HomeMy WebLinkAboutENGINEERING PAPERWORK.Tax Apex Technology, Inc. SCANNED
4745 Sutton Park Court, Suite 402 BY
Jacksonville, FL 32224 St. Lucie County
All products listed in this report are currently approved for state
use under the provisions of Florida Product Approval Rule 9B-72
and/or 61 G15-36. Reference product approval number FL1423. All
substantiating data submitted for the original application has been
reviewed for compliance with the 2004 Florida Building and
Residential Codes.
Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and
in no way constitute or imply approval by a local building authority. The engineer, in review of the
data submitted, finds that, in his opinion, the product, material, system, or method of construction
specifically identified in this report conforms with or is a suitable alternate to that specified in the
Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT
Jeffrey P. Amason, P.E., a licensed Florida professional engineer and employee of Jax Apex
Technology, Inc. (Apex Technology) has reviewed the data submitted for compliance with the
Florida Building Code. Neither Jeffrey P. Arneson, nor Apex Technology, are responsible for
any errors or omissions to any documents, calculations, drawings, specifications, tests, or
summaries prepared and submitted by the design professional or preparer of record who are
listed in the Substantiating Data section of this report.
REPORT NO.: SIM200301-R2
EXPIRES: October 1sr, 2008
CATEGORY: Metal Connectors
SUBMITTED BY:
SIMPSON STRONG -TIE COMPANY, INC.
4120 DUBLIN BLVD., SUITE 400
DUBLIN, CA 94568
1. CERTIFICATION OF INDEPENDENCE:
Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex
Technology have no financial interest in the manufacturing, sales, or distribution of the
products included in this report. Jeffrey P. Arneson and Apex Technology comply with
all criteria as stated in Florida Administrative Code Chapter 9B-72.110.
2. PRODUCT NAME
Truss to Wall Connectors
H8, H14, MTS24C, MTS28C, MTS30C, H16, H16S, H16-2, H16-2S, MTSM16,
MTSM20, HTSM16, HTSM20, HM9, HGA10, HGAM10, LTA1
Truss/Girder Tiedowns
LGT2 and MGT
Stud to Plate Connectors
SSP and DRP
Page 1 of 10
APPROVED FOR USE
Ton Doran Residence
7
Edwin M. Fa E.
Axiom Engineering, Inc.
c*orA nfSnnA& Lin Nn 46590 & CA 8421
Simpson Strong -Tie
3. SCOPE OF EVALUATION
Load Evaluation as a Structural Component using the requirements of the Florida Building
Code
4. DESCRIPTION:
4.1 H8 Hurricane Tie. The H8 is used to anchor wood trusses or rafters to wood top
plates, wood top plates to studs, and studs to bottom plates. They can be used to resist
uplift loads from wind or other loading. It is installed with 10-10dx1'/," nails. Allowable loads
are shown in Table 1. The H8 is manufactured from 18 gauge steel meeting ASTM A-653
SS Grade 40. It is coated with a G90 galvanized finish.
4.2 H14 Hurricane Tie. The H14 is used to anchor wood trusses or rafters to wood top
plates, beams, or otherwood member. It is used to resist uplift uplift, lateral and shear
loads from wind or other loading. It is installed to a top plate by wrapping the pre -bent
flange under the top plate and nailing to the face of the top plate with 12 8d common
nails and placing one nail in one of the three nail holes on the bottom of the top plate. It
can be installed to a beam by un-bending and nailing to the beam with 15 8d common
nails. It fastens to the truss or rafter with 12 8dx1'/z" nails. Allowable loads are shown
in Table 1. The H14 is manufactured from 18 gauge steel meeting ASTM A-653 SS
Grade 40. It is coated with a G90 galvanized finish.
4.3 MTS24C, MTS28C, and MTS30C Twist Strap. These Twist Straps are used to
anchor wood trusses or rafters to wood top plates, wood top plates to studs, and other
applications requiring uplift anchorage. They can be used to resist uplift from wind or
other loading. The C denotes that the twist is in the center of the strap. They are
installed with either 14-10d common nails or 14-10dx1'/" nails. Allowable loads are
shown in Table 1. The MTS24C, MTS28C, and MTS30C are manufactured from 16
gauge steel meeting ASTM A-653 SS Grade 33. They are coated with a G90
galvanized finish.
4.4 HGA10 Heavy Gusset Angle. The HGA10 is used to anchor wood trusses,
rafters, or beams to wood walls. The HGA10 fastens to the truss, rafter, or beam with
Simpson '% X 1'/2" SDS screws (provided with the part), and fastens to the wall with
Simpson '/4 X 3" SDS screws (provided with the part). Allowable loads are shown in
Table 1. The HGA10 is manufactured from 14 gauge steel meeting ASTM A-653 SS
Grade 33. It is coated with a G90 galvanized finish.
4.5 Hill, H16S, H16-2, H16-28 Hurricane Tie. The H16, H16S, H16-2, and H16-2S
are used to anchor wood trusses or rafters to wood top plates. The H16 and H16-2 can
also be used to anchorwood trusses to masonry or concrete walls. These connectors
wrap over the top of the rafter or truss. For wood wall applications, the straps are then
wrapped under the top plate and nailed to the face of the top plate with 4-10dxIWriails
and to the bottom of the top plate with 6-10dx11/2" nails. For masonry or concrete wall
applications, the straps are fastened to a masonry wall with'/4x2'/4" Titen Masonry
Screws, or a concrete wall with %4x13/4" Titan Masonry Screws. Allowable loads are
shown in Tables 1 and 2. These connectors are manufactured from 18 gauge steel
meeting ASTM A-653 SS Grade 40. They are coated with a G90 galvanized finish.
Page 2 of 10 Simpson Strong -Tie
4.6 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and
MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete
walls. The MTSM fastens to the wood member with 10dx1'/s" or 10d common nails,
and fastens to the wall with either'/4x2'/4" Titan Masonry Screws for a masonry wall, or
'/ax13/4" Titen Masonry Screws for a concrete wall. Allowable loads are shown in Table
2. These connectors are manufactured from 16 gauge steel meeting ASTM A-653 SS
Grade 33. They are coated with a G90 galvanized finish.
4.7 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and
HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete
walls. The HTSM fastens to the wood member with 10dx1'W' or 10d common nails, and
fastens to the wall with either %x2'/4" Titan Masonry Screws for a masonry wall, or
yx13/4" Titen Masonry Screws for a concrete wall. Allowable loads are shown in Table
2. These connectors are manufactured from 14 gauge steel meeting ASTM A-653 SS
Grade 50, Class 1. They are coated with a G90 galvanized finish.
4.8 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams
to masonry or concrete walls. The HM9 fastens to the wood member with Simpson''/4 X
1'/a" SDS screws (provided with the part), and fastens to the wall with either''/4x2'/4"
Titan Masonry Screws for a masonry wall, or'/4x13/W Titen Masonry Screws for a
concrete wall. Allowable loads are shown in Table 2. The HM9 is manufactured from
18 gauge steel meeting ASTM A-653 SS Grade 33. It is coated with a G90 galvanized
finish.
4.9 HGAM10 Light Girder Tiedown. The HGAM10 is used to anchor wood trusses,
rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood
member with Simpson % X 1'W SIDS screws (provided with the part), and fastens to the
wall with %x2'/4" Titen Masonry Screws. Allowable loads are shown in Table 2. The
HGAM10 is manufactured from 14 gauge steel meeting ASTM A-653 SS Grade 33. It is
coated with a G90 galvanized finish.
4.10 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters,
or beams to masonry or concrete walls. The LTA1 fastens to the wood member with
10dx1'/z' or 10d common nails and has legs which are embedded into the wall system.
Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel
meeting ASTM A-653 SS Grade 33. It is coated with a G90 galvanized finish.
4.11 LGT2 Light Girder Tiedown. The LGT2 is used to anchor a two-ply wood truss
or beam (3" wide) to a wood or masonry wall. The LGT2 fastens to the wood truss or
beam with 16-16d sinker nails. It attaches to wood studs beneath with 14-16d sinker
nails, to a masonry wall beneath with 7-%x2'/4" Titan Masonry Screws, or to a concrete
wall beneath with 7-'/4x13/4" Titen Masonry Screws. Allowable loads are shown in Table
3. The LGT2 is manufactured from 14 gauge steel meeting ASTM A-653 SS Grade 50,
Class 1. It is coated with a G90 galvanized finish.
4.12 MGT Medium Girder Tiedown. The MGT is used to anchor a multiple -ply wood
truss or beam (3" minimum width) to a wood or masonry wall. The MGT fastens to the
wood truss or beam with 22-10d common nails. A minimum of six nails must be into the
face of the truss adjacent to the MGT. A minimum of four nails must be into the top of
the truss. The base of the MGT attaches to a single %a" diameter anchor bolt or rod. For
masonry construction; this % anchor must be designed by the building designer to
provide at least as much anchorage as is required of the MGT. For wood frame
construction, this %a" anchor may be a length of all thread rod that is attached to an
Page 3 of 10 Simpson Strong -Tie
anchor fastened to the studs beneath the girder. This anchor must provide at least as
much anchorage as is required of the MGT. For example, a Simpson Strong -Tie PHD5
Holdown attached to multiple studs below of at least Spruce -Pine -Fir lumber will provide
anchorage equivalent to the anchorage of the MGT to the truss. The stud to which the
anchor is attached must be anchored to the foundation in such a manner as to transfer
this uplift to the foundation. Allowable loads are shown in Table 3. The MGT is
manufactured from 12 gauge steel meeting ASTM A-653 SS Grade 60, Class 1, coated
with a G90 galvanized finish. The washer in the seat is %" plate steel that meets the
provisions of ASTM A-36.
4.13 SSP and DSP Stud to Plate Connectors. The SSP and DSP are stud to plate
connectors used to connect studs to either the top plates at the top or the sill plate at the
bottom. The SSP is used to connect a single stud to the plate(s), and the DSP is used to
connect two studs to the plate(s). They can be used to resist uplift loads from wind or
other loading. They are installed with 10dx1'/d' or 10d common nails. The number of
nails and the allowable loads depend on the speck application. Allowable loads are
shown in Table 4. The SSP and DSP are manufactured from 18 gage steel meeting
ASTM A-653 SS Grade 40. They are coated with a G90 galvanized finish
5. MATERIALS
5.1 Steel. Steel specifications for each product listed in this evaluation report shall be
as indicated in the previous section.
5.2 Wood. Wood members to which these connectors are fastened shall be solid
sawn lumber, glued -laminated lumber, or structural composite lumber having
dimensions consistent with the connector dimensions shown in Tablesl through 4.
Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a
minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce-
Plne-Fir having a minimum specific gravity of 0.42.
5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall
compl with ASTM F 1667 and shall have the minimum bendinq yield stren the Fyb:
Common Nail
Pennyweight
Nail Shank Diameter
inch
Fyb (psi)
10d
0.148
90,000
16d
0.162
90,000
Fasteners for galvanized connectors in pressure -preservative treated wood shall be
hot -dipped zinc coated galvanized steel. Fasteners for stainless steel connectors shall
be stainless steel.
5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the
stricter of the specifications by the engineer of record, the Florida Building Code
minimum standards or the followin :
Material
Specification
Minimum Compressive Strength
Concrete, fc
2500 psi
Masonry, fm
ASTM E447
1500 psi
Masonry Unit
ASTM C90
1900 psi
Mortar
ASTM C270 Type S
1800 psi or by proportions)
Grout
ASTM C476
2000 psi or by proportions)
Page 4 of 10 Simpson Strong -Tie
6. INSTALLATION
Installation shall be in accordance with this report and the most recent edition of the
Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this
report supersedes any conflicting information between information provided in this
report and the catalogue.
7. SUBSTANTIATING DATA
Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed
and sealed calculations performed by Jeremy Gilstrap,P.E., performed in accordance
with the 2004 Florida and Residential Building Codes.
6. FINDINGS
Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the
models as described in this report conform with or are a suitable alternative to the
standards and sections in the 2004 Florida Building and Residential code editions
listed in section 10 of this report, subject to the limitations below. Maximum allowable
loads shall not exceed the allowable loads listed in this report.
9. LIMITATIONS:
1. Maximum allowable loads shall not;exoeed the allowable loads listed in this report.
Allowable loads listed in this report are based on allowable stress design. The
loads in this report are not applicable to Load and Resistance Factor Design.
2. Capacity of wood members Is not covered by this report. Capacity of wood
members must be checked by the building designer.
3. The anchorage of the MGT to masonry or concrete wall is not covered by this
report. Anchorage must be designed by the building designer.
4. Allowable loads for more than one direction for a single connection cannot be added
together. A design load that can be divided into components in the directions given
must be evaluated as follows:
Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable
Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral
Perp. to Plate < 1.0
10. CODE REFERENCES
Florida Buildina Code 2004 Edition
Section 104.11
Alternate Materials and Methods
Chapter 1714.2
Load Test Procedure Specified
Chapter 21
Masonry
Chapter 22
Steel
Chapter 23
Wood
Florida Residential Code 2004 Edition
R101.2.1
Scope
R4407
HVHZ Masonry
R4408
HVHZ Steel
R4409
HVHZ Wood
Page 5 of 10 Simpson Strong -Tie
11. ALLOWABLE LOADS
The tahies that follow reference the allowable loads for the aforementioned products.
TABLE 1 ALLOWABLE UPLIFT LOADS FOR TRUSS TO WOOD WALL CONNECTORS
Model No.
Ga,
Fasteners
Southern PinelDouglas
Fir-Lamh Allowable
Uplift ds
Spruce -Pine -Fir
Allowable Uplift Loads
ToTrusses/
Rafters
To Plates
To Studs
1331160
133/160
H8
18
5-10dxIY2
5-10dx1/
795
565
H8
18
5-10dx1'/a
5-10dx1Y
795
565
Li 12-8dxIY2
13-8d
1465 SP Only)
-
H14s
18
® 12-8dx1'h
15-8d
1435 SP Only)
-
MTS24GOI
16
1 7-10dx1'h
7-10dx1'/x
1000
860
MTS28C
16
7-10dx1'/e
7-10dx1'/2
1000
860
MTS30C
16
7-10dx1Y2
7-10dxl%
-
1000
860
HGA10
14
4-SDS%X1'h
4SDS'/.X3
-
435
375
H160
18
2-10dx1'h
10-10dx1'/e
1400
1205
H16S
18
2-10dx1%a
10-10dxllh
1400
1205
H16-2
18
2-10dxl%
10-10dx1'h
-
1325
1140
H16-2S
16
2-10dx1%
10-10dxl%
1325
1140
Notes:
1. Loads Include an increase 33% or 60% for wind loading when: permitted by the code for fasteners in wood. Loads do
not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where
other loads govern.
2. Allowable loads are for one anchor. A minimum rafter thickness of 2'1N is required when H8 connectors are installed
on each side of the truss and on the same side of the plate.
3. Hurricane ties are shown installed on the inside of the wall for clarity. Installation on the outside of the wall is
acceptable. For installation of H16 series on the outside of the wall, a minimum 15/32" wood structural panel
sheathing with 1-8d nail between straps to top plate is required. For a continuous load path, truss to top plate and lop
plate to stud connections must be on the same side of the wall.
4. HS will achieve 310 pounds uplift when connecting a stud to a single bottom plate. Install 5-10dx1 Y2 nails to stud
and 4-10dx1Y2" nails to bottom plate.
5. H14 loads are for Southern Pine lumber only. H14 allowable F1 load 560 lbs. (1331160 for SP), allowable F2 load 270
lbs. (1331160 for SP).
6. MTS24C, MTS28C, MTS30C can be attached direcdy to the studs provided the (7) nails are attached to the stud and
not split over the stud and the top plate.
7. HGAII 0 allowable F1 load shall be 1105/1165 lbs (1331160 for DFUSYP) & 6451775 lbs (133/160 for SFP) , and
allowable F2 load (1331160) shall be 940 Ibs (DFUSYP) & 815 Ills (SPF).
8. H16 is pre -sloped ate 5:12 pitch and can be used on pitches from 3:12 to 7:12. Minimum heel height for H 16 series
is 4" Typical installation of MTSC
LC\ x1a
-�1,� a Imlall:von I connecting truss to top plate
la double
ffi header
H8 attaching
rafter to double
top plates
H16 - e
depending on heel °
height. shop may _ . "A
wraptobaokcf plale. ,
:r ,a
- _ r
Install 410dn'hta Irmall 610datY
inside edge of is to lase of 2t
�1r2w1a x. xfd
' Imlauawn
- lop Olelos
.b'{�. �daYYaY¢10
Z?„ � ..... nAIESPLLUIftnt
lx�xmrsloxu
mnsannxre
Depending on
heel h6ghl,
soap may
neap In back
of plat.
H16.2
b fare of ]
HGA'
TABLE 2 ALLOWABLE UPLIFT LOADS FOR TRUSS TO MASONRY
OR CONCRETE WALL CONNECTORS
LH2
Ga
Length
(in.)
Fasteners
Southern Pine/Douglas
Fir -Larch Allowable Uplift
Loads
Spruce -Pine -Fir
Allowable Uplift Loads
Truss/Rafter
CMU
Iten
Concrete
Iten
(133/160)
(133/160)
18
18%4
2-10dxl%
6'/x2Y<
6-'/�x1%
1470
1265
18
183/s
2-10dx1'G
6-'bx2'/4
6'bx1%
1470
1265
16
16
7-10d
41/4x2'/4
4-'/4x13/4
875
755
MTSM20
161
20
7-10d
4-'/4x2'/,
4'bx1'/.
