robert jonkman, p.eng. adam robertson, p.eng
TRANSCRIPT
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.
Canadian Wood Council | cwc.ca November 12 2013 Toronto WSF
R. Jonkman, P.Eng, A. Robertson, P.Eng 2
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
Canadian Wood Council | cwc.ca November 12 2013 Toronto WSF
R. Jonkman, P.Eng, A. Robertson, P.Eng 3
Robert Jonkman, P.Eng. Adam Robertson, P.Eng.
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)
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SHEARWALLS
CONNECTIONS
SIZERGravity Design
Lateral Design (Wind and Seismic)
Fasteners
Concept mode
Beam modeColumn mode
DATABASE EDITORAdd proprietary products
Plan view showing hip roof system
SIZER Concept mode
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Elevation view
SIZER Concept mode
SIZER Concept mode to Beam or Column mode
Transfer any component’s information to Beam or Column mode
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Transferred Length and Slope to Beam mode
SIZER Beam mode
Transferred HIP load info to Beam mode
SIZER Beam mode
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Concept ModeDemo - Adam
File: Concept_example.wwa
SIZER Concept mode
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SHEARWALLS
CONNECTIONS
SIZERGravity Design
Lateral Design (Wind and Seismic)
Fasteners
Concept mode
Beam modeColumn mode
DATABASE EDITORAdd proprietary products
Sloped members
Oblique angled members
Steel beams
SIZER
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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
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Diagrams for each member:
Reaction Shear Bending moment Deflection
If the material is not here, you can add it using the database editor.
SIZER
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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
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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
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Notches (tension zone) and Part 4
Deflection criteria
Lateral support
SIZER
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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
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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
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Steel beams
SIZER-Beam
2009 CSA-S16-09
Beam ModeDemo
File: b1
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SHEARWALLS
CONNECTIONS
SIZERGravity Design
Lateral Design (Wind and Seismic)
Fasteners
Concept mode
Beam modeColumn mode
DATABASE EDITORAdd proprietary products
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‘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
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Tension (‐) and compression axial forces
Column ModeDemo
File:
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SHEARWALLS
CONNECTIONS
SIZERGravity Design
Lateral Design (Wind and Seismic)
Fasteners
Concept mode
Beam modeColumn mode
DATABASE EDITORAdd proprietary products
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DATABASE EDITORAdd proprietary products
Standard database includes all NDS values in the US version and all CSA O86 values in Cdn version
DATABASE EDITORAdd proprietary products
Custom database can be added to as needed
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DATABASE EDITOR
Proprietary databases for use in generic Sizer:Ask your SCL manufacturer…
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http://www.taigaewp.com/Software/Woodwork_databases.htm
http://www.taigaewp.com/Software/Woodwork_databases.htm
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Custom versions of Sizer:
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Beam ModeDemo – Custom version
File:
SIZER Proprietary Versions
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Links to Sizer:
Links to Sizer:
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SHEARWALLS
CONNECTIONS
SIZERGravity Design
Lateral Design (Wind and Seismic)
Fasteners
Concept mode
Beam modeColumn mode
DATABASE EDITORAdd proprietary products
Latest version:Design Office 8 SR-4(September 13, 2013 - 8.4)
CONNECTIONS
Beam to Beam
Beam to column
Column to base
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CONNECTIONS
Wood to steel
Wood to wood
Wood to concrete
• Fully dimensioned CAD-like drawings• Some connections export as .dxf
CONNECTIONS
Beam to beam
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Some connections export as .dxf
Beam to beam
Bolt output showing failure modes – brittle in this configuration
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Ductile failuregoverns after changing configuration
ConnectionsDemo – Bolts
File:
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SHEARWALLS
CONNECTIONS
SIZERGravity Design
Lateral Design (Wind and Seismic)
Fasteners
Concept mode
Beam modeColumn mode
DATABASE EDITORAdd proprietary products
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.
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Checks if hold-downs can be omitted
SHEARWALLS
Hold‐down Anchorage only
SHEARWALLSLateral Design (Wind and Seismic)
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
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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
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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
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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
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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
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SHEARWALLS
CONNECTIONS
SIZERGravity Design
Lateral Design (Wind and Seismic)
Fasteners
Concept mode
Beam modeColumn mode
DATABASE EDITORAdd proprietary products
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.
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Setting up the structure(Settings, creating blocks,
creating walls, site information)
Wind load design procedure selection(I-15 or I-7/8)
SHEARWALLSLateral Design (Wind and Seismic)
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Low rise I-7(Lateral - MWFRS)
SHEARWALLSLateral Design (Wind and Seismic)
Low rise I-8 components and cladding for…• sheathing • fastener withdrawal
SHEARWALLSLateral Design (Wind and Seismic)
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Internal pressure combined with external C&C used for sheathing and fastener withdrawal capacity
SHEARWALLSLateral Design (Wind and Seismic)
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)
SHEARWALLSLateral Design (Wind and Seismic)
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Hills and Escarpments inputSHEARWALLSLateral Design (Wind and Seismic)
Rough or Open Terrain optionSHEARWALLS
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• 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
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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
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123
SHEARWALLS
Seismic and Wind design data
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Seismic hazard values
http://earthquakescanada.nrcan.gc.ca/hazard/interpolator/index_e.php
Sa(T): Ottawa
Manual load input
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Manual Load Input
Wall Design:
Enter as much as possible in order to reduce wall types
SHEARWALLS
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Demo 1a: Modelling structures
Demo learning points
• Block creating strategy
• Wall input strategy
• R=2 vs R=3
• Building location
• Wind (I7 vs I15) analysis
• Adding manual loads
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Understanding the results
Plan view – wind, flexible
6331 lbs force (factored) distributed to this shearline based on flexible distribution for wind loads
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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”)
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Design Group 2 Shearwallconstruction
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Shearwall construction:
‘Log’ file…
SHEARWALLS
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‘Log’ file…
‘Log’ file…
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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
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Demo learning points
• Basic output files
• Drag struts
• Checking for failed walls
Irregularities
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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
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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
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Hold-downs are optional.
Using Anchorages
Hold-downs and Anchorages
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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
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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…
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Learn how to calculate Jhdand compare with software…
Page 456 of Wood Design Manual 2010)
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Demo 2:
Removing hold downs (Jhd)
Irregularities
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Deflection
∆2vH3EAL
vHB
0.0025H eHLd
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Deflection output
∆2vH3EAL
vHB
0.0025H eHLd
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Demo 3: DeflectionDeflection tables
Displacement tables
Drift tables
Hold down design tables
Hold down database
da
Distributing loads to shearlines
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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:
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Rigid and Flexible distribution
Rigid distribution options:
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Capacity distribution
Loads to each segment proportional to capacity, Deflections not necessarily equal
Stiffness (Deflection) distribution
Equal deflections
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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
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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
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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)
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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
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This concludes the:
American Institute of Architects
Ontario Association of ArchitectsEngineering Institute of Canada
Continuing Education Systems Program
Questions/ Comments?
Robert Jonkman, P.Eng. Adam Robertson, P.Eng.