3902 Loon Ln 17-3057; NEW SFHIt
B
Q CITY OF SANFORD
BUILDING 8r FIRE PREVENTION
PERMIT APPLICATION
Application No:/ 7 - J 0S J
Documented Construction Value: S 1Z6$`932• 5gooJob
Address: 3902 Loon Lane, Sanford FL 32771 (Lot 94) Historic District: Yes No lA1
Parcel ID: 17-20-31-502-0000-0940 Residential ® Commercial Type
of Work: New x Addition Alteration Repair Demo Change of Use Move Description
of Work: Construction of new single family residence Plan
Review Contact Person: Michelle Parkison Title: Permitting Manager Phone:
407-529-3135 Fax: Email: mparkison0parksguarehomes.com Property
Owner Information Name
Park Square Enterprises LLC Street:
5200 Vineland Rd Suite 200 City,
State Zip: Orlando, FL 32811 Phone:
407-529-3000 Resident
of property? : Contractor
Information Name
Park Square Homes/ Vishaal Gupta Street:
5200 Vineland Rd Suite 200 No
Phone:
407-529-3000 Fax:
407-529-3001 City,
State Zip: Orlando, FL 32811 State License No.: CRC1330351 Architect/
Engineer Information Name:
Michael Thompson Street:
PO Box 580937 City,
St, Zip: Orlando, FL 32858 Phone:
407-734-1450 Fax:
E-
mail: dbec@engineer.com Bonding
Company: Mortgage Lender: Address:
Address: WARNING
TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED
AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
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 standards of all laws regulating construction in
this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, \ furnaces,
boilers, heaters, tanks, and air conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building Code Revised:
June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713..
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current 1CC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
JA4
Signature of caner/Agent Date Signature of Contractor/Agent Date
Vishaal G
6
Date
MICHELLE PARKISON
MY COMMISSION # FF 063452
EXPIRES: October 30.2017
8omded Thru NotaVublk Undrnrrilnra
Known to Me or
Produced 1D Type of ID
Vishaal Gupta -
Print Contractor/ ent's Name
Signatific of Notary -State of Flon a Date
N;..y;; MICHELLE PARKISON
MY COMMISSION 9 FF 063452
EXPIRES: October 30. 2017
1.
V
Mindful Thru Non Public Undorvrtltero
C -nt Is --Personally Known to Me or
Produced 1D Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building R Electrical Z Mechanical Pr PlumbingE3 Gas[] Roof
Construction Type: Vie>
Total Sq Ft of Bldg: 7 15!53
Occupancy Use: Flood Zone: X-live
NTTANEb
Min. Occupancy Load: l 3 # of Stories: 'I
New Construction: Electric - # of Amps 249tp Plumbing - # of Fixtures I '-?
Fire Sprinkler Permit: Yes No 01 r # of Heads
APPROVALS: ZONING:j4 % I
i(t& UTILITIES:
Fire Alarm Permit: Yes No 6'
WASTE WATER:
ENGINEERING: tlk'CC k015-11 FIRE: BUILDING: * fi_ Ilia
COMMENTS: Ok to construct single family home
with setbacks and impervious area
shown on plan. 3-7 - to 71° 1*19
610 u Mactct4Z- (I C, , GrR-
Revised• June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: 17 - .J 0S
Documented Construction Value: $ 150,000.00
Job Address: 3902 Loon Lane, Sanford FL 32771 (Lot 94) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0940 Residential ® Commercial
Type of Work: New x ' Addition Alteration Repair Demo Change of Use Move
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison Title: Permitting Manager
Phone: 407-529-3135 Fax: Email: mparkison0parksguarehomes.com
Property Owner Information
Name Park Square Enterprises LLC
Street: 5200 Vineland Rd Suite 200
City, State Zip: Orlando, FL 32811
Phone: 407-529-3000
Resident of property? : No
Contractor Information
Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000
Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001
City, State Zip: Orlando, FL 32811 State License No.: CRC1330351
Architect/Engineer Information
Name: Michael Thompson
Street: PO Box 580937
City, St, Zip: Orlando, FL 32858
Bonding Company:
Address:
Phone: 407-734-1450
Fax:
E-mail: dbec@engineer.com
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
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 standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code
Revised: June 30. 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713..
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
li-WA &) L
L.- xa x6,
Signature ofOwner/Agent Date Signature of Contractor/Agent IDate
Vishaal Gupta Vishaal Gu to
Print Owne Age s ame Print Contractor/ eni's Name
signjbmof Notary -State of Flon a Date Si re of Notary -State of Flori a Date
L
MICHELLE PARKISONMICHELLE PARKISON
MY COMMISSION A FF 063452MY COMMISSION 0 FF 063462
EXPIRES: October 30,2017rEXPIRES: October 30.2017
b`'• 9onded Thru No b lC Undemmritnrn pow Ttuu Notary Public UndorwAlon
Owner gent is Personally Known to Me or C r gen is ersonally Known to Me or
Produced ID Type of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing[] Gas[-] Roof
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use: Flood Zone:
Min. Occupancy Load: # of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes[] No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
of Heads
UTILITIES
FIRE:
Fire Alarm Permit: Yes No
Alb 0 5-/ WASTE WATER:
BUILDING:
Revised: June 30, 2015 Pertnit Application
I O
t5s City
of Sanford Planning
and Development Services Engineering —
Floodplain Management Flood
Zone Determination Request Form Name:
Michelle Parkison Firm: Park Square Homes Address:
5200 Vineland Road, Suite 200 City:
Orlando State: FL Zip Code: 32811 Phone:
407-529-3135 Fax: Email: mparkison@parksquarehomes.com Property
Address: 3902 Loon Lane Property
Owner: Park Square Enterprises, LLC Parcel
identification Number: 17-20-31-502-0000-0940 Phone
Number: 407-529-3000 Email: The
reason for the flood plain determination is: 0
New structure Existing Structure (pre-2007 FIRM adoption) Expansion/
Addition Existing Structure (post 2007 FIRM adoption) Pre
2007 FIRM adoption = finished floor elevation 12" above BFE Post
2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OF ,
C L SE ON Y Flood
Zone: X Base Flood Elevation: N/A Datum: N/A FIRM
Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The
referenced Flood Insurance Rate Map indicates the following: The
parcel is in the: floodplain floodway A
portion of the parcel is in the: floodplain floodway K
The parcel is not in the: floodplain floodway The
structure is in the: floodplain floodway The
structure is not in the: floodplain floodway If
the subject property is determined to be flood zone 'A', the best available information used to determine
the base flood elevation is: BP#
17-3057 Reviewed
by: Michael Cash, CFM Date: October 25, 2017
i
P I Application for Paved Driveway, Sidewalk or
Walkway Including Right -of -Way Use &
F%,°R;D9 Landscaping in Right -of -Way
www.sanforda.gov Department of Planning & Development Services
300 North Park Avenue. Sanford, Florida 32771
Phone:407.688.5140 Fax:407.688.5141
This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the
City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or ' I
sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a
driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other
jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Kowwurtibelow.
size and location of the existing right -of --way and use shall be provided or application could be delayed. Callbeis, psdlg
1. Project Location/Address:
3,
J
2. Proposed Activity. a Driveway Walkway Other:
3. Schedule of Work: Start Date Completion Date Emergency Repairs
4. Brief Description of Work: Construction of new driveway for new single family residence
This application is ubmitted b .
Property Owner
Signature: Print Name: Vishaal Gupta
Address: 5200 Vineland Rd Suite 200 Oriando, FL 32811
Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes.com Date: /O /6 1;
Maintenance Responsibilities/Indemnification
The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This
shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto Requestor may, with written City authorization,
remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways,
utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall
remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does
not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the nghtof-way to its previous
condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the
Requestor's property to recover costs of restoration.
To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employ-
ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct,
indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of
defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or ansing directly or indirectly out of or
connected with the use of the City's nght-of-way.
I
hV
re d and nde tend t e above statement and by signing this application I agree to its terms.
Signature-
l
Date: /40 ZI6 r// %
This permit shall be posted on the site during construction.
Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection.
Pre -pour Inspection by: Date:
Application No,
Reviewed:
Public Works
Official Use Only
Fee:
Utilities
Approved:
Engineering _V\0a=C4,1_
Site Inspected by:
Special Permit Conditions:
Date.
Date:
Date:
Date* I o -25 - W 17
Date:
November 2015 ROW Use Driveway pol
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: D
I hereby name and appoint: David Mercer
an agent of: Park Square Homes
Name of Company)
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
ly The specific permit and pplication for work located at:
3190 ;z-
Street Address)
Expiration Date for This Limited Power of Attorney: 12/31/17
License Holder Name: Vishaal Gupta
State License Number:
Signature of License H
STATE OF FLORIDA
COUNTY OF Orange
CRC1330351
The foregoing instrument was acknowledged before me this z L6P day of&
l,
7MV,0-
20, by Vishaal Gupta who is q(personally known
to me or who has produced as
identification and who did (did not) take a oath.
Notary Seal)
MICHELLE PARKISON
kf MY COMMISSION q FF 063452EXPRES: October 30, 2017
Bonded Thru NotaryPublic Undotwdlem Rev.
08.12) 282
Si
ature YY1'
c. L os' kr ccv Print
or type name Notary
Public - State of pry Commission
No. p(o3(15.1) My
Commission Expires: /o o 7
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
Permit # 1 1- 30 S
BUILDING PERMIT
Min Max Inspection Descri tion
10 Form board / Foundation Survey
10 Slab / Mono Slab Pre our
20 Lintel / Tie Beam / Fill / Down Cell
30 Sheathing — Walls
30 Sheathing — Roof
40 Roof Dry In
50 Frame
60 Insulation Rough In
70 Drywall / Sheetrock
40 70 Lath Inspection
50 1000 Final Roof
50 1000 Final Stucco / Siding
80 1000 Insulation Final
1000 Final Single Family Residence
Address: gq oZ Lov.J C-Z
ELECTRICAL PERMIT
Min Max Inspection Description
10 Underground Electric
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
Min Max Inspection Description
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
MECHANICAL PERMIT
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
A o® CERTIFICATE OF LIABILITY INSURANCE FOATE(MNUDD/YYY1
6/1/2017
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to
the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder In lieu of such endorsements .
PRODUCER
Brown 6 Brown of Florida, Inc.
2290 Lucien Way
Suite 400
Maitland FL 32751
CONECT Julie Rwack PHONE (
407) 660-8282 FAX o. (407)660-2012 E-
MAIL ADDRESS, jkwackQbborlando.com INSURERS)
AFFORDING COVERAGE NAICM INSURERA:
Onited Specialty Insurance Co. INSURED
Park
Square Enterprises, LLC, DBA: Park Square Homes 5200
Vineland Road, Suite 200 Orlando
FL 32811 INSURER
13:Travelers Casualty Co. 41769 INSURER
C Ameri sure Mutual Insurance Co 23396 INSURER
0Navigators Specialty Insurance INSURER
E : INSURERF:
nVCOAn=
Q rFRTIFIr-ATF Ml IMRFR-CL1753111504 REVISION NUMBER: THIS
IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED
NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE
MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS
AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR
TYPE
Of INSURANCE NUMBER POLICY
EFF MM/
DO POLICY
EXP MMI
LIMITSPOLICY E
COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE S 1,000,000 A
CLAIMS -MADE OCCUR DAMAGE
TO RENTED 300,000 MED
EXP (Any one person) Excluded ATNA.TL 730410 6/1/2017 6/1/2018 PERSONAL &
ADV INJURY S 1,000,000 GENL
AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE S 2,000,000 PRODUCTS •
COMPAPAGG S 2,000,000 RPOLICYaJECTElLOCBI /
PD adn/or Personal 6 Ad S OTHER.
AUTOMOBILE
LIABILITY COMBINED
SINGLE LIMIT Eaacddant
1,000,000 BODILY
INJURY (Per person) S ANYAUTOBAAL
OWNED OS
AUTOS IBA-88637451-17-SEL 6/1/2017 6/1/2018 BODILY INJURY (Per accident) PROPER.
d Y DAMAGE S NON.OWNED HIRED
AUTOS AUTOS PIP4"
c S 10,000 UMBRELLA
LIAB HOCCUR EACH OCCURRENCE S 5 000 000 S
AGGREGATE S. 5 000 000 AEXCESSLIABCLAIMS -MADE BTN1743932 DEO
I % I RETENTIONS 0 S 6/1/2017 6/1/2018 WORKERS
COMPENSATION S PTR ATUTEOTH- AND
EMPLOYERS' LIABILITY YIN ANY
PROPRIETOR/PARTNER/D(ECUTIVE E.L. EACH ACCIDENT S 1,000,000 C
OFFICER/MEMSER EXCLUDED? ED Mandatory
In NH) N /
A WC2105269
6/1/2017 6/1/2018 E.L DISEASE - EA EMPLOYEE S 1,000,000 E.
L DISEASE •POLICY LIMIT S 1,000,000 tiyes, describe under DESCRIPTION OF
OPERATIONS below A Excess
Liability BUM1710005 6/1/2017 6/1/2018 Each Occurrence $4,000,000 4M xe
of $51M Aggregate $4,000,000 DESCRIPTION OF
OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) Excss Liability - $
5M RS of $9M Carrier: Navigators
Specialty Insurance Company Policy M:
IS17EXC810641IC Effective: 6/
l/2017 to 6/l/2018 Limits: Each
Occurence
or Event - $5 000 000 CFRTIFICATF F4n1
nFR CANCELLATION SHOULD ANY
OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE City of
Sanford P.O.
Box 1788 THE EXPIRATION
DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH
THE POLICY PROVISIONS. Sanford, FL
32772-1788 AUTHORIZED REPRESENTATIVE
T D'
Avanzo, CPCU, CPA 1988-2014
ACORD CORPORATION. All rights reserved. ACORD 25 (
2014/01) The ACORD name and logo are registered marks of ACORD INS025 imi4nn
Additional Named Insureds
Other Named Insureds
East Red Bug Road Development LLC Limited Liability Company, Additional Named Insured
Park Square Dellagio, LLC
iPark Square Enterprises, Inc.
Park Square Homes
Limited Liability Company, Additional Named Insured
Corporation, Additional Named Insured
Doing Business As
OFAPPINF (02/2007) COPYRIGHT 2007, AMS SERVICES INC I
COMMENTS/REMARKS
General Aggregate - $5,000,000
Products Completed Operations Aggregate - $5,000,000
Inland Marine
Carrier: Amerisure Mutual Insurance Company
Policy #: IM2105271
Effective: 6/l/2017 to 6/l/2018
Limit:
Rented/Leased Equipment - $40,000 Max Limit Any One Item
Deductible:
1,000 per Occurrence
I OFREMARK COPYRIGHT 2000, AMS SERVICES INC. I
zH „ STATE OF FLORIDA
DEPARTMENT OF BUSINESS.AND PROFESSIONAL REGULATION
CONSTRUCTION INDUSTRY LICENSING BOARD
2601 BLAIR STONE ROAD
TALLAHASSEE FL 32399-0783
GUPTA, VISHAAL S
PARK SQUARE HOMES'
5200 VINELAND ROAD
SUITE 200
ORLANDO FL 32811
Congratulations! With this license you become one of the nearly
one million Floridians licensed by the, Department of Business and
Professional Regulation. Our professionals.and businesses range
from architects to yacht brokers, from boxers to barbeque
restaurants, and they keep Florida's economy strong.
Every day we work to improve'the way we do business in order
to serve you better. For information about our services, please
log onto. www.myfloridalicense.com. There you can find more
information about our -divisions and the regulations that impact
you, subscribe to department newsletters and learn more about
the Department's initiatives.
Our mission.at the Department is: License Efficiently, Regulate
Faiity: We constantly strive to serve you better so that'you can
serve your'customers. Thank you for doing business in Florida,
and congratulations on your new license! .
11%=tyr, -STATE OF
1 DEPART4
L PROFESS
CRC133035.1{
CERTIFIED RESIDEN
850) 487-1395
INESS AND
28%2016
r ' :GUPTA, VISHA%AL-4
i _PARK SQUARE,HQMES a'- --
t-- -1S.-CERTIFIED-under. the„ provisions of Ch.489.FS" I
U607280002'100_ _ _•;
DETACH. HERE
RICK SCOTT, GOVERNOR _ _ KEN LAWSON, SECRETARY
STATE OF FLORIDA • _-____
DEPARTMENT OF -BUSINESS AND PROFESSIONAL REGULATION
CONSTRUCTION INDUSTRY, LICENSING. BOARD -
CRC1330351
The. RESIDENTIAL CONTRACTOR.
Named below•IS•CERTIFIEp
Under the provisions of Chapter 489 FS.
Expiration date: AUG 31, 2018
Imo_ ,.--.'` .-- _ _ _ ,.;'4.=. _ '',;..C ' • \.'\ \
r "GUPTA, VISHAA'LLS "IC
PARK SQUARE'HOMES-
111 '5200•VINELAN D•ROAQ:: j,= • --- --. X I. .
SUITE 200. `_..- = -_- - FL-,
328.11". ry`.'ORLANDO • ! o \
T "Y__
1_/ _`
s'•_ ' .` _ - - -! •` :`— ,,
I , `] %
1 L•r° ` c__ `_' , _.. '.'. ,' __,' ` *`•fit` ISSUED:
07/i8i2016 DISPLAY AS REQUIRED BY LAW SEQ # L1607280002100
Page 1 of 1
THIS INSTRUMENT PREPARED BY AND
UPON RECORDING, PLEASE RETURN TO:
R. Travis Ret4 Esq.
GODBOLD, DOWNING, BILL & RENTZ, PA
222 W. Comstock Avenue, Suite 101
Winter Park, FL 32789
GhANT I1ALOYP SEMINOLEE COUNTY
CLERK OF CIRCUIT COURT COMPTROLLER
BY, 8965 F95 144--10 (4Pss)
CLERK'S t 2017078301
RECORDED 08A."7/2017 09:40:53 AM
DEED DOC TAX 525,116.00
RECORDING FEES $75.50
ECORDED BY hdevorP
SPACE ABOVE THIS LINE FOR RECORDING DATA) ---
SPECIAL WARRANTY DEED
THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of
August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability
company, whose post office address is 27 North Surnmerlin Avenue, Orlando, FL 32801
Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability
company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee").
Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the
parties to this Special Warranty Deed and the heirs, legal representatives and assigns of
individuals and the successors and assigns of corporations. The singular shall be deemed to
include the plural, and vice versa, where the context so permits.
WITNESSETH:
THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and
other good and valuable considerations, the receipt and sufficiency of which is acknowledged by
Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that
certain real property together with the improvements thereon (hereinafter collectively referred to
as the "Real Property") in Seminole County, Florida, more particularly described as follows:
See Exhibit "A" attached hereto and incorporated herein by
this reference.
TOGETHER WITH all the tenements, hereditaments and appurtenances thereto
belonging or in any way appertaining.
TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever.
AND Grantor hereby fully warrants the title to the Real Property and will defend the
same against the lawful claims of all persons claiming by, through or under the Grantor, but not
otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set
forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by
reference hereto, shall- not serve to reimpose same.
Book8965/Page144 CFN#2017078301 Page 1 of 4
http://officialrecordsbv.sen-Linoleclerk.org/BrowserView/ 8/24/2017
Page 1 of 1
IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be
executed as of the day and year first above written.
Signed, Sealed and Delivered
in the Presence of:
G
Print Name-&L .eS r_ Y) ` D
D Pe
Print Name: R. Travis Rentz
STATE OF FLORIDA
COUNTY OF ORANGE
GRANTOR:
BRISSON INVESTMENTS LLC,
a Florida limited liability company
By: (14.
Ro ert tkiss
Authori epresentative
The foregoing instrument was acknowledged before me this 2 —day of July, 2017, by
Robert Zlatkiss, as Authorized Representative of Brisson .Investments LL' C, a Florida limited
liability company, on behalf of said entity. He is personally known to me or has -produced
aaNAIDTRM F8M
N OOlY11S M#FFNM
owara ri+a s020
ead anwNorn eudr.hr.
Notary Public, State ofFFo—nda
Seal)
Book8965/Page145 CFN#2017078301 Page 2 of 4
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Page 1 of 1
Exhibit "A"
Legal Description
Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106,
107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163,
164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and
238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93
through 102, inclusive, Public Records of Seminole County, Florida.
Book8965/Page146 CFN#2017078301_ Page 3 of 4
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Page 1 of 1
Exhibit "B"
Permitted Exceptions
1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143.
2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835,
Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and
recorded September 11, 2014 in Book 8330, Page 60.
3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability
company and Brisson Investments LLC, a Florida limited liability company, recorded
October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement
recorded October 26, 2016 in Official Records Book 8793, Page 289.
4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102,
inclusive.
5. Declaration and Dedication of Avigation Easement and Related Covenant and
Agreements recorded May 17, 2017 in Book 8916, Page 1019.
6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham
Preserve recorded July 5, 2017 in Book 8947, Page 158.
7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112).
8. Notice of Commencement recorded July 12, 2017 in.Book 8951, Page 635 (as to Lot 113).
9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114).
10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental
Authorities.
Book8965/Pagel47 CFN#2017078301 Page 4 of 4
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RECORD COPY
FORM R405-2014
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
ILD143 ill
Project Name: Lot 094 Margate II C RHG Bed4 WIC - W Builder Name: One Stop Cooling and Heating
Street: 3902 Loon Lane Permit Office: I o ord
City, State, Zip: Sanford , FL, Permit Number: 3 0 5 7 7 SANFORD
Owner: Park Square Homes Jurisdiction: 691500 IO
pARTM Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2)
1. New construction or existing New (From Plans) 9. Wall Types (1866.7 sgft.) Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1596.00 ft2
b. Frame - Wood, Adjacent R=11.0 270.67 ft2
3. Number of units, if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 4 d. N/A R= ft2
5. Is this a worst case? No 10. Ceiling Types (1966.0 sgft.) Insulation Area
a. Under Attic (Vented) Rill 1966.00 ft2
6. Conditioned floor area above grade (ft2) 1966 b. N/A R= ft2
Conditioned floor area below grade (112) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(194.0 sgft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 393.2
a. U-Factor: Dbl, U=0.55 114.69 ft2
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25 a. Central Unit 28.6 SEER:16.00
c. U-Factor: Dbl, U=0.54 15.33 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 27.8 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 3.066 ft.
Area Weighted Average SHGC: 0.232 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (1966.0 sgft.) Insulation Area
EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1966.00 ft2 b. Conservation features
b. N/A R= ft2 None
c. N/A R= ft2 15. Credits Pstat
Total Proposed Modified Loads: 56.18 PASSGlass/Floor Area: 0.099
Total Baseline Loads: 59.00
1 hereby certify that the plans and specifications covered by Review of the plans and -ii:tiE STq,
I
this calculation are in compliance with the Florida Energy specifications covered by this _ `
Code.
DgiullysgnMbyRafaN
rFO
calculation indicates compliance vj` qp zz
Rafael Izquierdo hq,,aa
Dal 2017.100617:5728-04W
with the Florida Energy Code. rnr„ •. °.`:•„O
PREPARED BY: ,. Before construction is completed
DATE: this building will be inspected for y
compliance with Section 553.908 . ° e
I hereby certify that this I ding, s designed, i ' co iance Florida Statutes.
CODwiththeFloridaEnergCode. vA E
OWNER/AGENT- BUILDING OFFICIAL:
DATE: ° DATE: -
Compliance r uires ce if cation by t e air handler unit manufacturer that the air handler enclosure qualifies as
certified factory- ed in accordanc with R403.2.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage
test report In accordance with R402.4.1.2.
Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors,
tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house.
10/6/2017 10:01 AM EnergyGauge® USA - FlaRes2014•Section R405.4.1 Compliant Software Page 1 of 4
FORM R405-2014
PROJECT
Title:
Building Type:
Owner:
of Units:
Builder Name:
Permit Office:
Jurisdiction:
Family Type:
New/Existing:
Comment:
Lot 094 Margate II C RHG Be
User
Park Square Homes
1
One Stop Cooling and Heatin
City of Sanford. ,
691500
Single-family
New (From Plans)
Bedrooms: 4
Conditioned Area: 1966
Total Stories: 1
Worst Case: No
Rotate Angle: 0
Cross Ventilation: No
Whole House Fan: No
Address Type: Lot Information
Lot # 94
Block/SubDivision: WP
PlatBook:
Street: 3902 Loon Lane
County: Seminole
City, State, Zip: Sanford ,
FL,
CLIMATE
Design Location TMY Site
IECC Design Temp
Zone 97.5 % 2.5 %
Int Design Temp Heating Design Daily Temp
Winter Summer Degree Days Moisture Range
FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 1966 18283.8
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 Main 1966 18283.8 Yes 5 4 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter R-Value Area Tile Wood Carpet
1 Slab -On -Grade Edge Insulatio Main 171 ft 0 1966 ft2 0.29 0 0.71
ROOF
Type Materials
Roof Gable Roof
Area Area Color
Solar
Absor.
SA Emitt Emitt Deck
Tested Tested Insul.
Pitch
deg)
1 Hip Composition shingles 2199 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6
ATTIC
V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1966 ft2 N N
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) Main 30 Blown 1966 ft2 0.1 Wood
10/6/2017 10:01 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4
FORM R405-2014
WALLS
Adjacent
Space Cavity Width Height Sheathing Framing Solar Below
1 N Exterior Concrete Block - Int Insul Main 4.1 60 0 9 4 560.0 ft2 0 0 0.8 0
2 E Exterior Concrete Block - Int Insul Main 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0
3 S Exterior Concrete Block - Int Insul Main 4.1 50 0 9 4 466.7 ft2 0 0 0.8 0
4 W Exterior Concrete Block - Int Insul Main 4.1 21 0 9 4 196.0 ft2 0 0 0.8 0
5 Garage Frame - Wood Main 11 29 0 9 4 270.7 ft2 0 0.25 0.8 0
DOORS
Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 W Insulated Main None 39 3 8 24 ft2
2 Wood Main None 39 2 8 6 8 17.8 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
V Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening
1 n 1 Metal Low-E Double Yes 0.55 0.22 32.9 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None
2 e 2 Metal Low-E Double Yes 0.55 0.22 32.7 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None
3 e 2 Metal Low-E Double Yes 0.58 0.25 64.0 ft2 6 ft 0 in 1 ft 0 in None None
4 s 3 Metal Low-E Double Yes 0.55 0.22 32.7 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None
5 S 3 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 1 ft 0 in 0 ft 6 in Drapes/blinds None
6 w 4 Metal Low-E Double Yes 0.54 0.25 9.3 ft2 9 ft 8 in 1 It 0 in None None
7 W 4 Metal Low-E Double Yes 0.55 0.22 16.4 f12 1 ft0 in 0 ft 6 in Drapes/blinds None GARAGE
Floor
Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1
393 ft2 384 ft2 56 ft 9.3 ft 1 INFILTRATION
Scope
Method SLA CFM 50 ELA EgLA ACH ACH 50 1
Wholehouse Proposed ACH(50) .000414 2133.1 117.1 220.23 .302 7 HEATING
SYSTEM System
Type Subtype Efficiency Capacity Block Ducts 1
Electric Heat Pump Split HSPF:9 27.8 kBtu/hr 1 sys#1 10/
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FORM R405-2014
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit Split SEER: 16 28.6 kBtu/hr 858 cfm 0.75 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.9 50 gal 70 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC Collector Storage
Cert Company Name System Model # Collector Model Area Volume FEF
None None ft2
DUCTS
Supply ---- Return ---- Air CFM 25 CFM25 HVAC #
Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool
1 Attic 6 393.2 ft Main 98.3 ft2 Prop. Leak Free Main cfm 59.0 cfm 0.03 0.50 1 1
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
CoolinHeating Jan Feb
Jan Feb
Mar
Mar
A r
Apr
Ma Jun JulMayJunJul
AuAug SeSep Oct
Oct
Nov
Nov
Dec
Dec
Venting Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Thermostat Schedule: HERS 2006 Reference Hours
Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12
Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
10/6/2017 10:01 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4
FORM R405-2014
Florida Department of Business and Professional Regulations
Residential Whole ullding Pertormance and Prescriptive Methods
ADDRESS: 3902 Loon Lane Permit Number:
Sanford , FL ,
MANDATORY REQUIREMENTS See individual code sections for full details.
0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C.
0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.1 through R402.4.4.
O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The
sealing methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in
accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction.
Where required by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air
changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with
a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an
approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
During testing:
1. Exterior windows agd doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or
other infiltration control measures;
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended
infiltration control measures;
3. Interior doors, if installed at the time of the test, shall be open;
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed;
5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and
6. Supply and return registers, if installed at the time of the test, shall be fully open.
O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air.
O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm
per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
O R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment
passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance
with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction
or rough -in testing below.
Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section
553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following:
1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area
when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All
register boots shall be taped or otherwise sealed during the test.
2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested
at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be
taped or otherwise sealed during the test. If the -air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm
85 Umin) per 100 square feet (9.29 m2) of conditioned floor area.
Exceptions:
The total leakage test is not required for ducts and air handlers located entirely within the building envelope.
Duct testing is not mandatory for buildings complying by Section R405 of this code.
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FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41 •C)
or below 55•F (130C) shall be insulated to a minimum of R-3.,
R403.3.1 Protection of piping insulation.
O R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily
accessible manual switch that can turn off the hot-water circulating pump when the system is not in use.
O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
O R403.4.4 Water heater efficiencies (Mandatory).
O R403.4.4.1 Storage water heater temperature controls
R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls
capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum
temperature setting range shall be from 100•F to 140•F (38•C to 60•C).
R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied
to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s)
of combustion types of service water heating systems to be turned off. lb
O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water
heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1.
R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water
heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
O R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation.
Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating.
O R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment.
O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors
which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation
such as standard kitchen and bathroom exhaust systems.
R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the
calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
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FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and
shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This
selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the
load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data,
the design value for entering wet bulb temperature and the design value for entering dry bulb temperature.
Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of
equipment may be sized in accordance with good design practice.
O R403.6.1.2 Heating equipment capacity
R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section
R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load.
R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.6.1.
R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.6.1.
O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the Commercial Provisions in lieu of Section R403.
O R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall
include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling
and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F.
O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and
inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy
requirements for portable spas shall be in accordance with ANSI/APSP-14.
O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted
outside the heater to allow shutting off the heater without adjusting the thermostat setting.
R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum
thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56.
Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights.
R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a
preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in
compliance with this equipment.
Exceptions:
1. Where public health standards require 24-hour pump operations.
2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or
at the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or
solar energy source computed over an operating season.
O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps.
Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps.
O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights
O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6.
O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or
concrete deck roofs do not have sufficent space, R-10 is allowed.
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FORM R405-2014
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 95
The lower the EnergyPerformance Index, the more efficient the home.
1. New construction or existing
2. Single family or multiple family
3. Number of units, if multiple family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (ft2)
7. Windows" Description
a. U-Factor: Dbl, U=0.55
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58
SHGC: SHGC=0.25
c. U-Factor: Dbl, U=0.54
SHGC: SHGC=0.25
d. U-Factor: N/A
SHGC:
Area Weighted Average Overhang Depth:
Area Weighted Average SHGC:
8. Floor Types
a. Slab -On -Grade Edge Insulation
b. N/A
c. N/A
3902 Loon Lane, Sanford, FL, l- 7 ?/
New (From Plans) 9. Wall Types
Single-family
a. Concrete Block - Int Insul, Exterior
b. Frame - Wood, Adjacent
1 c. N/A
4 d. N/A
10. Ceiling TypesNoa. Under Attic (Vented)
1966 b. N/A
Area
c. N/A
114.69 ft2
11. Ducts
a. Sup: Attic, Ret: Main, AH: Main
64.00 ft2
12. Cooling systems
15.33 ft2 a. Central Unit
ft2
3.066 ft.
0.232
Insulation Area
R=0.0 1966.00 ft2
R= ft2
R= ft2
13. Heating systems
a. Electric Heat Pump
14. Hot water systems
a. Electric
b. Conservation features
None
15. Credits
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features. .,
Builder Signature: / Date: l p (o l 2
e: Address of New Ho ?j90 X / GA- C/ Zip: ip: 7- 2 %/
Insulation Area
R=4.1 1596.00 ft2
R=11.0 270.67 ft2
R= ft2
R= ft2
Insulation Area
R=30.0 1966.00 ft2
R= ft2
R= ft2
R ft2
6 393.2
kBtu/hr Efficiency
28.6 SEER:16.00
kBtu/hr Efficiency
27.8 HSPF:9.00
Cap: 50 gallons
EF: 0.9
Pstat
p
O TAE Srgr,
r a
A - a
COD WE
Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321)
638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For
information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support
staff.
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not -DEFAULT.
10/6/2017 10:02 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1
wrightsoft• Project Summary
Entire House
One Stop cooling and Heating
Job: Lot 094 Margate II C RHG ...
Date: 10-02-2017
By- MC/LM
Plan: RHG
7225 Sandscove Coot, Sure 1, W user Parr FL 32792 Ptore (407) 629 - 6920 Fax, (407) 629 - 9307 Web, wwwOreStopCoolirgoDm Lioerse: CAC032444
For: Park Square Homes
3902 Loon Lane, Sanford, FL
Notes:
Weather: Orlando Intl AP, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 42 OF Outside db 92 OF
Inside db 68 OF Inside db 75 OF
Design TD 26 OF Design TD 17 OF
Daily range M
Relative humidity 50
Moisture difference 47 grAb
Heating Summary Sensible cooling Equipment Load Sizing
Structure 18146 Btuh Structure 16627 Btuh
Ducts 3102 Btuh Ducts 3676 Btuh
Central vent (0 cfm) 0 Btuh Central vent (0 c1m) 0 Bl uh
none) none)
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 21248 Btuh Use manufacturers data n
Rate/swing multiplier 0.97
Infiltration Equipment sensible load 19775 Btuh
Method Simplified Latent Cooling Equipment Load SizingConstructionqualitySemi -tight
Fireplaces 0 Structure 2346 Btuh
DuctsCn 620alvent (0 cfm) Btuh
Heating Cooling none)
Area (ft 1965 6 5 Equipment latent load 2974 Btuh
flume (ft3) 18272 18272
Air changes/hour 0.26
Equiv. AVF 79
0.14 Equipment Total Load (Sen+Lat)
Req. SHR
22749
2.2
Btuh
cfm) 43 total capacity at 0.75 ton
Heating Equipment Summary Cooling Equipment Summary
Make Trane Make Trane
Trade TRANE Trade TRANE
Model 4TWR6030H1 Cond 4TWR6030H1
AHRI ref 7562380 Coil TEM6AOB30H21++TDR
AHRI ref 7562380
Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER
Heating input Sensible cooling 21450 Btuh
Heating output 27800 Btuh Co) 47°F Latent cooling 7150 Btuh
Temperature rise 27 OF Total cooling 28600 Btuh
Actual air flow 953 cfm Actual air flow 953 ckn
Air flow factor 0.045 c1mA3luh Air flow factor 0.047 cfm/Btuh
Static pressure 0.50 in H2O Static pressure 0.50 in H2O
Spaoe thermostat Load sensible heat ratio 0.87
Capacity balance point = 35 OF
Backup: n/a n/a
Input = 0 kW, Output = 0 Btuh,100 AFUE
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
WrlghtsOft' R,gh-SuteSUnversal201717028RSU16202
2017-OtlOs095geI
AC.L.P. 9
TemplLot 094 Margate II C RHG Bed4 W IC - W.rtp Calc = MJ6 From Door laces. W
I wrightsoft- Right-J® Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed..
