RC-15-478�- IU -2L
Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-234189
Scheduled Inspection Date: May 11, 2015
Inspector: Rodriguez, Jorge
Owner: SLAY, AMY
Job Address: 70 NW 102 Street
Miami Shores, FL 33150 -
Project: <NONE>
Contractor: LEE GOLDSTEIN CONSTRUCTION INC
duuomg ueparltment comments
REPLACE BEAMS
0
Permit Number: RC -3-15-478
Permit Type: Residential Construction
Inspection Type: Final Building
Work Classification: Alteration
Phone Number
Parcel Number 1131010180160
INSPECTOR COMMENTS False
Phone: (305)251-1500
Inspector Comments
Passed CREATED AS REINSPECTION FOR INSP-234093. Need access to all
repaired sections of roof
Failed
Correction ❑
Needed
Re -Inspection ❑
Fee
No Additional Inspections can be scheduled until
re -inspection fee is paid.
May 08, 2015 For Inspections please call: (305)762-4949 Page 28 of 42
Project Address Parcel Number Applicant
70 NW 102 Street 1131010180160 VIRGINIA WILDS DAY
Miami Shores, FL 33150- Block: Lot:
Owner Information Address Phone Cell
FBLA INVESTMENTS LLC 9325 NE 5 Avenue
MIAMI SHORES FL 33138-
9325 NE 5 Avenue
MIAMI SHORES FL 33138 -
Contractors) Phone Cell Phone
LEE GOLDSTEIN CONSTRUCTION IN( (305)251-1500 (786)226-7126
In Review
Approved:: In Review
Denied:
of Construction: REPLACE BEAMS
it Setback:
Setback:
Plans Submitted:
Certificate Date:
Fees Due
Miami Shores Village
CCF
10050 N.E. 2nd Avenue NW
DBPR Fee
Miami Shores, FL 33138-0000
DCA Fee
Phone: (305)795-2204
Project Address Parcel Number Applicant
70 NW 102 Street 1131010180160 VIRGINIA WILDS DAY
Miami Shores, FL 33150- Block: Lot:
Owner Information Address Phone Cell
FBLA INVESTMENTS LLC 9325 NE 5 Avenue
MIAMI SHORES FL 33138-
9325 NE 5 Avenue
MIAMI SHORES FL 33138 -
Contractors) Phone Cell Phone
LEE GOLDSTEIN CONSTRUCTION IN( (305)251-1500 (786)226-7126
In Review
Approved:: In Review
Denied:
of Construction: REPLACE BEAMS
it Setback:
Setback:
Plans Submitted:
Certificate Date:
Fees Due
Amount
CCF
$1.20
DBPR Fee
$2.00
DCA Fee
$2.00
Education Surcharge
$0.40
Permit Fee
$100.00
Plan Review Fee (Engineer)
$40.00
Plan Review Fee (Engineer)
$80.00
Plan Review Fee (Engineer)
$80.00
Scanning Fee
$9.00
Technology Fee
$1.60
Total:
$316.20
Occupancy:
Exterior:
Rear Setback:
Right Setback:
Bathrooms:
Certificate Status:
Additional Info:
Classification: Residential
Valuation: $ 1,600.00
Total Sq Feet: 0
Pay Date Pay Type Amt Paid Amt Due
Invoice # RC -3-15-54675
04/09/2015 Credit Card $ 266.20 $ 50.00
03/05/2015 Credit Card $ 50.00 $ 0.00
Ovailahla Insnactinns!
Inspection Type:
Final PE Certification
Window Door Attachment
Framing
Insulation
Drywall Screw
Fill Cells Columns
Window and Door Buck
Review Planning
Review Building
Review Building
Review Building
Review Plumbing
Review Mechanical
Review Electrical
Review Structural
Review Structural
Review Structural
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In
accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are
required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work.
OWNERS AFFIDAVIT certify that all t regoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zo ' q. uthermore authorize the above-named contractor to do the work stated.
April 09, 2015
Auf(orize0Ign ire: Owner / Applicant / Contractor / Agent nate
Building Department Copy
April 09, 2015 1
BUILDING
PERMIT APPLICATION
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
OBUILDING ❑ ELECTRIC ❑ ROOFING
LIAR 2015
F BC 20( o
Master Permit No. Rt_rr0(
" '1 —
Sub Permit No. 1`1.0 15'" `4748
❑ REVISION ❑ EXTENSION ❑ RENEWAL
F-1 PLUMBING ❑ MECHANICAL F-] PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 70 NW 102nd ST
Com: Miami Shores County Miami Dade zip: .3 3(Zd
Folio/Parcel#: 11 -3101 -018-0160 Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): Virginia Day Phone#:305-759-2584
Address:70 NW 102nd ST
City. Miami Shores
Tenant/Lessee Name:
Email:
State: FL
33150
CONTRACTOR: Company Name: Lee Goldstein Const. Inc Phone#: 305-251-1500
Address: 12325 SW 132nd CT
City. Miami State: FL Zip: 33186
Qualifier Name: Lee Goldstein Phone#: 305-251-1500
State Certification or Registration #: CBC 052111 Certificate of Competency #:
DESIGNER: Architect/Engineer: Doug Timmons- Cornerstone Engineering _Phone#: 786-236-4712
Address: 12924 SW 114th CT City: Miami State: FL Zip: 33176
Value of Work for this Permit: $1600.00
Type of Work: ❑ Addition ❑ Alteration
Description of Work: Replace beams
Square/Linear Footage of Work:
El New Q Repair/Replace
Specify color of color thru tile:
Submittal Fee $ • Permit Fee $ -j CCF $
Scanning Fee $
Technology Fee
Structural Reviews $
(Revised02/24/2014)
Radon Fee $
Training/Education Fee $
DBPR $
❑ Demolition
CO/CC $
Notary
Double Fee $
Bond $
TOTAL FEE NOW DUE $
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
Zip
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 ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, 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.
Signature ` ° Signature
OWNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this �1V
day of toy- CJ1 20 15 by
j r tCj i�{,� 11, who is ersona y kno to
me or who has produced as
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
rr
Print• g�}
Seal: » • MYCOMMISSWEE14107
* * EXPIRES: Decembe 11, 2015
�''°�oFF+.�`�� Bided Thu Buda tiofery Bankes
The foregoing instrument was acknowledged before me this
day of it q t'CP\ 201 by
w o is personally known to
me or who has produced as
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
-4AZ
Print•Su�,/.�fz�
Seal: MY COMMISSION It EE 148217
EXPIRES: December 11, 2015
'1;z� OF n do Bonded Thu Budget No" Senkss
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
02f12/2015 08:29 3052381809 111 111111111 PAGE 02
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of s+gematenWB�uktory lewieiq ra6ui+ r*m which apply to the bu&fria� ... '
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RIC!( SCOTT, GOVERNOR KEN I.AWSON, SECRETARY
STATE OF FLORIDA
OEPARTIVI04T OF BUSINESS AND PROFESSIONAL RE'GUTATIO•N
CONSTRUCTIM 1AH1l I.QTDV I wc;juoim^- iorrnw,on
CBCi15�f47
rhe BUILDING CONTRACTOR
...,r,,..,,,,, .., 4-41�;n t rr-1=V
Under the provlSIons of Chapter 489 FS.
EXpirWiOrr date: AUG 31, 2016
F• Ifli'7 ,
i`!tb
0301-I�STE'I'N.o,LCE•'E'VAhI.rat;RiA�F�.:j:p�a,
LEE GOL4SEIN[TCON N
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Issued; 07103/2014
DISPLAY AS
REQUIRED BYLAW
S150
1-1407030000811
02/12/2015 08:29
s
3052381809
111 111111111
CERTIFICATE OF LIABILI'T'Y INSURANCE
PAGE 04
BATE jNiWD0NYYY)
07/30/2014
THIS CERTIFICATE 0 ISSUED Aa A MATTER OF INFORMATION ONLY AND CONFER" NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIPICATE DOES NOT AFFIP MA7YVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED DY THE PGUCI*a
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSUMB(s), AU77401412E6
REPRESENTATIVE OR PRODUCIER, AND TNS CERTIFICATE HOLDER,
IMP011TANT,- H tae ear"idito holder Is an PPrW L INSURRD, We 061kV(fes) Nrast Oe e'MOrsoa-If SU TION M sobjeat to
the terms and condhlons of the poncy, canaln pellcies may ro4ytr0 an endaYfOreent- A statement on tMs ceniftate deed oat GO~ r%Wto 10 lbw
vorIMIRato holder M Rom Of sucA Wrdorname a .
PAObUCEA
CONTACTGa LeROSa
UNIVERSAL ALLIANCE CORP
6780 S.W. 88th Street
Pineomst, FL 33166
(305) 666-2572 (305) 665-0411
uiansure bellsouth.net
Exp -
INSURER(5) AFFORDING COVERAGE NAIL A
INSURED
Lee Goldstein Construction, Inc.
12325 SW 132nd Court
Miami, FL 33186
INSURER A; Scottsdale Insurance Company 41297
INSURER R, Bridgefteld Employers insurance Co. 10701
INSURER C:
INSURER 0:
INSURER
INSURER F:
fTfltlaralaraeae w�d�.�,•w �.�� ......w.._
THIS 18 TO CERTIFT THAT THE POLICIn or INSURANCE LIMED DELOW HAVE DEIN ISSUED TO THE INSURED NAPIER
AEIOt1E FOR THE POLICY PERIOD
INDICATED. NOTEPITNSTANDINGi ANY REQUIREMENT, TERN OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT VOTH R12,BPE;CT TO vMICM THIS
CERTIFICATE MAY RLI IEEUOD OR MAY PERTAIN, THE INSIERANCE AFFORDED BY THE POLICIES DESGRIEED HEREIN IS SUBJECT TO ALL THE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE SEEN REDUCED DY RAID CLMtaS
TYPE OF INSURANCE
POLICY NUMBER
YPOLICY
Exp -
UMIT5
A
GENERAL LIABILITY
EACHOCCURRENCE s 1,000,000,00
X COMMER0ALGENERALLW8IUTY
S 900,000.00
CLAIMS -MADE X oecuR
MOD EXP (Anyone pemonj s 51000-00
CPS2012772
07rzeMS
PER5CWAL4,AO4INJIJRY $ 1,000,000.00
GENERALAGGREGATE $ 2,000.000.00
CEN'L AGGREGATE LIMITAPDLIE9 PER;
PROOUCT5. COMP/OP AGG S 2,0,000.00
00
X �� Lac
S
AUTOMOBILE UABIUTY
ANY AUTO
COM ED SINGLE L,MR
Na acct 4 S
ALL OWNED AUTOS
BODILY INJURY (Per Persml S
SCHEDULED AUTOS
BODILY INJURY (Per kdder,t) 9
MIRED AUTOS
PROPERTY DAMAGE
(Pergttidenti S
NON-0NMFD AUTOS
S
UMBRELLALIAB OCCUR
5EACH
OCCURRENCE S
EXCESSIlAB CLAIMS -MADE
AGGREGATE S
DCcDUCT181E
R1E(TEQgN�pTIggONpp�lS�p����A77gqpp(J�I
S
yy�1tOp
B ANDREMPEOYERS'LfAR1LITT/
S
YVC a
YIN
ANY PROPIMORIPARINER/E)MUlftjS
CCR;E i BEER E]([(,UDED? FN -j
X T u
$30-26491 Q9/Q12014 Q71pT209,S EL'EACM ACCIDENT 1Q0 000.00
dyKdw�IwQr 4 J
DESCRIPTION
ELDi5WE-EACIVIKOYEe S lOO,000.00
OF OPERATIONS below
E.L. DISEASE-POUCTLMT S 500,000.00
OESCRIPTIQIu OC OPERATIONS / IOCATIQNS /vEt+IClES IAetsnM ACCORD
101. Additional Aamarks 5ct1@dulo, if mmt spgE4lq requlrtd)
Lea Gel Inswedis ain agerwoI cc�radw )2 he ceMcots hol8er is included
m on AdMonel InsvW as re/p8Cttl CWO*reial Genre( l &NUty only where mt(uinrd by written contrat,
CANCELLATION
Miami Shores Village Bldg Dept SHOULD ANY OF THE AIME DESCRIaED POLICIED RE CANCELLED
10050 NE 2nd Avenue EEPORE THE EXPIRATION DATE ECIFr NOTICE VMnLL HE DELIVERED
IN AI�GORDANCE tRNTN THE POLI FROVISIONS.
Miami Shores, FL 33138
AUTHORIZED REPnearATA
AGORD ZS (ZO10105) page 1 taF 2 ®1968-2070 AGOR CORP TION. A11 rl
The ACORD name and logo Blre M915tWUd marks Of A RD. SMS resafvea
02/12/2015 08:29 3052381809 111 111111111 PAGE 03
CERTIFICATE 01
Producer: Plymouth insurance Agency
2739 U.S. Highway 19 N.
Holiday, FL 34691
(727)'938-5562
Insured: South East Personnel Leasing, Inc. &
2739 U.S. Highway 19 N.
Holiday, FL 34691
.• w ..ww rw ..emea aoovs rob
mth r®spW to wI+iph this cer6flmte may bQ �ss�t or meg pprtgm. !fie Ir�uPance atrarne� by
limits shown may neve bean reduced by paid claims,
INSR ADDL
LTR INSRO Type of Insurance Policy Number
Commercial General Liability
Claims Made Q Occur
eras aggregate iimn applies per:
Policy ❑ From 0 LOC
LIABILITY
Any Auto
All Owned Autos
Scheduled Autos
►tired Autos
Non -Owned Aulos
TY INSURANCE 2/9/2015
This Certlflent:e Is Issued as a matter of Inromwjon only and confers no
rights upon the CeMNACAW Holder. This Certif COW does not amend, extend
or altar the coverage afrmded oy the po►licies below
Insurers APferdiny Coverage NAIC #
Insurer B:
Insurer C:
Insurer DD;
Insurer E:
described herein is sub)Eof to ell die hams, exclustetis, End 00rditoas of such p0110(3s Aggredale
Date Limits
Each Or:aurence
Damage to bended premses (EA
oaufferm)
Med exp
Pereemal Adv Injury
GeneralAggrggEle
Prad-%- C-V/Op Agg
Combined Sing* Umt
(GA Aeddeni)
(Per Pe+6on)
Bodily Irry'ury
(PerAcument)
Property Darnap
(Per Acciaem
EXCESSIUM13RELLA LIABILITY
7
came 1:1 Claims Mede
Each Orxurnim
Dedwibim
Aggregate
A Warkem Compeny"an and WC 71949 1
Employers' I.Iabillry
01/01/2015
09/01/201!3 x we Stam- OTH-
Any DroPnaranPartnar/executive I�flcer/memner
fo Limits ER
exduded? No
E.L. EacRA+rcident S1,000.00o
If Yes. dedtctibe under special provisions below.
E.L. Disease - Ea Employee 91,W0.000
E.L Disease - Policy Limits 51.0m.0bn
Mar
Lion Insurance COrnparry is A.M. Best Company rated A- Excellent . AMB it
IDascriptions of pparadoyalLoeationwVohlclos/Exclusions added by Endorasment/SpeCfa) Provisions:
Coverage only applies to Wive employees) of South East Personnel Leasing, Inc. & gut�ldlarles that are teased to the roilowing 'Client Company":
ID: 92-69-124
Lee Goldstt mn constn a n, Inc.
