RF-11-1707Permit Number: RF -9 -11 -1707 I
Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
t,,ILV3C4'
inspection Number: INSP - 164578
Inspection Date: December 02, 2011
Inspector: Bruhn, Norman
Owner: GARRIDO, MANUEL
Job Address: 688 NE 101 Street
Miami Shores, FL 33138-
Project: <NONE>
Permit Type: Roof
Inspection Type: Final
Work Classification: Hurricane Mitigation
Contractor: OBENOUR ROOFING SHEET METAL & SUPPLY CO. INC
Phone Number
Parcel Number 1132060172070
Phone: 305 - 757 -2612
Building Department Comments
INSTALL RIGHT ANGLE GUSSETS PER NEW
MITIGATION
Passe
/&
Inspector Comments
Failed
Correction
Needed
_
Re- Inspection
Fee
No Additional Inspections can be scheduled
re- inspection fee is paid.
until
December 02, 2011
For Inspections please call: (305)762 -4949
Page 1 of 1
F•I•E•
FLORIDA INTERNATIONAL
ENGINEERING &TESTING LAB
INSIOHT•INNOVATION•INTEGRATION
Florida International Engineering and Testing Lab LLC
16701SW 117 Avenue, Miami, FL 33177
Telephone: (305) 378 -1991 -Fax: (305 378 -1997
Miami -Dade Lab Certification # 07-0612.1X-State of Florida ca #27273
11 -30-11
ROOF RETROFIT. Section 553.844 Florida Statutes.
Address: 688 NE 101 St., Miami Shores, FI.
This is an inspection report, not a guarantee.
Areas inspected:
Roof to Wail connections were observed by means of roof opening at the time of supplemental
installation.
Observations:
1. Roof framing consists of 2 "x8" rafters @ 16" o.c. in the flat roof and 2 "x10" rafters @ 16" o.c. in
the pitched roof.
2. Dade County approved Right angle Simpson Gussets Type HGAM 10 were installed at each end of
rafter with 4 — 3 -1/2 "x X" Tap cons into Concrete tie beam at ea. end and 4- 1 -1/4" x#14 wood
screws on ea. end of rafter as a supplement to existing STL Straps at every other rafter. All rafters
have supplemental anchoring as hereby described.
Conclusion:
Anchoring to masonry wall as per Section 201.3 (concrete tie beam) properly fastened over each end of
rafters capable of providing a minimum uplift capacity of 500 Ibs, as specified in table 201.3 and complies
with the mandated roof -to -wall retrofit requirements of Section 553.844 Florida Statutes.
f/.3 -/)
Mr. Vinayagar M. Balakrishnan V, P.E.
Fla. Reg. No.: 63107
AAA
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795.2204 Fax: (305) 756.8972
INSPECTION'S PHONE NUMBER: (305) 762.4949
BUILDING
PERMIT APPLICATION
FBC 20
Permit Type: BUILDING
OWNER: ee Simple Titleholder): l �1. t C 1 (CI1 1 d Phone #: 3 �i/a — ° X3
Address: / j e. l u l
Zip: ? 136
Phone#:
Permit No. t n
11 (4.
Master Permit N
City: L-( State:
Tenant/Lessee Name:
Email:
JOB ADDRESS: fit-! 0 h K_- L 1 1
City: Miami Shores
Folio/Parcel #: t 1 3- c;L (47 : t 1
Is the Building Historically. Designated: Yes
Co� ty:
(2)
Miami Dade
Zip:
NO
Flood Zone:
CONTRACTOR: Company Name:d? -e u 0 L; V (�'' � Phone #: �U�— 7�� — 1a 7
State:( Zip:J.
(,J Phone #: 6:5 7 s7
Address: 4
City: L(
Qualifier Name: e
State Certification or Registration #.
Contact Phone #:
k^
a C� 2 7 ' iL Email Address:
Certificate of Competency #:
�' �� fir' �,1✓ °° ��—.
