Checker Building Structural

Analysis and Design

Zhiyong Chen1, Minghao Li2, Ying H. Chui1, Marjan Popovski3, Eric Karsh4, and Mahmoud Rezai4

1 Univ. of New Brunswick, 2 Univ. Canterbury, 3 FPInnovations, and 4 Equilibrium Consulting Inc.

www.NEWBuildSCanada.ca

http://www.newbuildscanada.ca/

65.880

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67.310

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67.31m

Yingxian Wood Pagoda

Wood as a structural material can date back to more than

7000 years.

Stadthaus

1. Background

? f/,

materials &

technology

32.25m

Horyu-ji Temple

>3

0m

2

20-Storey Mass Timber Building CHECKER

3

Design data

North Vancouver: high earthquake, wind

and rain

20 storeys: 19 standard storeys + 1 podium

Total height: about 60m with 3m per storey

Plan dimensions: 27m x 27m with 9m grid

Wood Materials: structural composite lumber

(SCL), cross laminated timber (CLT), and

glued laminated timber (Glulam)

Connection: Wood-Steel-composite (HSK)

system, Wood-Concrete-composite (HBV)

system, and dowel-type connection

20-storey timber building

2. Structural Challenges & Solutions

No. 1 high wind and seismic load

develop a shearwall + core system of high stiffness, strength, and ductility

4

Simplified

Lateral load resisting system Schematic diagram of the LLRS

2. Structural Challenges & Solutions

No. 1 high lateral wind and seismic load

establish a high performance connection system

5 Dowel type connection with self-

tapping screws for panel-to-panel

HSK system for use as hold-down and shear connections for

panel-to-panel and to the concrete podium

2. Structural Challenges & Solutions

No. 2 large vertical deformation & complicated horizontal

connections

balloon framing construction technique

6 Gravity load resisting system

2. Structural Challenges & Solutions

No. 3 long span floor & roof

wood-concrete composite system

7

Glulam-concrete composite floor

2. Structural Challenges & Solutions

No. 4 No design principles

8

Size Structural Assemblies

& Connections

Design

Criteria

Code

Provisions

Final Design

Mechanical

Theory

Numerical

Simulation

[No]

[Yes]

Step 2 Wind induced-response:

(1) Static wind & (2) Dynamic wind

Size structural

assemblies &

connections based on

1.6W

3. Structural Design

[Yes]

[No]

[Yes]

[Yes]

[Yes]

[No]

[No]

[No]

9

Step 1 Linear seismic response:

(1) Modal analysis & ESFP & (2)

RSA

Step 3 Non-linear static

behaviour:

Pushover analysis

Step 4 Seismic response:

Non-linear time history analysis

Final design

Design Results

Lateral load resisting system

Grade 50 Steel

beam S5 10

Grade 2.1E TimberStrand LSL

(19m 2.44m 89mm, 3 layers)

The typical storey

Design Results

Dowel-type connection (19mm) of LSL

with k=25.5kN/mm & Pmax=32.5kN

HSK system, Pmax=0.8kN,

Kparallel=7.4kN/mm &

Kperpendicular=2.5kN/mm for each hole Lateral load resisting system

The typical storey

Design Results

DLF 24f-E Glulam beam

(315532mm)

DLF 16c-E Glulam column

(365418mm & 730418mm)

Gravity load resisting system

The typical storey

Design Results

Floor

HBV Vario

system,

125mm

concrete + 175

532 mm Glulam beam @

0.8m Gravity load resisting system

The typical storey

Design Results

Roof

SLT9 (309mm)

and SLT3 (99mm)

CrossLamTM

with single-span

Floor

Gravity load resisting system

The typical storey

4. Numerical Simulating Solutions

15

Strong assembly - weak connection

Macro-element model for connections

Deformation

Force

Deformation

Force

Macro-element connectors

(a) Vertical & shear connectors

(b) Hold-down connector

FEM of CHECKER

Macro-element model for

connector

A

B

5.1 Gravity loading differential shortening

5. Modeling Structural Performance

(a) In X (E-W) direction (b) In Y (N-S) direction

The differential shortening is not significant. 16

5.2 Vibration of Composite Floor

Vibration has a great influence on diaphragm design

17

f1d1kN

0.44=

6.0

0.0640.44= 20.1>18.9

(a) FEM of composite floor

(b) The 1st mode shape (c) Deformation shape under a

concentrated load of 1kN

f1d1kN

0.44>18.9

Static Procedure: fn > 1.00 Hz

Dynamic Procedure: 0.25 fn 1.00 Hz

Experimental procedure: fn < 0.25 Hz

fn = 0.53 Hz, therefore dynamic procedure is required.

