10/9/2019
Copyright © 2019 American Wood Council1
THE FASTENERS AND
THE FURIOUS
(DES341)
Lori Koch, P.E.Manager, Educational OutreachAmerican Wood Council
Michelle Kam-Biron, P.E., S.E. S.E.C.BSenior Director, EducationAmerican Wood Council
T H E F A S T E N E R S A N D T H E F U R I O U S 2
Participants may download the presentation here: http://www.awc.org/education/resources
The American Wood Council is a Registered Provider with The American Institute of Architects Continuing Education Systems (AIA/CES), Provider # 50111237.
Credit(s) earned on completion of this course will be reported to AIA CES for AIA members. Certificates of Completion for both AIA members and non-AIA members are available upon request.
This course is registered with 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.
Questions related to specific materials, methods, and services will be addressed at the conclusion of this presentation.
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Copyright © 2019 American Wood Council2
T H E F A S T E N E R S A N D T H E F U R I O U S 3
COURSE DESCRIPTION
Due to the great success of DES340-Cornucopia of Classic Connection Conundrums presentation, this program includes discussion about wood-based connection design based on numerous help desk questions and feedback from design professionals. AWC has identified some commonly overlooked wood-based connection engineering requirements from the National Design Specification® (NDS®) for Wood Constructionand Special Design Provisions for Wind and Seismic (SDPWS) for discussion. Connection detailing requirements and design examples will also be provided.
T H E F A S T E N E R S A N D T H E F U R I O U S 4
LEARNING OBJECTIVESUpon completion, participants will be better able to identify:
Describe and analyze wood-based connection engineering issues.
Wood Connections
Acquire resources for complying with wood-based connection design.
Resources
Identify lateral connection details.
Detailing
Specify proper fasteners for shear walls, diaphragms, and other wood-based assemblies.
Proper fasteners
1 3
2 4
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Copyright © 2019 American Wood Council3
T H E F A S T E N E R S A N D T H E F U R I O U S 5
POLLING QUESTION
1. What is your profession?
a) Architect
b) Engineer
c) Code Official
d) Fire Service
e) Builder/Product Manufacturer/Other
T H E F A S T E N E R S A N D T H E F U R I O U S 6
• Fasteners – NDS and Beyond• Nails – 2018 NDS Changes• Detailing Considerations
OUTLINE
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Copyright © 2019 American Wood Council4
T H E F A S T E N E R S A N D T H E F U R I O U S 7
FASTENER VALUES
• Included in U.S. design literature
Evaluation Reports (ER) are developed
for proprietary products
Fastener Type Reference
Bolts NDS or ER
Lag Screws NDS or ER
Wood Screws NDS or ER
Nails & Spikes NDS or ER
Split Ring Connectors NDS
Shear Plate Connectors NDS
Drift Bolts & Drift Pins NDS
Metal Plate Connectors ER
Hangers & Framing Anchors
ER
Staples ER
T H E F A S T E N E R S A N D T H E F U R I O U S 8
NDS CHAPTER 12 TABULATED SHEAR VALUES
• Lag screws – assumed penetration = 8D
• For p between 4D and 8D, multiply tabulated values by p/8D
• Wood screws – assumed penetration = 10D
• For p between 6D and 10D, multiply tabulated values by p/10D
• Nails – assumed penetration = 10D
• For p between 6D and 10D, multiply tabulated values by p/10D
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T H E F A S T E N E R S A N D T H E F U R I O U S 9
NDS CHAPTER 12 TABULATED VALUES
T H E F A S T E N E R S A N D T H E F U R I O U S 1 0
DOWEL LENGTHS
• Fasteners in withdrawal – NDS 12.1 & 12.2
• Lag screws – does not include length of tapered tip – minimum penetration = 4D
• Wood screws – includes length of tapered tip – minimum penetration = 6D
• Nails – includes length of tapered tip – minimum penetration = 6D
• Fasteners in shear (lateral) – NDS 12.3.5.3
• Tapered tip fasteners – use ½ tip length (E)
• Lag screws – tip length published in Appendix L
• Nails and wood screws – tip length assumed to be 2D
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Copyright © 2019 American Wood Council6
T H E F A S T E N E R S A N D T H E F U R I O U S 1 1
• Model wood cells as a bundle of straws• Bundle is very strong parallel to axis of the straws
BASIC CONCEPTS
Stronger Less strong
Parallel Perpendicular
T H E F A S T E N E R S A N D T H E F U R I O U S 1 2
• Model wood cells as a bundle of straws• Bundle is very strong parallel to axis of the straws
BASIC CONCEPTS
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Copyright © 2019 American Wood Council7
T H E F A S T E N E R S A N D T H E F U R I O U S 1 3
CONNECTING WOOD- PHILOSOPHY
Splitting happens because wood is relatively weak perpendicular to grain
Nails too close (act like a wedge)
T H E F A S T E N E R S A N D T H E F U R I O U S 1 4Nailing not staggered Nailing staggered
Framing
Wood Structural
Panel
Nail
1/8" GapBetween Panels
Nailing not staggered Nailing staggered
STAGGERED NAILING
3/8” min.
