (1/50)

3. Structural Plan

4.  Lateral load resisting system: SCL core + CLT moment frame (“Strong column-weak beam” balloon-frame)  Gravity resisting system: CLT roof / floors  SCL core + CLT moment frame + post-beam frame  Seismic force modification factors: R d = 2.0 and R 0 = 1.5  Connection: HBV wood concrete or HSK hold downs Structural Scheme

5. Wind Induced Response  Structural integrity (building structure check and component & cladding check) under ultimate wind loads (1/50, ULS)  Serviceability under service wind loads (1/10) with serviceability criteria (inter- story drift limit = 1/500, SLS)  Building motions and occupant comfort (cross-wind acceleration a w and along-wind acceleration a D )

6. 6 Wind Design Parameters  Pressure Coefficient C p =0.8 for windward walls C p =0.5 for leeward walls  Internal Pressure Coefficient C pi =-0.45~0.3 Category 2  Exposure B (rough exposure, urban and suburban areas) C e =0.5(h/12.7) 0.5  C g Gust effect factor calculated by Dynamic procedure

7. Wind Induced Response  Estimated fundamental frequency 0.25Hz < f n < 1Hz; therefore, Dynamic Procedure is required to calculate gust effect factor.  P=I w qC e C g C p and P i =I w qC e C gi C pi Calculations of C e, C g, C p and C pi follow “NBCC Structural Commentary I Wind Load and Effects”.  Sufficient lateral stiffness is needed to satisfy the drift limit criteria.

8. 8  Beam188 elements (glulam, steel beams and columns);  Shell181 elements (floor diaphragms and shear walls);  Pinned connections;  Combin39 nonlinear springs (for hold-downs, shear connections panel-panel contacts, under development…) Numerical Models

9. 9

10. 10 Fig. I-16 Full and partial wind loads for building structure (NBCC 2010 Structural Commentary)

11. 11 Levelq (kPa) Cp (windward) Cp (leeward) Ce(static method)Cg(static)fi (kN) 20.450.8-0.50.64286 30.450.8-0.50.70294 40.450.8-0.50.752101 50.450.8-0.50.792106 60.450.8-0.50.832111 70.450.8-0.50.862116 80.450.8-0.50.892120 90.450.8-0.50.922124 100.450.8-0.50.952128 110.450.8-0.50.972131 120.450.8-0.51.002134 130.450.8-0.51.022137 140.450.8-0.51.042140 150.450.8-0.51.062143 160.450.8-0.51.082145 170.450.8-0.51.102148 180.450.8-0.51.122150 190.450.8-0.51.132153 200.450.8-0.51.152155 Wind Load (ULS)

12. 12 Roof drift 89 mm (1/640) Max. Inter- story drift 4.8 mm (1/625) Building Deformations(ULS, Case A)

13. 13 Stresses in LSL Shear Walls (ULS)

14. 14 Bending Stresses in Steel Link Beams

15. 15 Bending Stresses in Glulam Beams & Columns

16. 16 Lowest Natural Frequency = 0.467 Hz for Dynamic Procedure Calculation of gust effect factor C g Calculation of a w and a D related to building vibrations under serviceability limit state

17. Thank you for your attention!