NEWBuildS Tall Wood Building Design Project

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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
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Location and Design Data

• North Vancouver high earthquake, wind and rain
• Climatic Design Data (Per BCBC 2012)
• Ground Snow Load Ss3 KPa, Sr0.3 KPa Plus snow
  built up where applicable
• Hourly Wind Pressure 0.35kPa (1/10) and 0.45kPa
  (1/50)

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Structural Plan
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Structural Scheme

• 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 Rd 2.0 and
  R0 1.5
• Connection HBV wood concrete or HSK hold downs

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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 aw and along-wind
  acceleration aD)

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• Wind Design Parameters
• Pressure Coefficient
• Cp0.8 for windward walls
• Cp0.5 for leeward walls
• Internal Pressure Coefficient
• Cpi-0.450.3 Category 2
• Exposure B
• (rough exposure, urban and suburban areas)
• Ce0.5(h/12.7)0.5
• Cg Gust effect factor
• calculated by Dynamic procedure

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Wind Induced Response

• Estimated fundamental frequency 0.25Hz lt fn lt
  1Hz therefore, Dynamic Procedure is required to
  calculate gust effect factor.
• PIwqCeCgCp and PiIwqCeCgiCpi
• Calculations of Ce , Cg , Cp and Cpi follow NBCC
  Structural Commentary I Wind Load and Effects.
• Sufficient lateral stiffness is needed to satisfy
  the drift limit criteria.

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Numerical Models

• 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)

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Fig. I-16 Full and partial wind loads for
building structure (NBCC 2010 Structural
Commentary)
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Wind Load (ULS)
Level q (kPa) Cp (windward) Cp (leeward) Ce(static method) Cg(static) fi (kN)
2 0.45 0.8 -0.5 0.64 2 86
3 0.45 0.8 -0.5 0.70 2 94
4 0.45 0.8 -0.5 0.75 2 101
5 0.45 0.8 -0.5 0.79 2 106
6 0.45 0.8 -0.5 0.83 2 111
7 0.45 0.8 -0.5 0.86 2 116
8 0.45 0.8 -0.5 0.89 2 120
9 0.45 0.8 -0.5 0.92 2 124
10 0.45 0.8 -0.5 0.95 2 128
11 0.45 0.8 -0.5 0.97 2 131
12 0.45 0.8 -0.5 1.00 2 134
13 0.45 0.8 -0.5 1.02 2 137
14 0.45 0.8 -0.5 1.04 2 140
15 0.45 0.8 -0.5 1.06 2 143
16 0.45 0.8 -0.5 1.08 2 145
17 0.45 0.8 -0.5 1.10 2 148
18 0.45 0.8 -0.5 1.12 2 150
19 0.45 0.8 -0.5 1.13 2 153
20 0.45 0.8 -0.5 1.15 2 155
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Building Deformations(ULS, Case A)
Roof drift 89 mm (1/640) Max. Inter-story
drift 4.8 mm (1/625)
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Stresses in LSL Shear Walls (ULS)
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Bending Stresses in Steel Link Beams
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Bending Stresses in Glulam Beams Columns
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Lowest Natural Frequency 0.467 Hz for Dynamic
Procedure
 
Calculation of gust effect factor Cg Calculation
of aw and aD related to building vibrations
under serviceability limit state
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• Thank you for your attention!