REV-18-7507
N: Tw�
V 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
kE'L-"EI V E C
MAR 2 2 2018QLJO
ABC 20'�-1
Master Permit No. 2. C— F—] —
Sub Permit No. f2E\1
❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 0 4 sT.
City: Miami Shores County: Miami Dade Zip:
Folio/Parcel#: is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): t�A1a ► S>�l C )bdJ 7 Phone#:
Address: (5(09 C)�S j • v_/
City: 1m e%� 1 �LtD.�Lt'� State: -E - Zip: � ?:!,I �Jc
i
Tenant/Lessee Name: Phone#:
Email: 1 3
CONTRACTOR: Company Name: U 'AA i� Cal ST/t U C%/ d /N Phone#: a i 0 3 2 19 —V 3(�
Address: T
City: 1 r State: f` Zip: (3
Qualifier Name: Phone#:
State Certification or Registration #: Certificate of Competency #:
DESIGNER: Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit: $ S'o0C-" Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New 1❑ Repair/Replace ❑ Demolition
Description of Work: �`1t7 kT� ko�f • �
Specify color of color thru tile:
d•
Submittal Fee $ Permit Fee $ QU CCF $_
Scanning Fee $ 1 Radon Fee $ DBPR $
Technology Fee $ Training/Education Fee $
Structural Reviews $ 0
CO/CC $
Notary $
Double Fee $
Bond $ Q
TOTAL FEE NOW DUE $ 8
(Revised02/24/2014)
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City
State
Zip
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 OCONTRACTOFJ
The for ng instrument was acknowledged before me this The fore oing instrument was acknowledged before me this
e oi�
day of Dy C ` 20 by day of 120fCh 20 by
-PC IQ :6 t�[C:?wLho is personally known to 40 ersona�llynknown to
me or who has produced �� IMP as me or who I produced �YC� as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
Sig I Sign:
' MY COMMISSION # GG 044602
Print: 44.
*= Print: :'""° M I
EXP202 MY COMMISSION # GG 044602
Seal: �'P° °P �edT�NotaryPublicUnderwriters Seal: s°^ EXPIRES:
;,,F a ES: November 2, 2020
''• ° ;`•`� Bonded Thru Notary Public underwriters
***********************************************************************************************************
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
PAGE ' /32
COVER SHEET
DATE: March 21 st, 2018
PROJECT: GONZALEZ RESIDENCE
Remodeling House
NEW SKYLIGHT
REV.1
...... ....
ADDRESS: 1569 NE 10t ST., ; • • •
MIAMI SHORES, FLORIDA .... •� •
CLIENT: ALAIN GONZALEZ •••••• •
1569 NE 10th ST., ;...;.
MIAMI SHORES, FLORIDA '
This computation book contains manual and computerized structural calculations, certain printed
manufacturer's data and Computation pages are numbered 1 thru 32. Computations were performed
to the best of our knowledge according to sound and generally accepted engineering principals and
Code requirements, using nationally recognized computer software and in-house developed software.
Prior to commissioning into service, the in-house developed software was thoroughly checked by
performing parallel manual computations. The sign and seal provide0orbIA 140e ippant to cover all
computation sheets pages 1 through 32. ���� Gr�N10
co
Z
o • ,�, oQLIJ
EngineeNp •• cs •R ild,• •� 3 228
Andres M. Felicaa 2cFik; # 75404
•IfrIIIIIA�I,
VALID FOR ONE (1) PERMIT ONLY.
VALID ONLY WITH RAISED PE SEAL.
Project "GONZALEZ RESIDENCE"
1569 NE 10' ST, MIAMI SHORES, FLORIDA
STRUCTURAL REVI W
DATP/
APPROVED
uJ'
21.55 NE 1621R ST • N. MIAMI BEACH, FL, 33162
730_5ws 01.61.. www.eng4build.com * e: en' gineering@eng4build.corn
(i?n 9 04b u i I d
Engineering for Build, LLC.
INDEX
DESCRIPTION
Wind Load Calculation
Wood Trusses Reactions
Florida Approval # 11473 Wood Connectors
Skylight NOA 17-0807.27
PAGE ii/32
PAGE
1
5
10
28
. .
....
......
......
....
......
......
00
.. .
....
. ..
.....
......
. .
.....
.. ..
.. ..
......
......
. .
. .
......
..... .
..
......
00
. .
2155 NE 163RD ST + N. MIAMI BEACH, FL. 33162
p: 305 508 0161 a www.eng4bLiild.com e e: engineering(a)eng4bLiild,coti-I
1/32
MECAWind Version 2.1.0.6 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright 2018>vs++c:+.,re:aerterprirses.cc;nv
Date 3/21/2018 Project No.
Company Name Designed By
Address Description
City Customer Name
State Proj Location
File Location: C:\Users\User\Dropbox\e4b\2017\VMB\MIAMI SHORES\CALCS\revl\Gonzalez WLcalcs 3_20_18 skylight.wnd
Directional Procedure All Heights Building (Ch 27 Part 1)
All pressures shown are based upon STRENGTH Design, with a Load Factor of 1
Basic Wind Speed(V) =
175.00 mph
Structural Category =
II
Exposure Category
= D
Natural Frequency =
N/A
Flexible Structure
= No
Importance Factor =
1.00
Kd Directional Factor
= 0.85
Damping Ratio (beta) =
0.01
Alpha =
11.50
Zg
= 700.00 ft
At =
0.09
Bt
= 1.07
Am =
0.11
Bm
= 0 . 8" • •
Cc =
0.15
1
. _. 650.%(q, t'
Epsilon =
0.13
Zmin
'..=- : 7.0.0 ft.
Slope of Roof =
0.25 : 12
Slope of Roof (Theta)
...F,..
Ht: Mean Roof Ht =
18.00 ft
Type of Roof
•,•s.Vonoslol4e
RHt: Ridge Ht =
18.00 ft
Eht: Eave Height
�•�• 18..0.0 fit
OH: Roof Overhang at Eave=
4.00 ft
Roof Area
•••=.2941.000 ft�
2
Bldg Length Along Ridge =
59.00 ft
Bldg Width Across
Riau!=-': 53.-00•f;
Gust Factor Category I Rigid
Structures -
Simplified Method
:";'; '
Gustl: For Rigid Structures
(Nat. Freq.>1
Hz) use 0.85
=' 0.85 ;...;.
• • •
Gust Factor Category II Rigid Structures
- Complete Analysis
•• • •• •
Zm: 0.6*Ht
= 10.80 fb•�•�
lzm: Cc*(33/Zm)'0.167
= 0.18
Lzm: 1*(Zm/33)'Epsilon
= 565.30 ft
Q:(1/(1+0.63*((B+Ht)/Lzm)'0.63))�0.5
= 0.92
Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm))
= 0.89
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure Coefficient = +/-0.18
Figure 27.4-1 External Pressure Coefficients
Cp - Loads on Main Wind -Force Resisting Systems
L
B
Kh: 2.01*(Ht/Zg)^(2/Alpha)
Kht: Topographic Factor (Figure 6-4)
Qh: .00256*(V)"2*I*Kh*Kht*Kd
Cpww: Windward Wall Cp(Ref Fig 6-6)
Roof Area
Reduction Factor based on Roof Area
2/32
• •21 • •00
.
SOi 70 psf •
0.80 .••..•
: IR 41.00 ft-2
•• 0. 80 �••�•�
MWFRS-Wall Pressures for Wind Normal to 59 ft wall (Normal to Ridge)
Wall Cp Pressure Pressure
+GCpi (psf) -GCpi (psf)
--------------- ------ ----------- -----------
Leeward Wall -0.50 -48.82 -19.77
Side Walls -0.70 -62.54 -33.49
Wall Elev Kz Kzt qz Press Press Total
ft psf +GCpi -GCpi +/-GCpi
---------------- ------ ----- -------------------------- ---------
Windward 18.00 1.21 1.00 80.70 40.35 69.40 89.17
Note: 1) Total = Leeward GCPi + Windward GCPi
Roof - Dist from Windward Edge Cp Pressure Pressure
+GCpi(psf)-GCpi(psf)
--------------------------------- --------------------------
0.0 ft to 9.0 ft -0.90 -76.26 -47.21
9.0 ft to 18.0 ft -0.90 -76.26 -47.21
18.0 ft to 36.0 ft -0.50 -48.82 -19.77
36.0 ft to 53.Oft -0.30 -35.10 -6.05
MWFRS-Wall Pressures for Wind Normal to 53 ft wall (Along Ridge)
Wall Cp
--------------- ------
Leeward Wall -0.48
Pressure Pressure
+GCpi (psf) -GCpi (psf)
----------------------
-47.27 -18.22
Side Walls -0.70 -62.54 -33.49
Wall Elev Kz Kzt qz Press Press Total
ft psf +GCpi -GCpi +/-GCpi
---------------- ------ ----- ----- ------- ------- ------- ---------
Windward 18.00 1.21 1.00 80.70 40.35 69.40 87.62
Note: 1) Total = Leeward GCPi + Windward GCPi
Roof - Dist from Windward Edge Cp Pressure Pressure
+GCpi(psf)-GCpi(psf)
--------------------------------- --------------------------
0.0 ft to 9.0 ft -0.90 -76.26 -47.21
9.0 ft to 18.0 ft -0.90 -76.26 -47.21
18.0 ft to 36.0 ft -0.50 -48.82 -19.77
36.0 ft to 59.0 ft -0.30 -35.10 -6.05
3/32
• •
••••
••••••
••••••
•• ••
••••••
•
••••
• ••
•••••
••••••
• •
•••••
•• ••
•• ••
••••••
•
• •
• •
••••••
4/32
MECAWind Version 2.1.0.6 ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright 2018 wwt� -. ae;zte z
.............................................. ,........ _.....................................
Date 3/21/2018 Project No.
Company Name Designed By
Address Description
City Customer Name
State Proj Location
File Location: C:\Users\User\Dropbox\e4b\2017\VMB\MIAMI SHORES\CALCS\revl\Gonzalez WLcalcs 3_20_
18 skylight.wnd
Root not
�
I
1
�
si3ov.- i
; 5
1
1
2:
1
1 :2
....
�
I
• •
4
•
(
Je
s s •••s
.
•e
sees*
......
a
. . . .
......
Wind Pressure on Components and
Cladding
(Ch 36 Part li
:....:
All pressures shown are based
upon STRENGTH
Design,
with a Load Factoreo�e*•l
Width of Pressure Coefficient
Zone
"a" =
5.3 ft
Description
Width
Span Area
Zone
Max
Min
Max P Min P
ft
ft ft"2
GCp
GCp
psf psf
--------------------------------------------------------------------------
skylight
4.00
4.00 16.0
3
0.28
-2.45
37.09-212.48
skylight
4.00
4.00 16.0
2
0.28
-1.66
37.09-148.26
skylight
4.00
4.00 16.0
1
0.28
-0.98
37.09 -93.58
EXIST. truss 18'
2.00
18.58 115.1
3
0.20
-1.10
30.67-103.30
EXIST. truss 18'
2.00
18.58 115.1
2
0.20
-1.10
30.67-103.30
EXIST. truss 18'
2.00
18.58 115.1
1
0.20
-0.90
30.67 -87.16
NEW truss 9'-0"
4.00
9.00 36.0
3
0.24
-1.85
34.25-164.17
NEW truss 9'-0"
4.00
9.00 36.0
2
0.24
-1.41
34.25-128.36
NEW truss 9'-0"
4.00
9.00 36.0
1
0.24
-0.94
34.25 -90.74
NEW truss 3'-9"
3.00
3.75 11.3
3
0.29
-2.71
38.32-233.47
NEW truss 3'-9"
3.00
3.75 11.3
2
0.29
-1.76
38.32-156.90
NEW truss 3'-9"
3.00
3.75 11.3
1
0.29
-0.99
38.32 -94.81
5/32
PROJECT:
SUBJECT:
ROOF STRAP DESIGN
EXIST. TRUSS
L=18'-0"
1569 NE 104TH ST.
ADDRESS:
MIAMI SHORES, FLORIDA
3/21/2018 SHEET No.
DATE:
DESIGN BY:
AF OF
STRAP DESIGN BASED ON ASCE 7-10
ENTRY DATA
STRAP 1:
EXISTING TO REMAIN
Wind Pressure
104:;st (ULTIMATE)
DEAD LOAD
LIVE LOAD
L1
0.00 ft
GRAVITY NA
L2
t;.0:.` i
UPLIFT 1000.0 lb
• • • •
L3
0.00 ft
STRAP 2:
NEW CONNECTOR BY TRUSS COMPAN I • • • • • • •
JOIST SEPARATION
_ > r�
UNDER SEPARATE PERMIT
..
� • �
AL. GRAVITY (1)
NA N/A
• • • • • • • r •
AL. UPLIFT (1) +
1000.0 lb STR.1 OK
• • • • • • •
AL. GRAVITY (2)
NA N/A
GRAVITY NA
• • • •0. •
AL. UPLIFT (2) +
1000.0 lb STIR. 2 OK
UPLIFT 1000.0 lb
GRAVITY = D + L
•• •• •• ••
•00•6• 0
LTOTAL
18ft
• ;. .;
1:1
REACTION 1
-10-�
0 0 •
00
Span
9.00 ft
Gravity
990.0 lb 1
2
0.6 D
10 psf L1
L2
L3
0.6 W
62.4 psf
L TOTAL
Net Uplift
-943.2 lb
REACTION
NET UPLIFT = 0.61D +
0.6WIND
Span
9.00 ft
Gravity
990.0 lb
0.6 D
10 psf
0.6 W
62.4 psf 1
2
Net Uplift
-943.2 lb
z
NEW GIRDER TRUSS L=9'-0"
PROJECT:
SUBJECT:
ADDRESS:
DATE:
DESIGN BY:
6/32
ROOF STRAP DESIGN
1569 NE 104TH ST.
MIAMI SHORES, FLORIDA
312112018 1 SHEET No.
AF I OF
ENTRY DATA
STRAP 1: SEE PLANS SCHEDULE
Wind Pressure
10' psf (ULTIMATE)
DEAD LOAD
25 ns9
LIVE LOAD
30 ust
L1
0.00 ft
GRAVITY NA
L2
UPLIFT 3555.0 lb
• • • •
B
0.00 ft
STRAP 2: SEE PLANS SCHEDULE
0004
JOIST SEPARATION
I C )
• • •
• •
AL. GRAVITY (1)
NA N/A
••••••
•
•• ••
AL. UPLIFT (1) +
3555.0Ib STRA OK
••
•
AL. GRAVITY (2)
NA N/A
GRAVITY NA
• • • •+•
• •
AL. UPLIFT (2) +
3555.0 lb STIR. 2 OK
UPLIFT 3555.0 lb
GRAVITY = D + L
•����•
•
L TOTAL
s ft
I
t
t
I
I
t
t
I.. I
I
I •.1
•' �" 1.
.
'I.
.
.
:.
.
.1
Span
4.50 ft
Gravity
2475.0lb
I 1
0.6 D
10 psf
# L1
0.6 W
62.4 psf
Net Uplift
-2358.0 lb
NET UPLIFT = 0.6D + 0.6WIND
in 4.50 ft
vity 2475.0 lb
D 10 psf
W 62.4 psf 1
Uplift-2358.0 lb
F
2
7/32
PROJECT:
SUBJECT: ROOF STRAP DESIGN
NEW GIRDER TRUSS L=9'-0"
SKYLIGHT ADDRESS: 1569 NE 104TH ST.
MIAMI SHORES, FLORIDA
DATE: 3/21/2018 SHEET No.
DESIGN BY: AF OF
STRAP DESIGN BASED ON ASCE 7-10
ENTRY DATA ISTRAP 1: SEE PLANS SCHEDULE
Wind Pressure
DEAD LOAD
LIVE LOAD
L1
L2
L3
124i SF (ULTIMATE)
2F; ;-"'f
30 psf
0.00 ft
1)00It
0.00 ft
GRAVITY NA
UPLIFT 1850.0lb
••••
STRAP 2: SEE PLANS SCHEDULE • •
••••
JOIST SEPARATION
'-�8 is
•• •
• •
AL. GRAVITY (1)
NA N/A
••••••
•
•• ••
AL. UPLIFT (1) +
1850.0lb STR.1 OK
••••••
•
AL. GRAVITY (2)
NA N/A
GRAVITY
NA
• ease •
i • • • •
AL. UPLIFT (2) +
1785.0 lb STR. 2 OK
UPLIFT
1785.0 lb
•• ••
•• ••
GRAVITY
= D + L
••••••
•
L TOTAL
9 ft
• •
• •
REACTION 1
Span
4.50 ft
Gravity
990.0 lb
1
2
0.6 D
10 psf L1
L2
L3
0.6 W
77.4 psf
L TOTAL
Net Uplift
-1213.2 lb
Span
4.50 ft
Gravity
990.0 lb
0.6 D
10 psf
0.6 W
77.4 psf
Net Uplift
-1213.2 lb
1
NET UPLIFT = 0.61D + 0.6WIND
2
NEW GIRDER TRUSS L=3'-9"
SKYLIGHT
8/32
PROJECT:
SUBJECT: ROOF STRAP DESIGN
ADDRESS: 1569 NE 104TH ST.
MIAMI SHORES, FLORIDA
DATE: 3/21/2018 SHEET No.
DESIGN BY: AF OF
ENTRY DATA
Wind Pressure
DEAD LOAD
LIVE LOAD
L1
L2
L3
'# z9 Fs f (ULTIMATE)
1t`i st
0.00 ft
9 -
0.00 ft
STRAP 1: NEW CONNECTOR BY TRUSS COMPANY
UNDER SEPARATE PERMIT
GRAVITY NA
UPLIFT 1000.0 lb
STRAP 2: NEW CONNECTOR BY TRUSS COMPANY
JOIST SEPARATION
UNDER SEPARATE PERMIT
AL. GRAVITY (1)
NA N/A
• • •
AL. UPLIFT (1) +
1000.0 lb STR.1 OK
•. •
AL. GRAVITY (2)
NA N/A
GRAVITY NA
• • • • • •
' • •
AL. UPLIFT (2) +
1000.0 lb STIR. 2 OK
UPLIFT 1000.0 lb
• • • • • •
•
GRAVITY = D + L
LTOTAL
9ft
• • •
�•��•
REACTION 1
Span
4.50 ft
•
•
Gravity
742.5 lb
1
• •
• • •
0.6 D
10 psf L1
L2
L•Y •
0.6 W
77.4 psf
L TOTAL
Net Uplift
-909.9 lb
0.6 D
0.6 W
Net Uplift
4.50 ft
742.5 lb
10 psf
77.4 psf
-909.9 lb
NET UPLIFT = 0.61D + 0.6WIND
1 2
EXIST. TRUSS L=3'-9"
OVERHANG
9/32
PROJECT:
SUBJECT: ROOF STRAP DESIGN
ADDRESS: 1569 NE 104TH ST.