Gate: 10-02-2017
Byy. MC/LM
Pfan: RING
7225 Sardscow Coot, Suite 1. Winer Park R_ 32792 Phore (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirgoom License: CA0032444
1 Room name Entire House WEED
2 EVosed well 171.0 n 225 n
3 Room height 93 0 d 93 (t heatbool
4
5
Room dimerlSionS
Room area 1964A If
1.0 x 221.5 Q
2215 tF
Ty Corwudion U-value Or HTM Area 019 Load Area (W) Load
number BbrhW-*9 BbjW or perimeter (R) Btuh) or perimeter (0) Bbrh)
Heat Cool Gross NUPS Heat Cool Gross NrPS Heat Cool
6 y/ 13A-4ocs 0.143 n 3.73 2.75 558 525 1961 1446 56 56 208 154
C 4A5.2om 0.550 n 1435 13.07 33 0 469 427 0 0 0 0
tj13A-
40cs 0.143 a 3.73 2.75 372 275 1028 758 153 121 451 332
4A5.2om 0.550 a 14.35 27.99 33 0 469 915 33 0 469 915
11 4A5.2omd 0580 a 15.14 24.76 64 32 969 1585 0 0 0 0
13A-40cs 0.143 s 3.73 2.75 465 426 1591 1174 0 0 0 0
4A5.20m 0.550 s 1435 1327 33 27 469 434 0 0 0 0
485.2hn 0.540 s 14.09 1337 6 6 85 80 0 0 0 0
4A5.2om
0.143
O.40
w
w
3.73
14.09
2.75
16.86
195
9
146
8
544
132
401
157
0
0
0
0
0
0
0
0TE
13A-40C5
4A5.20m
11 DO
0.550
0-M
w
w
1435
10.18
27D6
11.88
16
24
1
24
235
244
442
285
0
0
0
0
0
0
0
0
P
I-O
12C-09w
11D0
0.091
0390 n
238
10.18
1.42
t1.88
270
18
252
18
598
182
356
212
0
0
0
0
0
0
0
0
C 169.30ad 0.032 OB4 1.73 1965 1965 1641 3392 222 222 185 382
F 22A-cpm 1.180 30.80 0.00 1965 171 5266 0 222 23 693 0
6 c) AED excursion 0 t 1 t
Envelope bssngain 15882 12064 2006 1894
12 a) Infittration 2265 813 298 107
b) Room ventilation 0 0 0 0
13 Internal gains: Oocupan8@ 230 5 1150 2 460
Appliancesbther 2600 0
Subloial(lines 61013) 18146 16627 2304 2461
Lessedemal bad 0 0 0 0
lesstransler 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 18146 16627 2304 246t
15 Dud loads 179% 229/ 3102 3676 17% 229/ 394 544
Total room bad 21248 20303 2698 3005
Air required (dm) 953 953 121 tat
Calculations approved byACCA to meet all requirements of Manual J M Ed.
Ad- wrightsoft' 2017-Od-060950109
Righl•Sutr®Unversal 20t 717.028 RSU16202 Page 1
Temp\Lot 094 Margate II C RHG Bed4 WIC- W.r p Calc - Ml8 Front Door taees: W
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed...
Date: 10-02-2017
Byy. MC/LM
Pran: RHG
7225 Sardsoove Court, SUle 1. W irter Parr R. 32792 Ptore: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOreStopCooGrgc*m t.icerse: CA0032444
1 Room name MWIC1 MWC
2 Emall 12.0 0 35 It 3
Room height 93 It heatbool 93 f1 heaVood 4
5
Room
dimensions Room
area 6.
0 x 6.0 It 36.
0 IF 6A
x 35 8 21.
0 IF Ty
Unstruction U•value Or HTM Area (fF) Load Area (II) Load number
Btuh4P-°) EhiMn or perimeter (A) Bluh) or perimeter (II) Bbih) Heat
Cod Gross N/P/S Heat Cod Gross NAS Heat Cod 6
1ql L-
f 13A-
4ocs 4A5-
2om 13A-
40cs 0.
143 0.
550 0.
143 n
n
a
3.
73 1435
3.
73 2.
75 13.
07 2.
75 0
0
56
0
0
56
0
0
208
0
0
154
0
0
0
0
0
0
0
0
0
0
0
0
T=
2 114A5-
20m 4A5-
2omd O.&
W 0.
5m a
a
1435
15.
14 27.
99 24.
76 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1ql
13A-40cs 0.143 s 3.73 2.75 56 56 208 154 33 33 121 90 I--
G 4A5.2om 0550 s 14.35 1327 0 0 0 0 0 0 0 0 G
485.21n 0.540 s 14D9 1337 0 0 0 0 0 0 0 0 y/
1
BOG
13A-
40 s 4A5.
2om 0.
143 0.
540 w
w
3.
73 14.
09 2.
75 16.
86 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.
2om 11
DO 12C-
09N 1100
0.
550 0390
0.
091 0390
w
w
n
1435
10.
18 238
10.
18 27.
06 11.
88 1.
42 11.
88 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
P
L--
D c
168-30ad 0.032 0.84 1.73 36 36 30 62 21 21 18 36 F
22Agxn 1.180 30BO 0.00 36 12 370 0 21 4 108 0 6
c) AED excursion 15 5 Envelope
Iosstgain 816 354 247 121 12
a) Infiltration 159 57 46 17 b)
Room *Mlation 0 0 0 0 13
trnemalgains: OoatpanlsCa 230 0 0 0 0 Appliarlcesbther
0 0 Subtotal(
lines 6to13) 975 411 293 137 Less
e)Wmal load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
SLIMIal 975 411 293 137 Duct
loads 1 170% 22% 167 91 17% 22% 50 30 r
Total room load I 1142 502 343 168 Air
required (dm) 1 1 51 24 15 8 Calculations
approved byACCA to meet all requirements of Manual J ft Ed. 4A
Ad-wrightsoft, 2017-W-060950A9 Right-
Sute®Unversal 201717.028 RSU16202 Pape 2 TerrplLot
094 Margate 11 C RHG Bed4 WIC - W.np Calc - Mill From Door faces- W
wrightsofr Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed... ,
Date: 10-02-2017
By. MC/LM
Plan: RHG
7225 Sardscwve Court, Sute 1. Winer Park FL 32792 Ptone: (407) 629.6920 Fax. (407) 629 - 9307 Web: wwwOreStopCooGrg com Uoerse: CA0032444
1 Room name WBTH MWIC2
2 Exposed "ell 9A II 0 fi
3 Room heigN 93 ft heatr000l 93 It heattod
4
5
Room dimensions
Room area
t o x 952 f1
95a fF
1 A x 52.1 fl
52.1 f
Ty Condon U-value Or HTM Area (f) Load Area OF) Load
number BWhA +j or perimeter (11) BWh) or perimeter (0) BWh)
Heat Cool Grass NAS Heat Cool Grass NAS Heat Cool
6 y/
C
13A4ots
4A5-2om
0.143
0.550
n
n
3.73
14.35
2.75
13.07
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
T=13A-40s 0.143 a 3.73 275 0 0 0 0 0 0 0 0
4A5.2om 0.550 a 1435 27.99 0 0 0 0 0 0 0 02114A5-2omd 0.580 a 15.14 24.76 0 0 0 0 0 0 0 0
13A•40rs 0.143 s 3.73 Z75 84 78 290 214 0 0 0 0
4A5.2om OS50 s 1435 1327 0 0 0 0 0 0 0 0
485.21M 0S40 s 14.09 1337 6 6 85 80 0 0 0 0
4A5-2om
0.143
0.540
w
w
3.73
14D9
2.75
1686
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0TE
13A•40s
4A5.2om
IIDO 12C-
09w 0550
0.
390 0.
091 w
w
1435
10.
18 2.
38 27.
06 11.
88 1.
42 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
RIIDO
03M n 10.18 11.88 0 0 0 0 0 0 0 0 C 166.
30ad 0.032 0.84 1.73 96 96 80 166 52 52 44 90 F 22A-
q- 1.180 30SO 0.00 96 9 277 0 52 0 0 0 6 c)
AED excursion 18 3 Envelopelossg m
732 441 44 87 12 a)
Infiltration 119 43 0 0 b) Room
vertlilation 0 0 0 0 13 Intemalgain&
Ooarpants@- 230 0 0 0 0 Apphancesbdver 0
1 0 Subtotal (lines
61013) 851 484 44 87 Less e)
demal load 0 0 0 0 Less transfer
0 0 0 0 Redistribution 0
0 0 0 14 Subtotal
851 484 44 87 15 Dud
loads 1 179/ 22°/ 145 107 179/ 22°i 7 19 Total room
bad 996 591 51 106 Air required (
dm) 45 28 2 5 Calculations approved
bVACCA to meet all requirements of Manual J 8M Ed. CAd-wrightsoft-
Rgh-Sute®
Unversal201717.028RSU16202 2017-Op-
060 P. Page3
Tenpllot 094
Margate 11 C RHG Bed4 WIC - W.rvp Calc - MA Fron Door taoss: W
wrightsofe Right-J® Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed..
Date: 10-02-2017
B. MULM
Pfan: RHG
7225 Sandscove Cool, Sure 1, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web www0neStopCoolirg com Uoerse: CAC032444
1 Room name FAM CAFE
2 Evan 33D It 9A ff 3
Room height 93 Il heatbool 93 f1 healbool 4
5
Room
dimermom Room
area 1.
0 x 291.0 f1 291.
0 IF 175
x 9A f1 1575
fF Ty
Construction U-value Or HTM Area (IF) Load Area (fF) Load number
Bnrh4lLn or perimeter (() BWh) or perimeter (fl) BUh) Heal
Cool Gross NAS Heal Cod Gross NAS Heal Cool 6
yI I
13A4ocs
0.143 n 3.73 2.75 144 144 538 397 84 51 190 140 4A5-
2om 0.550 n 1435 13.07 0 0 0 0 33 0 469 427 fa13A-
4ocs 0.143 a 3.73 2.75 163 99 369 272 0 0 0 0 4A5-
2orn 0550 a 1435 27.99 0 0 0 0 0 0 0 0 11
4A5-2omd 0580 a 15.14 24.76 64 32 969 1585 0 0 0 0 J
S
13A-
4ocs 4A5.
2om 485.
21m 0.
143 0.
550 0540
s
s
s
3.
73 1435
14D9
2.
75 1327
1337
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
y/
G
13A-
4os 4A5.
2om 0.
143 OS40
w
w
3.
73 14A9
2.
75 16.
86 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-
2om 11DO
12C-
Osw 11DO
166.
30ad 0550
0"
0.
091 0390
0.
032 w
w
n
1435
10.
18 238
10.
18 0.
84 27.
06 11.
88 1.
42 11.
88 1.
73 0
0
0
0
291
0
0
0
0
291
0
0
0
0
243
0
0
0
0
502
0
0
0
0
158
0
0
0
0
158
0
0
0
0
132
0
0
0
0
272
P
L—
D C
F
22A-Wn 1.180 30.80 0.00 291 33 1016 0 158 9 277 0 6
c) AED exauson 138 32 Smoelope
bss(gam 3135 2618 1068 807 12
a) Infiltration 437 157 119 43 b)
Room venMladw 0 0 0 0 13
Internal gains, OooVam@ 230 0 0 0 0 Appliarloes/
o w 900 0 Subtotal (
lines 6 b 13) 3572 3674 1187 850 Lessextemal
bad 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 3572 3674 1187 850 15
Dud loads 17*/.l 611 812 170/ 220/ 203 188 Total
room load 1 4182 4487 1390 1038 Air
required (dm) 188 211 1 1 62 49 Calculations
approved byACCA to meet all requirements of Manual J 8M Ed. A
wrightsoft-
2017-Oct-06095009 Rig
l-Sute®Unversal 201717.028 RSU16202 Pape 4 TemplLot
094 Margate II C RHG Be64 WIC - W.rtp Calc = MJB Frort Door lanes: W
wrightsoft• Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Jab: Lot 094 Margate 11 C RHG Bed.. .
Date: 10-02-2017
Byy. MC/LMPL: RHG
7225 Sardsoove Coat Sute 1, Winer Park FL 32792 Phone (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg com License: CAC032444
1 Roan name 6TH2 WIC3
2 Exposed wall 0 It 0 ft
3 Roan height 93 A tleatbod 93 B heatbod
4
5
Roomdimenvals
Room area
1.0 x 64A ft
64.0 fF
4.0 x 6.0 ft
24.0 fF
Ty Construction Area Load Load
nu BWhA n BIuW orperimeetter (11) 8Wh) orperimeetter (f) 8Wh) Heat
Cool Gross NiPIS Heat Cool Gross N/PIS Heat Cool 6
C
13A-
4ocs 0.143 n 3.73 2.75 0 0 0 0 0 0 0 0 4A5.
2om 0.550 n 1435 13.07 0 0 0 0 0 0 0 0 13A4os
0.143 a 3.73 2.75 0 0 0 0 0 0 0 0 4A5.
2an 0.550 a 1435 27.99 0 0 0 0 0 0 0 0 11
4A5-2omd 0.5W a 15.14 24.76 0 0 0 0 0 0 0 0 13A•
4ocs 0.143 s 3.73 Z75 0 0 0 0 0 0 0 0 4A5-
2om 0S50 s 1435 1327 0 0 0 0 0 0 0 0 485.
2fm 0S40 s 14D9 1337 0 0 0 0 0 0 0 0 1lppll
13A-40s 0.143 w 3.73 2.75 0 0 0 0 0 0 0 0 I--
G 4A5.20m 0S40 w 14.09 16,86 0 0 0 0 0 0 0 0 DG
4A5-2om 11DO
12C-
09w 11DO
0.
5W 0"
0.
091 03M
w
w
n
1435
10.
18 238
10.
18 27.
06 11,
88 1.
42 Ilim
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
P
L--
D C
168-30ad 0.032 0.84 1.73 64 64 53 110 24 24 20 41 F
22A-cpn 1.180 30.80 0.00 64 0 0 0 24 0 0 0 6
c) AED excursion 4 2 Envelope
bss/gain 53 106 20 40 12
a) Infiltration 0 0 0 0 b)
Room ventilation 0 0 0 0 13
Internal gain& Ooaipanls@ 230 0 0 0 0 Appliarloes/
olher 0 0 Subtotal (
lines 6 to 13) 53 106 20 40 Lessextemal
bad 0 0 0 0 Lesstranstier
0 0 0 0 Redistribution
12 24 0 0 14
Subtotal 66 131 20 40 15
Duct loads 1 171% 229/0 11 29 179% 22% 3' 9 Total
room load 77 160 23 49 Air
required (cm) 3 8 1 2 Calculations
approved byACCA to meet all requirements of Manual J 8tf1 Ed. d-
wrightsolFt' ft
ft-SUte®Uriversa1201717.028 RSU16202 2017.
Oq-060Pagge 5 Teaptol
094 Margate 11 C RHG 8ed4 WIC . W.np Calc = NUB Frort Door faces- W
wrightsoft• Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed..
Date: 10-02-2017
By. MC/LM
Plan: RHG
7225 Sardscove Court, Sute 1, Winter Park R.32792 Phore. (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOneStopCoolrrgmm License: CA0032444
1 Room name BEDS Krr
2 6posed wall 125 ft 115 ft
3 Room height 93 It heatbool 93 ft heatrcool
4
5
Room dimensions
Room area
1.0 x 1633 ft
1633 (F
1 A x 2020 It
2020 IF
Ty Consrt dion U-value Or HTM Area (1) Load Area (W) Load
number BluhAIz-g 8Wh4n or perimeter (0) Btuh) or perimeter (ft) B41h)
Heat Cool Grass WPIS Heat Cool Gross N/PS Heat Cool
6 t13A•4ots
C 4A5-2om
13A-40cs
0.143
0.550
0143
n
n
a
373
1435
3.73
2.75
13.07
2.75
0
0
0
0
0
0
0
0
0
0
0
0
107
0
0
107
0
0
399
0
0
294
0
0
11
4A5-2om
4A5-2omd
O.550
0.580
a
a
1435
15.14
27.99
24.76
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ILS13A-4ots
4A5.2om
485-21m
0.143
OSSO
O.540
s
s
s
3.73
1435
14.09
2.75
1327
1337
116
16
0
100
14
0
373
235
0
275
217
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
0.143
0.540
w
w
3.73
14.09
2.75
16.86
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0TE
13A-4ocs
4A5.2om
11 D0
12C-09w
11 DO
16B-30ad
O550
03W
0.091
03M
0.032
w
w
n
1435
1018
238
10.18
0.84
27.06
11.88
1.42
11.88
1.73
0
0_
0
0
163
0
0_
0
0
163
0
0
0
0
136
0
0
0
0
282
0
0
0
0
202
0
0
0
0
202
0
0
0
0
169
0
0
0
0
349
P
LD
C
F 22A-Wn 1.180 30,80 0.00 163 13 385 0 202 12 354 0
6 c) AED exursion 31 69
Envelope loss/gain 1129 742 922 574
12 a) Infiltrabon 166 59 152 55
b) Room ventilation 0 0 0 0
13 Internal gains: OowpantsCa 230 1 230 0 0
A 0ianoes/otirer 0 1200
Subtotal (lines 6to 13) 1294 1032 1074 1829
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 6 12 223 236
14 Subtotal 1300 1044 1297 2065
15 Duq loads 1 T/ 229/6 222 231 179/a 22°/ 222 457
Total room load 15231 1275 1519 2522
Air required (dm) 68 60 1 1 68 118
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
4 '. +
wrightsotFC Right-SU"Uriversal201717.028RSU16202
2017-Oa0609 09
Terrp\Lot 094 Margate 11 C RHG Bed4 WIC - W rup Calc - MA Frors Door laces- W
wrightsoft' Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed... .
