Robert Jonkman, P.Eng. Adam Robertson, P.Eng

Canadian Wood Council | cwc.ca November 12 2013 Toronto WSF

R. Jonkman, P.Eng, A. Robertson, P.Eng 1

Robert Jonkman, P.Eng. Adam Robertson, P.Eng.

November 12, 2013 Toronto Wood Solutions Fair

Copyright MaterialsThis presentation is protected by US and International Copyright

laws. Reproduction, distribution, display and use of the presentation without written permission of the speaker is

prohibited.



Program Education Credit InformationThe Canadian Wood Council is a Registered Provider with the American Institute of Architects. This course meets Continuing Education System requirements for one Learning Unit. Credit earned on completion of this program will be reported to CES Records for AIA members who provided their member number during the online registration. This course also qualifies as Structured Learning with OAA. Certificates of Completion for OAA members, and anyone else who indicated they wanted a certificate, will be emailed after the event to those who requested them during the registration process. We will also report participation to the Engineering Institute of Canada on behalf of any engineers who requested their participation be recorded.

This program is registered with the AIA/CES for continuing professional education. As such, it does not include content that may be deemed or construed to be an approval or endorsement by the AIA of any material of construction or any method or manner of handling, using, distributing, or dealing in any material or product. The same is true for the OAA and EIC. Questions related to specific materials, methods, and services will be addressed at the conclusion of this presentation.

• PART 1: An Overview and Demonstration of WoodWorks Design Office Software 8:30 – 9:30

• PART 2: Analysis and Design for Wind and Seismic Loads Using Shearwalls 10:00 – 11:00




November 12, 2013 Toronto Wood Solutions Fair

SHEARWALLS

CONNECTIONS

SIZERGravity Design

Lateral Design (Wind and Seismic)

Fasteners

Concept mode

Beam modeColumn mode

DATABASE EDITORAdd proprietary products

Electronic copy of CSA O86 included with purchase of Design Office suite ($180 value)

Latest version:Design Office 8 SR-4(September 13, 2013 - 8.4)



SHEARWALLS

CONNECTIONS

SIZERGravity Design


Fasteners

Concept mode



Plan view showing hip roof system

SIZER Concept mode



Elevation view

SIZER Concept mode

SIZER Concept mode to Beam or Column mode

Transfer any component’s information to Beam or Column mode



Transferred Length and Slope to Beam mode

SIZER Beam mode

Transferred HIP load info to Beam mode

SIZER Beam mode



Concept ModeDemo - Adam

File: Concept_example.wwa

SIZER Concept mode



SHEARWALLS

CONNECTIONS

SIZERGravity Design


Fasteners

Concept mode



Sloped members

Oblique angled members

Steel beams

SIZER



Loads:DeadLive

SnowWind

Storage equipmentControlled fluids

EarthquakeSoil

Load Distribution:Line

Partial LineArea

Partial AreaTriangular

TrapezoidalPoint

Applied momentRepeating point

Moving concentrated

SIZER

Analysis results intuitively summarized

SIZER



Diagrams for each member:

Reaction Shear Bending moment Deflection

If the material is not here, you can add it using the database editor.

SIZER



wet/dry & treatment

notches

SIZER

NBCC 9.23.5.2. Notching of Framing Members(1) …members are permitted to be notched provided the notch islocated on the top of the member within half the joist depth from theedge of bearing and is not deeper than one‐third the joist depth…

Notches and Part 9



Notches (compression zone) and Part 4

5.5.5 Shear resistance5.5.5.1 General

An = net area of cross-section, mm2 (Clause 4.3.8)

4.3.8.2 LimitationThe net section shall not be less than 75% of the gross section

Notches (tension zone) and Part 4



Notches (tension zone) and Part 4

Deflection criteria

Lateral support

SIZER



SIZER

Bearing design at supports

Load type:Dead LiveSnow WindEarthquake Soil

Storage equipmentControlled fluids

Distribution:Line Partial Line Area Partial AreaTriangular TrapezoidalPoint Repeating pointApplied momentMoving concentrated



Holes9.23.5.1. Holes Drilled in Framing Members

(1) Holes drilled in roof, floor or ceiling framing members shall be not larger than one-quarter the depth of the member and shall be located not less than 50 mm from the edges, unless the depth of the member is increased by the size of the hole.