875
755
HTSM16
141
16
8-10d
4-''/4x2Y4
4-'/4xl%
1175
1010
HTSM20
141
20
10-10d
4-'/4x2'/4
4-'/4xI%
1175
1010
HM90
18
4SDS'/4X1'/z
5'/x2Y4
5-Ax13/4
805
690
HGAM10
14
4SDS'/4X1%
4-Yax2Ya
4Y4x2Y
850
850
LTA1
18
12-10dx1%
Embed
Embed
1420
1220
Notes:
1. Loads include an increase 33%or 60% for wind loading where permitted by the code for fasteners in wood.
Loads do not include a stress increase on the strength of the steel. No further increases are permitted.
Reduce loads where other loads govern.
2. Allowable loads are for one anchor. A minimum rafter thickness of 2'/0 is required when H8 connectors are
installed on each side of the truss and on the same side of the plate.
3. HM9 allowable F1 load shall be 635 Ibs (DFUSYP) & 5451bs (SFP) , and allowable F2 load shall be 200 Ibs
(DFUSYP) & 170 Ibs (SPF).
4. HGAM10 allowable F1 load shall be 1005lbs (DFUSYP) & 870lbs (SFP), and allowable F2 load shall be
1105 Ibs (DFUSYP) & 950 the (SPF).
5. LTA1 allowable F1 load shall be 485 Ibs (DFUSYP) & 415 Ibs (SFP), and allowable F2 load shall be 1425 Ibs
(DFUSYP) & 1225 lbs (SPF). All loads are based on bond beam construction with a minimum of (1) #5
reinforcement.
6. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/a" must be used
when framing anchors are installed on each side of the Joist and on the same side of the plate.
H16 Insta
into Concri
Typical MTSMIHTSM Appllcation
We
Moisture barrier
not shown
HGnMie
Page 7 of 10 Simpson Strong -Tie
0
TABLE 3 ALLOWABLE UPLIFT LOADS FOR GIRDER CONNECTORS
ce-Pine-
Fasteners
ble
Model No.
Ga.
jk#
ftooads
Uplift Loads
Girder
Wood Studs
CMU
Concrete3/160)
or Framing
LGT2
14
16-16d
1416d
_
_
2050
1765
Wood
Sinker
Sinker
LGT2
16-16d
7'/ax2Y�
7'/�x1%
2150
1850
Mason
14
Sinker
_
Titen Screw
Titen Screw
MGT
12
22-10d
13/." anchorMGT
-
-
3965
3090/3275
Wood
12
22-1Od
-
13/a" anchor
13/a" anchor
3965
3090/3275
Mason
Notes:
1. Loads include an increase 33% or 60% for wind loading where permitted by the code for fasteners in wood.
Loads do not include a stress increase on the strength of the steel. No further increases are permitted.
Reduce loads where other loads govem.
2. Attached members must be designed to resist applied loads.
3. For MGT application to wood framed wall, provide equivalent anchorage to wood framing to provide resistance
to applied load on the MGT. Provide continuous load path to the foundation. For MGT application to
masonry/concrete wall, provide'/0 anchor designed by building designer to provide resistance to applied load
on the MGT. Provide continuous load path to foundation.
Mohler)
herder —
riot shown
Page 8 of 10
LGT2 Application to
Wood Framing
LGT2 Application to Masonry
Install a
mtmmmn
of 6-t6d
rolls hen
Ne lace
Typical MGT
Installation
with PHDS
Inmil a
minimum
of 4-1od mils
imp the top
i ication to Masonry
stunt
d11r
a own
Simpson Strong -Tie
TABLE 4 ALLOWABLE
UPLIFT LOADS FOR STUD TO PLATE CONNECTORS
Dimensions I
Fasteners
AllowableU lini-oads
133/160
Model
No.
Ga.
W
(in.)
L
(in.)
Studs
Double
Top Plates
Single
Sill Plate
Double Top
Plates
Single Sill Plate
SP/DFISPF
SP
SSP
18
1'/e
6��/is
x ,
4-10d 1/:
3-10dx1'/a
-
350
-
_
1-10dx1'/a
-
420
4-1od
3-10d
-
435
1-10d
455
DSP
18
23/4
611/1s
8-10dx1%a
6-10dx1Y
-
775
-
-
2-10dx1'/a
-
660
8-1Od
6-10d
-
825
-
2-10d
-
825
Notes:
1. Loads include an increase 33%or 60% for wind loading where permitted by the code for fasteners in wood.
Loads do not include a stress increase on the strength of the steel. No further increases are permitted.
Reduce loads where other loads govern.
2. SSP and DSP connectors achieve different loads depending on whether full length nails or 1%" long nails are
used, and whether connector is used to fasten stud to top plates or sill plate.
DSP/SSP-Sill plate installation -fill all round holes '
DSP/SSP-Top plate installation -fill all round and triangle holes
Typical ,r
SSP Installed
to Sill Plate
Typical SSP Installed
to Top Plate
Typical DSP Installed
to Top Plate
Typical
DSP Installed
to Sill Plate
Page 9 of 10 Simpson Strong -Tie
12. IDENTIFICATION
Each connecter covered by this report shall be stamped with the manufacturer's name
and/or trademark and the product name.
18. PERIOD OF ISSUANCE
The content of this report expires on October 1st, 2008. For information on this report,
contact Apex Technology. 9041821-5200
mil
�n
nolr Iar
Pogo 10 of 10 Simpson Strong -Tie
APEXSIM2004=01
Used for Florida 1. State Wide Product Approval #
FL1901
SCANNED
BY
St. Lucie County
Products an this Report which are approved:
Product Florida # Product Florida # Product Florida #
CMST12
FL1901A
HHETA20 -
FL1901.24
M9T27
FL1901A8
CMsr74
FL1901.2'
HHETA24
FL1901.25
MS737
FL1901A9
CMSTC76
FL19019
HR512
FL190127
MST48
FL1901.50
cS16
FL1901.4
HRSB
FL190128
MST60
FL1901.51
CS18
FL1901.5
HRSB
FL1901.29
MST72
FL1901M
CS20
FL7901.6
LSTA12
FLISOU10
MSTA12
FL1901.53
CS22
FL1901.7
LSTA15
FL1901.31
MSTA15
FL1901.54
FHAl2
FL1901.8
LSTA18
FL1901.32
MSTA18
F41901M
FHA18
FL19019
LSTA21
FL1901.93
MSTA21
FL1901.56
FHA24
FL1901.10
LSTA24
FL1901.34
MSTA24
FL1901.57
FHA30
FL7901.11
LSTA30
FL1901.35
MSTA30
FL1901.58
FHA6
FL1901.12
LSTA36
FL1901.36
MSTA36
FL1901.59
FHA9
FL1901.13
LSTA9
FL1901.37
MSTA9
FL1901.60
HETA12
FL1901[14
LST149
FL1901.38
MSTAM24
FL1981.61
HETA16
FL1901.15
LSTrr3
FL1801.39
MSTAM36
FL1901.62
HErA20
FL1901.16
META12
FL1901M
MSTC28
FL1901.63
HErA24
FL1901d7
MErA14
FL1901M
MSTC40
FL1901.64
•HErA40
FL1901.18
MEWS
FL1901A2
MSTC4883
FL1901.65
HErAL12
FL1901A9
META13
FL1901A3
MSTC52
FL1901.66
HETALI6
FL1901.20
META29
FL1901A4
MSTC66
FL1901.67
HErAL20
FL190121
META22
FL1901A5
MSTC6683
F1.1901.68
HHETA12
FL190122
META24
FL1901A6
MSTC78
FL1901.69
HHErA16
FL190123
META40''
FL'1901.47
MSTCM40
FL1901.70
SIMPSON
Strong
-Tie
SIMPSON STRONG -TIE COMPANY, INC
APPROVED FOR USE
Tonv Doran Residence
1
Edwin M. Faerm
Axiom Engineering, Inc.
State of Florida Lic. No. 46590 & CA 8421
Product Florida #
MSp26
FL1901.71
MSM36
FL1901•72
MSTI48
FL1901.73
MSp60
FL1901.74
MST172
FL1901.75
RPS18
FL1901.76
RPS22
FL1901.77
RPS26
FL1901.78
ST12
FL1901.79
Site
FL1901.90
ST2115
FL1901.81
ST2122
FL1901.82
ST22
F1.1901.83
ST2215
FL1901.84
ST292
FL1901.85
ST6215
FL1901.86
ST6224
F1.1901.87
ST6236
FL7901M
ST9
FL1901.89'
Jax Apex Technology, Inc.
4745 Sutton Park Court, Suite 402
Jacksonville, FL 32224
All products listed in this report are currently approved for state
use under the provisions of Florida Product Approval Rule 913-72
and/or 61G1536. Reference product approval number FL1901. All
substantiating data submitted for the original application has been
reviewed for compliance with the 2004 Florida Building and
Residential Codes.
Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and
in no way constitute or imply approval by a local building authority. The engineer, is review of the
data submitted, finds that, in his opinion, the product, material, system, or method of construction
specifically identified in this report conforms with or is a suitable alternate to that specified in the
Florida Building Code, SUBJECT TO THE LEWrATIONS IN TMS REPORT
Jeffrey P. Arneson, P.E., a licensed Florida professional engineer and employee of Jax Apex
Technology, Inc. (Apex Technology) has reviewed the data submitted for compliance with the
Florida Building Code. Neither Jeffrey P. Arneson, nor Apex Technology, are responsible for
any errors or omissions to any documents, calculations, drawings, specifications, tests, or
summaries prepared and submitted by the design professional or preparer of record who are
listed in the Substantiating Data section of this report.
REPORT NO: SIM200401-R2
EXPIRES: October let, 2008
CATEGORY: Metal Connectors
SUBMITTED BY:
SIMPSON STRONG -TIE COMPANY, INC.
4120 DUBLIN BLVD., SUITE 400
DUBLIN, CA 94568
1. PRODUCT NAME
Strap Ties
LSTA9, LSTA12, LSTA15, LSTA18, LSTA21, LSTA24, LSTA30, LSTA36,
MSTA9, MSTA12, MSTA15, MSTA18, MSTA21, MSTA24, MSTA30, MSTA36,
MSTC28, MSTC40, MSTC52, MSTC66, MSTC78, MST27, MST37, MST48,
MST60, MST72, LS1I49, LSTI73, MS1126, MST136, MSTI48, MST160, MSTI72,
RPS18, RPS22, RPS28, ST2115, ST292, ST2122, ST2215, ST6215, ST6224,
ST6236, ST9, ST12, ST18, ST22, FHA6, FHA9, FHAl2, FHA18, FHA24, FHA30.
Coiled Strap Ties
CMST12, CMST14, CMSTCI6, CS16, CS18, CS20, CS22
Wood to Masonry Strap Ties
MSTAM24, MSTAM36, MSTCM40
Pre -bent Strap Ties
MSTC4863, MSTC66B3
Heavy Straps
HRS6, HRSB, HRS12
Page 1 of 15 Simpson Strong -Tie
Embedded Truss Anchors: '
META12, META14, META16, META18, META20; META22; META24, META40,
HETA12, HETA16, HETA20, HETAQ4, HETA40, HETAL12, HETALI6,
HETAL20, HHETA12, HHETA16; HHETA20, HHETA24, `HHETA40
2. SCOPE OF EVALUATION
Load Evaluation as a Structural Component using the requirements of the Florida
Building Code
3. DESCRIPTION:
3.1 LSTA, MSTA Strap Tie. The LSTA and MSTA Strap Tie models are used to
provide a tension connection between two wood members. They are 1'/4" wide for use
on 1'/Z members. They are installed with 10d common nails. Allowable loads are
shown in Table 1. The straps are manufactured from steel meeting ASTM A-653 SS
Grade 50, of a thickness as specified in Table 1. They are coated with a G90
galvanized finish.
3.2 MSTC Strap Tie. The MSTC Strap Tie models are used to provide a tension
connection between two wood members. They are 3" Wide for use on doubled 1'/"
members'or single 4-by or larger members. They have countersunk nail'slots fora
lower nailing profile, and coined edges for safer handling. They are installed with 16d
sinker nails. Allowable loads are -shown in Table 2 and 3. The straps -are manufactured
from steel meeting ASTM A-653 SS Grade 50, of a thickness as specified in Table 2.
They are coated with a G90 galvanized finish.
3.3 MST Strap Tie. The MST Strap Tie models'are used to provide a tension
connection between two wood members. They are 21/j6" wide for use on doubled 1'/2
members or 4-by or larger members. They are installed with 16d common nails. To
reduce the possibility of splitting when installed on lumber narrower than 3'h", install
16d common nails in every other nail hole or 10dx1'/z nails in every nail hole and
reduce allowable load accordingly. Allowable loads are shown in Table 2 and 3. The
MST27 and 37 are manufactured from steel meeting ASTM A-653 SS, Grade 40, and
the MST48, MST60 and MST72 are manufactured from steel meeting AS.TM A-653 SS,
Grade 40 Special, of a thickness as specified in Table 2. They are coated with a G90
galvanized finish.
3.4 LSTI,-MSTI Strap Tie. The LSTI and MSTI Strap Tie models are used to provide a
tension connection between two wood members. The LSTI models are 3'/4" wide'and
the MSTI models are 21/167 wide. They are designed for use on members that could be
damaged by large nails, such as laoist or truss chords. They are installed with
10dx1'% nails. Allowable loads are shown in Table 2 and 3. The straps are
manufactured from steel meeting ASTM A-653 SS Grade 40, of a thickness as specified
in Table 2. They are coated with a G90 galvanized finish.
3.5 RPS Strap Tie. The RPS Strap Tie models are used to provide a tension
connection between two wood members, especially when the top or bottom plates of a
wood wall are cut or notched. They are 1'/z wide and are installed with 16d common
nails. Allowable loads are shown In Table 4. The straps are manufactured from steel
meeting ASTM A-653 SS Grade 40. of a thickness as specified in Table 4. They are
coated with a G90 galvanized finish.
Page 2 of 15 Simpson Strong -Tie
3.6 ST Strap Tie. The ST Series Strap Tie models are used to provide a tension
connection between two'wood members. They;are manufactured in various widths and
lengths. They are installed with 16d common nails. Allowvable loads are shown in Table
4. The ST9, ST12; ST18, ST22, ST292 and ST6215 are manufactured from steel
meeting ASTM A-653 SS, Grade 33, the ST2122 and ST6224 are manufactured from
steel meeting ASTM A-653 SS, Grade 40, and the ST2115, ST2215 and ST6236 are
manufactured from steel meeting ASTM A-653 SS, Grade 50, Class 1. The thickness is
as specified in Table 4. They are coated with a G90 galvanized finish.
3.7 FHA Strap Tie. The FHA Strap Tie models are used to provide a tension
connection between two wood members. They have a corrugated shape with a total
width of 11/16". They are installed with 16d common nails. Allowable loads are shown in
Table 4. The straps are manufactured from steel.meeting ASTM A-653 SS Grade 33,
of a thickness as specified in Table 4. They are coated with a G90 galvanized finish.
3.8 HRS Heavy Strap Tie. The HRS Strap Tie models are short, thick straps used to
provide a tension connection between two•wood members. They are 13/a" wide and are
installed with 10d common nails. Allowable loads are shown in Table 4. The straps are
manufactured from 12 ga. steel meeting ASTM A-653 SS Grade 33. They are coated
with a G90 galvanized finish.
3:9 CS, CMST, CMSTC Coiled Strap Tie. The CS,'CMST and CMSTC Coil Strap Tie
models are used to provide a tension connection.between two wood members. They
are packaged in a coil so that the length of strap needed can be cut from the coil on the
jobsite: The CS Straps are 1'/." wide for use on 1'/2 or wider members. They install
with either 8d or 10d common nails. The CMST and CMSTC Straps are 3" wide for use
on doubled 2-by or 4-by or larger members. The CMST Straps are installed with either
10d or 16d common nails. The CMST has both round and triangle nail holes. If using
16d nails and the wood tends to split, use round holes only. The CMSTC Straps are
installed with 16d sinker nails. The CMSTC has coined edges for. safer handling..
Allowable loads are shown in Table 5.' The CS straps -are manufactured from steel
meeting ASTM A-653 SS Grade 40, of a thickness as specified In Table 5. The CMST
and CMSTC straps are manufactured from steel.meefing ASTM A-653 SS Grade 50
Class 1, of a thickness as specified in Table 5. They are coated with a G90 galvanized
finish.
3.10 MSTAM, MSTCM Strap Tie: 1Z. he MSTAM and MSTCM Strap Tie models are
used to provide a tension connection between wood members and a masonry or
concrete structure. The MSTAM Straps are 1'/4" wide for use on 1'/:" and larger
members. They are installed with 10d common nails to the wood and either'/4x2'/4"
Titen Masonry. Screws to masonry, or%x13/4" Titen Masonry Screws to concrete. The
MSTCM Strap is 3" wide for use on doubled 2-by or single 4-by and larger members.