DESIGNER: Architect/Engineer: Phone #:
Value of Work for this Permit: $ l .,, gk /1 ► Square/Linear Footage of Work: 3 &
Type of Work: ❑Address ❑Alteration
lDescription of Work: _J 1-/ ,,;
❑New i ❑R air/Replace ❑Demolition
.,,i/A •/ ),11 9/c 6 cis' -ei-, pc,it.
0-4/ 11- , A._ti , s e/ ii.--f 4 A 4 / &
COLOR THROUGH ROOF TILE JS REQUItED acknowledged by:
moo water
******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Fees************* * * * * * * ** * * * * * * * * * * * * * ** * * * * * * **
Submittal Fee $ Permit Fee $ J ® / Z/ CCF $ CO /CC $
Scanning Fee $ Radon Fee $ DBPR $ Bond $ �.
Notary $ Training/Education Fee $
Double Fee $ Structural Review $
Technology Fee $
Bonding Company's Name (if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City State Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS,
WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a reinspection fee will be charged. l
Owner or Agent Contractor
The for oing instrument was acknowledged before e this/ The for oing i strument wa., acknowledged before me this ��'
day o `' / , 2d) , by /70/ el (O r c , day o ��' � , 20 , by e ' he �-�
who is per onally kno me or who has produced
As identification and who did take an oath.
NOTARY PUBLj(5:
moo- ref i 2-e"
Sign:
Print:
My Commission Ex
APPROVED BY
PUIEMBir y .,pl
18g1311► P - .0 ev
4k
(Revised vfd0/ 07)(Rg).i5ed..06 /10 /2009)(Revised 3/15/09)(rev6/4/10)
who is personally known -t or who has produced
as identification and who did take an oath.
NOTARY PUBLIC:
ri. 1
Sign: - 1-e=
Print:
My C
* * * *** * * * * * * * * * * * * * ** * * **
l.Coffiu,i� ;;fail �� 3
gt1r9: '=� 11,i�
Plans Examiner Zoning
Structural Review Clerk
SIM200802
Used for Florida State Wide Product Approval #
FL11473
Products on this Report which are approved:
Product FL# Product FL#
DETAL20 11473.1 LGUM210 -2 -SDS 11473.12
FGTR 11473.2 LGUM210 -3 -SDS 11473.13
FGTRE 11473.2 LGUM210 -4 -SDS 11473.14
FGTRHL 11473.2 LGUM26 -2 -SDS 11473.12
FGTRHR 11473.2 LGUM26 -3 -SDS 11473.13
HETA12 11473.3 LGUM26 -4 -SDS 11473.14
HETA16 11473.3 LGUM28 -2 -SDS 11473.12
HETA20 11473.3 LGUM28 -3 -SDS 11473.13
HETA24 11473.4 LGUM28 -4 -SDS 11473.14
HETA40 11473.4 LGUM410 -SDS 11473.15
HETALI2 11473.5 LGUM46 -SDS 11473.15
HETAL16 11473.5 LGUM48 -SDS 11473.15
HETAL20 11473.5 LTA1 11473.16
HGAM 10 11473.6 META12 11473.17
HGUM5.25 11473.7 META14 11473.17
HGUM5.50 11473.7 META16 11473.17
HGUM7.00 11473.8 META18 11473.1
HGUM7.25 11473.8 META20 11473.1 IT
HGUM9.00 11473.8 META22 11473.1
HHETA12 11473.9 META24 11473.
HHETAI 6 11473.9 META40 11473
HHETA20 11473,9 MSTAM24 1147
HHETA24 11473.10 MSTAM36 11473
HHETA40 11473.10 MSTCM40 11473.