MIAMI SHORES, FLORIDA
DATE: 3121/2018 SHEET No.
DESIGN BY: AF OF
ENTRY DATA
STRAP 1: NEW CONNECTOR BY TRUSS COMPANY
Wind Pressure
1`' :psf (ULTIMATE)
UNDER SEPARATE PERMIT
DEAD LOAD
25 psf
LIVE LOAD
L1
0.00 ft
GRAVITY NA
L2
2.;`- '
UPLIFT 1000.0 lb
L3
2.00 ft
STRAP 2: NEW CONNECTOR BY TRUSS COMPANY
JOIST SEPARATION
:24
UNDER SEPARATE PERMIT
AL. GRAVITY (1)
NA N/A
• • •
AL. UPLIFT (1) +
1000.0 lb STR.1 OK
• • •
AL. GRAVITY (2)
NA N/A
GRAVITY NA
• • • • • • ' • •
AL. UPLIFT (2) +
1000.0 lb STIR. 2 OK
UPLIFT 1000.0 lb
• • •. • •
•••� •• •
GRAVITY = D + L
•.....
LTOTAL
4.5ft
•
�••
REACTION 1
Span
1.25 ft
Gravity
137.5 lb
0.6 D
10 psf
0.6 W
94.2 psf
Net Uplift
-210.5 lb
L1
L2
L•� •
L TOTAL
NET UPLIFT = 0.61D + 0.6WIND
vity 351.5 lb
D 10 psf
W 94.2 psf 1 2
Uplift -547.3 lb
9/22/2015 Florida Building Code Online /{
n1% I y l
fir
ti!:U ;i : BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts i Publications FBC Staff BCIS Site Map Links Search
Busines I
''0L6y Product Approval
Professi�T 1a)a USER: Public User
nj dation
Ii�WYiiiY�5i1VI iiCiYiYW Product Approval Menu > Product or Aoolication Search > Application List > Application Detail
A:- 'j��', +4` YYY� FL # FL11473-R3
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
Product Manufacturer
Simpson Strong -Tie Co.
Address/Phone/Email
2221 Country Lane
McKinney, TX 75070
(972) 439-3029
rshackelford@strongtie.com
**so
•
•
•
000000
Authorized Signature
Randall Shackelford
• • •
• •
• •
rshackelford@strongtie.com
000000
• • •
• • •
•
•
•
• • • • • •
Technical Representative
Randall Shackelford
• • • •
•
• • .
• • • • • •
Address/Phone/Email
1720 Couch Drive
0000 •
. • • .
McKinney, TX 75069
000000
.
00000
• •
(800) 999-5099
• •
• • •
•
• • •
• • • • •
rshackelford@strongtie.com
•
• • • •
Quality Assurance Representative
Shelby Troth
• •
.0000•
000000
Address/Phone/Email
5956 W. Las Positas Blvd
• • •
•
• •
Pleasanton, CA 94588
• • •
• • • • •
•
••••••
• •
(925) 560-9000 Ext 9049
• • •
stroth@strongtie.com
Category Structural Components
Subcategory Wood Connectors
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Jeffrey P. Arneson
the Evaluation Report
Florida License PE-58544
Quality Assurance Entity Benchmark Holdings, L.L.C.
Quality Assurance Contract Expiration Date 12/31/2015
Validated By Joseph A Reed, PE
Validation Checklist - Hardcopy Received
Certificate of Independence FL11473 R3 COI Cert of Ind Simpson.odf
Referenced Standard and Year (of Standard) Standard Year
AF&PA NDS 2012
AISI S100 (S1, S2-2010) 2007
ASTM D1761 2000
ASTM D7147 2005
Equivalence of Product Standards
Certified By
h"://www.floridabui ldi ng.org/pr/pr_app_c tl.aspx?param=wGEVXQwtDgv8JygqZ9W uEl9bVi KyW eNZd59ifOxYJdSRglOiZYeShw%3d%3d 1/4
9/22/2015
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summarpof Products
Florida Building Code Online 11 1 /
FL11473 3esting Eg iv�D1761 and D7147 Eguivalle.dtlP 32
Method 1 Option D
05/01/2015
05/01/2015
05/09/2015
06/22/2015
FL #
Model, Number or Name
Description
11473.1 DETAL
Double Embedded Truss Anchor
Limits of Use
Installation Instructions
f Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Impact Resistant: N/A
Verified By: Randall Shackelford P.E. 68675 (TX)
Design Pressure: N/A
Other:
Created by Independent Third Party: Yes
Evaluation Reports
FL11473 R3 AE SIM201501 Truss to MasonryQfdit is FOR
Seal 04292015. odf 0 • • • • • • •
Created by Independent Third party:•Yes • •
_..—._.__._...__..____....____. _ _. _.._.._._._...._._._..___ __._ __�
11473.2 FGTR, FGTRHL, FGTRHR
—•_a • •.•..
Girder Retrofit Anchor
Limits of Use —
E Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Installation Instructions • • • • • • • '
FL11473 R3 II SIM201501 I'rus"ji ittasonrl PRoducts FOR
Seal 04292015.odf • • ''•
Verified By: Randall Shackerford'P.F•'. 6867% rXl • ••
Design Pressure: N/A
Created by Independent Thi"POA/: Yes • • • . •
Other:
€
Evaluation Reports • • • • • • •
FL11473 R3 AE SIM201501� rusS t; Masonry Products FOR
Seal 04292015.odf �• • • • •
Created by Independent Third PV% Yes • •
€
1473.3 HETA12, HETA16, HETA20, HETA24,
1•.
�
•
Embedded Truss Anchor 000
HETA40
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Approved for use outside HVHZ: Yes
Seal 04292015.odF
Impact Resistant: N/A
Verified By: Randall Shackelford P.E. 68675 (TX)
Design Pressure: N/A
Created by Independent Third Party: Yes
Other:
Evaluation Reports
FL11473 R3 AE SIM201501 Truss to Masonry Products EOR
Seal 04292015.odf
Created by Independent Third Party: Yes
11473.4 HETALI2, HETALI6, HETAL20
Embedded Truss Anchor
......................................................................
! Limits of Use
............. .... ..... ......... .......... ............. ....... .. ..............
Installation Instructions
Approved for use in HVHZ: Yes
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Verified By: Randall Shackelford P.E. 68675 (TX)
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Created by Independent Third Party: Yes
Other:
Evaluation Reports
FL11473 R3 AE SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Created by Independent Third Party: Yes
11473.5 —
HGAM10, HM9
Masonry retrofit connector i
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Installation Instructions
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Verified By: Randall Shackelford P.E. 68675 (TX)
Created by Independent Third Party: Yes
Evaluation Reports
FL11473 R3 AE SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Created by Independent Third Party: Yes
.._...... .......... ...._........._.._..__._......_........._................... ,.............._....._.._._..... _.............. .._.._........_._.._..._.._._.,..__............................... _..... -----._._........._......_...._...__................ _._.........._..._.__....._..
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv8JygqZ9W uEl9bVi KyW eNZd59ifOxYJdSRglOiZYeShw%3d%3d
2/4
9/22/2015 Florida Building Code Online
111473.6 HHETAI6, HHETA20, HHETA24, Heavy Embedded Truss Anchor 12/32
[ I H H ETA40
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Installation Instructions
FL11.473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Verified By: Randall Shackelford P.E. 68675 (TX)
Created by Independent Third Party: Yes
Evaluation Reports
FL11473 R3 AE SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Created by Independent Third Party: Yes
111473.7 [ LGT2, LGT3-SDS2.5, LGT4-SDS3 ( Girder Tiedown j
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
11473.8 1LTA2
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Installation Instructions
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Verified By: Randall Shackelford P.E. 68675 (TX)
Created by Independent Third Party: Yes
Evaluation Reports
FL11473 R3 AE SIM201501 Truss to Masonry Products FOR
Seal 04292015.1)df
Created by Independent Third Party: Yes
Lateral Truss Anchor
Installation Instructions
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf I
Verified By: Randall Shackelford P.E. 68675 (TX)
Created by Independent Third Party: Yes *egg
Evaluation Reports • • • • • •
FL11473 R3 AE SIM201501 fnww to:lasonry Products FOR [ •
Seal 04292015.odf • • • (f •
Created by Independent Third $ar:y:•Yes • • • • • •! • • i •
•
11473.9 MEfAl2, META16, META18, META20, I Embedded Truss Anchor • • • • •
MEfA22, MEFA24, META40 • • • • •
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
11473.10 1 MGT, VGT, VGTL, VGTR
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
11473.11 MSTAM24, MSTAM36, MSTCM40,
MSTCM60
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
11473.12 MTSM16, MTSM20, HTSM16,
HTSM20
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
••
••
Installation Instructions ••� • • •
• •
FL11473 R3 II SIM201501 Ress•t• Masonryod Pcs
EORO
Seal 04292015.odf 000000
•
Verified By: Randall Shackefford@P.re. 68675 (TXJ
Created by Independent Third Party! Yes
• •
• •
Evaluation Reports • • •
FL11473 R3 AE SIM201501 Tress tc Masonry roduc� t�•,
Seal 04292015.odf • • •
Created by Independent Third Party: Yes • • •
Girder Tiedown
Installation Instructions
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Verified By: Randall Shackelford P.E. 68675 (TX)
Created by Independent Third Party: Yes
Evaluation Reports
FL11473 R3 AE SIM201501 Truss to Masonry Products FOR
Seal 04292015, odf
Created by Independent Third Party: Yes
Strap Tie for Masonry
Installation Instructions
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015.pdf
Verified By: Randall Shackelford P.E. 68675 (TX)
Created by Independent Third Party: Yes
Evaluation Reports
FL11473 R3 AE SIM201501 Truss to Masonry Products FOR
Seal 04292015.odf
Created by Independent Third Party: Yes
Twist Strap for Masonry
Installation Instructions
FL11473 R3 II SIM201501 Truss to Masonry Products FOR
Seal 04292015. odf
Verified By: Randall Shackelford P.E. 68675 (TX)
Created by Independent Third Party: Yes
Evaluation Reports
https://www.floridabui lding.orglprlpr_app_c tl.aspx?param=wGEVXQwtDgv8JygqZ9W uEl9bVi KyW eNZd59ifOxYJdSRglOiZYeShw%3d%3d 314
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
13/32
Jax Apex Technology, Inc.
4745 Sutton Park Court, Suite 402
Jacksonville, FL 32224
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,
rinds 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 Floridg•••••
Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P;Arrdwn, and'iS••
••....
in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey F"Arne,%dn,•
•
nor any other employee of Apex Technology, has performed calculations or testing fort l!roductS. • •
• • • •:.
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 m the
• • • • •
substantiating data. We reviewed the substantiating data to a degree that allowed uK determine"
• • • • •
whether or not the work performed is consistent with the intended use of the product arxrCat the
•
methods used are in compliance with, or meet the intent of, the Florida Building Code. Alltest reports:.
• • • • • •
were prepared by an approved testing laboratory.
•
REPORT NO.: SIM201501
CATEGORY: Structural Components
SUBCATEGORY: Metal Connectors
SUBMITTED BY:
SIMPSON STRONG -TIE COMPANY, INC.
5956 W. LAS POSITAS BOULEVARD
PLEASANTON, CA 94588
1. CERTIFICATION OF INDEPENDENCE:
Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology
have no financial interest in the manufacturing, sales, or distribution of the products
included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria
as stated in Florida Rule 61 G-20.
Page 1 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
14/32
2. PRODUCT NAMES
Truss to Wall Connectors
MTSM16, MTSM20, HTSM16, HTSM20, HMS, HGAM10
Embedded Truss Anchors
META12, META16, META18, META20, META22, META24, META40, HETA12,
HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20,
HHETA16, HHETA20, HHETA24, HHETA40, LTA2, DETAL20
Wood to Masonry Straps
MSTAM24, MSTAM36, MSTCM40, MSTCM60
Girder Tiedowns
LGT2, LGT3, LGT4, MGT, VGT, VGTL, VGTR, FGTR, FGTRHL, FGTRHR
3. SCOPE OF EVALUATION
Load Evaluation as a Structural Component using the requirements of the 5th Edition
(2014) Florida Building Code, Building.
4. DESCRIPTION:
••••
4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The I T$ty 16 and `•••• "
MTSM20 are used to anchor wood trusses, rafters, or beams to mason ryorcoocrete• • •; '.
walls. The MTSM fastens to the wood member with 10d common or 10d•* •141 nails, •
and fastens to the wall with either'/4x2Y4" Titen Masonry Screws for a mi9orwywall, or. ;••••;
/4 'x 13/4" Titen Masonry Screws for a concrete wall. These connectors are ftvrnifacture * * ` ... •
from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized•CQ2t qg • 0 0 •*:*s•
complies with the G90 requirements of ASTM A653. Twist strap fastenet%ct1bdules, • • • • • 0 0 0:0
dimensions and allowable loads are shown in Table 1. See Figure 1 for 38alival detail3
of twist straps for masonry. •' ; • •• • • • •
•
4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 ••�• M16 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 or 10d x 1'h" nails, and
fastens to the wall with either'/x2'/4" Titen Masonry Screws for a masonry wall, or'/4x1%"
Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14
gauge steel meeting ASTM A653 SS Grade 40. 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 joists to
masonry or concrete walls. The HM9 fastens to the wood member with Simpson '/4x11/2"
SDS screws (provided with the part), and fastens to the wall with either '/4x2'/4" Titen
Masonry Screws for a masonry wall (provided with the part), or'/4x13/4" Titen Masonry
Screws for a concrete wall (sold separately). The HM9 is manufactured from 18 gauge
steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90
requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable
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, joists, or beams to masonry or concrete walls. The HGAM10 fastens to the wood
member with Simpson'/4 X 1'/2" SDS screws. The HGAM10 fastens to a masonry wall
with '/4x23/4" Titen Masonry Screws and to a concrete wall with '/4x 1 %" Titen Masonry
Screws. The HGAM10 is sold as a kit (HGAM10KTA) that includes 10 connectors with
Page 2 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
15/32
the required SDS screws and 23/4" Titen Masonry Screws. 1 %" Titen Masonry Screws are
sold separately. 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 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, and 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 1/2nails 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/is" for HETAL). The strap portion of the anchor is 1 %g" 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 2. 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 LTA2 Lateral Truss Anchor. The LTA2 is used to anchor wood trule rafters, * •
beams to masonry or concrete walls. The LTA2 fastens to the wood memb"kVith ••.••;
10dx l l/z" common nails and has legs which are embedded into the wall SYOO " The
LTA2 is manufactured from 18 gauge steel meeting ASTM A653 SS Graoee*. The ..
galvanized coating complies with the G90 requirements of ASTM A653. Loateral trus9 •.."
anchor fastener schedule, dimensions and allowable loads are shown in"` l§:2. Seg• •
Figure 5 for additional details of the LTA2. •• .. ••••�
4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a hig� capacity ;•.•;•
connector used to anchor single -ply wood trusses or rafters to masonry or concrete Atalls.
The DETAL fastens to the wood members with 10dxl1/z" nails. They are embedded.ili•.•.
the masonry or concrete wall to a depth of 4'/z inches. The strap portion of the anchor is •
1'/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, and 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 1'/z" and
thicker members. They are installed with 10d common nails to the wood and either
'/4x2'/4" Titen Masonry Screws to masonry, or'/4x13/4" Titen Masonry Screws to concrete.
The MSTCM Strap is 3" wide for use on doubled 2-by or single 4-by and larger members.
They are installed with 16d sinker nails to the wood and either'/4x2'/4' Titen Masonry
Screws to masonry, or'/4x13/4" Titen Masonry Screws to concrete. The MSTCM Strap
has countersunk nail slots for a lower nailing profile and coined edges for safer handling.
The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a
thickness as specified in Table 4. The galvanized coating complies with the G90
requirements of ASTM A653. Masonry strap fastener schedule, dimensions and
allowable loads are shown in Table 4. See Figure 7 for additional details of wood to
masonry straps.
Page 3 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C42A6-8F2E-AAE7CFFFD253
16/32
4.9 FGTR, FGTRHL, and 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 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"x3" wood screws, and fastens
to the masonry or concrete wall with Simpson Strong-Tie'/2" diameter Titen HD fasteners,
which are supplied with the connector. 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 and the
plates are made from 3 gauge ASTM A-1011 Grade 33 steel. They have a gray powder
coat finish. Girder tie 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 LGT2 Light Girder Tiedown. The LGT2 is used to anchor a two-ply wood truss or
beam (Y wide) to a wood, concrete 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 1/4-21/4" Titen Masonry Screws, or to a concrete
wall beneath with 7-'/4x13/4" Titen Masonry Screws. The LGT2 is manufactured from 14
gauge steel meeting ASTM A-653 SS Grade 40. The galvanized coating complies vjtr.
the G90 requirements of ASTM A653. Allowable loads and fastener schedule are tDPY t
in Table 6. See Figure 9 for additional details. 0..0 : .
...... .. ..
4.11 LGT3-SDS2.5 Truss/Girder Tiedown: The LGT3-SDS2.5 is used•tco-aachor a three-
ply wood truss or beam (maximum 5" wide) to a wood, concrete or masorxy wall. The .
LGT3-SDS2.5 fastens to the wood truss or beam with Simpson Strong ir� 6DS sc;e;".
It attaches to wood studs with 16d sinker nails or to a masonry or conCre:evgall wiu?fqu
3/8 x 5 Titen HD Screws. The LGT3-SDS2.5 tiedown is manufactured'froM 12 gage• ••
ASTM A653 Grade 40 steel. The galvanized coating complies with thO10902-equirem2nts
of ASTM A653. Allowable loads and fastener schedule are shown in'rablet. Seb..:.
Figure 10 for additional details. .
.• • .. .