1

2

1

1

2

ni

i

i nn

ni

n i

i n

xF

xf

xx M

x

18

5.3 Wind-Induced Response

5.3 Wind-Induced Response

FEA was performed to calculate the lateral deformation of the

tall wood building under wind load.

iP

19

5.3 Wind-Induced Response

0 10 20 30 400

5

10

15

20

Nu

mb

er o

f S

tore

y

Lateral Drift, mm

Static

Dynamic

0.0 0.5 1.0 1.5 2.0 2.50

5

10

15

20

Nu

mb

er o

f S

tore

yInter-Storey Drift, mm

Static

Dynamic

(a) Storey drifts (b) Inter-storey drifts

Under static wind load: the roof drift is 31.2 mm (hn/1800) and the inter-

storey drift of each storey is less than hi/500 (=6mm).

Under pseudo-static wind load: the roof drift is 33.7 mm (hn/1700) and the

inter-storey drift of each storey is less than hi/500 (=6mm). 20

5.3 Wind-Induced Response

The across- and along-wind accelerations, aW and aD (m/s2),

were estimated by

Substituting the values of the parameters into equations, aW

and aD are 0.9% and 1.1% of g, which are both less than the

acceleration limits of 1.5%g for residential occupancy.

2 rW nW p

B W

aa f g wd

g

2 24 SD nD peH D g

K Fa f g

C C

21

5.4 Seismic Response

(1) Fundamental Natural Period, Ta

the period of the FEM of the building was 1.97 s. It is almost twice that

estimated by NBCC equation.

(2) Seismic Force Modification Factor, Rd

CLT Handbook: Ro=1.5 and Rd=2.0 for CLT panel system

The tall wood report: a higher Rd value (3.5) could be used

Pushover analysis: Rd= 2.03

Therefore RoRd = 3.0 (1.5 2.0) was used.

(3) Design lateral earthquake force, V, (Equivalent Static Force Procedure)

the specified design base shear is about 4893kN.

3 4

0.05 1.04a nT h s

22

a V E d oV S T M I W R R

0 5 10 15 20 25 300

5

10

15

20

Nu

mb

er o

f S

tore

y

Inter-Storey Drift, mm

xi

xiR

dR

o/I

E

5.4 Seismic Response

Response Spectrum Analysis

(a) Storey drifts (b) Inter-storey drifts

The roof drift is 431 mm, and the inter-storey drift is less than 2.5%hs (=75mm).

23

0 100 200 300 400 5000

5

10

15

20

Nu

mb

er o

f S

tore

y

Lateral Drift, mm

Xi

XiR

dR

o/I

E

5.4 Seismic Response

Pushover Analysis

The stiffness, yield strength and deformation, maximum strength and deformation,

and failure / collapse deformation, of the building under lateral load.

iP

24

0 200 400 600 800 10000

2000

4000

6000

8000

10000

K = 23.7 kN/mm

Py = 7430 kN

Pmax

= 8140 kN

= 2.55

Rd = 2.03

FEA result

EEEP

Bas

e S

hea

r, k

N

Lateral Drift at Top, mm

4893kN

5.4 Seismic Response

Pushover Analysis

(a) Yield of vertical

joints of shear wall (b) Yield of vertical

joints of core

(c) Yield of connections

between core panels (d) Yield of shear

connectors

25

5.4 Seismic Response

Non-linear Time History Analysis

Seismic response of the high-rise wood building is crucial in the ultimate

limit state.

Ten (10) Far-Field earthquake records were scaled at the corresponding

fundamental period of the building model to match the spectral acceleration,

Sa, of the Vancouver design spectrum.

0.01 0.1 1 101E-3

0.01

0.1

1

10

Sp

ectr

al A

ccel

erat

ion

, S

a(g

)

Period, T(s)

Target Spectrum

Results Geom. Mean

26

5.4 Seismic Response

Non-linear Time History Analysis

0 2 4 6 8 104000

5000

6000

7000

8000

9000

Bas

e S

hea

r, k

N

No. of Earthquake Records

Non-linear

Pmax

Py of EEEP

Design Value

0 2 4 6 8 100.0

0.5

1.0

1.5

2.0

2.5

3.0

Inte

r-S

tore

y D

rift

Rat

io, %

No. of Earthquake Records

Non-linear

Design Criterion

(a) Base shear (b) Inter-storey drift ratio

- All the base shears are less than the yield load of EEEP and the maximum

capacity derived by Pushover Analysis

- All inter-storey drift ratios are less than the design requirement of 2.5%. 27

6. Conclusions

28

Gravity loading analysis

the compressive deformation is small

Pushover analysis

the static load-carrying capacity and ductility

is sufficient

Wind-induced response analysis

the deformation, through & across-wind

accelerations are less than the limits

Non-linear time history seismic analysis

the inter-storey drift ratios are less than limit

20-storey timber buildings with the advanced

products and connections are possible.

20-storey timber building

The End.

Thanks for your attentions!

29