HM9 11473.6 MSTCM60 11473.19
HTSM16 11473.11 MTSM16 11473.2
HTSM20 11473.11 MTSM20 11473.2
0-7.2)1 3FA
SEP 2 0 2011
SIMPSON
SIMPSON STRONG -TIE COMPA
Miami Shores Village
.APPROVED
.,... &Y
DATE
ZONING DEPT
F}1_DG DEPT
�!� G' "
/
910i/
yi lk-TO COMPLIANCE WITH ALL
Y II.VVAND
FEDERAL
!;',A11
COUNTY RULES AND REGULATIONS
Jax Apex Technology, Inc.
FBPE CA NO. 7547
4745 Sutton Park Court, Suite 402
Jacksonville, FL 32224! 9041821 -5200
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. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the
authorized evaluating engineer of this report. Apex Technology is the prime professional, as
defined in Florida Rule 61 G- 30.002, authorized to sell the engineering services performed by
Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity.
Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed
calculations or testing for the products listed in this report. This evaluation is based solely upon the
review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted
by the manufacturer.
The capacities listed in this report are based on the limiting capacities as determined from the
substantiating data. We reviewed the substantiating data to a degree that allowed us to determine
whether or not the work performed is consistent with the intended use of the product, and that the
methods used are in compliance with, or meet the intent of, the Florida Building Code. All test
reports were prepared by an approved testing laboratory.
REPORT NO.: SIM200802
CATEGORY: Structural Components
SUB CATEGORY: Metal Connectors
SUBMITTED BY:
SIMPSON STRONG -TIE COMPANY, INC.
5956 W. LAS POSITAS BOULEVARD
PLEASANTON, CA 94588
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
MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10
Page 1 of 13
Simpson Strong -Tie
Embedded Truss Anchors
META12, META14, M ETA16, M ETA18, M ETA20, META22, META24, M ETA40,
HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20,
HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL
Wood to Masonry Straps
MSTAM24, MSTAM36, MSTCM40, MSTCM60
Girder Tiedowns
FGTR, FGTRE, FGTRHL, FGTRHR
Wood to Masonry Hangers
LGUM26 -2, LGUM28 -2, LGUM210 -2, LGUM26 -3, LGUM28 -3, LGUM210 -3,
LGUM26 -4, LGUM28 -4, LGUM210 -4, LGUM46, LGUM48, LGUM410,
HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00
3. SCOPE OF EVALUATION
Load Evaluation as a Structural Component using the requirements of the Florida Building
Code, Building.
4. DESCRIPTION:
4.1 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 10d common nails, and fastens to
the wall with either 1/4x21/4" Titen Masonry Screws for a masonry wall, or' /4x13 " Titen
Masonry Screws for a concrete wall. These connectors are manufactured from 16
gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with
the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and
allowable Toads are shown in Table 1. See Figure 1 for additional details of twist straps
for masonry.
4.2 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 10d common nails, and fastens to
the wall with either 1/4x21/4" Titen Masonry Screws for a masonry wall, or 1 /4x13/4" Titen
Masonry Screws for a concrete wall. These connectors are manufactured from 14
gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating
complies with the G90 requirements of ASTM A653. Twist strap fastener schedules,
dimensions and allowable loads are shown in Table 1. See Figure 1 for additional
details of twist straps for masonry.
4.3 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 1/4 X
11/2" SDS screws (provided with the part), and fastens to the wall with either 1/4x21/4"
Titen Masonry Screws for a masonry wall, or '/4x13/4" Titen Masonry Screws for a
concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS
Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653.
Hurricane tie fastener schedule, dimensions and allowable Toads are shown in Table 1.
See Figure 2 for additional details of the HM9.
4.4 HGAM10 Hurricane Gusset Angle. 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 1/4 X 1'/z" SDS screws (provided with the part), and fastens
to the wall with 1/4)(2W Titen Masonry Screws. Allowable loads are shown in Table 2.
The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33.
The galvanized coating complies with the G90 requirements of ASTM A653. Angle
Page 2 of 13
Simpson Strong -Tie
fastener schedule, dimensions and allowable Toads are shown in Table 1. See Figure 3
for additional details of the HGAM10.