Date: 10-02-2017
Byy. MC/LM
Pfan: RHG
7225 Sardscove Court, Sute 1, Winer Park FL 32792 Ptore, (407) 629.6920 Fax: (407) 629.9307 Web' www.OreStopCoolirg corn Ucerse: CA0032444
1 Room name BED2
2 EAmsed well 135 ft 0 ft
3 Room height 93 tl heaUDool 93 It heathool
4
5
Room dimensions
Room area
1.0 x 178.0 ft
178.0 IF
35 x 35 It
122 W
Ty Consitudon U-value Or HTM Area ((F) Load Area OF) Load
number BWh4F-n BniK" or perimeter (ft) BWh) or perimeter (R) Bluh)
Heat Cod Gross NAS Heat Cool Grass NAS Heat Cool
6 VI!
f
13A-4ocs 0.143 n 3.73 2.75 0 0 0 0 0 0 0 0
4A5-2Dm 0.550 n 1435 13.07 0 0 0 0 0 0 0 0
13A-40cs 0143 a 3.73 2.75 0 0 0 0 0 0 0 0
4A5.2om 0550 a 1435 27.99 0 0 0 0 0 0 0 0
11 4A5.2omd 0.580 a 15.14 24.76 0 0 0 0 0 0 0 0
13A-40cs 0143 s 3.73 Z75 126 109 408 301 0 0 0 0
4A5-2om
485.21m
0550
0540
s
s
1435
14D9
1327
1337
16
0
14
0
235
0
217
0
0
0
0
0
0
0
0
0
1pl 13A-4acs
4A5.2om
0.143
0540
w
w
3.73
14.09
2.75
16,86
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4AS-2om
11DO
12C-Osw
OS50
03%
0.091
w
w
1435
10.18
238
27.06
11,88
1.42
0
0
140
0
0
140
0
0
331
0
0
197
0
0
0
0
0
0
0
0
0
0
0
0P
L—D 11D0
168-30ad
0390
0.032
n 10.18
0.84
11.88
1.73
0
178
0
178
0
149
0
307
0
12
0
12
0
10
0
21C
F 22A-q- 1.180 30.80 0.00 178 14 416 0 12 0 0 0
6 c) AED excursion 41 1
Ernelope lossigain 1538 981 10 20
12 a) InI tradon 179 64 0 0
b) Room %"ladon 0 0 0 0
13 Internal gams Oowpants @ 230 1 230 0 0
Appliancessodier 0 0
Subtotal (lines 6 b 13) 1717 1276 10 20
Less wdemalload 0 0 0 0
Less transler 0 0 0 0
Redistnbutton 205 247 10 20
14 Subbtal 1922 1523 0 0
15 Duo loads 179/ 22% 328 337 171/ 22% 0 0
Total room bad 2250 1860 0 0
Air required (dm) 101 87 1 0 0
Calculations awroved bvACCA to meet all reauirements of Manual J 8th Ed.
wrightsoft-
RgK_SU"Unversal201717.028RSU16202
2017-Oa-060Page7
TerrplLot 094 Margate II C RHG Bed4 WIC - W.np Calc - M18 FrortDoor laces W
wrightsoft• Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate 11 C RHG Bed..
Date: 10-02-2017
By. MC/L AA
Pian: RHG
7225 Sardscove Cou1. Sute 1. Winter Park FL 32792 Kona: (407) 629.6920 Fax. (407) 629 - 9307 Web: www.Or eStopCoolirg com Licerse: CA0032444
1 Room name H 1 PAN
2 Exposed well 0 ft 0 ft
3 Room height 93 ft heattool 93 ft heattool
4
5
Room dimensions
Room area
1.0 x 453 ft
453 fP
1 A x 22.0 It
22.0 IF
Ty Construction U-value Or HTM Area (II) Load Area (f) Load
number BWMIz'F) BNIMM or perimeter (ft) B6rh) or perimeter (R) Bluh)
Heat Cool Gross N PiS Heat Cool Gross NAS Heat Cool
6 1ql
l
13A-4ocs
4A5-2om
13A•40cs
0.143
0.550
0.143
n
n
a
3.73
1435
3.73
275
13.07
2.75
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.2om
4A5.2omd
0.550
0S80
a
a
1435
15.14
27.99
24.76
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1- G
13A-4ocs
4A5-2om
485.21m
0.143
05W
0540
s
s
s
3.73
14.35
14D9
2.75
1327
1337
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0G
TE
13A-4ors
40.S2om
0.143
OS40
w
w
3.73
14.09
2.75
16.86
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
11DO
12C-09w
11DO
168.30ad
0.550
0"
0.091
03W
0.032
w
w
n
1435
10.18
238
10.18
034
27.06
11.88
1.42
11.88
1.73
0
0
0
0
45
0
0
0
0
45
0
0
0
0
38
0
0
0
0
78
0
0
0
0
22
0
0
0
0
22
0
0
0
0
18
0
0
0
0
38
P
L-D
C
F 22A-q3m 1.180 30.80 0.00 45 0 0 0 22 0 0 0
61 c) AED excursion 3 1 .1
Envelope lossngain 38 75 18 37
12 a) Infiltration 0 0 0 0
b) Room eendlation 0, 0 0 0
13 Internal gains: 0o upants @ 230 0 0 0 0
Applianoesbttcer 0 0
Subtotal (lines 6 b 13) 38 75 18 37
Less external load 0 0 0 0
Lesstran4er 0 0 0 0
Redisfnbuton 38 75 3% 372
14 Subtotal 0 0 415 408
15 Duct loads 17°/ 22°/ 0 0 1 r 22°/ 71 90
Total room load 0 0 1 485 499
Air required (dm) 0 0 22 23
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
A- wrightsc)ofe 2017.00-06095009
RigttSute®Uriversal201717028RSUt6202
fi Page 8
TenpNW1094 Margate 11 C RHG Bed4 WIC - W.np Calc = MI8 From Door tapes W
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed...
Date: 10-02-2017
m8 MC/LM
Plan: RHG
7225 Sandsoove Court, Sute 1, Winter Parr FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629 - 9307 Web: wwwOneStopCooling oom Uoerse: CA0032444
1 Room name DROP FOY
2 Exposed well 0 n 65 e
3 Room height 93 ft heatkool 93 ft heaU000l
4
5
Room dmensions
Room area
1.0 x 383 ft
383 fP
1.0 x 1025 ft
1025 W
Ty Construmon U-value Or FiTM Area (W) Load Area (tF) Load
number BtufM -9 or perimeter (ft) BQIh) or perimeter (ft) Btuh)
Heat Cool Gross NIPS Heat Cool Gross N/P/S Heat Cool
6 Vjl
C
13A-4ocs 0.143 n 3.73 2.75 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 1435 13.07 0 0 0 0 0 0 0 0
13A-4os 0.143 a 3.73 2.75 0 0 0 0 0 0 0 0
4A5-2om 0.550 a 1435 27.99 0 0 0 0 0 0 0 0
11 4A5-2omd 0580 a 15.14 24.76 0 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3.73 Z75 0 0 0 0 0 0 0 0
4A5.2om 0550 s 1435 1327 0 0 0 0 0 0 0 0
485.21m 0.540 s 14D9 1327 0 0 0 0 0 0 0 0
4A5-2om
0.143
O.540
w
w
3.73
14.09
2.75
16,86
0
0
0
0
0
0
0
0
60
9
27
8
101
132
75
157TE
13A-40s
4A5.2om
11DO
12C-09N
11 DO
0550
0390
0.091
0390
w
w
n
1435
10.18
238
10.18
27.06
11,88
1.42
11.88
0
0
37
18
0
0
19
18
0
0
46
182
0
0
27
212
0
24
93
0
0
24
93
0
0
244
221
0
0
285
132
0
P
L-0
c 168.30ad 0.032 0.84 1.73 38 38 32 66 103 103 86 177
F 22A< n1 1.180 3030 0.00 38 0 0 0 103 7 200 0
6 c) AED excursion 11 147
Envelope loss/gain 260 294 984 973
12 a) hfittration 0 0 86 31
b) Room ventilation 0 0 0 0
13 Internal gains: Ooaupants@ 230 0 0 0 0
AppliancesAoCrer 0 0
Subtotal (lines 6 to 13) 260 294 1070 1003
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 260 294 1070 1003
14 Subtotal 0 0 0 0
15 Dud loads 179/ 22'/ 0 0 17°/a122% 0 0
Total room IW 0 0 0 0
Air required (dm) 0 0 0 0
Calculations approved byACCA to meet all requirements of Manual J Sth Ed.
wrightsaft- 2017-Oa-06 095009
Flight-Sule®Uriversa1201717028 RSU16202 Page 9 TemptLot 094 Margate
11 C RHG Bed4 WIC - W.r p Calc - Ml8 Front Door faces: W
wrightsoftt, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed..
Date: 10-02-2017
By. MC/LM
Plan: RHG
7225 Sardscove Cout, Sate 1, Winer Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: www.0reStopCoolirg.com Ucerse: CAO032444
1 Room name BEDRM4 LAUN
2 Ewell 315 fi 0 A 3
Room height 93 It heattool 93 fi heaUmol 4
5
Room
ddmens ions Room
area 145
x 115 R 166.
8 W 6.
0 x 65 It 39D
IF Ty
Consindon U-value Or HTM Area (fF) Load Area (IF) Load number
BnrhAF-'F) Btuh" or perimeter (I) 81uh) or perimeter M BUh) Heat
Cool Gross NIPS Heat Cool Cross N/P/S Heat Cool 6
C
13A4ocs
0.143 n 3.73 2.75 107 107 399 294 0 0 0 0 4A5.
2om 13A•
4ots 0.
550 0.
143 n
a
1435
3.
73 13.
07 2.
75 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.
2om 4A5.
2omd 0.
550 OMO
a
a
1435
15.
14 27.
99 24.
76 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A4=
4A5-
2orn 0.
143 0.
550 s
s
3.
73 1435
2.
75 1327
51
0
51
0
191
0
141
0
0
0
0
0
0
0
0
0
465-
21m O,540 s 14D9 1337 0 0 0 0 0 0 0 0 0.
143 w 3.73 2.75 135 119 442 326 0 0 0 0 4A5-
2om O.540w 14,09 16.86 0 0 0 0 0 0 0 0 TE13A-
40rs 4A5.
2om 11
DO 12C-
09w 11D0
16B-
30ad 0S50
0390
0.
091 0390
0.
032 w
w
n
1435
10.
18 238
10.
18 0.
84 27.
06 11.
88 1.
42 1188
1.
73 16
0
0
0
167
1
0
0
0
167
235
0
0
0
139
442
0
0
0
288
0
0
0
0
39
0
0
0
0
39
0
0
0
0
33
0
0
0
0
67
P
LD
C
F
22A-tam 1.180 30B0 0.00 167 32 970 0 39 0 0 0 6
c) AED exauson 147 21 Envelope
loss/gain 2376 1638 33 47 12
a) Infiltration 417 150 0 0 b)
Room ventilation 0 0 0 0 13
Internal gains: Ooarparlts@ 230 1 230 0 0 Applianoesbt
w 0 500 Subtotal (
Imes 6 b 13) 1 2794 2018 33 547 L.
essextemal bad 0 0 0 0 Lesstrarder
0 0 0 0 Redistribution
376 353 158 149 14
Subtotal 3170 2371 191 695 15
Dud loads 1 171/ 22°/ 542 524 170i 220 33 154 Total
room bad 3712 28% 224 849 Air
required (dm) 166 136 1 1 10 40 Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. 4Z`.'.
wrightsoft' 2017-Oct-060950A9 Righl•
Srite®Uriversal 201717.028 RSU16202 Page 10 Temp\
Lot 094 Margate 11 C RHG Bed4 WIC - W.np Cale - MI6 Front Door tapes. W
wrightsoft' Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 094 Margate II C RHG Bed... .
Date: 10-02-2017
Byy. MULM
Pian: RHG
7225 Sardseove Cout, Suite 1, W irter Park R. 32792 Phone- (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg com Uoerse- CAOD32444
1 Room name WIC
2 6powd wall 65 fl
3 Room height 93 fl heatbool
4
5
Room dimeresiorts
Room area
5D x 65 fl
325 W
Ty Corandon U•value Or HTM Area (fF) Load Area Load
number BRIhIK+--q Bti1hAP) or perimeter (II) Buh) or perimeter
Heat Cool Gross NP S Heat Cool Gross N/P/S Heat Cool
6
C
13A-4ocs 0.143 n 3.73 2.75 60 60 226 166
4A5-2om 05W n 1435 13W 0 0 0 0
v1
I—
13A-40cs 0.143 a 3.73 275 0 0 0 0
4A5.2Dm 0.5W a 1435 27.99 0 0 0 0
L—! 11 4A5.2omd 0.5M a 15.14 24.76 0 0 0 0
Val
1
13A•40cs
4A5.2orn
4135.21m
0.143
05W
0540
s
s
s
3.73
1435
14D9
2.75
1327
1337
0
0
0
0
0
0
0
0
0
0
0
0
13A-40cs
4A5.2om
0.143
0540
w
w
3.73
14.09
2.75
16M
0
0
0
0
0
0
0
0
4A5-2om
11 DO
12C-09w
11 DO
0550
0390
0.091
0390
w
w
n
1435
10.18
238
10.18
27.06
11.88
1.42
11.88
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
P
C 168.30ad 0.032 0.84 1.73 33 33 27 56
F 22A-Wn 1.180 30BO 0.00 33 7 200 0
61 c) AED excursion 9
Envelope losslon 453 213
12 a) Infittraton 86 31
b) Room ventilation 0 0
13 Internal gains: ODanparlts@ 230 0 0
ApplWmsbther 0
Subtolal(lines 6to13) 539 244
Lesse4emal toad 0 0
Less transfer 0 0
Redis4ibution 0 0
14 Subtotal 539 244
15 Duct loads 179/ 22'/ 92 54
Total room load 631 298
Air required (dm) 28 14
Calculations approved byACCA to meet all requirements of Manual J 8M Ed.
Fjd- wrightsOft- Rgh_SUIeGUriversal201717028RSU16202
2017.Oct-0609S0109
A .. TerlplLol 094 Margate 11 C RHG Bed4 WIC . W.rtp Calc = Ml8 Frort Door laces: W Page 11
Duct System Summary Job: Lot 094 Margate II C RHG ...
Wrlght5oft• Date: 10-02-2017
Entire House By'. MC/LM
One Stop Cooling and Heating
Plan: RHG
7225 Sardsom a CovL Sute , . W irter Park FL 32792 Phone: (407) 629.6920 Fax (407) 629.9307 Web: wwwOneStopCoolirg com Licerse: CAC032444
For: Park Square Homes
3902 Loon Lane, Sanford, FL
External static pressure
Pressure losses
Available static pressure
Supply / return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.50 in H2O
0.16 in H2O
0.34 in H2O
0.170 / 0.170 in H2O
0.212 in/100ft
953 dm
161
Cooling
0.50 in H2O
0.16 in H2O
0.34 in H2O
0.170 / 0.170 in H2O
0.212 in/100ft
953 dm
Name
Design
Btuh)
Htg
dm)
Clg
dm)
Design
FIR
Diam
in)
H x W
in)
Duct
Mat
Actual
Ln (ft)
Ftg.Egv
Ln (ft) Trunk
BED2 h 2250 101 87 0.282 6.0 Ox 0 VIFx 15.5 105.0 st1
BE03 h 1523 68 60 0.298 6.0 Ox 0 VIFx 14.2 100.0 SO
BEDRM4 h 3712 166 136 0.313 7.0 Ox 0 VIFx 23.6 85.0
BTM2 c 160 3 8 0.412 4.0 Ox 0 VIFx 7.4 75.0
CAFE h 1390 62 49 0.376 5.0 Ox 0 VIFx 15.4 75.0
FAM c 4487 188 211 0.341 8.0 Ox 0 VIFx 24.8 75.0
Kfr c 2522 68 118 0.420 6.0 Ox 0 VIFx 11.0 70.0
LAUN c 849 10 40 0.342 4.0 Ox 0 VI Fx 19.3 80.0
BED c 3005 121 141 0.234 7.0 Ox 0 VIFx 30.5 115.0 st2
ATM+ h 996 45 28 0.229 4.0 Ox 0 VIFx 28.5 120.0 st2
IAWc h 343 15 8 0.225 4.0 Ox 0 VIFx 31.2 120.0 st2
MWIC, h 1142 51 24 0.212 4.0 Ox0 VIFx 35.7 125.0 st2
Mwux c 106 2 5 0.231 4.0 Ox 0 VIFx 32.3 115.0 st2
PAN c 499 22 23 0.407 4.0 Ox 0 VIFx 13.6 70.0
WC h 631 28 14 0.306 4.0 Ox 0 VI Fx 26.1 85.0
WC3 c 49 1 2 0.288 4.0 Ox 0 VIFx 18.3 100.0 st1
Trunk Htg Cig Design Veloc Diam H x W Duct
Name Type dm) dm) FIR fpm) in) in) Material Trunk
st2 PeakAVF 235 205 0.212 531 9.0 0 x 0 vnlFlx SO
SO PeakAVF 405 355 0.212 742 10.0 0 x 0 VnIFIX
Wrl htsoft•
20,7-odOso95ge9Right-Sute®Uri ersa12o,7,7.o2aRSu,6202 PageI ACCA ..
Terrptot 094 Margate 11 C RHG Bed4 WIC - W.np Calc - M,B From Door laces: W
Name
Grille
Size (in)
Htg
ctm)
Clg
cim)
TEL
ft)
Design
FR
Woc
fpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Mal Trunk
rb2 Ox 0 953 953 0 0 0 0 Ox 0 MFx
wrightsoft• Rigtl-sute®Unversal2017 n.028 RSU18202
Teoplot 094 Margate 11 C RHG Bed4 WIC - W.r p Calc = M18 Frort Door faces W
ton -Oct -Os 0950:10
Page 2
Static Pressure and Friction Rate Job: Lot094 Margate II C RHG ...
Wrl9htsOft Date: 10-02-2017
Entire House By. MC/LM
One Stop Cooling and Heating
Plan: RHG
7225 Sardscove Court. Sute , . W irter Park FL 32792 Ptore (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOreStopCoolirg com License. CA0032444
Project Information
For: Park Square Homes
3902 Loon Lane, Sanford, FL
Heating Cooling
in H2O) in H2O)
External static pressure 0.50 0.50
Pressure losses
coil 0 0
Heat exchanger 0 0
Supply diffusers 0.03 0.03
Return grilles 0.03 0.03
Filter 0.10 0.10
Humidifier 0 0
Balancing damper 0 0
Other device 0 0
Available static pressure 0.34 0.34
Total Effective Length
supply Return
ft) it)
Measured length of run -out 10 0
Measured length of trunk 25 0
Equivalent length of fittings 125 0
Total length 161 0
Total effective length 161
Supply Duds
Return Duds
Friction Rate
Heating
in/100ft)
0.212 >0.18
0.212 >0.18
Fitting Equivalent LengthDetails
Supply 4X--35,11 A,20,11 G--5,11 G=5,11 A=20,1 A--35,11 Gam: TotalEL=125
Return TotaIEL=O
Cooling
in/100ft)
0.212 >0.18
0.212 >0.18
wri htsoft'
2o,7-oaoso9sge9Right•Sule®Uriversa120,7,7.028RSU,6202 PageI 14CA:;
A .. Terrplot 094 Margate 11 C RHG Be64 WIC - Wnp Catc - Mt8 Frort Door faces: W
FORM R405-2014
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 094 Margate II C RHG Bed4 WIC - W Builder Name: One Stop Cooling and Heating
Street: 3902 Loon Lane Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT CRITERIA CHECK
Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope.