Coverage only applies to injuries incurred by South East personnel Leasing, Int & Subsidiaries active employees:, while working in: FL.
Coverage does not appy. til statutory employee(S) Or independent contraMor(s) of the orient Company or any other entlty,
A list of the active employee(s) leased to the Client Company can be obtained by faxing 8 re0uest to (727) 937-ZA38 or by calling (727) 938-5562.
Pro]ea Name:
LEE EVAN GOLDSTEIN LICENSE #CBC052111 AS QUALIFIER / FAX: 305.75!3-8972 / ISSUE 02 -MI6 (TLD)
BUILDING DEPARTMENT lr&.m will arideavor to mei 3ti- w w Ic�`d before � �I�ic" we therein, the issuing
do m Shan im i9 days vmtten notice ro tI+C cenlOcete holder no to the It -ft. but failure to
10050 NE 2ND AVE pose no cal anon or JIMMY or any Who upon the irdmr. its aperde or revresentetiwes
MIAMI SHORES, FL 33138 d
Miami Shores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
09
3 - *-l's
Permit No: EC «P'
Structural Critique Sheet
L. -.L k=2L( FA C Zea ►
.—a— . of 1
WMM
Ir -111.-1.11
STOPPED REVIEW
Plan review is not complete, when all items above are corrected, we will do a complete plan review.
If any sheets are voided, remove them from the plans and replace with new revised sheets and Include one
set of voided sheets In the re -submittal drawings.
Mehdi Assaf
M
a CORNERSTONE ENGINEERING PARTNERSHIP
CONSULTING STRUCTURAL ENGINEERS
12924 S. W. 114 Court
Miami, Florida 33176
(786) 2364712 Phone
(305) 255-1729 Fax
CA#00005743
Miami Shores Village
Building Department
10050 N.E. 2°d Ave.
Miami Shores, FL 33138
Douglas B. Timmons, P.E.
March 16, 2015 '
••••••
Re: Virginia Day
70 NW 102 Street ."".
Miami Shores, FL 33150
Permit #RC15-478 000000
••••••
Sir: I am writing this letter in response to the review comments received to date •
• • •
•• •
1. I have included calculations for the 3x8 ridge beam as requested.
2. I added the callout for connection 1 on details 1 and 3 on S-1.
3. I have included the product approval for the Titen concrete screws as requested.
Sincerely,
Cornerstone Engineering Partnership, Inc.
I
Douglas B. Timmons, P.E.
••••
•
0000
•
00 •0
•
.00•.0
00 •
0 •
0• .
0 •
00000•
0
• •••
••
0000••
•
Title Block Line 1 Project Tittle:
You Can change this area Engineer: Protect ID:
using the'Settings' menu item Project Descr
'And then using the 'Printing &
Title Block' selection.
i me f3Hm une a Primed: 15 MAR 2015, 2:54PM
Wood Beam M-c:wee 10ffer� WME-11ENERCA-1Wge06
ENERCALC, INC.1983.2015, Bufld:6.15.1.f9; Ver6.f5.1.19
Description: check 3x8 ridge beam
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10
Load Combination Set: ASCE7-10
Material Properties
0.831:1
Analysis Method: Allowable Stress Design
Fb - Tension
1,000.0 psi
E: Modulus of Elasticity
Load Combination ASCE7-10
Fb - Compr
1,000.0 psi
Ebend-xx 1,300.0ksi
Fc - Pdl
1,000.0 psi
Eminbend - xx 1,300.0 ksi
Woad Species
Fc - Perp
1,000.0 psi
1,038.78 psi
Wood Grade
Fv
65.0 psi
... •
Ft
65.0 psi
®ensit)b ' • • • .34.0 pad .....
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
4.. • •
D0.19425 Lr0.111
=
• • 0
000000 00 0• 00.0.0
81.25 psi
Load Combination
000000 • • •
Spee = 7.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load: D = 0.0350, Lr = 0.020 ksf, Tributary Width = 5.550 ft, (roof)
DES/GN SUMMARY _
••••0•
t.. • •000.0
000.0 • 00000
*06666
00 0 • •
• • •
•• •• •• • 00000
0
•
DOUGLAS S. Tf�i►MU .
FL P,E.# 392 9'• .....
MAR 17 2015 •.0 •
Service loads entered. Load Factors will be applied for calculations.
Design OK
Maximum Bending Stress Ratio =
0.831:1
Maximum Shear Stress Ratio
=
0.918 :1
Section used for this span
3x8
Section used for this span
3x8
th : Actual =
1,038.78 psi
iv : Actual
=
74.60 psi
FB: Allowable =
1,250.00 psi
Fv : Allowable
=
81.25 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
3.500ft
Location of maximum on span
=
6.412 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs000BIiiWan
# 1
B
Maximum Deflection
®o®®®
,
• • /J�®°�®
Max Downward Transient Deflection
0.058 in
Ratio =
1437
S�c'•..C72o��
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
`�®®
9
'
Max Downward Total Deflection
0.105 in
Ratio =
803
ON
92
�N
Max Upward Total Deflection
0.000 in
Ratio
=
0 <180
ca
'
S
:��
TE OF -• tu:
Maximum Forces S Stresses for Load Combinations
% •'•.
Load Combination Max Stress Ratim
MomentV
•.•
O R •.•°
uss
Segment Length Span # M V
C d
C FV C I
Cr
Cm
C t CL M
fb ®r�,. �' / N A�%_
. a®� FV
+D+H
1.000 1.00
1.00
1.00
1.00 1.00
��d00 r 1111 ft
' 0.00 0.00
Length = 7.0 ft 1 0.740 0.818
0.90
1.000 1.00
1.00
1.00
1.00 1.00 1.22
666.27
900.00
0.58
47.85 58.50
+D+L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 7.0 tt 1 0.666 0.736
1.00
1.000 1.00
1.00
1.00
1.00 1.00 122
66627
1000.00
0.58
47.85 65.00
+D+Lr+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 7.0 ft 1 0.831 0.918
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.90
1,038.78
1250.00
0.90
74.60 81.25
+D+S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 7.0 ft 1 0.579 0.640
1.15
1.000 1.00
1.00
1.00
1.00 1.00 1.22
666.27
1150.00
0.58
47.85 74.75
+D+0.750Lr+0.750L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 7.0 ft 1 0.757 0.836
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.73
945.65
1250.00
0.82
67.92 81.25
+D+0.750L+0.750S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Titre Block Line 1
Project Title:
You dan change this area
Engineer Prosect ID:
using the 'Settings' menu item
Prof Descr,
9rd then using the "Printing &
Momerd Values
Title Block' selection.
Segment Length Span #
Title Block Line 6
PfinW:16 MAR 2015, Z54PM
Wood Beam I
File -CA SMIOwneMMUME-11ENERCA IW4.eo6
Cr
ENERCALC. INC. 198&2015. Bulld:6.15.1.19. Ver.6.15.1.19
Description : check 3x8 ridge beam
Lad Combination Max Shess Raft
Momerd Values
shear Values
Segment Length Span #
M
V
C d C IN
C I
Cr
CM
C t
CL
M
fb Fb
V fir
Fv
Length = 7.0 ft 1
0.579
0.640
1.15 1.000
1.00
1.00
1.00
1.00
1.00
1.22
66627 1150.00
0.58 47.85
74.75
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00 0.00
0.00
Length = 7.0 ft 1
0.416
0.460
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.22
666.27 1600.00
0.58 47.85
104.00
+D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00 0.00
0.00
Length = 7.0 ft 1
0.416
0.460
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.22
666.27 1600.00
0.58 47.85
104.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00 0.00
0.00
Length = 7.0 ft 1
0.591
0.653
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.73
945.65 1600.00
0.82 67.92
104.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
OK .. 0.00
0.00
Length = 7.0 ft 1
0.416
0.460
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.22
666.27. 160 A
ba ..47.85
.1 Q4i00•
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
•..40.Oj1
0..0 0.00
•
0.00•
Length = 7.0 ft 1
0.416
0.460
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.22
666.27 IPP.00
0.58. 45.85
104.Q1?.
+0.60D+0.60W+0.601-1
1.000
1.00
1.00
1.00
1.00
1.00
• :101
0..v • Ti.00
•Odiff
Length = 7.0 ft 1
0.250
0.276
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.73
399.76 • •1W.db
0.35. 28.71
; nqO. ;
+0.60D+0.70E+O.60H
1.000
1.00
1.00
1.00
1.00
1.00
. • 0 •tttP
9A
• 0.00 •
Length = 7.0 ft 1
0250
0.276
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.73
399.76 01SO.00
•;.0.00
4035 28.71
*104.0
Overall Maximum Deflections
0000••
90.00
Lad Combination
Span
Max.' " Dell
Location In Span
Lad Combination
*00000
Va.'+• Dell • • Arlon in
SW • •
• • • •
D Only
1
0.1045
3.526
• • • 0.0000 0.000
Vertical Reactions
Support notation : Far left Is #1
• • . •
• Values In KIPS:
0000••
Lad Combination
Support 1
Support 2
• • •
. 000
.0.000
. .
Overall MAXimum
1.083
1.083•
• •
Overall MINimum
0.389
0.389
+D+H
0.695
0.695
+D+L+H
0.695
0.695
+D+Lr+H
1.083
1.083
+D+S+H
0.695
0.695
+D+0.750Lr+0.750L+H
0.986
0.986
+D+0.750L+0.750S+H
0.695
0.695
+D+0.60W+H
0.695
0.695
+D+0.70E+H
0.695
0.695
+D+0.750Lr+0.750L+0.450W+H
0.986
0.986
+D+0.750L+0.7505+0.450W+H
0.695
0.695
+D+0.750L+0.7505+0.5250E+H
0.695
0.695
+0.60D+0.60W+0.60H
0.417
0.417
+0.60D+0.70E+0.60H
0.417
0.417
D Only
0.695
0.695
Lr Only
0.389
0.389
L Only
S Only
W Only
E Only
H Only
+D+H
0.695
0.695
+D+L+H
0.695
0.695
+D+Lr+H
1.083
1.083
+D+S+H
0.695
0.695
+D+0.750Lr+0.750L+H
0.986
0.986
+D+0.750L+0.750S+H
+D+0.60W+H
0.695
0.695
0.695
0.695
>C
•'•.
+D+0.70E+H
0.695
0.695
` GAN S E
cP
+D.►0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
0.986
0.695
0.986
0.695v
2
®®uGAS g
TiMMON
-. 0 �° No 39
W _
39259�
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a
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1
? 2015
�•. P
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SS03897
Used for Florida State Wide Product Approval #
FL2355
Products on this Report which are approved:
Product FL#
TTN 2355.1
0000
..96.9
..
.
0000..
0000
0 0000
.
000060
0000
.09.9.
• .
.000.0
0000
.
..9.
90000.
0000..
..
.
.. 90
00 0
0060.0
69..9.
•
• 6
.0069.
.
9...0.
0 9
0009..
E
Jaz Apex Technology, Inc.
4745 Sutton Park Court, Suite 402
Jackson ft FL 32224
All products listed in this report are currently approved for state
use under the provisions of Florida Product Approval Rule 9B-72
and/or 61G15-36. Reference product approval number FI -2355.
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 constractiop . •
specifically identified in this report conforms with or is a suitable alternate to thatppecified in tbg...
Florida Building Code, SUBJECT TO THE LIMTATIONS IN THIS RLWAI: 0
900.66 .. ..
Jeffrey P. Arneson, P.E., a licensed Florida professional engineer and employee df•JWApex •
Technology, Inc. (Apex Technology) has reviewed the data submitted for compliagde %V the ; • • •
Florida Building Code. Neither Jeffrey P. Arneson, nor Apex Technology, are respditble for any
errors or omissions to any documents, calculations, drawings, specifications, testif tt%nnmarLw 6 •
prepared and submitted by the design professional or preparer of record who are Htetrin the • • •
Substantiating Data section of this report :":': •
0
69669.
Jeffrey P. Amason, the Florida engineer who prepared this report, and Apex TechfiolQdy have'ho
financial interest in the manufacturing, sales, or distribution of the products included 1n As repoft. ;',
Jeffrey P. Amason and Apex Technology comply with all criteria as stated in Florida AdministraHe
Code Chapter 913-72.110.
REPORT NO: SS03897
CATEGORY: Structural Components — Other
SUBMITTED BY:
Simpson Strong -Tie Company, Inc.
5956 W. Las Positas Blvd
Pleasanton, CA 94588
1. PRODUCT NAME
Mechanical Anchors:
TITEN Concrete & Masonry Screws (TTN):
2. SCOPE OF EVALUATION
Load Evaluation as a Structural Component using the requirements of the Florida Building
and Residential Codes
3. DESCRIPTION
TITEN Concrete & Masonry Screws (TTN):
TITEN screws are for installation into concrete and masonry substrates. TTN concrete &
masonry screws are available in 3/16 -inch and '/ -inch diameter with a minimum overall
length of 1 '/4 -inch. The screws are available with an HWH-slotted hex washer head or a flat
Phillips head. The screws are available in a carbon steel or stainless steel version. The
carbon steel version is manufactured from AISI C 1022 steel with a zinc coating. The
stainless steel version is manufactured from heat treated AISI 410 stainless steel with
protective coating.
Page 1 of 4 Simpson Strong -Tie
9999..
9999..
9999..
9999.
9999
9999..
696996
. .
0000..
4. MATERIALS
4.1 Fastener Material:
TITEN Concrete & Masonry Screws (TTN): Steel specifications for the TTN listed
in this evaluation report shall be as indicated in the previous section.
4.2 Substrate Material: Masonry. 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
Masonry, fm
ASTM E447
1500 psi
Masonry Unit
ASTM C90
1900 psi •
Mortar
ASTM C270 Type S
1800 psi (or by propogc- s) •
Grout
ASTM C476
2000 psi (or by propo d;r
0000
0000 0 •
S. INSTALLATION• • • • • •
0000
Installation shall be in accordance with this report and the most recent editip11 rthe •„•, •
Simpson Strong -Tie Anchor Systems catalog. Should information in this wpAft gonflict wi$l
catalog information, the information provided in this report supercedes thElcafal4g.
TITEN Concrete & Masonry Screws (TTN):
- ®ao
00
010
16
+� 49. •• 4 ,! ca D
000000
.. . 0 00•
a.
Caution: Oversized holes in the base material will reduce or eliminate reduce the anchor's load
capacity.
■ Drill a hole in the base material using the appropriate diameter carbide drill bit as
specified in the table. Drill the hole to the specified embedment depth plus'/2-inch to
allow the thread tapping dust to settle and blow it dean using compressed air.
Overhead installations need not be blown clean. Altematively, drill the hole deep
enough to accommodate embedment depth and dust from drilling and tapping.
Position fixture, insert screw and tighten using drill and installation tool fitted with a hex
socket or Phillips bit.
6. SUBSTANTIATING DATA
Supporting test data has been submitted from:
• Wiss, Janney, Elstner Associates, Inc.