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Copyright © 2019 American Wood Council8
T H E F A S T E N E R S A N D T H E F U R I O U S 1 5
CONNECTING WOOD- PHILOSOPHY
T H E F A S T E N E R S A N D T H E F U R I O U S 1 6
Splitting will not occur perpendicular to grain, no matter how close nails are
Splitting occurs parallel to grain
Staggering
Staggering a line of nails parallel to wood grain
minimizes splitting
CONNECTING WOOD- PHILOSOPHY
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Copyright © 2019 American Wood Council9
T H E F A S T E N E R S A N D T H E F U R I O U S 1 7
POLLING QUESTION
2. The shear capacity for the fasteners is based on which of the following assumed penetrations:
a) 8D for lag screws
b) 10D for wood screws
c) 10D for nails
d) All of the above
T H E F A S T E N E R S A N D T H E F U R I O U S 1 8
• Wood likes compression parallel to grain• makes connecting wood very easy
CONNECTING WOOD - PHILOSOPHY
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Copyright © 2019 American Wood Council10
T H E F A S T E N E R S A N D T H E F U R I O U S 1 9
CONNECTING WOOD - PHILOSOPHY
• Wood likes compression parallel to grain• makes connecting wood very easy
T H E F A S T E N E R S A N D T H E F U R I O U S 2 0
CONNECTING WOOD - PHILOSOPHY
Mechanical fasteners
• keep them small
• use lots of them
Issue is scale of fastener relative to wood member size
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Copyright © 2019 American Wood Council11
T H E F A S T E N E R S A N D T H E F U R I O U S 2 1
CONNECTING WOOD - PHILOSOPHY
Wood likes to take on load spread over its surface
T H E F A S T E N E R S A N D T H E F U R I O U S 2 2
CONCENTRATED AT A SINGLE FASTENER
Wood is more prone to split and crush
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T H E F A S T E N E R S A N D T H E F U R I O U S 2 3
PRE-FABRICATED CONNECTORS
Column Cap & Base hardware
T H E F A S T E N E R S A N D T H E F U R I O U S 2 4
PRE-FABRICATED CONNECTORS
Hanger hardware
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T H E F A S T E N E R S A N D T H E F U R I O U S 2 5
PRE-FABRICATED CONNECTORS
Truss hardware
T H E F A S T E N E R S A N D T H E F U R I O U S 2 6
NDS CHAPTER 14 – TIMBER RIVETSMany applications
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Copyright © 2019 American Wood Council14
T H E F A S T E N E R S A N D T H E F U R I O U S 2 7
Rivets• Steel AISI 1035• Rockwell Hardness C32-39• Fu = 145 ksi• Hot-dipped galvanized
Plates• Steel ASTM A36• Hot-dipped galvanized if in
wet service
TIMBER RIVETS
T H E F A S T E N E R S A N D T H E F U R I O U S 2 8
NDS CHAPTER 14 – TIMBER RIVETSMany applications
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T H E F A S T E N E R S A N D T H E F U R I O U S 2 9
TIMBER RIVETS
T H E F A S T E N E R S A N D T H E F U R I O U S 3 0
DOWEL BEARING STRENGTHS IN WSP
• Why does TR-12 provide dowel bearing strengths for fasteners of all sizes for plywood but limits fastener D to ¼” in OSB?