They are installed with 16d sinker nails to the wood and either'/4x2'/4" Titan Masonry
Screws to masonry, or'/4x13/4" Tden Masonry Screws to concrete. The MSTCM Strap
has countersunk nail slots for a lower nailing profile and coined edges for safer
handling: Allowable loads are shown in Table 6 and 7. The straps are manufactured
from steel meeting ASTM A-653 SS Grade 50, Class 1, of a thickness as specified in
Table 6. They are coated with a G90 galvanized finish.
3.11 MSTCB3 Pre -bent Strap Tie. The MSTC48B3 and MSTC66B3 Pre -bent Strap
Ties are designed.to transfer a heavy tension load from framing'on an upper story wall
to a beam or header on the story below. For example, this could be from shearwall
overturning or a large girder truss uplift load. They are installed with 10dcommon nails,
T
Page 3 of 15 Simpson Strong -Tie
with a minimum of four nails in the bottom of the beam or header. Allowable loads are
shown in Table 8. The straps are manufactured from 14 ga. steel meeting ASTM A-653
SS Grade 50, Class 1: They are coated with a G90galvanizedfinish.
3.12 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss
Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete
wail. Embedded truss anchors fasten to a single -ply wood truss with 10dx1'/z nails or to
a multiple -ply truss with 16d common nails. They are embedded in the masonry or
concrete wall to a depth indicated.on the side of the anchor (4" for META, HETA, and
HETAL, and 51116" for HETAL). The strap portion of the anchor is 1 %" wide. Allowable
loads are shown in Table 9 for single installations and Table 10 for double installations.
The anchors are manufactured from steel meeting ASTM A-653 SS Grade 50, Class 1,
with the exception of the truss seat of the HETAL which is manufactured from steel
meeting ASTM A-653 SS Grade 33. Steel thickness is as specified in Table 9. _The
Embedded Truss Anchors are coated with a G90 galvanized finish.
4. MATERIALS
4.1 Steel. Steel specifications for each product listed in this evaluation report shall be
as indicated in the previous section.. In addition to the standard G90 finish, some
products are available with a G185 finish, indicated as Z-Max. Allowable loads
published in this report will apply to G185 products as well as G90 products.
4.2 Wood. Wood members to which these connectors are fastened shall be solid
sawn lumber, glued -laminated lumber, or, structural composite lumber having
dimensions consistent with the connector dimensions shown in Tablesl through 4.
Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a
minimum specific gravity of 0:50. Where indicated by SPF, lumber shall be Spruce -
Pine -Fir having a. minimum specific gravity of 0.42.
4.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall
comp)y with ASTM F 1667 andshall have the minimum bendinq vield strength Fyb:
Nail Pennyweight
Nail Shank Diameter
Fyy (psi)
10d Common
0.148
90,000
16d Sinker
.0.148
90,000
16d Common
0.162
90,000
Fasteners for galvanized connectors in pressure -preservative treated wood all be
hot -dipped zinc coated galvanized steel, except where otherwise permitted by the
treatment manufacturer. Fasteners for stainless steel connectors shall be stainless
steel.
4.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the
stricter of the specifications by the engineer of record, the Florida Building Code
minimum standards, or the following:
Material
Specification
Minimum Compressive Strength
Concrete; fc
2500 psi
Masonry, fm
ASTM E447
1500 psi
Masonry Unit
ASTM C90
1900 psi
Mortar
ASTM C270 Type S
1800 psi or by proportions)
Grout
ASTM C476
2000 psi or by proportions)
Page 4 of 15 Simpson Strong -Tic
5. INSTALLATION
Installation shall -be In accordance with this report and the most recent edition of the
Simpson Strong -Tie Wood Construction Connectors catalog. Information in this report
supercedes any conflicting information between information' provided in this report and
the catalogue, the information in this report supercedes the catalogue.
6. SUBSTANTIATING DATA
Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed
and sealed calculations provided by Simpson Strong -lie performed in accordance with
the 2001 Florida Building Code.
7. FINDINGS
The connectors listed in this evaluation report comply with the Florida Building Code
when installed in accordance with this report. Maximum allowable loads shall not
exceed the allowable loads listed in this report.
8. LIMITATIONS:
1. Maximumaallowable loads shall not exceed the allowable loads listed in this report.
Allowable loads listed in this report are based on allowable stress design. The
loads in this report are not applicable to Load and Resistance Factor Design.
2. Capacity of wood members is not covered by this report. Capacity of wood
members must be checked.by the building designer.
3. Allowable loads for more than one direction for a single connection cannot be added
together. A design load which can be divided Into components in the directions
given must be evaluated as follows:
(Design Uplifl/Allowable Uplift) + (Design Lateral Parallel to
Plate/Allowable Lateral Parallel to Plate) + (Design Lateral Perp, to.
Plate/Allowable Lateral Perp. to Plate) < 1.0
9. ALLOWABLE LOADS:
The pages that follow reference the allowable loads for the aforementioned
products.
Page 5 of 15 Simpson Strong -Tie
•--•' TABL"E-1 ALLOWABLE TENSION LOADS
Model
Ga
DF/SP
----
(133)'-
-! ; - DF/SP
=
460) --.
--._.-SPF(133)`: -:._: _
—
_ .. SPF(160)
No..:
Malls
Load
Nails _....
Load....
- Nails ..:
Load,
...Nails
Load
LSTA9
8-10d
645
8-10d
775
8-10d
`.555' -
'.8-10d
665 '
LSTA12
10-10d
805
10.10d
970
10-10d
695
'= 10-10d
830
LSTA15
20
12-10d
970
12-10d
.1160
12-10d
830
12-10d
1000
LSTA18
14-10d
1130
14-10d
1235
14-10d
970
14-10d
- 1165
LSTA21
16-10d
1235
14-10d
1235
16-10d
1110
16-10d
1235
LSTA24
16-10d'
'1235
14.10d
1235
18-10d
1235.
16-10d
1235
LSTA30
22-10d
1640
18-10d
1640
22-10d
1555
20-10d
1640
LSTA36
22-10d
1640
18-10d
1640
24-10d.
1640
20-10d
1640
MSTA9
8-10d
650
8-10d
780
8-10d
565
8-10d
680
MSTA12
18
10-10d
815
10-10d
975
10-10d
705
10-10d
850
MSTA15
12-1Dd .
975
12-10d
1170
12-10d
850
12-10d
1020
MSTA18
14-10d
1140
14-10d
•1365
14-10d
990
14 10d
1185
MSTA21
16-10d
1300
16-10d
1560
16-10d
1130
16-10d
1355
MSTA24
18-10d
1465
18-10d
1640
18-10d
'1270'
18-10d '
1525
MSTA30
16
22-10d
1835
22-10d
2050
22-10d
1585
22-10d
.1900
MSTA36
26-10d
2050
22-10d
2050
26-10d
1870
24-10d
2050
Notes:
1. Loads do not include a stress increase on the strength of the steel. Where noted, loads include a 33%
or 60% load duration increase on the strength of the fasteners in wood. No further increases are
permitted. Reduce loads where other loads govern.
2. 10dx1'/," nails may be substituted where 10d common nails are specified provided the load is reduced
by multiplying table'loads by 0.80.
3. Use half of the nails specified in each of the two members being connected.
LSTA and IJISTA
(P➢at hulnsnot
shown)
Page 6 of 15 Simpson Strong -Tie
" '7TABLE 2 AL' LOWML'E•TENSLOW-LOMS----
'Model
Ge
133':-'
DF/SP 160
"'�'SPF' 133
;
SPF 160
No.Nails
'
Load
Nails ' '
'Ldad
' _ �-Wls
Load
Nails,•..
Load
STC28
16
36-16d Sinker
52-16d Sinker
' 3000
4335
36A6d'Sinker
48-16d Sinker
"3600
'4745
' 36-16d Sinker
52-16d Sinker -
:2590-
3745
. 36=t6d•Sinker"
52-16d Sfhke?
3110
4495
MSTC40
MSTC52
58-16d Sinker
4745
48-16d Sinker
4745
64-16d Sinker
4610
56-16d Sinker
4745
MSTC66
14
70-16d Sinker
5860
58-16d Sinker
5860
80-16d Sinker
5860
66-16d Sinker
5860
Iy1STC78
70-16d Sinker
5860
58-16d Sinker
5860
80-16d Sinker
5860
1 66-16d Sinker
5860
MST27
30-16d
3140
30-16d
3770
30-16d
2740
30-16d
3290
MST37
12
42-16d
4935
42-16d
5080
42-16d
3835
42-16d
4605
MST48
52-16d
5310
•4.16d
5310
54-16d
4930
50-16d
5310
ST60
10
62-16d
6950
.58-16d
6950
68-16d
6800
58-16d
6950
MST72
62-16d
6950
52-16d
6950
70-16d
6950
58-16d
6950
LST149
18
32-10dx1+/z
2580
32-10dx1+/:
3100
32-10dx1+/
2220
32-10dx1+/z
2660
LST173
48-10dx1+/
3870
44-10dx1+/
4210
48-10dxl%
3330
48-10dxl%
3995
MST126
26-10dx1+/2
2355
26-10dx1+/z
2830 1
26-10dx1+/z
2045
26-10dx1+/z
2455
MST136-
12
36-10dx1Yz
3265
36-10dx1+/z
3915 1
36-10dx1%s
2830
36.10dx1+/:
3400
MST148
48-10dx1+%
4350
48-10dxl%2
5080
48-10dxl%
3775
46-10dx1++%.
4530
MSTI60
58-10dx1+/z
5080 i
48-10dx1+/z
5080
60.10dxl%
4720
54-10dX1+/z
6080
MSTI72
KI..+
58-10dx1+/z
5080
48-10dx1Yz
5080
66-10dx1+/z
5080
5410dx1+/:
5080
1. Loads do. not include a stress increase on the strength of the steel. Where noted, loads include a 33%
or 60% load duration increase on the strength of the fasteners in wood. No further increases are
permitted. Reduce loads where other loads govern.
2. 10dx1++/:" nails may be substituted where 16d sinker nails are specified provided the load is reduced by
multiplying table loads by 0.80. 10d common nails maybe substituted where 16d sinker nails are
specified with no load reduction. 10d common or 16d sinker nails may be substituted where 16d
common nails are specified provided the load is reduced by multiplying table loads by 0.65.
3. Use half of the nails specified in each of the two members being connected.
li
M57C28
Page 7 of 15 Simpson Strong -Tie
TABLE 3 ALLOWABLE UPLIFT LOADS FLOOR TO FLOOR CLEAR SPAN
Model No.
Clear
Douglas Fir/Southern Pine
Spruce Pine -Fir
Span
133 s e _'
= i& ad ;180,..;J
�:' 133 - ....
160
MST37
18"
20-16d
2095
20 16d,
2510
:. 20-16d�
1825:
20-16d' '
2190
Clear Span
16"
22-16d
..2305
':. 22-16d .•
2765.
22-16d
2010
22=16d
2410
MST48
18"
32-16d
3370'
: 30-16d
73695
32-16d.
2925.'
'--32i16d
3505
Clear Span
16"
34-16d
3580
30-16d
3695
34-16d -
3105:
34-16d
3695
MST60
18"
44 16d
4830
36-16d
4830
46-16d
4600
42-16d
4830
Clear Span
16"
44-16d
4830
36-16d
4830
48-16d
4800
42-16d
4830
MST72
18"
56-16d
6420
'52-16d
6945
56-16d
5600
56-16d
6720
Clear Span
16"
56-16d
6420
52-16d
6945
56-16d
5600
56-16d
6720
MST136
18"
14-10dx1+/z
1270
14-10dx1+%
'1525
14-10dx1+/z
1100
14-10dx1+/z
1320
Clear Span
16"
16-10dx1'%
1450
16-10dx1'/:
1740
16-10dx1'/z
1260
16-10dx1+/z
1510
MST148
18"
26-10dx1'/z
2355
26-10dx1'/z
2830
26-10dx1+/z
2045
26-10dx1+/z
2455
Clear Span
16"
28-10dx1'/a
2540
28-10dx1+/
3045
28-10dxi'/z
2205
28-10dx1+/z
2645
MST160
18"
38-10dx1%z
3445
38-10dx1'/z
4135
38-10dx1'/z
2990
38-10dx1%
3585
Clear Span
16"
40-10dx1+/z
3625
40-10dx1'/z
4350
40-10dx1+/z.
.3145
40-10dx1+/z
3775
MSTI72
18"
50-101'/z
4535
48-10dx1'/z
5080 1
50-10dx1'/z
3935
50-10.dx1+/z
4720
Clear Span
16"
52-10dx1'/z
4715
48-10dx1'/z
5080
52-10dx1%z
4090
52-10dx1'/
4910
1. V Loads do not include a stress increase on the strength of the steel. Where noted, loads include a 33% or
60%load duration increase on the strength of the fasteners in wood. No further increases are permitted.
Reduce loads.where other loads govern.
2. 10dx1'/z" nails may be substituted where 16d sinker nails are specified provided the load is reduced by
multiplying table loads by 0.77. 10d common nails maybe substituted where 16d sinker -nails are
specified with no load reduction. 10d common or 16d sinker nails may be substituted where 16d common
nails are specified provided the load is reduced bymultiplying table loads by 0.85.
3. Use half of the nails specified in each of the two members being connected.
STM
OF00
BY 01
Page 8 of 15 Simpson Strong -Tie
• . TABLE 4 ALLOWABLE TENSION LOADS
Model No.
Ga
DF/SP 133 -
Nails ':.-Load
I DF/SP 16.0
Nails "Load-'
% SPF 133
.:r__Nalls. `' '. bad
• SPF 160
. Nails;,", 'Load
RPS18
12-16d
1150
12-16d
1380
.12-16d
."990
12-16d
1190
RPS22
16
12-16d
1150
12-16d
1380
.12AW _.
990
.12-16d''
1190'
16-16d
1535
16-16d
1845
16-16d
1325
16-16d
1585
RPS28
12-16d
1150
12-16d
1380
12-16d
990
12-16d
1190
16-16d
1535
16-16d
1785
16-16d
1325
16-16d
1585
ST292
20
12-16d
1120
12-16d
1265
12-16d
970
12-16d
1160
ST2122
16-16d
1505
14-16d
1530
16-16d
1290
16-16d.
1530
ST2115
8-16d
660
6-16d
660
10A6d
660
8-16d
660
ST2215
20-16d
1875
18-16d
1875
20-16d
1625
20-16d
1875
ST6215
16
20-16d
1895
20-16d
2095
20-16d
1640
20-16d
1970
ST6224
28-16d
.2540
24-16d
2540
28-16d
2315
26-16d
2540
ST9
8-16d
755
8-16d
910
8-16d
655
8-16d
785
ST12
10-16d
945
10-16d
1135
10-16d
820
10-16d
985
ST18
14-16d
1325
14-16d
1420
14-16d
1150
14-16d
1380
ST22
16716d
1420
. 14-16d
1420
18-16d
•1420
16-16d
1420
ST6236
14
40-16d
3845
34-16d
3845
40-16d
3465
38-16d
3845
FHA6
8-16d
810
8-16d
.975
8-16d
705
8-16d
845
FHA9
8-16d
810
8-16d
.975
8-16d.
705
8-16d
845
FHAl2
.8-16d
810
8-16d
975
8-16d
705
8716d
845
FHA18
8-16d
810
8-16d
975
8-16d
705
8-16d
845
FHA24
12
-8-16d
810
8-16d
975
8-16d.
705
8-16d
845
FHA30
8-16d
810
8-16d
975
8-16d
705
8-16d
845
HRS6
6-10d
525
6-10d
630
6-10d
455
6-10d
545
HRS8
10-10d..
875
10-10d
1050
10-10d
.760
10-1od
910
HRS12
14-10d
1225
14-10d
1465
14-10d
1065
14-10d
1275
Notes:
1. Loads do not include a stress increase on the strength of the steel. Where noted, loads include a
33% or 60% load duration increase on the strength of the fasteners in wood. No further increases
are permitted. Reduce loads where other loads gavem.
2. 10d common or 16d sinker nails maybe subslituted'where 16d common nails are specified
provided the load is reduced by multiplying table loads by 0.85.
3. Use half of the nails specified in each of the two members being connected.
�l I II
ENAILF03
nrs¢a�xcau�r �evrewseowM
T
T
Page 9 of 15 Simpson Strong -Tie
TABLES
ALLOWABLE TENSION LOAD AND NUMBER OF. NAILS REQUIRED
Model No.
Allowable
Load
Re 'd # of Nails
DF/SP '
Re 'd # of Nails SPF
133
160
133
160
CMST12
9235
86-16d
72-16d
100-16d
82-16d
100-10d
82-10d
114-10d
94-10d
CMST14
6490
66-16d
56-16d
76-16d
64-16d
76-10d
64-10d
88-10d
74-10d
CMSTC16
4745
58-16d
Sinkers
48-16d
Sinkers
66-16d
Sinkers
66-16d
Sinkers
CS16
1705
�-10d
18-10d
26-10d
22-10d
26-8d
22-8d
30-8d
26-8d
CS18
1370
18410d
16-10d
20-10d
18-10d
22-8d
18-8d
26-8d
22-8d
CS20
1030
14-10d
12-10d
16-10d
14-10d
18-8d
14.8d
20-8d
164d
CS22
845
12-10d
10-10d
14-10d
12-10d
2.