. • •
4.12 LGT4-SDS3 Truss/Girder Tiedown: The LGT4-SDS3 girder tiedown is used to
anchor a four -ply wood truss or beam (maximum 6'/2" wide) to a wood, concrete or
masonry 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 manufactured from No. 12 gage (0.099 inch) ASTM A653 Structural Quality
Grade 40 steel. 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 MGT Medium Girder Tiedown. The MGT is used to anchor a multiple -ply wood
truss or beam (Y 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 W diameter anchor bolt or rod. For
masonry construction, this W 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 W 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 HDU4
Holdown attached to multiple studs below of at least Spruce -Pine -Fir lumber will provide
anchorage equivalent to the anchorage of the MGT to the truss. The stud to which the
anchor is attached must be anchored to the foundation in such a manner as to transfer
this uplift to the foundation. The MGT is manufactured from 12 gauge steel meeting
Page 4 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
17/32
ASTM A-653 SS Grade 40, coated with a G90 galvanized finish. The washer in the seat
is %" plate steel that meets the provisions of ASTM A36 steel. Allowable loads and
fastener schedule are shown in Table 6. See Figure 11 for additional details.
4.14 VGT, VGTL, and VGTR Variable Girder Tiedown. The VGT girder tiedown is
used to anchor a multi -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 or extend to and be anchored into the
foundation. 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 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
manufactured from 7 gage ASTM A653 SS Grade 33 steel. The galvanized coating
complies with the G90 requirements of ASTM A653. Allowable loads and fastener
schedule are shown in Table 6. See Figure 12 for additional details.
5 MATERIALS
...... .. ..
5.1 Steel. Steel specifications for each product listed in this evaluation.aul shall be. as ra
indicated in the previous section. 000000 :. • . •
.... . ..
5.2 Wood. Wood members to which these connectors are fastened S"Obj solid Sawn -
lumber, glued -laminated lumber, or structural composite lumber having dimensions • • • •
consistent with the connector dimensions shown in Tables1 through 6; Vgltss otherwise
noted, lumber shall be Southern Pine or Douglas Fir -Larch having a rMnimuMi speWic.:.
gravity of 0.50. Where indicated by SPF, lumber shall be Spruce-Pind-Fir liaving .
minimum specific gravity of 0.42.
5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall
compwith ASTM F 1667 and shall have the minimum bending yield strengths Fyb:
Common Nail
Pennyweight(inch)Fyb
Nail Shank Diameter
(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.
5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the
stricter of the specifications by the engineer of record, the Florida Building Code
minimum standards, the following, or as noted in the report:
Material
Specification
Minimum Compressive Strength
Concrete, f,
-
2500 psi
Masonry, f'm
ASTM E447
1500 psi
Masonry Unit
ASTM C90
1900 psi
Mortar
ASTM C270 Type S
1800 psi or by proportions)
Grout
ASTM C476
2000 psi or by proportions)
Page 5 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
18/32
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 Bryan Wert, P.E., performed in accordance with the 5tn
Edition (2014) Florida Building and Residential Building Codes.
Product
Test Number
Test Lab
MTSM
H756
Testing Engineers, Inc.
HTSM
1841
Testing Engineers, Inc.
MTSM & HTSM F1
0555
Testing Engineers, Inc.
MTSM & HTSM F2
0564
Testing Engineers, Inc.
HM9 Uplift
02-3793
Product Testing, Inc.
HM9 F1 Direction
02-3793
Product jestir1g, Inc. •
HM9 F2 Direction
02-3793
Product T ttn , Inc.
HGAM10 Uplift
L007
Product , Inc. • •
HGAM10 F1 Direction
H046
Testing Ep aggs, Inc.
HGAM10 F2 in to part
H141
Testing En users, Inc.. .
HGAM10 F2 away from part
L018
Product Teritirag, Inc.: '..
META Uplift one part
L008
Product Testin , Inc. .
META Uplift 2 parts 1 ply; 2 ply
CMU; 2 I conc.
L011, L020, P670
Product Testin , Inc. ••
• • • • •g •
META F1 1 I 2 I
p y' ply
N218, L012
Testing Engineers, Inc;...�
Product Yeslimg, Inc. •
META F2 1 ply; 2 ply
L019, L021
Product T2Stin , Inc. • • •
HETA Uplift
L013
Product Testing, Inc. •• •
HETA F1
N218
Product Testing, Inc.
HETA F2
L019
Product Testing, Inc.
HHETA Uplift
K996
Product Testing, Inc.
HHETA F1
N218
Testing Engineers, Inc.
HHETA F2
L019
Product Testing, Inc.
HETAL Uplift
L013
Product Testing, Inc.
HETAL F1
D793
Testing Engineers, Inc.
HETAL F2
D844
Testing Engineers, Inc.
DETAL Uplift
0797
Testing Engineers, Inc.
DETAL F1
0795, 0799
Testing Engineers, Inc.
DETAL F2
0796, 0798
Testing Engineers, Inc.
LTA2 Uplift DF Truss Perp
P966
Testing Engineers, Inc.
LTA2 F1 DF Truss Perp
P967
Testing Engineers, Inc.
LTA2 F2 DF Truss Perp
P968
Testing Engineers, Inc.
LTA2 Uplift Steel Truss Parallel
Q018
Testing Engineers, Inc.
LTA2 F1 DF Truss Parallel
Q019
Testing Engineers, Inc.
LTA2 F2 DF Truss Parallel
Q020
Testing Engineers, Inc.
LTA2 Uplift SYP Truss Perp
Q856
Testing Engineers, Inc.
MSTAM24 Uplift
L004
Product Testing, Inc.
MSTAM36 Uplift
L004
Product Testing, Inc.
MSTCM40 Uplift
N471 I
Product Testing, Inc.
Page 6 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C42A6-8F2E-AAE7CFFFD253
19/32
Product
Test Number
Test Lab
MSTCM60 Uplift
N471
Testing Engineers, Inc.
FGTR Uplift 1 art; Uplift 2 parts
K930, K931
Product Testing, Inc.
FGTRHL/R Uplift
K932
Product Testing, Inc.
LGT2 Uplift wood wall; masonry wall
H429; 1839
Testing Engineers, Inc.
LGT2 F1; F2 both wood to wood
L921; L922
Testing Engineers, Inc.
LGT3 Uplift wood wall; masonry wall
L431; L918
Testing Engineers, Inc.
LGT3 F1; F2 both wood to wood
L233; L234
Testing Engineers, Inc.
LGT4 Uplift wood wall; masonry wall
0113; 0587
Testing Engineers, Inc.
LGT4 F1; F2 both wood to wood
0393; 0394
Testing Engineers, Inc.
MGT Uplift straps straight; Uplift
straps wrapped over
L870; 1134
Testing Engineers, Inc.
VGT Uplift 3:12 itch; 8:12 pitch
M950; M985
Testing Engineers, Inc.
VGT-2 arts/2 I Uplift 3:12; 8:12
N074; N075
Testing Engineers, Inc.
VGT-2 parts/3pl Uplift 3:12; 8:12
N142; N149
Testing Engineers, Inc.
VGTL/R U lift 3:12; 8:12
M988; M989
Testing Engineers, Inc.
VGTL/R-2 parts Uplift 3:12; 8:12
M990; M991
Testing Engineers, Inc.
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 Florida Building Code, Building, and the fIQriga Buildi0o•��
Code, Residential code editions listed in section 10 of this report, subjggt 1p.tpe
limitations below. Maximum allowable loads shall not exceed the allowal;lIe.loads 4%ted.
in this report. .... ..
9. LIMITATIONS:
.....• . .
.. .• •. ..
...... .
1. Maximum allowable loads shall not exceed the allowable loads listed in teis report. •
Allowable loads listed in this report are based on allowable stress Vest The•loads
in this report are not applicable to Load and Resistance Factor DesI h. • • •
2. Capacity of wood members is not covered by this report. Capacity of wood mefibe?s
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
4. As and alternate to Note 3, the embedded truss anchors in Table 2 and Table 3
can be evaluated using the following when subject to loads in more than one
direction: The design load in each direction shall not exceed the published
allowable load in that direction multiplied by 0.75.
10. CODE REFERENCES
Florida Buildina Code. Buildina. 51h Edition
Section 104.11 Alternative materials, design, and methods of construction
and equipment
Chapter 1711.1 Joist hangers and connectors
Chapter 21 Masonry
Chapter 22 Steel
Chapter 23 Wood
Page 7 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
20/32
Florida Buildino Code. Residential. 51h 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
Allowable Uplift Loads
Model
Length
Fasteners
160
Ga
Truss/Rafter
CMU
Concrete
DF/SP
SPF
No.
(In.)
Titen
Titen
MTSM16
16
16
7-10d
4-%x2'/4
4-'/4x 11/4
875
755
MTSM20
16
20
7-10d
4-%x2%
4-'/4x13/4
875
755 •
HTSM16
14
16
8-10d
I 4-'/4x2'/4
4-'/4xl%
1175
-,,Moto
HTSM20
14
20
10-10d
4-'/4x2'/4
4-%xl%
1175
,,JQ10 •
HM92
18
-
4-SDSY4X11/2
5-'/4x2'/4
5'/4xl%
805
006:8L5
HGAM103,6
14
-
4-SDS'/4X1Y2
4-'/4x2%
4-'/4x1'/4
850
00410
Notes: - - • • •
1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allo "py.t he 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 670 Ibs, and allowable F2 load shall be 200 lbs. • • • • • • •
3. HGAM10 allowable F1 load shall be 1005 Ibs (DFL/SYP) & 870 Ibs (SPF), and allowable F2 Ioadchalrbe:1105 lb&
(DFUSYP) & 950 Ibs (SPF). • • • • • •
4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/2" musPbe used when •
framinganchors are installed on each side of the joist or truss. • • • • • •
1 • • •
5. F1 = 120lbs and F2 = 90lbs lateral loads apply for the MTSM and HTSM twist straps when the wall side Titen scre*-q •
are install into the first four hexagonal holes from the bend line and on the truss/rafter the first seven nail holes near
the bend line are filled. Any other fasteners required can be installed in any open hole.
Moisture barrier
not shown
Figure 1 Figure 2
Typical MTSMM/HTSM Application Typical HM9 Installation
HGAM110, y
Figure 3
Typical HGAM10 Installation
Page 8 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C42A6-8F2E-AAE7CFFFD253
21/32
TABLE 2 ALLOWABLE LOADS AND FASTENERS
Model No.
Ga
H
Uplift (Southern Pine)
Lateral Loads (SP)
1 Ply Truss
2 or 3 Ply Truss
F,
(parallel
to wall)
Fz
(perpendicular
to wall)
Fasteners2
Load
Fasteners
Load
META12
18
8
7-10dx1%
1420
6-16d
1450
340
795
M ETA16
12
8-10dx1'%
1450
6-16d
1450
340
795
META18
14
8-10dx1'/z
1450
6-16d
1450
340
795
META20
16
7-10dx1'/z
1420
5-16d
1210
340
795
8-10dxl %
1450
6-16d
1450
340
795
M ETA22
18
8-10dx1'%
1450
6-16d
1450
340
795
META24
20
8-10dx1'%
1450
6-16d
1450
340
795
META40
36
8-10dx1Yz
1450
6-16d
1450
340
795
HETA12
16
8
7-10dx1%
1455
7-16d
1730
340
795
HETA16
12
9-10dx1Yz
1810
8-16d
1810
340
795
HETA20
16
8-10dx1'/z
1665
7-16d
1730
340
795
9-10dx1'/z
1810
8-16d
1810
340
795
HETA24
20
9-10dx1'%
1810
8-16d
1810
340
795
HETA40
36
9-10dx1'/z
1810
8-16d
1810
340
795
HHETA16
14
12
11-10dx1'/z
2235
9-16d
2235
3406
815
HHETA20
16
9-10dx1'/z
1935
8-16d
2030
340
815
11-10dx1'/z
2235
9-16d
2235
340
•815• •
HHETA24
20
11-10dx1Yz
2235
9-16d
2235
3406
5
HHETA40
36
11-10dx1Yz
2235
9-16d
2235
340
HETAL12
16
7
10-10dx1'/z
1040
10-16d
1235
415
1 0
HETAL16
11
14-10dx1'/z
1810
13-16d
1810
415
'hoe•
HETAL20
15
14-10dx1'/z
1810
13-16d
1810
415
T41900
LTA2
Perpendicular to wall
installation
18
-
10-10dx 1'/z
1425'
10-10dx 1'/z
1425'
415
••'•••
• �1� • •
LTA2
Parallel to wall
installation
18
-
10-10dx 1'/z
1390'
10-10dx 1'/z
1390'
950
•
i 22�
• +
••••••
•
•• • •• •
Notes: • • •
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Ronda*
Building Code. No further increases are permitted. Reduce loads where other loads govern.
2. For the META, HETA, and HHETA, the lowest 4 nail holes must have nails installed in them.
3. Five nails must be installed into the truss seat of the HETAL
4. Parallel -to -plate load towards face of HETAL is 1975 lbs.
5. Minimum f. is 2,000 psi, minimum F. is 1500 psi.
6. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The
load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all
member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7
fasteners are used with the HETA and HHETA anchors or less than 6-16d or 7-10dx1%" fasteners are used with the META
anchor.
7. 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.
8. LTA2 allowable uplift on DF is 1210 lbs. for both perpendicular and parallel to wall installation.
Typical META
Installed with TSS
Figure 4
META/HETA/HHETA TVDical Installation
Page 9 of 15
_tZ l_
ay tte:ar
r�
LTA2 Perpendicular to Wall
inslallalion
i5 n� ., ls. MM AnMrze .� i'5
r�
LTA2 Parallel to Wall
Installation
Figure 5
Options for LTA2 Installation
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
22/32
TABLE 3
ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS
1 Ply Truss (SP)
2 or 3 Ply Truss (SP)
Fasteners
Uplift
Load
F1
(parallel
to wall)
F2
(perp. to
wall)
Fasteners
Uplift
Load
F,
(parallel
to wall)
F2
(perp. to
wall)
Model No.
Qty.
Application
DETAL20
1
CMU
18-10dx1'/z
2480
20006
1370
N/A
Concrete
18-10dx1'/2
2480
2000
1505
CMU
10-10dx1'/z
1985
14-16d
1900
1285
1160
META
2
Refer to Table 25
Concrete
10-10dx1'/2
1985
14-16d
2575
1285
1160
HETA
2
CMU
10-10dX1'/z
2035
12-16d
2500
1350
1520
Concrete
10-10dX1'/z
2035
12-16d
2700
1350
1520
CMU
10-10dX1'/z
2035
12-16d
2500
1350
1520
HHETA
2
Concrete
10-10dX1'/2
2035
14-16d
1 3365
1350
1520
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. No further increases are permitted. Reduce loads i•••••
• • •••• ••••••
where other loads govern. • • • �
2. Minimum f,, is 2,500 psi. Minimum fm is 1,500 psi. " ' �` •�
3. Install with spoons facing outward and spaced no more than 1/8" wider than the trds"Mfh. • • • • • • • • • •
4. Install half of the required number of fasteners in each strap, except for the DETAL`20! •Por • •
DETAL20, install six nails in each strap and six nails in the truss seat. • • • • • • •
5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3-ply applic**W'06 with : �. • .....
anchors spaced a minimum of 3" apart. For single ply applications use lateral IoaG6iQ96-ble 2. • . .,;��•
DETAL lateral load apply to single -ply application. .•'..' `�,`�; ������
6. Noted F, lateral loads for the DETAL20 in masonry may cause an additional 1/32"jlegtjon �•
beyond the standard 1/8" limit. • ������
••••••
Typical Installation
with two METAs
Figure 6
DETAIL and Double META/HETA/HHETA Application
Page 10 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C42A6-BF2E-AAE7CFFFD253
23/32
TABLE 4
MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
Dimensions
Simpson Strong -Tie
6
Tension Load
Model
Ga
inches
Titen Screws
Nails
DF/SP
SPF
No.
W
L
CMU
Concrete
160
160
MSTAM24
18
1'/4
24
5-'/4x2'/4
5-'/4X1%
9-10d
1250'
1250'
MSTAM36
16
'
-
70
1870
STCM40
16
3
40'/4
:14-1/4-21/4
=:'14
16d
Sinker
4220
4220
MSTCM60
4220
4220
2
4
r3u SInKer
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. No further increases are permitted. Reduce loads
where other loads govern.
2. Minimum edge distance is 1'/2" for Titen Masonry Screws.
3. Minimum f'm = 1500 psi and minimum f'c = 2500 psi.
4. Products shall be installed such that the Titen screws are not exposed to moisture.
5. MSTAM24 allowable loads when fastened to reinforced concrete are 1500 Ibs (DF/SP) and 1460
Ibs (SPF).
6. Tension load is uplift load when strap is oriented vertically.
..•
••
•
riff, j }
MSTAM36
Typical MSTAM36
Installation
Figure 7
MSTAM/MSTCM Typical Dimensions and Installation
Typical MSTCM60
Installation ..
Page I I of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
24/32
TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS
Fasteners
Allowable
Uplift Load
Model No.
Qty.
To Block and
To Truss
DF/SP
Concrete Wall
(160)
1
2-Titen HD'/2X5"
18-SDS1/4x3
5000
FGTR
2
4-Titen HD'/2x5"
36-SDS1/4x3
9400
FGTRHL/R
1
2-Titen HD'/2x5"
18-SDS1/4x3
3850
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. No further increases are permitted.
Reduce loads where other loads govern.
2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete
walls that are designed to transfer the uplift loads to the foundation.
3. Minimum edge distance for the Titen HD is 4"
4. Titen HD's should be spaced in every other hole on the part
5. Attached members must be designed to resist the applied loads
6. FGTR used for corner applications shall be limited to 4685 Ibs allowable
4•
r
FGTR
Two FGTRs
Figure 8
FGTR/FGTRHL/FGTRHR Typical Installation
FGTRHL TOPVIEW
Page 12 of 15
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
I
25/32
LE 6 ALLOWABLE LOADS FOR GIRDER CONNECTORS
Allowable Uplift
A
Fasteners
Loads (160)
Lateral Loa
Model No.
City.
No.