• Insufficient data to address the Fe║ and Fe┴ for range of diameters. Limited data on large diameter bolts (up to ¾-inch) in plywood (APA Tech Note E825)
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Copyright © 2019 American Wood Council16
T H E F A S T E N E R S A N D T H E F U R I O U S 3 1
NAILS - DIAPHRAGMS
T H E F A S T E N E R S A N D T H E F U R I O U S 3 2
NAILS – SHEAR WALLS
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T H E F A S T E N E R S A N D T H E F U R I O U S 3 3
ALTERNATIVE MATERIALS, DESIGN & METHODS
T H E F A S T E N E R S A N D T H E F U R I O U S 3 4
FASTENERS NOT IN NDS/SDPWS
• Yield Mode Equations can be applied to any dowel-shaped fastener• Fastener dimensions and yield strength come from manufacturer
• ICC-ES (www.icc-es.org) Evaluation Service Reports • Searchable database • ESR 1539 (ISANTA) Power-driven staples
& nails
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Copyright © 2019 American Wood Council18
T H E F A S T E N E R S A N D T H E F U R I O U S 3 5
ISANTA WEBSITE – TECHNICAL BULLETINS
http://isanta.org/Technical-Resources
T H E F A S T E N E R S A N D T H E F U R I O U S 3 6
FASTENERS NOT IN NDS/SDPWS
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T H E F A S T E N E R S A N D T H E F U R I O U S 3 7
FASTENERS NOT IN NDS/SDPWS
T H E F A S T E N E R S A N D T H E F U R I O U S 3 8
PROPRIETARY FASTENERS
• ICC Evaluation Service Reports• Search by manufacturer or
product
• “Wood screw” search shows 5 manufacturers
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Copyright © 2019 American Wood Council20
T H E F A S T E N E R S A N D T H E F U R I O U S 3 9
JOIST HANGERS
• Joist hangers and similar hardware are proprietary – and not covered in NDS
• Capacities can be published by manufacturer, or in third-party testing report (ICC-ES, IAPMO, etc.)
• Installation requirements are per manufacturer’s specifications
T H E F A S T E N E R S A N D T H E F U R I O U S 4 0
FASTENERS IN TREATED WOOD
• What about fasteners in wet conditions and preservative treated wood?
• Corrosion Resistance IRC R317.3• Screws, bolts, nails
• Hot-dipped galvanized
• Stainless
• Silicon bronze
• Copper
• Hangers and anchors• Galvanized
• Stainless
• Saltwater exposure – DCA6• Stainless
• Other fasteners/hardware• Approved by building official
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T H E F A S T E N E R S A N D T H E F U R I O U S 4 1
FASTENERS IN TREATED WOOD
T H E F A S T E N E R S A N D T H E F U R I O U S 4 2
FASTENERS IN TREATED WOOD
2304.10.5 Fasteners and connectors in contact with preservative-treated and fire-retardant-treated wood.
2304.10.5.1 Fasteners and connectors for preservative-treated wood.
2304.10.5.2 Fastenings for wood foundations.
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T H E F A S T E N E R S A N D T H E F U R I O U S 4 3
FASTENERS IN TREATED WOOD
2304.10.5 Fasteners and connectors in contact with preservative-treated and fire-retardant-treated wood.
2304.10.5.1 Fasteners and connectors for preservative-treated wood.
2304.10.5.2 Fastenings for wood foundations.
2304.10.5.3 Fasteners for fire-retardant-treated wood used in exterior applications or wet or damp locations.
2304.10.5.4 Fasteners for fire-retardant-treated wood used in interior applications.
T H E F A S T E N E R S A N D T H E F U R I O U S 4 4
POLLING QUESTION
3. Which of the following is true about fasteners in treated wood:
a) Obtain FRT lumber adj. design values from preservative company
b) Obtain FRT lumber adj. design values from FRT company
c) Fasteners shall have corrosion resistant coating.
d) All of the above
e) b. and c.
