REVIEWED BLD-RESUB 1-Shearwall panel specsRESUB
Aug 23 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
REVIEWED
BY
CITY OF EDMONDS
..... BUILDING DEPARTMENT
...............................
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Design Flexibility
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Strong -Tie
0
Delivering Customization to
Factory -Built Shearwalls
Prefabricated shearwalls from Simpson Strong -Tie are synonymous with high quality
and performance. Over the years, we have worked diligently to ensure that our
Strong -Wall® line of code -listed shearwalls provide enhanced structural support,
allow design flexibility and help lower labor costs through easier installation.
Simpson Strong -Tie introduces the latest enhancements to our customizable and
field-trimmable Strong -Wall® Wood Shearwall (WSW) product line. The holdowns
installed on the WSW now provide both front and side access, facilitating installation
of the anchorage attachment in various framing conditions. The front access opening
also allows for easy inspection of the connection to the anchor bolt. The connection
from the top of the panel to the framing has also been updated. There are now two
options, designed to accommodate different installer preferences.
Simpson Strong -Tie maintains a large group of dedicated engineers and field
representatives to support your efforts — because your best chance of creating a
long-lasting structure is before you start building it.
aw
_ t
Introduction
For 60 years, Simpson Strong Tie has focused on creating structural products that help people
build safer and stronger homes and buildings. A leader in structural systems research and
technology, Simpson Strong Tie is one of the largest suppliers of structural building products
in the world. The Simpson Strong Tie commitment to product development, engine- --
testing and training is evident in the consistent quality and delivery of its products
and services.
For more information, visit the company's website at www.strongtie.com.
The Simpson Strong -Tie Company Inc. "No Equal" pledge includes:
• Quality products value -engineered for the lowest installed cost
at the highest -rated performance levels
• The most thoroughly tested and evaluated products in the industry
• Strategically located manufacturing and warehouse facilities
• National code agency listings
• The largest number of patented connectors in the industry °
• Global locations with an international sales team d
• In-house R&D and tool and die professionals
• In-house product testing and quality control engineers `gib
• Support of industry groups including AISI, AITC, ASTM,
ASCE, AWC, AWPA, ACI, AISC, CSI, CFSEI, ICFA,
NBMDA, NLBMDA, SDI, SETMA, SFA, SFIA, STAFDA,
SREA, NFBA, TPI, WDSC, WIJMA, WTCA and local
engineering groups.
The Simpson
Strong Tie
Quality Policy
We help people build safer structures
economically. We do this by designing,
engineering and manufacturing
"No Equal" structural connectors
and other related products that meet
or exceed our customers' needs and
expectations. Everyone is responsible
for product quality and is committed
to ensuring the effectiveness of the
Quality Management System.
Karen Colonias
Chief Executive Officer
Getting Fast
Strong -Tie
WA
0 --d. 0 Northwest Q NortM1east - S.0 h..et - S—h—
Technical Support
When you call for engineering
technical support, we can help you
quickly if you have the following
information at hand. This will help us
to serve you promptly and efficiently.
• Which Simpson Strong Tie®
catalog are you using? (See the
front cover for the catalog number)
• Which Simpson Strong Tie
product are you using?
• What is your design code and
building jurisdiction?
• Is your structure residential or
commercial?
• What is your application?
• What is your load requirement?
nq
. •00
Registered
We Are ISO 9001-2008
Registered
Simpson Strong Tie is an ISO
9001-2008 registered company.
ISO 9001-2008 is an internationally -
recognized quality assurance
system which lets our domestic
and international customers
know that they can count on the
consistent quality of Simpson
Strong Tie° products and services.
800-999-5099 � www.strongtie.com
All rights reserved. This catalog may not be reproduced in whole or in part without the prior written approval of Simpson Strong Tie Company Inc.
General Notes and Table of Contents
General Notes
These General Notes are provided to ensure proper design, use and installation of the
Simpson Strong Tie® Strong -Wall® Wood Shearwall and must be followed fully.
a. Install products according to this catalog. Changes in
installation methods or modifications to the product
and associated systems (other than those indicated
in this document) should only be made by a design
professional of record. Altered installation procedures
and the performance of modified products are the sole
responsibility of the design professional of record.
b. The building shall be designed in accordance with the
appropriate building code and meet local, state, and
federal requirements. Verify design requirements with
the local building official. Concrete foundation design
remains the responsibility of the design professional
of record.
Table of Contents
General Notes ....................................................... 5
Strong -Wall° Wood Shearwall
Features and Benefits ............................................ 6
Strong -Wall° Wood Shearwall Applications............ 7
Product and Kit Descriptions ............................. 8-9
Standard and Balloon Framing
on Concrete Foundations .............................. 10-14
Garage Portal Systems
on Concrete Foundations .............................. 15-17
Two -Story Stacked
on Concrete Foundations .............................. 18-21
Anchorage Solutions ..................................... 22-28
Anchor Bolt Templates ......................................... 29
Installation Details .......................................... 30-47
Strong -Tie
rM
c. Strong -Wall® Wood Shearwalls are part of the overall
lateral -force -resisting system of the structure. The
design of this system, including a complete load path
to transfer lateral forces from the structure to the
ground, is the responsibility of the design professional
of record.
d. In addition to the information and instructions found
in this catalog, all warnings, general notes and
instructions, warranty information and terms and
conditions of sale contained within the Strong -Wall®
Shearwalls catalog apply.
5
Strong -Wall® Wood Shearwall Features and Benefits
StrongTie
0
Delivering Easy -To -Install,
Code -Listed Solutions
The Simpson Strong Tie® Strong -Wall® Wood Shearwall is a
specially designed, prefabricated, engineered -wood panel that
helps structures resist lateral forces such as those created by
earthquakes and high winds. The Strong -Wall® Wood Shearwall
has been evaluated to the 2015 International Building Code®
(IBC) and can help you resist these forces efficiently and
confidently with the following features:
• Code Listed — ICC-ES ESR-2652 and City of L.A. RR 25730
evaluated to the 2015 IRC/IBC
• Field Adjustable — Can be field -trimmed and drilled
• Stronger Wall — Narrow panel widths have significantly
higher allowable loads than the original Wood Strong -Wall
• More Applications — Suitable for residential, multi -family,
and light -frame commercial construction and in balloon -
framing applications up to 20 ft.
• Front Access — Newly designed front access allows for
easier anchor bolt installation and inspection
• Easy to Install — Reusable templates locate the required
holdown anchor bolts accurately in the foundation
• Support and Service — Simpson Strong Tie provides
unmatched engineering technical support and experienced
field representation
J
6
Strong -Wall® Wood Shearwall Applications
Standard and
Balloon -Framing
Applications
• Narrow wall spaces
• Wall heights up to 20'
HpplluaLlul I
Portal Applications
• Narrow wall spaces
• Garages
• Large windows and doors
• Increased capacities
when used in a portal
Strong -Tie
ro
Balloon -
Framing
Application
Product Storage
Protect product from sun and water
Two -Story Stacked Application
• Narrow wall spaces
• Multi -story installation kit (MSt)
required (order separately)
• Total assembled heights
up to 24'
C
CAUTION:
Wrap is slippery when wet or icy
Use support blocks at
10' on -center to keep bundles
out of mud and water
7
Product and Kit Descriptions
Standard Product Description
All Strong -Wall® Wood Shearwalls are supplied with top -of -wall shear transfer plates, nuts,
washers, and installation instructions. Additionally, shearwalls 100 inches or less in height are
supplied with four portal straps.
Front View
Strong -Tie
0
Back View
Product and Kit Descriptions
Alternative
Top Connection Kit
Required for alternative top connections using a
single WSW -TOW plate installed from only one
side with Strong -Drive® Connector screws.
Strong -Wall" Wood Shearwall
Alternative Connection Kit
Model No.
Contents
WSW-TOWI2KT
(20) 010 x 1 Y2" SD Connector Screws
(2) /a x 6" SDS Heavy -Duty Connector Screws
WSW-T0W18KT
(28) #10 x 1 Y2" SD Connector Screws
(4) /a x 6" SDS Heavy -Duty Connector Screws
WSW-T0W24KT
(40) #10 x 1 Y2" SD Connector Screws
(8) /a x 6" SDS Heavy -Duty Connector Screws
1. Use kit fasteners to attach (1) of the (2) WSW-TOWXXKT
plates included with the Strong -Wall Wood shearwall.
Plate may be installed on either panel face.
Portal Kits
(Included with all panels 100" or less in height)
Required for portal -frame applications. Kit includes four
portal straps and comes standard with all panels that are
100" or less in height. Order the kit separately if using
panels that are more than 100" tall in a portal application.
I06MIkiMNT, Riviyaa 1
�o
S6
Identification
on all SIDS
screw heads
6"
Thread
Length
Strong -Drive®
SDS HEAVY-DUTY
CONNECTOR Screw
U.S. Patent 6,109,850;
5,897,280; 7,101,133
Strong -Tie
Identification
on all SD
screw heads
The 4CUT
point reduces
installation
torque and
makes driving
easier.
Strong -Drive® SD10
CONNECTOR Screw
U.S. Patent 7,101,133
Multi -Story Kits (MSK)
Required for two-story stacked applications. Kit includes
two holdowns with pre -attached bolts and a bearing block.
See page 18 for two-story stacked details.
Model No.: WSW-MSKI2KT, WSW-MSKI8KT,
WSW-MSK24KT
Standard and Balloon Framing on Concrete Foundations
Strong -Wall® Wood Shearwall Product Data
Model
No.
W
(in.)
H
(in.)
Anchor Bolts
Total Wall
Weight
(lb.)
Quantity
Diameter
(in)
WSW12x7
12
78
2
7/8
100
WSW18x7
18
78
2
7/8
145
WSW12x7.5
12
851/2
2
7/8
110
WSW18x7.5
18
851/2
2
7/8
155
WSW12x8
12
931/4
2
7/8
115
WSW18x8
18
931/4
2
7/8
165
WSW248
24
931/4
2
1
225
WSW12x9
12
1051/4
2
7/a
130
WSW18x9
18
1051/4
2
7/8
185
WSW249
24
1051/4
2
1
245
WSW12x10
12
1171/4
2
7/8
140
WSW18x10
18
1171/4
2
7/8
205
WSW2410
24
1171/4
2
1
270
WSW12x11
12
1291/4
2
7/8
150
WSW18x11
18
1291/4
2
7/8
220
WSW24x11
24
1291/4
2
1
295
WSW12x12
12
1411/4
2
7/8
165
WSW18x12
18
1411/4
2
7/8
240
WSW24x12
24
1411/4
2
1
320
WSW18x13
18
1531/4
2
7/8
255
WSW24x13
24
1531/4
2
1
345
WSW2414
24
168
2
1
375
WSW24x16
24
192
2
1
425
WSW18x20
18
240
2
7/8
385
WSW2420
24
240
2
1
520
1. For heights not listed, order the next tallest panel and trim to fit.
Minimum trimmed height for all panels is 741/2".
2. All panels come with two pre -attached holdowns, two standard hex nuts,
two flat washers, two WSW -TOW top -connection plates (width based
on panel model), and installation instructions.
3. All panels are 31/2" thick.
Stror
Wood S
First -Story Installation with Wood Floor System
Specify panel height from top of foundation
to underside of the top plates or beam.
1/4" x 6" SIDS screws
(order separately) � /\
Verify panel is plumb.
Use metal shims
(Model No. WSW-CS1)
at the base if required.
Place Strong-Wall®Wood Shearwall
over the anchor bolts and secure
with hex nuts and structural washers
(provided). Snug tight fit required.
• 15/16 wrench required for 7/8' nut. -
• 11/2" wrench required for 1" nut.
Foundation desi
(size and reinforcemej
by Design
Rake Wall Application
Vu
Strong -Tie
Simpson
Strong -Tie®
LTP4 or A35
framing
angles
Strong -Wall®
Wood
Shearwall
1
Shim
N
10
Standard Installation
Standard and Balloon Framing on Concrete Foundations
Simpson Strong Tie® Strong -Wall® Wood Shearwalls combine design flexibility
with performance. Field trimmable, they can be customized to accommodate
varying heights or rake walls. They are evaluated to the 2015 IRC/IBC and
are listed by ICC-ES in ESR-2652 and the City of LA in RR 25730.
Installation
• All panels may be field trimmed to a minimum of 741/2".
Trim height from top of panel only, do not trim from sides
or bottom. Drilling holes in the Strong -Wall® Wood
Shearwalls is not allowed except as shown on page 42.
Strong -Tie
0
Strong -Wall® Wood Shearwall
Naming Legend
WSW18x8-93
Wood _:�[— I— Actual
Shearwall Width Height
(in.) (in.)
Nominal
Height
(ft.)
• Anchor -bolt nuts should be snug tight. w(provided
with th WWSW SW) installed
• Maximum shim thickness between the shearwall from front and back.
and top plates or header is 7/a".
• Walls may also be used in 2x6 wall framing.
Install the panel flush to the outside face of the
framing and add furring to the opposite side.
• Standard top -of -wall connections install with nails.
Codes: ICC-ES ESR-2652, City of L.A. RR 25730 (0
Attaches to header
or top plates.
Align WSW -TOW
onotches
with bottom
of top plates.
0 1
WSW -TOW
standard or
alternative top
connection.
\II��/III
Precut chase
for wiring and
openings for
plumbing and
electrical.
Form -mounted
templates enable
precise anchor
bolt placement
before the pour.
Standard Top
Maximum
Connection
/a' shim as
Also applicable for
necessary
portal applications
for tight fit.
with a header.
WSW -TOW installs
with 10tl x 2'/z"
min. length nails.
WSW -TOW (provided
with WSW) installed
on one side only.
Field trimmable
and drillable.
r
\� I Align WSW -TOW
notches with bottom
WSW -AB of top plates.
Hex nut and Ya" x 6" SIDS structural washer. Hea Conn
screw
o:
0 0o O o0
°o°• o° Foundation design
(size and reinforcement)
by Designer.
Standard Installation
Alternative Top
\I
Connection
Also applicable
Max 7/8"shim
for portal
as necessary
for tight fit.
applications
with a header.
Approx. _
WSW -TOW installs with a
combination of 1/a" x 6"SDS
Heavy -Duty Connector screws
and #10 x 1 �/z" SD Connector
screws (order separately as
WSW-TOWXXKT).
#10x1�/z" SD
Connector screw
Optional 1 "-diameter
by Ya"-deep counterbore.
FE
Alternative Top Connection
Side View
Standard and Balloon Framing on Concrete Foundations
Strong -Wall° Wood Shearwall Standard Application on Concrete Foundation
Strong -Tie
2,500 psi Concrete
3,000 psi Concrete
Strong -Wall
Allowable
Seismic'
Wind
Seismic'
Wind
Wood
Shearwall
Models
Vertical
Load, P
(lb.)°
Allowable
ASD Shear
Load, V
(lb.)