No. of
160
Wood
F1
F2
Girder
Studs or
CMU
Concrete
DFISP
SPF
DFISP
DFISP
Framing
LGT2 (Wood)
1
2
16-16d
14-16d
_
2050
1785
7004
1704
Sinker
Sinkers
LGT2 (Masonry)
1
2
16-16d
7-'/4X2%
7-'/4X1'/4
2150
1850
7004
1704
Sinker
Titen Screw
Titen Screw
L S2.5
1
3
12-
21-16d
_
_
3685
2655
7
0
Woo
SDS'/4X2'/z
Sinkers
.00
LGT3-SDS2.5
-ftmft1 3
-
4 - %"X5"
4 - %e'X5"
2365
Mason
SDS'/4X z
LGT4-SDS3
1
4
16-SDS'/4X3
30-16d
4060
2925
20005
6755
Wood
Sinkers
LGT4-SDS3
1
4
16-SDS'/4X3
4 % X5
4 %IIX5"
3285
2365
-
-
(Masonry
Titen HD
Titen HD
MGT
1
2(min-
3330
..' ;
(Wood or Masonry)0090
• •mow
•
2(min)
16-SDS'/4X3
1 %" anchor
4940
3555
"' • •
OOOVOGOT1
VGT
(Wood or Masonry)
2
2(min)
32-SDS'/4X3
24' anchors
7185
5175
•
- •
3(min)
32-SDS'/4X3
24' anchors
8890
6400
.....
-
VGTL or VGTR
1
2(min)
16-SDS'/4X3
1-%" anchor
2230
1605
•-•
- •
od or Masonry)
2
2(min)
32-SDS'/4X3
24' anchors
5545
3990 ;
•-
-
Note . • • •
1. Loads inc u °o for wind loading where permitted b the c eod. No
further increases are permitte e • . • •.'.
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 %" 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.
Page 13 of 15
LGT2 Application to
Wood Framing
\ barrieroistture
.n
not shown
Figure 9
Typical LGT2 Application
LGT2 Application to Masonry
00
0 0
0
000009
0 0
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253
11 1
i�G13-SiJSi.S
r fiY� S1"" A 9fi.d(,h
Figure 10
Typical LGT3 and LGT4 Application
WWI* 11
nftim
Off;tI is
MIX ho
tre rr
Typtcal MGT
Installation WA "DU4
Figure 11
Typical MGT Application
Typical VGTR Single
Installation with HOW
Figure 12
VGTNGTR Application
Page 14 of 15
26/32
1 �
1
Typical VGT Oottble
Installation with 1,101l4 s
Simpson Strong -Tie
DocuSign Envelope ID: 947B04CE-AC5C42A6-8F2E-AAE7CFFFD253
27/32
12. IDENTIFICATION
Each connector covered by this report shall be stamped with the manufacturer's name
and/or trademark and the product name.
'o
•
¢ ........
G E N. s voc��sa nY
...• ...
/�
No 58544 t� L�4fwy0w
•
• • • • • •
* w7161»U825Eea32.
•••• ••
c7 -
STATE of rtv /29/2015
••••
..••..
00 0000
Jax A'v5 m#,T"dnology, Inc.
•
Jeffrey P. Arneson, P.E.
G • o
P.E. No. 58544
• • •
April 20, 2015
Page 15 of 15
Simpson Strong -Tie
....
......
•• ••
.••••.
28/32
M IAM UDA�E MIAMI-DADE COUNTY
PRODUCT CONTROL SECTION
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208
BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474
T (786) 315-2590 F (786) 315-2599
OF ACCEPTANC www.miamidade.¢ov/economy
Birdview Skylights,
D.B.A. Guy E. Bird Enterprises, LTD
201 Longhorn Road
Et. Worth, TX 761.79
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials.
The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control
Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction
(AHJ).
This NOA shall not be valid after the expiration date stated below. 'Be Miami -Dade County Product Control
Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to
have this product or material tested for quality assurance purposes. If this product or material fails to ppi`1 l-%in
the accepted manner, the manufacturer will incur the expense of such testing and the AV14ity imme tlAtely
revoke, modify, or suspend the use of such product or material within their jurisdiction. U&j; serve�pt*h&rio
to revoke this acceptance, if it is determined by Miami -Dade County Product Control Set;tipLtliat this product
or material fails to meet the requirements of the applicable building code. 0000 ..
• 609* • .
This product is approved as described herein, and has been designed to comply with the Id &.Velocity klurripane
a building Cocie. •• •• '..'.0
DESCRIPTION: CMDADE Skylight •; •; •
L DOCUMENT: Drawin No. C , titled "Large Missile Impact Resistant", pippitlJ4 by
Birdview Skylights, s e e u y , 2007, with no revision, signed and sealeAl Ccott Wdlters, P.E.,
on July 17, 2017, bearing the Miami -Dade County Product Control revision stamp with the Notice of •".'.
Acceptance number and the expiration date by the Miami -Dade County Product Control Section.
MISSILE IMPACT RATING: Large and Small Missile Impact Resistant
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and the
following statement: "Miami -Dade County Product Control Approved or MDCPCA", unless otherwise noted
herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no
change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in
the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any
product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply
with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed
by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it
shall be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors
and shall be available for inspection at the job site at the request of the Building Official.
This NOA revises & renews NOA 915-0415.09 and consists of this page 1, evidence submitted pages E-1, E-
2, & E-3, as well as approval document mentioned above.
The submitted documentation was reviewed by Ifelmy A. MaPC, ?� ,NOA No. 17-0807.27
MIAMI DADS COUNTY
Expiration Date: 01/07/2023
Approval Date: 09/28/2017
01 218 P-4yo
29/32
Birdview Skylights,
D.B.A. Guy E. Bird Enterprises, LTD
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0117.02
A. DRAWING
1. Drawing No. CMDADE, titled `Birdview Skylights", prepared by Birdview Skylights.,
sheet 1 of 1, dated 06128199, with no revision, signed and sealed by Scott Wolters, P, E.
B. TEST
1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202-94
2) Uniform Static Air Pressure Test., Loading per FBC TAS 202-94
3) Water Resistance Test, per FBC, TAS 202-94
4) Large Missile Impact Test per FBC, TAS 201-94
5) Cyclic WindPressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation of the Birdview Skylights, prepared
by Hurricane Test Laboratory, LLC, and Test Report No. T180-0702-07, dated
08122107, signed and sealed by Vinu J. Abraham, P. E. • 0000 •
C. CALCULATIONS
1. Anchor calculations prepared by Wolters Engineering, Inc. dateVIM107, signed
and sealed by Scott Wolters, P. E. •
D. QUALITY ASSURANCE •
1. Miami Dade Building Code Compliance Office (BCCO). """ •
E. MATERIAL, CERTIFICATION Ogg 0•
1. None. •
F. STATEMENTS
1. Test Compliance and no financial interest statement issued by Hurricane Test
Laboratory LLC, dated 08122107, signed and sealed by Vinzt J. Abraham, P. E.
2. Code compliance letter issited by Wolters Engineering, Inc. dated 01104108, signed
and sealed by Scott Wolters, P. E.
3. No financial interest letter issued by Wolters Engineering, Inc. dated 01104/08, signed
and sealed by Scott Wolters, P. E.
2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0811.09
A. DRAWING
Drawing No. CNIDADE08, titled "Large Missile Impact Resistant", prepared by E. Bird
sheet 1 of 1, dated July 11, 2007, with no revision, signed and sealed by Scott YVolters, P. E.,
on October 31, 2011.
G••• ,: elmy A. M4�!a'kar, P.E., M.S.
Product Control Section Supervisor
NOA No. 17-0807.27
Expiration Date: 01/07/2023
Approval Date: 09/2812017
E-1
30/32
Birdview Skylights,
D.B.A. Guy E. Bird Enterprises, LTD
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
B. TEST
1. None.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. By-Alliami-Dade County Department of Permitting, Environment, and Regulatory
Affairs.
E. MATERIAL CERTIFICATION
1. None.
F.
STATEMENTS
0000
1. Code compliance letter issued by Wolters Engineering, dated OcAober •31, 20IJ .. •
� � � •
signed and sealed by Scott Wolters, P.E. • • •
'
2. Certificate of Filing with the State of Texas, dated August 09, 201'1, *!Med by ffopt
• • • • : •
Andrade, Secretary of State. ..,. ��
:....:
.... . ..
•...•
3.
EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # I2-1j 21i, I • �
""' •
A.
DRAWING •�••••
•
1. Drawing No. CMDADE08, titled `Large Missile Impact Resistant't prepared by Es Bird, .,..;�
sheet I of I, dated 07/1107, no revision, signed & sealed by Scott Wolters, P.E., on•741!1/11.
.
.. .
B.
TEST • • •
1. None.
C. CALCULATIONS
1, None.
D. QUALITY ASSURANCE
1. By Miami -Dade County Department of Regulatory and Economic Resources.
E. MATERIAL CERTIFICATION
1. None.
F. STATEMENTS
1. FBC 2010 Code compliance letter issued by Wolters Engineering, dated November 19,
2012, signed and sealed by Scott Wolters, P.E.
r elmy A. Makar, P.E., M.S.
Product Control Section Supervisor
NOA No. 17-0807.27
Expiration Date: 01/07/2023
Approval Date: 09/28/2017
E-2
31/32
Birdview Skylights,
D.B.A. Guy E. Bird Enterprises, LTD
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 15-0415.09
A. DRAWING
1. Drawing No. CMDADE08, titled `Large Missile Impact Resistant", prepared by Birdview
Skylights, sheet 1 of 1, dated July 11, 2007, with no revision, signed and sealed by Scott
Wolters, P.E., on June 12, 2015.
B. TEST
1. None.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. By Miami -Dade County Department of Regulatory and Economic Resources.
.+..
E.
MATERIAL CERTIFICATION + ' •
• • +.. •
• • • • • •
1. None. ••
.•
•
F.
STATEMENTS 640000 •
1. FBC 2014 Code compliance letter issued by Wolters Engineering0Nlred Matell 301•
•
2015, signed and sealed by Scott YVolters, P. E.
• • • • •
• • • • • • •
5.
NEW EVIDENCE SUBMITTED • •: •:
• •
A.
DRAWING +..++.
'go ''''
•
•
1. Drawing No. CMDADE08, titled `Large Missile Impact Resistant'' Imleppred by..itdview
•+••:
Skylights, sheet 1 of 1, dated July 11, 2007, with no revision, signed and sealed+By'Scott
•
Wolters, P.E., on July 17, 2017.
B.
TEST
1. None.
C.
CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. By Miami -Dade County Department of Regulatory and Economic Resources.
E. MATERIAL CERTIFICATION
1. ht s
STATEMENTS
1. FBC 2017 Code compliance letter issued by Wolters Engineering, dated July 17,
2017, signed and sealed by Scott YVolters, P.E.
5,,?Melmy A. Malcar, P.E., M.S.
uct Control Section Supervisor
NOA No. 17-0807.27
Expiration Date: 01/07/2023
Approval Date: 09/28/2017
E-3
2.375' .
1.50"
3,250"
4"MINIMUM SEE
I GE14ERAL NOTES
ROOF
.150 --
070
.150
0 E;
All aluminum shall be 6063 T5 alloy fully mitered
.and heliarc Welded at corners.
Scale: Full
OUTSIDE CURB DIMENSION (OCD)
60 1/2" X 98 1/2" MIA)(
2..330
1.094
06-{
T5--
195 fi13 -.100
100 .125
TI
�50
1.171
475
— 072 2,250
Scale: Full •
•
•
OU i -R PCLYCARBM\TE Da%, E (GE LEXAN XL 10 0R SHEFFEILD MWOLCiV SI-) .116 THICK
INNER FOLYCARBONA11'. UUML (GE LEXAN 9034 OR SHEFFEILD MAKROLON CP) .:100" THICK
G.E. SILICONE ADHESIVE SEALS(SCS 1000)
#10 X 1" HWHSD WITH NEOPRENE WASHER
LOCAI LD 4" FROM FACT I CORNF. R AND,
10" MAX ON CENTER THEREAFTER
/--•.070" EXT. ALUMINUM ANGLQ6063-T5)
CONTINUOUS 101-64 SANIOPRENE
RUBBER GASKET
CONDENSATE GUTTCR
-- #10 X 3/8 STAINLESS STEEL HVt'HSMS
LOCATED 4" FROM EACH CORNER AND,
10" MAX ON CENTER THEREAFTER
.072" EXT. ALUMINUM CURB FRAME (6063-T5)
#14 X 1" LAG SCREW (BY OTHERS)
LCCATED 4" FROM EACH CORNER AND,
10" MAX ON CENTER THEREAFTER
(SEE LAYOUT BELOW)
CURB AND ROOFING (BY OTHERS)
,iXr,: , a. '13'.1:
0 Cl :'i-I vi::g \t �lil (Ili: i'!Url,l:l
CmirIli, Ca k
0807.7-
10 Spaces @ 10" On Cenler Max. 9
z
w �
U
O
rn
w
"4" (typ) Each direction
• • • • • •• 99. MAX I at each corner
• • • • • • jajener Layout
• 000 • • • • • Scale: N/A
T
••• • • • • ••• •
• + • • • • • •
• •• •i • • • • • •
••• • • • • •• ••
a DBA of Guy E Bird Enterprises, Ltd
201LONGI TORN RD. FT. WORTH TX. 75179
Ph.817-439-9266 Fx.817-232-8468
DRAWN BY: _ _ E. BIRO
DATE: 07/11/2007 SCALE: FULI-andNOIED
Positive + 60psf Negative -100pst
LARGE MISSILE IMPACT RESISTA
Uk i' E OF
�4 0R1.. C^.;
rs'OTNALE� .;,.
SCO�Vr1l°ERS
FLPE# 62354
WOLTERS ENGINEERING, INC.
(COA# 27194)
15211 97TH ROAD N
WEST PALM BEACH, FL 33412
(561)225-1982
GENERAL NOTES
1. THIS SKYLIGHT MEETS THE HVHZ PROVISIONS
OF THE 67H EDITION (2017) FLORIDA BUILDING
CODE.
2. 4" CLEAR MINIMUM REQUIREMENT FOR
SHINGLE & BUR WITHOUT INSULATION.
FOR INSULATION AND TILES ADD THE
INSUATION THICKNESS AND THE TILE
HEIGHT TO 4"
3. WEEP HOLES ARE NOT REQUIRED.
4. THE CURB (BY OTHERS) SHALL BE PROPERLY
DESIGNED AND ANCHORED TO THE STUCTURk
AND/OR TRUSSES.`
DADS TRUSS
COMPANY, INC.
Re: T801-81254: GONZAL'EZ
Site Information: Project Customer: BRANNON SPECIALTIES
Lot/Block:
Dade Truss Company, Inc.
6401 NW 74th Avenue
Miami, FL 33166
Tel: (305) 592-8245
Fax: (305) 477-8092
Job Name: GONZALEZ RES.
Model : Set Of Trusses
Site Name:
Site Address: 1569 N.E. 104 ST
St: Zip: MIAMI SHORES
General Truss Engineering Criteria & Design Loads (Individual Truss Design Dtaw#Ws Sft W
Special Loading Conditions):
...... ....
Design Code:. FRC2017/TP12014 Design Program: 8.13 Oct 72017 Roof Load: 55.0 psf Floor load: . N/A
Wind Code: MWFRS(Dlrecilonai)/C-C hybrid Wind ASCE 7-10 Wind Speed: 175 mph
This package includes 4 individual, dated Truss Design Drawings and 0 Additiondr Ma vings.' :
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineef'aridthis index'sfieet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Ffiules
No.
Date
Truss ID#
Seat#
t
02/05/18
GT1
A0141222
2
02/05/18
GT1A
A0141223
3
02/02/18
GT1B
A0141224
4
02/05/18
GT3
A0141225
The truss drawing(s) referenced above have been prepared using MiTek
Industries Inc. engineering software under my direct supervision based on the pa
.•••.•
•• • •• •
• • •
•• •
`oot%111110111001
q A.
5P . •s•.
provided by Dade Truss Company, Inc. of Miami, FL.
Truss Design`Engineer s Name: Salvador A Jurado P.E.
ST,gT :.• b
STATE OF FLORIDA REG..NO 19939 - 6401 NW 74TH AVE,.MIAMI, FL-33f66 i,�c�'�,'�0ID0. • '�, �°�
NOTE: The seal on these drawings indicate acceptance of �;`, O A
professional engineering responsibilty for the truss �fh�flrE�al�;etiz�°
components shown per ANSI/TPI 1-2007 Section 2.
SALVADOR JURADO P.E STATE OF FLORID'A910W NO. 19939E249TFTWW 74 AVE. MAIMI FL_ 3dfha
ti
Job
Truss
Truss Type
Qty
Ply
GONZALEZ RESIDENCE ADDITION
A0141222
31996
GT1
GIRDER TR
1
Job
Reference (optional)
8.130 s Oct 7 2017 MiTek Industries, Inc. Mon Feb 5 13:38:55 2018 Page 1
ID:XmwkRGcs4FEm1 aaMOADPPzrmPO-nfxi5rfEzeYNaM2rWIjmoSUG7w?f1 Vaie6M2xZ3zo&J
2-1-13 1
6-8-3
1 8-10-0
2-1-13
4-6-5
2-1-13
Scale = 1:18.1
4.21 12 4x10 =
Special
4x4 =
2 Special Special
3
Special Special
42
3x5
3x5
1
4 Special
1
••••• •• • • •
• • •
• • tiY1 • • W3
••••• •• • ••
co
N
W3 VN1 ^ cL
2
•
L9
` • • • • • '° ` • • • • • NAILED NAILED
NAILED 6
•�•••• •• b d. •• ••
6
• • 8 NAILED • • • • 3x5—
3x10— 5
• : • • • • • 3x5. I I : • : Special
Special 3x5 I I
• " • `•
Special
• • • 2-1-13
6-8-3
8-10-0
2-1-13
4-6-5
2-1-13
Plate Offsets X — 1:0-2-0 0-1-8 , 2:0-7-0 0-2-0 , 3:0-1-8,0-2-0 4:0-2-0 0-1-8 5:0-2-12,0-1-8 7:0-2-4 0-1-8 , 8:0-2-12 0-1-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
I/defl Vd
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.57
Vert(LL) -0.01 6-7
>999 240
MT20 244/190
TGDL 15.0
Lumber DOL 1.33
BC 0.14
Vert(CT) -0.02 6-7
>999 180
BCLL 0.0 "
Rep Stresslncr NO
WB 0.24
Horz(CT) 0.00 5
n/a n/a
BCDL 10.0
Code FRC2017/TP12014
Matrix -MP
Weight: 113 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
NOTES-
9) Provide mechanical connection (by others) of
BOT CHORD 2x6 SP No.2
1) 2-ply truss to be connected together with 1 Od
truss to bearing plate capable of withstanding 914
WEBS 2x6 SP No.2 "Except"
(0.148"x3") nails as follows:
lb uplift at joint 8 and 914 lb uplift at joint 5.