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T H E F A S T E N E R S A N D T H E F U R I O U S 4 5
• Fastener – NDS and Beyond• Nails – 2018 NDS Changes• Detailing Consideration
OUTLINE
T H E F A S T E N E R S A N D T H E F U R I O U S 4 6
NAILS!!!
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Copyright © 2019 American Wood Council24
T H E F A S T E N E R S A N D T H E F U R I O U S 4 7
TYPICAL NAIL HEADS
ASTM F1667ASTM F1667
ESR 1539ESR 1539 Photos courtesy of Hitachi – Falcon - Hitachi
Photos courtesy Falcon Fasteners
T H E F A S T E N E R S A N D T H E F U R I O U S 4 8
TYPICAL NAIL SHANKS
Photos courtesy of Falcon Fasteners
Sketches courtesy ISANTA
ASTM F1667ASTM F1667
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T H E F A S T E N E R S A N D T H E F U R I O U S 4 9
NAILS!!
Avoid problems by specifying:PennyweightTypeDiameter (head & shankLength
Ex: 10d common (0.312” head dia. 0.148” shank dia. X 3” shank length)
T H E F A S T E N E R S A N D T H E F U R I O U S 5 0
MINIMUM DESIGN LOADS
• Reference Loads• Minimum Load Standards• ASCE 7-16
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T H E F A S T E N E R S A N D T H E F U R I O U S 5 1
ASCE 7-16 WIND LOAD CHANGES
Figure 26.5-1B Basic Wind Speeds for Risk Category II Buildings and Other Structures
T H E F A S T E N E R S A N D T H E F U R I O U S 5 2
ASCE 7-10 WIND LOAD
Figure 26.5-1A Basic Wind Speeds for Risk Category II Buildings and Other Structures
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T H E F A S T E N E R S A N D T H E F U R I O U S 5 3
ASCE 7-16 WIND LOAD CHANGES
ASCE 7-16 Wind Load ProvisionsBy Donald R. Scott
Structure Magazinehttps://www.structuremag.org/?p=13360
T H E F A S T E N E R S A N D T H E F U R I O U S 5 4
1
• Increase in hurricane regions
• Larger roof zones
• Interior roof zones increase most
C&C Loads
ASCE 7 WIND LOAD CHANGES
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T H E F A S T E N E R S A N D T H E F U R I O U S 5 5
ASCE 7 WIND LOAD CHANGES
C&C Roof Coefficients
Roof Slope
Ratio of ASCE 7-16/ASCE 7-10Roof GCp - GCpi Roof Overhang GCp - GCpi
3r 3e 2r 2n 2e 1 3r 3e 2r 2n 2e 1
7 < Θ ≤ 20 1.36 1.14 1.69 1.69 1.16 2.02 1.27 1.11 1.59 1.59 1.14 -
20 < Θ ≤ 27 1.36 0.96 1.43 1.43 0.89 1.56 1.27 0.97 1.36 1.36 0.91 -
27 < Θ ≤ 45 1.58 2.45 1.43 1.58 1.43 1.68 1.40 2.00 1.30 1.40 1.30 -
T H E F A S T E N E R S A N D T H E F U R I O U S 5 6
ASCE/SEI 7-16 WIND LOAD CHANGES
C&C Wind Pressure Calculations
qz =0.00256 Kz Kzt Kd Ke V2
q = 0.6 qz (conversion to ASD)
pmax = q[(GCpf) – (GCpi)]
qz = velocity pressure at height z, psf (section 26.10-1)Kz = velocity pressure exposure coefficient = 0.72 (section 26.10.1)Kzt = topographic factor = 1.0 (section 26.8.2)Kd = wind directionality factor = 0.85 (section 26.6)Ke = ground elevation factor = 1.0 (section 26.9)V = basic wind speed, mph (section 26.5)GCpf = external pressure coefficients (section 30.4)GCpi = internal pressure coefficients = 0.18 (section 26.13)pmax = maximum pressure, psf
Offset?Offset?