3.
4.
14 8d 12-8d' 16 8d 14 8d Notes:
1. Loads do not
include a stress increase on the strength of the steel. Where noted, loads include a 33% or 60%
load duration increase on the strength of the fasteners'in wood. .No further increases are
permitted. Reduce loads where other loads govern.
16d sinker nails may be substituted for 10d common nails with no load reduction.
Use half of the nails specified in each of the two members being connected.
Provide a minimum of 1%" end distance from the last nail to the end of the wood member.
ww
CIA HolePh&m fallaNnLBriapain
I
III
CMT14 Hole PaCam XffSnP rfnHaq
r
00CI6 Ha1a Daum
Page 10 of 15 Simpson Strong -Tie
TABLE 6 ALLOWABLE TENSION LOADS
Model No.
Ga
DFlSP 133
DF/SP 160
SPF 133
SPF 160
Nails
Load
Nails''% :Load
': Nails .•. •..=
Load
Nails
Load
MSTAM24
18
.9-10d
1465
8.10d
1500
9-10d -
1270
9-10d
1500
MSTAM36
16
12-10d
1870
10-10d
1870
13-10d
1870
11-10d
1870
MSTCM40
16'
26-16d Sinker
4250
22-16d Sinker
4250
26-16d Sinker
3745
25-16d Sinker
4250
Notes:
11 Loads do not include a stress increase on the strength of the steel. Where noted, loads include a 33% or
60% load duration increase on the strength of the fasteners in wood. No further increases are permitted.
Reduce loads where other loads govern.
2. Minimum edge distance is 1'/:" for Titen Masonry Screws.
h
2- TW
1%
16
Page I 1 of 15 Simpson Strong -Tie
TABLE.B ALLOWABLEUPLIF.TITENSION . LOADS _ .
Model
No.
Beam Minimum::...,Fasteners.-,
Dimensions ::•
_Allowable Tension
Loads (133/160).
Beam
Face
Bottom
Studs/
Post.
Width
Depth
DF/SP ;
SPF
9STC48B3
3"
1 9'1W
12-10d
410d
38-10d
3930
- 3380
MSTC66B3
3'/z
1 11W
14-10d
4440
3820
Notes:
1. Using fewer than 38 nails in the studs/post will reduce the capacity of the connection. To calculate
. a reduced capacity use 129 lbs. per nail for DFL/SP or 112 lbs. per nail for SPF
2. Nails in studs/post shall be installed symmetrically. Nails may be, installed over the entire length of
the strap over the studs/post.
3. The 3" wide beam may be double 2-by members.
4. MSTC48B3 and MSTC66B3 installed over sheathing up to 'IT thick will achieve 0.85 of the table
loads.
NAILS
Page 12 of IS
NAILSSEA'0 r
NSA
.:...__ JOIST
BEAM
MSTC4BB3-
ar Installation with
PFE-OW no Rim Joist
NO MILLS BETE
MSTC66B3 Installation
with Rim Joist
Simpson Strong -Tie
TABLE 9 ALLOWABLE LOADS
_,,.._..M.�......_.a.Fast... -.-:. -Ri-
n'% . -•- eneaird'U-
: .......
_ Lateral Loads
i
Model No.
!
Ga
H
160 road Duration Increase:'?
"'133 Load.Duration Increase .."""
-'lsui60
1 Ply So. Pine Truss
- 2 or 3 PI -
y ••
So. Pine Truss
1PIy So: gins Truss'=•�:'
--
2 or 3 PI y"""
--: So. PineTruss;
Fr
0„ad
Fz
(F.P
jFasteners
Load
Fasteners
Load
Fasteners
Load
Fasteners
Load
'"44
•
rowdy
MErAl2
8
7-iOdxl%
1450
6-16d
1450
.7-10dxl%
1240
7-16d •-
1450-
` 280
725
MEW
10
7-10dx1%
1450
6-16d
1450
9-10dxl%
1450
7-16d
1A50�
280
725
META16
12
7-10dx1'fi
1450
6-16d
1450
9.10dx1'/i
1450
7-16d
1450
280
725
META18
14
7- UM%
1450
6-16d
1450
9.10dxl%
1450
7-16d
1450
280
725
18
6-10dx1'%
1270
5-16d
1245 1
8-10dx1'/:
1415
6-16d
1250
280
1 725
MUM
i6
7-10dxl%
1450
6-16d
1450
9-10dx1'/i
1450
7-16d
1450
280
1 725
METAU
18
7-10dx1'/a
1450
6-16d
1450
9-10dx1+/.
1460
7-16d
1450
280
725
kIETA24
20
1 7-10dx1'fi
1450
6-16d
1450
9-lbdxl%
1450
7-16d
1450
280
725
META40
36
7-10dx1Y:
1450
6-16d
1450
9-10dx1'h
1450
7-16d
1450
280
725
HETA12
6
7-10dx1'/:
1520
7-16d
1780
7-10dx1Y:
1265
7-16d
1475
280
725 '
HEW
12
9-10dx1+%
1810
8-16d
1810
10-10dx1%
1810
9-16d
1810
280
725
I1ETA20
8-10dxlYx
1735
7-16d
1780
9-10dx1'h
1630
8-16d
1690
280
725
16
16
9-10dxl%
1810
8-16d
1810
'10-10dx1li
1810
9-16d
1810
280-
725
HETA24
20
9-10dx1%a
1810
8.16d
1810
10-10dxlYa
1810
9-16d
1810
260
'725
HETA40
36
9-10dxl'/.
1810
8-16d
1810'
10.10dx1Ys
1810
9-16d
1810
280
725
HHEfAl2
8
7-10dxl''A
1565
Mlid
. 1820
7-10dxl%
1305
Mild
1520
435
815
HHE7A16
2235
9-16d
2235
12-10dxl%
2235
11-16d
2235
435
815
2010
8-i6d
2080
11-10dx1'/:
2050
10-16d
2170
435
815
HHETA20
14-10dx1'%
41210-10dxlV.
0-10dx1'/s
2235
9-i6d
2235
12-10dx1'f.
2235
1146d
2235
435
815
HHETA24
0-1.Odx1%a
2236
9-16d
2235
12-10dxl'%
2235
11-i6d
2235
435
815
fIHETA40
0-10dx1%a
2235
9-16d
2235
12-10dx1%x
2235
11-16d
2235
435
815
RETAL12
7
10-10dx1'/�.
1085
10-16d
1270
10-10d91/
905
10-16d
1055
41@
1100
HErAL16
16
11
14-10dx1Ya
1810
13-16d
1810
15.10dx1%
1810
14-16d
1810
415
1100
HETAL20
15
14-10dxl%
1810
13-16d
1810
15-10dxl'/s
1810
1 14-16d
1e10
415
1100
Notes:
1. Loads do not include a stress increase on the strength of the steel. No further increases are
permitted. Reduce loads where other loads govern.
2. Five nails must be installed.into the truss seat of the HETAL
3. Parallel -to -plate load towards face of HETAL is 1975 lbs.
4. Except for HETAL straps, lateral loads are based on a minimum installation of 12 nails and the
strap wrapped over the heel
5.. Minimum fc is 2,000psi
6. It is acceptable to use a reduced number of fasteners in a product provided that there is a
reduction in load capacity. The load per nail can be approximated by dividing the allowable load
by the number of fasteners. This concept applies to all member sizes. There should be a
minimum of 4 nails installed in the strap.
Typit
Insta..
AnAM
Wass
Page 13 of 15 Simpson Strong -Tie
TABLE 10 ALLOWABLE LOADS FOR DOUBLE EMBEDDED TRUSS ANCHORS
Double Embedded Anchor Installation
Into Grouted CMU Bond Beam . -
Uplift -180 Load Duration Increase
Uplift-133 Load Duration Increase.
Lateral Loads
Model
No.
1 Ply Southern
Pine Truss
Fasteners Load
2 or 3 Ply Southern
Pine Truss
Fasteners Load
1 Ply Southem
Pine Truss .
Fasteners Load
2 or 3 Ply Southem
Pine Truss
Fasteners Load
133/160
F
(Daa0d to
Wm
F2
(pmpfl�b
Wm
META
10-10dx1%z
-1985
14-16d
1900
12-10dX1'/z
1985
14-16d
1900
1210
1160
HETA
10-10dx1'%
2035
12-16d
2500
12-10dx1'/z
2035.
1416d
2500
1225
1520
HHETA
1 10-10dx1'/
2035
12-16d
2500
12-10dx1'/z
1 2035
14-16d
2500
1225
1520
Notes:
1. Minimum fc is 2,500psi.
2. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width.
3. Install half of the required number of fasteners In each strap.
4. For uplift loads for poured concrete tie beam applications with 2 or 3 ply trusses, increase the META load
by 35%, the HETA load by 8%, and the HHETA load by 34%. Listed lateral loads apply to concrete
applications.
5. Lateral loads apply only to anchors spaced a minimum of 3" apart.
in
aS
Page 14 of 15 Simpson Strong -Tie
10. CODE REFERENCES
Florida Building Code 2001 Edition
Section 103.7
Alternate Materials and Methods
Chapter 1703
Structural Tests and Inspections
Chapter 21
Masonry
Chapter 22
Steel
Chapter 23'
Wood
11. IDENTIFICATION
Each connector covered by this report shall be stamped with the manufacturer's name
and/or trademark and the product name.
12. PERIOD OF ISSUANCE
The content of this report expires on March 15% 2006. For information on this report,
contact Apex Technolgy. 904/821-5200
Page 15 of 15 Simpson Strong -Tie
NEIZ 413
Used for Florida State Wide Product Approval #
FL474
sCABN1NED
.
St Lucie Cou*
Products on this Report which are approved:
Product
Florida #
Product
Florida # Product Florida #
Product
Florida #
NGUS210.2
FL474.137
HSA68
FL474.177 NTS12 FL474.325
NCA2X1246
FL474.330
HGUS26-2
FL474.138
HST2
FL474.181 MTS12Z FL474.325
NCA2X8.12
FL474.330
HGUS28.2
FL474.139
HST3
FL474.182 MTS16 FL474.326
NCAM-16
FL474.330
HGUS28.2Z
FL474.139
HST5
FL474.183 MTS16Z FL474.326
SA36
FL474.383
UGUS410
FL474.140
HST6
FL474.184 MT818 FL474.327
TC24
FL474.404
HGUS46
FL474.141
LTS12
FL474.259 MT520 FL474.328
TC26
FL474A05
HGU848
FL474.142
LTS125S
FL474.259 MUSS FL474.328
THMA
FL474.423
HH4
FL474.143
LTS128SN
FL474.259 MTS203SN FL474.328
THMA-2
FL474.424
' HH6
FL474.144
LTS16
FL474.260 MTS20Z FL474.328
VatO
FL474A29
HSA32
FL474.173
LTS18
FL474.261 MTS30 FL474.329
VS12
FL474.430
HSA41
FL474.174
LTS185s
FL474.261 NCA2X70.12 FL474.330
Vas
FL474A31
HSA50
FL474.175
LTSIBSSN
FL474.261 NCA2X1046 FL474.330
Va7
FL474.432
HSA59
FL474.176
LTS20
'FL474.262 NCA2X1242 FL474.330
Vas
FL474.433
SIMPSON STRONG -TIE COMPANY, INC
APPROVED FOR USE
Tonv Doran Residence
Edwin M. F .
Axiom Engineering, Inc.
State of Florida Lie. No. 46590 & CA 8421
Note: Used to obtain FL474; See cover sheet for applicable products
P
Ak Nation4 Evaluation. Service, Inc.
ParGalpadrig Members:
SBCCI Public Safety
BOCA Evaluation Services, Inc. ICBO Evaluation Service, Inc. Testing and Evaluation Services, Inc.
I 4051 WastFlossrroorRead 6380 Workman Mill Road 900 Montclair Road. Suite A
!I Ccunity Club Hills, Illinois 60476-5795 Whittier. California 90801-2299 Birmingham, Alabama 35213.1206
(708) 799-2305 (562) 69MS43 205) :99-9aela
NATIONAL EVALUATION REPORT ReportNo. NER-413
Copyright 0,1998Motional Evaluation Services, Ina Reissued Jvty 1, 1Sess
SIMPSON STRONG TIE@ CONNECTORS
SIMPSON STRONG -TIE COMPANY, INC.
4837 CHABOT DRIVE
SUITE 2o0
PLEASANTON, CALIFORNIA 94568
1.0 SUBJECT
Simpson Strong -Tie Connectors:
1.1 A34/A35, A35F Framing Anchors
1.2 DS Drywall Stops
1.3 FC Framing Cllps
1.4 HH Header Hangers
iS J and JP Floor Jacks
1.6 L30, L-50. L-70, and L-90 Retnfol drag Angles
1.7 NCA Nailess Metal Bridging
1.8 NBA Nail -Type Metal Bridging
1.9 SA and HSA Strap Anchors
1,10 ST. FHA. MST, MSTI. CMST and HST Strap Tres
1.11 TO Tension Bddging
1.12 TC Truss Connector
1.13 VS and VBP-Knee, Brace
1.14 : HMA Truss Hanger Multiple
1.15 LTS/MTS Twist Strap
1.16 CS16. 1B, 20, 22 Coiled Strap
1.17 WB Wall Bracing
1.18 HGUS Hanger
2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT
Structural connection for wood construction
3.0 DESCRIPTION
3.1 A34fA35,A35F.
The connectors are die -formed from No. 18 gage galva-
nized steel conforming to ASTM A 653 LFQ specifications
with a minimum yield strength of 33,000 psi (227,500 kPa)
and a minimum tensile srength of 45;000 psi (310=0
kPa). The connectors are predrilled for No. 10-1/4 gage Bd
nails having a length of 1-1/2 Inches (38 mm), The connec-
tors have cu:outs on eadh:eg and a prong to aid'ninstalla-
tion. See Figures 1, 2, and 3 of this reporL
A34-This connector is an angularsecttan 2-12 inches (64
mm) long with 1-7116 inch (37 mm) long Irregular -shaped
projecting legs. See Figure 1 of this report.
A35 -This; connector is an angtdar section 4-112 inches
(1f4 mm) long with 1-7116 inch 137 mm) long Irregular -
shaped projecting legs. One end, of the cornadcris slotted
for a distance of 1-112 inches (38 mm) to allow field adjust-
ment. See Figure of this report.
A35F - This connecter is a flatversion of 1heA35 connector
described above. See Figure 3 of this report.
3.2 DS Drywall Stops:
The DS Drywall Stops are designed to support and provide
end backing of gypsum waf board at wall corners and wall
ceiling intersections. The drywall stops -eplace conven-
tional bacicup studs or blocking. They are forted from No.
20 gage galvan°zed steel havng an embossed body 1-114
Inches (32 mm) wide by 2.1/4 inches (57 mm) long. with a
centered leg outstanding 1 inch by 1 inch (25.4 mm by 25.4
nun). Attachment isby two prongs and one 8d common nail
in the outstanding leg or a No. 3 sheet metal screw when
attaching to metal studs: The DS Drywall Stop is installed
to the comer of Ina stud or plate, such that the outstanding
leg:s attached to the short dimension. The steel that forms
the DS Drywall Stop conforms to ASTMA 653 LFO spedfi-
cations with no mirtimun tensile or ult+mate tensile strength
required.
One half of the base body rests upon the wide dimension
and the other half of the base body provides the support for
the gypsum wallboard. The device is to be installed at a
maximum spacing of 16 inches (406 mm) on center. The
DS Drywall Stop has not been evaluated as a component
in rife resistant rated constuction. For conventional wood
frame construction, lateral resistance shall not be assumed
to beprovided by assembries using DS Drywall Slops. See
Ftgares 4 and 5 of th:s report.
3.3 FC Framing Clips -
The FC Framfn�Clips are alternatives to cripple studs. The
dips have a 1-1/4 inch (32 mm) deep bearing seat for
7fdr report is lbrrited ro the specific product and died and rat repent ==coned by the applicanr in it application requeving rhfr rwon. No ir*pertdmt
rein xme performed by the Nartarml Evdaadon Servka ire, fNES), and NHS speditcdly does not make any wanamy, either expressed orinlpfted w to
any (lading or adier maner in this repair or at to arty pradki'l covered by this repay. This dvNoimer includes, bur Is tmr limited m, merdwritahiliry. This
report is dire mbfeef m the hmiraton Erred hemin.
kJ
`J
Page 1 of 21
r
W
:
'Page 2.o(r.21
posh
<iturec
ram).
with a minimum yield strength of 28,000 psi
and a mintmum,terisile strength of 38.00i
kPa). See Figures 6 and 7 of this report.
3.4 HH Header Hangers:
4; See cover sh1.eetfor applicable products
h (90
(191
it FC
The HH Header "angers are alternatives tc c ipple studs at
wood headers. The hangers are fabricated from No. 16
gage galvanized steel for post mull -Ion widths of 3-518
inches (92 mm) (HH4) and 5-112 (140 mm) (HH6) inches.
The hangers provide a 2 inch (51 mm) deep saddle seat for
the header fastened to bath sides of the header and post
and the post face under the header with 16d nails. The
steel that fors the HH Header Hangers conforms to ASTM
A 653 LFQ specifications with a minimum yield strenglh of
28,000 psi (193,1CC kPa) and a minimum tensile strength
of 38,000 psi (262,000 kPa). See Figures 8, 9, and 10 of
this report.
