newbuilds tall wood building design project – seismic & gravity load analysis and design
DESCRIPTION
NEWBuildS Tall Wood Building Design Project – Seismic & Gravity Load Analysis and Design. Zhiyong Chen University of New Brunswick. www.NEWBuildSCanada.ca. 1. Introduction. 1.1 Customer Demands & Challenges on Structures. Taller Buildings Structural systems: Ductile - PowerPoint PPT PresentationTRANSCRIPT
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NEWBuildS Tall Wood Building Design Project – Seismic & Gravity
Load Analysis and Design
Zhiyong ChenUniversity of New Brunswick
www.NEWBuildSCanada.ca
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1. Introduction
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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 !!!
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[Yes]
1.2 Flow Diagram
Checking on Structural & Fire Issues using FEA
Suitable Structural Assembles & Connections
Structural SystemMaterial,
Structural Assembles& Connections
Site & Loads(Dead, Live, Wind, Snow and Seismic)
Structural Sketch& Report
[No]
1~3 Iteration
s
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2. Structural Design
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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
+
-
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2.1 Concept Design
Stiffness, Strength & Ductility
CoreShear Wall
Steel Beam
Vertical Joints(Dowel Type)
Shear Connector
Hold-Down
(1)
(2)
(3)
(3)
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2.2 Lateral Load Resisting System
Shear Connector
LLRS
The typical storey
HSK System(Wood-Steel-Composite)
Hold-Down
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2.3 Gravity Load Resisting System
GLRS
The typical storey
Beams are divided by column / wall
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2.3 Gravity Load Resisting System
GLRS
The typical storeyFloor
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2.3 Gravity Load Resisting System
GLRS
The typical storeyRoof
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2.4 Design Assemblies and Connections
Material Type CompanyRoof CLT panel SLT9 STRUCTURALAM
FloorGlulam-concrete composite deck
HBV-Vario Floor
(125mm Concrete + 175x532mm GL beam @ 800mm)
TICOMTEC
GL Beam Glulam D.L.F. 24f-E (215x532mm)Steel Beam Steel G50 (S5x10)
GL Column GlulamD.L.F. 24f-E (730x418=2-365x418,
365x418mm)Core & Wall LSL 2.1E LSL (3-19x2.44x0.089m ) TIMBERSTRANDHold-Down Steel and Glue HSK system TICOMTEC
Shear Connector
Steel and Glue HSK system TICOMTEC
Vertical Joint
Steel Dowel type connector
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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
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3. Structural Analysis
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3.1 Massive-Timber-Panel Moment Frame Steel Beam
Vertical Joints
Shear Connector
Hold-Down
(1)
(2)
(3)
(3)
MTPMF
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3.1.1 Influence of Hold-Down
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3.1.1 Influence of Hold-Down
Deformation Hysteresis loops
The ductility of the hold-down affects the system ductility.
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3.1.2 Influence of Steel Beam
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3.1.2 Influence of Steel Beam
Deformation Load-deformation curve
Steel beam increases the system stiffness and ductility.
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3.1.3 Influence of Vertical Connections
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3.1.3 Influence of Vertical Joint
Vertical joint affects the performance of the system. Deformation Load-deformation curve
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(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.
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(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.
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(3) Ductility of Vertical Joint - Static
The first yield point increases with increasing ductility ratio of the connection.
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(4) Ductility of Vertical Joint - Cyclic
The system ductility and energy dissipation ability are improved by the ductile connections.
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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
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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
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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
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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
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3.3 Frequency Analysis
Sub-Space Method
In Y (N-S) direction In Z (rotation) direction In X (E-W) direction
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3.3 Frequency Analysis
Influence of joint stiffness
T1 T2 T3
Rigid 1.04 (Torsional) 0.88 (N-S) 0.64 (E-W)Semi-Rigid 1.66 (N-S) 1.46 (Torsional) 0.94 (E-W)NBCC Shear 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.
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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=37.3+30.6=67.3m)
(L=60.5m)
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3.4 Gravity Loading Analysis
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3.4 Gravity Loading Analysis
In X (E-W) direction In Y (N-S) direction
The differential shortening is not significant.
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Risk method
3.5 Pushover Analysis
In X (E-W) direction In Y (N-S) direction
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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, Sa, of the Vancouver design spectrum.
3.6 Seismic Analysis
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3.6 Seismic Analysis
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Thank you!
Yingxian Wood Pagoda (67.31m)
Tall Wood Building (66m)