Drift at
Allowable
Shear,
(in.)
Anchor
Tension at
Allowable
Shear, T
Allowable
ASD Shear
Load V
(lb.)
Drift at
Allowable
Shear,
(in.),o
Anchor
Tension at
Allowable
S Obi, T
Allowable
ASD Shear
Load V
(lb.)
Drift at
Allowable
Shear,
(in.)
Anchor
Tension at
Allowable
Shear, T
Allowable
ASD Shear
Load V
(lb.)
Drift at
Allowable
Shear,
(in.),o
Anchor
Tension at
Allowable
S (lb )� T
1,000
1,065
0.31
10,285
1,380
0.43
13,375
1,065
0.31
10,285
1,380
0.43
13,375
WSW12x7
4,000
1,065
0.31
10,285
1,380
0.43
13,375
1,065
0.31
10,285
1,380
0.43
13,375
7,500
1,065
0.31
10,285
1,380
0.43
13,370
1,065
0.31
10,285
1,380
0.43
13,375
1,000
2,475
0.31
13,865
2,980
0.4
16,675
2,475
0.31
13,865
3,225
0.43
18,040
WSW18x7
4,000
2,475
0.31
13,865
2,710
0.36
15,160
2,475
0.31
13,865
3,225
0.43
18,040
7,500
2,475
0.31
13,865
2,395
0.32
13,395
2,475
0.31
13,865
2,910
0.39
16,280
1,000
5,515
0.29
22,710
5,515
0.32
22,710
5,515
0.29
22,710
5,515
0.32
22,710
WSW24x79
4,000
5,515
0.29
22,710
5,400
0.31
22,240
5,515
0.29
22,710
5,515
0.32
22,710
7,500
5,515
0.29
22,710
4,950
0.29
20,390
5,515
0.29
22,710
5,515
0.32
22,710
1,000
960
0.39
11,125
1,245
0.53
14,420
960
0.39
11,125
1,245
0.53
14,420
WSW12x8
4,000
960
0.39
11,125
1,245
0.53
14,420
960
0.39
11,125
1,245
0.53
14,420
7,500
960
0.39
11,125
1,155
0.49
13,370
960
0.39
11,125
1,245
0.53
14,420
1,000
2,430
0.39
16,245
2,490
0.42
16,675
2,430
0.39
16,245
2,925
0.50
19,560
WSW18x8
4,000
2,430
0.39
16,245
2,265
0.38
15,160
2,430
0.39
16,245
2,695
0.46
18,045
7,500
2,430
0.39
16,245
2,000
0.34
13,395
2,430
0.39
16,245
2,435
0.41
16,280
1,000
4,945
0.37
24,355
4,840
0.40
23,830
4,945
0.37
24,355
5,515
0.45
27,150
WSW24x8
4,000
4,945
0.37
24,355
4,515
0.37
22,240
4,945
0.37
24,355
5,360
0.44
26,395
7,500
4,945
0.37
24,355
4,140
0.34
20,390
4,945
0.37
24,355
4,985
0.41
24,540
1,000
790
0.43
10,310
1,020
0.60
13,335
790
0.43
10,310
1,020
0.60
13,335
WSW12x9
4,000
790
0.43
10,310
1,020
0.60
13,335
790
0.43
10,310
1,020
0.60
13,335
7,500
790
0.43
10,310
1,020
0.60
13,335
790
0.43
10,310
1,020
0.60
13,335
1,000
1,920
0.43
14,505
2,210
0.53
16,675
1,920
0.43
14,505
2,515
0.60
18,980
WSW18x9
4,000
1,920
0.43
14,505
2,010
0.48
15,160
1,920
0.43
14,505
2,390
0.57
18,045
7,500
1,920
0.43
14,505
1,775
0.42
13,395
1,920
0.43
14,505
2,155
0.51
16,280
1,000
4,190
0.43
23,275
4,290
0.46
23,830
4,190
0.43
23,275
5,035
0.54
27,985
WSW249
4,000
4,190
0.43
23,275
4,000
0.43
22,240
4,190
0.43
23,275
4,750
0.51
26,395
7,500
4,190
0.43
23,275
3,670
0.40
20,390
4,190
0.43
23,275
4,415
0.48
24,540
1,000
630
0.50
9,175
810
0.67
11,810
630
0.50
9,175
810
0.67
11,810
WSW12x10
4,000
630
0.50
9,175
810
0.67
11,810
630
0.50
9,175
810
0.67
11,810
7,500
630
0.50
9,175
810
0.67
11,810
630
0.50
9,175
810
0.67
11,810
1,000
1,715
0.49
14,440
1,980
0.59
16,675
1,715
0.49
14,440
2,225
0.67
18,715
WSW18x10
4,000
1,715
0.49
14,440
1,800
0.54
15,160
1,715
0.49
14,440
2,145
0.64
18,045
7,500
1,715
0.49
14,440
1,590
0.48
13,395
1,715
0.49
14,440
1,935
0.58
16,280
1,000
3,675
0.48
22,740
3,850
0.54
23,830
3,675
0.48
22,740
4,520
0.63
27,985
WSW24x10
4,000
3,675
0.48
22,740
3,590
0.50
22,240
3,675
0.48
22,740
4,265
0.60
26,395
7,500
3,675
0.48
22,740
3,295
0.46
20,390
3,675
0.48
22,740
3,965
0.55
24,540
1,000
575
0.55
9,190
735
0.73
11,810
575
0.55
9,190
735
0.73
11,810
WSW12x11
4,000
575
0.55
9,190
735
0.73
11,810
575
0.55
9,190
735
0.73
11,810
7,500
575
0.55
9,190
735
0.73
11,810
575
0.55
9,190
735
0.73
11,810
1,000
1,510
0.53
14,010
1,800
0.67
16,675
1,510
0.53
14,010
1,975
0.73
18,335
WSW18x11
4,000
1,510
0.53
14,010
1,635
0.61
15,160
1,510
0.53
14,010
1,945
0.72
18,045
7,500
1,510
0.53
14,010
1,445
0.54
13,395
1,510
0.53
14,010
1,755
0.65
16,280
1,000
3,295
0.53
22,485
3,490
0.58
23,830
3,295
0.53
22,485
4,100
0.69
27,985
WSW2411
4,000
3,295
0.53
22,485
3,260
0.55
22,240
3,295
0.53
22,485
3,865
0.65
26,395
7,500
3,295
0.53
22,485
2,985
0.50
20,390
3,295
0.53
22,485
3,595
0.60
24,540
See foonotes on page 13.
12
Standard and Balloon Framing on Concrete Foundations
Strong -Wall° Wood Shearwall Standard Application on Concrete Foundation (cont.)
2,500 psi Concrete
3,000 psi Concrete
Strong -Wall
Allowable
Seismic'
Wind
Seismic'
Wind
Wood
Shearwall
Models
Vertical
Load, P
(Ib.)°
Allowable
ASD Shear
Load, V
(lb.)
Drift at
Allowable
Shear,
(in.)
Anchor
Tension at
Allowable
Shear, T
(lb.)„
Allowable
ASD Shear
Load V
(lb.)
Drift at
Allowable
Shea
(in.)
Anchor
Tension at
Allowable
Shear, T
(lb.)„
Allowable
ASD Shear
Load V
(lb.)
Drift at
Allowable
Shear,
(in.)
Anchor
Tension at
Allowable
Shear, T
(lb.)„
Allowable
ASD Shear
Load V
(lb.)
Drift at
Allowable
Shear, 0
(in.)
Anchor
Tension at
Allowable
Shear, T
(lb.)"
1,000
485
0.62
8,540
625
0.80
10,915
485
0.62
8,540
625
0.80
10,915
WSW12x12
4,000
485
0.62
8,540
625
0.80
10,915
485
0.62
8,540
625
0.80
10,915
7,500
485
0.62
8,540
625
0.80
10,915
485
0.62
8,540
625
0.80
10,915
1,000
1,340
0.58
13,580
1,645
0.75
16,675
1,340
0.58
13,580
1,755
0.80
17,770
WSW18x12
4,000
1,340
0.58
13,580
1,495
0.68
15,160
1,340
0.58
13,580
1,755
0.80
17.770
7,500
1,340
0.58
13,580
1,320
0.60
13,395
1,340
0.58
13,580
1,605
0.73
16,280
1,000
2,920
0.58
21,795
3,195
0.66
23,830
2,920
0.58
21,795
3,750
0.77
27,985
WSW2412
4,000
2.920
0.58
21,795
2,980
0.61
22,240
2,920
0.58
21,795
3,540
0.73
26,395
7,500
2,920
0.58
21,795
2.735
0.56
20,390
2,920
0.58
21,795
3,290
0.68
24,540
1,000
1,190
0.63
13,065
1,515
0.85
16,675
1,190
0.63
13,065
1,555
0.87
17,100
WSW18x13
4,000
1,190
0.63
13,065
1,380
0.77
15,160
1,190
0.63
13,065
1,555
0.87
17,100
7,500
1,190
0.63
13,065
1,220
0.68
13,395
1,190
0.63
13,065
1,480
0.83
16,280
1,000
2,590
0.64
20,970
2,945
0.74
23,830
2,590
0.64
20,970
3,445
0.87
27,865
WSW24x13
4,000
2,590
0.64
20,970
2,750
0.69
22,240
2.590
0.64
20,970
3,260
0.82
26,395
7,500
2,590
0.64
20,970
2,520
0.63
20,390
2,590
0.64
20,970
3,035
0.76
24,540
1,000
960
0.69
11,580
1.245
0.93
14,995
960
0.69
11,580
1,245
0.93
14,995
WSW18x149
4,000
960
0.69
11,580
1,245
0.93
14,995
960
0.69
11,580
1,245
0.93
14,995
1,000
2,175
0.69
19,300
2,685
0.89
23,830
2,175
0.69
19,300
2,815
0.93
24,970
WSW2414
4,000
2,175
0.69
19.300
2,505
0.83
22,240
2,175
0.69
19,300
2,815
0.93
24,970
1,000
830
0.79
11,420
1,085
1.07
14,945
830
0.79
11,420
1,085
1.07
14,945
WSW18x169
4,000
830
0.79
11,420
1,085
1.07
14,945
830
0.79
11,420
1,085
1.07
14,945
1,000
1,810
0.80
18,330
2,350
1.04
23,830
1,810
0.80
18,330
2,400
1.07
24,355
WSW24x16
4,000
1,810
0.80
18,330
2,195
0.97
22,240
1,810
0.80
18,330
2,400
1.07
24,355
1,000
650
0.90
10,105
855
1.20
13,225
650
0.90
10,105
855
1.20
13,225
WSW18x189
4,000
650
0.90
10,105
855
1.20
13,225
650
0.90
10,105
855
1.20
13,225
1,000
1,420
0.92
16,220
1,890
1.20
21,555
1,420
0.92
16,220
1,890
1.20
21,555
WSW24189
4,000
1,420
0.92
16,220
1,890
1.20
21,555
1,420
0.92
16.220
1,890
1.20
21,555
1,000
545
1.03
9,385
700
1.33
12,020
545
1.03
9,385
700
1.33
12,020
WSW18x20
4,000
545
1.03
9,385
700
1.33
12,020
545
1.03
9,385
700
1.33
12,020
1,000
1,180
1.02
14,940
1,510
1.33
19,140
1,180
1.02
14,940
1,510
1.33
19.140
WSW2420
4,000
1,180
1.02
14,940
1,510
1.33
19,140
1,180
1.02
14,940
1,510
1.33
19,140
1. Allowable shear loads are applicable to installations on concrete with
specified compressive strengths as listed using the ASD basic (IBC Section
1605.3.1) or the alternative basic (IBC Section 1605.3.2) load combinations.
2. Load values include evaluation of bearing stresses on concrete foundations
and do not require further evaluation by the Designer. For installations on
masonry foundations, bearing capacity shall be evaluated by the Designer.
3. Seismic design based on 2015 IBC using R = 6.5. For other codes, use the
seismic coefficients corresponding to light -frame bearing walls with wood
structural panels or sheet -steel panels.
4. Allowable vertical load denotes the total maximum concentric vertical load
permitted on the panel acting in combination with the allowable shear loads.
5. Allowable shear, drift and anchor tension values may be interpolated for
intermediate height or vertical loads. For panels 741/2"-78" tall, use the
values for a 78"-tall panel.
6. High -strength anchor bolts are required for anchor tension forces exceeding
the allowable load for standard -strength bolts tabulated on pages 23-24.
See pages 22-29 for WSW -AB anchor bolt information and anchorage
solutions.
All panels taller than 18' require a 2x6 minimum full -height stud attached to
each side. Attach using 10d common nails at 16" o.c.
See page 14 for allowable out -of -plane and axial capacities.
WSW24x7 must be trimmed from a WSW24x8 shearwall. WSW18x14, 16,
and 18, and WSW24x18 shearwalls are trimmed from a 20 ft.-tall panel.
10. Drifts at lower design shear may be linearly reduced.
Tabulated anchor tension values assume no resisting vertical load. Anchor
tension loads at design shear values and including the effect of vertical load
may be determined using the following equation:
T=[(VxH)/B]-P/2,where:
T = Anchor tension load (lb.)
V = Design shear load (lb.)
P = Applied vertical load (lb.)
H = Panel height (in.)
B = Moment arm (in.); 8.06" for WSW12,
13.94" for WSW1 8,18.94" for WSW24.
13
Standard and Balloon Framing on Concrete Foundations
Strong -Wall® Wood Shearwall Allowable Out -of -Plane Loads
for Single -Story Walls on Concrete Foundations (PSF)
Strong -Tie
Panel
Attachment
Strong -Wall
Wood Shearwall
Model
Nominal Height of Shearwall (ft.)
7
71h
8
9
10
11
12
13
14
16
18
20
WSW12
255
235
215
190
155
115
60
N/A
N/A
N/A
N/A
N/A
Top
Plates
WSW18
230
210
195
170
155
115
90
70
55
35
25
20
WSW24
250
225
210
185
155
115
90
70
55
35
25
20
WSW12
280
255
205
150
110
85
60
N/A
N/A
N/A
N/A
N/A
Header
WSW18
185
170
155
140
110
85
70
N/A
N/A
N/A
N/A
N/A
WSW24
140
130
120
105
95
85
170
N/A
N/A
N/A
N/A
N/A
1. Loads shown are at ASD level in pounds per square foot (PSF) of wall with no further increase allowed.
2. Loads consider a maximum deflection limit of H/240.
3. Allowable out -of -plane loads can be applied in combination with the panel allowable vertical loads shown on pages 12-13.
4. Allowable values for header panel attachment assume a maximum header depth of 14". Use a load reduction factor of
0.88 and 0.78 for 16"- and 18"-deep headers respectively.