3.6 J and JP44 FlaorJacks:
The JP44 goarjack is intended for use in combination with.
a 4 inch by 4 Inch (102 min by 102 min) woad post as an
adjustable pier support for floor beams. -ire floor jack
consists a' a U-shaped retainer element of No. 12 gage
steel with provisions for four 16d common trails into tie
posts. A 314 inch (19.1 mm) diameter by 4-3/4 Inch (121
mm) long threaded rod is welded to the seat with a 118 inch
(3.2 min) fi0et weld. A similar U-shaped No. 12 gage
support is provided with a centered hole for passage of the
threaded rod. A 314 inch (19.1 mm) nut, washer, keeper
and plastic shim provide means of attachment and adjust-
ment. The device shall be installed with a predrNed hole
into either the beam or the post end to provide a s:eeve for
the threaded rod.
The J floor jack has been evaluated for use as an adjust-
able beam support pier. It is identical to the JP44 jack pier
except that 4 inch (102 mm) (J57) or 8 inch (203 mm)
(J813) long threaded rad lengths are provided. received by
1-1116 inch (27 mm) outside diameter by 314 Inch (19.1
min; inside diameter Schedule 40 steel pipe in lengths from
5 inches (127 min) to 21 inches (533 min). The pipe is
welded with 1/8 inch (32 mm) fillet welds to a No. 12 gage
steel base plate 3.114 incites (83 mm) by 3-112 inches (89
min) with provisions for four 16d common nails.
The steel that forms the J and JP44 Floor Jacks conforms
to ASTM A 570 specifications with a minimum yield
strength of 33.000 psi (227,500 kpa) and a mInlmum
tensile strength of 52.000 psi (358,600 kPa). See Figures
11, 12, and 13 of this report.
3.6 L-30, L-50, L-70, and L-90 Framing Connectors:
These connectors are fabricated from No. 16 gage galva-
nized steel and are prepunched foriCd common nails. The
connectors are right angle sections measuring 2�318Inches
(60 mm) by 1-3/8 inches (35 mm) by 3 inches (76 mm)
(L30), 5 inches (127 rnm) (_50), 7 inches (178 min) (1-70),
or 9 inches (229 mm) (1-90). The connectors have cutouts
on each leg and a prong to aid in installation. The steel that
forms the connectors conforms to 'ASTM A 513 LFQ
spec cations with a minirrum yield strength of 28,000 psi
(193,100 kPa) and a minimum tensile strength of 38,000
psi (262.000 kPa). See Figure No. 14 of this report.
3.7 NCA Naflass Metal Bridging:
This bridging Is an alternative to cross bridging. It has not
been evaluated as bracing for seismic, wind, or beating
No. NER-413
locations. Tfie bilging is sup 'I- _Uri various lengths far
joist*, sizes ranging4rom•2 in"ches'(51 him) by 8 inches (203
r mm) to.2;inches. (51' mm)'hyil6 kicfies?(406-mm) and for
)Dist spacing of 12)'15 and�24 ioches'(3U5,4106i 'and 610
min) bn center. The hatless metafbrfdgktg is farmed Into a
right angied'sec0ohwith 1721nefi (12:7 rim) long legs. One•
end of.the bridging isfdnbedtorprovide'in angular prong
projection 112 :rich (12.7.mm)long. on each. side of a
shoulder 5116 inch (7.9 mm)'wide. The prongs penetrate
the wood to.the . shoulder upon driving of the bridging with
hemmer blows applied a( the opposite end. Theopposite
end has a right angle bend from which. three' angular -
shaped teeth protrude 3/8 inch (9.51mm) and are spaced at
7M6 inch (11.1 mm) on center. When the shoulder rests
against the joist, the prongs are driven laic the wood with
hammer blows. The bridging is installed either from the top
arbottomand before or after the sheathing is installed. The
bridging is fanned from No.16,18, and20 gage galvanized
steel conforming to ASTMM A 653 LFQ, with a minimum yield
strength of 28.030 psi (193,100 kPa) and a minimum
tensile strength of 38,000 psi (252,C00 kPa). See Figure 15
of this report.
3.8 NBA Nall Type Metal Bridging:
This bridging is an alternative to cross bridging.:t has not
been evaluated as bracing for seismic, wind, or bearing
locations. The nail -type bridging is identical to the natless
bridging described above, excep: the ends are flattened to
provide a 1-1/4 Inch (32 min) long section for atachment
with two No. 10-114 gage :=52 inch (38 mm) long nails at
each end. Joist sizes, spacings, and bridging identification
are identical to :he nailess bridging. The bridging is in-
stalled either from the top or bottom by locating the bend
line approximately 1-318inch (35 min) from the joist comer
and before or after sheatt•Ing is instal.ed. The bridging is
formed from 16.18, and 20 gage steel confonnilc to ASTM
A 653 LFQ specifications with a minimum yield strength of
28.000 psi (193,100 kPa) and a minimum tensile strength
of 38,000 psi (252.000). See Figure 16 of .his report
3.9 SA and NSA Strap Anchors:
As indicated in Figures 18 and 19 of this report, the SA and
HSA strap anchors are designed to provide ictizontal
tension ties across Intervening -nembers. As indicated in
Figure 17 of this re port, the SA 36 strap anchor is punched
to -provide for installation of two 12 hch (12.7'nm) diame-
ter bolts or eleven 16d common nails at each end. The SA
36 strap anchor is'armed from, No. 12 gage galvanized
steel conforming to ASTM A 653 CC with a minimum yield
strength of 28.000 psi (193.100 kPa) and a minimum
tensile strength of 38,000 psi (252,300t. The HSA heavy
strap anchors are similar to the SA strap archers- except
they are formed from No. 3 gage painted uncoated steel
conforming to AS—M A 570 wth a minimum yield strength
of 33,000 psi (227,500) and a minirrum tensile strergth of
52,000 psi (358,500). See Table 8 cf this report for the
avaliable sizes of the HSA anchors.
3.1a ST, FHA, MST, MSTI, CMST, and HST Tie Straps.
The tie straps are designed to act as lens.on ties between
two buts wood members. Tne ST and MST tie straps are
punched to receive 16d common nails. As an alternative to
nails, the MST straps are also punched to receive 12 inch
(12.7 mm) diameter bolts spaced 5.1 /4 inches (133 mm) or.
center parallel to the strap. Tire FHA tie straps are punched
to receive four 16d common nails each end. The MS"I tie
straps are punched to receive 10d common nails. The
CMST Strap is suppled in 43 foot (12-2 m) ;ong coils to
allow members separated by long distances to be joined to
transfer tension between them. The CMST is art to length
for applications less than 40 feet (12.2 m). The strap is
punched for 16d common nails. The HST tie straps are
punched to receive either 518 inch (15.9 mm) or V4 inch
11
E
1vote'.-Md'fo'oplain`FL47I; See cover sheeel fit• irppliiriible products
G cY+ri:w�na. F=:.m_D 4i`-7' 'l.; ,rrFi?}ti 8xaf fdst.n4�T;Ao!
09,4 mm) diameter,lmachine, bolts•m one 6i'l rows at 31MA and THAAA 2 Trus,
each end with holtpcles-arranged 8liout the center,of the p,n a3ra r `. , _
strip length to provide the.requued bolt spa args and end '• The R149 amd,,THM AanS
distances See Tables No. 9ra_ard 98 of this reooit.for the rpulup1O1Riss rdembe(s? `l hOl
urwluoiasr_usanamame iaispecincasops.ofthe Strap send
Figure 20 of this :apart for the tie strap configuritlans.
3.11 T8 Tension Bridging: „
The Te tension bridging has a right angled section with
flattened ends 1 inch (25.4 mm) wide. The tension bridging
is available in several lengths from 20 inches (508 mm) to
60 inches (1524 mm) wiM nail holes at each end. Two IOd
common nails are requ:red at each end to provide the
normal tension load capacity of 235 pounds (107 kg). The
tension bridcing is formed from No. 20 gage galvanized
steel conforming to ASTM A 553 LFQ with a minimum yield
strength of 28.000 psi (193.100 kPa) and a minimum
tensile strength of38,000 psi (262,000 kPa). See F•gure 21
of this report.
3.12 TC Truss Connector:
The TC truss connectors are die formed from No. lie gauge
galva nized steel. The TC connectors aredesigned to attach
roof framing to a top plate or Ooor framing to a mudstll to
resist uplift forces. The TC connectors have slotted nail
holes to allow for up to 1-114 inches (32 mm) of horizontal
movement. -he TC24 has 4 slotted nail holes while the
T026 has five slotted nail holes. The steel that forms the
TC truss connectors conforms to ASTM A 553 LFQ spec:fh-
ca0ons with a minimum yield strength of 28,000 psi
(193,100 kPa) and a minimum tensile strargth or 38,000
psi (262,000 kPa). See Figure 22 of this report.
3.13 VB and VBP-Knee Braces:
The braces are twisted through a 90 degreeang:e to Ile fiat
againstthe bottom of the beam and against puriins framing
perpendicular to the braced beam as shown in Figure 23 or
this report. The VB brace has six N54A nails (1/4 inch (6.4
mm) diameter) at the top of each leg and two into t-le
bottom and one into'each vertical tab at the bottom of the
braced beam. The VBP is a two piece knee brace which is
required to be installed in pairs. The VBP braces have six
N54A nails [1/4 inch (6.4 mm) diameter] at the top of each
leg and two into -the bottom and one into the vertical tab
near the bottom of the braced beam. The VB and VBP
knee braces are available in five models as follows: VB-5
and VBP-5 110 Inch to 15 inch (254 mm to 381 mm) beam
depth]. VB-7 and VBP-7 115 inch to 22-112irch (381.mm to
572 mrr) beam depth], VB-8 and VBP-8 [22-1/2 inch to
28-1/2 inch (572 mm to 724 mm) beam depth[, VB-10
•128-1/2 inch to 36 inch (572 mm to 914 mm) depth], and
VS-12 [36 inch to 42 inch (914 mm to 1,067 mm) beam
depth]. The braces are to oe instatledat an approximate 45
degree ange with a minimum 1-V8 inch (35 mm) edge
distance for nails.
The knee braces are designed to laterally support .he
bottom side of the beam and are not designed far use as a
seismictie. Allowable lateral resistance at the bottom of the
oeams furnished by the knee brace with legs at 45 degrees
is 990 pounds (449 kg) (tension in the strap) for normal
duration loads and 1240 pounds (563 kg) for shcrt-term
duration wind loads. When brace legs are installed at 30
degrees or 60 degrees, the allowable loads are 700 pounds
(318 kg) (tension in the strap) and 875 pounds (307 kg),
respectively, to- long and short term loads. Straight fine
interpolation oetween maximum and minimum values is
permitted. The braces are fabricated from No. 12 gage
galvanized steel conlorming :o AS-M A 653 CQ spela8ca-
lions with a minimum yield strength of 28.000 psi (193.100
kPa) aid a minimum tensile strength of 38,0W psi
(262.000 kPa). See Figure 23 of this repor,_
12 GA galdaniiei!'steeF To"ma hlaii fhereauired;boll end
spacing, the"tiotlom 4Wdr7c! of ttia canyiA4 trUis'sUl not be
greater than a 2 Inch by 6 Inch _(51 mm by F152 mm)
member when the THMA is used and a`2 in'eh by 8 inch
(51 by 203 mm) member when the;TH„(v]A-2.is used. The
steel which forms the hangers conforms torASTM'A 653 SQ
Grade 33 specifications with a minimum yield strength of
33,000 psi (227,500 kPa) and a minimum tensile strength
of 45,000 psi (310,300 kPa). See Figures 24 and 25 of this
report.
3.15 US and MTS Twist Strap:
The US Light Twist Strap is 1-1/4 inches (32 mm) wide
and is formed from 18 gage galvanized steel. The MTS
Twist Strap is formed from 16 gage galvanized steel and -a
1.1141nnthes (32 mm)wide.The steel thatforms both straps
meets ASTM A527. specifications with a minimum yield
strength of 28.000 psi (193,100 kPa) one a minimum
tensile strength of 38,000 psi (262,000 We). The straps are
available in sizes as indicated in Table No..3 of this report.
See Figure 26 of this report
6,20, 22 Coiledrap:
The CS 8, 20,22 Coiled Straps are 16. 1 and 22
gage galvanh teal respectively_ All C aps are
1-1:4
inches (32 mm) �Id unehed vn1 inch (3.6 mm)
hales soaced 1 inch (2 . m enter. Ali CS straps are
available coiled in carte are cut to length as re-
qui-ed. The steel th s the ps meets ASTM A
653 LFQ sped bans wth a minimu eld strength of
33,000 psi ,500 kPa) and a men:mum to strength
of 45 psi (310,300 kPa). See F gures 27 an f this
rt.
3.17 WB Wall Brace:
The WB Wall Bracing is intended to square the wall during
construcacn. The '.NB Nall Bracing'st-ap is installed on a
stud wall constructed of 2x4 Douglas Fir spaced 16 Inches
(4C6 mm) an center with doable top plates and single
bottom plates. The strap is installed at a 60' angle from the
horizontal with 2=16d nails in the too ?late. 2-16d nits in
the boltam plate. and T-8d nail a each stud. The WB is
supplied flat or coiled, in three sizes, and is formed from 16
gage galvanized steel. The steel that forms the WB brace
meets AS —NI A 653 SQ Grade 33 specifications with a
minimum yield strength of 33,OG3 psi (227.500 kPa) and a
minimum tensile strength of 45,000 psi (310,3CO kPa). See
Table No. 15. and -Figures 29 and 30 of :his repor. for
available sizes and installation configurations.
3.18 HGUS Hanger;
The HGUS Hangers ate format: from 12 gage ga.vanized
steel. The hangers have a U shaped comiguralion anc
uses Cie slant nail in which the nai: is driven a: an angle
through the joist and into the header. The product is
supplied in two widths and three heighm for a total of six
sizes. The steel that forms the hangers meets ASTM A 653
SQ Grade 33 specifications with a minims. In yield strength:
33,000 psi (227,500 kPa) and a minimum tensile strength
of 45.000 psi (310.300 kPa). See Tables No.16A and 165.
and Figure 31 of this report for avoilab:e sizes of the HGUS
Hangers.
3.19 Materials:
Galvanized connectors conform to ASTM A 525. G 60. J
and JP Floor Jacks and HSA Strap Anchor connectors
have a painted coating, rather than being galvanized.
l "1nwlm ' ` `_Vote: Used to obtain FL474; See cover sheet tot- applicable products
f
- rc
Report No. NER-dt3
I' J:20 Wails."- ` `>T; s' ' " ` =' Reports signed and sealed,by Rostam-Estandlar , P.E.
Nailsusedwiththe Simpson Sirong-Tie prdductsdescribed ITEM WORK NO. DATE
in this report shall complywilh Federal Specification FF-N A95F 87005 29 7-09.87
1058. and have the following minimum bending yield A35 F�,,�� 89008 104 11.15.99
strength, Fb: A35�Fjj 89008-39 6-01-89
Nail Penny
Weight
Common -Typo
Nominal Nail
Diameter
(Inch)
Minimum F.,
(psi)
8d
0A31
100400
1Ctl
0.148
g0,000
12d
0.148
90,000
15d
0.162
9C,000
N otes:
1.1 inch equals 25.4 mm.
2. ipst equals 8.895 kPa.
N54A nails are 11,V x 2-1t2" long annular ring shank,
FVb=70,000 psi.
I
4.0 DESIGN AND INSTALLATION
See Tables 1 though 18B of this report for the allowable
loads cf the Simpson Strong -Tie Connectors contained in
this report. Load capacities are based on wood having a
specific gravity of 0.5 or greater as defined in the 1991
National Design Specficalion for Wood Construction
(NDS). Values in this report are for connections in wood
seasoned to a moisture conlentof 19 percent or less used
ender continuously dry conditions and where sustained
exposure to temperatures of 100°F or less Is experienced.
The design or' the connected wood members shall be
submitted to and approved by the local building official.
Tabulated design loads for the connectors are based on the
lowest toad obtained from comparing:
• leasltest load that causes 118 inch (3.2 mm) deflection.
• lowest ultimate test bad with a safety factor of 3.
• allowable fasteners and compression perpendicular -to -
grain values in accordance with the 1991 AFPA Na-
tional Design Specification9fcrWoodConstruction.
based on wood with a specific gravity of 0.50.
rational analysis for non -gravity resisting fasteners,
which are not load tested.
The manu-acturees installation instructions shall be
adhered to and a copy of these instructions shall be
available at all times on the job site during installation.
�.0 IDENTIFICATION
i
Each of the connectors described in this report shall be
stamped with thewords *Simpson Strong•Tie', the connec-
tors mode[ number, and this NER Report Number for Feld
Identification.
6.0 EVIDENCE SUBMITTED
6.1 Load tests performedbyTEIConsulfingEngineers.
THM
87005-74
LTS12
89C08.61
HGUS28-2 Mown)
89COB-73
HGUS28.2 (Uplift)
89008-75
HGUS
82008-83
HGUS
89006-84
LUS210 (Torsion)
90111-108
A35F
92002.136
VBA
92002.265
THM
92002.106
THM
92002.117
THM-2
92002.114
ITEM
FILE
LAB
DATE
HSA
01329
M3034
3-26-56
HSA41
61329
M3034
3-26-86
HSA59
(11329
M3051
3-28-86
HSA68
C1329
M3051
3-28.86
Reports signed and sealed by David 8.