4.5 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
wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx1 Y2 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 5' /16" for HETAL). The strap portion of the anchor is 11/2' wide. The
anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with
the exception of the truss seat of the HETAL which is manufactured from steel meeting
ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized
coating complies with the G90 requirements of ASTM A653. Embedded truss anchor
fastener schedule, dimensions and allowable loads are shown in Table 2 for single
installations and Table 3 for double installations. See Figures 4 and 6 for additional
details of single and double embedded truss anchors.
4.6 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
10dx11/2" 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 A653 SS Grade 33. The galvanized coating complies with the G90
requirements of ASTM A653. Truss anchor fastener schedule, dimensions and
allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1.
4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity
connector used to anchor single -ply wood trusses or rafters to masonry or concrete
walls. The DETAL fastens to the wood members with 10dx1Y2" nails. They are
embedded in the masonry or concrete wall to a depth of 4'/ inches. The strap portion
of the anchor is 11/2" wide. The strap anchors are manufactured from steel meeting
ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel
meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is
18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM
A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are
shown in Table 3. See Figure 6 for additional details of the DETAL.
4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The 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 1/4" wide for use on 11/2" and
larger members. They are installed with 10d common nails to the wood and either
'/4x2'/" Titen Masonry Screws to masonry, or 1/4x13/4" 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 1/4x2'/4"
Titen Masonry Screws to masonry, or 1 /4x13/4" Titen Masonry Screws to concrete. The
MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for
safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade
50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies
with the G90 requirements of ASTM A653. Masonry strap fastener schedule,
dimensions and allowable loads are shown in Table 4. See Figure 7 for additional
details of wood to masonry straps.
4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is
a non -pitch specific girder tie down that can be used in new construction or retrofit
applications to tie down a girder truss or beam to a concrete or masonry wall. The
Page 3 of 13
Simpson Strong -Tie
FGTR can be installed in a single application or can be doubled to achieve a higher
uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS' /4' wood
screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie 1/2"
diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses
a strap that is oriented with its flat dimension parallel to the truss for placement at the
end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are
designed with the flat dimension of the strap at a 45 degree angle to the truss for
anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A-
1011 Grade 33 steel having Fy =33ksi and Fu =52ksi and the plates are made from 3
gauge ASTM A -1011 Grade 33 steel having Fy =33ksi and Fu= 52ksi. They have a gray
powder coat finish. Girder tie down fastener schedule, dimensions and allowable Toads
are shown in Table 5. See Figure 8 for additional details of face mount girder tie down
connectors.
4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are
high capacity joist hangers that are used to connect wood girders and beams to
masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD
anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are
provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes
of the same diameter as the anchor into the masonry or concrete. Holes should be' /"
deeper than the specified Titen HD length. The SDS screws are installed best with a
low -speed 1/2" drill and a %" hex head driver. Predrilling holes for SDS screws is not
required. The LGUM is manufactured from galvanized steel complying with ASTM A
653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and
379 MPa), respectively. The HGUM is manufactured from galvanized steel complying
with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45
ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90
requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the
LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule,
dimensions and allowable Toads are shown in Table 6. See Figure 9 for additional
details of masonry girder hangers.
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 Tables1 through 6.
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.
5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall
comp
Common Nail
Pennyweight
Nail Shank Diameter
(inch)
Fyb (psi)
10d
0.148
90,000
16d sinker
0.148
90,000
16d
0.162
90,000
Fasteners for galvanized connectors in pressure - preservative treated wood shau ne
hot - dipped zinc coated galvanized steel with coating weights in accordance with ASTM
A153. Fasteners for stainless steel connectors shall be stainless steel.
Page 4 of 13
Simpson Strong -Tie
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, the following, or as noted in the report:
Material
Specification
Minimum Compressive Strength
Concrete, f'c
-
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)
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 supercedes 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., and Samuel Hensen,
P.E., performed in accordance with the 2007 Florida and Residential Building Codes.