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T H E F A S T E N E R S A N D T H E F U R I O U S 5 7
CHAPTER 12
T H E F A S T E N E R S A N D T H E F U R I O U S 5 8
ROOF SHEATHING RING SHANK NAILS
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T H E F A S T E N E R S A N D T H E F U R I O U S 5 9
SMOOTH SHANK NAILS OR SPIKES
T H E F A S T E N E R S A N D T H E F U R I O U S 6 0
SMOOTH SHANK NAIL WITHDRAWAL STRENGTH
0
5
10
15
20
25
30
35
40
45
0.55 0.5 0.45 0.4 0.35
Pounds per in
ch of pen
etration
Wood specific gravity
ASD Withdrawal Strength(Smooth shank, 8d common nail)
Carbon steel (bright or galvanized) Stainless steel
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T H E F A S T E N E R S A N D T H E F U R I O U S 6 1
POLLING QUESTION
4. The stainless steel nail withdrawal equation produces higher values of withdrawal strength than the NDS steel wire nail equation
a) True
b) False
T H E F A S T E N E R S A N D T H E F U R I O U S 6 2
DEFORMED SHANK NAILS
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T H E F A S T E N E R S A N D T H E F U R I O U S 6 3
RSRS NAIL WITHDRAWAL
T H E F A S T E N E R S A N D T H E F U R I O U S 6 4
FASTENER HEAD PULL-THROUGH
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T H E F A S T E N E R S A N D T H E F U R I O U S 6 5
FASTENER UPLIFT CAPACITY
T H E F A S T E N E R S A N D T H E F U R I O U S 6 6
FASTENER UPLIFT CAPACITY
Fastener Uplift Capacity = lesser of W’ and WH’
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T H E F A S T E N E R S A N D T H E F U R I O U S 6 7
FASTENER UPLIFT DESIGN EXAMPLE
Fastener Uplift Capacity - Roof Sheathing Ring Shank Nail
7/16 OSB
2x6
RSRS
T H E F A S T E N E R S A N D T H E F U R I O U S 6 8
FASTENER UPLIFT DESIGN EXAMPLE
Fastener Uplift Capacity - Roof Sheathing Ring Shank Nail (cont.)
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T H E F A S T E N E R S A N D T H E F U R I O U S 6 9
FASTENER UPLIFT DESIGN EXAMPLE
Fastener Uplift Capacity - Roof Sheathing Ring Shank Nail (cont.)
T H E F A S T E N E R S A N D T H E F U R I O U S 7 0
FASTENER UPLIFT DESIGN EXAMPLE
Fastener Uplift Capacity - Roof Sheathing Ring Shank Nail (cont.)
Fastener head pull-through of 67 lbs is less than withdrawal capacity of 88 lbs and controls design capacity. See NDS Table 11.3.1 for application of additional adjustment factors for connections based on end use conditions.
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T H E F A S T E N E R S A N D T H E F U R I O U S 7 1
FASTENER UPLIFT CAPACITY
2018 WFCM Table 3.10
T H E F A S T E N E R S A N D T H E F U R I O U S 7 2
POLLING QUESTION
5. Wood is strong perpendicular to grain and less strong parallel to grain
a) True
b) False
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T H E F A S T E N E R S A N D T H E F U R I O U S 7 3
• Fastener – NDS and Beyond• Nails – 2018 NDS Changes• Detailing Consideration
OUTLINE
T H E F A S T E N E R S A N D T H E F U R I O U S 7 4
LOCAL STRESSES IN FASTENER GROUPS
2018 NDS - 11.1.2 Stresses in Members at Connections“Local stresses in connections using multiple fasteners shall be checked in accordance with principles of engineering mechanics. One method for determining these stresses is provided in Appendix E.”