Shear and moment at user-defined locations

Points of InterestSIZER-Beam



Steel beams

SIZER-Beam

2009 CSA-S16-09

Beam ModeDemo

File: b1



SHEARWALLS

CONNECTIONS

SIZERGravity Design


Fasteners

Concept mode





‘Fixed’, ‘Pinned’, or ‘Free’ end conditions

Lateral support: Full, unbraced, or spec’d spacing

Load face can be the width or depth of columns or studs

Tension (‐) and compression axial forces

Eccentric axial loads



Tension (‐) and compression axial forces

Column ModeDemo

File:



SHEARWALLS

CONNECTIONS

SIZERGravity Design


Fasteners

Concept mode






Standard database includes all NDS values in the US version and all CSA O86 values in Cdn version


Custom database can be added to as needed



DATABASE EDITOR

Proprietary databases for use in generic Sizer:Ask your SCL manufacturer…



http://www.taigaewp.com/Software/Woodwork_databases.htm

http://www.taigaewp.com/Software/Woodwork_databases.htm



Custom versions of Sizer:



Beam ModeDemo – Custom version

File:

SIZER Proprietary Versions



Links to Sizer:

Links to Sizer:



SHEARWALLS

CONNECTIONS

SIZERGravity Design


Fasteners

Concept mode



Latest version:Design Office 8 SR-4(September 13, 2013 - 8.4)

CONNECTIONS

Beam to Beam

Beam to column

Column to base



CONNECTIONS

Wood to steel

Wood to wood

Wood to concrete

• Fully dimensioned CAD-like drawings• Some connections export as .dxf

CONNECTIONS

Beam to beam



Some connections export as .dxf

Beam to beam

Bolt output showing failure modes – brittle in this configuration



Ductile failuregoverns after changing configuration

ConnectionsDemo – Bolts

File:



SHEARWALLS

CONNECTIONS

SIZERGravity Design


Fasteners

Concept mode



Wind and seismic load generation at the click of a button. Enter City, or building code climatic info.

SHEARWALLSLateral Design (Wind and Seismic)

Forces are distributed using both rigid (stiffness) and flexible (tributary area) diaphragm assumptions.

Additional loads, forces, and masses can be added manually.



Checks if hold-downs can be omitted

SHEARWALLS

Hold‐down Anchorage only


Shear wall force

Shear wall force at top per unit length

Drag strut forces due to openings

Shear wall force at base of segments

Hold down forces

Designs for wind suction and lateral shear



Failing walls are highlighted red in plan view…

And labelled in elevation view

CAD Import Drawings as a template makes modeling quicker (.wmf, .emf)

SHEARWALLS

0,0 20 ft



Scales up or down to entered distance of 20 ft

20 ft

.pdf and bmp coming next version

ShearwallsDemo – 3 minute design of 2 storey house + 1 storeygarage using file import.

File:example.wmf



Demo learning points

• File import

• Add interior shearwalls

• Add openings

• Break shearlines and shift walls

• Lateral wind and seismic, C&C wind load automatic generation

• Basic design output and log files

END of PART 1: Overview and Demonstration of WoodWorks

PART 2: Analysis and Design for Wind and Seismic Loads Using Shearwalls10:00 – 11:00



Part 2:

• Efficiently modeling a building

• Wind and seismic load generation methods

• Manually added loads

• Understanding the software analysis and design results

• Building shape irregularity detection for seismic analysis

• Shearwall deflection

• Rigid diaphragm vs flexible diaphragm distribution

• Rigid diaphragm distribution: capacity vs stiffness methods

Part 2:

• Efficiently modeling a building

• Wind and seismic load generation methods

• Manually added loads

• Understanding the software analysis and design results

• Building shape irregularity detection for seismic analysis

• Shearwall deflection

• Rigid diaphragm vs flexible diaphragm distribution

• Rigid diaphragm distribution: capacity vs stiffness methods



SHEARWALLS

CONNECTIONS

SIZERGravity Design


Fasteners

Concept mode



Wind and seismic load generation at the click of a button. Enter City, or building code climatic info.