Product
Test Number
Date Tested
MTSM
B845, H756
2/27/90, 12/6/00
HTSM
02 -3667
1/30/02
HM9 Uplift
02 -3793
5/15/02
HM9 F1 Direction
02 -3793
5/15/02
HM9 F2 Direction
02 -3793
5/15/02
HGAM10 Uplift
02 -3884
7/29/02
HGAM 10 F1 Direction
H046
3/25/99
HGAM10 F2 Direction
H141
6/22/99
META Uplift
02 -3674, 02 -3802,
02 -3861, 04 -4675
6/4/02, 6/8/02, 7/24/02, 2/8/04
META F1
02 -3674, 02 -3802
6/4/02, 6/8/02
META F2
02-3674, 02 -3802,
02 -3861
6/4/02, 6/8/02, 7/24/02
HETA Uplift
02 -3803, 02 -3862,
04 -4676
6/10/02. 7/26/02, 2/8/04
HETA F1
02 -3803
6/10/02
HETA F2
02 -3803, 02 -3862
6/10/02, 7/26/02,
HHETA Uplift
02 -3676, 02 -3863,
04 -4674
6/4/02, 7/29/02, 2/7/04
HHETA F1
02 -3676
6/4/02
HHETA F2
02 -3676, 02 -3863
6/4/02, 7/29/02
HETAL Uplift
02 -3803, 02 -3862,
04 -4676
6/10/02, 7/26/02, 2/8/04
HETAL F1
0793
3/17/94
Page 5 of 13
Simpson Strong -Tie
Product
Test Number
Date Tested
HETAL F2
D844
3/28/94
DETAL Uplift
0797
3/28/08
DETAL F1
0795, 0799
5/12/08, 3/27/08
DETAL F2
0796, 0798
6/05/08 3/28/08
LTA1 Uplift
02 -3616
2/13/02
LTA1 F1
02 -3616
2/13/02
LTA1 F2
02 -3616
2/13/02
MSTAM24 Uplift
02 -3795
5/17/02, 5/17/02
MSTAM36 Uplift
02 -3795
5/17/02, 5/17/02
MSTCM40 Uplift
02 -3796
5/31/02
MSTCM60 Uplift
N471
1/26/07
FGTR Uplift
04 -5004, 04 -5005
10/6/04, 10/6/04
FGTRE Uplift
04 -5010
10/29/04
FGTRHLJR Uplift
04 -4915
10/13/04
LGUM Down
M202,M 203, M204,
M222, M224
7/13/06, 7/13/06, 7/13/06, 7/14/06,
8/03/06
LGUM Uplift
M211, M212, M213
8/18/06,8/18/06, 8/21/06
HGUM Down
M207, M209,M216,
M217
9/11/06, 9/11/06, 10/20/06, 10/20/06
HGUM Uplift
M729, M731
8/3/06, 8/04/06
8. 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 2007 Florida Building Code, Building, and the Florida
Building Code, 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 Toads shall not exceed the allowable Toads 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 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 Building Code, Building 2007 Edition
Section 104.11 Alternate Materials and Methods
Chapter 1714.2 Load Test Procedure Specified
Chapter 21 Masonry
Chapter 22 Steel
Chapter 23 Wood
Page 6 of 13
Simpson Strong -Tie
Florida Building Code, Residential 2007 Edition
R101.2.1 Scope
R4407 HVHZ Masonry
R4408 HVHZ Steel
R4409 HVHZ Wood
11. ALLOWABLE LOADS:
The tables that follow reference the allowable loads for the aforementioned products.
TABLE 1 ALLOWABLE LOADS AND FASTENERS
FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS
Model
No: ...
Length:
•
Allo�ua
Truss/Rafter
MU
Ite,ri
Cpnorete:;
ble Upl
(1:6
Sattfherri
i.ne /Douglps
1 a €.cfi:
....................
Fir,;.