Jarkowski, P.E.
ITEM
WORK NO.
DATE
A35 C,
85286
2-14A6
A35SC;.
85286
2-14.86
2-14.86
A35
F?
85286
ITEM
FILE tAB
DATE
SA36
01329 M0053
1-06-B6
Report signed by R. C. Helminiak
ITEM
FILE LAB
DATE
JP & J
060033 8'0136
10-27-78
Report signed by D. L Olson
ITEM
FILE LAB
DATE
FC-4
424 OL'1-171
1-28-69
Reports signed and sealed by Ahmed M. Rashed. Ph.D., P.E.
ITEM
FILE
DATE
A34'F1
94010.037
3-08-94
A35)F1
94010.030
3.08.94
L30 1
94010.031
3-08-94
50 F1
94010.022
3.08-94
L90 F1
94010.033
3-08.94
HGUS 6-2
94010.066
4-11.94
HGU Plitt)
94010.038
3.17-94
HGUS UpIiR?)
94010.039
3.17-94
HGU 10.2
94010.036
3-08.94
1•, ::1 Note: Used to obtain FL474: See cover sheet fur applicable products
Y ;R'epor4No: NER 413 Page 5 of 21
RRepksigriedand sealedbyRoger SrTansley,RE.' 6.4 Structural calculationspreparedbyKenneth D.Smelts.
ITEM
at>•, FILE
DATE
HGUS28-2
.94010.068
44-94
DS
95001:016
2-1545
WB106
95001.062
4-17-95
Report signed and sealed by Paul E. Cox, P.E.
ITEM FILE DATE
MTS 30 97002.55 10-29-97
6.2 Structural calculations prepared by Simpson Strong.
Tie Company, Inc.
Signed and sealed by Karen W. (Littleton) Colonies, P.E.
ITEM DATE
TB
5.13-85
HST
7-14-86/rev. 9114193
MST
A 2-10-87/rev. 9114193
FHA
12-10-87
ST
12-10.87/rev. 9/14197
TC
12-10.87
THM
2-02-88Irev. 1-11-91
A34135
12-10.87
FC
12-10-87
HH
12-10-87
L
12-10-87
NB & NC
12-10-87
SA
5-13-85
HSA
5-13-85
SP
12-10-87
A35/A35F
5-31-90
WBIOSNVB126
8-17-88
LTS
5-31-90
CS150
5-31-90
WBC
8-17-88
HGU
5-02-90/rev. 1/11191
A35(F,)
5-31-90
HGU5_
4-15-91
A34,A35
9-14-93/rev.621194
A35F
5-17-93
FC
4-1-93/rev. 6121194
HH
9-14-93/rev. 621/94
L
9-14-93/rev. 621194
NB/NC
9-14-93
NB/NC
9-15-93
SA/HSA
9-14-931rev.621194
CMST12
9-14-93/rev.621194
ST
9-14-93/rev. 62M4
TB
9-14-93/rev.621194
TC
9-14-93/rev. 621194
VB
9-14-93/rev.6)21194
VBP
9-14-93/rev. 621194
THMA
9.2-93/rev.62V94
THMA-2
9-2-93/rev.62V94
TS,LTS
3-30-93/rev, 621194
CS
9-14-93/rev.621194
WBfW6C
9.14-93/rev. 621194
HGUS
9-14-93
WBAVBC
2-23-95
Signed and sealed by Evan M. C. Ballash, P.E.
ITEM
DATE
CMST14 B-16-94/rev 10/19/95
Signed and sealed by Daphne N. Schoner, P.E.
REM
DATE
MTS30 3116198
6.3 Structural calculations for Nail -lass Metal Bridging,
prepared by Alan R. McKay and Associates. signed by
Alan R. McKay, P.E., dated February 27,1963. '
Structural Engineer, signed and sealed by Kenneth D
Smelts, P.E..,
ITEM ,.,, DATE
VB Knee Brace 4-06.76
JP & J Jack Piers 10-30-78
6.5 Structural calculations for 1991 NDS, sample nail and
bolt calculations, 6115194, signed andsealed by Karen
W. Calonias, P.E.
7.0 CONDITIONS OF USE
The National Evaluation Service Committee finds that
Simpson Strang -Tire Company, Inc.'s connectors described
in this report comply with the BOCA National Building
Code/1996, the 1997 Standard Building Code, the 1997
Uniform Building Cade, and the 1995 CABO One and Two
Family Dwelling Code, subject to the fallowing conditions:
7.1 Connector loads shall be determined in accordance
with the applicable code. The allowable loads shall not
exceed those shown in the tables of this report Loads
in the tables are based on the use of fasteners indi-
cated in the tables, and limited to woad with a mini-
mum specific gravity of 0.50 and a moisture content
less than 19 percent. The scope of this evaluation
report is limited to use of these connectorswilh lumber
that has not been pressure treated with chemicals
such as those for fire -retardant treatment and preser-
vative treatment, or with metal studs as Indicated in
Section 3.2 of this report.
7.2 Allowable loads in the attached tables are for connec
tors only. All framing members shall be designed in
accordance with the requirements of their appropriate
design specifications as referenced in the applicable
Model Code.
7.3 Loads designated as 100% are permitted to be ad-
justed for duration of load in accordance with the 1991
AFPA National Design Specification® for Wood
Construction.
7.4 Beams or headers supporting joists shall have the
following minimum widths based on nail sizes attach-
ing the hangers to the beams or headers:
NAIL SIZE
BEAM OR HEADER WIDTH
8d
10d
16d
1.57inches 39.9 mm
1.78 inches 45.2 mm
1.94 inches 49.3 mm
7.5 NC, NB, and TB Bridging shall be installed in pairs with
spacing and location in accordance with the applicable
code.
7.6 Where NC and NB Bridging is used on 16 inch (406
mm) deep joists, the joist spacing shall not exceed 16
inches (406 mm) an center.
7.7 The Simpson DS Drywall Stops have not been evalu-
ated for use as a component of a fireresistance rated
assembly, or a horiiontal diaphram.
7.8 Calculations shall be submitted at time of permit
application. Calculations shall be signed and sealed b"
a registered professional engineer or architect whe:
requited by the adopted code.
7.9 This report is subject to re-examination on a periodic
basis. For information on the current status of this
report, contact one of the participating members of the
NES.
Nnte: U.red'In obtc'eirf PL474; .See 'curer sheet for applicable products
No. NER-413
TABLE 1 TABLE 2
A35F FRAMING
ANCHOR
ALLOWABLE
TYPE OF
DIRECTION
LOADS
FLOOR
OF
CONNECTION
OF LOAD
10a
125
C'
600
500
Sae A35F
1
285
265
Mustraean
H
440
440
TABLE 3
A34 FRAMINd"ANCHOR
OWABLELOADSR
ROOF12
m
365
280
1. A34: Use (8) 8d x Vey* na8s. A35IA35F: Use (12) 8d x 1 the
nails
A34
Figure 1
Figure 4
A35 FRAMING ANCHOR
ALLOWABLE
TYPEOF
DIRECTION
LOADS
CONNECTION
OF LOAD
FLOOR
ROOF
(100)
(125)
At
[
E
260
320
c,
170
170
A2
260
320
C2
260
315
D
150
150
tt
+5
Ft
450
450
1•
F2
515
645
A35
Figure 2
Typical DS Installation
Figure 6
A35F
Typical A35F Installations to
Transfer Shear Forces
•, x,,VX04- Used to obtain FL474; See cover. sheet• jor applicable products
Report No. NER-41,3;, Page 7 of 21
TABLE 4 - FC FRAMING CUPS
MODEL
NO.
W
FASTENERS
MAXIMUM ...:
ALLOWABLE LOADS
R
F04
3%
8-16d
800
FC6
514
10-16d
920
FOB
71,2
12_16d
920
1. Minimum lumber thickness shall be 21l1• to achieve the table load value.
Typical FC Lo
Direction
FI
Sriy. a
ad o
w
FC °
Figure 6
TABLE 5 - HH HEADER HANGERS
Figure 7
MODEL
NO.
W
H
FASTENERS
ALLOWABLE LOADS
STUD
HEADER
Fr
F:
Fa
HH4
39/6
1 21/e
9.15d
4.15d
1195
WO
530
HH6
5
5 Ya
12.16d
6-16d
1595
800
800
1. Minimum Lumber thickness shall be 21h'to achieve table load values.
2. Loads provided above are at 100%duration. Imseases notla exceed 25% sha8 tie
permitted according to code.
HH Load Directions
Figure 8
HH4
Figure 9
Figure 10
HH Header
Installtion
Note: Used to obtain FL474;, See cover sheet for applicable pr odacts
`r:P,aga.8!of 21 Report No. NER-413
TABLE 6-JAND JPFLOOR JACKS
MODEL
NO.
DIMENSIONS
MAXIMUM
ALLOWABLE
BEARING
ADS
H
(MIN -MAX)
THREADED
ROD LENGTH
`4%
JP44
2-4
4440
"" J57
5-7
4
4380
J813
B-13
B
4380
Figure 11
Figure 12
TABLE 7 - L REINFORCING ANGLES
TOTAL
ALLOWABLE
LOADS
MODEL
NUMBER
F,
ND
LENGTH
OF
FASTENER
100%
125%100%
SL30
d15
3
4.10d
220
240
220
L50
5
6.10d
335
415
335
L72
7
8-10d
445
555
445
L909
10-10d
555
895
555
1. Minimum lumber thickness shall be 214- t0 achieve the table load values. Reduca table
values by 10% for 11h- member thickness.
0 0 0 2 �-
L30 L90
ram.
0
O �
L50
Figure 14
e o
0
L70 0
Figure 13
Typical L50 Installation
f
I
f.
Note: Used `to obtain FL474� See cover sheetjbr applicable products
__Report.tdo: NER413.._._......... .:....... .. __. Page 9 of 21
NC/NCA
Install from below I
as shown, or from
above. Drive upper end into joist
approximately 1" from top.
Figure 16
/iVBMBA Typical NBA installation.
Space adjacent pieces of
bridging apart to avoid
contact noises.
Figure 16
< Note: U.ced to obtain FL474; See cover sheet for applicable products
%T Page,10' oY 21 .Report No. NER-413
TABLE 8'- SA AND HSA STRAP ANCHORS
j'j
MObEL
No.
STRAP
SECTION
DIMENSIONS
FASTENERS
(TOTAL)
MAX. ALLOWABLE
HORIZONTAL LOADS
Li
L2
NAILS
BOLTS
NAILS
BOLTS
SA38
12 ga. x 2-1116
36
9
22 -16d
4- 1/2
1900
1605
H 32
3 ga. x 3
32
9
—
2 - 3/4
—
1910
HSA41
3 ga. x 3
41
9
—
4 - 314
—
3770
HSA50
3 ga. x 3
50
9
—
6-3/4
—
5470
HSA59
3 ga, x 3
59
9
—
8 - 314'
—
6940
HSA68
3 ga. x 3-112
68
1 9
—
10 - 3/4
1 —
8350
1. Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed.
Typical HSA Installation
Figure 18
of
SA Strap Connector
Figure 17
Figure 19
I YPICBI .)A
Installation with
Saddle Hanger
1
�,Nole: Used to obtain FL474, See cover sheet for applicable producer
'Report- o&NER413 Page 11 of 21
TABLE 9A: CMST/ST/FHA/MSTVMST/HST STRAP TIES
MODEL
NO.
MATL
SIONS
FASTENERS
ALLOWABLE
LOADS
L
NAILS
BOLTS
NAILS
BOLTS
ST292
20 a.
95/16
12 -16d
790
ST2122
20 a.1213/16
16-16d
—
1070
-
ST2115
20 a.16aha
EI/I
10 -16d
—
450
ST2215
20 a.16'/1s
20 - 16d
1270
ST6215
16 a.
16a/1e
20-16d
1330
ST6224
16 a.236/is
28 - 16d
1890
ST6236
14 a.3311/i
40.16d
2575
ST9 1
16 qa.
11/a
9
8 - 16d
530
ST12
16 ca.
11/4
11 a/a
10-16d
665
ST18 -
16 ga.
1 %4
173/A
14 -16d
900
ST22
16 ga.
11/4
21%
18 - 16d
1025
FHA6
12 ga.
17/16
63/8
8. 16d
550
FHA9
12 ga.
11/f a
9.
8 - t 6d
.
550
FHAl2
12 ga.
11/16
11 a/a
8 -16d
-
550
--
FHA18
12 a.
17/ia
173/4
8 - 16d
550
—
FHA24
12 ga.
17/16
237/a
8 - 18d
550
FHA30
12 a.
17/i6
30
8. 16d
550
—
MST126
12 a.
21/is
26
26-10dx11/2
1130
--
MST136
12 .
21/16
36
36 - t0d x 11/2
1585
--
MST148
12 a.
21/i s
48
48 - 10d x 11h
2135
MSTI60
12 a.
2�/1s
60
60. 10d x 11/2
--
2760
—
MST27
12 a.
21/1s
27
30 - 16d
4-1/2
I 2070
1295
MST37
12 a.
21/is
371/2
42 -16d
6 - �
2660
1825
MST48
12 a.
21/le
48
46 - 16d
3345
2225
MST60
10
21/is
60
56 - 16d
10-1/2
4350
2670
HST2
7 a.
21/2
211/4
—
V-3/4
—
3130
HSTS
7 .
5
211/4
6380
HST3
3 a.
3
251/2
4645
HST6
3 .
6
251h
—
--
9350
CMST12
12 aa.
3
40'
118 - 10d
7230
--
CMST12
12 qa.
3
40'
100 - t 6d
7230
•-
CMST14
14 a.
1 3
521/z'
88.Iad
5095
—
CMST14
14 a.
3
521E
74 -16d
5095
--
MST72
12 a.
21/16
72
56 - t6d
10 --1/a
4350
2670
MS1172
12 ga.
2%a
72
72 - 1 Od x 11/2
•—
3310
—
1. Leads provided above are at 100% duration. Increases not to exceed 337. shall be permitted it
in accordance with the cede.
Note: L'serl tv obtain FL474; See cover sheet for applicable products•
Rage.'ITof 21 Report No. NER-413
i
TABLE 9B,- STRAP TIE MATERIAL SPECIFICATIONS
DEL
MODEL
ASTM
DESIGNATION
YIELD
STRENGTH
KPSI
TENSILE
STRENGTH
KPSI
ST292
A-653 CO
24
32
ST2122
A-653 LFQ
32
43
ST2115
A-653 LFQ
36
48
STZ215
A-4653 LFQ
36
48
ST6215
A-663 LFQ
28
38
ST6224
A4653 LFQ
34
46
ST6236
A453 LFQ
36
48
ST9
A-653 LFQ
28
38
ST12
A-653 LFQ
28
38
ST18
A-653 LFQ
28
38
ST22
A-653 LFQ
32
43
FHA6
A-653 CQ
28 i
38
FHA9
A-653 CQ
28
38
FHAl2
A•653 CO
28
38
FHA18
M53 CQ
28
38
FHA24
A•453 CQ
28
38
FHA30
A-653 CQ
28
38
MS7126
A-653 CO
20
27
MSTI36
- A-653 CO
20
27
MST148
A-653 CQ
24
.32
MSTI60
A-653 CO
30
40
MST172
A-653 CO
30
40
MST27
A-653 CQ
28
38
MST37
A-653 CO
36
48
MST48
A653 SQ GRADE 40 SPECIAL
42
56
MST60
A653 SQ GRADE 40 SPECIAL
42
56
MST72
A653 SQ GRADE 40 SPECIAL
42
56
HST2
A570 GRADE 33
33
52
HST5
A570GRADE 33
33
52
HST3
A570GRACE 33
33
52
HST6
A570 GRADE 33
33
1 52
CMST12
A653 SQ GRADE 40 SPECIAL
42
56
CMST14
A653 SQ GRADE 33
42
56
MST72
A653 SQ GRADE 40 SPECIAL
42
56
MSTR2
A653 CO
30
40
\)
'j
' Note: Used to obtain rL474: See corer sheet for applicable products
ReparYNo„NERd13�_-.._....., _ .. ......_....:.._............ _ - -
E
.o
LAL
MSTS MST
ST
FHA
ST9,12,18,22
Page 13 of 21
-� I—w
ST2116
Figure 20 m m
m t
tP• �
• � i
ti•
•4� i
m ��-�• HST
., �53�
N�5
= ' ST6
�= la 2d516
O1and
Y3sfr 3
Note:. Useei to obtain FL474; See cover sheeffor applicable praJscts
Report No. NER-412
Page 14 of 2l
Figure 21
P
M
0
i.
Arok `Used to oblain A474, See cover sheer (or applicable products
TABLE 10 —TC TRUSS CONNECTORS
MODEL
NO.
FASTENERS
MAXIMUM
ALLOWABLE LOADS
TRUSS
PLATE
UPLIFT
LATERAL'
TC24
4 -10d
4 -10d
500
165
TC26
5 -10d
6 -10d
625
265
1. The lateral load is parallel to the tap plate:
15 of 21
TC24
®1 I
e
0
o e
Figure 22
TABLE 11— VBP AND VP KNEE BRACE
MODEL NO.