W4,W2: 2x4 SP No.3
Top chords connected as follows: 2x4 - 1 row at
10) "NAILED" indicates 3-1 Od (0.148"x3") or
BRACING-
0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
3-12d (0.148"x3.25") toe -nails per NDS guidlines.
TOP CHORD
Bottom chords connected as follows: 2x6 - 2 rows
11) Hanger(s) or other connection device(s) shall
Structural wood sheathing directly applied or 6-0-0 oc
staggered at 0-9-0 oc.
be provided sufficient to support concentrated
purlins, except end verticals.
Webs connected as follows: 2x6 - 2 rows
load(s) 369 lb down and 293 lb up at 2-3-6 on
BOT CHORD
staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
'bottom chord. The design/selection of such
Rigid ceiling directly applied or 10-0-0 oc bracing.
2) All loads are considered equally applied to all
connection device(s) is the responsibility of others.
plies, except if noted as front (F) or back (B) face
12) Special hanger(s) or other connection
REACTIONS. (lb/size)
in the LOAD CASE(S) section. Ply to ply
device(s) shall be provided starting at 0-1-12 from
g 1270/0-8 0
connections have been provided to distribute only
the left end to 8-8-4 sufficient to connect truss(es)
5 1270/0-8-0
loads noted as (F) or (B), unless otherwise
(1 ply 2x4 SPF) to front face of top chord. The
Max Horzr
indicated.
design/selection of such special connection
g 114(LC 6)
3) Unbalanced roof live loads have been
device(s) is the responsibility of others.
Uplift
Max U
p=
considered for this design.
13) Special hanger(s) or other connection
8 914(LC 8)
4) Wind: ASCE 7-10; Vult=175mph (3-second
device(s) shall be provided at 8-8-4 from the left
5 =-914(LC 8)
gust) Vasd=136mph; HVHZ; TCDL=5.0psf;
end sufficient to connect truss(es) (1 ply 2x4
BCDL=5.Opsf; h=25ft; B=9ft; L=9ft; eave=oft; Cat.
SPF) to front face of bottom chord. The
FORCES. (lb)
11; Exp C; Encl., GCpi=0.18; MWFRS (directional);
design/selection of such special connection
Max. Comp./Max. Ten. All forces 250 (lb) or less
Max.
end vertical left and right exposed; Lumber
device(s) is the responsibility of others.
except when Shown.
DOL=1.60 plate grip DOL=1.60
TOP CHORD
5) Provide adequate drainage to prevent water
1-2=-1307/958, 2-3=-1168/898,
ponding.
LOAD CASE(S)
3-4=-1297/947, 1-8=-1219/892,
6) Plates checked for a plus or minus 0 degree
Standard
4-5=-1210/883
rotation about its center.
1) Dead + Roof Live (balanced): Lumber
BOT CHORD
7) This truss has been designed for a 10.0 psf
Increase=1.33, Plate Increase=1.33
6-7=-832/1179
bottom chord live load nonconcurrent with any
Uniform Loads (plf)
WEBS
other live loads.
Vert: 1-2=-165(F=-75), 2-3=-165(F=-75),
2-7=-256/319, 3-6=-259/324,
8) " This truss has been designed for a live load of
3-4=-165(F=-75), 5-8=-50(F=-30)
1-7=-936/1351, 4-6=-924/1340
20.Opsf on the bottom chord in all areas where a
Concentrated Loads (lb)
rectangle 3-6-0 tall by 2-0-0 wide will fit between
Vert: 7=-369(B) 6=-369(B)
the bottom chord and any other members.
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 -
6401 NW 74 AVE" MAIMI FL. 33166
A0141222
31996
GT1
GIRDER TR
1
2
Job Reference (optional)
8.130 s Oct 7 2017 MiTek Industries, Inc. Mon
Feb 5 13:38:55 2018 Page 1
ID:XmwkROcs4FEm1 aaMOXIDPPzrmPO nfxi5rfEzeYNaM2rVAjmoSUG7w?f1 Vaie6MDcZ3zoBJ
2-1-13
,
6-8-3
r 8-10-0
,
2-1-13
4-6-5
2-1-13
Scale=1:18.1
4.21 12
4x10 =
Special
44 =
2 Special
Special 3
Special Special
12
3x5 %
3x5 a
1
4 Speca,
1
•
• •
N •
W1
W3
W3 •
•.I
vV1• •
�•
2
• • •Lr
•
• • •
• • • •
0.000
••••
• •
g
7 NAILED
NAILED
NAILED • • • • i
Q• 6
•
• • • • •
6 6
6
•• ••
•
5 : •
••••••
8 NAILED
3x5 =
WO = 000000
•••••
5 •
• •
3x5 11
Special
Special ; • ;
3x5 J I .
000000 •
Special
.0
•• •
••
•• •
• •
2-1-13
6-8-3
8-10-0
• • •
•• •
2-1-13
4-6-5
2-1-13
LOADING (psf)
SPACING-
2 0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.33
TC 0.57
Vert(LL)
-0.01
6-7
>999
240
MT20 244/190
-TQDL 15.0
Lumber DOL
1.33
BC 0.14
Vert(CT)
-0.02
6-7
>999
180
BOLL 0.0 '
Rep Stress Incr
NO
WB 0.24
Horz(CT)
0.00
5
n/a
n/a
BCDL 10.0
Code FRC2017/TP12014
Matrix -MP
Weight: 113 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2 *Except*
W4,W2: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
8 =
1270/0-8-0
5 =
1270/0-8-0
Max Horz
8 =
-114(LC 6)
Max Uplift
8 =
-914(LC 8)
5 =
-914(LC 8)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (lb) or less
except when shown.
TOPCHORD
1-2=-1307/958, 2-3=-1168/898,
3-4=-1297/947, 1-8=-1219/892,
4-5=-1210/883
BOTCHORD
6-7=-832/1179
WEBS.
2-7=-256/319, 3-6=-259/324,
1-7=-936/1351, 4-6=-924/1340
NOTES-
9) Provide mechanical connection (by others) of
1) 2-ply truss to be connected together with 1 Od
truss to bearing plate capable of withstanding 914
(0.148"x3") nails as follows:
lb uplift at joint 8 and 914 lb uplift at joint 5.
Top chords connected as follows: 2x4 - 1 row at
10) "NAILED" indicates 3-1 Od (0.148"x3") or
0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
3-12d (0.148"x3.25") toe -nails per NDS guidlines.
Bottom chords connected as follows: 2x6 - 2 rows
11) Hanger(s) or other connection device(s) shall
staggered at 0-9-0 oc.
be provided sufficient to support concentrated
Webs connected as follows: 2x6 - 2 rows
Ioad(s) 369 lb down and 293 lb up at 2-3-6 on
staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. - ."
,+bottom chord. The design/selection of such
2) All loads are considered equally applied to all
connection device(s) is the responsibility of others.
plies, except if noted as front (F) or back (B) face
12) Special hanger(s) or other connection
in the LOAD CASE(S) section. Ply to ply
device(s) shall be provided starting at 0-1-12 from
connections have been provided to distribute only
the left end to 8-8-4 sufficient to connect truss(es)
loads noted as (5) or (B), unless otherwise
(1 ply 2x4 SPF) to front face of top chord. The
indicated.
design/selection of such special connection
3) Unbalanced roof live loads have been
device(s) is the responsibility of others.
considered for this design.
13) Special hanger(s) or other connection
4) Wind: ASCE 7-10; Vult=175mph (3-second
device(s) shall be provided at 8-8-4 from the left
gust) Vasd=136mph; HVHZ; TCDL=5.Opsf;
end sufficient to connect truss(es) (1 ply 2x4
BCDL=5.Opsf; h=25ft; B=9ft; L=9ft; eave=4ft; Cat.
SPF) to front face of bottom chord. The
11; Exp C; Encl., GCpi=0.18; MWFRS (directional);
design/selection of such special connection
end vertical left and right exposed; Lumber
device(s) is the responsibility of others.
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water
ponding.
LOAD CASE(S)
6) Plates checked for a plus or minus 0 degree
Standard
rotation about its center.
1) Dead + Roof Live (balanced): Lumber
7) This truss has been designed for a 10.0 psf
Increase=1.33, Plate Increase=1.33
bottom chord live load nonconcurrent with any
Uniform Loads (plf)
other live loads.
Vert: 1-2=-165(F=-75), 2-3— 165(F= 75),
8) ' This truss has been designed for a live load of
3-4=-165(F= 75), 5-8= 50(F=-30)
20.Opsf on the bottom chord in all areas where a
Concentrated Loads (lb)
rectangle 3-6-0 tall by 2-0-0 wide will fit between
Vert: 7=-369(B) 6=-369(B)
the bottom chord and any other members.
- •.A^- 400nAMr n M C'rATC- plc V4 f%oinA 121=&-- &IA 41100291 annA IUUU "FA All= RaAI••N CK
Job
Truss
Truss Type
Qty
Ply
GONZALEZ RESIDENCE ADDITION
A0141223
31996
GT1A
GIRDER TR
1
2
Job Reference (optional)
8.130 s Oct 7 2017 MiTek Industries, Inc. Mon Feb 5 13:38:56 2018 Page 1
ID:XmwkRocs4FEmlaaMO)ODPPzrmPO-FrV4lBgskxgEBVdl4RH1?ipJMOOhE1 VnK0oV5wzoBl
2-1-13
, 6-8-3
, 8-10-0 1
2-1-13
4-6-5
2-1-13
Scale = 1:18.1
4.21 12
Special
Special
4x4 =
2 4x10 = Special
3
Special Special12
3x5 �
4x10
1 1
4 Specal
•
W1
W3
W3 �••• • • • N •
••• W6 • •• •••
•
• • • •
•
Q
7 NAILED NAILED
6Speaal • Q
•
8 NAILED
3x5 =
WO • • • • • • 4x6 = 5 ' '
2x4 11
Special
' • ' .�ei� �Q • • • • • . •
Special
_
• • • • •
2-1-13
6-8-3
8-10-0
2-1-13
4-6-5
2-1-13
Plate Offsets X - 1:0-2-0 0-1-8 2:0-3-0 0-2-0 , 3:0-1-7 0-2-4 4:0-2-0 0-2-0 7:0-2-4,0-1-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.47
Vert(LL) -0.01 6-7
>999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.33
BC 0.12
Vert(CT) -0.01 6-7
>999 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.21
Horz(CT) 0.00
5 n/a n/a
'"=::BCDL
10.0
Code FRC2017/TP12014
Matrix -MP
Weight: 1161b FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
NOTES-
9) Provide mechanical connection (by others) of
BOTCHORD 2x6 SP No.2
1) 2-ply truss to be connected together with 1 Od
truss to bearing plate capable of withstanding 775
*Except*
WEBS 2x6 SP No.2'Exc ep
(0.148"x3") nails as follows:
lb uplift at joint 8 and 769 Ito uplift at joint 5.
W4,W2,W5: 2x4 . •
Top chords connected as follows: 2x4 - 1 row at
10) "NAILED" indicates 3-1 Od (0.148"x3") or
W7: 2x4 SP No.2
0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
3-12d (0.148"x3.25") toe -nails per NDS guidlines.
BRACING-
Bottom chords connected as follows: 2x6 - 2 rows 11) Hanger(s) or other connection device(s) shall
TOP CHORD
staggered at 0-9-0 oc.
be provided sufficient to support concentrated
Structural wood sheathing directly applied or 6-0 0 oc
Sttu St Webs connected as follows: 2x6 - 2 rows
load(s) 369 lb down and 2931b up at 2-3-6, and
r except end verticals.
staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc.
369 lb down and 293 lb up at 6-6-9 on bottom
BOT CHORD
2) All loads are considered equally applied to all
chord. The design/selection of such connection
Rigid ceiling directly applied or 10 0 0 oc bracing.
plies, except if noted as front (F) or back (B) face device(s) is the responsibility of others.
in the LOAD CASE(S) section. Ply to ply
12) Special hanger(s) or other connection
REACTIONS. (lb/size)
connections have been provided to distribute only device(s) shall be provided starting at 0-1-12 from
8 1071/0 8 0
loads noted as (F) or (B), unless otherwise
the left end to 8-8-4 sufficient to connect truss(es)
5 = 1071/0-4-0
indicated.
(1 ply 2x4 SPF) to front face of top chord. The
Max Horzr
3) Unbalanced roof live loads have.been
design/selection of such special connection
8 -115(LC 6)
considered for this design.
device(s) is the responsibility of others.
Max Uplift
8 li-775(LC 8)
4) Wind: ASCE 7-10; Vult=175mph (3-second
5 =-769(LC 8)
gust) Vasd=136mph; HVHZ; TCDL=5.Opsf;
BCDL=5.Opsf; h=25ft; B=9ft; L=9ft; eave=4ft; Cat.
LOAD CASE(S)
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Standard
FORCES. (lb)
end vertical left and right exposed; Lumber
1) Dead + Roof Live (balanced): Lumber
Max. CompJMax. Ten. -All forces 250 (lb) or less
DOL=1.60 plate grip DOL=1.60
Increase--1.33, Plate Increase--1.33
except when shown.
5) Provide adequate drainage to prevent water
Uniform Loads (plf)
TOP CHORD
CHO/823,
ponding.
Vert: 1-2=-135(F=-45), 2-3=-135(F=-45),
1-2P 2 3=-1021/797,
6) Plates checked for a plus or minus 0 degree
3-4=-135(F=-45), 5-8=-30(F= 10)
3-4=-1114/823, 1-8=-1021 /797,
rotation about its center.
Concentrated Loads (lb)
4-5=-1130/830
7) This truss has been designed for a 10.0 psf
Vert: 7=-369(F) 6=-369(F)
BOT CHORD
bottom chord live load nonconcurrent with any
6-7=-CHORD
other live loads.
WEBS
8) ' This truss has been designed for a live load
of
-6=-229/304,
2-7=-228/300, 3-6=-229/304,
20.0psf on the bottom chord in all areas where a
1-7=-797/1153,
rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
SALVADOR JURADO
P.E STATE OF FLORIDA REG NO. 19939
- 6401 NW 74 AVE. MAIMI FL. 33166
Job
Truss
Truss Type
Oty
Ply
GONZALEZ RESIDENCE ADDITION
A014.1224
31996
GT1 B
GIRDER
TR
1
Job Reference (optional)
8.130 s Oct 7 2017 MiTek Industries, Inc. Mon Feb 5 13:38:58 2018 Page 1
ID:XmwkROcs4FEm1 aaMQXIDPPzrmPO-BEdrjth6GZxyRpnQBsKV47uakCYGips4oKHb90zoBl
2-1-13
4-5-0 6-8-3
8-10-0
2-1-13
2-3-3 2-3-3
2-1-13
Scale = 1:17.4
4.21 12 5x6 =
5x6 =
2x4 11
'
2
3
4
6x12 MT20HS=
3x8 =
1
Li
Ti 5
1
•
• • : • W3 4 W5
W3 a
• • •
•
w r
:--,o
••
•
••••
• • • • • ; • • B ; • • • • 9
Special 8 Special
7 5x8 11 d 6
• • • • • • • • • 6' • • • • 5x8 11
•
6x8 =
Special 6 6'
• 10 �•�••�
5x8 II 6
••
• • • • • • 3x10 191T201491I • •
••••••
Special
• • Specie] Special• •
• • • 2-1-13
4-5-0 1 6-8-3
1 8-10-0
2-1-13
2-3-3 12-3-3
12-1-13
Plate Offsets X - 1:0-4-4 0-1-0 , 2:0-4-0 0-3-0 , 4:0-4-0,0-3-0 5:Ed a 0-0-8 6:0-4-12,0-2-4 , 7:0-4-12,0-2-8 , 8:0-4-0 0-4-8 , 9:0-4-12,0-2-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
I/deft Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.79
Vert(LL) 0.09 8
>999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.33
BC 0.75
Vert(CT) -0.08 8
>999 180
MT20HS 187/143
BCLL 0.0
Rep Stresslncr NO
WB 0.73
Horz(CT) -0.02 6
n/a n/a
BCDL 10.0
Code FRC2017/TP12014
Matrix -MP
Weight: 117 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
NOTES-
9) * This truss has been designed for a live load of
BOT CHORD 2x6 SP No.2
1) 2-ply truss to be connected together with 1 Od
20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.3 *Except*
(0.148"x3") nails as follows:
rectangle 3-6-0 tall by 2-0-0 wide will fit between
W 1,W7: 2x6 SP No.2
Top chords connected as follows: 2x4 - 1 row at
the bottom chord and any other members.
W2,W8,W6: 2x4 SP No.2
0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
10) Provide mechanical connection (by others) of
BRACING-
Bottom chords connected as follows: 2x6 - 2 rows
truss to bearing plate capable of withstanding
TOP CHORD
staggered at 0-5-0 oc.
4779 lb uplift at joint 10 and 4770 lb uplift at joint
Structural wood sheathing directly applied or 4-3-9 oc Webs connected as follows: 2x4 -1 row at 0-9-0
6.
purlins, except end verticals.
oc, 2x6 - 2 rows staggered at 0-9-0 oc.
11) Special hanger(s) or other connection
BOT CHORD
2) All loads are considered equally applied to all
device(s) shall be provided starting at 0-1-12 from
Rigid ceiling directly applied or 6-3-6 oc bracing.
plies, except if noted as front (F) or back (B) face
the left end to 8-8-4 sufficient to connect truss(es)
in the LOAD CASE(S) section. Ply to ply
(1 ply 2x4 SPF) to front face of bottom chord. The
REACTIONS. (lb/size)
connections have been provided to distribute only
design/selection of such special connection
6809/0 8 0
loads noted as (F) or (B), unless otherwise
device(s) is the responsibility of others.
6 = 6809/0-4-0
indicated.
Max Horz
3) Unbalanced roof live loads have been
10 = 91(LC 9)
considered for this design.