MTSM16
16
16
7 -10d
4-'/4x2'/4
4- '/4x1%
875
755
MTSM20
16
20
7 -10d
4-1/4x21/4
4 -'/4x 13/4
875
755
HTS M 16
14
16
8 -10d
4- '/4x2'/
4- '/4x13/4
1175
1010
HTS M20
14
20
10 -10d
4- '/4x2'/4
4- '/4x13/4
1175
1010
HM92
18
4- SDSY4X1 %2
5-'/4x2'/4
5- '/4x13/4
805
690
HGAM 103.6
14
4- SDS'/X1
4- '/x2'/4
4- '/4x2'/4
850
850
Notes:
1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building
Code. 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. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 Ibs (DFL /SYP) &
170 Ibs (SPF).
3. HGAM10 allowable F1 load shall be 1005 lbs (DFL /SYP) & 870 Ibs (SFP), and allowable F2 load shall be 1105 Ibs
(DFUSYP) & 950 Ibs (SPF).
4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/" must be used when framing
anchors are installed on each side of the joist or truss.
MoisRUta:lki�t
not shown
Figure 1
Typical MTSMM /HTSM Application
Page 7 of 13
Figure 2
Typical HM9 Installation
Figure 3
Typical HGAM10 - Installation
Simpson Strong -Tie
TABLE 2 ALLOWABLE LOADS AND FASTENERS
Uplid.: .....:::
Lateral :Loads
INQde! No
Ga
H
' 1 P(y $o Pine Truss
2 or 3 Ply
a t�rn•
e Tru55.:...
F t
E� ilelTo
Fh
�eryen 2a
;' ...
X0§, tertbrs.
Load ,
_Festenefs
Load
META12
8
7- 10dx1%2
1450
6 -16d
1450
340
725
META14
18
10
7- 10dx1%2
1450
6 -16d
1450
340
725
META16
12
7 -10dxl %2
1450
6 -16d
1450
340
725
META18
14
7- 10dx1%2
1450
6-16d
1450
340
725
META20
16
6- 10dx1%2
1270
5 -16d
1245
340
725
7- 10dx1%2
1450
6 -16d
1450
340
725
META22
18
7- 10dx1%
1450
6 -16d
1450
340
725
META24
20
7- 10dx1%2
1450
6 -16d
1450
340
725
META40
36
7- 10dx1'%
1450
6 -16d
1450
340
725
HETA12
16
8
7 -10dx1 %2
1520
7 -16d
1780
340
725
HETA16
12
9 -10dx1 %2
1810
8 -16d
1810
340
725
HETA20
16
8- 10dx1 %2
1735
7 -16d
1780
340
725
9- 10dx1+/2
1810
8 -16d
1810
340
725
HETA24
20
9- 10dxl'A
1810
8 -16d
1810
340
725
HETA40
36
9- 10dxl%
1810
8 -16d
1810
340
725
HHETA12
14
8
7 -10dx1 %2
1565
7 -16d
1820
3406
815
HHETA16
12
10- 10dx1%2
2235
9 -16d
2235
3406
815
HHETA20
16
9- 10dx1%2
2010
8 -16d
2080
3406
815
10- 10dx1%2
2235
9-16d
2235
3406
815
HHETA24
20
10- 10dx1'/2
2235
9 -16d
2235
3406
815
HHETA40
36
10- 10dx1'/2
2235
9 -16d
2235
3406
815
HETAL12
16
7
10- 10dx1'/2
1085
10-16d
1270
415
1100
HETAL16
11
14- 10dx1'/2
1810
13-16d
1810
415
1100
H ETAL20
15
14 -10dx 1'/.
1810
13-16d
1810
415
1100
LTA1
18
31/6
12 -10dx1 %2
1420
12 -10dx1 %2
1420
485
1425
Notes:
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed
by the Florida Building Code. 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. 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. Minimum fc is 2,000psi
5. 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. Lateral
loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6-
16d or 7- 10dx1'W fasteners are used with the META anchor.