I e, 2004.
• Stork Materials Technology
2008
Report WJE No. 2001.4316 dated March
Report No. 3295545.1 R1 dated June 24"',
Page 2 of 4 Simpson Strong -Tic
0000..
0000..
0000..
0000.
0000.
0000..
0000.0
0
.000%
7. FINDINGS
The anchors listed in this evaluation report comply with the 2004/2007 Florida Building and
Residential Codes when installed in accordance with this report. Maximum allowable loads
shall not exceed the allowable loads listed in this report.
8. LIMITATIONS
1. Maximum allowable 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. Allowable loads for more than one direction for a single anchor shall be checked using
the following interaction equation.
(Ps/Pi) + (VsNt) < 1.0 • • • •
Ps = Appiied service tension load, pounds .'. •'•fs
Pt = Allowable service tension load, pounds �.
Vs = Applied service shear load, pounds
Vt = Allowable service shear load, pounds
9. ALLOWABLE LOADS •
• • • • •
TITEN Concrete $ Masonry Screw (TTN)
TABLE 1: Allowable Design Load Capacities for 3/16 -inch and '/ -inch diameferLarbov
Steel TTN into Hollow or Grout -filled CMU (pounds) • • :""'
!! • • •••
3/16" diameter 1-1/4" embedment •• •
Tension Shear
160 220
1/4" diameter x 1-1/4"
embedment
Tension
Shear
165
300
TABLE 2: Allowable Design Load Capacities for 3/16 -inch and'/ -inch diameter Stainless
Steel TTN into Hollow or Grout -filled CMU (pounds)
3/16" diameter x 1" embedment
Tension Shear
78 78
1/4" diameter x 1-1/4" embedment
Tension
Shear
137
124
Page 3 of 4 Simpson Strong -Tie
•
•••••
0000•
000!!0
••••••
000!0•
10. CODE REFERENCES
Florida Building Code 2004/2007 Edition
Section 104.11 Altemate Materials and Methods
Chapter 1714.2 Load Test Procedure Specified
Chapter 1912 Anchorage to Concrete — Allowable Stress Design
Chapter 21 Masonry
Florida Residential Code 2004/2007 Edition
R101.2.1 Scope
R4407 HVHZ Masonry
11. IDENTIFICATION
w
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page 4 of 4
Ind.
YE..
Simpson Strong -Tie
Each product covered by this report shall be marked using the manufacturer's Wgntific�ation Mello s.
• •
0
.. . . .
00
000.0. 00 ••
•
•.Y••-.
0000•• .
• �
0000 •
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0000 •
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• •
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• • • •
go
0000••
•
0000.•
0000.•
• • .
0000••
• •
09
0
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page 4 of 4
Ind.
YE..
Simpson Strong -Tie
COr,tERSTGNE ENGINEERING PARTNERSHIP
ftu° Mmeers
1248W.11acmm
rr Warm. FWda 33176
L Phone (7786) 2364712
1729
CAMOM43
0 -VF Pk =' P.E.
• Client: Lee Goldstein
Sheet: 1 of 1
• Project: Virginia Day
Date:2-28-15
• Roof Repairs
Engr: DT
lag bolt good for 437 lbs per inch ok
•
Roof Loads
Dead Load 25 psf Use for Flat or Sloped Roof HECEIVE
Live Load 30 psf I MARAS 2015
Uplift zone 1 35 psf
Uplift zone 2 55 psf
Check loads at New 24 joists spaced at 16" o c
dl + II 55,5 51_33 = 201.163 lbs
2
Uplift 35v5.5 --L33- = 128.013 lbs
2
Check loads at new 3x8 at front porch
OP7
Simpson HU26 good for 585 Lbs
Simpson VGT good for 860 lbs
dl + II
3.332.55 = 366.3
lbs
Simpson VGT good for 860 lbs
Uplift
3.332.55 = 366.3
lbs
lag bolt good for 437 lbs per inch ok
Check loads at storage shed 3x8 at 24" o c
area 9.52 = 19 sq ft Simpson VGT good for 860 lbs
dl + II 1955 = 1045 lbs
Uplift 1935 + 7.20 = 805 lbs
e,®®r,eeaoiaarao® �
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0
J•.•;�CElys�.2!®
• No 39259 : N
��;• STATE OF
Afill
' 9�Neeee
DOUGLAS B. "1 iMMONS
FL P.E.# 39259
LIAR 02 2015
V
41
MecaWind Pro v2.2.6.0 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com
Date 3/2/2015
Project No.
Company Name Cornerstone Engineering
Partne
Designed By
Address 12924 SW 114 Court
Description Virginia
Day
City Miami
Customer Name Lee Goldstein
State Fl
Proj Location
File Location: \\WDMYCLOUD-2\Public\cornerstone
2014\meca wind\project
files\day repairs.wnd
Input Parameters: Directional Procedure All
Heights Building (Ch 27
Part 1)
Basic Wind Speed(V) =
175.00
mph
Structural Category =
II
Exposure Category
= C
Natural Frequency =
1.00
Hz
Flexible Structure
= No
Importance Factor
1.00
Kd Directional Factor
= 0.85
Alpha =
9.50
Zg
= 900.00 ft
At =
0.11
Bt
= 1.00
Am =
0.15
Bm
0.65
Cc
0.20
1
= 500.00 ft
Epsilon =
0.20
Zmin
= 15.00 ft
Slope of.Roof =
3 : 12
Slope of Roof(Theta)
= 14.04 Deg
h: Mean Roof Ht =
10.50
ft
Type of Roof
= GABLED
RHt: Ridge Ht =
12.00
ft
Eht: Eave Height
= 9.00 ft
OH: Roof Overhang at Eave=
2.00
ft
Overhead Type
= Overhang
Bldg Length Along Ridge =
50.00
ft
Bldg Width Across Ridge= 24.00 ft
Wind Pressure on Components and Cladding (Ch 30 Part 1)
All pressures shown are based upon ASD Design, with a Load Factor of .6
Width of Pressure Coefficient Zone "a" =
Description
roof joist
roof joist
10 sq ft
10 sq ft
= 3.00 ft
Width Span Area Zone Max Min Max P Min P
ft ft ft^2 GCp GCp psf pef
2.00 10.00
2.00 10.00
2.00 5.00
2.00 5.00
Ehcc:Comp. 6 Clad. Table 6-3 Case 1
Qhcc:.00256*V^2*Rhcc*Eht*Rd
y '�i9Bllli�0
0
o; No 39259 •: N
0•; STATE OF
a�.•A-0 R < Oe%
sssS'1111111110"
ONA� ,�
33.3 1 0.40 -0.85 19.53 -34.88
33.3 2 0.40 -1.44 19.53 -54.94
10.0 1 0.50 -0.90 23.08 -36.66
10.0 2 0.50 -1.70 23.08 -63.81
= 0.85
= 33.94 psf
DOUGLAS S. TIMMONS
FL P.E.# 39259
MAR 0 2 2015
='REPORTT"'
ESR -2616
,,SIssued April 1, 2008
This report is subject to re-examination in two years.
ICC Evaluation Service, Inc. BLWhWSWPW9lofW Office a SM vucierran NSI Road Mbe , Caiform 90601 ■ W 699OW
.icc-@s.orq �he
lorol Offim • 900 MmtdwRoad, S A wham, W213 a WN 5&%W
Regional Ofnw ■ 4051 West Flossm w Road, Cowft Club Hft IMnon 60478 ■ (708) 7WM05
DIVISION: 06—WOOD AND PLASTICS
Section: 06090—Wood and Plastics Fastenings
REPORT HOLDER:
SIMPSON STRONG -TIE COMPANY, INC.
5956 WEST LAS POSITAS BOULEVARD
PLEASANTON, CALIFORNIA 945>M
(600) 925-5099
www.stronatie.com
EVALUATION SUBJECT:
SIMPSON STRONG TIE CONNECTORS FOR WOOD
MEMBERS SUPPORTED BY CONCRETE OR MASONRY
CONSTRUCTION
1.0 EVALUATION SCOPE
Compliance with the following codes:
■ 2006 International Building Code® (IBC)
■ 2006 Intemational Residenfial Code® (IRC)
■ Other Codes (see Section 8.0)
Properties evaluated:
Structural
2.0 USES
Simpson Strong -Tie connectors forwood members supported
by concrete or masonry construction are used as wood
framing connectors in accordance Section 2304.9.3 of the
IBC. The products may also be used in structures regulated
under the IRC when an engineered design is submitted in
accordance with Section R301.1.3 of the IRC.
3.0 DESCRIPTION
3.1 General:
The allowable loads for connectors described in this report are
based on the reference design values of fasteners in wood,
the allowable perpendicular--to-grain values ofwood members,
the steel strength of the connectors, and testing, as
applicable. The anchorage of the connectors to concrete or
masonry construction, inclusive of cast -in-place and post -
installed anchor bolts, is outside of the scope of this report
3.1.1 FA Foundation Anchors: The FA foundation anchors
connect wood sill plates to concrete foundation stem walls.
They are fabricated from No. 12 gage galvanized steel and
have one 90 -degree bend with slot holes at the bend line
permitting field adjustment of the anchor for attachment to
sloped stem walls. Anchor bolts are used to attach the
connectors to the foundation and nails are used to connect it
to the wood sill plate. See Table 1 for FA model numbers,
required fasteners, and allowable lateral loads. See Figure 1
for drawings of the FA connector and a typical installation
detail.
3.1.2 HFA Heavy Foundation Anchors: The HFA
foundation anchors connect sill plates to concrete foundation
stem walls. They are fabricated No. 12 gage galvanized steel
and have one 90 -degree bend with slot holes at the bend line
permitting field adjustment of the anchor for attachment to
sloped stem walls. Anchor bolts are used to attach the
connectors to the foundation and nails are used connect it to
the wood sill plate. See Table 2 for HFA model numbers,
required fasteners, and allowable lateral loads. See Figure 2
for drawings of the FA connector and a typical installation
detail.
3.1.3 UFP10 Universal Foundation Plate: The UFP10
foundation plate connects wood sill plates to concrete
foundation stem walls. it is fabricated from No. 14 gage
galvanized steel. The UFP10 has an S-shape profile that is
designed for connecting different size wood sill plates and
concrete foundation stem walls. Anchor bolts are used to
attach the anchor to the concrete foundation and SDS screws
connect the UFP10 to the wood sill plate. See Table 3 for
required fasteners and allowable lateral loads. See Figure 3
for drawings of the UFP10 connector and a typical installation
detail.
3.1.4 FJA and FSA Foundation Joist/Stud Anchor: The
FJA and FSA foundation anchors connect floor joists or studs
to concrete foundation stem walls. They are fabricated from
No 12 gage galvanized steel. Anchor bolts connect the anchor
to the concrete foundation, and nails or bolts connect the
anchor to the floor joist or stud. See Table 4 for the anchor
dimensions, required fasteners, and allowable loads. See
Figure 4 for drawings of the FJAIFSA connector, and typical
installation details.
3.1.5 MBHA Beam Hangers: The M13HA beam hangers
connect wood beams to structural concrete or masonry
members. They are fabricated from No. 10 gage galvanized
steel. The hangers have a U-shaped stirrup that supports the
wood member and have a top flange that bears on top of the
supporting concrete or masonry member. See Table 5 for the
hanger model numbers, U-shaped stirrup height and width,
required fasteners, and allowable loads. See Figure 5 for
drawings of the MBHA hanger and typical installation details.
3.1.6 GH Girder Hangers: The GH girder hangers connect
wood floor girders to concrete foundation stem walls. They are
fabricated from No. 12 gage steel, and have a U-shaped
stirrup, which supports the wood girder, factory welded to an
inverted U-shaped channel, which bears on top of the
concrete foundation stem wall. A wood sill plate must be
installed on top of the inverted U-shaped channel. See Table
6 for hanger model numbers, nominal size of wood girders
that may be used with specific hangers, hanger dimensions,
required fasteners, and allowable downloads. See Figure 6 for
drawings of the GH girder hanger and a typical installation
detail.
REPORTS" are not to he construed as representing aesthetics or any other attributes not specijicWY addressed( nor are they to be com&wd man
endorsementofthesubjectofthereportorarewmmendationforitsuse. There isnowarrantybylCCEvaruationserwce,Inc.. e,
or astoarryjhuttng
or other matter in this report, or as to any product covered by he report.
veer
Copyright ®2008
Page 1 of 13
Page 2 of 13 ESR -2616
3.1.7 HGT Heavy GirderTiledowns: The HGT heavy girder
tiedowrns connect 2-,3- and 4 -ply metal plate connected wood
trusses to bond beams located at the top of structural
concrete or masonry wall construction. The HGT tiedowns are
fabricated from No. 7 gage steel and factory -welded insert
plates. The HGT tiedowrns have slotted holes at each end for
/,-inch diameter anchor bolts that are used to conned the
tiedown to the structural concrete or masonry member. The
threaded end of the anchor bolts are fastened with a standard
cut washer and nut. Between anchor bolt nut and washer is a
c resent-shapedwasherthat is supplied with the tiedowns. The
curved top of the cxesent-shaped washers permit the tiedown
to be rotated and field adjusted to accommodate top chord
slopes from 3:12 (14 degrees) minimum to 8:12 (34 degrees)
maximum. See Table 7 for the tiedown model numbers,
anchor dimensions, required fasteners and allowable loads.
3.1.8 GLB/HGLB/GLBTGlulam Bearing Plates: The GLB,
HGLB, and GLBT glulam bearing plates conned glued
laminated wood beams to structural concrete members. The
GLB, HGLB, and GLBT bearing plate connectors have two
No. 3 gage vertical steel plates, which are factory -welded to
the top of the steel bearing plate, with one bolt hole for the
GLB bearing plate connectors and two bolt holes forthe HGLB
and GLBT bearing plate connectors. The GLB and GLBT have
two 12 -inch -long (305 mm) deformed rebars factory -welded to
the underside of the bearing plate, and the HGLB has three
12 -inch -long (305 mm) rebars factory -welded to the underside
of the steel bearing plate. The bearing plates of the GLB and
HGLB connectors are flat, rectangular steel plates having the
dimensions shown in Tables 8 and 9, respectively, and the
bearing plate GLBT connector is a structural steel tee with its
313/967inch4ong (97 mm) web embedded into the concrete
member. See Table 8 for GLB model numbers, bearing plate
dimensions, required fasteners, and allowable downloads; and
see Table 9 for HGLB and GLBT model numbers, bearing
plate dimensions, required fasteners, and allowable
downloads and lateral loads. See Figure 8 drawings related to
the GLB bearing plate connector, and Figure 9 for drawings
related to the HGLB and GLBT bearing plate connectors.
