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

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)

Structural Plan

 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

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 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

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  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

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

11 Levelq (kPa) Cp (windward) Cp (leeward) Ce(static method)Cg(static)fi (kN) Wind Load (ULS)

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

13 Stresses in LSL Shear Walls (ULS)

14 Bending Stresses in Steel Link Beams

15 Bending Stresses in Glulam Beams & Columns

16 Lowest Natural Frequency = 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

Thank you for your attention!