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T H E F A S T E N E R S A N D T H E F U R I O U S 7 5
LOCAL STRESSES IN FASTENER GROUPS
• Closely spaced fasteners•brittle failure
Wood failure mechanisms need to be considered in design
T H E F A S T E N E R S A N D T H E F U R I O U S 7 6
LOCAL STRESSES IN FASTENER GROUPS
•Properly spaced fasteners
•increased ductility•higher capacity
Spread out the fasteners!
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T H E F A S T E N E R S A N D T H E F U R I O U S 7 7
LOCAL STRESSES IN FASTENER GROUPS
• Appendix E NDS Equations
– Net tension:
– Row tear-out:
nettNT AFZ ''
row
i
i
n
iRTRT
viRT
ZZ
tsFnZ
1
''
min''
T H E F A S T E N E R S A N D T H E F U R I O U S 7 8
LOCAL STRESSES IN FASTENER GROUPS
•Appendix E NDS Equations
– Group tear-out
•Note: spacing between outer rows of fasteners paralleling the member on a single splice plate < 5″
netgrouptbottomRTtopRT
GT AFZZ
Z '
'''
22
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T H E F A S T E N E R S A N D T H E F U R I O U S 7 9
EXAMPLE: BOLTED SPLICE – LOCAL STRESSES•Assume 1” diameter x 5” long bolts
•2x12 No. 2 Southern Pine main and side members
Net Section Tension Check
ZNT’ = Ft’ Anet
Ft’ = 450(1.25) = 562.5 psi
Anet = 13.7 in2
ZNT’ = 7,706 lbs
Note: hole size for net area includes 1/16” oversizing per NDS 12.1.3.2
T H E F A S T E N E R S A N D T H E F U R I O U S 8 0
EXAMPLE: BOLTED SPLICE – LOCAL STRESSESRow Tear-Out Check
ZRTi’ = ni Fv’ t scritical
ni = 3
Fv’ = 175(1.25) = 219 psi
t = 1.5”
scritical = 4”
ZRTi’ = 3,938 lbs for one row
ZRT’ = 7,875 lbs for two rows
Note: scritical is the minimum of the end distance and the in-row bolt spacing = 4”
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T H E F A S T E N E R S A N D T H E F U R I O U S 8 1
EXAMPLE: BOLTED SPLICE – LOCAL STRESSESGroup Tear-Out Check
ZGT’ = ZRT1’/2 + ZRT2’/2 + Ft’ Agroup-net
ZRT1’ = ZRT2’ = 3,938 lbs
Ft’ = 450(1.25) = 562.5 psi
Agroup-net = 4.41 in2
ZGT’ = 6,418 lbs
Note: hole size for net area includes 1/16” oversizing per NDS 12.1.3.2
T H E F A S T E N E R S A N D T H E F U R I O U S 8 2
EXAMPLE: BOLTED SPLICE – LOCAL STRESSES
Final Bolt Capacity
Z’ = 9,562 lbs
ZNT’ = 7,706 lbs
ZRT’ = 7,875 lbs
ZGT’ = 6,418 lbs
4"
7"
38"
P P
P P
3-5/8"
4" 4" 4" 4" 7" 4" 4"
3-5/8"
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T H E F A S T E N E R S A N D T H E F U R I O U S 8 3
EXAMPLE: BOLTED SPLICE – LOCAL STRESSES
srow = spacing between bolt rows
Trade‐offs for Bolt Design Values vs. Net Section Capacities (lbs)
Bolt
Diameter
(in.)