5. Allowable values shown for header panel attachment require the use of the portal kit to resist header rotation.
6. N/A = Not Applicable.
Strong -Wall® Wood Shearwall Axial Capacities
for Single -Story Walls on Concrete Foundations (lb.)
Strong -Wall
Nominal Height of Shearwall (ft.)
Wood Shearwall
Model
7
7.5
8
9
10
11
12
13
14
16
18
20
WSW12
32,400
27,700
23,700
19,000
15,400
12,800
10,800
N/A
N/A
N/A
N/A
N/A
WSW18
40,900
40,900
40,900
33,100
26,900
22,300
18,800
16,000
13,300
10,200
8,100
6,600
WSW24
1 58,000
1 56,200
48,100
38,400
1 31,300
1 25,900
21,800
1 18,600
15,500
11,900
9,400
7,600
1. Allowable ASD vertical load is the lesser of the WSW panel buckling capacity and concrete bearing capacity beneath
the holdowns assuming a minimum specified concrete compressive strength f'C = 2,500 psi.
2. Allowable vertical loads assume concentric point load or uniformly distributed load without lateral loads present.
For combined lateral and vertical loads, see pages 12-13.
3. Tabulated loads apply to single -story panels on concrete foundations.
4. N/A = Not Applicable.
14
Garage Portal Systems on Concrete Foundations
The Strong -Wall® Wood Shearwall garage portal system provides higher shear capacity with reduced
concrete anchorage requirements. Portal walls may be used in single- or double -portal applications
and shall be installed with a minimum 31/e" x 9'/4" single- or multiple -ply header depending upon
loading and span requirements.
Codes: ICC-ES ESR-2652, City of L.A. RR25730
For product data and naming scheme information, see pages 10-11.
Garage Header
Rough Opening Height
Model
H Curb
Rough Opening
No.
(in.)
Height (in.)
WSW12x7
5Y2
6'-11 Y2'
WSW18x7
6
7'-0'
WSW24x7
WSW12x7.5
WSW18x7.5
0
7'-1Y2
WSW24x7.5
WSW12x8
5Y2
8'-23/42
WSW18x8
6
8'-3'/42
WSW24x8
1. If required rough opening height exceeds table
value, specify next taller panel and trim as
necessary. The Strong -Wall Wood Shearwalls may
be trimmed to a minimum height of 74Y2".
2. Furring down garage header may be required for
correct rough opening height.
3. WSW24x7 and WSW24x7.5 must be trimmed
from a WSW24x8 shearwall.
Installation
• Portal -frame connection kit is required
for portal -frame applications.
• All panels may be trimmed to a
minimum of 741/2". Trim height from
top of panel only, do not trim from
sides or bottom. Drilling holes in
the Strong -Wall Wood Shearwalls
is not allowed except as shown
on page 42.
• Anchor -bolt nuts should be snug tight.
• Maximum shim thickness between
Strong -Wall Wood Shearwalls and
the top plates or header is 7/8".
• Standard top -of -wall connections
install with nails.
• Walls may also be used in 2x6 wall
framing. Install the panel flush to
the outside face of the framing and
add furring to the opposite side.
• Walls may be installed with solid
or multi -ply headers, see page 47
Detail 4, 5/WSW4 for fastening
and furring requirements.
Portal Frame Connection Kit
Model No. Contents
WSW-PK 4 (10 Gauge) WSW -PS Straps
1. Portal -frame connection kit comes with panels
that are 100" or less in height. The kit must be
ordered separately for panels over 100" tall.
Simpson Strong -Tie®
LSTA12 strap installed on
each side of the beam to
the post (1,000 lb. uplift
capacity min.).
Foundation design
(size and reinforcement)
by Designer.
Single Portal Installation
Strong -Tie
M
WSW -TOW portal
connection. Align
notches with
bottom of header.
See page 11 for
header connection.
Verify panel
is plumb.
Use metal
shims
(Model No.
WSW-CS1)
at the base
if required.
See page 10
for connection
to foundation.
15
Garage Portal Systems on Concrete Foundations
Portal Design Information
A portal frame under lateral loads causes the
portal header to experience internal stresses in
addition to those created by the primary loads
(live, dead and snow). These additional stresses
are called induced forces and must be considered
when designing portal headers. To account for the
induced forces from lateral loads, a concentrated
end moment equal to the top -of -panel moment
must be placed at the end of the beam that is
connected to the WSW panel. For WSW12 and
WSW18 panels, the moment induced into the
portal header must be taken as 20% and 10%,
respectively, of the total lateral moment. The
total lateral moment is calculated as the design
shear times the panel height. For headers with
typical residential uniform loads, the induced
moment and shear forces from a portal -frame
system do not control the design. This is due
to the 1.60 load duration factor (CD) used in
design and the induced stresses from wind
and seismic loads.
The lateral and vertical loads shown on page 17
for portal frames assume that the header size
falls within the portal -frame parameters listed in
the table.
Strong -Wall" Wood Shearwall
Portal Header Design Parameters
Header Design Parameter
Allowable Range
Width
31/e" — 5Yx"
Depth
9Ya" —18"
Clear Span
8' —18' 6"
K
90 Ib.dn. — 4,000 lb./in.
1. Single- or multiple -ply header members may be used.
2. Secondary moment, shear and axial forces shall be
considered in header design.
3. Header design shall be by Designer and assume gravity
loads only induce simple span moments in beam.
4. Header stiffness (K) for use in WSW portal system
may be determined using the following equation:
K = (E x b x d3) / 1213 where:
E = Header modulus of elasticity (psi)
b = Header width (in.)
d = Header depth (in.)
L = Header clear span (in.)
See page 11
for top plate Shear transfer
connection. by Designer.
I\
I\
I u
I I
Header by Designer —
I
3�/a" min. width x
9'/d' min. depth.
Header support
i
post by Designer.
8' min.,
18'-6" max.
Column base detail
by Designer (not shown).
�L (1,000 lb. uplift capacity min.)
0
a
o °
° o Foundation design
0' (size and reinforcement)
o by Designer.
Alternate Garage
Front Option 1
Strong -Tie
See pages 11
and 15 for header
connection.
Rough
opening
height.
Curb
° o
Alternate Garage
Front Option 2
Alternative Garage Front Options
These alternative garage -front options may be used for applications
when the Strong -Wall® Wood Shearwall is installed at the full height
(option 1) or without the additional Portal -Frame Kit (option 2),
when higher capacity or reduced concrete anchorage is not needed.
Refer to the Standard Application on Concrete Foundations on
pages 12-13 for product data and allowable load values.
For Garage Wall Option 2, the Designer shall design for:
1. Shear transfer
2. Out -of -plane loading effect
3. Increased overturning and drift due to additional height
16
Garage Portal Systems on Concrete Foundations
Strong -Tie
0
Strong -Wall° Wood Shearwall Single -Wall Garage Portal System on Concrete Foundation
2,500 psi Concrete
3,000 psi Concrete
Allowable
Seismic'
Wind
Seismic'
Wind
Strong -Wall
Wood Shearwall
Model
Vertical
Load, P
(lb.)5
Allowable
ASD Shear
Load,V
(lb.)
Drift at
Allowable
Shear,A
(in.)'
Anchor
Tension at
Allowable
Shear ,T
(lb.)'.
Allowable
ASD Shear
Load V
Drift at
Allowable
Shear,A
(in.)'
Anchor
Tension at
Allowable
Shear,T
(Ib.),a
(lb
Allowable
ASD Shear
Load, V
(Ib.)
Drift at
Allowable
Shear,A
(in.)
Anchor
Tension at
Allowable
Shear,T
(lb.)'o
Allowable
ASD Shear
Load V
(lb.)
Drift at
Allowable
Shear,9A
On.
Anchor
Tension at
Allowable
Shear,T
(lb.)10
1,000
1,645
0.38
12,750
2,135
0.53
16,525
1,645
0.38
12,750
2,135
0.53
16,525
WSW12x7
4,000
1,645
0.38
12,750
1,955
0.49
15,150
1,645
0.38
12,750
2,135
0.53
16,525
7,500
1,645
0.38
12,750
1,730
0.43
13,370
1,645
0.38
12,750
2,100
0.52
16,255
1,000
3,225
0.38
16,235
3,310
0.42
16,675
3,225
0.38
16,235
3,350
0.43
16,880
WSW18x7
4,000
3,225
0.38
16,235
3,010
0.38
15,160
3,225
0.38
16,235
3,350
0.43
16,880
7,500
3,225
0.38
16,235
2,660
0.34
13,395
3,225
0.38
16,235
3,230
0.41
16,280
1,000
1,520
0.41
12,900
1,965
0.57
16,670
1,520
0.41
12,900
1,970
0.57
16,720
WSW12x7.5
4,000
1,520
0.41
12,900
1,785
0.51
15,150
1,520
0.41
12,900
1,970
0.57
16,720
7,500
1,520
0.41
12,900
1,575
0.45
13,370
1,520
0.41
12,900
1,915
0.55
16,255
1,000
2,955
0.41
16,300
3,020
0.45
16,675
2,955
0.41
16,300
3,350
0.50
18,500
WSW18x7.5
4,000
2,955
0.41
16,300
2,745
0.41
15,160
2,955
0.41
16,300
3,270
0.48
18,045
7,500
2,945
0.41
16,260
2,425
0.36
13,395
2,955
0.41
16,300
2,950
0.44
16,280
1,000
1,310
0.44
12,110
1,695
0.60
15,690
1,310
0.44
12,110
1,695
0.60
15,690
WSW12x8
4,000
1,310
0.44
12,110
1,635
0.58
15,150
1,310
0.44
12,110
1,695
0.60
15,690
7,500
1,310
0.44
12,110
1,445
0.51
13,370
1,310
0.44
12,110
1,695
0.60
15,690
1,000
2,610
0.44
15,730
2,770
0.49
16,675
2,610
0.44
15,730
3,250
0.58
19,560
WSW18x8
4,000
2,610
0.44
15,730
2,520
0.45
15,160
2,610
0.44
15,730
2,995
0.53
18,045
7,500
2,610
0.44
15,730
2,225
0.40
13,395
2,610
0.44
15,730
2,705
0.48
16,280
1. Allowable shear loads are applicable to installations on concrete with specified compressive strengths as listed using the ASD basic
(IBC Section 1605.3.1) or the alternative basic (IBC Section 1605.3.2) load combinations.
2. Load values include evaluation of bearing stresses on concrete foundations and do not require further evaluation by the Designer.
For installations on masonry foundations, bearing capacity shall be evaluated by the Designer.
3. Seismic design based on 2015 IBC using R = 6.5. For other codes, use the seismic coefficients corresponding to light -frame
bearing walls with wood structural panels or sheet -steel panels.
4. Allowable values shown apply to Single -Wall Garage Portal Systems. The allowable shear load for a Double -Wall Garage Portal System,
which consists of two walls with a header continuous across both panels, may be taken as twice the table value.
5. Allowable vertical load denotes the total maximum concentric vertical load permitted on the panel acting in combination with
the allowable shear loads.
6. Allowable shear, drift and anchor tension values may be interpolated for intermediate height or vertical loads.
For panels 741h"-78" tall, use the values for a 78"-tall panel.
7. High -strength anchor bolts are required for anchor tension forces exceeding the allowable load for standard -strength bolts
tabulated on pages 23-24. See pages 22-29 for WSW -AB anchor bolt information and anchorage solutions.
8. See page 14 for allowable out -of -plane and axial capacities.
9. Drifts at lower design shear may be linearly reduced.
10. Tabulated anchor tension values assume no resisting vertical load. Anchor tension loads at design shear values
and including the effect of vertical load may be determined using the following equation:
T=[(kxVxH)/B)-P/2,where:
T = Anchor tension load (lb.)
V = Design shear load (lb.)
P = Applied vertical load (lb.)
H = Panel height (in.)
B = Moment arm (in.); 8.06" for WSW12, 13.94" for WSW18
k = Portal factor; 0.80 for WSW12 panels 931/4" or less in height,
0.90 for WSW18 panels 93Y4" or less in height,
1.00 for all other panels.
17
Two -Story Stacked on Concrete Foundations
The same Strong -Wall® Wood Shearwall models used for
standard applications on concrete may be used in stacked
wall applications. See Product data tables below for models
that may be used in this application.
Codes: ICC-ES ESR-2652, City of L.A. RR 25730
For product naming scheme information, see page 11.
Two -Story Stacked WSW
Product Data - Upper Wall
Model No.
W
(in.)
H
(in.)
Total
Wall Weight
(lb.)
WSW18x9
18
105Ya
185
WSW249
24
105Ya
245
WSW18x10
18
117Ya
205
WSW24x10
24
117Ya
270
WSW18x11
18
129Ya
220
WSW24x11
24
129Ya
295
WSW18x12
18
141 Ya
240
WSW24x12
24
141 /a
320
1. Order WSW-MSIOO(KT separately for two-story stacked applications.
2. See product data table on page 10 for footnotes.
3. The width of the upper wall should match the width of the lower wall.
Two -Story Stacked WSW
Product Data - Bottom Wall
Model No.
(in.)
�)
Anchor Bolts
Total
Wall Weight
(lb.)
Qty'
Dia.
(in.)
WSW18x8
18
93Ya
2
7/8
165
WSW24x8
24
93'/a
2
1
225
WSW18x9
18
105'/a
2
7/8
185
WSW24x9
24
105'/a
2
1
245
WSW18x10
18
117Ya
2
7/8
205
WSW24x10
24
117Ya
2
1
270
WSW18x11
18
129'/a
2
7/8
220
WSW24x11
24
129'/a
2
1
295
WSW18x12
18
141Ya
2
7/8
240
WSW24x12
1 24
141Ya
1 2
1
320
1. See product data table on page 10 for footnotes.
Multi -Story Connection Kit
Model No.
Contents
WSW-MSKI2KT
(2) Holdowns with pre -attached bolts
(2) Standard hex nuts and flat washers
(1) LSL bearing block
Installation instructions
WSW-MSKI8KT
WSW-MSK24KT
MSK connection kit47/
r(\ /
Model WSW-MSKXXKT \ L1
(order separately).
Foundation design
(size and '
reinforcement) `
by Designer.
StrongTie
Second -story panel
height includes wall
height plus total
floor depth.
Two -Story Stacked Installation
Strong -Wall®
Wood
Shearwall
WSW -AB
18
U
Z
Z
a
0
0
z
O
cc
w
z
0
a
CO
0
N
CO
U
Two -Story Stacked on Concrete Foundations
Installation
• All panels may be trimmed to a
minimum of 741/2". Trim height from
top of panel only, do not trim from
sides or bottom. Drilling holes in the
Strong -Wall° Wood Shearwalls is not
allowed except as shown on page 42.