Exterior thermal envelope contains a continuous barrier.
Breaks or joints in the air barrier shall be sealed.
Air -permeable insulation shall not be used as a sealing material.
Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the
insulation and any gaps in the air barrier shall be sealed.
Access openings, drop down stairs or knee wall doors to unconditioned
attic spaces shall be sealed.
Corners and headers shall be insulated and the junction of the foundation
Walls and sill plate shall be sealed.
The junction of the top plate and the top or exterior walls shall be sealed.
Exterior thermal envelope insulation for framed walls shall be installed in
substantial contact and continuous alignment with the air barrier.
Knee walls shall be sealed.
Windows, skylights and doors The space between window/door jambs and framing and skylights and
framing shall be sealed.
Rim 'oists Rim joists are insulated and include an air barrier.
Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside
and cantilevered floors) of subfloor decking.
The air barrier shall be installed at any exposed edge of insulation.
Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently
attached to the crawlspace walls.
Exposed earth in unvented crawl spaces shall be covered with a Class I
vapor retarder with overlapping joints taped.
Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or
unconditioned space shall be sealed.
Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled
by insulation that on installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spaces.
Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be
air tight, IC rated, and sealed to the drywall.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in
exterior walls, or insulation that on installation readily conforms to available
space shall extend behind piping and wiring.
Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air
barrier installed separating them from the showers and tubs.
Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or
air sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall be
sealed to the sub -floor or drywall.
Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have
gasketed doors
10/6/2017 10:02 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1
a O (
P 9<
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8
28
M Lot 094 Margate II C RHG Bed4 WIC
Performed by MC/LM for:
Park Square Homes
3902 Loon Lane
Sanford, FL
n
O
o
Level 1
16 Seer
2.5Ton
One Stop Cooling and Heating
7225 Sandscove Court, Suite 1
Winter Park, FL 32792
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
www.OneStopCooling.com
8x4
1 cfm
VTR
EF1 = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 =110 CFM Fan
EFL1 = 50 CFM Fan
EFL2 = 80 CFM Fan
EFL3 =110 CFM Fan
VTR = Vent to Roof
VTW = Vent to Wall
DV = Dryer Vent
RV = Range Vent
Lineset Chase
Condensate
O= Thermostat 18/8
SRB = Small Reduction Box
LRB = Large Reduction Box
FBB = Feld Built Box
Scale:1 :105
Page 1
Right -Suite® Universal 2017
17.0.28 RSU16202
2017-0ct-06 17:55:15
argate II C RHG Bed4 WIC - Wrup
P4-4 k syu44 0 h"U
w (r f-)4Im A4rjeA v'
p/ W eYL-,.D14-694M
yt vim
Ndvantage Plumbing, Inc.
License # _ OW-
DESCRIPTION AS FURNISHED: Lot 94, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
I
f!
LOT 95 .
ZO.-
N
8P i7- 3o-j
I,0A I 1--
UNNAMED PLATTED R/W , PALMER'S SUBDMSION
N 00°16'57" W 62.00'
15' BUFFER ESMT.
38.4138.41' LOT
94 22.
7' I.
OI LANAI
17.
3' PROPOSED
RESIDENCE 1968-
AAARGATE 11-C 2
CAR GARAGE RIGHT Ok
to construct single family home E TRY 3.
AC
with
setbacks and impervious area 5'3 a
shown
on plan. 3'], b o IMQ , 1.00• CS 9(
olo Molrogk-1t GJ G,?, 13.6 19.3' 1.
00 16'
WAX
DRIVE
25.
20' 25.20• L — — — -
L • — — P.
C. OF P95,0' 10' UTLY ESMT LOT
99 f
5• WALK N 00016'57" W 62.00' h
SETBACKS
AS FURNISHED • • • • • .... • CURB FRONT =
25'(•) REAR =
20' SIDE -
5' (40' LOT) 7.
5' (60• LOT) 10' (
75- LOT) SIDE
STREET - 25' (60' do 75' LOT) — - 15' (
40• LOT) 25'
FRONT SETBACK CAN BE REDUCED TO
20' ON CERTAIN LOTS. NO MORE THAN 2)
IN SUCCESSION AT 20' AND A MINIMUM OF (
2) IN SUCCESSION AT 25• PROPOSED -
FINSHED SPOT GRADE ELEVATIONS P
ti`'
RECORD COPY ri
a
7.
33' LOON
LANE'-------- 50'
PRIVATE ROAD) PER
DRAINAGE CANS Ci PROPOSED
DRAINAGE FLOW 0 LOT
GRADING TYPE A MOD d O PROPOSED
F.F. PER PLANS - 25.7' Q PLOT
PLAN AREA CALCULATIONS FLATWORK
ON/OFF LOT - TOTAL t SQUARE FEET DRIVE
4031110 - 513 t SQUARE FEET WALKS
281,310 338 t SQUARE FEET SOD
49 771262 - 5239 t SQUARE FEET NOTE : FRONT
SIDEWALK AND STREET LOGAIION TAKEN FROM LOT 93
PLOT PLAN
ONLY NOT A
SURVEY FEET FLATWORK
FOUNDATION/
PAD
2359 t SQUARE FEET REAR PA770
104 t SQUARE FEET FRONT PORCH
DECK 93 t SQUARE FEET POOL DECK
N/A t SQUARE FEET INS PRaenrn
RY eurNr • Nnr FIFT n WrRIFIFA . CRUSENME'YER—
SCOTT ASSOC, INC. — LAND SURVEYORS LEGCND - LEGEND
5400 E.
COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P E
PUTFIELD PALTYP. PDutrON LINE TYPICAL NOTES:
IP. WAN
PIPE IRON ROD
PRL AM
POINT
Or
REVERSE CURVATURE or HbPOUND
CURVATURE 1. UNOEttSfGNEO DOES HEREBY CERRK RNi TAPS SURVM NETTS THE SUNDAROS OF PRAcrICF SET FURM BY INN FLORIN BOARD of C T
RADIAL RNON-RADIALPROFESSIONALSURYEYDRS AND MAPPERS IN CHAPTER 9J-17 FLORIDA AONwISTRATIVE CODE PURSUWr TO SECTION 472.027, FLORIN STATUES SET M
IL'ORA43%ENTI1/2-CONA NR2. UNLESS DADOSSED WITH SURVrMS SIGNATURE AND ORIGINAL RAISED SM THIS SURVEY MAP OR COPIES ARE NOT VAUD. REC. RECOVERED WP.
WIIIESS POINT a DO SURVLY WAS PREPARED FROM MLE INFORMATION FURNISHED TO THE SURVEYOR THERE MAY SE OTHER RESIRMIONS PILL POINT OF /
C11DINING CALL CALCULATED OR EASEMENTS THAT AFFECT TAUS PROPERTY. PAC. POINT OF
CIDOWNCENDIT FAA PERMANENT R[KRCNCE MONUMENT 4. NO UNDUKROUND OHPROVEMTMS NAVE BEEN LOCATED UNLESS OMERWISE SNOWN t MAIL I'
DISK
COIL L BF. BUILDING FLOOR
ELEVATION BUILDING SETMCIC LINE
a nos SURVEY IS PREPARED FOR THE SOLE BENLFrr OF INA= comritD TO AND 51IOIR0 Nor BE RELIED UPON or ANY OTNER ENnrY. a/W R,*
RIWIT-OF-WAY F-W KJLSUlREIITJIIIARK 0. OINEN570NS SHOWN FOR THE LOCATION OF O/PROVOJENTS HEREON SHOULD NOT BE USED ro REOONSTRUCr BOUNDARY LINES. CSNT. CASENENI LIL
LASE REARING 7. BEARINGS. ARE B4= ASSUMED CARM AND ON THE LANE SHOWN A9 BASE OWING (&9.) Uri UTIL. MWHAGC
UTILITYa ELEVAnOH$ IF SNOWN. ARE BASED ON MARC ROHNAL CEODEVFRMAL DATUM OF1029. UNLESS OBNERNTSE Norm CLFG WOFC. CHAIN LINK rEREE
WOODrENCE 9. CER11FICATE OF
AUMORMATTON No.
459a C/R COHCRETC I LCI
SCALE - 20• DRAWN BY: MLT P.C. P.I. POINT
Or CURVATUREPOINTOE TANGENCY DESCRIPTION cERnI•?
Eo Sr.DESC.
OMIE ORDER Ne. RRADIUS
PLOT PLAN 10-
03-2017 4238-17 L D ARC LENGIN DELTA
CC.O. CHORD
CHORD
OWINGNORTH STHETHIS BUILDING\PROPERTY DOES
NOT
UEWITHINSkCRSCS0E2ESTABLISHED100YEARFLOODPLANEASPERFIRM• ER•R.;LZONE X.MAP / 12117CO090 F (09-28-07) 1T. R.L.S / 4801
Iriiename: PARK SQUARE MARGATE II w-BONUS RJfiA*_WFQRkr
Lighting and Small Appliance/LaundryPPlianceLaundrYCircuits I
Floor -Area SmAppNo LaundNo Line Neutral 2439
2 1 Lighting
Summary Standard 6,086 6,086 Optional_
11,817 6,086 J\
OING Ranges &
Ovens Range
No. No? Nameplate Line Neutral SPy01902 1
1 •-•---8000 2
0 0 3
0 51 Range/Oven Summary Standard . 6,400 4,480 O Optional
8,000 4,480 tr
Dryers
Dryer
No. No? Nameplate Line Neutral 1'
1 5000 2
0 3
0 Dryer-
Summary• Standard" ' • • 5, 000 - •3-,•500 Optional
5,000 3,500 Heating
and Cooling: Actual Number = 2 Name
M? Ph No Amps Volts VA HP Line Neutral 1
M 1 1 22.0 240 5,280 0 1M112.0 240 480 0 1M115.0 240 1,200 0 11112224015,280 0 2M1114.0 240 3,360 0 2M112.0 240 480 0 2M115.0 240 1,200 0 21111424013,360 0 Heat/
Cool Summary Standard 20,640 0 Optional
20,640 0 Fixed
Appliances: Actual Number = 6 Name---_-
M? Ph No Amps Volts VA HP Line Neutral DISP
1 1 120 600 600 600 DISH1112012001,200 1,200 MICRO1112012001,200 1,-200 WH1118.5 240 4,440 0 OPTPOOL11102402,400 0 OPTPOOLHEAT11312407,440 0 FixedApplianceSummaryStandard12,960 2,250 Other
Appliances: Actual Number = 0 Optional
17,280 2,250 Name-------
M? Ph No Amps Volts VA HP Line Neutral Other
Appliance Summary Standard Optional
0 0
of Max Motor: --------------------------------------------------------
Line is Std Only; Neutral for Both
Maximum Phase Amps Volts
1 22 240
Heat/Cool Phase Amps Volts
1 22 240
Fixed Appl. Phase Amps Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard Only 1,320 0
SUMMARY
Standard Line Neutral
Total Total = 52,406 16,316
Maximum Amperage = 218 68
Service Voltage = 240 Service Phase = 1
Optional Line Neutral
Total Total = 43,479 16,316
Maximum Amperage = 181 68
Service Voltage = 240 Service Phase = 1
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RECORD COPY
RE: PKS1966C-T - Park Sq Hm/Margate-2000C MiTek USA, Inc.
Site Information:
6904 Parke East Blvd.
Customer Info: PARK SQUARE HOMES Project Name: PKS1966C-T Model: MAFI& II V99-1/STRAY CLG.
Lot/Block: 94 Subdivision: C/G
Address: 3902 LOON LANE
City: SANFORD State: FLORIDA
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 (All Heighll Wind Speed: 140 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 43 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
INo. I Seal# ITruss Name I Date I No. I Seal# ITruss Name 110/9/17
Date
1 IT12215432 lA1 10/9/17 118 1 T12215449 I B3
12 I T12215433 I A2 110/9/17 119 I T12215450 I C 1 110/9/17
13 I T12215434 I A3 110/9/17 120 I T12215451 I CA 1 10/9/17
4 IT12215435 IA4 10/9/17 121 IT12215452 JCJ3 10/9/17
5 IT122154361A5 10/9/17 122 1T12215453 I CJ5 110/9/17 1
16 IT122154371A6T 110/9/17 123 1 T12215454 I CJA 110/9/17
7 IT12215438 I A7T 10/9/17 124 1 T12215455 I CJB 10/9/17
18 IT122154391A8T 110/9/17 125 1 T12215456 I Q1 110/9/17
9 IT12215440 JA9 10/9/17 126 IT12215457 ID2 10/9/17
110 I T12215441 I A10 10/9/17 127 I T12215458 I D3 110/9/17 1
11 IT12215442 A11 10/9/17 128 1 T12215459 I E1 10/9/17
112 I T12215443 IA12 110/9/17 129 1 T12215460 1 E2 110/9/17 1
113 I T12215444 I A13 110/9/17 130 1 T12215461 I E3 110/9/17 1
114 I T12215445 I A14 110/9/17 131 1 T12215462 1 FT1 110/9/17 I
115 IT12215446IA15 110/9/17 132 IT12215463IJ3A 110/9/17 I
116 I T12215447 I B1 1 10/9/17 133 I T12215464 1 J3B 1 10/9/17 J
117 I T12215448 I B2 110/9/17 134 I T12215465 I J4 110/9/17 1
The truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by Mid -Florida Lumber Acquisitions, Inc..
Truss Design Engineer's Name: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given -to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verity applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
I_
ce ne
IN
CP,1:Grr as its=Ms•
October 9.2017
Velez, Joaquin I of 2
RE: PKS1966C-T - Park Sq Hm/Margate-2000C
Site Information:
Customer Info: PARK SQUARE HOMES Project Name: PKS1966C-T Model: MARGATE II 1966 -B / TRAY CLG.
Lot/Block: 94 Subdivision: C/G
Address: 3902 LOON LANE
City: SANFORD State: FLORIDA
INo. 1SeaI# JTruss Name I Date
35 IT12215466 I J4A 10/9/17
136 IT12215467 I J413 110/9/17 I
37 IT12215468 I J7 10/9/17
38 IT12215469 IJ7T110/9/17 1
39 IT12215470 I KJ2 10/9/17
I40 IT12215471 I KJ3 110/9/17 I
141 IT12215472 I KJ3B 110/9/17 I
42 IT12215473 JKJ4 110/9/17
143 IT12215474 1KJ7 I10/9/17 I
2 of 2
Job Truss Truss Type ay Ply Park Sa HnuMargns-2000C
T12215432
PKS196SC-T Al MOO QUEEN 11 1
Mid -Florida Lumber, Bartow. FL 7.640 s Aug 16 2017 MiTek Industries, Inc Mon Oct 09 10,11.02 2017 Page 1
ID:fOY6XuKAOXlhl4k2ucB6kBy3q_a-DH32gzTr8JGKRzkG_sXwleYOUgAogSv000nt6lfyVBc7
1 • 71-4 13&2 20-0.0 26.2.14 32-512 40," 1 0.
0 7•&4 &2.14 &2.14 &2.11 tY2-11 7$4 40 34 =
LOADING (
psQ TCLL
200 TCDL
10.0 SCLL
0.0 BCDL
10.0 LUMBER.
TOP
CHORD 2x4 SP No.2 SOT
CHORD 2x4 SP No 1 WEBS
2x4 SP N0.3 Sits =
tc
io w 71
c
i cc iv 3x4
SPACING-
2-0-0 Plate
Grip DOL 1.25 Lumber
DOL 1.25 Rep
Stress Incr NO Code
FBC2014/TPI2007 5x8 =
3x4 =
Scale =
1:70 4 34 =
CSI.
DEFL. in (loc) Vdefl Ltd PLATES GRIP TC
0.67 Vert(LL) 0.3.4 11-12 >999 240 MT20 244/190 SC
0.91 Vert(TL) 0.75 11-12 >639 180 WB
0.48 Horz(TL) 0.15 8 n/a n/a Matnx-
M) Weight: 206 lb FT = 200A BRACING -
TOP
CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT
CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS
1 Row at midpi 6-11. 4-11 REACTIONS. (
lb/size) 2=1660/0-7-8, 8=1660/0-7-8 Max
Horz 2=223(LC 7) Max
Uplift2=302(LC 8), 8=302(LC 8) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3-2909/502, 3-4=2714/508, 4-5=1874/411, 5-6=1874/411, 6-7=2715/508, 7-
8=29101502 BOT
CHORD 2-12=-358/2676, 12-19=234/2177, 19.20=234/2177. 11-20=234/2177. 11-21=234/2046, 21-
22=234/2046, 10-22=-234/2046, 8-10=35812509 WEBS
5-11=234/1281. 6.11=735/198, 6.10=-82/643, 7-10=354/156, 4-11=734/198, 4-
12=-82/643, 3-12=354/156 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf; h=15ft; 8=45ft; L=401t; eave=511; Cat 11; Exp
B, End, GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL-1.60 3)
The Fabrication Tolerance at joint 5 = 0%, joint 2 = 0%, joint 11 = 0%. joint 6 = 0%, joint 10 = 0%, joint 7 = 0%, joint 4 = 0%, joint 12 = 0%,
joint 3.0%, joint 8 = 0% 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) '
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, with BCDL = 1 O.Opsf. 6)
Provide mechanical connection (by others) of truss -to bearing plate capable -of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint
S. J1
Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies WARNING •
VaNlo Malign parameters and READ NOTES is
based AND
INCLUDED Mlers REFERENCE PAGE af0.74al bud ing component. BEFORE
USE. 1 Design
veld for use only with MTek®wnrlectora This design a based only upon parameters anown, and o for an individual budding wmponent, not a
truss system Before use, the building designer must verily the applicability of design parameters and property mwrporate this design into the overall budding
design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members Doty. Additional temporary and permanent bracing is
always raguned for stabtldy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems. sea ANSIRPIt Quality CAfeha, OSS49 and SCSI Building Component 6904 Parke Fist Blvd Safety
Information available I om Truss Plate Insisted, 216 N. Lee Street. Suite 31Z Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq HnuMargne-2000C
T12215437
PKS1966C-T A2 HIP 1 1
Md•Flonds Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Oct 09 10.11.08 2017 Page 1
ID:rFfrlwM3Wq?GffrcOMh4ZDxyq_6K-2ROK51 Yck90U9uCOK7dK,)voSIFCbEsyMACDOVJyvac1
8-8.5 12.103 19.0.0 21-0.0 27-1.13 33.3.11 40.0-0 1
0.0 8$5 61-13 6-1-13 2.0.0 6113 ".13 6.8.5 •0•
Scale = 1:72 6
5x5 =
6.00 12
34 =
LOADING (psf)
TCLL 200
TCDL 10.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
5x5 =
it, 22 23 14 13 12 24 Zb 11
3x4 =
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.26
Rep Stress Incr YES
Code FBC2014/TPI2007
REACTIONS. (lb/size) 9=1660/0-7-8, 2=1660/0-7-8
Max Horz 2=222(LC 7)
Max Uplrft9=423(LC 8). 2=-423(LC 8)
44 =
3x4 = 3x4 =
3x4 = 34 =
CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TC 050 Vert(LL) 0.39 14-15 >999 240 MT20 244/190
BC 100 Vert(TL) 0.84 14-15 >573 180
WB 0.32 Horz(TL) 0.18 9 n/a n/a
Matrix-M) Weight: 216 lb FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
10-0-0 oc bracing: 12-14
WEBS 1 Row at midpt 4-14, 7-12
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2932f724, 3-4=2674/693, 4-5=1928/570, 54=1648/548, 6-7-1928/570,
7-8=2674/693, 8-9=2932/724
BOT CHORD 2-15=551/2676, 15-22=389/2217. 22-23=-389/2217, 14-23=-389/2217, 13-14=205/1693,
12-13=205/1693, 12-24=-389/2123, 24-25-389/2123, 11-25=-389/2123,
9-11=-551/2546
WEBS 3-15-326/184. 4-15=-81/557, 4-14=760/267, 5-14=159/624, 6-12=169/624.