Adjusted
Multiple Bolt
Capacity nZ'
Net Section
Tension ZNT'
Row Tear‐
out ZRT' Group Tear‐out ZGT'
srow=4" srow=5"
1 9562 7706 7875 6418 7260
7/8 8368 7910 7875 6521 7365
3/4 7174 8121 7875 6627 7471
T H E F A S T E N E R S A N D T H E F U R I O U S 8 4
Segmented1. Traditional method2. Current Code design
values based on data dating back to 1950’s.
3. Hold-downs at each end of full height segment.
SDPWS 4.3.5.1
Force Transfer1. Code does not provide
guidance for this method2. Different approaches
using rational analysis could be used
3. Portions above and below openings act as coupling beams
Perforated1. Code provides specific
requirements2. Based on semi-empirical
method developed from shear wall testing equations and tables
SDPWS 4.3.5.2 SDPWS 4.3.5.3
WOOD SHEAR WALL DESIGN
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T H E F A S T E N E R S A N D T H E F U R I O U S 8 5
FTAO STRAP LENGTHS
T H E F A S T E N E R S A N D T H E F U R I O U S 8 6
FTAO STRAP LENGTHS
DiekmanCantilever BeamDrag Strut
Detailing to transfer the loads around the opening
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T H E F A S T E N E R S A N D T H E F U R I O U S 8 7
FTAO STRAP LENGTHS
T H E F A S T E N E R S A N D T H E F U R I O U S 8 8
FTAO STRAP LENGTHS
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T H E F A S T E N E R S A N D T H E F U R I O U S 8 9
FTAO RESEARCH
Joint Research Project
• APA - The Engineered Wood Association (Skaggs & Yeh)
• University of British Columbia (Lam & Li)• USDA Forest Products Laboratory
(Rammer & Wacker)
Study began 2009
https://www.apawood.org/publication-search?q=M410&tid=1
T H E F A S T E N E R S A N D T H E F U R I O U S 9 0
FTAO
https://awc.org/education/main/lists/des-design-considerations/des415-resolving-wood-shear-wall-design-puzzles-with-force-transfer-around-openings
10/9/2019
Copyright © 2019 American Wood Council46
T H E F A S T E N E R S A N D T H E F U R I O U S 9 1
RESOURCES:
• APA M410 - “Advancements in Force Transfer Around Openings for Wood Framed Shear Walls” https://www.apawood.org/publication-search?q=t555&tid=1
T H E F A S T E N E R S A N D T H E F U R I O U S 9 2
RESOURCES:
• APA FTAO Calculator https://www.apawood.org/ftao-dl
10/9/2019
Copyright © 2019 American Wood Council47
T H E F A S T E N E R S A N D T H E F U R I O U S 9 3
MORE INFO???
NDShttps://awc.org/codes-standards/publications/nds-2018
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MORE INFO???
https://www.apawood.org/publication-search?q=connection+details&tid=1
Form EWS T300J
10/9/2019
Copyright © 2019 American Wood Council48
T H E F A S T E N E R S A N D T H E F U R I O U S 9 5
MORE INFO???
AWC Calculators http://awc.org/codes-standards/calculators-software
TR 12 - General Dowel Equations for Calculating Lateral Connection Values (2014) http://awc.org/codes-standards/publications/tr12
T H E F A S T E N E R S A N D T H E F U R I O U S 9 6
MORE INFO.
DCA 6 Prescriptive Residential Deck Construction Guide http://awc.org/codes-standards/publications/dca6
10/9/2019
Copyright © 2019 American Wood Council49
T h i s p r e s e n t a t i o n i s p r o t e c t e d b y U S a n d I n t e r n a t i o n a l C o p y r i g h t l a w s . R e p r o d u c t i o n , d i s t r i b u t i o n , d i s p l a y a n d u s e o f t h e p r e s e n t a t i o n w i t h o u t w r i t t e n p e r m i s s i o n o f A m e r i c a n W o o d C o u n c i l ( A W C ) i s
p r o h i b i t e d . © A m e r i c a n W o o d C o u n c i l 2 0 1 7
in [email protected] | www.awc.org
This concludes the American Institute of Architects Continuing Education Systems Course