• Anchor -bolt nuts should be snug tight.
• Maximum shim thickness between
the shearwall and the top plates or
header is 7/e".
• Walls may also be used in 2x6 wall
framing. Install the panel flush to the
outside face of the framing and add
furring to the opposite side.
• Standard top -of -wall connections
install with nails.
• The second -story panel must be the
same width as the first -story panel.
• When specifying the height of the
second -story panels, add the total
floor height, including sheathing,
to the wall height, then subtract 2".
See h3 definition on page 21.
Hex nuts and structural
washers provided
with MSK kit.
Nuts require a
I /
snug tight fit.
IV
MSK holdown
installs with
10d x 2/2" min.
length nails
(fill all holes).
Align LSL ! °
bearing block °
with first -story
panel.
See page I
for Y
top -plate connection
ion. r�
Two -Story Stacked MSK
Connection Details
Foundation design
(size and
reinforcement)
by Designer.
See page 11 for
top -plate connection.
See page 10 for
connection to
�.: foundation.
Two -Story Stacked Installation
Strong -Tie
M
2x6 Framing Installation
Alternative top connection recommended.
See pages 39 and 44 for details.
2x6 Framing Installation
Cut slots (1/4" wide max.) in the top
plates to allow the MSK holdown
to pass through. Do not notch
the double top plates.
o
oo0o
o I / o0
o I
/ \ oo o0
/
0o o0
First -Story Installation
with Wood Floor System
Specify panel height from top of
foundation to underside of top plates.
19
Two -Story Stacked on Concrete Foundations
Strong -Wall° Wood Shearwall Second -Story Walls -
Stacked Application on Concrete Foundation6,7
Model No.
Allowable
Vertical Load, P
(lb.)^
Seismic'
Wind
Allowable ASD
Shear Load, V
(lb.)
Drift at
Allowable Shear, A
(in.)
Allowable ASD
Shear Load, V
(lb.)
Drift at
Allowable Shear, A
(in.)
WSW18x9
2,000
1,225
0.42
1,345
0.48
WSW249
2,000
2,165
0.41
2,380
0.46
WSW18x10
2,000
1,125
0.47
1,235
0.53
WSW2410
2,000
1,990
0.46
2,190
0.52
WSW18x11
2,000
1,020
0.52
1,120
0.59
WSW2411
2,000
1,815
0.51
1,995
0.59
WSW18x12
2,000
920
0.57
1,010
0.64
WSW2412
2,000
1,640
0.57
1,805
0.65
See notes below.
Strong -Wall" Wood Shearwall First -Story Walls -
Stacked Application on Concrete Foundation9,11
StrongTie
Model No.
Allowable
Vertical
Load, P
(lb.)'
Stiffness
Factor,
Kx10°
(lb. -in?)
2,500 psi
Concrete
3,000 psi
Concrete
Seismic'
Wind
Seismic'
Wind
Allowable
ASD Base
Moment
(Ib.-in.)
Anchor
Tension at
Allowable ASD
Base Moment
(lb.)10
Allowable
ASD Base
Moment
(Ib. in.)
Anchor
Tension at
Allowable ASD
Base Moment
(lb.)10
Allowable
ASD Base
Moment
(,b.-in.)
Anchor
Tension at
Allowable ASD
Base Moment
(lb.)10
Allowable
ASD Base
Moment
(lb. -in.)
Anchor
Tension at
Allowable ASD
Base Moment
(lb.)10
WSW18x8
4,000
9.7
206,550
14.820
184,730
13,255
206,550
14,820
218,020
15,645
WSW24x8
4,000
19.4
413,565
21,840
423,540
22,365
413,565
21,840
455,060
24,030
WSW18x9
4,000
10.3
200.500
14,385
184,715
13,255
200,500
14,385
217,975
15,640
WSW249
4,000
21.5
411,000
21,705
423,525
22,365
411,000
21,705
452,050
23,870
WSW18x10
4.000
11.6
202,255
14,510
184,670
13,250
202.255
14,510
217,970
15,640
WSW24x10
4,000
22.6
389,855
20,585
423.505
22,365
389,855
20,585
429,135
22,660
WSW18x11
4,000
12.5
197,755
14,190
184,700
13,250
197,755
14,190
217,785
15,625
WSW2411
4,000
24.8
389,045
20,545
423,550
22,365
389,045
20,545
428.465
22,625
WSW18x12
4,000
12.8
189,275
13,580
184,755
13,255
189,275
13,580
208,345
14,950
WSW24x12
4,000
26.5
380,670
20,100
418,805
22,115
380,670
20,100
418,805
22,115
1. Allowable ASD base moments and anchor tension values are applicable
to installations on concrete with specified compressive strengths as
listed using the ASD basic (IBC Section 1605.3.1) or the alternative basic
(IBC Section 1605.3.2) load combinations.
2. Load values include evaluation of bearing stresses on concrete foundations
and do not require further evaluation by the Designer. For installations on
masonry foundations, bearing capacity shall be evaluated by the Designer.
3. Seismic design based on 2015 IBC using R = 6.5. For other codes, use
the seismic coefficients corresponding to light -frame bearing walls with
wood structural panels or sheet -steel panels.
4. Allowable vertical load denotes the total maximum vertical load permitted
on the panel acting in combination with the allowable shear load and
base moment.
5. Allowable shear, drift, base moment and anchor tension values may be
interpolated for intermediate height or vertical loads.
6. Two-story stacked panel combinations may consist of any height
combination of equal width panels listed in these tables.
7. A multi -story kit (MSK) is required to attach the second -story panel to
the first -story panel.
8. High -strength anchor bolts are required for anchor tension forces
exceeding the allowable load for standard -strength bolts tabulated on
pages 23-24. See pages 22-29 for WSW -AB anchor bolt information
and anchorage solutions.
9. The Designer must verify that the cumulative overturning moment at the
base of the first -story panel does not exceed the allowable base moment
capacity as shown in the example on page 21. The overturning base
moment shall be determined using the following equation:
MOT = (Vi x hj) + (V2 x h2), where:
MOT = Overturning base moment
V1 = Applied shear load to first -story panel
V2 = Applied shear load to second -story panel
hi = Height of first -story panel;
h2 = Total assembly Height (hi + Height of second -story panel + 5 in.)
10. Tabulated anchor tension values assume no resisting vertical load. Anchor
tension loads at design shear values and including the effect of vertical load
may be determined using the following equation:
T = MOT / B - P/2, where:
T = Anchor tension load (lb.)
P = Applied vertical load (Ib.)
MOT = Overturning moment, see Footnote 9
B = Moment arm (in.); 13.94" for WSW1 8,18.94" for WSW24
11. First -story panel drift must comply with code drift limits; evaluate drift at the
top of the first -story panel using the following equation:
A = h12 / K x [(3 x V2 x h3) + (2 x Vbase x hi)], where:
A = First -story panel drift
K = Stiffness factor for first -story panel
hi = First -story panel height
h3 = Second -story panel height
V2 = Applied shear load to second -story panel
Vbase = Sum of applied shear loads to
first -story panel and second -story panel.
20
Two -Story Stacked on Concrete Foundations
Designing for Cumulative Overturning Forces
In multi -story structures, shear and the associated overturning forces due to seismic
and wind requirements must be carried down to the foundation by the building's
lateral -force resisting system. These forces are cumulative over the height of the building,
and shear forces applied at the second or third levels of a structure will generate much
larger base overturning moments than the same shears applied at the first story. V2=1,000 lb.
If cumulative overturning is not considered, the design may result in forces several
times higher than the capacity of the lower wall, anchor bolts and foundation anchorage.
When specifying two-story stacked applications, analysis should be performed by
following these steps.
1. Analyze the structure to determine the shear forces at each floor. The detail
to the right illustrates the forces developed in a two-story stacked application.
Then calculate the cumulative overturning moment (MOT), based on the story
heights and applied shear forces at each story, as follows:
MOT =(V1 xhi) +(V2xh2)
2. Select the first -story panel and ensure that the allowable base moment
exceeds the overturning moment (MOT).
3. Check the applicable second -story panel with the same width as the
first -story panel and verify that the allowable second -story shear force
exceeds the applied second -story shear force.
4. Check the first -story panel drift.
Drift Equation for First -Story Shearwalls
The first -story panel drift must comply with code drift limits.
Evaluate drift at the top of the first -story panel using the
following equation:
2
A = (h1) (3V2h3 + 2Vbasehl) where:
A = First -story panel drift (in.)
K = Stiffness factor for first -story panel (lb.-in.2)
h1 = First -story panel height (in.)
h3 = Second -story panel height (in.)
V1 = Applied shear load to first -story panel (lb.)
V2 = Applied shear load to second -story panel (lb.)
Vbase = V1 + V2 (lb.)
Given
Seismic, f'c = 2,500 psi
First -story wall height = 9 ft.
Second -story wall height = 8 ft.
Joist height = 117/8 ft.
First -story panel shear, V1 = 1,200 lb.
Second -story panel shear, V2 = 1,000 lb.
Solution
1. Calculate the overturning moment;
MOT = (1,200 lb. x 105.25 in.) + (1,000 lb. x 213.25 in.) = 339,550 lb. -in.
2. Select WSW24x9 at the first -story;
Mallow = 411,000 lb. -in. > MOT OK
3. Check the capacity of the second -story WSW24x9;
Vallow = 2,165 lb. > V2 OK
4. Verify that the first -story drift does not exceed ASD code drift limit,
Aallow = 0.7 (0.025H / Cd) = H / 228.6
Aallow = 105.25 in. / 228.6 = 0.46 in.
A _ (105.25 1-)2 I(3 x 1,000 lb. x 103") + (2 x 2,200 lb. x 105.25")]
21.5 x 109
WSW24x9
V1=1,200 lb.
WSW24x9
MOT
Design Example
Strong -Tie
M
h2 = 2131/4"
A = 0.40 in. < Aallow OK
21
Anchorage Solutions
WSW -AB Anchor Bolts
WSW -AB anchor bolts in 7/8" and 1 " diameters offer
flexibility to meet specific project demands. Inspection is
easy; the head is stamped with a "No Equal" symbol for
identification, bolt length, bolt diameter, and optional
"HS" for "High Strength" if specified.
Material: ASTM F1554 Grade 36;
High Strength (HS) ASTM A449
An additional nut for template installation is provided
with each WSW -AB.
Strong -Wall
Wood Shearwall
Width
(in.)
12 and 18
Model No.
Dia.
(in.)
Total
Length
(in)
le
(in.)
WSW-AB'/8x24
7/8
24
20
WSW-AB'/8x24HS
7/8
24
20
WSW-AB7/8x30
7/8
30
26
WSW-AB7/8x30HS
7/8
30
26
WSW-AB'/8x36HS
7/8
36
32
24
WSW-A131x24
1
24
20
WSW-AB1x24HS
1
24
20
WSW-AB1x30
1
30
26
WSW-AB1 x30HS
1
30
26
WSW-A61 x36HS
1
36
32
WSW-HSR Extension Kit
WSW-HSR allows for anchorage in tall stemwall
applications where full embedment of a WSW -AB
into the footing is required. The head is stamped for
identification like a WSW -AB. Kit includes ASTM A449
high -strength rod with heavy hex nut fixed in place
and high -strength coupler nut. Do not use in place
of WSW -AB.
Strong -Wall
Total
Wood Shearwall
Model No.
Dia.
Length
le
Width
(in.)
(in)
(in.)
(in.)
WSW-HSR'/ax24KT
7/8
24
22
12 and 18
WSW-HSR'/ax36KT
7/8
36
34
WSW-HSR1x24KT
1
24
22
24
WSW-HSR1x36KT
1
36
34
Total le = WSW-HSR le + WSW -AB le + 21/8"
'/a" 24
HS
Top of
O concrete
� Heavy hex nut
CD fixed in place
on all WSW -AB
anchor bolts.
le
Heavy
hex nut
Plate
washer
O Heavy
hex nut
WSW -AB
HX on 7/8 P4 21/8"
extension HX
kit
Top of O
concrete
Heavy hex nut
fixed in place.
J
7/8" or 1" le
High -strength _
rod
High -
strength _
coupler O
nut IF
WSW-HSRXXKT
Strong -Tie
Top of
concrete
0
WSW-HSR —►
le
Cut to length No
as necessary.
High -strength
coupler nut O
O
2l11/8"
1
O
WSW -AB
le
O
WSW-HSR
and WSW -AB
Assembly
22
Anchorage Solutions
Strong -Tie
Strong -Wall® Wood Shearwall Tension Anchorage Solutions - 2,500 psi Concrete' 5,6
Design
Criteria
Concrete
Condition
Anchor
Strength'
WSW-AB7/s Anchor Bolt
WSW-AB1 Anchor Bolt
ASD Allowable
Tension (lb.)
W
(in.)
de
(in.)
ASD Allowable
Tension (lb.)
W
(in.)
de
(in.)
Cracked
Standard
11,900
27
9
16,100
33
11
13,100
29
10
17,100
35
12
High Strength
24,900
43
15
33,000
51
17
27,100
46
16
35,300
54
18
Seismic3
Uncracked
Standard
12,500
24
8
15,700
28
10
13,100
25
9
17,100
30
1 10
High Strength
25,300
38
13
32,300
44
15
27,100
40
14
35,300
47
16
Cracked
Standard
5,100
14
6
6,200
16
6
8,700
20
7
11,400
24
8
13,100
27
9
17,100
32
11
High Strength
15,900
30
10
21,100
36
12
18,400
33
11
27,300
42
14
23,100
38
13
31,800
46
16
27,100
42
14
35,300
50
17
Wind
Uncracked
Standard
5,000
12
6
6,400
14
6
9,300
18
6
12,500
22
8
13,100
23
8
1 17,100
28
10
High Strength
15,200
25
9
21,900
32
11
19,900
30
10
26,400
36
12
24,000
34
12
31,500
40
14
27,100
37
13
35,300
43
15
Strong -Wall® Wood Shearwall Tension Anchorage Solutions - 3,000 psi Concrete' 5,6
Design
Criteria
Concrete
Condition
Anchor
Strength'
WSW-AB7/a Anchor Bolt
WSW-ABi Anchor Bolt
ASD Allowable
Tension (lb.)
W
(in.)
de
(in.)
ASD Allowable
Tension (lb.)
W
(in.)
de
(in.)