3.2 Materials:
3.2.1 Steel: The FA (Table 1), HFA (Table 2), UFP (Table
3), FJA and FSA (fable 4), and MBHA (Table 5) connectors
are fabricated from ASTM A 653, SS designation, Grade 33,
galvanized sheet steel with a minimum yield strength, F of
33,000 psi (227 MPa) and a minimum tensile strength, Fr of
45,000 psi (310 MPa). The GH (Table 6), HGT (Table 7), and
GLB (Table 8) connectors, and the vertical plates only of the
HGLB and GLBT (Table 9) connectors are fabricated from
ASTM A 1011, SS designation, Grade 33, hot -rolled steel with
a minimum yield strength of 33,000 psi (227 MPa) and a
minimum tensile strength of 52,000 psi (359 MPa). The insert
plates of the HGT (Table 7) connectors are made from ASTM
A 36 hot -rolled steel with a minimum yield strength of 36,000
psi (248 MPa) and a tensile strength of 58,000 psi (400 MPa).
The bearing plate of the GLBT (Table 9) connectors is a
WT4x9 structural tee made from ASTM A 36 bot -rolled steel
with minimum yield strength of 36,000 psi (248 MPa) and a
minimum tensile strength of 58,000 psi (400 MPa). Rebars
factory welded to GLB (Table 8) connectors and HGLB and
GLBT (Table 9) connectors the are No. 6 deformed steel
reinforcement bars complying with ASTM A 706 with minimum
yield strength of 40,000 psi (276 MPa) and a minimum tensile
strength of 70,000 psi (482 MPa).
The FA (Table 1), HFA (fable 2), UFP (Table 3), FJA and
FSA (Table 4), and MBHA (Table 5) connectors have a
minimum G90 zinc coating in accordance with ASTM A 653.
Some models (designated with a model number ending with
Z) are available with a G185 zinc coating specification in
accordance with ASTM A 653. Some models (designated with
a model number ending with HDG) are available with a hot -dip
galvanization, also known as 'batch" galvanization, in
accordance with ASTM A 123, with a minimum specified
coating weight of 2.0 ounces of zinc per square foot of surface
area (610 g/0), total for both sides. Model numbers in this
report do not include the Z or HDG ending, but the information
shown applies. The GH (Table 6), HGT (Table 7), and GLB
(Table 8), and HGLB and GLBT (Table 9) connectors have a
painted finish. The lumber treater and the holder of this report
(Simpson Strong -Tie Company) should be contacted for
recommendations on the appropriate coating or material to
specify for use of the steel connectors in contact with the
specific proprietary preservative treated or fire retardant
treated lumber.
The steel connectors described in this report have the
following minimum base -metal thidmesses:
NOMINAL THICKNESS
(Gage)
MINIMUM BASE METAL
THICKNESS
(inches)
No. 3
0.2285
No. 7
0.1705
No. 10
0.1275
No. 12
0.0975
No. 14
0,0685
Vi . 1 mus -,&5A nun.
3.2.2 Wood: Wool members with which the connectors are
used must be either sawn lumber or engineered lumber
having a minimum specific gravity of 0.50 (minimum
equivalent specific gravity of 0.50 for engineered lumber), and
having a maximum moisture content of 19 percent (16 percent
for engineered lumber) except as noted in Section 4.1. The
thickness of the supporting wood member must be equal to or
greater than the length of the fasteners specified in the tables
in this report, or as required by woad member design,
whichever is greater. For installation in engineered wood
members, minimum allowable nail spacing and end and edge
distances, as specified in the applicable evaluation report for
the engineered wood product, must be met
3.2.3 Fasteners: Nails used for hangers described in this
report must comply with the material requirements, physical
properties, tolerances, workmanship, protective coating and
finishes, certification, and packaging and package marking
requirements specified in ASTM F 1667. The nails must have
the following minimum fastener dimensions and bending yield
strengths (F,,):
NAIL
SHANK
FASTENER
Fyb
DIAMETER
LENGTH
(psi
(inches)
(inches)
10dx1112
0.148
1112
90,000
10d
0.148
3
90,000
16d
0.162
311
90,000
111111, 1 µml = o.aao Kra.
At a minimum, bolts must comply with ASTM A 36 or A 307.
SDS screws must comply with ESR -2236.
Nails and bolts used in contact with preservative treated or
fire retardant treated lumber must comply with IBC Section
2304.9.5 or IRC Section R319.3, as applicable. SDS screws
used in contact with preservative -treated or
fire -retardant -treated lumbermust, as minimum, complywith
ESR -2236. For use with treated lumber, the lumber treater or
this report holder (Simpson Strong -Tie Company), or both,
should be contacted for recommendations on the appropriate
Page 3 of 13 ESR 2616
cobting or material to specify for the fasteners as well as the
connection capacities of fasteners used with the specific
proprietary preservative treated or fire retardant treated
lumber.
3.2.4 Concrete and Masonry Construction: Materials and
quality of concrete and masonry construction must comply
with the applicable provisions of Chapter 19 and 21 of the IBC.
The compressive strength of the concrete and masonry
construction must be in accordance with the approved design
and applicable provisions of the building code.
4.0 DESIGN AND INSTALLATION
4.1 Design:
The tabulated allowable loads shown in the product tables of
this report are based on allowable stress design and include
the load duration factor, CD, corresponding with the applicable
loads in accordance with the National Design Specification for
Wood Construction and its supplement (NDS).
Tabulated allowable loads apply to products connected to
wood used under dry conditions and where sustained
temperatures are 100°F (37.8°C) or less. When products are
installed to wood having a moisture content greater than 19
percent (16 percent for engineered wood products), or where
wet service is expected, the allowable tension loads must be
adjusted by the wet service factor, Cm, specified in the NDS for
dowel -type fasteners. When connectors are installed in wood
that will experience sustained exposure to temperatures
exceeding 100°F (37.80C), the allowable loads in this report
must be adjusted by the applicable temperature factor, C„
specified in the NDS. Connected wood members must be
analyzed for load -carrying capacity at the connection in
accordance with the NDS.
4.2 Installation:
Installation of the connectors must be in accordance with this
evaluation report and the manufacturer's published installation
instructions. Bolts Installed in wood or engineered wood
members must be installed in accordance with the applicable
provisions of the NDS. In the event of a conflict between this
report and the manufacturer's published installation
instructions, this report governs.
4.3 Special Inspection:
4.3.1 IBC: For jurisdictions adopting the IBC, periodic
special inspection must be provided for components within the
seismic force -resisting system in Seismic Design Categories
C, D, E or F in accordance with Section 1707.3 or 1707.4, with
the exception of those structures that qualify under Section
1704.1.
4.3.2 IRC: For jurisdictions adopting the IRC, special
inspections shall not be required.
5.0 CONDITIONS OF USE
The Simpson Strong -Tie products described in this report
comply with, or are suitable alternatives to what is specified in,
those codes listed in Section 1.0 of this report, subject to the
following conditions:
5.1 The connectors must be manufactured, identified and
installed in accordance with this report and the
manufacturer's published installation instructions. Acopy
of the instructions must be available at the jobsite at all
times during installation.
5.2 Calculations showing compliance with this report must
be submitted to the code official. The calculations must
be prepared by a registered design professional where
required by the statues of the jurisdiction in which the
project is to be constructed.
5.3 Adjustment factors noted in Section 4.1 and the
applicable odes must be considered, where applicable.
5.4 Connected wood members and fasteners must comply,
respectively, with Sections 3.2.2 and 3.2.3 of this report.
5.5 Use of connectors with preservative treated or fire
retardant treated lumber must be in accordance with
Section 3.2.1 of this report Use of fasteners with
preservative treated or fire retardant treated lumber must
be in accordance with Section 3.2.3 of this report
5.6 The design of the anchorage to concrete or masonry
construction specified in this report, inclusive of
cast -in-place and post -installed, used to attached the
connectors described in this report to concrete or
masonry construction, is outside of the scope of this
report
5.7 Welded connectors are manufactured under a quality
control program with inspections by Professional Service
Industries, Inc. (AA -WO) or by Intertek Testing Services
RIA, Inc. (AA -688).
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC -ES Acceptance Criteria for
Joist Hangers and Similar Devices (AC13), dated October
2006 (corrected March 2007).
7.0 IDENTIFICATION
The products described in this report are identified with a die -
stamped label indicating the name of the manufacturer
(Simpson Strong -Tie), the model number, and the number of
an index evaluation report ESR -2523 that is used as an
identifier for the products recognized in this report
Additionally, the factory -welded connectors manufactured in
the United States are identified with the acronym of the
inspection agency (PSI), and factory -welded connectors
manufactured in Canada are identified with the name of the
inspection agency (Intertek).
8.0 OTHER CODES
8.1 Evaluation Scope:
In addition to the codes referenced in Section 1.0, the
products in this report were evaluated for compliance with the
requirements of the following codes:
■ 2003 International Building Code® (2003 IBC)
■ 2003 Intemadonal Residential Code® (2003 IRC)
■ 2000 International Building Code® (2000 IBC)
■ 2000 International Residential Code® (2000 IRC)
■ 1997 Uniform Building CodeTm (UBC)
The products described in this report comply with, or are
suitable alternatives to what is specified in, the codes listed
above, subject to the provisions of Sections 8.2 through 8.7.
8.2 Uses:
8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See
Section 2.0 of this report.
8.2.2 1997 UBC: Replace the information in Section 2.Owith
the following: Simpson Strong -Tie connectors to concrete are
used as wood framing connectors in accordance with Section
2318.4.8 of the UBC.
8.3 Description:
8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this
report
Page 4 of 13 ESR -2616
8.x.2 2000 IBC and 2000 IRC: See Section 3.0 of this
report, except modify Section 3.2.3 of this report to reference
IRC Section R323.3.
8.3.3 1997 UBC: See Section 3.0 of this report, except
modify the first sentence in the last paragraph of Section 3.2.3
as follows: Nails and bolts used in contact with preservative
treated or fire retardant treated lumber must, as a minimum,
comply with UBC Section 2304.3.
8.4 Design and Installation:
8.4.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See
Section 4.0 of this report.
8.4.2 1997 UBC: See Section 4.0 of this report, except
delete Section 4.3 (Special Inspection) since the UBC has no
provisions for special inspection when installing the
connectors described in this report
8.5 Conditions of Use:
8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The
Simpson Strong -Tie products described in this report comply
with, or are suitable alternatives to what is specified in, those
codes listed in Section 8.0, subject to the same conditions of
use indicated in Section 5.0 of this report
8.5.2 UBC: The Simpson Strong -Tie products described in
this report comply with, or are suitable altematives to what is
specified in, the UBC, subject to the same conditions of use
indicated in Section 5.0 of this report, except the last sentence
of Section 5.5 is replaced with the following: Nails and bolts
used in contact with preservative treated or fire retardant
treated lumber must, as a minimum, comply with UBC Section
2304.3.
8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC,
2000 IRC, and UBC:
See Section 6.0 of this report
8.7 Identification: 2003 IBC, 2003 IRC 2000 BC, 2000
IRC, and UBC:
See Section 7.0 of this report
Page 5 of 13
ESR 2616
TABLE 1—FA SERIES FOUNDATION ANCHOR
FASTENERS
MODEL NO. Anchor Bolt° Nails Fastened to Plat®
(Quantity – Dia.) (Quantity – Type)
ALLOWABLE LATERAL LOADS'R4-4 (Ibs)
CD =1.33
CD =1.6
F,
F,
FA6
FA8 2– 7–10dx1'/z 400 225
For Sh 1 inch = 25.4 mm, 1 lbs = 4.45 N 1 psi = 6.895 kPa.
'Allowable loads have been Increased for wind or earthquake loading with no further increase allowed. Allowable loads must be reduced when
other load durations govern.
ZThe footing must be normal -weight concrete having a minimum compressive strength consistent with Section 1805.4.2 of the 2006, 2003, and
2000 IBC or Section R402.2 of the 2006, 2003, and 2000 IRC, as applicable; or Section 1701.5 of the UBC.
3Not for use to resist uplift.
`The allowable shear (FI) and pullout (F2) loads or nominal strengths of the anchor bolts must be greater than the tabulated allowable shear (F,)
and pullout (FZ) loads of the FA connector.
Design of the '/Z–inch diameter anchor bolts into the concrete footing must be determined In accordance with Section 1911 or 1912 of the 2006
IBC, applicable; or Section 1912 or Section 1913 of the 2003 or 2000 IBC, as applicable; or Sections 1915.8.3.3 and 1923 of the UBC, depending
on the code used to regulate construction. Alternatively, the anchorage to concrete or masonry may be in accordance with a current evaluation
report.
4o FA6
6❑ FA8
5�
g
a MC)
Ig.
FAB and FA8 Dimensions
Typical FA Connector Installation and
Shear (F,) and Pullout (F2) Loads
FIGURE 1—FA FOUNDATION ANCHOR
Page 6 of 13 ESR -2616
TABLE 2—HFA SERIES HEAVY FOUNDATION ANCHOR
'Allowable loads have been increased for wind or earthquake loading with no further increase allowed. Allowable loads must be reduced when
other load durations govern.
ZThe footing must be normal -weight concrete having a minimum compressive a strength consistent with Section 1805.4.2 of the 2006, 2003, and
2000 IBC or Section R402.2 of the 2006, 2003, and 2000 IRC, as applicable; or Section 1701.5 of the UBC.
Not for use to resist uplift.
'The allowable shear (F,) and pullout (F2) loads or nominal strengths of the anchor bolts must be greater than the tabulated allowable shear (F,)
and pullout (172)loads of the HFA connector.
613esign of the'/2-inch diameter anchor bolts into the concrete footing must be determined in accordance with Section 1911 or 1912 of the 2006
IBC, applicable; or Section 1912 or Section 1913 of the 2003 or 2000 IBC, as applicable; or Sections 1915.8.3.3 and 1923 of the UBC, depending
on the code used to regulate construction. Alternatively, the anchorage to concrete or masonry may be in accordance with a current evaluation
report.
60
lop
5Ae 11
I
10'
HFA6 Foundation Anchor (HFA8 similar)
FIGURE 2 --HFA HEAVY FOUNDATION ANCHOR
HFA6 Installed
FASTENERS
ALLOWABLE LATERAL LOADS',2--4 (Ibs)
MODEL
NO.
Anchor Sole
Naffs
Nails Fastened to
CD =1.33
(Quantity -Dia.)
Co =1.6
F, F2
(Quantity -Type)
HFA6
3 -'le
11-10dx1112
1,350 225
HFA8
3-1/2'
11-10dx1'/2
1,350 225
For SI: 1 inch = 25A mm. 1
Ibs = 4.45 N_
'Allowable loads have been increased for wind or earthquake loading with no further increase allowed. Allowable loads must be reduced when
other load durations govern.
ZThe footing must be normal -weight concrete having a minimum compressive a strength consistent with Section 1805.4.2 of the 2006, 2003, and
2000 IBC or Section R402.2 of the 2006, 2003, and 2000 IRC, as applicable; or Section 1701.5 of the UBC.
Not for use to resist uplift.
'The allowable shear (F,) and pullout (F2) loads or nominal strengths of the anchor bolts must be greater than the tabulated allowable shear (F,)
and pullout (172)loads of the HFA connector.
613esign of the'/2-inch diameter anchor bolts into the concrete footing must be determined in accordance with Section 1911 or 1912 of the 2006
IBC, applicable; or Section 1912 or Section 1913 of the 2003 or 2000 IBC, as applicable; or Sections 1915.8.3.3 and 1923 of the UBC, depending
on the code used to regulate construction. Alternatively, the anchorage to concrete or masonry may be in accordance with a current evaluation
report.