7-12=7601267, 7-11=-81/558, 8-11=325/184
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10; VuH=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf: h=25ft, B=45ft; L=40ft; eave=5ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
5) ' 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, with BCDL = 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint 9 and 423 lb uplift at
joint 2.
7) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysts and design of this truss.
nb
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Vw fy design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE 11111.7473 rev. I&V2/2015 BEFORE USE.
Design valid for use only with MITek® Connectors This design is based only upon parameters shown, and is for an individual budding component, not
a buss system Before use, the budding despiser mull venty, cebiltheapplidy Of design parameters and property incorporate this design into the overall
building design Bracing Indicated is to prevent buckling of individual tons web and/or chord members only Additional temporary and permanent bracing
is always required for atablidy, and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTPII Quality Cements, OSS49 and SCSI Building Component 6904 Parke Fast Blvd
Safety Information available from Truss Plate Insidise, 216 N Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq HmlMargate-2000C
T12215434IPKSI966C-T A3 HIP 1 1
Mid -Flans Lumber, Bartow, FL 7 640 s Au0 15 2017 MITak Industres. Inc Mon Oci uv 10' 11:09 201 f "ge 1
ID:rFfnwM3Wq?GdreOMh4ZDxytL6K-Wd_ilMZEVSSLn2mcug9ZX6LEwfapzBZW Psy_2yVBc0
1 6b5 114 17.0-0 23.0.0 28.5.13 333-11-11 40 0.0 1
1.0. 8-PS S5.13 55.13 640 SS13 5-S13 &0.5 -o-
Scale - 171.4
34 =
LOADING (psf)
TCLL 20.0
TCDL 10 0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
6 oo F2 Sx5
5x8 =
12 a 44
14
w
12 <
1 w ii
3x4 =
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.26
Rep Stress Ina YES
Code FBC2014frP12007
REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8
Max Horz 2=200(LC 6)
Max Uplift2= 423(LC 8), 9=423(LC 8)
34 = 3x8 = 3x4 = 3x4 = 3x6 =
CSI. DEFL. in (loc) Well Ud PLATES GRIP
TC 0.60 Vert(LL) 0.2514-15 >999 240 MT20 244/190
BC 0.87 Vert(TL) 0.64 11-12 >749 180
WB 0.81 Horz(TL) 0.18 9 n/a n/a
Matrix-M) Weight: 221 lb FT = 20%
BRACING -
TOP CHORO Structural wood sheathing directly applied or 3-1-8 oc purlins
BOT CHORD Rigid ceiling directly applied or 7-10-2 oc bracing.
WEBS 1 Row at midpt 6-14
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3-2973f730, 3-4=2757/704, 4-5=20941598, 5-6=1809/571. 6-7=2093/598,
7-8=27711704, 8.9=2973/730
BOT CHORD 2-15=563/2722, 15-22=-423/2331, 22-23=-423/2331, 14-23=423/2331, 13-14=260/1846,
12-13=260/1846, 12-24=-423/2224, 24-25=42312224, 11-25=423/2224,
9-11=563/2589
WEBS 3.15=-287/162, 4.15=-69/467, 4.14=649/234, 5-14=126/624, 6.12=126/697,
7-12--649/234, 7-11=69/466, 8-11=287/162
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L-4011, eave=5ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
5) ' This truss has been designed for a live bad 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, with SCOL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to beating plate Capable of withstanding 423 lb uplift at joint 2 and 423 lb uplift at
joint 9.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING - Verify design paramaters and READ NOTES ON TNIS AND INCLUDED MTEK REFERENCE PAGE Ma.7473 rev. te0=015 BEFORE USE.
Design valid for use only wan Mrtak® connectors. This design is based only upon parameters Mown. and is for an Individual budding Component, not
a truss system Before use, the building designer must verity the applicabraty of design parameters and property trncorporeta this design into the overall
building design. Brao6li indicated is to prevent buckling of individual tens web andfor cnotd members only. Additional temporary and permanent owing
is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the
fabrlcahon: storage, delivery, erection and bracing of trusses and Coss systems. see ANSVTPOI Quality Criteria. OSS419 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Pete Institute, 216 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 36610
Job Truss Truss Type oty Ply Park Sq rtnuMargate•2000C
n221u3s
PKS1966C-T A4 HIP 1 1
Mad -Fiona Lumber, Banow, FL 7 640 s Aug 16 2017 MtTek Industries, Inc Mon Oct 09 10:11 • f0 2017 Page 1
ID•rfrnwM3Wq?GdreOMh42Dxyq 6K-_pY4V17sGmGCOCLpSXgo4KtT83wadbfdWJ(aCyvac?
1 5.4.5 10 2-3 15-0-0 20.0.0 25.0-0 29.9-t3 34-7-11 40-0-0 1
Z7, 4.9.13 5.0.0 5.0.0 4-&13 4.9.1J 5•5 -60
Scale - 170 7
Sx5 =
1 Sx4 If Sx5 =
nb
10r 1
14 " 13
cat to
12
34 =
3x8 = 5x8 = 3x8 = 34
I 1Q2.3 20.0.0 1 29-9.13 I 4G0.0 I1111.3 &9.13 9-9.13 ta2.3
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 038 Ven(LL) 0 34 13-14 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 SC 0.84 Ven(TL) 0 74 13-14 649 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.16 10 n/a n/a
BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 221 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1660/0-7-8, 10=1660/0.7-6
Max Hors 2=178(LC 6)
Max Uplrft2=423(LC 8). 10=-423(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc punins
BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing.
FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=3010/753, 3-4=2742/677, 4-5=2778/776, 5-21=2168/624, 6-21=2168/624,
6-22=2168/624. 7-22=2168/624, 7-8 277g/776, 8-9=2743/677, 9-10=-3012f753
BOT CHORD 2-14=590/2757, 14-23=321/2050, 23-24=-321/2050, 13-24=321/2050, 13-25=321/1972.
25-26=321/1972, 12-26=321/1972, 10-12=590/2625
WEBS 3.14=292/163, 4-14=330/180, 5-14=231/851, 5-13=72/486, 6-13=337/136,
7-13=72/486, 7.12=231/851, 8-12=329/180, 9-12-292/163
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h-25ft; 8=45ft; L=40ft, eave=5ft, Cat. II;
Exp B; Encl.. GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate gnp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
5) ' This truss has been designed for a live bad 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, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint 2 and 423 lb uplift at
joint 10.
7) "Semt-rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING - Verily design parameters and READ NOTES ON lies AND INCLUDED MITEK REFERENCE PAGE MII.7472 ~. 16N2/2015 BEFORE USE =_1
Design valid for use only with Mr rek® connectors This design is based only upon parameters Shown, and is for an individual building component, not
a truss system. Before use, the building designer must verily, the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or Chord members only Additional temporary and permanent bracing kA:,?.SeI
is always required for stability and to prevent collapse with possible personal tryury and property damage For general guidance regarding the WNW
fabrication, storage, delivery, erection and braung of trusses and truss systems, see ANSVTPI1 Oualhy, Crlterla, OSS42 and SCSI Building component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandna. VA 22314 Tampa, FL 36610
Job Truss Truss Type Ply Pam Sq HnuMarpate 2000C
111ty T12215438
PKS1966C•T A5 HIP 1 1
Job Reference (ootionall
Mod -Florida Lumber, BMW, FL 7.540 a Aug 16 2017 MTek Industries. InC Men 00 09 10:11:10 2017 Page 1
ID.rFfnwM3Wg2GdreOMh4ZOxyq_6K-_pY4V IZsGmGCOCLpSXgo4Kt093y2ii3fdvwuCyvac')
1 694 13'" 20.0.0 27.0-0 33-2.12 40-0-0 1
14M B &4 8 2.12 7.0.0 7.0.0 6 2.12 8.9.4 1
Scale = 170 7
Sx8
1 5x4 II 5x8 =
4 21 5 22 6
14 13 12 11 10
34 = 1.5x4 II 3x4 = 5x6 = 3x4 = 1 5x4 II 34
11:9.4 13.0-0 20.0.0 27.0.0 33.2.12 40.0-0III
9.4 8.2-12 7-0-07.0.0
1
6.2.12 6.9.4
Plate offsets fx.Yt- 14.0-6-0.0-2-81. 16.0-s-o.0.2-81.112:0-4-0.0-3-01
LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.19 12 >999 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 SC 0.74 Vert(TL) -0.51 11-12 >943 180
SCLL 0.0 ' Rep Stress Inv YES WB 0.54 Horz(TL) 0.19 8 n/a n/a
SCOL 100 Code FBC2014/TP12007 Matrix-M) Weight: 212 lb FT = 200A
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-14 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1660/0-7-8, 8=166010-7-8
Max Horz 2=155(LC 7)
Max Uplif12=-423(LC 8), 8=-423(LC 8)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2967r707, 3-4=24471635. 4-21=2438/687. 5-21-2438/687, 5-22=2438/687,
6-22=2438/687, 6.7=-2447/635, 7-8=2967/707
BOT CHORD 2.14=-536/2598. 13-14=536/2598, 13.23=364/2141, 12-23=364/2141, 12-24=364/2116.
11-24-364/2116, 10-11-536/2577, 8-10=-536/2577
WEBS 3-13=539/197, 4-13=-56/467, 4-12=116/570, 5.12=-479/194, 6-12=1161570. 6-11=
56/467, 7-11=539/197 NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind
ASCE 7-10, Vuit=140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; BCOL-3.Opsf; h=25ft, 8=45tt; L=40tt; eave=Sft; Cat. 11; Exp B;
Encl., GCpi=0.18, MWFRS (directional); Lumber 0OL=1 60 plate gnp OOL=1 60 3) Provide
adequate drainage to prevent water ponding 4) This
truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) " 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, with BCDL = 10.0psf. 6) Provide
mechanical connection (by others) of truss to beating plate capable of withstanding 423 lb uplift at joint 2 and 423 lb uplift at joint 8.
7) "Semi -
rigid pitchbreaks including heels" Member end forty model was used in the analysis and design of this truss. Printed copies
of this document are not considered
signed and sealed and the signature
must be verified on any electronic
copies QWARNING • V4rllo
and READ NOTES ON AND INCLUDED Mters REFERENCE PAGE Mr4717J rev. 1 BEFORE USE. only with
MiTek* Co gcom o Design vildferuseOnlywonMtTllt®COnntdtoft This design rs Dosed only upon parameters afnown. and a for an mdrvduN budding component, nil rise Mimsa buss
system Before use, the budding designer must verity the appfrcabliny of design parameters and property incorporate Cho design into the overall budding design.
Bracing indicated is to prevent uric" of mahvdual permanent web and/or chord members only Additional temporary and peunent bracing a always
required for Stability and to prevent collapse with possible personal injury and property damage For general guidance regardmg the fabnoabM, storage,
dalmry, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria. OSS419 and SCSI Building Component 6904 Paine East Blvd. Safety Information
avallable from Truss Plate Institute. 210 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq KrinUargate-2000C
7lJobPKS1968C-T AST SPECIAL 1I 1 L I e
10:rf (rwvM3Wq'GdreOMh42Dxyq_6KSO6Sj2aU 14P20Mw')OFB 1 dXObdSFNR30psAR56eyVBe_
1 4•)-8 f3•H 11-GD 15$-4 20-0.6 244" 29'" 34.2.12 40-0-0 1
4 478 4-0.14 2.312 4$4 1$4 4512 a112 5.2-12 S94 00
Scale - 172.0
5x5 =
30 =
2x4 II 3x10 = 5x5 =
5 31 632 7 8 33 34 9
22 21 3x6 = 17 16 to 14 13
34 = 402 = 2x4 11 2x4 II 5x6 = 4x6 = 1 5x4 II 34
3xa =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC0 52 Ven(LL) 0.28 18-19 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0 93 Ven(TL) 0.88 18.19 >544 180
BCLL 0.0 ' Rep Stress Inor YES WS 0.94 HOrz(TL) 0.28 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 238 Ile FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins.
BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
4-21.7-17: 2x4 SP No 3, 18-20 2x4 SP No 1
WEBS 2x4 SP No.3 *Except*
16-18 2x4 SP No.2
REACTIONS. (lb/size) 2=1661/0-7-8.11=1659/0-7-8
Max Horz 2=128(LC 11)
Max Uplift2-302(LC 12), 11=302(LC 12)
FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-29-2972/930. 3.29=2898/944, 3-30=-3555/1161, 4-30=-3501/1169, 4-5=-3099/1045,
5-31-2775/968. 31-32=27751968, 6-32=2775/968, 6-7-3453/1179. 7-8=-3429/1175.
8-33=2266/852, 33-34-22661852. 9-34=2266/852, 9-35-2511/889, 10.35=-2564/872.
10.36-29091962. 11-36=2987/944
BOT CHORD 2-22-756/2592. 4.20=167/525. 19-20=894/3155, 18-19=900/3248, 7-18=258/129,
15-16=737/2683, 14-15-737/2683, 13-14=783/2602, 11-13=783/2602
WEBS 3-22-648/245. 20.22=-734/2464, 3.20=-141/594, 4-19=-677/310, 5-19=363/1186,
6-19=767/286,6-18=-58/369, 16-18=-702/2656,8-18=-296/1082, 8-16=-526/190,
B-14=764/236,9-14=-245/849,10-14=-427/198
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf, h=15ft; 8=45ft; L=40ft; eave=Sft, Cat II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3.0.0, Interior(1) 3-" to 11-0-0. Exterior(2) 11-" to
33-0-0, Irlterlor(1) 33-0-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip
DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any Other live loads.
5) ' This truss has been designed for a live load of 20.0ps( 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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at
joint 11.
7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed Copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verily design perometara and READ NOTES ON THIS AND INCLUDED afITEK REFERENCE PAGE 119/-7473 rev. IOM312015 BEFORE USE.
Design valid for use only with MiTak® connectors This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the budding desgner must verily the applicability Of design parameters and property incorporate this design into the overall
budding design Bracing indicated is 10 prevent buckling of individual truss web andlor rhoro members onty Additional temporary and permanent tracing
is always required for Stability and to prevent collapse with possible personal injury and property damage. For general guidance regaromg the
fabrication. Storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria. OSS49 and SCSI Building Component 6904 Party East BhA
Safety Information available from Truss Plete Instaiaa. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Ply Park Sq HnUaryna20000
10ty I Tt22f5436
PKS1966C-T Al SPECIAL 1 1
WL
wi -rvonox Wmeer, conic, rL i w nay . a,aawws. „ ae 1 , ,c av,, r yc ,
ID rFkrwM3Wq?GdreOMh42Dxyq_6K-wCggwOb6nNXveVWB2yIG9t;,. saCAVsySgBed4yVBbz
1 4.76 8•&4 0 146-4 2r}O.8 256-4 31-0-0 3i2-12 40-0-0 1
1-0 4.7$ 4-014 0• 2 5-6-456.1 Si12 SS72 4.2.12 36
II Sx5 =
a
On 117 A 2x4
II 30 =
34 = 3x5 = 5x7 = 31
32 633 7 8 934 35 36 10 Scala =
1:71.9 000`
Sx8 =
8x9 = 22
21 3x5 = 17 18 t5
14
3)
A = Sx12 = 2x4 II 2411 Bx9 = 34 _ 3x4 = 05 = LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.39 18-19 >999 240 MT20 244/190 TCOL
10.0 Lumber OOL 1.25 BC 0.96 Vert(TL) 0.98 18-19 >492 180 BCLL
0.0 ' Rep Stress Incr YES WB 0.96 HOR(TL) 0.31 12 n/a n/a BCDL
10.0 Code FBC2014/TP12007 Matrix-M) Weight: 222 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc purllns. BOT
CHORD 2x4 SP No.2 'Except' 80T CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-
21,18-20 2x4 SP No 1, 4-21,8-17. 2x4 SP No.3 WEBS
2x4 SP No.3 *Except* 16-
18: 2x4 SP No.2 REACTIONS. (
lb/size) 2=1661/0.7-8, 12=1659/0-7-8 Max
Horz 2=107(LC 11) Max
Uplift2=303(LC 12). 12=301(LC 12) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-29=2942/948, 3-29=-2844/962, 3-30-3541/1152. 4-30=3530/1165, 4-5=3123/1078, 5.
31=4092/1372, 31-32=-4092/1372, 32-33=-4092/1372, 6.33=4092/1372, 6.