Cracked
Standard
12,300
26
9
16,000
31
11
13,100
28
10
17,100
33
11
High Strength
25,200
41
14
32,700
48
16
27,100
43
15
35,300
51
17
Seismic3
Uncracked
Standard
12,000
22
8
16,300
27
9
13,100
24
8
17,100
28
10
High Strength
25,300
36
12
32,700
42
14
27,100
38
13
35,300
44
15
Cracked
Standard
5,000
13
6
5,600
14
6
8,800
19
7
10,200
21
7
13,100
25
9
17,100
30
10
High Strength
15,700
28
10
20,100
33
11
19,200
32
11
25,300
38
13
23,200
36
12
32,300
44
15
27,100
40
14
35,300
47
16
Wind°
Uncracked
Standard
5,500
12
6
6,200
13
6
8,500
16
6
12,800
21
7
13,100
22
8
17,100
26
9
High Strength
16,600
25
9
21,800
30
10
19,700
28
10
25,200
33
11
24,000
32
11
31,700
38
13
27,100
35
12
35,300
41
14
See footnotes on page 24.
23
Anchorage Solutions
Strong -Tie
0
Strong -Wall® Wood Shearwall Tension Anchorage Solutions - 4,500 psi Concrete' 5,6
Design
Criteria
Concrete
Condition
Anchor
Strength'
WSW-AB7/e
Anchor Bolt
WSW-AB1
Anchor Bolt
W
(in.)
de
(in.)
ASD Allowable
Tension (lb.)
W
(in.)
de
(in.)
ASD Allowable
Tension (lb.)
Cracked
Standard
12,600
23
8
16,000
27
9
13,100
24
8
17,100
29
10
High Strength
24,800
36
12
32,100
42
14
27,100
38
13
35,300
45
15
Seismic3
Uncracked
Standard
12,700
20
7
15,700
23
8
13,100
21
7
17,100
25
9
High Strength
24,600
31
11
32,500
37
13
27,100
34
12
35,300
39
13
Cracked
Standard
5,400
12
6
6,800
14
6
8,300
16
6
11,600
20
7
13,100
22
8
17,100
26
9
High Strength
15,300
24
8
21,400
30
10
19,300
28
10
25,800
34
12
23,600
32
11
31,000
38
13
27,100
36
12
35,300
42
14
Wind^
Uncracked
Standard
6,800
12
6
6,800
12
6
9,400
15
6
12,400
18
6
13,100
19
7
17,100
23
8
High Strength
16,800
22
8
21,600
26
9
20,300
25
9
26,700
30
10
24,100
28
10
32,200
34
12
27,100
31
11
35,300
36
12
1. Anchorage designs conform to ACI 318-14 and ACI 318-11 Appendix D with no supplementary reinforcement
for cracked and uncracked concrete as noted.
2. Anchor strength indicates required grade of WSW -AB anchor bolt. Standard (ASTM F1554 Grade 36) or
high strength (HS) (ASTM A449).
3. Seismic indicates Seismic Design Categories C through F. Detached one- and two-family dwellings
in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-14
Section 17.2.3.4.3 and ACI 318-11 Section D.3.3.4.
4. Wind includes Seismic Design Categories A and B and detached one- and two-family dwellings in SDC C.
5. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others.
The registered design professional may specify alternative embedment, footing size or anchor bolt.
6. Refer to slab on grade, curb, stemwall and interior footing details for w and de as shown on pages 26-27.
24
Anchorage Solutions
Strong -Wall° Wood Shearwall Shear Anchorage
Foundation shear reinforcement to resist shear forces from Strong -Wall® Wood Shearwalls located at the
edge of concrete is shown in the table below. The WSW12 used in wind applications does not require shear
reinforcement when the panel design shear force is less than the anchorage allowable shear load shown
in the table below.
Strong -Wall® Wood Shearwall Shear Anchorage Solutions
Strong -Tie
Seismic'
Wind'
Strong -Wall
Lt(inor h
Wood Shearwall
)
Shear
Minimum Curb/
Shear
Minimum Curb/
ASO Allowable Shear Load, V (lb.)6
Model
Reinforcement
Stemwall Width
(in.)
Reinforcement
Stemwall Width
(in.)
Uncracked
Cracked
WSW12
101/4
(1) #3 Hairpin
85
See Note 6
6
1,035
740
WSW18
15
(1) #3 Hairpin
85
(1) #3 Hairpin
6
Hairpin reinforcement achieves
maximum allowable shear load of the
Strong -Wall® WSW.
WSW24
19
(2) #3 Hairpin
85
(1) #3 Hairpin
6
1. Shear anchorage designs conform to ACI 318-14 and assume minimum 2,500 psi concrete. See pages 23-24 for tension anchorage.
2. Shear reinforcement is not required for interior foundation applications (panel installed away from edge of concrete), or braced -wall panel applications.
3. Seismic indicates Seismic Design Categories C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions.
Seismic shear reinforcement designs conform to ACI 318-14 Section 17.2.3.5.3.
4. Wind includes Seismic Design Categories A and B.
5. Where noted, minimum curb/stemwall width is 6" when standard -strength anchor bolt is used.
6. Use (1) #3 tie for WSW12 when panel design shear force exceeds tabulated anchorage allowable shear load.
7. 94 grade 40 shear reinforcement may be substituted for WSW shear anchorage solutions.
8. The registered design professional may specify alternative shear anchorage.
� Lh Min. Lt
4"Min.
3"
1 I
WSW -AB #3 Hairpin Field tie and secure during
grade 60 rebar concrete placement. Overlap
(Min.) varies with bolt spacing.
Hairpin Shear Reinforcement
11/2" CLR
WSW -AB
WSW -AB #3 Tie Field tie and secure
grade 60 during concrete
rebar (Min.) placement.
#3 Hairpin (#3 tie similar),
see table for required quantity.
Hairpin Installation
(Garage curb shown, other footing types similar)
Tie Shear Reinforcement
25
Anchorage Solutions
Curb or Stemwall Installation
WSW -AB Minimum curb/stemwall
width per page 25.
21/s" _ Shear reinforcement
per page 25 when
required.
de a
as
T IIIIII a
5" min. for ,
WSW-ABI/s /z W /2 W
6" min. for W 10
WSW-AB1.
Curb or Stemwall Section View
Slab -on -Grade Installation
WSW-AB� Shear reinforcement
per page 25 when
21/8required.
d
H
a
de
5" min. for
WSW-AB7/a
,
/z W /z W
6" min. for
W�
WSW-AB1.
Slab -on
-Grade Section View
Brick Ledge Installation
Perspective View
(Slab not shown for clarity)
Perspective View
Strong -Tie
r- — — — — — — — — — — — -
Y2 W
I �
I �
W
I �
I �
t/2 W
I �
I �
-------------
f%z
Footing Plan
---- T
Y2 W
I �
I �
W
I �
I �
I I t/2 W
I
Ifs W--.- 7;2W�
Footing Plan
WSW -AB Minimum curb/stemwall
width per page 25.
2t/8' Shear reinforcement
f per page 25 when
H required.---------------------------,
as
° a i Y2W
j
a i W
5" min. for I ---------
WSW-AB'/s
�t/zW YzW--►---------- ------ -
6" min. for - W = �—Y2 W t/2 W--�
WSW-AB1.
Brick Ledge Section View Perspective View Footing Plan
Anchorage Solutions General Notes
1.The Designer may specify alternate embedment, footing size or bolt grade. Foundation design
(size and reinforcement) by Designer.
2. Footing dimensions and rebar requirements are for anchorage only.
26
U
Z
}
Z
a
0
O
U
w
F7
O
Z
0
0
Z
0
CO
CO
s
CO
3
3
J
U
Anchorage Solutions
Interior Installation
WSW -AB
d
°
N a
de
.
5" min. for
WSW-AB�,/z W
7/s
6" min. for .
W
WSW-AB1.
Interior Section View
---------------------------
I ,
-------- �/2 W
I I
' W
W
'----------------
' ---- ------
Y2 W Yz W '�
Footing Plan
Strong -Tie
Stemwall Extension Installation
Minimum stemwall
width per page 25.
I
�temwallil—�!—��
Height h=h=11
(WSW -AB le + =1I 1=1 11=
WSW-HSR le+ III 11-11
21/a"- de) II II _I
See page 22 for=11-111-
le dimensions. T71 1T=1
-II=III=
I I -I II I
III -III-
u
de 1 h
Anchorage Solutions General Notes
1. The Designer may specify alternate embedment, footing size or bolt grade.
2. Footing dimensions and rebar requirements are for anchorage only.
Strong Mal l° Wood Shearwall
Anchor Bolt Layout
Wall
Distance from Center
Model
to Center of WSW-ABs
S (in.)
WSW12
8Ye
WSW 8
14
WSW24
20
d
T III elll=ll
5" min. for
WSW-AB7/a '/2 W M
6" min. for
WSW-HSR
Shear reinforcement
per page 25 when
required.
a IIIih=� II
' ' ° 11111111
W Min
WSW-AB1. W;I
Section at Stemwall
WSW -AB and WSW-HSR
Extension Application
2" S�
3�z
WSW Plan View
Anchorage Graphic
WSW -AB
27
Anchorage Solutions
Anchor Reinforcement Solutions on Grade Beams
Simpson Strong Tie now provides grade -beam anchorage solutions for the Strong -Wall® Wood Shearwall (WSW),
which have been calculated to conform to ACI 318-14. Through funding from the Structural Engineers Association
of Northern California, initial testing at Scientific Construction Laboratories Inc. confirmed the need to comply with
ACI 318 requirements to prevent plastic hinging at anchor locations. Follow-on testing at the Simpson Strong Tie
Tyrell Gilb Research Laboratory was then used to confirm these findings and validate performance. The testing
consisted of specimens with closed -tie anchor reinforcement, specimens with non -closed u-stirrups, and control
specimens without anchor reinforcement. Flexural and shear reinforcement were designed to resist amplified
anchorage forces and compared to test beams designed for non -amplified strength level forces. The test program
has proven the performance of the anchor reinforcement details developed by Simpson Strong Tie.
Significant Findings from Testing:
Grade -beam flexural and shear capacity is critical to
anchor performance and must be designed to exceed
the demands created by the attached structure. In wind
load applications, this demand includes the factored
demand from the Strong -Wall Wood Shearwall (WSW).
In seismic applications, testing and analysis have
shown that in order to achieve the anchor performance
expected by ACI 318 Anchorage design methodologies,
the concrete member design strength needs to resist
the amplified anchor design demand from ACI 318-14
Section 17.2.3.4.3 and ACI 318-11 Appendix D
Section D.3.3.4.3. To help Designers achieve this,
Simpson Strong Tie recommends Designers apply the
seismic design moment listed in the table below at the
WSW location when evaluating the grade -beam design
strength under seismic loads. The tabulated moment
correlates to the lowest of the anchor -tension design
limits defined in the sections listed above as they relate
to each WSW model.
Closed -tie anchor reinforcement is critical to maintain
the integrity of the reinforced core where the anchor
is located. Testing with u-stirrups that did not include
complete closed ties showed premature splitting failure
of the grade beam.
Grade -Beam Testing
Strong -Wall® Wood Shearwall Grade -Beam Anchorage Solutions
Strong -Tie
Anchor Reinforcement
Amplified LRFD Applied Design
Strong -Wall
Anchor
for Wind and Seismic3,8,e
Seismic Moment (ft.-Ib.)°,5,6,7
Wood Shearwall
Anchor Bolt
Diameter
Standard Strength
High Strength
Standard Strength
High Strength
Model
Model No.
(in.)
WSW -AB
(HS) WSW -AB
WSW -AB
(HS) WSW -AB
WSW12
24,700
24,700
WSW-AB'/a
WSW-AB7/sHS
1/8Closed
(4) #4
Ties / Wall
(6) #4
Closed Ties / Wall
WSW18
44,100
50,600
WSW24
WSW-AB1
1
(2) #4
(4) #4
75,600
93.600
WSW-AB1 HS
Closed Ties / Anchor
Closed Ties / Anchor
1. Anchor reinforcement conforms to ACI 318-14 Section 17.4.2.9 and
ACI 318-11 Section D.5.2.9. Full-scale testing was used to validate anchor
reinforcement configuration and placement.
2. Minimum concrete compressive strength, f'c = 2,500 psi.
3. Closed -tie anchor reinforcement to be ASTM A615 Grade 60 (min.) #4 rebar.
4. Grade -beam longitudinal and tie reinforcement shall be specified by the
registered design professional for flexure and shear loading. Design should
consider project -specific design loads and allowable soil pressure.
5. Simpson Strong Tie recommends using the tabulated minimum amplified
LRFD applied seismic design moment to ensure grade -beam design flexure
and shear strength is adequate to prevent plastic hinge formation under
demands associated with anchorage forces corresponding to ACI 318-14
Section 17.2.3.4.3 and ACI 318-11 Section D.3.3.4.3.
6. Designer may use reduced moment due to applied WSW lateral load.
Minimum moment shall be the lesser of the tabulated moment or the
amplified LRFD design moment for seismic: (ASD design demand shear/0.7) x
00 x WSW wall height for grade -beam design.
7. Minimum grade -beam design moment for wind and seismic in Seismic
Design Category A and B and detached one- and two-family dwellings in
SDC C: (ASD design demand shear/0.6) x WSW wall height.
8. Closed tie may be single -piece hoop or two-piece assembly with a
u-stirrup with standard 135-degree hooks and a top cross -tie cap. See
detail 6/WSW 1.1.
9. See details for grade -beam anchor reinforcement placement, installation
and spacing requirements. Closed -tie anchor reinforcement quantity is per
wall for the 12"- and 18"-wall models, and per anchor for the 24" model.
28
Anchor -Bolt Templates
Simpson Strong Tie has developed a reusable anchor -bolt template
for common foundation types for the Strong -Wall® Wood Shearwalls.
The templates help to accurately locate the newly -designed WSW -AB
preassembled anchor bolts, which simplifies installation and greatly
reduces the chances of voids in the concrete.
Strong -Wall° Wood Shearwall
Anchor -Bolt Templates
Strong -Wall
Wood Shearwall
Model No.
Width
(�n')
Strong -Wall Wood Shearwall Template Model
Reversible
Panel Form
Brick Ledge
WSW12
121/8
WSW-RT12
WSW-RTPF12
WSW-RTBL12
WSW18
18
WSW-RT18
WSW-RTPF18
WSW-RTBL18
WSW24
24
WSW-RT24
WSW-RTPF24
WSW-RTBL24
1. Templates are recommended and are required in some jurisdictions.
2. Foundation design by the Designer.
Top of
concrete
WSW-RTPF
(Panel form)
U.S. Patent 7,445,192
An additional nut for template
installation is provided
with each WSW -AB.
® WSW-RT Exterior Installation*
U.S. Patent 7,445,192
WSW-RTBL
(Brick ledge)
U.S. Patent 7,445,192
Strong -Tie
M
Anchor Bolt Height
WSW-RT Interior Installation*
U.S. Patent 7,445,192
*WSW-RT templates are reversible. Use the same
template for interior or exterior applications.
29
Installation Details
Anchorage and Installation Details
Simpson Strong Tie offers complete structural details in order to make the
specification and installation easier for the Strong -Wall° Wood Shearwalls.