60
lop
5Ae 11
I
10'
HFA6 Foundation Anchor (HFA8 similar)
FIGURE 2 --HFA HEAVY FOUNDATION ANCHOR
HFA6 Installed
Page 7 of 13 ESR -2616
TABLE 3—UFP UNIVERSAL FOUNDATION PLATE
MODEL NO.
FASTENERS
ALLOWABLE LATERAL (F,) LOADSIA3.4 (Ibs)
Anchor Boit°
Screws Fastened to Plate
CD =1.33
(Quantity - DUL)
(Quantity -Type)
Co =1.6
UFP10-SDS3
2 -'/2°
5 - SDS'/4x3
1,340
For SL- 1 Inch = 95 d mm
4 the - A Ar hl
'Allowable loads have been increased for wind or earthquake loading with no further Increase allowed. Allowable loads must be reduced when
other load durations govem.
ZThe footing must be normal -weight concrete having a minimum compressive a strength consistent with Section 1805.4.2 of the 2006, 2003, and
2000 IBC or Section R402.2 of the 2006, 2003, and 2000IRC, as applicable; or Section 1701.5 of the UBC.
Not for use to resist uplift.
4The allowable shear (F,) load or nominal strength of the anchor bolts must be greater than the tabulated allowable lateral (F,) load of the UFP
connector.
4Design of the'/2-Inch diameter anchor bolts into the concrete footing must be determined in accordance with Section 1911 or 1912 of the 2006
IBC, applicable; or Section 1912 or Section 1913 of the 2003 or 2000 IBC, as applicable; or Sections 1915.8.3.3 and 1923 of the UBC, depending
on the code used to regulate construction. Alternatively, the anchorage to concrete or masonry may be in accordance with a current evaluation
report.
UFP10
I 13/4
:o O
UFP10 Installed
FIGURE 3—UFP UNIVERSAL FOUNDATION PLATE
Rage 8 of 13 ESR -2616
TABLE 4—FJA AND FSA JOIST/STUD FOUNDATION ANCHORS
'Allowable loads have been Increased for wind or earthquake loading with no further increase allowed. Allowable loads must be reduced
when other load durations govern.
27he footing must be normal -weight concrete having a minimum compressive a strength consistent with Section 1805.4.2 of the 2006, 2003,
and 2000 IBC or Section R402.2 of the 2006, 2003, and 2000 IRC, as applicable; or Section 1701.5 of the UBC.
'The allowable shear (Fl) and pullout (172) loads or nominal strengths of the anchor bolts must be greater than the tabulated allowable shear
JF,) and pullout (F2) loads of the FJA and FSA connectors.
Design of the'/2-inch diameter anchor bolts into the concrete footing must be determined in accordance with Section 1911 or 1912 of the
2006 IBC, applicable; or Section 1912 or Section 1913 of the 2003 or 2000 IBC, as applicable; or Sections 1915.8.3.3 and 1923 of the UBC,
depending on the code used to regulate construction. Alternatively, the anchorage to concrete or masonry may be in accordance with a
current evaluation report
gNalls used with the FJA and FSA connectors and engineered wood lumber products must also comply with the minimum edge and spacing
limitations specified In the evaluation report for the spectflc engineered wood lumber products.
BAllowable uplift loads are for bolts installed into wood joist members and loaded perpendicular -to -grain.
FSA '
251h- " ®p 9.
. .
FJA �•
1911-
, ^ ®.
Typical FJA Foundation -to -Joist Installation
1� Y, ti4
FJAIFSA Typical FSA -
Foundation -to -Stud Installation
Typical FSA
Foundstlon-to jolst Installation
FIGURE 4—FJA AND PSA JOISTISTUD FOUNDATION ANCHORS
DIMENSIONS
ALLOWABLE LOADS' 3 (IIs)
(inches)
FASTENERS
Co =1.33
MODEL
Co =1.6
NO.
Anchor Bolts`
Nails Fastened s o
Uplffte
Lateral
Length
Width
Stud or Jolst
(Quantity -Dia.)
(Quantity -Type)
Nabs
Bolts
F,
F2
FJA
19'/2
21/2
2-1/2
8-10dx1'/2 Nails
1,000
575
185
60
2-'/2°
2-1/2 Dia. Bolts
1,000
575
185
60
FSA
202
21/2
2-1/2"
8-10dx1'/2Nails
1,000
575
2-1/2'
2-'/2" Dia. Bolts
1,000
575
—
—
'Allowable loads have been Increased for wind or earthquake loading with no further increase allowed. Allowable loads must be reduced
when other load durations govern.
27he footing must be normal -weight concrete having a minimum compressive a strength consistent with Section 1805.4.2 of the 2006, 2003,
and 2000 IBC or Section R402.2 of the 2006, 2003, and 2000 IRC, as applicable; or Section 1701.5 of the UBC.
'The allowable shear (Fl) and pullout (172) loads or nominal strengths of the anchor bolts must be greater than the tabulated allowable shear
JF,) and pullout (F2) loads of the FJA and FSA connectors.
Design of the'/2-inch diameter anchor bolts into the concrete footing must be determined in accordance with Section 1911 or 1912 of the
2006 IBC, applicable; or Section 1912 or Section 1913 of the 2003 or 2000 IBC, as applicable; or Sections 1915.8.3.3 and 1923 of the UBC,
depending on the code used to regulate construction. Alternatively, the anchorage to concrete or masonry may be in accordance with a
current evaluation report
gNalls used with the FJA and FSA connectors and engineered wood lumber products must also comply with the minimum edge and spacing
limitations specified In the evaluation report for the spectflc engineered wood lumber products.
BAllowable uplift loads are for bolts installed into wood joist members and loaded perpendicular -to -grain.
FSA '
251h- " ®p 9.
. .
FJA �•
1911-
, ^ ®.
Typical FJA Foundation -to -Joist Installation
1� Y, ti4
FJAIFSA Typical FSA -
Foundation -to -Stud Installation
Typical FSA
Foundstlon-to jolst Installation
FIGURE 4—FJA AND PSA JOISTISTUD FOUNDATION ANCHORS
Page 9 of 13 ESR -2616
,
TABLE "BHA SERIES WOOD BEAM HANGERS SUPPORTED BY CONCRETE OR MASONRY CONSTRUCTION'
'The hangers are designed to be supported by normal -weight concrete or masonry construction complying with the applicable code.
Allowable uplift loads have been increased for wird or earthquake loading with no further increase allowed. Allowable uplift loads must be
reduced when other load durations govem.
'Allowable download is the same value regardless of the duration of load as permitted by the applicable building code.
4Design of the 3/4 -inch diameter anchor bolts into concrete construction must be determined in accordance with Section 1911 or 1912 of the
2006 IBC, or Section 1912 or Section 1913 of the 2003 or 2000 IBC, or Sections 1915.8.3.3 and 1923 of the UBC, depending on the code
used to regulate construction. Design of the 3/4° -inch diameter anchor bolts into masonry construction must be determined in accordance with
Section 2.1.4 or Section 3.1.6 of ACI 530 (2006, 2003 and 200 IBC and IRC), or Section 2107.1.5 or Section 2108. 1.5 of the UBC , depending
on the code used to regulate construction. Altematively, the anchorage to concrete or masonry may be in accordance with a current evaluation
report.
sThe combined allowable shear and pullout capacity or nominal strength of the anchorage to concrete needs to be greater than the tabulated
allowable uplift load of the MBNA hangers.
eNails used with the MBHA connector and engineered wool lumber products must also comply with the minimum edge and spacing limitations
specified M the evaluation report for the specific engineered wood lumber products.
j
It Fmm Edge
to
� of Fseif
O
( FROM EDGE
TO
OF BOLT
MBHA Hanger MBHA Hanger Installation to Masonry MBHA Hanger Installation to Concrete
FIGURE 5—MBHA SERIES WOOD BEAM HANGERS SUPPORTED BY CONCRETE OR MASONRY CONSTRUCTION
DIMENSIONS
(Inches)
FASTENERS
ALLOWABLE LOADS (lbs)
Uplifts
Download'
MODEL NO.
W H
Concrete or
Masonry
Anchorag6"
Nails Fastened to
Joiste
(Quantity – Type)
Co =1.33
Co =1.6
Co =1,0
Co =1.15
Co =1.25
MSHA3.12/9.25
3'/8 91/4
2 –/4' Dia.
bo.,
18-10d
3,145
3,775
6,050
MBHA3.12/11.25
3'/e 111/4
MBHA3.56/9.25
39/,8 91/4
MBHA3.56/11.25
39/18 11'/4
MBHA3.56/11.88
39/18 117/8
MBHA3.56/14
38/18 14
MBHA3.56/16
39/1e 16
MBIiA3.56/18
39/,e 18
MBHA5.50/9.25
02 91/4
MBHA5.50/11.25
5'/s 111/4
MBHA5.50/11.88
5'/2 117/8
MBHA5.50/14
51/2 14
MBHA5.50/165'/2
16
MBHA5.50/18
For SI: 1 inch = 25.4 mm 1
5'/z 18
Iha = d AR—K, 1 nal s R IIDA
'The hangers are designed to be supported by normal -weight concrete or masonry construction complying with the applicable code.
Allowable uplift loads have been increased for wird or earthquake loading with no further increase allowed. Allowable uplift loads must be
reduced when other load durations govem.
'Allowable download is the same value regardless of the duration of load as permitted by the applicable building code.
4Design of the 3/4 -inch diameter anchor bolts into concrete construction must be determined in accordance with Section 1911 or 1912 of the
2006 IBC, or Section 1912 or Section 1913 of the 2003 or 2000 IBC, or Sections 1915.8.3.3 and 1923 of the UBC, depending on the code
used to regulate construction. Design of the 3/4° -inch diameter anchor bolts into masonry construction must be determined in accordance with
Section 2.1.4 or Section 3.1.6 of ACI 530 (2006, 2003 and 200 IBC and IRC), or Section 2107.1.5 or Section 2108. 1.5 of the UBC , depending
on the code used to regulate construction. Altematively, the anchorage to concrete or masonry may be in accordance with a current evaluation
report.
sThe combined allowable shear and pullout capacity or nominal strength of the anchorage to concrete needs to be greater than the tabulated
allowable uplift load of the MBNA hangers.
eNails used with the MBHA connector and engineered wool lumber products must also comply with the minimum edge and spacing limitations
specified M the evaluation report for the specific engineered wood lumber products.
j
It Fmm Edge
to
� of Fseif
O
( FROM EDGE
TO
OF BOLT
MBHA Hanger MBHA Hanger Installation to Masonry MBHA Hanger Installation to Concrete
FIGURE 5—MBHA SERIES WOOD BEAM HANGERS SUPPORTED BY CONCRETE OR MASONRY CONSTRUCTION
Page 10 of 13
ESR 2616
TABLE 6—GH SERIES GIRDER HANGER'"
NOMNAL DIMENSIONS s
MODEL NAILS FASTENED ALLOWABLE DOWNLOAD (lbs)
NO. GIRDER (Inches) Co =1.0
SIZE TO GIRDER Co =1.15
H` W L S (Quantity – Type) CD =1.25
GI -14"4x6 4 3'/je 6 6 2,000
GH46-8 4x6 4 39/�s 6 8 2,000
GH48-6 4x8 4 –16�i"
6 3s/�e 6 6 21000
GH48-8 4x8 6 38/1s 6 8 2,000
For SI: 1 inch = 25.4 mm, 1 Ib = 4.45 N.
'GH girder hangers must be mounted on top of concrete or concrete masonry wall construction and under a minimum nominal 2 -inch by 6 -Inch
WOW Plate. The 1'/2 -inch diameter clearance hole accommodates anchor bolts used to attach the wood plate to the concrete or masonry
construction. Anchorage of the GH hanger to concrete or masonry wall construction Is not necessary since a nominal 2 -Inch -thick wood plate
�mudsi[Q placed on top of the GH is required to achieve the tabulated loads.
Uplift loads do not apply for GH hangers
s.
4Allowable download is the same value regardless of the duration of load as permitted by the applicable building code.
Dimension H, the hanger height, Is equal to the girder height minus the wood plate thickness.
GH Girder Hanger Typical GH Girder Hanger Installation
FIGURE 6—GH GIRDER HANGERS
Page 11 of 13 ESR -2616
TABLE 7—HGT SERIES HEAVY GIRDER TIEDOWN'
t -or un 7 Incn = ao.4 mm, 7 IDs = 4.4o N.
'The HGT is available in sizes for 2-, 3-, and 4 -ply metal plate connected wood busses.
2The allowable uplift loads have been Increased for wind or earthquake loading with no further increase is allowed. Allowable uplift loads must
be reduced when other load durations govem.
3Attached members must be designed to resist applied loads.
°Design of the 3/4 -inch diameter anchor bolts Into concrete construction must be determined in accordance with Section 1911 or 1912 of the
2006 IBC, or Section 1912 or Section 1913 of the 2003 or 2000 IBC, or Sections 1915.8.3.3 and 1923 of the UBC, depending on the code
used to regulate construction. Design of the 3/a -inch diameter anchor bolts into masonry construction must be determined in accordance with
Section 2.1.4 or Section 3.1.6 of ACI 530 (2006, 2003 and 200 IBC and IRC), or Section 2107.1.5 or Section 2108. 1.5 of the UBC , depending
on the code used to regulate construction. Alternatively, the anchorage to concrete or masonry may be In accordance with a current evaluation
report.
SThe allowable pullout capacity or nominal strength of the anchorage to concrete or masonry needs to be greater than the tabulated allowable
uplift load of the HGT tiedowns.
6When the HGT-3 is used with a 2 -ply truss, shimming must be provided. Shimming must be a similar size and grade of lumber as the girder,
and the entire assembly must be fastened to act as one unit
W4 dia, washers required
(not supplied)
' 0
a
i ti a f s II
Crescect
washer
supplied
and
required
�4"
3BA'
HGT-2 Heavy Girder Tledown (HGT-3 and HGT-4 similar)
3/4" dia.
washers
required
(washers not
supplied)
Moisture
notbarrier
shown
Typical HGT-2 Installation Into Masonry Construction
FIGURE 7—HGT HEAVY GIRDER TIEDOWNS
DIMENSIONS
FASTENERS
ALLOWABLE UPLIFT
(inches)
LOADe (Ibs)
MODEL NO.
W
Anchor
Anchor Bolts�"
Nails Fastened to Girder
CD =1.33
Spacing
(Quantity – Dia.)
(Quantity – Type)
CD =1.6
HGT-2
3g/1e
5314
2 – 3/4"
16-10d
10,980
HGT-3B
4'5/,6
73/a
2 – 3/4"
16 –10d
10,530
HGT-4
el e
1 9
2 – 3/4"
16-10d
9,520
t -or un 7 Incn = ao.4 mm, 7 IDs = 4.4o N.
'The HGT is available in sizes for 2-, 3-, and 4 -ply metal plate connected wood busses.
2The allowable uplift loads have been Increased for wind or earthquake loading with no further increase is allowed. Allowable uplift loads must
be reduced when other load durations govem.
3Attached members must be designed to resist applied loads.