7=4398/1473, 7-8=4398/1473, 8-9=-4351/1461, 9.34-3171/1119, 34-35=3171/1119, 35-
36=3171/1119, 10-36=3171/1119, 10-37=2704/927, 11-37=2716/911, 11-
38=2887/1025, 12-38=2961/1011 BOT
CHORD 2-22=774/2569, 4-20=157/629, 19-20=-855/3085, 18-19=1167/4092, 8-18=320/159, 15-
16=675/2385, 14-15=-675/2385, 12-14=-846/2583 WEBS
3.22=-691/262, 20-22=-761/2533, 3-20=114/638, 5-19-389/1282, 6.19=567/251, 6-
18=-122/432,16-18=-875/3009,9-18=-399/1384,9.16=1124/411,10-16=349/1097. 10-
14=401313 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vufl=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=40ft; eave=5ft; Cat. II; Exp
8; End., GCpi=0-18: MWFRS (directional) and C-C Exterior(2) -1.0-0 to•3-0-0, Intenor(1) 3*4 to 9-0-0, Exterior(2) 9-0-0 to 35-0-0. Interior(
1) 35-0-0 to 41-" zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3)
Provide adequate drainage to prevent water ponding. 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wrth any other live loads. 5) '
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. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 2 and 301 Ib uplift at joint
12. 7) "
Semi -rigid pitchbreaks including heels" Member end forty model was used in the analysis and design of this truss. Printed copies Of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies 1
0WARNING • Verify design peramaran and READ NOTES ON THIS AND INCLUDED ACTEK REFERENCE PAGE IAO.7473 rev. 10i0312015 BEFORE USE. Design
valid for use only with M(Tek& connectors This design is baud only upon parameters shown, and is for an dldrvawl building component, not a
truss system Before use, the budding designer must vedfy the apptrsbihty of design parameters and property incorporate this design into the overall building
design Bracing indicated is to prevent buckling of indivbwl truss web andiar cord members ordy. Additional temporary and permanent bracing is
always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding tree fabrication,
storage, delivery, erection and braang of trusses and truss systems, sea ANSUM11 Quality Criteria. OSS42 and SCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plate Insidute, 216 N. Lee Street, Suite 312. Alexandna. VA 22314 Tamps. FL 36610
Job Truss Truss Type oly Ply Park 5a HmlMarpata•2000C
T12215439
PKS1966GT AST SPECIAL 1
a
yl1
ID•rFfnwM3Wq?WGdreOMh4ZOxyq6K•KnLzZOd?41vzEmFSGznNbOh4cYNvOnnPIEPyVBDw
1 39.0 7.40 &8.4 12.5.1 t&3t0 20$6 24-15 2a -9 330-0 362•t2 40-0-0 1
40 39.4 32.12 1$4 3$13 310.9 3$14 4.4.7 42.11 4.4.7 32.12 39.4 -0.0
Scale = 1:72.0
Sx9 =
6x8 =
US= 3x4 = 1.5x4 11 4x5 = 3x6 = 1 5x4 11 SO =
800 12
4 5 s* Zs 8 u at In 7 17 an 6 so 0 10 .n .. Al 11 .v u 12
Nivolm"Iml
I -no
US =
25 24 6x12 =
r
4. = '
V
6x12 MT20HS = 18 51 52 18 53 54 17 55 56 16
2x4 II 4x6 = 3x4 II 74 = axe = 3x4 =
6x9 =
US =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) laden L/d PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.77 Ven(LL) 0.59 20-21 >811 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 BC 0.92 Vert(TL) 1.48 20-21 >324 180 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 040 14 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 467 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purtins.
BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
20-23: 2x6 SP No. 1. 17-19. 2x4 SP No.1
WEBS 2x4 SP No.3 *Except*
23-25,4-23,18-20- 20 SP No.2
REACTIONS. (lb/size) 2=3118/0-7-8.14=3045/0.7-8
Max Horz 2=-85(LC 23)
Max Uplift 2=-670(LC 8), 14=-657(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=5896/1269, 3.4=5862/1267, 4-5=-8530/1831, 5-32=11134/2378.
32.33=-11134/2378. 6-33=11134/2378, 6.34=-12431/2650, 34.35=12431/2650,
35-36=12431/2650, 7-36=12431/2650, 7-37=12431/2650. 37-38=12431/2650,
8-38=-12431/2650, 8-39=12286/2638, 9.39=12286/2638. 9-10=-12286/2638,
10-40=7243/1592, 40-41-7243/1592. 4142=7243/1592. 11-42=7243/1592,
11-43=7244/1592. 43-44=7244/1592, 12.44=7244/1592, 12-13=5741/1247,
13-14=-5782/1248
BOT CHORD 2-25=1058/5145, 24-25=111/504, 5.23=1601/346, 23-45-1748/8696.
45-46=-1748/8696,22-46=-1748/8696,22-47=-2259/11134,47-48=-2259/11134,
2148=-2259/11134,2149=-2548/12450,49-50=2548/12446,20-50=2547/12444,
8-20=-345/121, 19.51=-167/875. 51-52=-167/875, 18.52=167/875, 18-53=1734/8497,
53-54=1734/8497. 17-54-1734/8497. 17-55=-1019/5140, 55-56=1019/5140,
16-56-1019/5140,14-16=-1040/5048
WEBS 3.25=-180/256, 4-25=3386/731, 23-25=-1134/5807. 4-23=1333/6496, 18-20z;mlWV7844,
10-20=915/4416,10-18=1728/445,10-17=-1662/342.11-17=-461/190,
12-17=-585/2740, 12.16=1/464, 13-16=-188/252, 6.22=-1094/255, 5-22=607/2915,
6.21=323/1567
NOTES-
1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Printed copies of this document are
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 not Considered signed and Sealed and
connections have been provided -to distribute only loads noted as (F) or (B), unless otherwise Indicated. the signature must be verified On3) Unbalanced roof live loads have been considered for this design. 9
4) Wind: ASCE 7.10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=40ft; eave-5ft; Cat. It; any electronic copies
Exp B, Encl., GCph=O 18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60
p a es O erw15e In I e
A I - ar daslpn furamer and and READ NOrEs ON i1dS AND INCLUDED MITEK REFERENCE PAGE MII-IQ) rev. 1403/2015 BEFORE USE. t
Design valid for use only with MITek® connectors This design is based only upon parameters shown, and Is rot an individual buildup component, not
a truss system Before use, the budding designer must verity the apploabildy of design parameters and properly MrOrperate this design into trle overall
budding design Bracing indicated is to prevent buck of individual truss web andfor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regart u g the 4 I i16
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1PI1 Gustiry, Cnterla. OSS42 and SCSI Building Component 69N Parke East Blvd
Safety Information available tram Truss Plate Institute. 218 N Lee Street. Sue* 312. Alexandria. VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sit FtmrMargne 211000
T12215439
PKS1966GT ART SPECIAL 1
M10-Fborids Lumber, aanow. FL o4u s Aug le zu1 r MileK meusmes, me Mon Va Ve lu'11:1a 2Vi r rage L
IO:(f MWM3Wq?GrfrcOMh4201ryq_6K-pzvLmmedrei L67pzoonCKb7ORTyn6K4YOR9smryVBbv
NOTES-
7) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads.
8) - This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any
other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 lb uplift at joint 2 and 657 lb uplift at joint 14
10) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 178 lb up at 7-0-0. 35 lb down and 24 lb up at 9-0-12, 35
Ib down and 24 Ib up al 11-0-12, 35 lb down and 24 Ib up at 13.0.12, 35 Ib down and 24 Ib up at 15-0-12. 35 Ib down and 24 Ib up at 17.0.12, 35 Ib down and 241b up at
19-0-12, 104 lb down and 88 lb up at 20-11-4, 104 lb down and 88 lb up at 22-114, 104 Ib down and 88 Ib up at 24-114, 104 lbdown and 88 Ib up at 26-114. 104 lb down and
88 lb up at 28-114, and 104 lb down and 88 lb up at 30-11.4. and 197 lb down and 178 lb up at 3340 on top chord, and 332 lb down and 76 lb up at 740-0, 176 lb down and
57 lb up at 9-0-12, 176 lb down and 57 lb up at 11-0-12, 176 lb down and 57 lb up at 13-0-12, 176 lb down and 57 lb up at 15-0-12. 176 lb down and 57 lb up at 17-0-12, 176
Ib down and 57 Ib up at 19-0-12. 66 lb down at 20-114, 66 lb down at 22.114, 66 lb down at 24-114, 66 lb down at 26-114, 66 lb down at 28.114, and 661b down at 30-
114, and 332 Ib down and 761b up at 32-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others LOAD
CASE(S) Standard 1)
Dead + Roof Live (balanced): Lumber Increase=1 25. Plate Increase=1.25 Uniform
Loads (plf) Van
1-4=60, 4-12=60, 12-15=-60, 24-26=20, 20.23=-20, 19-29-20 Concentrated
Loads (lb) Van
4=148(B) 9=97(B) 12=148(B) 25=332(B) 16=332(B) 39=97(8) 40=97(8) 42=-97(8) 43=-97(8) 44=97(8) 45=176(8) 46=-176(8) 47-176(B) 48-176(B) 49-
176(8) 50=176(8) 51=41(8) 52=41(8) 53=41(8) 54=41(8) 55--41(B) 56=41(B) rl
D
WARNING •
Verily o
ly with parameters
and READ NOTES is
base AND INCLUDED Mters REFERENCE PAGE MdJQ3 rev. i g
Comp 6
BEFORE USE. Design
valid for use Dory wan Mtrelcm connectors mu design a oawa Doty upon parameters atiown, and a ror an andrqual Dulldrhp corhpahem, not a
truss "am Before use. the bolding designer must vent' the applicability of design parameters and property incorporate this design into the overall building
design Braann g indicatedistopreventbucklingofindividualtrussweband/or chord members only. Additional temporary and permanent bracing is always
required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,
delivery, ereaan and braang Of trusses and truss systems, see ANSVTPH Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Brad Safety information
available from Truss Plate InMute, 218 N Lee Street, Sude 312, AlexandN, VA 22314 Tamps, FL 36610
Job Truss Truss Type aty Ply Park S4 HmMlargata-2000C
T12ztsuo
PKS1966C-T A9 HIP 1 1
Mi0-FlaWs Lumber, Barlow. FL 7 640 $ Aug 16 2017 MiTek Industnea, Inc Mon Oct 09 10.11.16 2017 Pagel
ID:rffnwM3Wg7GdreOMh4ZDxyq_6K-pzvLmmedrcl L67pzoonCKb7T9Tx16TEYORgsmryVBbv 1
67A 12-7-8 1&S-021.4-0 27.4.8 335-0 VO t 0.
0
17-0 6P82-" 6-0-8 "1&7 Scale - 1:
72.2 800 12
Sx5 St =
n
zz
v 14 1O 12 X. ca n 3x4 = 34 =
4x8 =
3x8 = 3x4 =
3x4 = 3x8 =
7.4
1B-B-0 21.4.0 30-e-t2 a0.0.0 F I7.4
9.012 2 9-P12 &7-1 Plate Offsets (
X.Y)— 12:0-3-0.0.1-41.14:03-0.0-3-01, f5.0.2-8.0-2-41. 16:0-". 0.2-81. ITO-3-0.0.301. 19-0.3-0.0.1-41 LOADING (psf)
SPACING- 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.
0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.32 11-12 >999 240 MT20 2441190 TCDL 100
Lumber DOL 1.25 BC 0.97 Vert(TL) -0.77 11-12 >622 180 BCLL 0.
0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.18 9 n/a n/a SCOL 100
Code FBC2014/TPI2007 Matrix-M) Weight: 229 lb FT = 20% LUMBER. TOP
CHORD
2x4 SP No 2 BOT CHORD
2x4 SP No.2 WEBS 2x4
SP No 3 BRACING - TOP
CHORD
BOT CHORD
WEBS REACTIONS. (
lb/
size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz
2=218(1-C 6) Max Uplifl2=-
423(LC 8), 9=-423(LC 8) FORCES. (lb) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3-2939/725, 3.4-2686/694, 4-5=1956/575, 5-6-1674/552, 6.7=1954/575, 7-8=
2687/695, 8-9=293W725 BOT CHORD
2-15=553/2671. 15-22=396/2225. 22-23=396/2225, 14-23=396/2225. 13-14=214/1691, 12-13-
214/1691, 12-24=396/2142, 24-25=396/2142, 11-25=-396/2142, 9-11-
55312554 WEBS 3.15=322/180. 4-
15=78/536. 4-14-7331261, 5-14=153/638, 6.12-153/671, 7.12=736/262, 7-11=
78/538, 8-11=3211180 Structural wood sheathing directly applied or 3-1-7 oc
purlins. Rigid ceiling directly applied or 2-2-0 oc bracing.
Except: 10-0-0 oc bracing. 12-14 1 Row at
midpt 4-14. 6-14. 7-12
NOTES- 1) Unbalanced roof live loads have been considered for
this
design. 2) Wind: ASCE 7-10: Vutt=140mph (3-second gust)
Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=4011, eave=5ft, Cat II; Exp B, Encl.. GCpi=0.18: MWFRS (directional); Lumber DOL=
1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This
truss has been designed for a 10 0
psi bottom chord live load nonconcurrent with any other live loads. 5) ' 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, with
BCDL = 10.0psf. 6) Provide mechanical connection (by -others) of truss to bearing -
plate capable of withstanding 423 lb uplift at joint 2 and 4231b uplift at joint 9 7) "Semi -rigid pitchbreaks including heels" Member end
fixity model
was used in the analysis and design of this truss. Printed copies of this document are not considered signed and
sealed and the signature must be
verified on any electronic copies WARNING -
Verify design paramelms and READ NOTES
ON TMS AND
INCLUDED MITEK REFERENCE PAGE MII.7472 rev. 10N212015 BEFORE USE. 1 Design valid for use only with MfTek b connectors. This
design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily
the applicability of design parameters and property incorporate this design into the overall budding design. Bracing mdrated rs to prevent budding of individual
thus web and/or chord members only. Additional temporary and permanent bracing hy is always required for stability and to prevent collapse with
possible personal injury and property damage For general guidance regarding the asv/as.. fabrication, storage, delivery, erection and bracing of trusses and truss
systems. see ANSVWIt Quality Criteria, OS13-09 and SCSI Building Component 6904 parke Fast am Safety information available form Truss Plate Institute, 218 N. Lee
Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq rlmlMargats•2000C
T12215441
PKS1966C-T A10 HIP 1 1
Mid -Florida Lumber, Banow, FL 7 640 s Aug 16 2017 k4Tek Industries, Inc Mon Oct OB 10.11:03 2017 Page 1
ID rFfrrwM3Wg4GdreOMh4ZDxyq 6K-hTdR1JUTve0837JTYZ29lr59yEXvZUidOwVgoyVBc6
1 511-0 11-36 18.6-0 23-4-0 28-6-6 341-0 40.0-0 1
1 571-0 54.8 5-4-6 6.60 5-e-6 5-48 511.0 1-0-
Scale - 1:71 4
i
3x6 =
LOADING (psf)
TCLL 20.0
TCDL 100
SCLL 0.0
SCOL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
800 F12 5x5 =
5x6 =
14
iJ
t2 , —
ii
30 =
SPACING- 2-0-0
Plate Grip DOL 1.26
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2014frP12007
REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8
Max Herz 2=196(LC 7)
Max Uplift2=423(LC 8). 9=423(LC 8)
34 =
3x6 =
30 =
3x4 = 34 =
CSI. DEFL. in (loc) Well Ud PLATES GRIP
TC 0.82 Veri(LL) 0.24 14-15 >999 240 MT20 244/190
SC 0.84 Veri(rt-) 0.61 11-12 >791 180
WB 0.75 Horz(TL) 0.18 9 n/a n/a
Matrix-M) Weight: 220 lb FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purllns
BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing.
WEBS 1 Row at midpt 6-14
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2979/732, 3-3=2765f706, 4-5=2122/603, 5-6=1838/575, 6-7=2122/603,
7-8=27SV706, 8-9=298W732
BOT CHORD 2-15=566/2723, 15-22=-428/2344, 22-23=-428/2344, 14-23=428/2344, 13.14=-270/1873,
12-13-270/1873, 12-24=-428/2240, 24-25-428/2240, 11-25=-428/2240,
9.11=566/2595
WEBS 3.15=281/159, 4.15=-68/451, 4-14=628/227, 5-14=120/617, 6-12=120/695,
7-12=-627/227, 7-11=68/449, 8-11=281/159
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind, ASCE 7-10. Vuh-140mph (3-second gust) Vasd-108mph: TCDL=4.2psf; BCDL=3 Opsf, h=25ft; B=45ft, L=40ft; eave=5ft; Cat. It:
Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10 0 PSI bottom chord live bad nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf 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, with BCDL = IO.Opsf.
6) Provide -mechanical connection (by others) of truss to bearing plate Capable of withstanding 423 lb uplift at joint 2 and 423 lb uplift at -
joint 9.
7) "Semt-rigid prtchbreaks including heels" Member end fixity model was used in the analysts and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED 60TEK REFERENCE PAGE MD-7473 rev. IM.2015 BEFORE USE. 1
Design valid tar use only with Wrek® connectors. This design is based only upon parameters shown, and is for an individual building Component, not
a truss system Before use. the building designer must venty the applicability at design parameters and property incorporate this design Imo the overall
buZng design. Bracing indicated is to prevent budding of individual truss web andfor Chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrcation, storage, delivery, erection are bracing of trusses and truss systems, see ANSIrrPII Quality Criteria. OSBaa and SCSI Building Component 6904 Parke East Bind.