H
(BEAM DEPTH)
L
FASTENERS
(TOTAL)
ALLOWABLE TENSION LOADS'
FLOOR (100)
MAXIMUM (133)
VB-5
10" - 16,
5'
16 - N54A
990
1240
VB-7
15" - 22-1/2"
7'
16 - N54A
990
1240
VB-8
22-V2" - 28-1/2"
8'
16 - N54A
990
1240
VB-10
28-112" - 36"
10,
16 - N54A
990
1240
VB-12
36" - 42"
12'
16 - N54A
990
1240
VBP-5
10" - 15"
41"
18 - N54A
990
1240
VBP-7
15" - 22-1/2"
53"
18 - N54A
990
1240
VBP-8
22-112" - 28-1/2"
59"
18 - N54A
990
1240
V8P-10
28-1/2" - 36"
71"
18 - N54A
990
1240
VBP-12
36" - 42"
83"
18 - N54A
990
1240
1. Values shown are for tension only, for either leg when installed with N54A fasteners. Use of the VBP and VB Knee
Brace to resist compression load, is beyond the scope of this reporL
Typical VBP
Installation
INrs=%7 w
AdJ 3�i t T th
6-
—1-N54AinEachTeb
—2-N54X3ln5eat
Typical VB
Installation
Figure 23
➢ rtI Used to obtain, FZ474; .See cover sheet for applicable products
°'Pagd 161bf 21 Report No. NER-413
0 o THMA r,. Minimum
_ 2x6THMA
yj} _
O 5 � 2 x 8 THMA-2
i Figure 24
I
I
i a
0 O I THMA-2
0 Figure 26
Typical
THMA
Installation
2 x 6 THMA
2 x 8 THMA-2
FASTENERS
MODEL
NO.
CARRYING
MEMBER
CARRIED MEMBER
BOLTS I NAILS
HIP
JACK
THMA
3.3/4 1 9-16d
3-10dX11h
2-10dX11h
TABLE 12A
DOUG FIR -LARCH
& SO. PINE
ALLOWABLE LOADS°
MODEL
NO.
I
UPLIFT
LENGTH OF
BOLTIN
CARRYING
MEMBER
FLOOR
(100)
ROOF
SNOW I
115
CONST I
125
WIND
133
HIP
IJACKI
I HIP
IJACK
HIP IJACKI
HIP
JACK
HIP
JACK
THMA
185
185
11h•
865
435
995 500
1085
540
1155
575
3
1680
540
1935 965
2100
1050
2240
1120
416
1 1825
915
2100 1 1050
1 2280
1 1140
12435
1215
6
1 1825
915
—2-10-0-F-10I
22801
1140
12435
1 1215
FASTENERS .
MODEL
NO.
CARRYING
MEMBER
CARRIED MEMBER
BOLTS I NAILS
HIP
JACK
THMA-2
3-1 1 9-16d
I 5-1=11/2
2-10dX11h
TABLE 12B
DOUG FIR -LARCH
& SO. PINE
ALLOWABLE LOADS°
MODEL
NO.
UPLIFT
LENGTH OF
BOLT IN
CARRYING
MEMBER
FLOOR
() 100
ROOF
SNOW
115
CONST
125
WIND
133
HIP
JACK
HIP I
JACK
HIP I
JACK
I HIP
I JACK
HIP
JACK
THMA-2
520
250
I 1h
1155
1 575
1330
1 865
11445
1 720
1535
770
3
2240
1120
2580
1290
2800
1400
2980
1490
4r
3240
1620
3730
1865
3880
1940
3880
1940
6
3240
1620
3730
1 1885
3890
1940
3880
1940
1. Allowable loads are per member.
2 Snow, construction and wind loads are 115%, 125°16, and 133% of floor live load, respectively, unless
limited by other criteria.
3. Uplift loads include a 33% increase forwind or earthquake loading with no further Increase allowed.
Reduce the uplift by 33% for normal loading criteria such as cantilever construction.
4. Minimum lumber specific gravity is G =.50.
5. The hip members are the diagonal members as Indicated in Figure 24.
Reprff�o'NER413
Note: -Used to obtain FL474: See corer sheet for applicable products
17 of 21
TABLE 13 — LIGHT TWISTS STRAP
:.
MODEL NO.
DIMENSIONS "
FASTENERS' (TOTAL)
MAX. ALLOWABLE"
LOADS
L
LTS12
12
12-10d
775
LTS16
16
12 -10d
775
LTS18
18
12 -10d
775
LTS20
20
12 -10d
775
MTS12
12
14 -10d
1000
MTS16
16
14 -10d
1000
MTS18
18
14 -10d
1000
MTS20
20
14 -10d
1000
MTS30
30
14 -10d
995
1. LTS12 through LTS20 and MTS12 through MTS20 have additional nail holes.
2. Install half of the fasteners on each end of the strap to achieve the full load.
3. Fasteners are common nails.
4. Multiply the maximum allowable load by 0.92 if 10d x 1-1/2" nails are used instead of IOd commons.
5. A load duration adjustment of 33% has already been applied.
LTS12
(Others Simi
r
Figure 26
Nolei Used F afiidin FL474;'See cover sheet for applicable nrnducts
- - - --- - - Report No. NER-413
Page 18 of 21
TABLE 14— CS COILED STRAP
DOUGLAS FIR -LARCH and SOUTHERN PINE'
MODEL
NO.
STENERS
TAL
END
LENGTH
CUT
LENGTH
ALLOWABLE
LOADS
100%=
133%
.28 d
15.
Clear Span + 30
1235
1650
CS16
22 -1
12
Clear Span + 24
1235
1650
22-8d
12
Clear Span +24
950
1270
CS18
18 -10d
10
Clear Span + 20
950
1270
18 - 8d
Clear Span + 20
750
1005
CS20
14 - tOd
8
Clear Span + 16
750
1005
CS22
14-8d
8
Clear Span+16
620
825
12 - t Od
6-1/2
ar Span + 13
820
825
SPRUCE -PIN W
MODEL
NO.
FASTENERS
END
LENGTH
CUT
LENGTH
ALLOWABLE
LOADS
100%'
133°/.
TOTAL
32 - 8d
15-314
Clear Span +31-1
1235
1 1650
CS16
26-10d
13-1/4
Clear Span +26-1t2
1235
1
24 - 8d
11-3/4
Clear Span + 23-1!2
9
1270
CS18
20 -10d
9-3/4
Clea Span + 19-1f2
1 95A
127D
CS20
20 - Bd
9-3/4
Clear Span + 19-1/2
50
005
16 - 10d
7-3/4
Clear Span + 15-1/
750
10
CS22
16 - ed
7-3/4
I Clear Span + 15 /2
620
825
14. 10d
7-1l4
Clear Span 4-1/2
620
825
Typical CS Installation
Floor -to -Floor Tie
use every other nail A�,,
rhole in a row to Car
provide the co�f N i 6fN
required minimum
spacing for
Provide minimum 1"
end distance
Equal number of
specified nails
in each end
1. When applicable LB/NAIL 100% value sh be increased for load
duration according to the c/is
dFigure 27
2. ALLOWABLE LOADS 100maximum steel capacity and
shall not be increased for dd except as otherwise
indicated.
3. Minimum lumber specific g50 for Douglas Fir -Larch and
Southern Pine lumber andpruce-Pine Fr lumber.
0 0
CSo6 166AU6E
CS16 Hole Pattern
(all other CS straps similiar)
Figure 28
,.,Note: Used(oobtain FL474;.See.conersheetforapplicable.products
ft .,Report No. HER-413 Page 14 of 21
TABLE 15 — WB WALL BRACING
MODEL
NO.
DIMENSIONS
PARTS
CARTON
ANGLE
WALNSPER IZE
FASTENERS
LENGTH WIDTH
PLATES
STUDS
W8106C
9' - 6" 11/4
15
8' 60"
3-16d
1 - 8d
WB126C
11' - 43/4" 11/4
12
8'A 45"
3 -16d
1 - 8d
WB143C
14" - 3" 11/4
10
1 0'qM 45"
3 -16d
1 - 8d
1. The WB shall be installed in pains. .
2. The WB is designed to resist wall racking during construction. It is not designed to replace a shear wall.
3. The WB Is 11/4 inches wide with nails spaced 1 Inch on center along the strap and 1/2 inch apart.
4. The product can be ordered flat (WB) or coiled NBC).
5. Maximum load capacity is 180 lbs.
,
`1%
I
WB Wall Bracing " V and " W Applications
Figure 29
WBC
a
e
a
O"
° °
O BREAK OFF
WBC
AT PREDETERMINED
LENGTH
Figure 30
Mote: Used to obtain FL474; See cover sheet.%a• applicable. products
No. NER-413
TART F IAA — HGIIS HANGERS
SOUTHERN YELLOW PINE'
MODEL NO.
DIMENSIONS
FASTENERS
•,
UPLIFT'
ALLOWABLE LOADS
W
H
'B
JOIST 2
HEADER
lao%
115%
125%
133%
HGUS26-2
3-7116
4-1/2
4
&16d
20 -16d
2000
3985
4580
4835
4835
HGUS28-2
3-7/16
6-1/2
4
10 -16d
36 -16d
2650
6605
6665
6665
6665
HGUS210-2
3-7t16
8-1/2
4
12 -16d
46 -16d
3665
7165
7165
7165
7165
H�US46
3-9/16
4-7116
4
a -16d
20 -16d
2000
3985
4580
4835
1 4835
HGUS48
3-9116
6-7/16
4
10 -16d
J 36 -16d
2650
6605
6665
5665
6665
HGUS410
3416
8-7/16
4
12 -16d
1 46 -16d
3665
7165
7165
7165
7165
TARLE 1sa
DOUGLAS FIR
MODEL NO.
FASTENERS
UPLIFT'
ALLOWABLE LOADS
jEDEIMENS'llops
B
JOIST 2
HEADER
100.%
115%
125°1°
133%
HGUS26-2
3-7116
4-1/2
4
8-15d
20-16d
2000
3695
4250t4620
4835
HGUS28-2
3-7116
6-112
4
10 -16d
36 -16d
2650
6140
6665665
6665
HGUS210-2
3-7116
8-112
4
12-16d
46-16d
3385
7165
7165165
7165
HGUS46
3-9116
4-7/16
4
8-16d
20 - 16d
2000
3695
4250
4620
4835
HGUS48
3-9/16
6-7116
4
10-16d
36-16d
2650
6140
6655
6665
1 6665
HGUS410
3-9116
8-7/16
4
12-16d
46-16d
3385
7165
7165
7165
7165
1. Uplift loads have been increased 33% for wind or earthquaKe Ioamng, no turmer rncrea5e auuwcu.
2. Nails driven into the joist are driven at an angle through the joist into the header.
3. The connectors provide a torsional resistance up to a maximum joist depth of 4,T%
4. Minimum lumber specific gravity is G =.50 for Douglas Fir and G = .55 for Southern Yellow Pine.
Ci
Note: Used to obtain F'L474; See corer sheet for applicahle products
Report No. NER-413 - - .-..... .. _ - Page 21 of 21
GENERAL NOTES
1. The allowable loads shown in Tables No.1 through No. 16 are in pounds. Dimensions in inches.
2. Allowdble loads are based on Douglas Fir Larch, specific Gravity G = 0.60 unless noted otherwise. If the
connectors are used on lesser grades or other types of wood than those specified in this report, load
capacities shalt be verified by tests or calculations by a registered professional engineer.
3. The bolts are ASTM A 307 and the bolt design values are based on the 1991 edition of the National Design
Specifications.
4. Unless noted, no load duration increases are allowed.
5. Unless otherwise noted, uplift loads have been increased 1.33 for wind or earthquake loading with no
further increase allowed.
6. X1 multiple members shall be fastened together to act as a single unit.
7. Allowable loads noted in the design tables are for fasteners only. All framing members shall be designed
in accordance with the requirements of their appropriate design specifications as referenced in the adopted
Building Code_
8. The connectors have not been evaluated for simultaneous loading conditions. Allowable loads shown in
the tables for uplift and lateral load shall not be combined. When designing using metal connectors, the
connectors shall be assumed to resist loads in one direction only.
9. l lbf = 4.45 N 1 in = 25.4 mm
THE DRAWINGS CONTAINED WITHIN THIS REPORTARE FOR ILLUSTRATION PURPOSES ONLY. THEY ARE NOT INTENDED FOR
USE AS CONSTRUCTION DOCUMENTS FOR THE PURPOSE OF DESIGN, FABRICATION OR ERECTION.
--NE R-°°432,
Used for I+'loifida State Wide Product Approval #
-FL474-
SCANNED
BY
Sf. Lucie County
Products on this Report which area roved:
Product
ABE 4 .
CBg68
'EPB44T
' H10.2
H15
H15-2
HGT•2
HGT-3.
. HGT•4
HSS2.2HT
HSS7Q-SDS3
N532KT
Florida # 'Product
FL4HSS2SDS1.5
FL4N74A2 A2 HS34HT
FL474.610 Hss"6S3
LSSU210
FW74.113 'LSS0210Z
' LSSU28-FL474.24Y
FL474,134 LSSID25
FL474.135, LSSUI35
FL474.136 LTHJL
FL474.179 LTHILZ
FL474.179 ITHIR
FL474.17a L7HJRZ
Florida # Product Florida #
FL474.17a LTHMA FL474.257
FL474:100 LTP4
'FL474,180 LTP4Z FL474.258'
.FL474.245 LTTm FL474.256'
FL474.245 MSC1.81 FL4.74.265
FL4741311
MSC2 FL474.312
FL474.249 MSC4 FLA74M -
:FL474.250 � RSP4
FL474.255 FL474.378
RSP4Z FL47IL378
FL474.255 SP7 FL474.394
FL474.25fi SP1Z '
FL474.256 SP2 FL474.384
FIA74.385
Product Florida #
551.5 FL474.388
S82.5 FL474.390
SS3• FL474,391
S84.5 FL474.392
THG2A FIA74.415
.THG2AL _ FL474,416
THG2AR FL474.417
TriB10 FL474.425
iWB12.
TYM14 FL474,426
FL474:427
..
APPROVED FOR USE
TOIIYQ9RD Residence
Edwin M. Faenn .E.
Axiom Engineering, Inc,
State of Florida Lic. No. Argan & CA 8421
LEGACY REPORT
NER-432
Reissued March 1, 2004
ICC Evaluation Servicel Inc, Is■sm".6MWC&oanM0 Road, Wht6w CafifaNa 9D6D1■(SGL) M90543
www.icc-es.org Regional office v SOD
iul bd*i2oaa, SaYa p, BOaie91131U, Agyam 35213 js M699.NW
R'Sknai ORice■40st We" r"Mm PJW, CaufLyClub Hi de, IPno m476■(708) 7n.2305
Legacy report on the 2000 International Building Code®, the 2000 International Residential Code®, the 2002
Accumulative Supplement to the International CadeslA^, the BOCA* National Building CodeA999, the 1999 Standard
Building Code®, the 1997 Uniform Building Codev, and the 1998 International One- and nvo-FamilyDw¢I1Ina Code®
DIVISION 06 - WOOD AND PLASTICS
Section 06090 -Wood and Plastic Fastenings
SIMPSON STRONG -TIE® COMPANY, INC.
4120 DUBLIN BLVD., #400
DUBLIN, CALIFORNIA 94568
925-560.9000
www.strangbe.com
1.0 SUBJECT
Simpson Strong -Tie* Connectors:
1.1 ABE44 Adjustable Post Bases
1.2 CBA Adjustable Column Bases
1.3 EPB44T Elevated Post Base
1.4 H2.5, H10-2, HIS. and H15-2, Hurricane Ties
1.5 HGT-2, HGT-3, and HGT-4 Heavy Girder Tiedowns
1.6 LSSU Field Slope and Skewable Hangers
1.7 LTHMA Light Multiple Truss Hanger
1.8 LTHJ Light Truss Hip/Jack Hangers
1.9 LTP4 Lateral Tie Plate
1.10 LTT131 Tension Tie
1.11 MSC Multiple Seat Connectors
1.12 RSP4 Reversible Stud Plate Tie
1.13 SP Stud Plate Connectors
1.14 SS Stud Shoes
1.15 THG2A Skewed Truss Girder Hangers
1.16 TWB T-Type Wall Bracing
2.0 PROPERTY FORWHICH EVALUATION IS SOUGHT
Structural
3.0 DESCRIPTION
3.1 Models
3.1.1 ASE44 Adjustable Post Bases: The two-part bases
are die -formed from No. 16 gage galvanized steel complying
With ASTM A 653 CS, with a minimum yield strength of
28,000 psi (193 MPa) and a minimum tensile strength of
38,000 psi (262 MPa). The base plate Includes an adjustment
slot fora V2 inch (12.7 mm) diameter anchor bolt, and a 1 Inch
(25.4 mm) pedestal is built Into the four-sided standoff plate.
The Post bases are manufactured to fit nominal 3 % Inch b
3 % Inch (89 mm by 89 mm) wood posts. See Table 1 a this
report for -details and fastener schedules.