°Design of the 3/4 -inch diameter anchor bolts Into concrete construction must be determined in accordance with Section 1911 or 1912 of the
2006 IBC, or Section 1912 or Section 1913 of the 2003 or 2000 IBC, or Sections 1915.8.3.3 and 1923 of the UBC, depending on the code
used to regulate construction. Design of the 3/a -inch diameter anchor bolts into masonry construction must be determined in accordance with
Section 2.1.4 or Section 3.1.6 of ACI 530 (2006, 2003 and 200 IBC and IRC), or Section 2107.1.5 or Section 2108. 1.5 of the UBC , depending
on the code used to regulate construction. Alternatively, the anchorage to concrete or masonry may be In accordance with a current evaluation
report.
SThe allowable pullout capacity or nominal strength of the anchorage to concrete or masonry needs to be greater than the tabulated allowable
uplift load of the HGT tiedowns.
6When the HGT-3 is used with a 2 -ply truss, shimming must be provided. Shimming must be a similar size and grade of lumber as the girder,
and the entire assembly must be fastened to act as one unit
W4 dia, washers required
(not supplied)
' 0
a
i ti a f s II
Crescect
washer
supplied
and
required
�4"
3BA'
HGT-2 Heavy Girder Tledown (HGT-3 and HGT-4 similar)
3/4" dia.
washers
required
(washers not
supplied)
Moisture
notbarrier
shown
Typical HGT-2 Installation Into Masonry Construction
FIGURE 7—HGT HEAVY GIRDER TIEDOWNS
Page 12 of 13 ESR -2616
TABLE &—GLB SERIES GLULAM BEARING PLATE
MODEL NO.
DIMENSIONS
(Inches)
BOLTS
(Quantity — Dia.)
ALLOWABLE DOWNLOADS'"4 (Ibs)
CD =1.0
CD =1.15
CD =1.25
Width for
Beam
(W)
Bearing Plate
Depth
(PD)
Width
(PW)
Thickness
(PT)
GL135A
51/4
5
7
0.2285
1 —1/2
14,350
GLB5B
6
7
3/e
1 —1/2
17,220
GLB5C
7
7
3/e
1 —1/2
20,090
GLB5D
8
7
3/8
1 —1/2
22,960
GLB7A
6'le
5
9
0.2285
1_3 /4
14,350
GLB7B
6
9
3/6
1_3 14
17,220
GL137C
7
9
3/6
1_3 14
20,090
GLB7D
8
9
3/6
1 —3/4
22,960
j ul vs. 1 n 1w I — Gu." 111111, 1 IDI — 9.4.7 IN, I IMI = MOW Kra.
'Allowable download is the same value regardless of tie duration of load as permitted by the applicable building code since it is based on the
allowable perpendicular -to -grain stress, F.,., value of 560 psi for the supported wood girder bearing on the full depth (PD) of the GLB
connector.
2Design of the structural concrete member and the anchorage of the GLB connector to the concrete must be to accordance with the applicable
provisions of the code, Including code requirements for a continuous load path and interconnection resisting horizontal lateral loads acting
parallel to the beam when seismic design governs.
The connector plates must bear fully on the supporting structural concrete member.
'The supported glued laminated wood member must bear the full depth (PD) of the bearing plate.
, Glulam
304.�-yam,%
�1
Figure 8a: Typical GI -13 Installation on a concrete pilaster, except the
supported glued laminated wood beam must bear on the
full depth (PD) of the bearing plate. This drawing is
Intended to emphasize the code requirement of providing
a'Irinch air space between the end of the glulam wood
Figure 8b: GLB Bearing Plat®
member and exterior concrete as required by Section
Connector
2304.11.2.5 of the 2006 IBC.
FIGURE 8-- GLB GLULAM BEARING PLATE CONNECTOR
Page 13 of 13 ESR -2616
TABLE 9-GLBT AND HGLB SERIES GLULAM BEARING PLATES
nor or -I mcn = zo.4 mm, 7 IDS = 4.45 N, 1 psi = 6.695 KPa.
'Design of the concrete member and the anchorage of the GLB connector to the concrete must be In accordance with the applicable
provisions of the code, including code requirements for a continuous load path and interconnection resisting horizontal lateral loads acting
along the long axis of the beam when seismic design governs.
ZAllowable downloads have the same value regardless of the duration of load as permitted by the applicable building code since their capacity
are based on the allowable perpendicular -to -grain stress, F.4 value of 560 psi of supported wood girders beating on the full depth (PD) of the
GL.B connector.
'The connector plates must bear fully on the supporting structural concrete member.
"The supported glued laminated wood member must bear the full depth (PD) of the bearing plate.
SAliowable lateral loads acting along the long axis of the beam have been Increased for wind or earthquake loading with no further increase Is
allowed. Allowable lateral loads must be reduced when other load durations govern.
"Tabulated allowable lateral loads are based on reference lateral design values for of 3/, -Inch diameter bolts used in symmetric double shear
connections, with applied loading parallel -to -grain of the connected glued -laminated wood member.
GLBT Connector
AS HGLB
PLATES
#61
(T
HGLB Connector
FIGURE 9- HGLB AND GLBT GLULAM BEARING PLATE CONNECTORS
DIMENSIONS (in.)
ALLOWABLE LOADS' (lbs)
Download`
Lateral
MODEL
Width for
Bearing Plate
BOLTS
CD =1. 5
Parallel to the
NO.
Beam
(Qty. - Dia.)
C. =1.25
Glutam Beam
Depth
Width
Thickness
Glutam Beam Width (In.)
Co =1.33Co
(PD)
(PW)
(PT)
=1.8
3'1;7
5'/e
Bela
83/4
109/4
HGLBA
5
10
3/8
2-3/4
8,750
14,350
18,900
24,5W
-
8,260
HGLBB
3'/a to 9
6
10
3/"
2 -/4
10,500
17,220
22,680
29,400
--
8,260
HGLBC
7
10
3/"
2-3/4
12,250
20,090
26,460
34,300
-
8,260
HGLBD
8
10
3/8
2-3/4
14,000
22,000
30,240
39,200
-
8,260
GLBT512
3'/a to 11
5'4
12
5/18
2-3/4
9,190
15,070
19,845
25,725
31,605
8,260
GLBT612
61/2
12
3/"
2-3/4
11,375
18,655
24,570
31,850
39,130
8,260
GLBT516
3% to 15
514
16
5/18
2-3/4
9,190
15,070
19,845
25,725
31,605
8,260
GLBT616
6'/2
16
3/8
2-3/4
11,375
18,655
24,570
31,850
39,130
8,260
GLBT5201
3/ato19
5'/a
20
5/18
2-3/4
9,190
15,070
19,845
25,725
31,605
8,260
GLBT620
61/2
20
3/8
2-3/a
11,375
18,655
24,570
31,850
39,130
8,260
nor or -I mcn = zo.4 mm, 7 IDS = 4.45 N, 1 psi = 6.695 KPa.
'Design of the concrete member and the anchorage of the GLB connector to the concrete must be In accordance with the applicable
provisions of the code, including code requirements for a continuous load path and interconnection resisting horizontal lateral loads acting
along the long axis of the beam when seismic design governs.
ZAllowable downloads have the same value regardless of the duration of load as permitted by the applicable building code since their capacity
are based on the allowable perpendicular -to -grain stress, F.4 value of 560 psi of supported wood girders beating on the full depth (PD) of the
GL.B connector.
'The connector plates must bear fully on the supporting structural concrete member.
"The supported glued laminated wood member must bear the full depth (PD) of the bearing plate.
SAliowable lateral loads acting along the long axis of the beam have been Increased for wind or earthquake loading with no further increase Is
allowed. Allowable lateral loads must be reduced when other load durations govern.
"Tabulated allowable lateral loads are based on reference lateral design values for of 3/, -Inch diameter bolts used in symmetric double shear
connections, with applied loading parallel -to -grain of the connected glued -laminated wood member.
GLBT Connector
AS HGLB
PLATES
#61
(T
HGLB Connector
FIGURE 9- HGLB AND GLBT GLULAM BEARING PLATE CONNECTORS
SIM200803
Used for Florida State Wide Product Approval #
FL11470
Products on this Reuort which are aunroved:
Product
FL#
DSC2
11470.1
H16
11470.2
H16-2
11470.2
H16 -2S
11470.2
H16S
11470.2
H8
11470.3
HGA10
11470.4
HRS12
11470.5
HRS6
11470.5
HRS8
11470.5
LGT2
11470.7
LGT3-SDS2.5
11470.7
LGT4-SDS3
11470.7
MGT
11470.9
MSTA49
11470.10
MSTC48B3
11470.1
MSTC66B3
11470.1
MTS24C
11470.1
MTS28C
11470.1
MTS30C
11470.1
TSP
11470.1
VGT
11470.9
�,
SIMPSON STRONG -TIE COMPANY, INC
Jax Apex Technology, Inc.
FBPE CA NO. 7547
4745 Sutton Park Court, Suite 402
Jacksonville, FL 322241904/821-5200
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
LEWTATIONS 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 opacities 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.: SIM200803
CATEGORY: Structural Components
SUB CATEGORY: Metal Connectors
SUBM17TED BY:
SIMPSON STRONG -TIE COMPANY, INC.
5956 W. LAS POSITAS BOULEVARD
PLEASANTON, CA 94588
1. CERTIFICATION OF INDEPENDENCE:
Jeffrey P. Amason, 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. Amason 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, MTS24C, MTS28C, MTS30C, H16, H16S, H16-2, H16 -2S, HGA10
Page 1 of 13 Simpson Strong -Tie
Girder Tiedowns
LGT2, LGT3-SDS2.5, LGT4-SDS3, MGT, VGT, VGTR, VGTL
Strap Ties
HRS6, HRS8, HRS12
Pre-bent Strap Ties
MSTC48133, MSTC66133
Stud to Plate Tie
TSP
Drag Strut Connector
DSCR-SDS3, DSRL-SDS3
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. The H8 is manufactured
from 18 ga. steel meeting ASTM A-653 SS Grade 40. It is coated with a G90 galvanized
finish. Allowable loads and fasteners are shown in Table 1. See Figure 1 for additional
details.
4.2 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 14-10dxIW nails. The MTS24C, MTS28C, and MTS30C are
manufactured from 16 ga. steel meeting ASTM A-653 SS Grade 33. They are coated with a
G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See
Figure 1 for additional details.
4.3 H16, H16S, H16-2, H16 -2S 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 anchor wood 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 4-10dx1'/"nails and to the bottom of the
top plate with 6-10dxIW nails. For masonry or concrete wall applications, the straps are
fastened to a masonry wall with %x2%" Titen Masonry Screws, or a concrete wall with
%xl%" Titen Masonry Screws. These connectors are manufactured from 18 ga. steel
meeting ASTM A-653 SS Grade 40. They are coated with a G90 galvanized finish.
Allowable loads and fastener schedule are shown in Table 1 for wood framing and Table 2
for masonry walls. See Figures 2 and 3 for additional details.
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
I W SDS screws (provided with the part), and fastens to the wall with Simpson % X 3" SDS
screws (provided with the part). Allowable loads are shown in Table 1. The HGA10 is
manufactured from 14 ga. steel meeting ASTM A-653 SS Grade 33. It is coated with a G90
galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See Figure
2 for additional details.
Page 2 of 13 Simpson Strong -Tie
4.5 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-%4x2%4" Titen Masonry Screws, or to a concrete wall beneath
with 7-'/4x1$/° Titan Masonry Screws. 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.
Allowable loads and fastener schedule are shown in Table 3. See Figure 4 for additional
details.
4.6 LGT3-SDS2.5 Truss/Girder Tiedown: The LGT3-SDS2.5 is used to anchor a three-ply
wood truss or beam (maximum 5" wide) to a wood or masonry wall. The LGT3-SDS2.5
fastens to the wood truss or beam with Simpson Strong -Tie SDS screws. It attaches to
wood studs with 16d sinker nails or to a masonry or concrete wall with four 3/8 x 5 Titen HD
Screws. The LGT3-SDS2.5 tiedown is formed from No. 12 gage [0.099 inch] ASTM A653
Grade 40 steel, with minimum yield and tensile strengths of 40 and 55 ksi, respectively. The
finish is G90 galvanized. Allowable loads and fastener schedule are shown in Table 3. See
Figure 5 for additional details.
4.7 LGT4-SDS3 Truss/Girder Tiedown: The LGT4-SDS3 girder tiedown is used to
anchor a four -ply wood truss or beam (maximum 6%" wide) to a wood wall. The LGT4-
SDS3 fastens to the wood truss or beam with Simpson Strong -Tie SDS screws. It
attaches to wood studs with 16d sinker nails. The LGT4-SDS3 tiedown is formed from
No. 12 gage (0.099 inch) ASTM A653 Structural Quality Grade 40 steel, with minimum
yield and tensile strengths of 40 and 55 ksi, respectively. The finish is G90 galvanized.
Allowable loads and fastener schedule are shown in Table 3. See Figure 5 for additional
details.
4.8 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 6/" 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 %" anchor
may be a length of all thread rod that is attached to an 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 Sprue -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. The MGT is manufactured from 12
gauge steel meeting ASTM A-653 SS Grade 50, Class 1, coated with a G90 galvanized
finish. The washer in the seat is Y/" plate steel that meets the provisions of ASTM A36.
Allowable loads and fastener schedule are shown in Table 3. See Figure 6 for additional
details.
4.9 VGT Variable Girder Tledown. The VGT girder tiedown is used to anchor a milti-ply
wood truss or beam (minimum 3" wide) to a wood or masonry wall. The VGT fastens to the
wood truss or beam with Simpson Strong Tie SDS Strong -Drive Screws. It then fastens to a
threaded rod or anchor bolt. The rod can be fastened to a connector mounted to framing
below the girder. The anchor bolt can be anchored to a concrete or masonry wall that is
designed by the building designer to resist the high concentrated uplift load at that location.
The VGT can be installed singly or in pairs for higher uplift resistance. The crescent washer
Page 3 of 13 Simpson Strong -Tie
allows the VGT to be installed at an angle from 3:12 to 8:12. If the VGT is installed on a
member sloped less than or greater than that amount, the VGT must be rotated so that it is
sloped between 3:12 and 8:12. The VGTR and VGTL have one of the side flanges
concealed so they can be placed at the end of a truss or beam. The VGT is formed from No.
7 gage [0.099 inch] ASTM A653 SS Grade 33 steel, with minimum yield and tensile
strengths of 33 and 45 ksi, respectively. Allowable loads and fastener schedule are shown
in Table 3. See Figure 6 for additional details.
4.10 HRS Heavy Strap Tie. The HRS Strap Tie models are straps used to provide a
tension connection between two wood members. The HRS6, 8, and 12 are 1W wide and
are installed with 10d common nails. The straps are manufactured from 12 ga. steel
meeting ASTM A-653 SS Grade 33, with minimum yield and tensile strengths of 33 and 45
ksi, respectively. They are coated with a G90 galvanized finish. Allowable loads and
fastener schedule are shown in Table 4. See Figure 8 for additional details.