LOAD CASE(S)
Max Uplift
4) Wind: ASCE 7-10; Vuft=175mph (3-second
Standard
10 =-4779(LC 10)
gust) Vasd=136mph; HVHZ; TCDL=5.Opsf;
1) Dead + Roof Live (balanced): Lumber
6 =-4770(LC 10)
BCDL=5.Opsf; h=25ft; B=9ft; L=9ft; eave=4ft; Cat.
Increase=1.33, Plate Increase=1.33
II; Exp C; Encl., GCpi=0.18; MWFRS (directional)
Uniform Loads (plf)
(lb)
FORCES./Max.
and C-C Exterior(2) zone; end vertical right
Vert: 1-2=-90, 2-4=-90, 4-5=-90,
Max. Ten. -All forces 250 (lb) or less
Max.
exposed;C-C for members and forces & MWFRS
=
6-101520(F=-1500)
except when shown.
for reactions shown; Lumber DOL=1.60 plate grip
TOP CHORD
DOL=1.60
1-2=-6209/6091, 2-3=-7883/7802,
5) Provide adequate drainage to prevent water
3-4=-7883l7802, 4-5=-6394/6286,
ponding.
1 - 1 0=-5537/5452, 5-6=-5475/5377
6) All plates are MT20 plates unless otherwise
BOT CHORD
indicated.
8-9=-5597/5839, 7-8=-6786/6015
7) Plates checked for a plus or minus 0 degree
WEBS
rotation about its center.
2-9=-91/252, 2-8=-2601/2660,
8) This truss has been designed for a 10.0 psf
4-7=-306/44011-9=-6599/6756,
bottom chord live load nonconcurrent with any
4-8=-2357/2435, 5-7=-6643/6845
other live loads.
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 -
6401 NW 74 AVE. MAIMI FL. 33166
Job
Truss
Truss Type
Oty
Ply
GONZALEZ RESIDENCE ADDITION
-
A0141224
31996
GT1 B
GIRDER
TR
1
Job Reference(optional)
8.130 s Oct 7 2017 MiTek Industries, Inc. Mon Feb 5 13:38:58 2018 Page 1
ID:XmwkRQcs4FEm1 aaMO)aDPPzrmPO-BEdritl*G7xyRprK)BsKV47uakCYGips4oKHb9OzoBl
2-1-13
4-5-0 6-8-3
1 8-10-0
2-1=13
2-3-3 2-3-3
2-1-13
Scale = 1:17.4
4.21 12 5x6 =
5x6 =
2x4 11
2
3
4
6x12 MT20HS=
3x8 =
1
Ti 5
1
•
W1 W3 4 W5
N
W3 •••• : • • ♦ N
2
•• • ••••
• ••• • •
•
g 9
Special 8 Special
7 5x811 • • • •
6 5x8 11
6x8 =
Special • • • g• Q • ♦ • • •
10
5x8 Ir 6 •.
3x10 MT20HS I I
• • • Special • • • • • •
••••••
Special Special
• • • • •
2-1-13
4-5-0 6-8-3
8-10-0
2-1-13
2-3-3 2-3-3
2-1-13
Plate Offsets X — 1:0-4-4 0-1-0, 2:0-4-0 0-3-0 , 4:0-4-0 0-3-0 5:Ed a 0-0-8 6:0-4-12,0-2-4 :0-4-12,0-2-8 , 8:0-4-0 0-4-8 9:0-4-12,0-2-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
Vdefl Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.79
Vert(LL) 0.09 8
>999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.33
BC 0.75
Vert(CT) -0.08 8
>999 180
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr NO
WB 0.73
Horz(CT) -0.02 6
n/a n/a
BCDL 10.0
Code FRC2017/TP12014
Matrix -MP
Weight: 117 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
NOTES-
9) ' This truss has been designed for a live load of
BOT CHORD 2x6 SP No.2
1) 2-ply truss to be connected together with 1 Od
20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.3 *Except*
(0.148"x3") nails as follows:
rectangle 3-6-0 tall by 2-0-0 wide will fit between
W1,W7: 2x6 SP No.2
Top chords connected as follows: 2x4 - 1 row at
the bottom chord and any other members.
W2,W8,W6: 2x4 SP No.2
0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
10) Provide mechanical connection (by others) of
BRACING-
Bottom chords connected as follows: 2x6 - 2 rows
truss to bearing plate capable of withstanding
TOP CHORD
staggered at 0-5-0 oc.
4779 lb uplift at joint 10 and 4770 lb uplift at joint
Structural wood sheathing directly applied or 4-3-9 oc Webs connected as follows: 2x4 - 1 row at 0-9-0
6.
pudins, except end verticals.
oc, 2x6 - 2 rows staggered at 0-9-0 oc.
11) Special hanger(s) or other connection
BOT CHORD
2) All loads are considered equally applied to all
device(s) shall be provided starting at 0-1-12 from
Rigid ceiling directly applied or 6-3-6 oc bracing.
plies, except if noted as front (F) or back (B) face
the left end to 8-8-4 sufficient to connect truss(es)
in the LOAD CASE(S) section. Ply to ply
(1 ply 2x4 SPF) to front face of bottom chord. The
REACTIONS. (Ib/size)
connections have been provided to distribute only
design/selection of such special connection
6809/0 8 0
loads noted as (F) or (B), unless otherwise
device(s) is the responsibility of others.
6 = 6809/0-4-0
indicated.
Max Horn
3) Unbalanced roof live loads have been
10 = 91(LC 9)
considered for this design.
LOAD CASE(S)
Max Uplift
4) Wind: ASCE 7-10; Vult=175mph (3-second
Standard
10 =-4779(LC 10)
gust) as=h; HVHZ; TCDL=5.0 f
g ) Vd 136m P Ps
1 Dead + Roof (balanced): Lumber
) Rf Lib
( )
6 = .4770(LC 10)
BCDL=5.Opsf; h=25ft; B=9ft; L=9ft; eave=oft; Cat.
Increase--1.33, Plate Increase--1.33
11; Exp C; Encl., GCpi=0.18; MWFRS (directional)
Uniform Loads (plf)
S. (lb)
FORCE S. (lb)
and C-C Extedor(2) zone; end vertical right
Vert: 1-2=-90, 2-4=-90, 4-5=-90,
Max. C x. Ten. All forces 250 (lb) or less
exposed;C-C for members and forces & MWFRS
6-10=-1520(F=-1500)
except when shown.
for reactions shown; Lumber DOL=1.60 plate grip
TOP CHORD
D
1-2=-6209/6091, 2-3=-7883/7802,
5) Provide adequate drainage to prevent water
vid P
ro0
3-4=-7883/7802, 4-5=-6394/6286,
g.
1 -1 0=-5537/5452, 5-6=-5475/5377
6) All plates are MT20 plates unless otherwise
6) All
BOT CHORD
indicated.
8-9=-5597/5839, 7-8=-5786/6015
7) Plates checked for a plus or minus 0 degree
WEBS
rotation about its center.
2-9=-91/252, 2-8= 20 601/266,
8) This truss has been designed for a 10.0 psf
4-7=-306/440, 1-9=-6599/6,
bottom chord live load nonconcurrent with any
4-8=-2357/2435, 5-7=-6643/68
other live loads.
-. ..���� ...w.ww w .- w.n. w.�� w� �• r, r�f+w tier- .IA Ann9n
CAnA llltAI TA AtIc RA IRAs CI -2-2 .1 CC
31996 GT3 FLAT GIRDER TR 2
21 Job Reference
8.130 s Oct 7 2017 MiTek Industrii
IDXmwkRQcs4FEm1 aaMQXIDPPzrmP4
4-0-0 ,
4-0-0
Special Special
1 3x4 = special 22x4 II
T1
W1
2
W1
B1
411
3
4
4x4 =
A01412251
Scale = 1:13.01
LOADING (psf)
SPACING-
2 0 0
CS'.
DEFL.
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.33
TC 0.70
Vert(LL)
-0.00
3-4
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.33
BC 0.04
Vert(CT)
-0.00
3-4
>999
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
3
n/a
n/a
BCDL 10.0
Code FRC2017lTPI2014
Matrix -MP
Weight: 50 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-0-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
4 = 389/Mechanical
3 = 389/Mechanical
Max Uplift
4 =-273(LC 6)
3 =-273(LC 6)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOPCHORD
1-4=-352/745, 2-3= 352/745
NOTES-
1) 2-ply truss to be connected together with 1 Od
•(0.148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at
0-9-0 oc.
Bottom chords connected as follows` 2x6 - 2 rows
staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies
, except if noted as front (F) or back (B) face in the
LOAD. CASE(S) section. Ply to ply connections
have been provided to distribute only loads noted as
(F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vuft=175mph (3-second
gust) Vasd=136mph; HVHZ; TCDL=S.Opsf;
BCDL=S.Opsf; h=25ft; B=9ft; L=9ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional)
and C-C Corner(3) zone;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
7) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 273
lb uplift at joint 4 and 273 lb uplift at joint 3.
10) Special hanger(s) or other connection
device(s) shall be provided starting at 0-1-12 from
the left end to 3-10-4 sufficient to connect
truss(es) (1 ply 2x4 SPF) to front face of top
chord. The design/selection of such special
connection device(s) is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.33, Plate Increase=1.33
Uniform Loads (plf)
Vert: 1-2=-190, 3-4=-20
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166
This safety alert symbol Is used to attract your
Aattention! PERSONAL SAFETY ISINVOLVEDI When
.you see this symbol - BECOME ALERT - HEED ITS
MESSAGE.
CAUTION: A CAUTION identifies safe operating
practices or -Indicates unsafe conditions that could
result in personal Injury or damage to structures.
HIB-91 Summary Sheet
COMMENTARY and RECOMMENDATIONS for
HANDLING, INSTALLING & BRACING METAL
PLATE CONNECTED WOOD TRUSSES®
It is the responsibility of the Installer (builder, bullding contractor, licensed
contractor, erector or erection contractor) to property receive, unload, store,
handle, install and brace metal plate connected wood trusses to protect life and
propertV, The installer must exercise the same high degree of safety awareness as
with any other structural material. TPI does not intend these recommendations to
be Interpreted as su periorto the projectArchitect's or Engineer's design specification
for handling, installing and bracing wood trussesfor a particular roof orfloor. These
recommendations are based upon the collective experience of leading technical
CAUTION: The builder, building contractor, licerised
i, contractor, erector or erection contractor Is; ad-
:eF' visedto obtain and read the entire booklet •Com-
mentilryland: Recommendations for Handling,`In-
stalling &' Bracing Metal Plate Connected Wood
f,• Trusses,.HiB-910 from the Truss Plate Institute.
Trusses stored horizontally should be sup-
ported on blocking to prevent excessive
lateral bending and lessen moisture gain.
DANGER: A DANGER designates a condition
where failure to follow Instructions or heed warn-
ing will most likely result in serious personal
Injury or death or damage to structures.
1AWARNING: A WARNING describes a condition
where failure to follow instructions could result In
TRUSS PLATE INSTITUTE
583 D'Ongtrio Ds., Suite U0 * • • • • • • •
Madison, iVgdorf;in 5371,9 . •'
(608� 83�-5900 • • • •
personnel inthewoodtruss industry, • • • • • • • • • • • • • • p stry, butr� � fit, duetothe� nature of responsibilities
involved, be presented as a guide MOW* use of a qualified building designer or
Installer. Thus, theTruss Plate InstituV, Ih8.%Xpressl2 alociliprs any responsibility
fordamagesarising fromtheuse, appkblldnorreliahced the recorfltheAdaJions
and information contained herein by"Nding designers, installed end ethers.
Copyright ® by Truss Plate Institute, kic. Ail rights raservr . This deewrwant or
any part thereof must not be reprodygeAipgny form witout written peoission
of the publisher. Printed in the United StatIs of Argerica, • • • • •
CAUTION: Alltemoorary►brac ngshould benertto Tess
than 2x4 grade marked lumbgr,•AN conctions.
should be made with minimum of 2-16t! `nails. -All
,.,
trusses assumed X on -center or less. All multi -ply
trusses should be connected together in„accor-
dance with design drawings prior to installation.
TRUSS`STORAGE
CAUTION: Trusses should not
be unloaded on rough terraln or
uneven surfaces which could
cause damage to the truss.
Trusses stored vertically should be
braced to prevent toppling or tipping.
EWARNING: Do not break banding until instalia• DANGER: Do not store bundles upright unless.
-AA.'-tlon begins or lift bundled trusses by the bands. properly braced.
DANGER: Walking on trusses which are lying
EAA
WARNING: Do not use damaged trusses,- flat is extremely dangerous and should be strictly
prohibited.
Frame 1
Tag
Line
WARNING: Do not attach cables, chains, or WARNING: Do not lift singletrusses with spans
hooks to the web members. IlAgreater than XY by the peak.
7 60e
or less
Approximately Approximately Tag
Ya truss length '/2 truss length Line
Truss spans less than 30'.
Lifting devices should be connected Strongback/
Spreader Bar to the truss top chord with a closed- SpreaderBar
loop attachment utilizing materials e
Toe In Toe In such as slings, chains, cables, nylon
strapping, etc. of sufficient strength
to carry the weight of the truss.
MECHANICAL I�Er1
tiINSTALLATiON-11
• •••. 14• ••
A pproximately
• . • • APPG9�)mgtely
••••• •
to i5truss len
g'3 to 3','•trlls �lingthh
'1/2
•Less
than or equal to 60' Tag
• • •• eGreatepthan 60'
e•• • •Line
Poo
•ee•e
• •e • ••
•s••••
Tag
•••••• •
•
•
Line
• • •
•
Strongbadk/ '
• • • •
Spreader Bar
P
SpreaderBar e e �Ibe 10'
•
Toe In Toe In
At or above
mid -height
-�
Approximately
a Approximately
I
/2 to % truss length
bh to Y4 truss length
I Tag
Tag
Less than or equal to 60' Lie
Line
Greater than 60'
CAUTION: Temporary bracing shown in this summary sheet is adequate for the of
Ainstallation
trusses with similar configurations. Consult a registered professional engineer N a different
bracing arrangement is desired. The engineer may design bracing in accordance with TPI's
A
Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood
Trusses, DSB-89, and in some cases determine that a wider spacing is possible.
(GROUND BRACING'BUIL'DING'INTERIdR'.]
_—L Note.. 2nd aYMaw 04 twist
w.o.t�: towpyoetlNgt�e
n«s r..... _
e.
GROUND BRACING': BUILDING EXTERI-R
Top Chord j Typical verbal End Wall
/ attachment Plan .. \ . , .
Ground brace
diagonals (GO[
Ground brace
vrftsl(Clay)
Backup
ground
stake
a.. I Driven /
ldtbw groundstakeeJ V
CAUTION: Ground bracing required for all installations.
Ground Brace
Vertical* (GOV)
�S�
(Sn
Typical horizontal tie member with
multiple stakee (HT)
Frame 2
12
__7 4 or greater
Top chords that are laterally braced can buck le
togetherand cause collapse if there is no dlago-
nal bracing. Diagonal bracing should be nailed
to the underside of the top chord when purlins
are attached to the topelde of the top chord.
SPAN
MINIMUM
PITCH
TOP CHORD
LATERAL BRACE
SPACING(LBS)
TOP CHORD
DIAGONAL BRACE
SPACING (DBE
# trustees
SP/DF
SPF/HF
Up to 32'
1 4/12
1 8'
1 20
15
Over 32' - 48'
1 4/12
6'
10
7
Over 48' - 60'
1 4/12
1 5'
6
4
Over 60'
See a registered professional engineer
DF - Douglas Fir -Larch SP - Southern Pine
HF - Hem -Fir
SPF - Spruce -Pine -Fir
Continuous Top Chord
All lateral braces
Lateral B•rte*
lapped at least .
•Required• • • • • •
trusses. • •.
•
•
.....
10' or.:areart+rr
•
• • a
• Attachmost . • • Y
• • ..
a Regtured . 0 e e'
••a••s
w
• •
• • e ••••••
• •
• • • • e •
PITCHED TRUSS
WARNING: Failure to follow these recommendations could result, ln A,
severe personal Injury or damage to trusses or buildings.
SPAN
MINIMUM
PITCH
DIFFERENCE
TOP CHORD
LATERAL BRACE
SPACING(LBS)
TOPCHORD
DIAGONALBRACE
SPACING (DBS)
# trusses
SP DF
SPF HF
Up to 28'
2.5
7'
17
12
Over 28' - 42'
3.0
6'
9
6
Over 42' - 60'
3.0
5'
5
3
Over 60'
See a registered professional engineer
DF - Douglas Fir -Larch
HF - Hem -Fir
Continuous Top Chord
Lateral Brace —�
Required t
10' or. Greater
Attachment
Required
SP - Southern Pine
SPF - Spruce -Pine -Fir
All lateral braces
lapped at least 2
trusses.
12
,a
ao0� �ryo
a,
ey �� Top chords that are laterally braced can buck Is
yy Q� togetherandcausecollapseifthereisnodiago-
nal bracing. Diagonal bracing should be nailed
ti to the underside of the top chord when purlins
are attached to the topside of the top chord.
SCISSORS TRUSS
Frame 3
12
—� 4 or greater
Bottorr
at eacr
spacing as iop cnora aiagonai Dracing.
ORD
ACE
IS),
BOTTOM CHORD
DIAGONAL BRACE
SPACING (DBS)
[# trusses]
20
15
10
7
6
4
"nai engineer
5P - Southern Pine
SPF - Spruce -Pine -Fir
Y • •
a
r
• a
Alt laterbi b1fites
lapped at Us&& 2
• trusses* •
•• wwra•
r w
•
• r
1JU I I UIM CHORD PLANE
AWARNING: Failure to follow these recommendations could result In
severe personal injury or damage to trusses or buildings. A& I
�o
�ssP
11�12.
0
r
Permanent aSSP°'
s
continuous
lateral bracing °�
as specified by the
truss engineering.
WEB MEMBER PLANE
Cross bracing repeated
at each end of the
building and at 20'
Intervals.