3.1.2 CBA Adjustable Column Bases: The two piece
bases attach a wood post to ebsting concrete footings and
slabs and are adjustable to accommodate minimum 5 % inch
by 5 %2 inch (140 mm by 140 mm) posts. The two pieces have
two 3/4 inch (19 mm) diameter bolt holes in the base far attach-
ment to the concrete' elements. To connect to the posts, the
Projecting side flanges have 6/a inch (15.9 mm) diameter bolt
holes. Both pieces are formed from No. 10 gage galvanized
steel that conforms to ASTM -A 653 SS Grade 33, v46 a
minimum yield strength of 33,000 psi (227 MPa) and a mini-
mum tensile strength of 45,000 psi (310 MPa). See Table 2 of
this report for details, allowable loads, and fastener schedules.
3.1.3 EPB44T Elevated Post Base: The two part base
consists of a No. 12 gage galvanized steel channel. The
channel includes a die drawn 6/8 Inch (15.9 mm) diameter
threaded hole trunnion at Its center, which accommodates a
5 inch long (127 mm), 51, inch (15.9 mm) diameterzinc plated
threaded rod. The threaded rod and channel assembly
adjusts to a mabmum post elevation of21%inches (63.4 mm)
above the concrete and a minimum concrete embedment of
21/2 inches (63.4 mm). The post base is manufactured to
accommodate nominal 4 Inch by 41nch (101.6 mm by 101.6
mm) wood posts. The steel meets ASTM A 653 SS Grade 33
specifications with a minimum yield strength of 33,000 psi
(227 MPa) and a minimum tensile strength of45,000 psi (310
MPa). See Table 3 of this report for details, allowable loads,
and fastener schedules.
3.1.4 H2.5 H10-2, HIS, H75-2 Hurricane Ties: Hurricane
Ties are anchors designed to connect rafters or joists to wall
Plates or studs. The H2.5 and H10-2 are formed from No. 18
gage galvanized steel. The H15 and H15-2 are.forrmed from
No.16 gage galvanized steel. The steel meets ASTM A 653
FS with a minimum yield strength of 28,000 psi (193 MPa)
and a minimum tensile strength of38,000 psi (262 MPa). See
Table 4 of this report for details and fastenerschedules.
The H2.5 Is a twisted strap tie used to attach a rafter or stud
member to the side of a top plate or bottom sole plate. The
lower end is fastened to the wall plate and is long enough to
locate the nails into each of the two top plates,
The H10-21s formed from a 5 V2 inch (140 mm) plate, and has
one 31/0 Inch (79.4 mm) wide, 3 r/,r Inch (80 mm) deep slot in
the upper half of the plate, diagonal to the edge: The slot
material is bent to form a 1 9/1, inch (39.7 mm) flange on each
side. The H10-2 attaches double nominal 2 inch (50.8 mm)
Wide solid sawn rafters or joists to the top of a wall at the
double plate.
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aryJlndingor other mo(terin this repaR, orar to any product eoverrdby fhe npoi
Copyright a 2004
Page 1 or 20
NER-432
'The H15 and H15-2 are formed Inta an Inverted, U-shaped
element with a 2 % Inch (63.5 mm) wide flange bent at right
angles near the U-bend. The flanges are twisted.agaln at 90
degree angles at the bottom of the connecter. The H16 has
a formed seat 1 5/e Inches (41.3.mm) wide and attaches over
the heel of a single ply.truss or rafter to the wall stud member
below. The H15-2 has a formed seat 3'/4 inches @2.6 mm)
wide and attaches the heel of a double ply truss or rafterto a
double nominal 2 Inch (50.8 mm) thick wall stud member
below. Both ties are capable of being field formed to accom-
modate rafter or truss pitches from 0:12 minimum to 7:12
maximum.
3.1.5 HGT-2,HGT3,and HGT-4Heavy GirderTiedowns:
The HGT-2, HGT-3, and HGT-4 are formed from No. 7 gage
steel conforming to ASTM A 570 Grade 33 with a minimum
yield strength of 33,000 psi (227 MPa) and a minimumtensile
strength of 52,000 psi (358 MPa), and a welded Insert plate
made from Y2 inch (12.7 mm) thickA36 hot -rolled steel with a
minimum yield strength of 33,000 psi (227 MPa) and a
minimum ultimate strength of 45,000 psi (310 MPa). The
HGT-2 attaches to the heel of a two-ply truss. The HGT3
attaches to the heel of a three-ply truss. The HGT-4 attaches
to the heel of a four -ply truss. The HGT tledowns are an-
chored to concrete or wood construction with bolts, can
accommodate top chord slopes from-3:12 minimum to 8:12
maximum and are provided with crescent washers for sloped
top chord installations. See Table 5 of this report for details,
allowable loads and fastener schedules.
3.1.6 LSSU Field Slope and Skewable Hangers: The
LSSU is fabricated from No.18 gage galvanized steel: It is
designed to be sloped up or down 45 degrees and skewed
right or left to 45 degrees. The steel complies with ASTM A
653 FS having a minimum yield strength of 33,000 psi (227
MPa) and a minimum tensile strength of 45,000 psi (310
MPa). Use of the hangers to laterally support members is
beyond the scope of this report. See Table 6 of this report for
details, allowable loads, and fastener schedules.
3.1.7 LTHMA Light Multiple Truss Hanger. The LTHMA
is fabricated from No.16 gage galvanized steel conforming to
ASTM A 653 FS with a minimum yield strength of 33.000 psi
(227 MPa) and a minimum tensile strength of 45,000 psi (3 10
MPa). The LTHMA is designed to carry up to three single -ply
truss members Intersecting at one point. The connector has
three formed stirrups that are capable of being field sloped
down from 0 to 45 degrees from the horizontal. See Table 7
of this report for details and fastener schedules.
3.1.8 LTHJ Light Truss HIP/JACK Hangers: The LTHJ
hangers are formed from No.18 gage galvanized steel
conforming to ASTM A 653 FS having a minimum yield
strength of 28,000 psi (193 MPa) and a minimum tensile
strength of 38,000 psi (262 MPa). The hangers allow a 45
degree member and a 90 degree member to attach to the
supporting memberat the same location. Use of the hangers
to laterally support members Is beyond the scope of this
report. See Table 8 of this report for hanger details, allowable
loads, and fastener schedules.
3.1.9 LTP4 Lateral Tie Plate: The LTP4 is a 3 inch by 0/4
Inch (76.2 mm by 108 mm), No. 20 gage, galvanized flat steel
Plate. The steel complies with ASTM A 653 FS with a mini-
mum yield'strength of 33,000 psi (227 MPa) psi and a
minimum tensile strength of 45,000 psi (310 MPa). See Table
9 of this report for details, allowable loads, and fastener
schedules:
3.1.10 LTTI31 Tension Tie: The LTTI31 is formed fmm
No.18 gage steel strap that is 3 % Inches (95.2 mm) wide with
a 90 degree bend at one end. The bend is 2'%4 inches (69.8
.5
mm)
ad In
--vvy r+si tzzr nmval and a minimum tensile;,strength of
45,000 psi (310 MPa). The No. 3 gage steel complies with
ASTM A 570 with a minimum, yield strength of 33,000 psi (227
MPa) and a minimum isnsfie strength of 52,000 psi'(358
MPa)._See -Table 10 of this report for allowable-10ads and
fastener schedules.
3.1.11 MSC Multiple Seat Connectors: The MSC1.81 and
MSC2 connectors are three No. 11 gage U-shaped hangers
that are factory -welded to a single No. 3 gage steel angle with
/B Inch (3.2 mm) fillet welds. The MSC4 connector consists of
three No. 7 gage U-shaped stirrups that are factory -welded to
a single No. 3 gage steel angle with'/,, inch (4.8 rum) fillet
welds. The MSC series connector is designed to carry up to
three members intersecting at one point, with the center
member perpendicular to the carried member. The two
U-shaped stirrups for the side members can accommodate
horizontal skews up to 45 degrees from the center member
and down slopes from 0 to 45 degrees. The Nos.11, 7 and 3
gage steel conform to ASTM A 570 Grade 33 with a minimum
yield strength of 33,000 psi (227 MPa) and a minimum tensile
strength of 52,000 psi (358 MPa). See Table 11 of this report
for details, allowable loads, and fastener schedules.
3.1.12 RSP4 Reversible Stud Plate Tie: The RSP4 Revers-
ible Stud Plate Tie is a No. 20 gage galvanized sheet metal
Plate cut in the shape of a "1/4". The RSP4 has two triangular
and two rectangular tabs, bent at 90 degrees from the face of
the "1/4," which act as placement guides. The RSP4 is a
dual-purpose, reversible tie -plate used to secure vertical
wood -stud framing members (typically 2 x4, 2 x 6, and 2 x 8)
to the bottom sole plate of a stud wail, or secure the top of the
same stud member to the double top plate members.
In a stud -to -double -top -plate condition, the RSP4 rectangular
tabs on the vertical leg of the "1/4" act as guides to position
the nailing pattern to allow for an equal number of nails to be
distributed to each top plate. In the stud -to- bottom sole -plate
application, the RSP4 Is inverted (the horizontal leg Is on the
bottom), and is installed such that the triangular tabs on the
horizontal leg rest an top of the sole plate to position the tie
plate for consistent nail placement- The steel complies with
ASTM A 653 FS, with a minimum yield strength of 28,000 psi
(193 MPa) and a minimum tensile strength of 38,000 psi (262
MPa). See Table 12 of this report for details, allowable loads,
and fastener schedules.
3.1.13 Sp Stud Plate Connectors: Sp connectors are
die -formed from No. 20 gage galvanized steel conforming to
ASTM A 653 FS, with a minimum yield strength of 28,000 psi
(193 MPa) and a minimum tensile strength of 38,000 psi (262
MPa). SP1 and SP2 connectors fasten to a single plate, or a
double plate, respectively. See Table 13 of this report for
allowable loads and fastener schedules.
3.1.14 SS Stud Shoes: SS stud shoes are formed from
No.18 gage galvanized steel complying with ASTM A 653 FS
With a minimum yield strength of 28,000 psi (193 MPa) and a
minimum tensile strength of 38,000 psi (262 MPa). The stud
shoes reinforce notched wood studs. See Table 14: of this
report for allowable loads and fastener schedules.
3.1.15 THG2A Skewed Truss Girder Hangers: THG2A
hangers are formed from No. 10 gage galvanized steel,
complying with ASTM A 653 SS Grade 33, with a minimum
yield strength of 33,000 psi (227 MPa) and a minimum tensile
strength of 45,000 psi (310 MPa). The hangers allow the 45
NER-432
degreeattachment-of a'multipletgirder 1rLss't,0 a•carrylrig
memberthat'i§ attached to' a 4erucel component with two 3
inch'(19 rnm) dlarnete'r'rrfachine tiolts Use oftlie haiigeis to
laterally support members is 6eyand the scope of this report.
See Table 15 of this report for details, allowable loads, and
fastener schedules:
3.1.16 TWBT-Type Wall Bracing: The TWB10,TWB12and
TWB14 bracing are formed from No. 22 gage (0.030 inch)
galvanized steel complying with ASTM A 653 FS, having a
minimum yield strength of 28,000 psi (193 MPa) and a
minimum tensile strength of 38,000 psi (262 MPa). The
flanges are'/1, Inch (143 mm) wide. The kerf leg is'It.Inch
(14.3 man) deep with an overall width of/e incFi (3.2 mm). The
wall bracings provide racking resistance for wood framed
walls during construction. See Table 16 of this report for
details and fastener schedules.
3.2 Design
The design of the connected wood members shall be submit-
ted to and acceptable to the local code official. Tabulated
design loadsforthe connectors are based an the lowest load
obtained from comparing:
least test load that causes Vs inch (3.18 mm) defleo.
Eon.
lowest ultimate test load with a safety factor of 3.
allowable fasteners and compression perpendicular -
to -grain values in accordance with the 1997 AFpA
National Design Specification® for Wood Con-
struction, based on wood with a specific gravity of
0.50.
The connected wood member shall be designed for the
design loads. Allowable values are for connections in wood
seasoned to a moisture content of 19 percent or less and
used under continuously dry conditions. For connections in
wood that is unseasoned or partially seasoned, the allowable'
loads in this report shall be multiplied by the moisture content
factor, CM, specified in the applicable building code.
3.3 Materials
3.3:1 Nails: Nails used with the Simpson Strong -Tie
products described in this report shall comply with Federal
Specification FF-N-105B and shall have the following mini-
mum bending yield strengths, Fyb:
SIZE I DIAMETER
8d
0.131
100.000
10d
0.148
90,000
12d
0.148
90,000
mm,
3.3.2 Sheet Metal Coating: Galvanized connectors conform
to ASTM A 653, G 60.
3.3.3 Bolts: References toanchors,.holtsorMB's(machine
bolts) are for structural quality studs or through bolts equal to
or better than ASTM Standard A307, Grade A.
4.0 'INSTALLATION '
4.1 ' -General
Simpson Strong --nee Connectors shall be installed in accor-
dance With the manufacturer's published *Installation Instruc-
tions' The manufrictrirer'woublished installation Instructions
and this report shall be strictly adhered to and a copy of these
instructions shall be available at all times on the job site
during installation. The Instructions within this. report govern
if there are any conflicts between the manufacturer's' pub-
lished installation instructions and this report.
4.2 Design
Tabular load capacities are based on wood with a minimum
specific gravity of 0.50 and a moisture content less than 19
percent. Tabulated allowable design loads are for loads of
normal duration. Adjustments to these values shall be
permitted for other durations of loading, i.e., plus 15 percent
fortwo months duration (snow), or plus 33-percent forwind or
seismic. Tabulated allowable design loads shall be reduced
10 percent for design load durations longer than 10 years.
The resulting allowable design load afteradjustment shall not
exceed the maximum design load shown in the tables.
5.0 IDENTIFICATION
Each of the Simpson Strong -Tie® Connectors covered bythis
report shall be labeled with the manufacturer's name and/or
trademark, model series designation and this ICC-ES legacy
evaluation report number, NER-432, for field identification.
6.0 EVIDENCE SUBMITTED
6.1 Manufacturer's descriptive 'literature and published
installation Instructions dated January 2003.
6.2 Load tests performed in accordance with applicable
Provisions ofASTM D 1761 witnessed byTEI Consult-
ing Engineers.
6.3 Structural calculations prepared by Simpson Strong -
Tie Co., Inc., signed and sealed by Karen W. Col-
onias. P.E., Daphne N. Schonert, P.E., Evan M. C.
Balloon, P.E. and Timothy P. Murphy, P.E.
6.4 LSU Series —torsional capacity tests performed in
accordance with ASTM D 1761, prepared by Testing
Engineers Incorporated, File 01325, Lab MN087,
dated November 30, 1981, signed by Dushyant
Manmohon.
6.5 Simpson Strong -Tire Welding Operations and Proce-
dures Manual, dated June 20, 2001, Revision 9.
Signed by representatives of Simpson Strong -Tie and
Professional Services Industries.
7.0 CONDITIONS OF USE
The ICC-ES Subcommittee for the National Evaluation
Service finds that the Simpson Strong -Tie® Connectors
described In this report complies with or are suitable alter-
nate ®to that specified in the 2000 International Bullding
Code , the 2000 International Resldenfial Code®, the 2002
Accumulative Supplement to the Intemational Codes_, the
BOCA® National Building CodeA999, the 1999 Standard
Building Codem, the 1997 Uniform Building Codem, and the
1998 International One- and Two-Famlly Dwelling Coda*
subject to the following conditions:
r" PageA.. of 20
NER-432
7.11 This Evaluation report and the manufacturers pub 7.5
lished installation instructions, when required by the
code official, shall be submitted at the time of permit
application.
7.2; Connector loads are determined in accordance with
I the applicable Code. The allowable loads shall not
exceed those shown in the tables of'this" report.
Loads in the tables are predicated on the use of
fasteners indicated in the tables, wood with a mini-
mum specific gravity of 0.50 and lumber moisture
content less than 19 percent and a maximum in-
service temperature of 100- F (37.8° C), The scope
of this Evaluation report is limited to use of these
connectors with lumber that has not been pressure
treated with chemicals such as those farfire-retardant
i
treatment and preservative treatment
7.31 Allowable loads in the attached tables are for connec-
tors only. All framing members shall be designed in
accordancewith the requirementsoftheirappropriate
design specifications as referenced in the applicable
Code.
7.4; Loads designated as "normal" loads are permitted to
be increased for duration of load in accordance with
the 1997 AFPA National Design Specification° for
Wood Construction up to the, allowable tabulated for
115%. 125%,133% and1fi0%.
7.6
SI
Calculations are to be submitted at time of permit
application. The individual performing such calcula-
tions shall possess the necessary credentials regard-
ing competency and qualifications as required by the
applicable Code and the professional registration laws
of the state where the construction is undertaken.
Beams or headers shall have the following minimum
Widths. based .on nail sties attaching the hanger to
the beams or headers:
8d Common 1 57
+___
10d Common 1.78
7.7 Contact Simpson Strong -Tie® Company, Inc. for
recommendations when connectors are used in
contact with preservative -pressure -treated wood.
7.8 This report is subject to periodic reexamination. For
Information on the current status of this report, consult
the ICC-ES website.
i
�wPage fi;of 20
NER•432
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NER-432
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