Versions of these details are available three ways:
• Online at strongtie.com: Full-size
24" x 36" detail sheets may be
downloaded at strongtie.com in
DWG, DXF and PDF formats.
• Call (800) 999-5099: Full-size,
printed sheets may be requested
from our regional branches at
no charge.
• In this catalog: Smaller versions
are shown here for easy reference.
Details are numbered to coincide
with full-size sheets, although
some have been left out to
eliminate redundancy.
In This Section:
Strong -Wall° Wood Shearwall
Anchorage and Installation Details
Pages 31-47
(Sheets WSW1, WSW1.1, WSW2,
WSW3 and WSW4)
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30
Strong -Tie
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Installation Details
21V
H
de
5" MIN. FOR
WSW-AB7/8
6" MIN FOR
WSW-AB1
2%
de
5" MIN. FOR
WSW-AB7/8
6" MIN FOR
WSW-A61
WSW -AB
- SHEAR REINFORCEMENT
PER 5/WSW1 WHEN
REQUIRED.
2HH
de
5" MIN. FOR
WSW-A67/8
6" MIN FOR
WSW-AB1
SLAB ON GRADE FOUNDATION
Strong -Tie
WSW -AB
MINIMUM CURB/STEMWALL
WIDTH PER 5/WSW1.
SHEAR REINFORCEMENT
PER 5/WSW1 WHEN
REQUIRED.
da
i
a d
da
1/2 W 1/2 W
W
CURB OR STEMWALL FOUNDATION
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
%AimALA Q
INTERIOR FOUNDATION
WSW -AB
MINIMUM CURB/STEMWALL
WIDTH PER 5/WSW1.
2% SHEAR REINFORCEMENT
PER 5/WSW1 WHEN
REQUIRED.
H
de ME
° d
5" MIN. FOR f
°
WSW-AB7/8 ME
6" MIN FOR °
WSW-A61
1/2 W 1/2 W
W
BRICK LEDGE FOUNDATION
NOTES:
1. SEE 2/WSW1 FOR DIMENSIONS AND ADDITIONAL NOTES.
2. SEE 5/WSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED.
3. MAXIMUM H = I,- de. SEE 3/WSW1 AND 4/WSW1 FOR le.
STRONG -WALL° WOOD SHEARWALL - TYPICAL SECTIONS 1 /WSW1
31
Installation Details
Strong -Tie
0
SIMPSON STRONG -WALL SLAB OR CURB AND
WOOD SHEARWALL SURROUNDING FOUNDATION
NOT SHOWN FOR CLARITY
1 W
%2 W
WSW -AB
%2 W I I %2 W
SEE TABLE BELOW FOR DIMENSIONS
FOUNDATION PLAN VIEW
WSW ANCHORAGE SOLUTIONS FOR 2,500 PSI CONCRETE
DESIGN
CRITERIA
CONCRETE
CONDITION
ANCHOR
STRENGTH
WSW-AB7/8 ANCHOR BOLT
WSW-AB1 ANCHOR BOLT
ASD
ALLOWABLE
TENSION (Ib.)
W (in.)
de (in.)
ASD
ALLOWABLE
TENSION (Ib.)
W (in.)
de (in.)
CRACKED
STANDARD
11,900
27
9
16,100
33
11
13,100
29
10
17,100
35
12
HIGH
STRENGTH
24,900
43
15
33,000
51
17
27,100
46
16
35,300
54
18
SEISMIC
UNCRACKED
STANDARD
12,500
24
8
15,700
28
10
13,100
25
9
17,100
30
10
HIGH
STRENGTH
25,300
38
13
32,300
44
15
27,100
40
14
35,300
47
16
CRACKED
STANDARD
5,100
14
6
6,200
16
6
8,700
20
7
11,400
24
8
13,100
27
9
17,100
32
11
HIGH
STRENGTH
15,900
30
10
21,100
36
12
18,400
33
11
27,300
42
14
23,100
38
13
31,800
46
16
27,100
42
14
35,300
50
17
WIND
UNCRACKED
STANDARD
5,000
12
6
6,400
14
6
9,300
18
6
12,500
22
8
13,100
23
8
17,100
28
10
HIGH
STRENGTH
15,200
25
9
21,900
32
11
19,900
30
10
26,400
36
12
24,000
34
12
31,500
40
14
27,100
37
13
35,300
43
15
NOTES:
1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D AND ACI 318-14 WITH NO SUPPLEMENTARY REINFORCEMENT FOR
CRACKED OR UNCRACKED CONCRETE AS NOTED.
2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSW -AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH
STRENGTH (HS) (ASTM A449).
3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C - F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE
SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION D.3.3.4.3 AND ACI 318-14 SECTION 17.2.3.4.3.
4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C.
5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE
REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT.
6. REFER TO1/WSW1 FOR de.
STRONG -WALL° WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE F2/WSW1
32
Installation Details
WSW ANCHORAGE SOLUTIONS FOR 3,000 PSI CONCRETE
DESIGN
CRITERIA
CONCRETE
CONDITION
ANCHOR
STRENGTH
WSW-AB7/8 ANCHOR BOLT
WSW-AB1 ANCHOR BOLT
ASD
ALLOWABLE
TENSION (Ib.)
W (in.)
de (in.)
ASD
ALLOWABLE
TENSION (Ib.)
W (in.)
de (in.)
CRACKED
STANDARD
12,300
26
9
16,000
31
11
13,100
28
10
17,100
33
11
HIGH
STRENGTH
25,200
41
14
32,700
48
16
27,100
43
15
35,300
51
17
SEISMIC
UNCRACKED
STANDARD
12,000
22
8
16,300
27
9
13,100
24
8
17,100
28
10
HIGH
STRENGTH
25,300
36
12
32,700
42
14
27,100
38
13
35,300
44
15
CRACKED
STANDARD
5,000
13
6
5,600
14
6
8,800
19
7
10,200
21
7
13,100
25
9
17,100
30
10
HIGH
STRENGTH
15,700
28
10
20,100
33
11
19,200
32
11
25,300
38
13
23,200
36
12
32,300
44
15
27,100
40
14
35,300
47
16
WIND
UNCRACKED
STANDARD
5,500
12
6
6,200
13
6
8,500
16
6
12,800
21
7
13,100
22
8
17,100
26
9
HIGH
STRENGTH
16,600
25
9
21,800
30
10
19,700
28
10
25,200
33
11
24,000
32
11
31,700
38
13
27,100
35
12
35,300
41
14
WSW ANCHORAGE SOLUTIONS FOR 4,500 PSI CONCRETE
DESIGN
CRITERIA
CONCRETE
CONDITION
ANCHOR
STRENGTH
WSW-AB7/8 ANCHOR BOLT
WSW-AB1 ANCHOR BOLT
ASD
ALLOWABLE
TENSION (Ib.)
W (in.)
de (in.)
ASD
ALLOWABLE
TENSION (Ib.)
W (in.)
de (in.)
CRACKED
STANDARD
12,600
23
8
16,000
27
9
13,100
24
8
17,100
29
10
HIGH
STRENGTH
24,800
36
12
32,100
42
14
27,100
38
13
35,300
45
15
SEISMIC
UNCRACKED
STANDARD
12,700
20
7
15,700
23
8
13,100
21
7
17,100
25
9
HIGH
STRENGTH
24,600
31
11
32,500
37
13
27,100
34
12
35,300
39
13
CRACKED
STANDARD
5,400
12
6
6,800
14
6
8,300
16
6
11,600
20
7
13,100
22
8
17,100
26
9
HIGH
STRENGTH
15,300
24
8
21,400
30
10
19,300
28
10
25,800
34
12
23,600
32
11
31,000
38
13
27,100
36
12
35,300
42
14
WIND
UNCRACKED
STANDARD
6,800
12
6
6,800
12
6
9,400
15
6
12,400
18
6
13,100
19
7
17,100
23
8
HIGH
STRENGTH
16,800
22
8
21,600
26
9
2O,300
25
9
26,700
30
10
24,100
28
10
32,200
34
12
27,100
31
11
35,300
36
12
NOTES:
1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D AND ACI 318-14 WITH NO SUPPLEMENTARY REINFORCEMENT FOR
CRACKED OR UNCRACKED CONCRETE AS NOTED.
2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSW -AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH
STRENGTH (HS) (ASTM A449).
3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C - F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE
SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION D.3.3.4.3 AND ACI 318-14 SECTION 17.2.3.4.3.
4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C.
5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE
REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT.
6. REFER TO 1/WSW1 FOR de.
Strong -Tie
STRONG -WALL° WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE 2/WSW1
33
Installation Details
3"
Lh MIN
#3 HAIRPIN,
GRADE 60 REBAR (MIN.)
FIELD TIE AND SECURE DURING
CONCRETE PLACEMENT. OVERLAP
VARIES WITH BOLT SPACING.
ANCHOR BOLT
HAIRPIN SHEAR REINFORCEMENT
flcANCHOR BOLT
r A #3 HAIRPIN (#3 TIE SIMILAR).
1Yz" CLR SEE TABLE FOR REQUIRED
I FQUANTITY. I
�A
HAIRPIN INSTALLATION
(GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.)
3"
Strong -Tie
Lt
4" MIN
#3 TIE, GRADE 60
REBAR (MIN.)
FIELD TIE AND SECURE DURING
CONCRETE PLACEMENT.
ANCHOR BOLT
TIE SHEAR REINFORCEMENT
1Y"
ANCHOR BOLT
#3 HAIRPIN (#3 TIE SIMILAR).
SEE TABLE FOR REQUIRED
QUANTITY.
SECTION A -A
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
STRONG -WALL® WOOD SHEARWALL SHEAR ANCHORAGE
SEISMIC3
WIND 4
Lt
OR
MINIMUM
MINIMUM
ASD ALLOWABLE SHEAR LOAD,
MODEL
Lh
SHEAR
CURB/
SHEAR
CURB/
V (Ib.) 5
(in.)
REINFORCEMENT
STEMWALL
REINFORCEMENT
STEMWALL
UNCRACKED
CRACKED
WIDTH (in.)
WIDTH (in.)
WSW12
10Y4
(1) #3 HAIRPIN
85
SEE NOTE 6
6
1035
740
WSW18
15
(1) #3 HAIRPIN
85
(1) #3 HAIRPIN
6
HAIRPIN REINFORCEMENT ACHIEVES
MAXIMUM ALLOWABLE SHEAR LOAD
OF THE WSW
WSW24
19
(2) #3 HAIRPINS
85
(1) #3 HAIRPIN
6
NOTES:
1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-11 AND ACI 318-14 AND ASSUME MINIMUM 2,500 PSI CONCRETE.
2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL
PANEL APPLICATIONS.
3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS.
4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C.
5. WHERE NOTED, MINIMUM CURB/STEMWALL WIDTH IS 6 INCHES WHEN STANDARD STRENGTH ANCHOR BOLT IS USED.
6. USE (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD.
7. #4 GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOLUTIONS.
STRONG -WALL° WOOD SHEARWALL SHEAR ANCHORAGE SCHEDULE AND DETAILS F5/WSW1
34
Installation Details
PLACE ANCHOR REINFORCEMENT WHERE
INDICATED BASED ON REQUIRED QUANTITY
(EX. 2 TIES REQUIRED: PLACE AT
LOCATIONS MARKED 1 AND 2)
TAB
�f11 B�1e1 Btl��
IpNfl f1�R�,
SHEAR REINFORCEMENT PER
5/WSW1 WHEN REQUIRED
CONTINUOUS GRADE BEAM
TOP AND BOTTOM REINFORCEMENT
BY REGISTERED DESIGN PROFESSIONAL
GRADE BEAM SHEAR TIE
REINFORCEMENT BY REGISTERED
DESIGN PROFESSIONAL
PLACE ANCHOR REINFORCEMENT WHERE
INDICATED BASED ON REQUIRED QUANTITY
5 1 3 4 2 8
(EX. 2 TIES REQUIRED: PLACE AT
LOCATIONS MARKED 1 AND 2)
WSW-7/8AB
WSW-71BABHS
SHEAR REINFORCEMENT PER
5ANSW7 WHEN REQUIRED
CONTINUOUS GRADE BEAM
TOP AND BOTTOM REINFORCEMENT
°
BV REGISTERED DESIGN PROFESSIONAL
GRADE BEAM SHEAR TIE
REINFORCEMENT BY REGISTERED
°
DESIGN PROFESSIONAL
PER TABLE
GRADE BEAM ELEVATION AT
GRADE BEAM ELEVATION AT
1/WSW1.1
2/WSW1.1
24" WALL MODEL
12" AND 18" WALL MODELS
NOTE:
WSW -AB
ANCHOR REINFORCEMENT
SHEAR REINFORCEMENT PER
OPTIONAL
IS FOR ANCHORAGE ONLY.
5/WSW1 WHEN REQUIRED
COLD JOINT
GRADE BEAM DESIGN (SIZE
AND REINFORCEMENT) BY
REGISTERED DESIGN
PROFESSIONAL.
- OPTIONAL
-
COLD JOINT
CLOSED TIE ANCHOR REINFORCEMENT PER TABLE.
-
GRADE BEAM SHEAR TIE
h
t
REQUIRED 10" WIDTH MAY DIFFER FROM GRADE
REINFORCEMENT BY REGISTERED
BEAM SHEAR TIE REINFORCEMENT WIDTH THAT IS
DESIGN PROFESSIONAL
D 16"
i Y2,
DESIGNED BY REGISTERED DESIGN PROFESSIONAL.
D
LOCATE CONTINUOUS
BAR AT EACH CORNER OF
CONTINUOUS GRADE BEAM
ANCHOR REINFORCEMENT
TOP AND BOTTOM REINFORCEMENT
BY REGISTERED DESIGN PROFESSIONAL
CONTINUOUS GRADE BEAM
TOP AND BOTTOM REINFORCEMENT
BY REGISTERED DESIGN PROFESSIONAL
10"
ANCHOR REIN. NOTE:
W
DIMENSIONING NOTES:
W
MINIMUM DISTANCES
D: DEPTH BY REGISTERED DESIGN
DIMENSIONING NOTES:
FROM THE ANCHOR BOLT
PROFESSIONAL (24" MIN).
D: DEPTH BY REGISTERED DESIGN
PLATE WASHER TO TOP
W: WIDTH BY REGISTERED DESIGN
PROFESSIONAL (24" MIN).
AND BOTTOM OF CLOSED
PROFESSIONAL (18" MIN).
W: WIDTH BY REGISTERED DESIGN
TIE REINFORCEMENT ARE
PROFESSIONAL (18" MIN).
13" AND 5" RESPECTIVELY.
