NEWBuildS Tall Wood Building Design Project – Seismic & Gravity Load Analysis and Design Zhiyong Chen University of New Brunswick

1. Introduction

1.1 Customer Demands & Challenges on Structures  Taller Buildings  Structural systems: Ductile  Connection systems: High strength & Ductile  Larger Open Space  Floor systems: Long span & Vibration We are trying to address these issues !!!

[Yes] 1.2 Flow Diagram Checking on Structural & Fire Issues using FEA Suitable Structural Assembles & Connections Structural System Material, Structural Assembles & Connections Site & Loads (Dead, Live, Wind, Snow and Seismic) Structural Sketch & Report [No] 1~3 Iteration s

2. Structural Design

2.1 Concept Design  Structural System  Post-beam system  Shear wall system  Shear wall + core system  Shear Wall Construction  Platform framing: Easy to be built storey by storey  Balloon framing: Reduce the storey joints Possible storey number + -

2.1 Concept Design  Stiffness, Strength & Ductility Core Shear Wall Steel Beam Vertical Joints (Dowel Type) Shear Connector Hold-Down (1) (2) (3)

2.2 Lateral Load Resisting System Shear Connector LLRS The typical storey HSK System (Wood-Steel-Composite) Hold-Down

2.3 Gravity Load Resisting System GLRS The typical storey Beams are divided by column / wall

2.3 Gravity Load Resisting System GLRS The typical storey Floor

2.3 Gravity Load Resisting System GLRS The typical storey Roof

2.4 Design Assemblies and Connections MaterialTypeCompany RoofCLT panelSLT9STRUCTURALAM Floor Glulam-concrete composite deck HBV-Vario Floor (125mm Concrete + 175x532mm GL 800mm) TICOMTEC GL BeamGlulamD.L.F. 24f-E (215x532mm) Steel BeamSteelG50 (S5x10) GL ColumnGlulam D.L.F. 24f-E (730x418=2-365x418, 365x418mm) Core & WallLSL2.1E LSL (3-19x2.44x0.089m )TIMBERSTRAND Hold-DownSteel and GlueHSK systemTICOMTEC Shear Connector Steel and GlueHSK systemTICOMTEC Vertical Joint SteelDowel type connector

2.5 Sketch List  GENERAL G-01: PROJECT DECRIPTION AND SKETCH LIST  STRUCTURAL S-01: STRUCTURAL SYSTEM DESCRIPTION S-02: TYPICAL FRAMING PLAN S-03: TYPICAL BUILDING SECTIONS S-04: TYPICAL DETAILS S-05: TYPICAL DETAILS S-06: CONSTRUCTION SEQUENCE DIAGRAMS

3. Structural Analysis

3.1 Massive-Timber-Panel Moment Frame Steel Beam Vertical Joints Shear Connector Hold-Down (1) (2) (3) MTPMF

3.1.1 Influence of Hold-Down

DeformationHysteresis loops The ductility of the hold-down affects the system ductility.

3.1.2 Influence of Steel Beam

DeformationLoad-deformation curve Steel beam increases the system stiffness and ductility.

3.1.3 Influence of Vertical Connections

3.1.3 Influence of Vertical Joint Vertical joint affects the performance of the system. DeformationLoad-deformation curve

(1) Stiffness of Vertical Joint (2) For a denser fastening case, the system derives a higher stiffness in the rigid case. (1) The ratio system stiffness increases with increasing the stiffness of the vertical joint.

(2) Strength of Vertical Joint (2) The first turning point of the curves from the infinite-connections- strength to zero-connection-strength cases increases with increasing the connection strength. (1) The curves of the two extreme cases form the boundaries of the other intermediate strength cases.

(3) Ductility of Vertical Joint - Static The first yield point increases with increasing ductility ratio of the connection.

(4) Ductility of Vertical Joint - Cyclic The system ductility and energy dissipation ability are improved by the ductile connections.

3.2 FEA Model of Tall Wood Building  Geometrical Model and Elements  LSL core, shear wall & diaphragm Shell element – S4R  Steel & glulam beams, columns Beam element – B31  Material Models  Timber – Elastic  Steel – Ideal Elastic-Plastic Strain Stress Strain Stress

3.2 FEA Model of Tall Wood Building  Connection Models  Vertical joint & shear connector – Ideal Elastic-Plastic with ductility  Hold-down connection – Ideal Elastic-Plastic with ductility under tension & without movement under compression Deformation Force Deformation Force

3.2 FEA Model of Tall Wood Building  Connection Models  Steel beam & GL column – Rigid connections  GL beam to beam, column, wall & diaphragm – Hinge connections  Contact Models  Steel beam to Wall – Tie  Panel to panel – Frictionless (in tangential direction) – Hard contact (in tangential direction) Strain Stress

3.2 FEA Model of Tall Wood Building  Numerical Simulation Problem 3-Dimentional Non-linear  Problem Size Number of elements is 90,834 Number of nodes is 154,592 Total number of variables 585,762 (Degrees of freedom plus any Lagrange multiplier variables) It is a huge & complex computational task with convergent problems

3.3 Frequency Analysis  Sub-Space Method In Y (N-S) directionIn Z (rotation) direction In X (E-W) direction

3.3 Frequency Analysis  Influence of joint stiffness T1T1 T2T2 T3T3 Rigid1.04 (Torsional)0.88 (N-S)0.64 (E-W) Semi-Rigid1.66 (N-S)1.46 (Torsional)0.94 (E-W) NBCCShear wall: 1.04; Moment Frame: 1.90 The fundamental period of this building with semi-rigid joints in the East-West direction is close to that estimated by NBCC. Semi-rigid FEA should be used, else the periods of the building would be under-estimated.

3.3 Frequency Analysis 0.94S 1.66S 1.46S (1) Wind would control the structural design in the North- South direction, while seismic would control it in the East- West direction. (2) Some external walls at axis 1 & 7 should be considered to address the torsional issue and the stiffness in N-S direction. (L= =67.3m) (L=60.5m)

3.4 Gravity Loading Analysis

In X (E-W) direction In Y (N-S) direction The differential shortening is not significant.

 Risk method 3.5 Pushover Analysis In X (E-W) direction In Y (N-S) direction

 Seismic response of the high-rise wood building is crucial in the ultimate limit state.  Investigation method: Nonlinear time history analysis  22 “Far-Field” earthquake records will be scaled at the corresponding fundamental period of the building model to match the spectral acceleration, S a, of the Vancouver design spectrum. 3.6 Seismic Analysis

Thank you! Yingxian Wood Pagoda (67.31m) Tall Wood Building (66m)