Frame 4
SPAN
MINIMUM
DEPTH
TOP CHORD
LATERAL BRACE
SPACING(LBs)
TOP CHORD
DIAGONALBRACE
SPACING (DBs)
# trusses
SP/DF
SPF/HF
Up to 32'
1 3
1 8'
1 16
10
Over 32' - 48'
42"
1 6'
1 6
4
Over 48'- 60'
48"
1 5'1
4
2
Over 60'
See a registered professional en ineer
DF - Douglas Fir -Larch SP - Southern Pine
HF - Hem -Fir SPF - Spruce -Pine -Fir
2x4/2x6 PARALLEL Continuous
CHORD TRUSS Top Chord
Lateral Braci
Required
Top chords that are laterally braced can buckle
togetherand cause collapse if there isno diago- 10"
nal bracing. Diagonal bracing should be nailed
to the underside of the top chord when purling
are attached to the topside of the top chord.
Attachmer
Required
20,
1p�des)
Tr SpF H 2' oqt
-� ice••• • ••.••
s
• • /fir
greater
A 0
I
�E
All laral
r
��
• • • • � e
braces lappai
I I
w
e
at !,east two '�i c
�
�
• • s • • •
The end
� r �
trusses a
�� � r' 45°--�
�y
�'; • e
�,660600
�b
• • •
diagonal brace
. •
for cantilevered
End diagonals are essential for
' • •
trusses must be
stability and must be duplicated on
placed on vertical
both ends of the truss system.
webs in line with
1
the support.
WARNING: Failure to follow these recommendations could result in
severe personal Injury or damage to trusses or buildings. A
4x2 PARALLEL CHORD TRUSS:TOP CHORD
Top chords that are laterally braced can buckle
together and cause collapse if there is no diago-
nal bracing. Diagonal bracing should be nailed
to the underside of the top chord when purling
are attached to the topside of the top chord.
15 � -
1�6� 30 (DBE
,� rs
�Trusses C� ?' o. c.
aiIlateral
" braces lapped
at least two r_
.� trusses. 1 o
1 =45
End diagonals are essential far �
stability and must be dupiiceated on
both ends of the truss system. f.
yam,.
Frame 5
Continuous
Top Chord
Lateral Brace
Required
10" or Greater
I
Attachment
Required -
Trusses must have lum-
ber oriented in the hori-
zontal direction to use
this brace spacing.
SPAN •
MINIMUM"
PITCH
TOP CHORD
LATERAL BRACE
SPACING(LBS)
TOPCHORD
DIAGONAL BRACE
SPACING(DBS)
[#'trusses]
SP DF T
SPF HF
Up to 24'
1 3/12
8'
17
12
Over 24' - 42'
1 3/12
7'
1 10
1 6
Over 42' - 54'
1 3/12
6'1
6
DF - Douglas Fir -Larch SP - Southern Pine
HF - Hem -Fir SPF - Spruce -Pine -Fir
Diagonal brace
also required on
end verticals.
Top chords that are laterally braced can buckle
togetherand cause collapse ifthere is no diago-
nalbracing. Diagonal bracing should be nailed
to the underside of the top chord when purlins
are attached to the topside of the top chord.
MONO TRUSS
PLUMB
4
�\
ti o.
10 Ci0i \\
p � ,
' ^ i L .4e i
12
12 3 or
greater e' '•
/ /Ze
two,
All lateral braces
lapped at least 2
trusses.
. ....
......
•
a a.
•GontinuousTopahord
.... .
• •
;04eral Brace
•
Required
• • • •
•
.—�—
0000
10' or Greater
•
••••••
• •
••••
•
• . • .
..
. • •
•
•
• •
• • •
.
• Attachment•
•
Requ�Qd .
00
WARNING: Failure to follow these recommendations could result In
severe personal injury or damage to trusses or buildings. ..
i
i
i
Truss i
Depth
D(in)
i
i
Lesser of
D/50 or 2"
Maximum Plumb
Misplacement Line
INSTALLATION TOLERANCES
D(in)
D/50
D(ft) '
12"
1 /4"
1 '
24"
1 2"
2'
36"
3/4"
3'
48"
11.
4'
60"
1-1/4"
5'
72"
1-1/2"
6'
84"
1-3/4"
7'
96"
2"
8'
108"
2"
9'
T
±v:
L(in)
L(in) L/200 L(ft)
50.1
1 4"
4.2'
100"
1 2"
8.3'
150"
3/4"
12.5'
Length
L(in)
Lesser of
L/200 or 2"
BOW
L(in)
Lesser of
L/200 or 2"
L(in) L/200 L(ft)
200"
1 "
16.7'
250"
1-1/4"
20.8'
300"
1-1 /2"
25.0'
OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES.
DANGER: Under no circumstances should
WARNING: Do not cut trusses. construction loads of any description be placed A& on unbraced trusses.
Frame 6
Code Evaluation Information
Code Evaluations
Most structural products shown in this
catalog are listed in a current code
evaluation report from the code
evaluation agencies listed to the right.
The load values shown in this catalog
were current at the time of printing but
we are continually improving our products
through better engineering design and
development so some of the evaluation
reports may have been updated with better
load values after the catalog was printed.
In a few cases, we have submitted a formal
independent test report from an approved
lab to the code evaluation agency and are
awaiting on an evaluation report.
We recommend visiting our web site:
USPconnectors.com/code-reports or, the
specified code evaluation agency's web site,
shown below, to obtain the latest load values
from the most current evaluation report.
Some code jurisdictions may require
additional load reductions and/or use
limitations for some products listed in this
catalog. In those cases, the products may
not be approved or may need further review
for approval.
We recommend contacting the code
jurisdiction having authority for your
project to confirm they accept the
evaluation reports shown to the right,
or contact our Engineering Department
for further assistance.
Code Watch
"Code Watch" items are included to
highlight relevant sections of the 2012 IBC
and 2012 IRC building codes that discuss the
use of products contained in this catalog.
We strongly encourage you to consult with
Y a qualified design professional to review
the exact requirements of the relevant code
references for your project.
0
® Please note that not all code sections
relating to the use of all products in this
catalog are included. In addition, some states
and local municipalities may have adopted
amendments to the referenced code section.
Code references are for the 2012
International Residential Code (IRC) and 2012
International Building Code (IBC).
Code Reference Key Chart
Code
Agency
Approva
Listing
e
'c
_
ESR-2266
1
ESR-3444
2
ESR-1678
3
ESR-1702
4
ESR-3445
5
ESR-3446
6
ESR-1970
7
ESR-3447
8
ESR-2685
9
ESR-3448
10
ESR-3449
11
ESR-2761
12
ESR-2787
13
ESR-3455
14
ESR-3456
15
ESR-2089
16
ESR-2362
17
ESR-3609
18
ESR-2526
19
ESR-3768
20
ESR-3847
21
IAPMO-UES ER
j ER-0200
30'
ER-0201
31
ER-0311
32_
LA��' Di1S
�... ar.�...�
LA City -
City of
Los Angeles,
California
RR 25993
R1
RR 26017
R2
RR 25992
R3
RR 25991
R4
RR 25843
R5
RR 25759
R6
RR 25753
R7
RR 25976
R8
RR 25745
R9
RR25972
Rio
RR 25971
R11
RR 25749
R12
RR 25779
R13
RR 25836
R14
RR 25850
R15
RR 25954
R16
RR 26048
R17
v4 ^1
US P
STRUCTURAL CONNECTORS
Mel(
pproval
Listing
Code
Ref.
r
4 �^>
State of
Florida
Produjo• •
0
ApptQvt�E• .
.. ..
......
.
FL17241
F1
FL17232
F2
FL17243
F3
FL17240
F4
FL17236
F5
FL17239
F6
FL17244
F7
FL17245
F8
FL578
F9
FLA?247
F10
Fill 9248
' F11'
FL17E49'
F12
FL17231
. F13
PLN 32+4
• F14
A17115
1Te$(:
0 r-V
..1 .
FL17699
F17•
N1 pZ�P.
- FiT-
�L1247
: F32•
I'-4%•
F23
FL5631
F25
FL6223
F26
FL17229
F28
FL17219
F31
FL17227
F32
FL17230
F33
FL17246
F35
Prescriptive Code .
100`
Pending for
Code Evaluation
Contact us for
test data
110
No Load"
120
No Code Listing
Contact us for
test data
130
New products or updated product
information are designated in blue font.
Code Evaluation Agency websites
ICC-ES — ESR reports:
http://www.icc-es.org/Evaluation_Reports
IAPMO Uniform ES — ER reports:
www.iapmoes.org/Evaluation Reports
City of Los Angeles — LARR reports:
http://netinfo.ladbs.org/rreports.nsf
State of Florida — Product Approvals:
www.floridabuilding.org/pr
11
Dade Truss Company, Inc.
01-01-16
HANGER SCHEDULE
MARK
MFG BY
TYPE
NAILS TO
GIRDER
NAILS TO
TRUSS
Girder/Heel
MAX.
UPLIFT
(POUNDS)
MAX'
REACTIONS
(POUNDS)
25% & 33 %
MAX.
REACTIONS
(POUNDS) @
0%
ENG. SET
CODE REF
PAGE a
1
USP
M SH213
45 L & R
4T-6F-10d
6-10d
2x4/2x4
730
1770
1770
20E-10d
6-10d
730
1126
1126
6C
12F-10d
5-10d
730
965
1596
F16
8F-10d
6-10d
730
643
643
3
USP
MSH424
4T-6F-10d
4-10d
FLOOR MAX.
20"DEEP
1285
2965
2965
22F-10d
4-10d
1285
2420
2420
6C
14F-10d
4-10d
1285
1540
15401
F16
10E-10d
4-10d
1285
1100
41100
• • • •
• • • • •
2
USP
H US26
14-16d
6-16d
2X6/2X6
1925
3345
" 2 60
10-16d
6-16d
2X6/2X4
1925
2389
•••�271
68.
6-16d
4-16d
2X4/2X4
1925
1433
•••4182
•• • F15
4
USP
HU528
22-16d
8-16d
2X8/2X8
2570
4345
" 5170
18-16d
6-16d
2X8/2X6
1927
3555
••••3411
;6A
.....
12-16d
6-16d
2X6/2X6
1927
2370
00002;74
F�5
8-16d
4-16d
2X6/2X4
1285
1580
1�16
••••••
11
USP
THD28-2
28-16d
16-10d
2X8/2X8
2595
5005
0.•*4110
.. .
18-16d
12-10d
2X8/2X6
1851
3217
2770
6V 0
12-16d
12-10d
2X6/2X6
1851
2145
1847
F30
8-16d
4-10d
2X6/2X4
617
1430
1231
12
USP
THDH28-3
36-16d
12-16d
2X8/2X8
4370
7835
7595
20-16d
8-16d
2X6/2X6
3496
4352
4219
6E
F15
15
1US46
4-16d
4-16d
2x6/2x6
1355
1220
1040
7 F2
16
1US48
6-16d
4-16d
2x8/2x6
1355
164S
1325
7 F2
17
1US26
4-10d
4-10d
2x6/2x6
1115
1080
870
6B F2
18
1US28
6-10d
4-10d
2x8/2x6
1115
1375
1110
6B F2
SPH1
by Bldr
See Eng.
Detail
Special
Hanger
4-5/8" Bolts
2-5/8" Bolts
MIN 2X6
VERICAL
4748
5675
4540
8C N/A
SPH2
by Bldr
See Eng.
Detail
Special
Hanger
6-5/8" Bolts
3-5/8" Bolts
MIN 2X6
VERICAL
7800
7810
6248
8D N/A
SPH3
by Bldr
See Eng.
Detail
Special
Hanger
9-5/8" Bolts
4-5/8" Bolts
MIN 2x8
VERICAL
10900
11700
9360
8E N/A
Note:
These values and specifications have been taken from manufactures literature approvals.
' All hangers must be installed in accordance with the manufacturers specifications.
' Cross reference hanger mark shown in truss layout with mark on this page for hanger type required.
Example: (1) Use one, MSH213 from USP MFG.
See page 6C for MFG Spec's included with Eng. Sheets.
All Special Hangers to be by Builder
AM
HANGER'S LIST.
MARK:
TYPE:
ENG.
NOA
PAGE:
[1 ]
MSH213 R/L
6C
FL-822 '
[2]
HUS26
6B
FL-818 ,,,, .,
[3]
MSH-424
6C
FL-822 ......
[4]
HUS28
6B
FL-818 ••••••
[11]
THD28 - 2
6D
FL-815 •„' �; �,
[12]
THD28 - 3
6E
FL- 821 •
[15]
JUS46
94
6,F5,F15,D7,R13
[16]
JUS48
94
6,F5,F15,D7,R13
[17]
JUS26
90
6,F6,F15,D3,R13
[18]
JUS28
90
6,F6,F15,D3,R13
[19]
HJC26
177
10,F12
• •
NOTE : For hanger nailing pattern and capacity, see Hanger
Schedule. ( Eng. Page 6A and Hanger. )
a
Plated Truss
THD Heavy -Duty Face Mount Truss Hangers
Medium -to -heavy capacity face mount hanger.
Some THD models are available with a
Min/max installation option.
Materials: See chart
Finish: G90 galvanizing
Options: See chart for Corrosion Finish Options
Codes: See page 11 for Code Reference Chart
Installation:
• Use all specified fasteners. See Product Notes, page 17.
• THD Min — Fill all round nail holes.
• THD Max — Fill all round and diamond holes.
Some model designsritdyva
from Illustration shown
Typical TH028
installation
H
W
JW1
3„
THD28
USP
STRUCTURAL CONNECTORS
MITek
THD double or larger
••••
• •
• • ••••
Dimensions (in)
Fastener Schedulez
DF/S�
• •',
Allowable Loads (4.bs.)
Header
Truss
Joist!
USP
Steel
co,
Mint
Floor Roof
1pli$'
vt
100% 115%
11
•1 ii0°l°
Truss Size
Stock No.
Ref. No. , -
Gauge
W
H
D
A
Max
T
Ot
T e
2 x 6 - 8
THD26
HTU26
16
1-5/8
5-1/16
3
1-718
Min
18
16d
12
10d x 1-1/2
2645 3W0
3 CO3(•?
65
Max
20
164
20
10d x 1-1/2
' 2940 3335
300
2530
•
•
Min
28
16d
16
10d x1-1/2
4115 4485
AA85
2330
1
2 x 8 - 10
THD28
HTU28
16
1-5/8
7
3
1-7/8
•
Max
28
16d
26
10d x 1-1/2
4115 4670
_
1' 0
t
2 x 10 - 12
THD210
HTU210
16
1-5/8
9
3
1 7/8
Min
38
16d
20
10d x 1-1/2
.5115 5115
5115`
:t.195
i
•• i
Max
38
16d
32
10d x 1-1/2
5585 6335
.6415
+3790
•
(2) 2 x 6 8
( THD26-2
HTU26 2
1 14
i 3-7/16
6
5-3/8
3
2
1
) 18
16d
12
10d
2770 3150
SOA
2340
(
•
• •
•
HHUS28-2,
(2) 2 x 8 10
THD28-2
i
14
3-7/16
7-1/8
3
2
-
28
i6d
16
10d
43101 48601
5005
2598y
HTU28 2.
_..
(2) 2 x 10- 12
THD210-2
i HHUS210-2,
14
3-7/16
9-1/8
3
' 2
i 38
16d
i 20
° 10d
5850 ` 6600
i
1 7045
3905
5,
HTU210 2.
R5,
4xo 8
THD46
HHUS46
14
1 3-5/8
5-5/16
3
2
18
16d
12
10d
2770 31251
3355
r
F2
4 x 8 - 10
THD48
HHUS48
14
1 3-5/8
7-1/16
3
2
28
16d
16
10d
4310 4860
SOM
4x10-12
TH0410
HHUS410
14
3-5/8
9-1/16
3
2
38
16d
20
10d
5850 66W
7045
4x12 -14
THD412
14
3-5/8
11
3
3
48
16d
20
10d
70451 7045
7045
3905'
4x14-16
THD414
14
3-5/8
12-7/8
3
3
58
16d
20
10d
7045 7045
7045
39MI
t.M&L
imam
am
9
A
3
(, ;.
3
�._M
381
16d
EM
1 20
'° 10d
10d
6535 7255
6535" 7255
7605
7605
38
;5$1
6 x 10 -12
THD610
HHUS5.50/10
12
5-1/2
6 x 12 -14
THD612
12
1 5-1/2
11
3
3
48
16d
20
10d
8255 8415
8415
'4^
6 x 14 -16
THD614
12
5-1/2
12-7/8
3
3
58
16d
20
10d
8415 8415
8415
4255
HHUS7.25/10
12
7-1/4
9
3
1 3
38
16d
20
10d
6535 7255
7E35 7255
7605
7605
3850
3410
7 x 9-1/4 -14
1 THD7210
1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted.
2) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 1 Od nails are 0.148" dia. x 3" long,16d nails are 0.162" dia. x 3-1/2" long.
New products or updated product information are designated in blue font.
Corrosion Finish ■Stainless Steel EGoldCoat OHDG ■Triple Zinc
Specialty Options Chart
— refer to Specialty Options pages 228-229 for additional details.
Option
Skewed'
Sloped Seat
Sloped / Skewed''2,3
Inverted Flange
Not available in widths < 3".
Range
1' to 45'
1 ° to 45'
See Sloped Seat and Skewed
Widths > 3" can have
one flange inverted.
100% of table load.
Allowable
85% of table load
65% of table load
65% of table load
65% of table load when
Loads
nailing into the support
members end grain.
Add SK, angle required,
Add SL, slope required,
right (R) or left (L), and
and up (U) or
Add 11F, one flange,
square cut (SO) or
See Sloped Seat and Skewed.
right (R) and left (L),
Ordering
bevel cut (Big
down (D), to
Ex. THD410_SK45R_SO_SL30D
to product number.
to product number.
product number.
Ex. THD410_1lFR
_ Ex. THD410_SK45RSO
Ex THD410_SL300
1) Skewed hangers with skews greater than 15°
may have all joist nailing on outside flange.
2) Sloped or sloped / skewed hangers with
slopes greater than 151 may have additional
joist nails.
3) For skewed hangers, the required cut type
(square or bevel) of joist member may vary
based on skew angle and width of hanger.
Some square cut hangers will require
custom pricing due to welded back plate.
New products or updated product information
are designated in blue font.
188 6 D
Plated Truss
THDH Heavy -Duty Truss Hangers
Materials: 12 gauge
Finish: G90 galvanizing
Options: See chart for Corrosion Finish Options
Codes: See page 11 for Code Reference Chart
Installation:
• Use all specified fasteners. See Product Notes, page 17.