GRADE BEAM SECTION AT
GRADE BEAM SECTION AWAY
3/WSW1.1
4/WSW1.1
ANCHOR REINFORCEMENT
FROM ANCHOR REINFORCEMENT
WSW GRADE BEAM ANCHOR REINFORCEMENT
ANCHOR REINFORCEMENT
AMPLIFIED LRFD APPLIED DESIGN
STRONG -WALL
ANCHOR
ANCHOR
FOR WIND AND SEISMIC'-
SEISMIC MOMENT (f[.-Ibs.)°5�s,7
WOOD SHEARWALL
WIDTH (in.)
MODEL NO.
DIAMETER (in.)
STANDARD
HIGH STRENGTH
STANDARD
HIGH STRENGTH
STRENGTH WSW -AB
(HS) WSW -AB
STRENGTH WSW -AB
(HS) WSW -AB
12" MODEL
WSW-AB7/8
WSW-AB718HS
7/8
4-#4 CLOSED TIES PER 2e
6-#4 CLOSED TIES PER e
24,700
24,700
18" MODEL
44,100
50,600
24" MODEL
WSW-AB1
1
2-#4 CLOSED TIES PER e
4-#4 CLOSED TIES PER we
75,600
93,600
WSW-AB1HS
NOTES:
1. ANCHOR REINFORCEMENT CONFORMS TO ACI 318-14 SECTION 17.4.2.9 AND ACI 318-11 SECTION D.5.2.9. FULL-SCALE TESTING WAS USED TO VALIDATE ANCHOR REINFORCEMENT
CONFIGURATION AND PLACEMENT.
2. MINIMUM CONCRETE COMPRESSIVE STRENGTH, Pc = 2500 psi.
3. CLOSED TIE ANCHOR REINFORCEMENT TO BE ASTM A615 GRADE 60 (MIN) #4 REBAR.
4. GRADE BEAM LONGITUDINAL AND TIE REINFORCEMENT SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL FOR FLEXURE AND SHEAR LOADING. DESIGN SHOULD CONSIDER PROJECT
SPECIFIC DESIGN LOADS AND ALLOWABLE SOIL PRESSURE.
5. SIMPSON STRONG -TIE RECOMMENDS USING THE TABULATED MINIMUM AMPLIFIED LRFD APPLIED SEISMIC DESIGN MOMENT TO ENSURE GRADE BEAM DESIGN FLEXURE AND SHEAR STRENGTH ARE
ADEQUATE TO PREVENT PLASTIC HINGE FORMATION UNDER DEMANDS ASSOCIATED WITH ANCHORAGE FORCES CORRESPONDING TO ACI 318-14 SECTION 17.2.3.4.3 AND ACI 318-11 SECTION D.3.3.4.3.
6. DESIGNER MAY USE REDUCED MOMENT DUE TO APPLIED WSW LATERAL LOAD. MINIMUM MOMENT SHALL BE THE LESSER OF THE TABULATED MOMENT OR THE AMPLIFIED _RFD DESIGN MOMENT FOR
SEISMIC: (ASD DESIGN DEMAND SHEAR/0.7) x Oo x WSW WALL HEIGHT FOR GRADE BEAM DESIGN.
7. MINIMUM GRADE BEAM DESIGN MOMENT FOR WIND AND SEISMIC IN SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C: (ASD DESIGN DEMAND SHEARIO.6) x
WSW WALL HEIGHT.
8. CLOSED TIE MAY BE SINGLE PIECE HOOP OR TWO PIECE ASSEMBLY WITH A U-STIRRUP WITH STANDARD 135 DEGREE HOOKS AND A TOP CROSS TIE CAP. SEE DETAIL 6/WSW1.1.
9. SEE DETAILS FOR GRADE BEAM ANCHOR REINFORCEMENT PLACEMENT, INSTALLATION AND SPACING REQUIREMENTS. CLOSED TIE ANCHOR REINFORCEMENT QUANTITY IS PER WALL FORTHE 12"
AND 18" WALL MODELS, AND PER ANCHOR FOR THE 24" MODEL.
WSW -AB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS 5/WSW1.1
35
Installation Details
Strong -Tie
RIM JOIST, BEAM,
OR BLOCKING
IF APPLICABLE 6 OR 7 ALTERNATE
Zj WSW2 WSW2
TOP PLATES SHEAR
V I I �fln W ANSFSW-TOER PLATE
7/8" MAXIMUM WOOD
SHIM. FOR SHIMS
GREATER THAN %", SEE 10/WSW2 FOR
SEE 9/WSW2. ALLOWABLE EDGE
f FACE DRILL ZO ESAND
REGISTERED DESIGN PROFESSIONAL STRONG -WALL°
IS PERMITTED TO MODIFY DETAILS _-----WOOD SHEARWALL
FOR SPECIFIC CONDITIONS.
1►T&WWAl:[3611060TIONI
4 OR 5
WSW2 WSW2 HEX NUT AND
STRUCTURAL
WASHER
a
' Li Li
-� u a u
WSW DESIGNED TO PROVIDE Y8" GAP BETWEEN LSL AT BASE
OF WSW AND CONCRETE. ENSURE CONCRETE IS LEVEL AND
SMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY.
SINGLE -STORY STRONG -WALL° WOOD SHEARWALL ON CONCRETE 2/WSW2
36
0
Z
Z
a
0
0
F7
0
cc
0
a
2
0
O
3
3
J
U
Installation Details
6 OR 7 ALTERNATE
WSW2 WSW2
GARAGE HEADER ROUGH OPENING HEIGHT
MODEL NO.
H CURB
ROUGH OPENING
HEIGHT
WSW12x7
5Y2"
6'-11Yz"
WSW18x7
6"
7'1"
WSW24x7
WSW12x7.5
WSW 18x7.5
0"
TAYz"
WSW24x7.5
WSW12x8
5Y"
8'-2"
WSW18x8
6"
8'-3Yy'
WSW24x8
1. IF REQUIRED ROUGH OPENING HEIGHT EXCEEDS TABLE VALUE,
SPECIFY NEXT TALLER PANEL AND TRIM AS NECESSARY. THE
STRONG -WALL' WOOD SHEARWALL MAY BE TRIMMED TO A
MINIMUM HEIGHT OF 74Y".
2. FURRING DOWN GARAGE HEADER MAY BE REQUIRED FOR
CORRECT ROUGH OPENING HEIGHT.
3Ye" MIN. WIDTH BY 9 Y4" MIN. DEPTH
HEADER BY OTHERS. FOR WSW AND
HEADER FURRING REQUIREMENTS,
WHEN APPLICABLE, SEE DETAILS
4/WSW4 AND 5/WSW4.
WOOD SHEARWALL
II II
II II .
U U
2=
d. d q
wsw2 v
°
a d°
a d
GARAGE WALL OPTION 1
OPENING
POST AND
CONNECTION
DETAILS BY
OTHERS
FOR GARAGE WALL OPTION 2, REGISTERED DESIGN
PROFESSIONAL SHALL DESIGN AND DETAIL FOR
1. SHEAR TRANSFER
2. OUT -OF -PLANE LOADING EFFECT
3. INCREASED OVERTURNING AND DRIFT DUE TO
ADDITIONAL HEIGHT
DESIGN AND DETAILS
BY OTHERS
Strong -Tie
ALTERNATE
WHEN WSW -PS STRAPS OMITTED,
ALLOWABLE SHEAR VALUES FOR
STANDARD PANEL APPLY.
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
WOOD SHEARWALL
4
wswz
H CURB
II�
II
u
d II
u
J
v
a d
v
a d
GARAGE WALL OPTION 2
ALTERNATE WSW GARAGE FRONT OPTIONS 3/VVSW2
37
Installation Details
Strong -Tie
STRONG -WALL®
WOOD SHEARWALL
REGISTERED DESIGN PROFESSIONAL
° IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
0
o
PLACE STRONG -WALL® WOOD SHEARWALL OVER ... .
THE ANCHOR BOLTS AND SECURE WITH WASHER .. .. HEX NUT AND
AND HEX NUTS (PROVIDED). SNUG TIGHT FIT .. STRUCTURAL
REQUIRED; DO NOT USE AN IMPACT WRENCH. .. WASHER
• USE *16" WRENCH FOR %" NUT
• USE %" WRENCH FOR 1" NUT
11 1 p q2p d I I I I I I I I I
I p I I I
Lj _ p Ld
I SEE SHEETS WSW1 AND WSW1.1
FOR ANCHORAGE SOLUTIONS
Lj Lj �p
STANDARD INSTALLATION BASE CONNECTION 4/WSW2
FRAMING BY OTHERS
(NOT SHOWN FOR
CLARITY)
PLACE STRONG -WALL® WOOD SHEARWALL
OVER THE ANCHOR BOLTS AND SECURE WITH
WASHER AND HEX NUTS (PROVIDED). SNUG TIGHT
FIT REQUIRED; DO NOT USE AN IMPACT WRENCH.
• USE 1'&" WRENCH FOR %" NUT
• USE %" WRENCH FOR 1"NUT
FRAMING
BY OTHERS
(TYPICAL)
I I I I I I
SILL PLATE i 4
ANCHORAGE u
BY OTHERS i d d
I I a
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
-STRONG-WALL® STRONG -WALL®
WOOD SHEARWALL WOOD SHEARWALL
NAILING -
BY OTHERS
STRONG -WALL® WOOD SHEARWALL HEIGHT TO INCLUDE THE
DEPTH OF THE FLOOR SYSTEM AND SHALL BE INSTALLED
DIRECTLY ON THE FOUNDATION. SPECIFY PANEL HEIGHT FROM
TOP OF FOUNDATION TO UNDERSIDE OF TOP PLATES OR BEAM.
BY OTHERS
JOIST HANGER
(IF REQUIRED)
SEE SHEETS WSW1 AND WSW1.1
FOR ANCHORAGE SOLUTIONS
SECTION
WOOD FLOOR SYSTEM BASE CONNECTION 5/WSW2
38
Installation Details
Strong -Tie
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
ALIGN WSW -TOW NOTCHES
WITH BOTTOM OF TOP PLATES
TOP PLATES ,
�I I�
MAXIMUM WOOD e •
SHIM. FOR SHIMS • • • •
ATTACH WSW -TOW PLATES
GREATER THAN 7/",
(PROVIDED) TO FRAMING AND
SEE 9ANSW2.
WSW PANEL BOTH SIDES
• • • •
USING 10d x 2Yz" NAILS MIN.
FOR 5Ya"-5Yz" FRAMING,
3" MIN.
FOR ALTERNATE CONNECTION
ATTACH WOOD FURRING
• • •
SEE 7/WSW2.
BLOCK BETWEEN WSW
2" MIN.
STRONG -WALL®
PANEL AND WSW -TOW WITH
WOOD FURRING BLOCK
WOOD SHEARWALL
SIDSY4" x 3Y2" SCREWS (MIN.)
MIN.
(REQUIRED FOR 5Ya"-5Yz"
OR 16d COMMON NAILS
FRAMING MEMBERS)
FASTENERS FOR
WSW12L10 FOR WSW18 AND
SDSYa" X 3Y2,
14 FOR WSW24). MINIMUM
3 MIN'
SECTION SECTION
BLOCK SIZE IS V/4" x 117/a" x
4x FRAMING 6x FRAMING
WSW PANEL WIDTH.
STANDARD TOP CONNECTION 6/WSW2
WSW -TOW ALTERNATE CONNECTION KIT
MODEL NO.
FASTENER QUANTITY
SD#10x 1Y2"
SIDS J/4"x6"
WSW-TOW12KT
20
2
WSW-TOW18KT
28
4
WSW-TOW24KT
40
8
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
INSTALL SIDS Ya" x 6" SCREWS AT
AN ANGLE THAT PREVENTS
ALIGN WSW -TOW NOTCHES
THEM FROM EXITING SIDE OF
WITH BOTTOM OF TOP PLATEStATTACH
FRAMING; APPROX.
30 DEGREES (TYP.)
TOP PLATES
SD #10 x 1Yz"
INSTALLfl
WSW -TOW ON
FACE
MAXIMUM WOOD SHIM.EXTERIOR
FOR SHIMS GREATERTHAN
%", SEE 9/WSW2.
1" DIAMETER
WSW -TOW PLATE
BY Ya" DEEP
VIDED) ON ONE SIDE
COUNTERBORE
OPTIONAL 1" DIAMETER BYY
WITH A COMBINATION
Ya" DEEP COUNTERBOREDSY4"x
6" AND SD #10 x
STRONG-WALL®ONNECTORSCREWS
ER SEPARATELY AS
WOOD SHEARWALL
-TOW_KT)
SECTION SECTION
4x FRAMING 6x FRAMING
FURRING NOT
REQUIRED FOR
ALTERNATE TOP
CONNECTION
EXCEPT AS
REQUIRED FOR
FINISH MATERIAL
ATTACHMENT
ALTERNATE TOP CONNECTION 7/WSW2
39
Installation Details
REGISTERED DESIGN PROFESSIONAL END OF PANEL TO
IS PERMITTED TO MODIFY DETAILS NEAREST SCREW
FOR SPECIFIC CONDITIONS. (SEE TABLE)
INSTALL SDS Y4" x 6" SCREWS (ORDER
SEPARATELY). INSTALL IN 2 ROWS AS
SHOWN AND COUNTERSINK AS REQUIRED.
QTY. OF SDSY4" x 6" SCREWS REQ'D.
WSW12
4
WSW18
8
WSW24
12
4" MIN. 1--,/
CLEARANCE
EDGE DISTANCE FOR SCREWS
SLOPE
A (IN.)
B (IN.)
0:12-4:12
2
3
5:12-8:12
1 1 /2
4 1 /2
9:12-12:12
1 /2
5 1 /2
1. MAINTAIN END DISTANCES TO PREVENT SCREWS
FROM PENETRATING THROUGH THE OUTER EDGES.
2. INSTALL SCREWS PERPENDICULAR TO THE TOP PLATE.
3. EDGE DISTANCES ASSUME DOUBLE TOP PLATE.
1" MIN. 1Y4' MIN.
FROM EDGE ROW SPACING
Yz" MIN. AT EDGE
Y2" MIN. SDS TIP TO CHASE - f 1%" O.C. MIN.
DOUBLE
TOP PLATES
SIMPSON
STRONG -TIE°
A35 FRAMING
ANCHORS
PLAN VIEW
SDS SCREW SPACING
/--SIMPSON
STRONG -TIE®
LTP4 FRAMING
ANCHORS
STRONG -WALL°
WOOD SHEARWALL
SECTION VIEW
2X6 OR WIDER FRAMING
1. W-1
IW�
INSTALLATION NOTES:
1. ACTUAL CUT LENGTH (L) MUST BE GREATER THAN OR EQUAL TO PANEL WIDTH (W).
2. THIS DETAIL APPLICABLE FOR SLOPES UP TO 12:12.
3. PANELS TALLER THAN 12' MUST BE DESIGNED FOR THE APPLICATION.
Strong -Tie
(4) SIMPSON
STRONG -TIE° LTP4 OR
A35 FRAMING ANGLES.