4.11 MSTCB3 Pre-bent Strap Tie. The MSTC48133 and MSTC66133 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 10d common nails, with a minimum of
four nails in the bottom of the beam or header. The straps are manufactured from 14 ga.
steel meeting ASTM A-653 SS Grade 50, Class 1. They are coated with a G90 galvanized
finish. Allowable loads and fastener schedule are shown in Table 5. See Figure 9 for
additional details.
4.12 TSP Stud to Plate Connector. The TSP is used to connect a stud to either double
top plates or a single sill plate. The TSP twists to attach to the side of the stud to reduce
interference with sheathing, drywall, and trim nailing. The TSP has a short flange on it that
installs either over the top of the top plates or hooked under the sill plate. For sill plate
application, fill all round holes. For top plate application, fill all round and triangle shaped
holes. The TSP is installed with either 10dx1'/° or full-length 10d common nails. The TSP
is formed from No. 16 gage (0.057 inch) ASTM A653 SS Grade 40 steel, with minimum
yield and tensile strengths of 40 and 55 ksi , respectively. The galvanized coating complies
with the G90 requirements of ASTM A653. Allowable loads and fastener schedule are
shown in Table 6. See Figure 10 for additional details.
4.13 DSC2R and DSC2L Drag Strut Connector. The DSC2 Drag Strut Connector
transfers diaphragm shear forces from drag struts, such as drag trusses, to the shear
walls. The R and L suffix refers to right or left hand bend to accommodate different
layout configurations. The DSC2 fastens to the drag strut and wood top plate with
Simpson Strong -Tie SDS Strong -Drive Screws, which are included. The SDS screws
are installed best with a low -speed W drill and a ifs" hex head driver. Predrilling holes
for SDS screws is not required. The DSC2 is formed from No. 7 gage (0.173 inch)
ASTM A653 Structural Quality Grade 33 steel, with minimum yield and tensile strengths
of 33 and 45 ksi, respectively. The galvanized coating complies with the G90
requirements of ASTM A653. Allowable loads and fastener schedules are shown in
Table 7. See Figure 11 for additional details.
5. MATERIALS
5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as
indicated in the previous section.
Page 4 of 13 Simpson Strong -Tie
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 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.
5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall
comply with ASTM F 1667 and shall have the minimum bending yield strengths Fyb:
Common Nail Nail Shank Diameter Fyb (psi)
Pennyweight inch
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 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
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
2007 Florida and Residential Building Codes.
Product
Test Number
Date Tested
H8 Uplift
H204, H220
5-6-99, 5-13-99
MTSC Uplift
B845
1-30-90
H16 Uplift
1376, H591
9-24-01, 3-3-00
H16-2 Uplift
1830 H591
3-19-02, 3-3-00
HGA10 Uplift
H062
1-12-99
HGA10 F1 Direction
H042
12-29-98
HGA10 F2 Direction
H043
12-29-98
LGT2 Uplift
H429,1839, K411
11-11-99,1-29-02,
6-30-04
LGT2 F1 Direction
L921
10-18-05
LGT2 F2 Direction
L922
10-18-05
Page 5 of 13 Simpson Strong -Tie
LGT3 Uplift
L431
6-9-05
LGT3 F1 Direction
L233
5-20-05
LGT3 F2 Direction
L234
5-20-05
LGT4 Uplift
0113, ?
7-5-07, ?
LGT4 F1 Direction
0393
10-29-07
LGT4 F2 Direction
0394
10-1-07
MGT Uplift
1134
5-9-01
VGT, VGTR/L Uplift
M985, M988, M999, M990,
M991, N075, M989, N142,
N149
8/11/2006, 8/11/2006,
8/16/2006, 8/22/2006,
8/22/2006, 8/29/2006,
8/30/2006, 9/12/2006,
9/15/2006
MSTC48B3 Tension
J367, J583
6-4-03,11 _19-03
MSTC66133 Tension
J368
6-24-03
TSP Uplift
M481, M950, M812, M817,
M202, N056, N074
4/19/2006, 5/24/2006,
8/10/2006, 8/15/2006,
8/18/2006, 8/23/2006
DSC2R/L Tension
FROM SIM200801
DSC2R/L Compression
FROM SIM200801
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 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 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. The anchorage of the MGT and VGT 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 Upfiift/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 UPLIFT LOADS FOR TRUSSIRAFTER TO WOOD WALL CONNECTORS
Model No.
Ga.
To Trusses/
Rafters
Fasteners
To Plates To Studs
Allowable Up lift Loads 160)
Southern Pure/ Spruce -Pine -Fir
Douglas Fir -Larch
H8
18
5-10dxl%
5-10dxl% -
795
585
18
-
5-10dxl% 5-10dxl%
795
565
MTS24C
16
7-10dx1%
7-10dx1Y -
1000
860
MTS28C
16
7-10dxlY2
7-10dxl% -
1000
860
MTS30C
16
7-10dxl%
7-10dxl% -
1000
860
H180
18
2-10dxl%
10-10dxl% -
1400
1205
H166P
18
2-10dx1%
10-10dxl% -
1400
1205
H16-2
18
2-10dxl%
10-10dxl% -
1325
1140
H16 -2S
18
2-10dxIY2
10-10dxl -
1325
1140
HGA10
14
4-SDS%.Xl%
4SDS%.X3 -
435
375
Noies:
1. Loads include an increase of 60% for wind loading where permitted by the cue 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. Allowable loads are for one anchor. A minimum rafter thickness of 2%7 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
top plate to stud connections must be on the same side of the wall.
4. H8 will achieve 310 pounds uplift when connecting a stud to a single bottom plate. Install 5-10dxl W nails to stud
and 4-10dxIY2" nails to bottom plate.
5. MTS24C, MTS28C, MTS30C can be attached directly to the studs provided the (7) nails are attached to the stud and
not split over the stud and the top plate.
6. H16 is pre -sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. Minimum heel height for H16 series
is 4°
7. HGA10 allowable F1 load (160) shall be 1165 lbs (DFUSYP) & 775 lbs (SFP) , and allowable F2 load (160) shall be
940 lbs (DFUSYP) & 815 lbs (SPF).
H8 attaching
rafter to double
top plates
Figure 1
H8 and MTSC Typical Installation
Typical
installation of
MTSC connecting
truss to top plate
Page 7 of 13 Simpson Strong -Tie
lepaiwin
hewd, st
wrap to b
Install 4-1061 % to
inside edge of 2x
Depending on
heel height,
strap may wrap ®®
to back of plate. ;;ego
Install4-10dx1Veto '--- Insta11610dxllh
Install e-1oft1Y: inside edge of 2x to face of 2x
to Ita of 2x
H16.2 Installation
Figure 2
H16, H16-2, and HGA10 Typical Installation
ONE
HGR10
Installation to
Double Top Plates
TABLE 2 ALLOWABLE
UPLIFT LOADS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS
Memel
LO.)
Fasteners
Allowable
lift Loads 160
Ga
TrusslRafter CMU
Concrete
Southern Pinel
Spruce -Pine -Fir
(Titers)
(liters)
D=
jlas Fir -Larch
H16
18
183/4
2-10dxl% 6-%x2%
6-'/4x13/4
1470
1265
H16.2
18
183/4
2-10dxl% 6%x2%
6-%xl%
1470
1265
11MV10b.
I. Loads include an increase of 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.
#51
h
Figure 3
H16 Typical Installation to Masonry Wail
Page 8 of 13 Simpson Strong -Tie
TABLE 3 ALLOWABLE LOADS FOR GIRDER CONNECTORS
Allowable Uplift
Towable
No. of
Fasteners
Loads (160)
Latera ads
Model No.
qty,
Plies
Girder
Wood Studs
CMU
Concrete
DF/SP
SPF
F1
F2
or Framing
LGT2 (Wood)
1
2
16-16d Sinker
14-164
_
-
2050
1785
7004
1704
Sinkers
LGT2 (Masonry)
1
2
16-16d Sinker
_
7'/4X2%
7-'/4xI%Tden
2150
1850
7004
1704
Titen Screw
Screw
LGT3-SDS2.5 (Wood)
1
3
12-SDS%4x2%
21-16d Sinkers
-
-
3685
2655
795
410
LGT3-SDS2.5
1
3
12-SDS%4x2%
4 - Ve°x5°
4 - �e°xY
3285
2365
795
410
(Masonry)Titen
HD
Titan HD
LGT4-SDS3 (Wood)
1
4
16-SDS'/4x3
30-16d Sinkers
-
-
4060
2925
20005
6755
LGT4-SDS3
1
4
16-SDS%4x3
4 - %8°x5°
4 - %'40Mason
3285
2365
-
-
Tien HD
Titen HD
MGT (Wood)
1
2(min)
22-10d
1 e/" anchor
-
-
3965
3275
-
-
MGT (Masonry)
1
2(min)
22-10d
-
1 ° anchor
1%B anchor
3965
3275
-
-
1
2(min)
16-SDS%4x3
-
1 e/° anchor
1 6/e° anchor
4940
3555
-
-
VGT
2(min)
32-SDS%4x3
-
2-5/a anchors
2-Ya anchors
7185
5175
-
-
2
3(min)
32-SDS%x3
-
2-Ya" anchors
2-8/e° anchors
8890
6400
-
-
VGTL or VGTR
1
2(min)
16-SDS'/4x3
-
1 %° anchor
1 Ve anchor
2230
1605
-
-
2 1
2(min)
32-SDS%x3 I
2-Ye" anchors
2-6/° anchors
5545 I
3990
-
-
Notes:
1. Loads include an increase of 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. Attached members must be designed to resist applied loads.
3. For MGT and VGT application to wood framed wall, provide equivalent anchorage to wood framing to provide resistance
to applied load on the MGT or VGT. Provide continuous load path to the foundation. For MGT or VGT application to
masonry/concrete wall, provide e/° anchor designed by building designer to provide resistance to applied load on the
MGT or VGT. Provide continuous load path to foundation.
4. LGT2 lateral loads require installation of optional 4-16d sinkers in triangle fastener holes into top plates.
5. LGT4 lateral loads require installation of optional 7-16d sinkers in triangle fastener holes into top plates.
on to
I
Moisture
barrier —
not shown
Figure 4
Typical LGT2 Application
LGT2 Application to Masonry
Page 9 of 13 Simpson Strong -Tie
l(;I3- 1'.7
,To -1<.Ir
s
MAO.
I 'e rl�aiar�sl
ICda-4�?f,'
tCT! - IdNiv °a
d
LG 9. hp
LGT3-SDS2.5
(LGT4-SDS3 similar)
1
Figure 5
Typical LGT3 and LGT4 Application
Instau a
mmmm
or6-10d
nails Into
the face
Typical MGT Figure 6
Installation with HDU4 Typical MGT Application
.-
.:�Moi4mt8
J nal OW
-NiGT Application to Masonry
Typical VGTH Single
Installation with HDU4
Figure 7
Typical VGTNGTR Application
Typical VGT Double
Installation with HDU4'$
Page 10 of 13 Simpson Strong -Tie
TABLE 4 HRS
ALLOWABLE TENSION LOADS
Model No.
Ga
Nails
Allowable Load (160)
DF/SP SPF
HRS6
12
6-10d
605 525
HRS8
12
10-10d
1010 880
HRS12
12
14-10d
1415 1230
Notes
1. Loads include an increase of 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. Install half the nails in each end of the strap.
0;
H P512
IU258
HMO
Figure 8
Typical HRS Strap
TABLE 5 MSTCB ALLOWABLE UPLIFT/TENSION LOADS
Model
No.
Beam Minimum
Dimensions
Fasteners
Allowable Tension
Loads (160)
Beam
Face Bottom
Studs/
Post
Width Depth
DF/SP SPF
MSTC48133
3"9%4°
12-10d
4-10d
38-10d
3930 3380
MSTC6663
3'/° 11'/4"
14-10d
4440 3820
Notes:
1. Loads include an increase of 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. 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 DFUSP or 112 lbs. per nail for SPF
3. Nails in studs/post shall be installed symmetrically. Nails may be installed over the entire length of the strap
over the studs/post.
4. The 3" wide beam may be double 2 -by members.
5. MSTC48133 and MSTC66133 installed over sheathing up to W thick will achieve 0.85 of the table loads.
y, 3• i+ M—"PAh2-2xor4x f'l-- &1h2-2xOr4x
MSTC48B3
--i 1 r--- 2YN ReEax
BOUM Pis
MSTCd8B3
MstaIlation ivitlt
no Rim Joist
MSTCl6B3
installation
With Rim Joist
Page 11 of 13 Simpson Strong -Tie
-•1 I
Smtrm4s
.•
38 nags
lwuprmn
.
44'h'
VA
L0021.
fftuf sUb
�4
1V
'P�
Figure 9
n4srca
T
Typical MSTCB
NO FW d
Application
Fam
,
MSTC48B3
--i 1 r--- 2YN ReEax
BOUM Pis
MSTCd8B3
MstaIlation ivitlt
no Rim Joist
MSTCl6B3
installation
With Rim Joist
Page 11 of 13 Simpson Strong -Tie
TABLE
6 TSP ALLOWABLE LOADS, FASTENERS, AND DIMENSIONS
Dim.
Fasteners Allowable Up lift Loads 160
Model
Compression
Plate
Studs
Top or Sill Double Top Plate Si le Sill Plate
No.
W
L
Location
160
(160
Plate DF/SP SPF DF/SP SPF
160
DSC2R-SDS3
DSC2L-SDS3
Double Top
9 —11X1'°
6 —10dx1 %° 755 650 _ -
TSP
1'h
7/e
Plate
6 —10d 1015 870
rISingle Sill
16--10dxlle
3-10dxl%" _ _ 3 345
Plate
3 —10d 39 370
Notes:
1. Loads include an increase of 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. TSP connectors achieve different loads depending on whether full length nails or 1W long nails are used, and
whether connector is used to fasten stud to top plates or sill plate.
3. When cross grain bending or cross grain tension cannot be avoided, mechanical reinforcement to resist such forces
should be considered. Large plate washers on anchor bolts can serve this purpose.
4. TSP Southern Pine stud to Southern Pine sill plate, 585 lbs. uplift. TSP SPF stud to Southern Pine sill plate, 450
lbs. uplift.
Typical TSP
installed to
doubled top
plates
Figure 10
Typical TSB Application
Typical
TSP
Installed to
sill plate
TABLE 7 — DSC2R AND DSC2L DIMENSIONS FASTENERS AND
ALLOWABLE LOADS
DFISP Allowable Loads
SPF Allowable Load
Compression
Tension
Compression
Tension
Model No.
per)
Fasteners
160
(160
160
160
DSC2R-SDS3
DSC2L-SDS3
16
20-SDS'/<°X3"
2590
3720
1865
2680
Notes:
1. Loads include an increase of 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. SDS screws minimum penetration is 23/.°, minimum end distance is 2'/a° and minimum edge distance is 8/°
for full load values.
3. Lag screws will not achieve table loads.
4. Strong -Drive® screws are permitted to be installed through metal truss plates as approved by the Truss
Designer, provided the requirements of ANSI/TPI 1-2002 Section 8.10 are met (pre -drilling required
through the plate using a maximum of 5/32° bit.)
Page 12 of 13 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
an
41 VAN:-
'
hnc.
21
P.E.