• Joist nails must be driven in at a 30' to 45' angle through the joist
or truss into the header to achieve listed loads. Standard length
"double shear" nails must be used to achieve listed load values.
• See EWP applications pages 147-148.
Some model designs„R
may vary from
illustration shown
Typical THDH double
shear installation
THDH
USP
STRUCTURALCONNECTORS
MiTek
Typical THDH26-2
installation
TFJDH26-2
Dimensions (in)
I Fastener Schedule' DF/SP
1 • S-P-F • •
Header I Truss' Allowable Loads (Lbs.)• •
* 'Allowable Loads (L'hs.)
• i'
Joist
USP
o
�+ •
Floor Roof Up tt
Float
Roof
Uplift'
crt
Truss Size
Stock No.
Ref. No.
W
H
D
Q
T e
Qty
Type 100% 115%1 125T. 16 %
1
115%
fA1%
T60%
c
Ref._
2 x 6 - 8
THDH26
HGUS26
1-5/8
5-7/16
5
20
16d
8
16d 4375 4895 i 5245 2340
6710
4150
1 4430
1810
•
+ • +
2x8 -10
THDH28
HGUS28
1-5/8
7-3/16
5
36
16d
12
16d 1 7595 8625- 8025 437
"624T
6460
L 6 6C
2620
2x10 -12
THDH210
1-5/8
9-3/16
5
46
16d
16
16d '9310 9855 9855 5400
8110
8730
0
4225
211116 x 9 1f4 -14
THD S27925
2-3/4
9-1/8
14
46
, 16d
12
16d ( 9010 ' 9010 ' - 9010 4370
7215
7215
7215
t 2620
2.11/16xll-1/4-15
THDH27112
2.314
' 10-7/8
14
5�16d
14
16d [9845 9845 9845 4370
79M
7905
Z9i15
€ 3055
211116x14 1&
THDH2714
-
2.3/4
' 12 1(4 '.4
66
fl 16d
16
16di 11185 11770 i2165 5400.8385
8880'9210
3365=
3-1/4 x 9-1/2
THDH3210
HGUS3.25/10
3-3/16
9-3/8
4
46
16d
12
16d 19010 9010 90_.1_04.370'
7195
7195
7195
2620
3-1/4 x10-5/8
THDH3212
HGUS3.25/12
3-3/16
10-5/8
4
56
16d
14
16d 9845 9845 9845 ; 5225
7880
7880
7880
3055
t2} 2 St g • 8
THQH26-2
HGUS26-2
5i/16
5-3/3
1 4
20
16d
8
16d" 4375 i 4895 i 52A5 2340
3785
4235
4415
1 15
(2 2 x 8 10 —�
THQH282
_HGUS28 2
_3-7/16
7- ti8
4
36
` 16d
10
16tl 7360 3025 ' 8025 3330
6400
64M
6400
! 2180
(2 2 x 10 - 12
THDH210-2
HGUS210� 2
3-7M
9-1/$
14
46
16d
12
16d 9010 9010 9010 i 4370
-7205
72{)
7205
2620
4 x 6 - B
THDH46
HGUS46
3-9/16
5-3/8
4
20
16d
8
16d 4375 4895 5245 2340
3710
4150
4400
1680
1 5
4 x 8 -10
THDH48
HGUS48
3-9/16
7-1/8
4
36
16d
10
16d 7360 7835 7835 1 3330
6235
6235
6235
2180
R5,
4x10 -12
THDH410
HGUS410
3-9/16
9-1/8
4
46
16d
12
16d 9010 9010 9010 4370"
7190
7190
7190
2620
F2
4x12 -14
THDH412
I HGUS412
3-9/16
10-1/2
4
56
16d
14
16d 9845 9845 9845 5225'
7875
7875
7875
3055
4x14 -16
THDH414
HGUS414
3-9/16
13-1/6
4
66
16d
16
16d j12510 12510 12510; 6015
9705
1 9705
9705
3365
(32x6 8
THDH26-3
HGUS26-3'
%5.118
57/16
t4
20
16d
8
16d 4375 4895 5245 2340
3710
'41_S13
4390
1680
(3) 2 x 8 -10
I THDH28 3
HGUS28 3
5 1l8
1 3/16
4
3 36
16d
12
16d 7595 7835 7835 i 4370
6035
603516f135
2525
(3) 2 x 10 12
THOH210-3
HGUS210 3
5-1 /8
€ 9 3/16
4 44_6
16d
16
116d 9785 9855 9855 5400
%55
1 %55
i 9855
4225
(3 2x12 t4
! THDH212 3 3
HGUS212 3
G
5 il8
111 3116�
4
56
6 i
i6d
_ 20
l 6i d 10365 10365110365 5400
10365
10365
10365
5280 -
.�
3)2 x,14-16
_P
j THDH214-3
_12-3
HGUS214.3
.-_
5 1/8
13-3/16
14
66
_
16d
222
16d 12510 12510112510( 6015
9715
9715
9715
4625
6x10 -12
THDH610
HGUS5.25/10,
5-1/2
9
4
46
16d
16
16d '8990 9 8990 8990 15400
8295
8"
8300
3365
HGUS5.50/10
6x12-14
THDH612
HGUS5/12 .25,
5-1/2
11
4
56
16d
20
16d 10365d 0365,10365 5400
10365
10365
10365
5280
HGUS5.25/12
6x14 -16
THDH614
HGUS5.50l14
5 1/2
13
4
66
16d
22
16d 12510 12510112510 6015
.1,12 _
9685
9685
9685
4625
THOK26-4
HGUS26 4
6 9/16
5-7116
4
20
, 16d
8
16d' ' 4375 4895 `(5245 2340
3710
. 4150
�4380
1680
110
4 2x 8-10„
7HOH28-4
HGUS28-4
6-7/16
, 7-9/16
° 41
36
9 16d
i 12
' 16d 7595 7835 ; 7835 4370
6015
6015
6015
2525
6-3/4 x 9-14
THDH6710
HGUS210-4,
HGUS6.88/10
6-7/8
8-13/16
4
46
16d
12
_€
16d 8990 8990 8990 ! 4370
7900
8260
8260
2525
6-3/4 x 11 - 18
THOH6712
HGUS212-4,
6-7/8
10-13/16
4
56
16d
14
t
16d 8990 i 89% 89M h 5225
8270
8270
8270
2945
HGUS6.88/12
i (_
5,
6-3/4 x 13-20
THDH6714
HGUS214-4,
6-7/8
12-13/16
4
66
16d
16
16d 12510 12510 12510� 6015
9620
9620
9620
3365
R5,
HGUS6.88/14
_
F2
7 x 9-1f4 -1+ - • '
THDH721 . --
E�H .257.10 7
7. 14 "
9
4
'46 :
1iid
_
1 Z
, 16d 8990 8990 8990 4370
7900
82W
8255
2525 ;
F x 1-1wi 4. 16 . �; P` "`
- FFiDF)i21 . �.`
� ', , _ � 12 �
Z-114
( 10-112
4
' 56
16d
14
16d 8990 89W 89W 5225
8265
- 8206
,8265
.294 3 `.
7 x 14 -'18
THDH7214 ,
"` 14, ".,
1-1/4
12 1F4
14166
( 16d
1 16
1 16d 112510112510112510i 6015
9615
k
AE1
3365 `
1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted.
2) Joist nails need to be toe nailed at a 301 to 45' angle to achieve allowable loads shown.
3) NAILS: 16d nails are 0.162" dia. x 3-1/2" long.
New products or updated product information are designated in blue font.
Corrosion Finish
Stainless Steel 11 Gold Coat
HDG INTriplelinc
189 Continued on next page S E
Minimun Grade Of Lumber PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GIRD A GALVANIZED STEEL (EXCEPT AS SHOWN)
2X4 Syp. No. 2SP PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, FBC 2014
THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS REQD.) CONSULT BLDG. ARCHITEC
/-114
PER muss LATER AL IFGRACE 2
RAI" PER *A FOR ORCES
up TO 4600 Wa FORCES W
MESS OF 4400 WIL REQmtEs
2a6 63 OR BETTER
NOM
PROW" x-ORACNG AT 20-0'
*MVAIS FOR Wp FORCES up
TO 25M W. AND AT 10'—O' FOR
FORM GREAT" TRAR 2ws Wt
pnu.-tx4)
9,ALL of CORRECIEO TO A FUSED
R" PO617 OR x-BRA= As NOTED LATERAL BRACING DETAIL
ON THS PETAL
ALT. LATERAL BRACING DETAIL
—,Od•r
ox- Tw.
r� TRUSSES • 2i
O.C. TV T-BRACE SAME 512E
AND GRADE AS V911.
T-BRACE MATH
10d RAILS O 6^ WED (2xfi MA)L)
O.C. TTP.
WEB SECTION DETAIL
ROTE:
BRACE MUST RE SU THE IDRi,M
Of THE Ws.
TWS OETAR. d TO Of 05ED AS AN
ALTERNATE FOR CORTIWOUS LATERAL
BRACNQ
•• ••• •
•
• • • ••
• •• •
•
• • ••• •
R A.
yPO
...
- ...16
/4?P40VED OR TRU C . *Cv
DES. BY MM
LATERAL BRACING DETAIL
WADY THU s
;•;
•;'� - ..: R1
CHECKED BY SJ
•
•
•' ? ~
DATE 01/01/16
wl X1. 74 AIL MWI$L pU9 •
• •
•
• .�• a. !
• •
DRAWING
DOE poi 92-n46 WAM (xis) 412-Mi
NKM l-M-3*-7"2 � past 4"-=
� �' � �
�,
J08 No.
ROOF TRUSS LAYOUT
1
GT1 B
GT1A
WALLS' TOP AT O \THD28-2�
25'-0" ELEV. 4 x 4
O SKYLIGHT Ur
.� TKD28-2
C6 GT 1
W
O �(�0-00
0
N CV
SCALE = N. T. S.
8-10-00
GONZALEZ RESIDENCE ADDITION
\\\
5P E
93
•
0 ti
a
1 A
ORI
a
/FSS
'st•���9��1111101i4�`����`\\\
DESIGN DATA
LOADING CRITERIA: FRC—T Plm
ROOF LIVE: So ME ROOF DEAD::S PST
WIND LOADING CRITERIA: ASCE>-Ip
WIND DESIGN VELOCITY: 175 MPH
WIND DURATION FACTOR: —
EITPOSURE: C CATEGORY: 11
DESIGN FI.EVATION:
DEAD LOAD FOR UPLIFT: to PRE
IMPORTANCE FACTOR: I.W
00/00/00
REV./
REV.I
READ ALL NOTES. TRUSSES WTUL NO, BE MANUFACTURED WITHOUT
APPROVAL OF THIS DRAWWG.
WARNING AND INSTRUCTIONS: THOSE INSTALLING AND USING THESE
COMPONENTS MUST READ .AND FOLLOW THE WARNINGS AND
INSTRUCTIONS INCLUDED IN THE DELIVERY AND ENGINEERING
PACKAGE. DO NOT INSTALL OR USED THESE COMPONENTS UNTIL THE
FULL DELIVERY PACKAGE LS RECEIVED AND .ALL THE TRUSSES ARE
VERIFIED FOR ACCURACY. REFER TO SCSI SUMMARY STREET (TRUSS
PLATE UITIT:TE RECOMMENDATIONS) AID INDIVIDUAL TRESS
DESIGNS FOR IMPORTANT INFORMATION REGARDING BRACING AND
• • •
INSTALLATION GUIDELINES.
•
THE ADy;E OF A fIROFE5S10NAL ENGIN0000
EER OR REGISTERED
•
ARCHTTE•I MUSI%E AGHT ON MATTb%S RF.UT•G TO BEARING
•
DESIGN. AN"RAf, E. RAGING. IVSf#UTO'•AN[•USE OF
•
• •
COMPONE—J'AJE"'S5 COMPANY IS•:•T RIMP�'SIBLE FOR AHESE
• • •
MATTERS. AffYPEE MY FROM THE BUILDING DEPARTMENT 15 REQUIRED
•
TO ISNTAT, JP4!S4CJSOONENTi DO NOT INSTALL THESE Goo
• • •
COMPONENTS UNTIL ONE IS OBTAINED CONTRACTOR MLST ADHaE
•
TO ALL BUIL•11 :•dbE RMUlIEEMEN't 11' DING E
�
INSTAILAVON AND UR4bF TRCSWE •
• • •
•
• •
do • • •
1. •
INSTALLATION AND USE: DO NOT CLT CIE ALTER TI•'SWE, DO NCOP •
• •
INSTALL .0 AEU1.l1,R;: TRUSSES A�'# REPOT• AN• DAMAGED
TRUSSES TO M • •
TIiESESOLE
• • •
COMPO,NEN40STH�ET
RESM\S BILITY OF THOSE PERSON
•
•
f
INSTALLI.\'C'`{�.:i'i yESE COMPONENTS. D.TDE TRUSS COMPANY.
•
INC. 15 N'O'`RESFC1WBLE•OR THE LIABILITIES -Aj MAY RESULT • 1
• • • •
FROM FIELE STORAGE, .MI•'SE. OR IMPRPPW " ON OF THESE
COMPONENTS WHICH MAY RESULT IN FyLURES BODILY INJURY. LO•
OR PROPER*. A.ND;OR"�IFE TRUSSES MUST BE INSTALLED BY.A•LLATIO� I
• • • •
TRIENT EXPERIEN
CONACTC75 WIT-PSL'FF::�•i TIiSS INST
•
AND HANDLI.N# • • • •
• % •
ERECTION SUPERVISION 15 REQUIRED BY A PROFESSIONAL ENGINEER
OR REGISTERED ARCHITECT FOR TRUSSES OVER 4 FEET IN LENGTI,
NO ALTERATION OF THE TRUSSES IS ALLOWED WITHOUT PREVIOCS
APPROVAL OF TRUSSES MANUFACTURER, ANY UNAUTHORIZED
ALTERATION. REPAIR. OR MODIFICATION OF THE TRUSSES WILL CAUSE
DADE TRUSS COMPANY TO RELINQUISH BESPONSBILITY FOR TIE
STRUCTURAL S1£T' OF THOSE TRL'SSEE AND TO NOTIFY BUILDING
OFFICIALS. THIS IS A TRUSS PLACEMENT DRAWING ONLY. TRUSSES
SHOWN ON THIS PUN ARE A COMPONENT PART OF A STRUCTURE.
THIS PUN IDENTIFIES TRUSS LOCATION. INSTALLER MUST REFER TO
INDIVIDUAL ENGINEERING DRAWINGS FOR PROPER IDENTIFICAITON OF
TRUSSES.
BRACING: ERECTION" AND PERMANENT BRACING WHICH IS ALWAYS
REQUIRED ARE THE RESPONSIBILITY OF THE CONTRACTOR NOT THE
TRUSS FABRICATOR, REFER TO INDIVIDUAL TRUSS DESIGNS AND
HI ARCTECTURAL OR ENGINEERING DRAWLICS FOR ADDITIONAL
BRACING: REQUIRED TO BE INSTALLED DURING ERECTION. REFER TO
ARCHITECTURAL DRAWINGS FOR BRACING REQUIRED TO RESIST WIND
AND OTHER SPECIFIC LOADING CONDITIONS. PERSONS ERECTING
TRUSSES ARE CAUTIONED TO .SEEK PROFESSIONAL ADVICE REGARDING
ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVET
TOPPLING AND COLLAPSING DURING INSTALLATION. TRUSSES SHALL BE
ERECTED AND FASTENED IN A STRAIGHT AND PLCNIB POSITION,
BEARINGS: ALL BEARINGS. BEARING DESIGNS. BRACING. AND
ANCHORAGE .ARE RESPONSIBILDY OF THE PROJECT DESIGNER. REFER
TO INDIVIDUAL TRUSS DESIGNS FOR REACTIONS AID UPLIFTS. TRUSSES
MAY NOT BEAR ON ANY INTERIOR WALL OR P.ARTMON UNLESS
DESIGNED FOR THE SAME.
GIRDERS: GIRDER PLIES SHOULD SE FIELD CONNECTED BY BUILDER AS
SHORN ON THE INDIVIDUAL ENGINEERING DESIGNS.
SPACING:: TRUSS SPACING II OC UNLESS OTHERWISE NOTED ON
IAYOUT.
HANGERS: TR L'SS MANUFACTURER WILL ONLY SUPPLY STANDARD
LIGHT I' GE TRUSS TO III CONNECTORS AS SHOWN IN TIE
ENGINEERING. PACKAGE ..AND ONLY FOR SPANS OVER CY. All. FUNG;ERS
REQUIRED FOR TRUSSES OF LESS THAN AT IN SPAN AND WITH
REACTIONS OF LESS TAN bop LRS MUST BE SUPPLIED BY BUILDER. ALL
CONNECTIONS REQUIRING SPECIALLY MANUFACTURED HANGERS ARE
TO BE SUPPLIED BY BUILDER.
CGEPATANCF. AND APPROVAL: ALL. DIMENSIONS. QL'AN'TLHES.
LOADING. AND DETAILS ON THIS PLAN" AND ON INDIVIDUAL TRUSS
DESIGNS MUST BE REVIEWED AND .APPROVED BY THE PROJECT
ARC.HUECT. ENGINEER, AND.IOR CONTRACTOR BEFORE FABRICATION.
BY ACCEPTING. REVIEWING OR AUTHORIZING FOR FABRICATION THE
TR UMES DESCRBED IN THIS DRAWING. THE BUYER OR BUYER'S
REPRESENTATIVE ACCEPTS ALL CONDITIONS DESCRIBED HEREIN.
TRUSS PLACEMENT PUN AND
INDIVIDUAL TRUSS DESIGNS
ACCEPTED AND APPROVED,
BY:
DATE:
BRANNON SPECIALTIES
JA N— GONZALEZ RESIDENCE
Mo-1ei' ADDITION DMA= 5 - 2011
Ln •' Lot I —'
JA Ad^" MIAMI SHORES - FL
AxhA.n:
IUS4 DESIGNER OF RECORD
SN.VAD BR A JURADO PE MC
REG NC T9YAY
DADE TRUSS COMPANY
6aT NW 74 AVE I MAMI, FL S,-
DADE (SRS) 59 ,,
BROWARD aA:-86BB
WAITS C.Rro)56"i8+] DT
FAX m.ayz