MAY BE USED IN
COMBINATION
(2 PER SIDE).
NO HOLES IN HATCHED
REGION.
RAKE WALL 8/WSW2
40
Installation Details
LTP4 SPACING
BY OTHERS
4x SHIM BLOCK
FOR 8" TO 12" BLOCK DEPTHS:
ATTACH SIMPSON STRONG -TIE® CS16 STRAPS AT EDGE
OF WSW PANEL (EACH SIDE) USING 10d x 11/2" NAILS
SHIM BLOCK HEIGHTS GREATER THAN 8" AND UP TO 10":
• 8 NAILS INTO BLOCK
• 8 NAILS INTO WSW PANEL
SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP TO 12":
• 10 NAILS INTO BLOCK
• 10 NAILS INTO WSW PANEL
4Y8" TO 12" SHIM BLOCK
—FULL-HEIGHT—
ADJACENT FRAMING
BY OTHERS
SEE 6 & 7/WSW2 FOR
TOP CONNECTION
— STRON G-WALL°—
WOOD SHEARWALL
Strong -Tie
INSTALL SIDS %4' x 6" SCREWS
(MIN.) FROM THE TOP SIDE OF
THE PLATES PER QTY. AND
SPACING REQUIREMENTS
DETAILED IN 8/WSW2.
1" TO 4" SHIM BLOCK
4x SHIM BLOCK
SEE 6 &
7/WSW2
FOR TOP
CONNECTION
HALO
P A R1A/A I I
TOP -OF -WALL HEIGHT ADJUSTMENTS 9/WSW2
41
Installation Details
EDGE DRILL ZC
MIDDLE %3 OF PAP
THICKNE
HOLES
• MAX. THREE HOL
IN FACE AND THE
IN EDGE.
• 3/4"-DIAMETER
HOLES, MAX.
• 6" O.C.. MIN.
NO EDGE HO
ALLOWED IN LOV
26" OF PA
NO HOLES
ALLOWED IN
TOP 8" OF
PANEL
FACE DRILL ZONE
MAINTAIN 1%2" MIN.
EDGE DISTANCE
FROM CHASE AND
OUTSIDE EDGE,
TYPICAL.
NO FACE
HOLES
ALLOWED IN
LOWER 40" OF
PANEL
ALLOWABLE SMALL HOLES
FACE AND EDGE DRILL ZONES
Strong -Tie
0
NO HOLES
ALLOWED IN
TOP 8" OF
PANEL
FACE DRILL ZONE
CENTER 45/8' OF PANEL
FACE AS SHOWN
12" ABOVE EXISTING
HOLE, MIN.
HOLES
• 4%"-DIAMETER HOLES, MAX.
16" • MAX. OF TWO 4%"-
DIAMETER HOLES OR ONE
4%4" x 12" HOLE
• NO MIN. ON -CENTER
SPACING REQUIRED
208"
HOLES FOR
WSW24X7 PANEL ONLY
• MAX. OF ONE 4%" x 6" HOLE
• 8" FROM TOP OF PANEL, MIN.
ALLOWABLE LARGE HOLES
IN ADDITION TO ALLOWABLE SMALL HOLES
TRIM ZONES AND ALLOWABLE HOLES 10/WSW2
42
Installation Details
Strong -Tie
NOTES:
1. 1ST STORY WSW MUST BE THE
SAME WIDTH AS THE 2ND
STORY WSW.
2. JOIST AND SHEATHING MAY
BE ATTACHED TO WSW WITH
JOIST HANGER AND LEDGER.
LOAD TRANSFER IS THE
RESPONSIBILITY OF THE
DESIGN PROFESSIONAL OF
RECORD.
3. WSW MULTI -STORY KIT (MSK)
INCLUDES MSK BEARING
BLOCK AND MSK HOLDOWN.
LEGEND:
• hi = 1ST STORY WSW HEIGHT; TOP
OF CONCRETE TO UNDERSIDE
OF 1ST STORY TOP PLATES (IN.)
• h2 = TOTAL ASSEMBLY HEIGHT;
TOP OF CONCRETE TO
UNDERSIDE OF 2ND STORY TOP
PLATES (IN.)
• h3 = h4-2" = 2ND STORY WSW
HEIGHT; TOP OF BEARING BLOCK
TO BOTTOM OF 2ND STORY TOP
PLATES (IN.)
• h4 = TOP OF 13T STORY TOP
PLATES TO UNDERSIDE OF 2ND
STORY TOP PLATES (IN.)
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
TWO-STORY STACKED ELEVATION 2/WSW3
43
Installation Details
FOR 2X6 AND WIDER WALL FRAMING;
CUT SLOTS IN TOP PLATES TO ALLOW
MSK HOLDOWN TO PASS THROUGH. DO
NOT NOTCH DOUBLE TOP PLATE.
PLAN VIEW
6x FRAMING
2ND STORY
STRONG -WALL"
WOOD SHEARWALL
PLACE 2ND STORY WSW OVER THE MSK
HOLDOWN BOLT AND SECURE WITH HEX NUTS
(PROVIDED). SNUG TIGHT FIT REQUIRED;
DO NOT USE AN IMPACT WRENCH.
• USE 1%" WRENCH FOR %" NUT
• USE %" WRENCH FOR 1"NUT
OR / 7 \ ALTERNATE
ATTACH MSK HOLDOWN TO
FIRST STORY WSW PANEL
USING 10d x 2Yz" NAILS MIN.
1ST STORY
STRONG -WALL®
WOOD SHEARWALL
Strong -Tie
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
MSK
BEARING
• BLOCK
HEX NUT AND
STRUCTURAL
WASHER
SECTION
4x FRAMING:
SEE 6 & 7/WSW2
FOR CONNECTION
DETAILS
SECTION
6x FRAMING:
SEE 7/WSW2
FOR CONNECTION
DETAILS
TWO-STORY STACKED INSTALLATION 3/WSW3
44
Installation Details
TOP PLATES
MAXIMUM WOOD
SHIM. FOR SHIMS
GREATER THAN %",
SEE 9/WSW2.
2x6 MINIMUM
FULL -HEIGHT
STUD REQUIRED
EACH SIDE FOF
PANELS OVER 1E
FT. TALL. ATTACI-
WITH 10d COMMON
NAILS AT 16" O.0
REGISTERED DESIGN PROFESSIC
IS PERMITTED TO MODIFY DETAIL
FOR SPECIFIC CONDITIONS.
4 OR 5
WSW2 WSW2
Strong -Tie
6 ) OR ( 7 ) ALTERNATE
WSW2 WSW2
WSW -TOW SHEAR
TRANSFER PLATE
SEE 10/WSW2 FOR
ALLOWABLE EDGE AND
FACE DRILL ZONES
STRONG -WALL°
WOOD SHEARWALL
WSW HOLDOWN
HEX NUT AND
STRUCTURAL
WASHER
WSW DESIGNED TO PROVIDE %$" GAP BETWEEN LSL AT BASE
OF WSW AND CONCRETE. ENSURE CONCRETE IS LEVEL AND
SMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY.
BALLOON FRAMING PANELS OVER 18 FT. TALL 4/WSW3
45
Installation Details
3 TO 5
WSW4 WSW4
WOOD SHEARWALL
39" MIN. WIDTH BY 9Y" MIN. DEPTH
HEADER BY OTHERS. FOR WSW AND
HEADER FURRING REQUIREMENTS,
WHEN APPLICABLE, SEE DETAILS
4NYSW4 AND 51WSW4.
SIMPSON STRONG -TIE®
LSTA12 STRAP (MIN.) AT
BEAM TO POST EACH SIDE
8'-18'-6" CLEAR SPAN
OPENING
11 Q b H CLIRB
q G .
WSW2 d
O
Q:
SIMPSON STRONG -TIE®
STHD10 HOLDOWN (MIN.)
COLUMN BASE AND POST
(DESIGN BY OTHERS)
d
a'
G d G
9 Q
Strong -Tie
GARAGE HEADER ROUGH OPENING HEIGHT
MODEL NO.
H CURB
ROUGH OPENING
HEIGHT
WSW12x7
5x"
S-11Y"
WSW18x7
6"
T-0"
WSW24x7
WSW12x7.5
WSW18x7.5
0"
7'-%"
WSW24x7.5
WSW12x8
1 5y2"
WSW18x8
WSW24x8
6"
8'3Yo"
1. IF REQUIRED ROUGH OPENING HEIGHT EXCEEDS TABLE VALUE,
SPECIFY NEXTTALLER PANEL AND TRIM AS NECESSARY, THE
STRONG-WALO WOOD SHEARWALL MAY BE TRIMMED TO
MINIMUM HEIGHT OF 74%".
2. FURRING DOWN GARAGE HEADER MAY BE REQUIRED FOR
CORRECT ROUGH OPENING HEIGHT.
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
WSW DESIGNED TO PROVIDE Y" GAP BETWEEN LSL AT BASE
OF WSW AND CONCRETE. ENSURE CONCRETE IS LEVEL AND
SMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY.
STRONG -WALL" WOOD SHEARWALL SINGLE PORTAL ASSEMBLY F/WSW4
ALTERNATE
ALIGN PORTAL
STRAP ARROWS
WITH BOTTOM
"
OF HEADER
D-1
Y6" MAXIMUM WOOD.
"
SHIM BETWEEN
PANEL AND BEAM
e
PORTAL STRAPS
INCLUDED WITH WSW
PANELS UNDER 100". FOR
TALLER PANELS, ORDER
WSW-PK SEPARATELY.
Y2" PORTAL STRAP
EDGE DISTANCE
FIELD NAIL PORTAL
STRAPS TO FRAMING
AND WSW PANEL BOTH
STRONG -WALL®
SIDES (4 TOTAL) USING
10d x2Y2" NAILS MIN.
WOOD SHEARWALL
LOAD PATH DESIGN AND
DETAILS ABOVE HEADER TO
BE PROVIDED BY OTHERS.
3Y8" MIN.WIDTH BY 9Y4" MIN.DEPTH
HEADER BY OTHERS. FOR WSW AND
HEADER FURRING REQUIREMENTS,
WHEN APPLICABLE, SEE DETAILS
4NVSW4 AND 5IWSW4.
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
PORTAL TOP CONNECTION T3/WSW4
46
Installation Details
\_5Y8"-5Y2" WIDE BY
0 0 9Y"MIN.DEPTH
• • HEADER BY
OTHERS
0 o WOOD FURRING BLOCK
(REQUIRED FOR 5y"-5Y2'
HEADERS USING STANDARD
TOP CONNECTION)
0 o WOOD SHIM
WC
cranur.-wni i
WOOD SHEARWALL
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
Strong -Tie
AND STRAP NAILING NOT
SHOWN FOR CLARITY
`ATTACH WOOD FURRING BLOCK BETWEEN WSW
PANEL AND WSW -TOW WITH Y" x 3Y" SIDS
SCREWS (MIN.) OR 16d COMMON NAILS AT 3"
O.C. STAGGERED (2 ROWS FOR WSW18, 4
ROWS FOR WSW24). MINIMUM BLOCK SIZE IS
1%" x 11%" x DISTANCE BETWEEN SHIMS. /
STRONG-WAL0_
STRONG -WALL® WOOD SHEARWALL
OD SHEARWALL
ATTACH SHIM WITH 2 ROWS OF Ya" x 3Yz"---"
SIDS SCREWS (MIN.) OR 16d COMMON NAILS
AT 6" O.C. STAGGERED. MINIMUM SHIM SIZE
IS 13/" x 5Y4" x HALF OF PANEL HEIGHT. -
SECTION SECTION
STANDARD ALTERNATE
TOP CONNECTION TOP CONNECTION
(FURRING BLOCK NOT REQUIRED FOR WSW12) (BLOCK NOT REQUIRED)
FURRING FOR 51/8" TO 51/2" HEADER 4/WSW4
3Ya" WIDE BY 9 Y"
DEPTH HEADER B
OTHERS
WOOD FURRING BLOCK
(REQUIRED FOR 3Y" HE)
WOC
STRONG -WALL®
WOOD SHEARWALL
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
ATTACH WOOD FURRING BLOCKS BETWEEN
PORTAL STRAPS AND HEADER WITH 2
ROWS OF 8-10d COMMON NAILS. MINIMUM
SHIM SIZE IS V x 2Y2" x 9y".
MIN.
Y
PORTAL STRAPS
AND STRAP NAILING NOT
DER)
SHOWN FOR CLARITY
STRONG -WALL®
TRONG-WALL®
WOOD SHEARWALL
D SHEARWALL
SECTION SECTION
STANDARD ALTERNATE
TOP CONNECTION TOP CONNECTION
FURRING FOR 31/8" HEADER 5/WSW4
47
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C-L-WSW16 02016 SIMPSON STRONG -TIE COMPANY INC.
C-L-WSW16 02016 SIMPSON STRONG -TIE COMPANY INC.
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C-L-WSW16 02016 SIMPSON STRONG -TIE COMPANY INC.
C-L-WSW16 02016 SIMPSON STRONG -TIE COMPANY INC.
KA
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Every day we work hard to earn your business,
blending the talents of our people with the
quality of our products and services to exceed
your expectations. This is our pledge to you.
Home Office
5956 W. Las Positas Boulevard
Pleasanton, CA 94588
Tel: (925) 560-9000
Fax: (925) 847-1603
Northwest USA
5151 S. Airport Way
Stockton, CA 95206
Tel: (209) 234-7775
Fax: (209) 234-3868
Southwest USA
12246 Holly Street
Riverside, CA 92509
Tel: (714) 871-8373
Fax: (951) 369-2889
Northeast USA
2600 International Street
Columbus, OH 43228
Tel: (614) 876-8060
Fax: (614) 876-0636
Southeast USA
2221 Country Lane
McKinney, TX 75069
Tel: (972) 542-0326
Fax: (972) 542-5379
Eastern Canada
5 Kenview Boulevard
Brampton, ON L6T 5G5
Tel: (905) 458-5538
Fax: (905) 458-7274
Western Canada
11476 Kingston Street
Maple Ridge, B.C. V2X OY5
Tel: (604) 465-0296
Fax: (604) 465-0297
Distribution Centers
Chandler, AZ; Eagan, MN;
Enfield, CT; High Point, NC;
Houston, TX; Jacksonville, FL;
Kansas City, KS; Kent, WA;
Jessup, MD
INTERNATIONAL FACILITIES
Please visit our website for address and
contact information for our European facilities.
(800) 999-5099
www.strongtie.com
0 2016 Simpson Strong -Tie Company Inc.
C-L-WSW16 Effective 5/1/2016 Expires 6/30/2018