6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a
minimum of 12 nails are installed.
lyliirel META
Installed with TSS
Figure 4
META/HETA/HHETA Typical Installation
Figure 5
LTA1 Typical Installation
Simpson Strong -Tie
TABLE 3
ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS
Model No;
a "
LI lift`! Loads
Lateral Lnads6
1 Ply. outherrt
>pine.TruSS:i ..:
Fasteners Load
3; PIS Soothe
pn 1ru s.
Fasteners
Load
(parallel;
tow ll }:.
t4 wall)::.:,
DETAL20
1
CMU
18 -10dx 1'/1
2480
20006
1370
Concrete
META
2
CMU
Concrete
18- 10dx1%
10 -10dx 1' /s
2480
2000
1505
1985
14 -16d
1900
1210
1160
10- 10dx1Y2
1985
14 -16d
2565
1210
1160
HETA
2
GMU
Concrete
10 -10dx 11/2
2035
12 -16d
2500
1225
1520
10 -10dx 1'/z
2035
12 -16d
2700
1225
1520
HHETA
2
CMU
Concrete
10- 10dx1%
2035
12 -16d
2500
1225
1520
10 -10dx 1' /z
2035
14 -16d
3350
1225
1520
Notes:
1. Loads nclude a 60% load duration increase on the fastener capacity in wood for wind loading where allowed
by the Florida Building Code. 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. Minimum f', is 2,500 psi.
3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width.
4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20,
install six nails in each strap and six nails in the truss seat.
5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors
spaced a minimum of 3" apart. For single ply applications use lateral loads in Table 2. DETAL lateral
load apply to single -ply application.
6. DETAL20 Lateral Loading in the Fi direction anchored in CMU greater than 1,790 Ib. may result in
deflection up to 5/32" in the F1 direction.
htter
(m ?RS
Page 9 of 13
Typical Installation
with tw.o.METs
Figure 6
DETAL and Double METAIHETAJHHETA Application
Simpson Strong -Tie
TABLE 4
MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
Model
Dirnenstons'
Fiches)
Sirnpson:Strong„ Tie
Them' Sorews ..... .
Concrete
DF!SP
its i.
6
MSTAM24
18
11/4
24
5-1/4x21/4
514x13/
8 -10d
1500
9 -10d
1500
MSTAM36
16
11/4
36
8 -1/ x2'1
8 -%x13/
10 -10d
1870
11 -10d
1870
MSTCM40
16
3
401/4
14-1/4x21/4
14- '/4x1'/4
22 -16d Sinker
4220
26 -16d Sinker
4220
MSTCM60
16
3
591A
14- 1/4x21/4
14- 1/4x11/4
26 -16d Sinker
4220
26 -16d Sinker
4220
Notes:
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the
Florida Building Code. 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. Minimum edge distance is 11/" for Titen Masonry Screws.
3. Minimum fm = 1500 psi and minimum fc = 2500 psi.
4. Products shall be installed such that the Titen screws are not exposed to moisture.
0.n R14413 laiSTCM40
Page 10 of 13
Typica MSTA1136
Installation
Figure 7
MSTAMIMSTCM Typical Dimensions and Installation
Typical MSTCM60
Installation
Simpson Strong -Tie
TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS
...... ............................... .
Nicsdeli'NQ.
Fas
1.9 :Block artd:
gsr>!+:ra° Wall
Qw
Uplift Lo
FGTR
1
2 -Titen HD 1/2x5"
1 8 -SDS 1 /4x3
50006
2
4 -Titen HD 1/2x5"
36 -SDS 1 /4x3
9400
FGTRHLJR
1
2 -Titen HD 1/2x5"
18 -SDS1 /4x3
3850
FGTRE
1
2 -Titen HD 1/2x5"
1 8 -SDS 1 /4x3
46856
FGTRE +FGTR
1 Each
4 -Titen HD 1/2x5"
36 -SDS1 /4x3
50006
Notes
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. 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. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are
designed to transfer the uplift loads to the foundation.