Forces are distributed using both rigid (stiffness) and flexible (tributary area) diaphragm assumptions.

Additional loads, forces, and masses can be added manually.



Setting up the structure(Settings, creating blocks,

creating walls, site information)

Wind load design procedure selection(I-15 or I-7/8)




Low rise I-7(Lateral - MWFRS)


Low rise I-8 components and cladding for…• sheathing • fastener withdrawal




Internal pressure combined with external C&C used for sheathing and fastener withdrawal capacity


Category 1: Cpi = –0.15 to 0.0Without any large or significant openings…

Category 2: Cpi = –0.45 to 0.3Openings can be relied on to be closed during storms…

Category 3: Cpi = –0.7 to 0.7sheds with one or more open sides, industrial buildings with shipping doors…

All-heights I-15(MWFRS and C&C)




Hills and Escarpments inputSHEARWALLSLateral Design (Wind and Seismic)

Rough or Open Terrain optionSHEARWALLS



• Importance category

• q1/50 vel. pressure by location or manually input

• Internal pressure added to C&C for sheathing / nails

• Terrain and Hill shape

119

WindSHEARWALLS

F = m* aV = W* S(Ta) *factors

Newton’s Second LawV = W x S(Ta) x Mv x IE / (RdRo)

Seismic

S(Ta) = Acceleration as a function of TaTa = Fundamental period of buildingW = Weight of buildingMv = Higher mode effect factorIE = Importance factorRd = Ductility‐related force modification factorRo = Overstrength‐related force modification factor



Seismic

Equivalent Static Force Procedure, allowed if:

– Seismic IEFaSa(0.2)<0.35, any structure

– Any seismic IEFaSa(0.2), Regular shape, H<60 m, Ta<2 s

– Any seismic IEFaSa(0.2), Irregular shape*, H<20 m, Ta<0.5 s

*except torsional sensitivity where Dynamic analysis required; software automatically detects and notifies

Typical wood structures: T<0.50 seconds, H<20m (65ft)

Code Period calculated based on building height 0.05 (hn)3/4

with user override

Ductility Rd & Overstrength Ro

auto determinedDefault: wood sheathed, no GWB

Site class (soil) (geotech report)

Spectral accelerations automatic based on geographic location (climatic data)

122

SHEARWALLS

Seismic



123

SHEARWALLS

Seismic and Wind design data



Seismic hazard values

http://earthquakescanada.nrcan.gc.ca/hazard/interpolator/index_e.php

Sa(T): Ottawa

Manual load input



Manual Load Input

Wall Design:

Enter as much as possible in order to reduce wall types

SHEARWALLS



Demo 1a: Modelling structures


• Block creating strategy

• Wall input strategy

• R=2 vs R=3

• Building location

• Wind (I7 vs I15) analysis

• Adding manual loads



Understanding the results

Plan view – wind, flexible

6331 lbs force (factored) distributed to this shearline based on flexible distribution for wind loads



Components and cladding (C&C) wind pressures 6331 lbs force (factored) distributed

to this shearline based on flexible distribution for wind loads

3944 lbs = max hold down force factored

Elevation view

Dragstrut force

FHS shear force

Shear per unit length of diaphragm

287.8 plf = shear per unit length of FHS (base shear)

Drag struts: designWorst case in this wall 5302 lbs, and usually is resisted by the double top plates. Must be able to resist both compression and tension

Use Sizer to calculate the compression and tension capacity of single top plate. Top plate often strong enough ‐ 2x4:

Pr = 10000 lbs (based on 24” lateral support)Tr = 6000 lbs

Use Connections to calculate the amount of fasteners required at the tension splice(min overlap 48”)



Design Group 2 Shearwallconstruction



Shearwall construction:

‘Log’ file…

SHEARWALLS



‘Log’ file…

‘Log’ file…



Results in Word:

Wall Sheathing: Grade/ Fasteners Spacing

Grp Surf Material Ply Thk Or Bv Dia Len Pen

Edg Int Bk Jub #

1 Ext DF Plywood 3 7.5 Horz 4600 2.84 2 43 150 300 Y 1.0

1 Int GWB - 12.5 Horz 7005 - 1-1/2 26 200 300 Y 1.0 10

2 Both GWB - 12.5 Horz 7005 - 1-1/4 19 150 300 Y 1.0 10

3 Both GWB - 15.9 Horz 7005 - 2-1/4 41 150 300 Y 1.0 10

SHEATHING MATERIALS by WALL GROUP [mm]

Demo 1b: Output resultsBasic only




• Basic output files

• Drag struts

• Checking for failed walls

Irregularities



Irregularities 4.1.8.6

http://http‐server.carleton.ca/~gma/download/oceerc.pdf

Vertical (elevation)

Horizontal

(plan)

Example: Shear wall locations move, requiring large shear forces to be transferred across the diaphragm



Example: (a) offset: Shear wall location moves(b) lateral stiffness: shear wall has bigger/more openings in a floor below another

Irregularities 4.1.8.6



Hold-downs are optional.

Using Anchorages

Hold-downs and Anchorages



Choose if hold downs should be at ends of all segments or as required.

Hold‐down Anchorage only

Choosing hold-down configuration

SHEARWALLS

Spec hold-downs



Shearwall Segments Without Hold‐downs• Overturning tension force is resisted by the sheathing

Sheathing Tension Zone

• Nails resist overturning

Only remaining sheathing and nails can be used for shear resistance, reduced by Jhd

0.1212

S

S

S

S

hd

ijhd L

H

L

H

V

PJ

Learn how to calculate Jhdand compare with software…



Learn how to calculate Jhdand compare with software…

Page 456 of Wood Design Manual 2010)



Demo 2:

Removing hold downs (Jhd)

Irregularities



Deflection

∆2vH3EAL

vHB

0.0025H eHLd



Deflection output

∆2vH3EAL

vHB

0.0025H eHLd



Demo 3: DeflectionDeflection tables

Displacement tables

Drift tables

Hold down design tables

Hold down database

da

Distributing loads to shearlines



Perform analysis using both assumptions, take worst case

“the engineer should probably design for the larger of the two loads for the individual walls”

Source: SEAOC Vol 2 2006 IBC page 90

Recommendation from SEAOC:



Rigid and Flexible distribution

Rigid distribution options:



Capacity distribution

Loads to each segment proportional to capacity, Deflections not necessarily equal

Stiffness (Deflection) distribution

Equal deflections



Torsionalmoment:

Calculate eccentricity (e):

Difference between• center of loading (mass) • center of resistance (rigidity).

The bigger “e” is the more torsional moment.

12.19m

1.22m

Centre of loading

9.14m 9.14m

e

Centre of resistance

Demo 4 : Distribution• Flexible vs Rigid diaphragm assumption

• Rigid diaphragm: Capacity vs stiffness

• Torsion



Midrise

• Avoid irregularities (not allowed in upcoming NBC) • Stack shear resisting walls• Period, manually increase V in software by

increasing W if not using code period, software prevents period from being increased more than 2x

• GWB percentages (software does not allow GWB contribution for buildings >4 storeys)

Discussion – midrise



Disclaimer:

WoodWorks Shearwalls uses the four term deflection equation published in the CSA o86 standard to calculate the drift at each level. This drift calculation does not include the cumulative effect from bending and overturning that a lower storey may have on storeys above.

Period increased to double code period and V increased by 1.2 (as per BCBC, via increasing W)



Purchase online:

woodworks-software.com

Design Office: $895Sizer: $295

Discounts for multi-seat purchasesDiscounts for upgrades

Free for educators and building officials

For further training:

1. Read User Guide (pdf), do tutorials

2. Do other tutorials on website

3. See ‘help’ menu for engineering questions and assumptions



This concludes the:

American Institute of Architects

Ontario Association of ArchitectsEngineering Institute of Canada

Continuing Education Systems Program

Questions/ Comments?


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Robert Jonkman, P.Eng. Adam Robertson, P.Eng