January & 2009
Page 13 of 13 Simpson Strong -Tie
SIM200802
Used for Florida State Wide Product Approval #
FL11473
Products on this Report which are approved:
Product
FL#
DETAL20
11473.1
FGTR
11473.2
FGTRE
11473.2
FGTRHL
11473.2
FGTRHR
11473.2
HETA12
11473.3
HETA16
11473.3
HETA20
11473.3
HETA24
11473.4
HETA40
11473.4
HETAL12
11473.5
HETAL16
11473.5
HETAL20
11473.5
HGAM10
11473.6
HGUM5.25
11473.7
HGUM5.50
11473.7
HGUM7.00
11473.8
HGUM7.25
11473.8
HGUM9.00
11473.8
HHETA12
11473.9
HHETA16
11473.9
HHETA20
11473.9
HHETA24
11473.10
HHETA40
11473.10
HM9
11473.6
HTSM16
11473.11
HTSM20
11473.11
Product
FL#
LGUM210-2-SDS
11473.12
LGUM210-3-SDS
11473.13
LGUM210-4-SDS
11473.14
LGUM26-2-SDS
11473.12
LGUM26-3-SDS
11473.13
LGUM26-4-SDS
11473.14
LGUM28-2-SDS
11473.12
LGUM28-3-SDS
11473.13
LGUM28-4-SDS
11473.14
LGUM410-SDS
11473.15
LGUM46-SDS
11473.15
LGUM46-SDS
11473.15
LTA1
11473.16
META12
11473.17
META14
11473.17
META16
11473.17
META18
11473.17
M ETA20
11473.18
META22
11473.18
META24
11473.18
META40
11473.18
MSTAM24
11473.19
MSTAM36
11473.19
MSTCM40
11473.19
MSTCM60
11473.19
MTSM16
11473.2
MTSM20
11473.2
SIMPSON STRONG -TIE COMPANY, INC
Jax Apex Technology, Inc.
FBPE CA NO. 7547
4745 Sutton Park Court, Suite 402
Jacksonville, FL 3222419041821-5200
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
I. 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 913-72.110.
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, META16, META18, META20, META22, META24, META40,
HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20,
HHETA12, HHETAI6, 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'/x2%" Titan Masonry Screws for a masonry wall, or %4x13/.° Tden
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 loads 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 %x2%" Titen Masonry Screws for a masonry wall, or %4x13/4" Tden
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 % X
1'/" SDS screws (provided with the part), and fastens to the wall with either %x2%4°
Titan Masonry Screws for a masonry wall, or %x13/" Tden 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 be fastener schedule, dimensions and allowable loads 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 %X 1'/" SDS screws (provided with the part), and fastens
to the wall with %x2%4" Titan 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 loads 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 10dxl % 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 51/16" for HETAL). The strap portion of the anchor is 1'/" 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
10dxI %" 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 10dx1'/" nails. They are
embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion
of the anchor is 11/8" 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 %4" wide for use on I W and
larger members. They are installed with 10d common nails to the wood and either
Y4x2Y4" Titen Masonry Screws to masonry, or %x13/" 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 %x2%"
Titen Masonry Screws to masonry, or %x13/" 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 %"
diameter Titan 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 F„=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 be down fastener schedule, dimensions and allowable loads
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 Titan HD anchors, drill holes
of the same diameter as the anchor into the masonry or concrete. Holes should be'/"
deeper than the specified Titan HD length. The SDS screws are installed best with a
low-speed'/2" drill and a Ya 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 loads 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 0
comp
lails and Bolts. Unless noted otherwise, nails shall be common nails. N
IY with ASTM F 1667 and shall have the minimum bending yield strength
Common Nail Nail Shank Diameter
Pennyweight(inch)Fra (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 shall be
hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM
A153. Fasteners for stainless steel connectors shall be stainless steel.
ails shall
Fy,:
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 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)
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
HGAM10 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
02-3674102-3802
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, 217/04
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
D793
3/17/94
Page 5 of 13
Simpson Strong -Tie
Product
Test Number
Date Tested
HETAL F2
D844
3/28/94
DETAL Uplift
0797
3/28108
DETAL F1
0795, 0799
5/12/08, 3417/08
DETAL F2
0796, 0798
6105/08,3/28/08
LTA1 Uplift
02-3616
2/13/02
LTA1 F1
02-3616
2/13/02
LTA1 F2
02-3616
2/13/02
MSTAM24 U lift
02-3795
5/17/02,5/17102
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
1016/04,1016/04
FGTRE Uplift
045010
10/29/04
FGTRHL/R 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 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 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
Fasteners
Allowable Uplift Loads
Model
Ga
Length
160
Truss/Rafter CMU
(Titen)
Concrete
(Titen)
Southern
Pine/Douglas Fir-
Sprue -Pine -Fir
No.
(in.)
Larch
MTSM16
16
16
7-10d 4-'/ax2%
4-%x1%
875
755
MTSM20
16
20
7-10d 4-%4x2%a
4-s%xl%
875
755
HTSM 16
14
16
8-10d 4-%x2%
4%4x l %
1175
1010
HTSM20
14
20
10-10d 4-%x2'/a
4-%xl%
1175
1010
HMV'
18
4-SDS%4X1 % 5-%x2%
5-%x1'/
805
690
HGAM10 '
14
-
4-SDS'/JC1U- 4-'/ax2%,
4-'/ax2%
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 govern.
2. HM9 allowable F1 load shall be 636 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 lbs (DFL/SYP) &
170 lbs (SPF).
3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs
(DFUSYP) & 950 lbs (SPF).
4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 W must be used when framing
anchors are installed on each side of the joist or truss.
Moisture barrier
not shown
if
l �
y�F
I
Figure 1 Figure 2 Figure 3
Typical MTSMM/HTSM Application Typical 1,111119 Installation Typical HGAM10 Installation
Page 7 of 13
Simpson Strong -Tie
TABLE 2 ALLOWABLE LOADS AND FASTENERS
Model No.
Ga
H
Uplift
Lateral Loads
1 Ply So. Pine Truss 2 or 3 Ply F� FZ
So. Pine Truss m (.
Fasteners Load Fasteners Load W*
META12
18
8
7-10dxl%
1450
6-16d
1450
340
725
META14
10
7-10dx1% 1450 6-16d 1450 340
725
META16
12
7-10dxl% 1450 6-16d 1450 340
725
META18
14
7-10dxl% 1450 6.16d 1450 340
725
META20
16
6-10dxl% 1270 5-16d 1245 340
725
7-10dxl% 1450 6-16d 1450 340
725
META22
18
7-10dxl% 1450 6.16d 1450 340
725
META24
20
7-10dx1% 1450 6-164 1450 340
725
META40
36
7-10dx1% 1450 6-16d 1450 340
725
HETA12
16
8
7-10dx1%
1520
7-16d
1780
340
725
HETA16
12
9-10dxl% 1810 8-16d 1810 340
725
HETA20
16
8-10dx1h 1735 7-16d 1780 340
725
9-10dxl% 1810 8-16d 1810 1 340
725
HETA24
20
9-10dxl% 1810 8.164 1810 340
725
HETA40
36
9-10dxl% 1810 8-16d 1810 340
725
HHETA12
14
7-10dx1%
1565
7-16d
1820
3408
815
HHETA16
10-10dx1% 2235 9-16d 2235 3408
815
HHETA20
r2O
9-10dxl% 2010 8-16d 2080 3408
815
10-10dx1% 2235 9-164 2235 3408
815
HHETA24
10-10dx1h 2235 9-16d 2235 3408
815
HHETA40
36
10-10dx1% 2235 9-16d 2235 3408
815
HETAL12
16
7
10-10dx1h
1085
10-16d
1270
415
1100
HETAL16
11
14-lOdxl% 1810 13-16d 1810 415
1100
HETAL20
15
14-10dxl% 1810 13-164 1 1810 1 415
1100
LTA1
18 1
3%
12-10dx1%
1420
12-10dx1'h 1
1420 1
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 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. 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 7-10dx1W 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.
Typioal 119A
installed with TSS
Figure 4 Figure 5
Paa_IETAIHETAIHHETA Tvplcal Installation LTA1 Typical Installation
N_ -- __
Simpson Strong -Tie
TABLE 3
ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS
Model No.
Qty.
Application
UpliftLoads
Lateral Loads'
1 Ply Southern 2 or 3 Ply Southern F1
Pine Truss Pine Truss (parallel
F2
(perpen.
to wall)
Fasteners Load Fasteners Load to wall)
DETAL20
1
CMU
18-10dxl%
2480
- -
2000
1370
Concrete
18-10dxl% 2480 - - 2000
1505
META
2
CMU
Concrete
10-10dxl%
1985
14-16d 1900
1210
1 1160
10-10dxl% 1985 14-16d 2565 1210
1160
HETA
2
CMU
Concrete
10-10dxl%
2035
12-16d 2500
1225
1520
10-10dx1'/z 2035 12-16d 2700 1225
1520
HHETA
Notes-
2
CMU
Concrete
10-10dx1%
1 2035 1
12-16d 2500
1225
1520
10-10dx1% 1 2035 14-16d 1 3350 1 1225 1
1520
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 fc 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 seal
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 F, direction.
#5F
(R
Page 9 of 13
Figure 6
DETAIL and Double META/HETA/HHETA Application
Simpson Strong -Tie
on
As
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. Minimum edge distance is 1 W 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.
Page 10 of 13
Typical NSTAM36
Installation.
Figure 7
MSTAMNSTCM Typical dimensions and Installation
Typical MSTCM60
Installation
Simpson Strong -Tie
TABLE 4
MASONRY STRAPS ALLOWABLE LOADS
FASTENERS AND DIMENSIONS
Model No.
Ga.
Dimensions
inches
Simpson Strong -Tie
Titen Screws
DF/SP
160
F
SPF
160
MSTAM24
MSTAM36
MSTCM40
18
16
16
W L
1% 24
1% 36
3 40%
CMU Concrete
5-'/4x2'/4 5 Y4x19/4
8-%x2% 8 %4x 13/
14'/4x2'/4 14-'/4x13/4
Nails °
8-10d
10-10d
22-16d Sinker
Load
1500
1870
4220
Nails
9-10d
11-10d
26-16d Sinker
Load
1500
1870
4220
MSTCM60
16 1
3 59% i
14%x2% I 14-%4x13/e I
26-16d Sinker 1
4220 1
26-16d Sinker 1
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 govem.
2. Minimum edge distance is 1 W 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.
Page 10 of 13
Typical NSTAM36
Installation.
Figure 7
MSTAMNSTCM Typical dimensions and Installation
Typical MSTCM60
Installation
Simpson Strong -Tie
TABLE
5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS
Model No.
Qty.
Fasteners
Allowable
Uplift Load
(160)
To Block and
Concrete Wall To Truss
FGTR
1
2-Titen HD %x5" 18-SDS1/4x3
5000
2
4-Titen HD %2x5" 36-SD81/4x3
9400
FGTRHUR
1
2-Titen HD %x5" 18-SDS1/4x3
3850
FGTRE
1
2-Titen HD %x5" 18-SDS1/4x3
46858
FGTRE+FGTR
Al --
1 Each
4-Titen HD %x6" 36-SDS1/4x3
50008
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 Titan 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 comer applications shall be limited to 4685 lbs allowable
7. Loads are governed by the grouted wall capacity based on testing of the products attached to the
comer of a block wall at.an average ultimate load of 14,800 lbs. The connector has been tested
attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided
the wall is designed by the engineer of record to transfer the uplift forces.
FGTR
Page 11 of 13
Two FGTRs
,- FGTR
TRUSS
SHOULD
Rr SITBACK 1, 4
_ l
FGTRE J�
FGTRHLTOPv1EW Figure 8
FGTRIFGTRE/FGTRHLIFGRHR Typical Installation
Simpson Strong -Tie
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 fm = 1500 psi and fr = 2500 psi.
Page 12 of 13
T,-10'8
NGUM Typical LGUN IasWaUaa
Figure 9
LGUM/HGUM Typical Installation
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Simpson Strong -Tie
TABLE
6 - LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
Model No.
Ga
I
Dimensions (m.)
Fasteners
Allowable Loads (Ibs.)
W1
H
B
CMU/Concrete Joist Uplift Download (DFISPJLWPSLILS
Iden HD SDS Screws 0160) CMU I Concrete
(1001115/125)
DOUBLE 2x SIZES
LGUM 26-2
12 1
3/is
1 5
1 4 1
4 -'/° x 4° T 4 - Y4"x2%°
1430 1
5595
LGUM 28-2
12
3 / s
7
4
6 - Y x 4° 6 - %4 x2'/°
2435
8250
LGUM 210-2
12 1
3 As
1 9
4
8 - Ve x 4° 8 - /4°x2W
3575
9575
TRIPLE 2x SIZES
LGUM 26-3
12 1
5%
1 5%
1 4 1
4 -'/e° x 4° T 4 - %°x2%°
1430 1
5610
LGUM 28-3
12
5 %
7%
4
6 - 9/° x 4° 6 - %4°x2'/°
2435
8290
LGUM 210-3
12 1
5%
1 9%
4
8 - %e x 4° 8 - Y4 x2%°
3575
9715
QUADRUPLE 2x SIZES
LGUM 26-4
12 1
6 Aia
1 5 AA
1 4 1
4 - e/° x 4° 4 - %°x2W
1430
5625
LGUM 28.4
LGUM 210-4 1-12
12
1
6 /as
6 Aa 1
7 ON
9 /as
4 1
4 1
6 - $/e" x 4° 6 - %4°x2W
8 - 9/° x 4° 8-'/4°x2%°
2435
3575
8335
9860
4x SIZES
LGUM 46
LGUM 48
LGUM 410 1
12 1
12
12
3% 1
3 6/
3% 1
4% 1
6 % 1
8% 1
4 1
4 1
4 1
4 - Ve x 4° 4 - %4°x2W
6 - %° x4" 6 - Y4 x2W
8 - Ve° x 4° 1 8 - %4°x2W
1430
2435
3575 1
5600
8260
9620
ENGINEERED
WOOD
AND
5%
STRUCTURAL COMPOSITE LUMBER
8 - %° x 5° 24 - Y4 x2%°
SIZES
10085
HEAVY DU
14965
16015
HGUM5.25 7 5%
HGUM5.50
7
5%
11
5%
8 - Ve" x 5° 24- %4°x2''/a°
10125
14940
16015
HGUM7.00
7
7
to
5%
8 - %° x 57 24- %°x2W
10375
14770
16015
HGUM7.25
7
7%
30
5%
8 - 6/e x 5° 24 -'/4°x2%°
10415
14740
16015___]
HGUM9.00
U-6- .
7
9
5%
8 - %° x 5° 24-'/4°x2la°
10705
14545
16015
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 fm = 1500 psi and fr = 2500 psi.
Page 12 of 13
T,-10'8
NGUM Typical LGUN IasWaUaa
Figure 9
LGUM/HGUM Typical Installation
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Typical UGUN lasIalmm
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
Inc.
E.
Simpson Strong -Tie
p�i6xrt4 ¢Pti
dam.
b�
Page 13 of 13
Inc.
E.
Simpson Strong -Tie