3. Minimum edge distance for the Titen HD is 4"
4. THD's should be spaced in every other hole on the part
5. Attached members must be designed to resist the applied loads
6. Products used for corner applications shall be limited to 4685 Ibs allowable
7. Loads are governed by the grouted wall capacity based on testing of the products attached to the
corner of a block wall at an average ultimate load of 14,800 Ibs. The connector has been tested
attached to a steel column to an allowable load of 11,400 Ibs which can be used for design provided
the wall is designed by the engineer of record to transfer the uplift forces.
•Two FGTFis:
tST6
FGTRI L TOPVIEW
Page 11 of 13
Figure 8
FGTR/FGTRE /FGTRHUFGRHR Typical Installation
Simpson Strong -Tie
TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
ar s **
:4000
lovable
Loads (Ibs.
Ga ..
B '
MUfp+crete
JOiSt
Uplift
i inlaad MFG
ei1
HD:
SDS S�rws
(11
P /LVL1PSLiLSL�`''
Cencreto
{100!115/125)
DOUBLE 2x SIZES
LGUM 26 -2 12 3 V1s 5
4
4 -% "x 4"
4 - '/4 "x 21/2"
1430
5595
LGUM 28 -2 12 3 ' /16 7
4
6 -% "x 4"
6 - %"x21/2"
2435
8250
LGUM 210 -2 12 3 ' /16 9
4
8 -%"x 4"
8 - %"x21/2"
3575
9575
TRIPLE 2x SIZES
LGUM 26 -3 12 5 %
LGUM 28 -3
LGUM 210 -3 12 5'%
12
5%
5%
7 %
9 1/n
4
4
4
4 - %" x 4"
6 -% "x 4"
8 - %" x 4"
4 -'/4 "x21/2'
6 -'/4 "x21/2'
8 - 1 /1 "x 2' /z'
1430
2435
3575
5610
8290
9715
QUADRUPLE 23( SIZES
LGUM 26 -4 12 6 x' /16 5' /16
4
LGUM 28 -4 12 6 11/16 7 /16
4
4 -%"x 4"
6 -% "x 4"
4 - 1 /1 "x 21/2'
1430
5625
6 -1/4 "x21/2'
2435
8335
LGUM 210 -4 12 6 11/16 9 '/16
4
8 - % "x 4"
8 - 1 /4"x 2W/2"
3575
9860
4X SIZES
LGUM46 12 35 4%
4
LGUM 48
12
35
6%
4
4 -%"x 4"
6 -% "x 4"
4 -1/1"x21/2"
6 -'/4"x 2'/2"
1430
5600
2435
8260
LGUM410 12 35 8Y 4 8 -% "x 4" 8- ' /4 "x2' /2" 3575 9620
ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES (HEAVY DUTY)
HGUM5.25 7 51/4
HGUM5.50
HGUM7.00
HGUM7.25
HGUM9.00 7 9
7
5 '/
7
7
7
7 1/4
11
to
30
5 1/4
8 - % "x 5"
24 - % "x 21/2"
10085
14965
16015
5 1/4
8 - 5 /d' x 5"
24- % "x2' /2"
10125
14940
16015
5 '/4
8 x 5"
24 -' /4 "x 21/2"
10375
14770
16015
5 %
8 -s "x 5"
24 - '/4'x2'/2'
10415
14740
16015
5 1/4
8 -%"x 5"
24 -' /4'x2' /z'
10705
14545
16015
Notes:
1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. 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. Minimum fn, = 1500 psi and f,: = 2500 psi.
MOS
Page 12 of l3
kw:4 U11:§1::, 4Maim,
Figure 9
LGUM /HGUM Typical Installation
4
Tim W fla:M Imst#14glt.
Simpson Strong -Tie
12. IDENTIFICATION
Each connector covered by this report shall be stamped with the manufacturer's name
and /or trademark and the product name.
Page 13 of 13
Simpson Strong -Tie