Safety Infomution available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sit HavUsigate-2000C
Tf2215442IPKSI966C-T All HIP 1 1
Ma -Floras Lumber, Sanow, FL 7.840 s Aug 16 2017 M(Tek Industries, Inc. Mon Oct 09 10.11.04 2017 Page f
ID:rFfrtwM3Wq?GdreOMh42Dxyq_6K-MpFfVSgwW2gHuf5H2og3eJTevnt, 6nFaFOMYyVBc5
f 7.7.4 14.8-0 2a0 0 25-4-0 32.4-12 40.0-0 1
1.40 7.74 7-0-12 54-D 54-0 7 12 7-7-4 141
Scale = 1:70.7
SxB
1 5x4 II Still =
4 21 5 22 6
8 l
14 13 " 12 11 10
34 1.Sx4 II 3x4 = 5xa = 3x4 = 1.5x4 II 34
4 14 I47.717.74 7-0-12
I I ( I
7.7.4
Plate Offsets (X.Yl- 14,a6-0.0-2-81, 16-a6-0.0-2-81, 112,0-4-0.0-3-01
LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 087 Vert(LL) 0.18 12 >999 240 MT20 244/190
TCOL 10.0 Lumber DOL 1.25 BC 074 Vert(TL) 0.48 13-14 >997 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 019 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight. 219 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing.
WEBS 20 SP No.3
REACTIONS. (lb/size) 2=1660/0.7-8, 8=1660/0.7-8
Max Horz 2=174(LC 6)
Max Uplift2=-423(LC 8). 8=423(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown
TOP CHORD 2-3-2934/698. 3-4=2314/611, 4-21=-2132/627, 5-21=2132/627, 5-22=2132/627.
6-22=2132/627, 6-7=2314/611, 7-8=-2934/698
BOT CHORD 2-14=-521/2556, 13-14=-521/2556, 13.23=318/1998, 12-23=-318/1998, 12-24=318/1983,
11-24=-318/1983, 10.11=521/2541, 8-10=521/2541
WEBS 3-14-0/284, 3-13=-647/231, 4-13=72/495, 4-12-92/399, 5-12=347/133, 6-12=92/399,
6.11=72/496, 7-11=647/231, 7.10=0/284
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vuk=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 8=45ft; L=40ft; eave=5ft; Cat. II;
Exp B: Encl. GCpi=0.18, MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' 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, with SCOL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint 2 and 423 Ile uplift at
joint 8
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design Personal. and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 100=01S BEFORE USE. 1
Design valid (or use only with MTek* connectors This design is bused only upon parameters clown, and is rot an individual building component• nit
a truss system. Before use, the budding designer must venty the applicability of design parameters and property incorporate this design into the overall
budding design. Bracing indicated is to prevent Duckling of individual truss web and/or Chord members only Additional temporary and permanent bracing li AWria Iaa
19 always required (or stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding ira
fatincation, rootage, delivery• erection and bracing of trusses and truss systems, side ANSVTPl1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East ONO.
Safety Infomution available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610
Job Truss Truss Type Ply Park Sit HrrdaMrgate-2000C
10ty T12215443
PKS1988GT Al2 HIP 1 1
O
Mid -Florida Lumber. Barlow. FL 7 640 s Aug 18 2017 MTek Industries. Inc. Mon Oct 09 10 11 05 2017 Page 1
IDrffriwM3Wq2GdreOMh4ZDxyrL.6K4skBS2WjREevIRTrf4dNGAVK2Fo1SLwUE_muyVBc4 74
12-8-0 20-0.0 27-" 33 4-12 4080 1 0-
0 174 6-072 74.0 74-0 6.012 &74 -0• Scale -
1:74.2 5xa
UT20HS = 5x8
MT20MS = 14
13 12 11 10 18
MT20HS 1.
Sx4 11 30 = Sx8 MT20HS = 30 = 1 Sx4 11 3x6 MT20HS 1 -
4 12A0 2000 274-0 334-12 1
I 1 14
66i 74.0 74-0 12 &74 Plate
Offsets (X.YI- 12:0.2-9.0.1-81.f4:0-5-8.0-2-41 16:0-5-8.0.2-41,18:0.2-9.0-1-81,(12.0-".0-3-01 LOADING (
psf) SPACING- 24).0 CSI. DEFL. in (loc) I/deO Ud PLATES GRIP TCLL
200 Plate Grip DOL 1.25 TIC 0.83 Ven(LL) -0.20 12 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.75 Ven(TL) -053 12-13 >905 180 MT20HS 187/143 SCLL 0.
0 ' Rep Stress Incr YES WB 049 Horz(TL) 0.19 8 n/a n/a BCDL 10.
0 Code FBC2014/TPI2007 Matrix-M) Weight: 211 lb FT = 20% LUMBER- BRACING -
TOP CHORD
2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD
2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.0-12 oc bracing. WEBS 2x4
SP No.3 REACTIONS. (lb/
size) 2=1660/0-7-8, 8=1660/0-7-8 Max Horz
2-152(LC 7) Max Uplift2=-
423(LC 8), 8=423(LC 8) FORCES. (lb) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3=2972/708, 3-4=2474/640. 4-21=25091702, 5.21=2509/702. 5.22-2509/702, 6.22=
2509/702, 6-7=2474/640. 7-8=2972f708 BOT CHORD
2-14=53912602. 13.14=-539/2602, 13-23=37312167, 12-23=373/2167. 12-24=373/2143, 11-24=
373/2143, 10-11=-539/2582, 8-10=-539/2582 WEBS 3.
13=-514/190, 4-13=53/460, 4-12-122/612, 5-12=503/205, 6-12=122/612. 6-11=-
53/461, 7-11-514/190 NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind:
ASCE 7-10; Vuft-140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL-3.Opsf, h=25ft; B=45ft. L=40ft; eave=5ft; Cat. II, Exp B;
Encl.. GCpi=0.18, MWFRS (directional); Lumber DOL=1 60 plate gnp DOL=1.60 3) Provide
adequate drainage to prevent water ponding. 4) All
plates are MT20 plates unless otherwise indicated 5) This
truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This
truss has been designed for a live load of 20.0psf 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, with BCDL - 10.0psf 7) Provide
mechanical connection (by others) of truss to bearing plate capable of wtthstanding 423 lb uplift at joint 2 and 423 lb uplift at - joint S.
8) "Semi -
rigid pkchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies
of this document are not considered
signed and sealed and the signature
must be verified on any electronic
copies 0 WARNING -
Varlfy design parsmarers and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE MI/-7473 rev. 10A.V2015 BEFORE USE. Design valid
for use only with MTek® connectors This design is based only upon parameters shown, end is lot an individual building component, not a truss
system. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design onto the overall budding design.
Bracing indicated is to prevent buckling of individual truss web and/or chco d members only. Additional temporary and permanent bracing IS always
required for etabdey, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSIRPH Quality Criteria, DSB a9 and SCSI Building Component 6904 Parke Fast Blvd. Safety information
available noon Truss Pane Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Dty Ply Park S4 HMI'Margete-2000C
T 12215444
PKS196SC•T A13 HIP 1 1
Mud-Flonda Lumber. Bartow. FL 7 640 It. Aug 16 2017 MiTek Industries, Inc Mon Oct 09 10.11 06 2017 Page 1
I D: rFfrlwM3 Wy')GdreOMh4ZDxyq_6K•521ZgL WMCXmmwb22DibswUjkuRazmyW4wkKRRyV Be3
S7.4 10.8-0 1&1411 231.5 29.4-0 34.4.12 40.0.0 1
40 S7.4 50.12 &2.11 &2-t1 82-t1 5.412 S74 4
Scale - 174 2
5x5 =
3x4 = 3x4 = 5x5 =
15 14 12 11
3x8 MT20HS ii 1.5x4 I I 3xe MT20HS =
5xe
axe MT20HS = 1 5x4 I I 34 MT20HS
LOADING (pso SPACING- 2.O-O CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 052 Vert(L-) 0.24 12-13 >999 240 MT20 244/190
TCOL 10.0 Lumber DOL 1 25 BC 0.75 Vert(TL) 0.69 12-13 >698 180 MT20HS 187/143
BCLL 00 ' Rep Stress Incr YES WB 0.32 Horz(TL) 019 9 n/a n/a
BCDL 10.0 Code FSC2014ITP12007 Matrix-M) Weight 207 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc puritns.
BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing.
WEBS 2x4 SP No 3 WEBS 1 Row at midpt 5.14, 6.12
REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8
Max Hors 2=130(LC 7)
Max Uplifl2=423(LC 8). 9=-423(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=2989/716, 3.4-2628/664, 4-22=2309/629, 22-23-2309/629. 5-23=2309/629,
5-6=2911/762, 6.24=2309/629, 24-25=2309/629, 7-25=2309/629, 7-8=2628/664.
8-9=2989016
BOT CHORD 2-15=-555/2606, 14-15=555/2606. 14-26=-575/2856, 26-27=575/2856. 13-27=575/2856,
13.28=-575/2856, 28-29=-575/2856, 12-29=575/2856, 11-12=-555/2606,
9-11=-555/2606
WEBS 3.14=369/153, 4-14=164/829, 5.14=-821/200, 6-12=821/200, 7-12=164/829.
8-12=-369/153
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=40ft; eave=511: Cat. 11;
Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
6) ' 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, with BCOL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint 2 and 423 lb uplift at
joint 9.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 ..
W"
WARMN6 • Verily design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PACE WI.7473 rev. f0A3/2015 BEFORE USE.
Design valid for use only with MTek® Connectors This design is based only upon parameters shown, and is for an individual budding component, not _
a truss system Before use, the budding designer must verrfy the applicabdiy of design parameters and property mrorpbrate this design into the overall
budding design Bracing indicated is to prevent buckling of individual truss web and/or urord members ordy. Additional temporary and permanent bracing 1
is aways required for stability and to prevent collapse with possiae personal injury and property damage. For general guidance regarding the F
fabrication, Storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSS42 and SCSI Building Component 6904 Parke East BM
Safety Information available from Tens Plate Institute. 210 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps, FL 36810
Job Truss Truss Type Dry Ply Park Sq HmlMargate-2000C
T12216445
PKS196SC T A14 SPECIAL 1 1
Md•Flonils Lumber, Bartow, FL. 7.640 s Aug 16 2017 MTek Industries, InC Mon Oct 09 10-11:05 2017 Page 1
ID:rf(nnwM3Wq')GdreOMh42Dxyq 6K-5212gLVNNCXmmwb22DtbswUlRRYvmp64iukKRRyVBc3
1 a7.4 aa0 157 22-4.11 2a3.15 3a10.12 400-0 t
0• 4.7.4 Z 2 8.11.4 S." 6-11 4812 5.1.4 -0•
Scale = 175 7
5xB MT20HS =
a.00 12
5x7 =
5,e = t.Sx4 II 5x7 =
24 525 6 26 27 7
i
17 16
is
14
3x4 = 3x4 =
3xe MT20HS =
3xa =
34 =
to V
13 12
4)4 = 3x4 =
34 MT20HS
6-a0 1s7.4 22-4-11 2a3.15 3a10.12 I 40 0 iII
B-a0 8.11.4 e-aB 6.11.4 SB-13 5-1.1
Plate Offsets (X.Y)— 12.0-3-0.0.1-41.14.0.5-8.0-2-41.15.0-3.0.0.3-41,17:0-5-4.0.3-41.f10.0-2-9.0-1-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.31 14-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.80 14-16 >603 180 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.85 HOrz(TL) 0.21 10 n/a n/a
BCDL 10 0 Code FBC2014fTP12007 Matrix-M) Weight 212 lb FT = 20%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing direly applied
4-5,5-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-114 oil bracing.
BOT CHORD 2x4 SP No 2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1660/0-7-8, 10=166010-7-8
Max Horz 2=-118(LC 6)
Max Uplrft2=-422(LC 8), 10=-424(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2979f750, 3.4=2744/689. 4-24=3445/897, 5-24=3445/897, 5.25=3573/924,
6-25=3573/924, 6-26=3573/924, 26-27=3573/924, 7-27=3573/924. 7-8=3167/841,
8-9=2958/791, 9-10=2983f709
BOT CHORD 2-17--592/2599, 16-17=475/2428, 15-16=-729/3452, 14-15=729/3452. 13.14-561/2794,
12-13=454/2348. 10-12=551 /2598
WEBS 4-17=-11/327, 4-16=297/1204. 5.16=508/196, 6-14=439/182, 7-14=228/1004,
7-13=2037/569, 8-13=-550/2241, 8-12=-142/441, 9-12=252/147
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: VuB=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L-40ft; eave=Sft; Cat. 11;
Exp B; Encl., GCpt-0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other lave loads.
6) ' This truss -has been designed for a live load of 20.Opsf an 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
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 Ib uplift at joint 2 and 424 Ib uplift at
joint 10.
8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design o1 this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
A WARNING • V&Vy "an parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 i . IM2,2015 BEFORE USE. 1
Design valid for use only WM MITak® Connectors. That design Is based only upon parameters shown, and is for an individual building Component, nos
a truss system. Before use, the budding designer must verily the applicability of design parameters and properly mCorWate this design into the overall
budding design Bracing Indtt:ated Is to prevent buckling of individual tens web and/or chord members only. Additional temporary and permanent bracing
t3 always required lot stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery. *(action and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parks East Blvd.
Safety Information available tram Truss Plate Initiated, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Park Sp HmlMarpate-2000C
10ty JPly Tt2215448
PKS196GC T A75 SPECIAL 1 1
Ma -Florida Lumber. Barlow, FL 7 640 s Aug 16 2017 MiTek In ties. Inc Man Oct 09 10.11.07 2017 Page 1
ID. rF1nwM3Wq?GdreOMh4ZDxyq_6K-ZE sxthX_zrudXldEnP65ShGo8rvnV E2DxYTtztyV Bc2
6•&0 11.10-14 17-12 22.1-1 27.3.15 30-4.0 34.10.12 40.0-0 1
3.7.4 3-0.12 S2-t4 S1.2 5-1-252.14 3.00 4$12 51-4 1-O
1 5x4 I I 3x8 MT20HS =
5x7 =
Sx5
5x12 MT20HS =
10
21 20 1g to 17 16 15 14
3x8 = 3x4 = 4x8 = 1.Sx4 11 44 MT20H$ = 1 Sx4 I I US = 1.50 II
34 =
Scale = 1:73.2
3xS =
t2113
0 11 17-0-0 22.1-1 27.3.15 30-4-0 34.10.12 40.0.01 { 1 1 1 1 1
8.8.0 S2.14 S1.2 51-2 52.11 3-0.0 4 2 51-4
1
Plate Offsets (X.Y)- 14:0.5-4.0-2-8L 112:0.2-12.0-1-81
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) VdeB Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 Tc 1.00 Vert(LL) -042 17-19 >999 240 MT20 2441190 TCDL
10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -1 O6 17-19 >455 180 MT20HS 187/143 BCLL
00 ' Rep Stress Incr NO WB 100 Horz(TL) 0.23 12 n/a n/a BCDL
10.0 Code FBC2014/TPI2007 Matrix-M) Weight, 212 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT
CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-7 oc bracing. WEBS
20 SP No.3 REACTIONS. (
lb/size) 2=1660/0-7-8.12=1660/0-7-8 Max
Horz 2=118(LC 6) Max
Uplift2=-422(LC 8), 12=-424(LC 8) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=2936/728, 3-4-2821/698. 4-28=-3853/976, S-28-3853/976, 5-6=3853/976, 6-
29=3853/976, 7-29=-3853/976, 7-8=-4575/1145, 8-30=-4575/1145, 9.30=4575/1145, 9-
10=2637/684, 10-11=2667/678. 11-12=2942/702 BOT
CHORD 2-21=-577/2548, 20-21=-511/2509. 19.20=993/4511, 18-19=993/4511. 17-18=-993/4511, 16-
17=-857/3958,15-16=-858/3956.14-15=545/2562.12-14=545/2562 WEBS
4-20=389/1600. 5.20=-326/137, 7-20=790/185. B-17=-335/139, 9.17=-184/815, 9.
15=-2447/619.10-15=-506/2077.11-15=-336/112 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp
B, Encl., GCpi=0.18. MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 3)
Provide adequate drainage to prevent water ponding. 4)
All plates are MT20 plates unless otherwise indicated 5)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) -
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 7)
Provide mechanical connection (by others) Of truss to bearing plate capable Of withstanding 422 lb uplift at joint 2 and 424 lb uplift at joint
12. 8) "
Semi -rigid pitchbreaks including heels" Member end lady model was used in the analysis and design of this truss. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies AWARNING •
Verify design P.10me1M3 and READ NOTES ON THIS AND INCLUDED, a6TEK REFERENCE PAGE IWX7473 rev. 10iO3/2015 BEFORE USE 1 Design
valid for use only with MW systTek®
connectors This
design is based only upon parameters shown, and is tot an individual budding component, not Effa ss em.Beforeuse, the building designer must verity the applicability of design parameters and property incorporate this design into the overall buddingdesign BrIong indicated
is to prevent buckling of individual tons web and/or Chord members only Additional temporary and permanent bracingis always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandproperlydamageForgeneralguidanceregardingtitsfabrication, storage. delivery,
erection and bracing of trusses and truss systems, see ANSVl PII Quality Critana. OSS49 and SCSI Building Component 6904 Parke East Blvd Safety information available
tram Truss Plate InstitNe. 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq KadMargate-20000
T12215447
PKS1966C-T B1 COMMON 1
MIO•Florlda Lumber, eanow, FL 7 640 s Aug 16 2017 MiTek InduatrlesOct, Inc. Mon O09 10.11:17 2017 Page 1 ID:
rf h1wM3Wq?GdreOMh42Dxyq_6K-HATIzSfFcw9CkHO9M WIRsogiMlKCrx5hE5uPJIyVBbu 1.
00 5-14 9.60 14.2.13 Is" 1-
40 6-1.1 4$12 441-12 4-9.3 Scab
e 134.9 4x4 =
3x4 =
5XS = U4 = 9V
9-4-0 LOADING (
psf) SPACING- 2-0-0 CSI. TOLL
200 Plate Grip DOL 1.26 TC 0.25 TCOL
10.0 Lumber DOL 1.25 SC 0.78 BCLL
0.0 ' Rep Stress Inv YES WB 0.20 BCDL
100 Code FBC2014/TPI2007 Matrix-M) LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 6=746/0-7.8, 2=834/0-7-0Max
Horz 2=100(LC 7) Max
Uplift6=179(LC 8). 2=225(LC 8) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2.3=1220/331, 3-4=914/248. 4.5--914/248, 5-6=1221/327 BOT
CHORD 2-7=249/1043, 6.7-244/1044 WEBS
4-7=102/515.5-7-343/168.3-7=338/174 DEFL.
in (loc) ude8 Ud PLATES GRIP Ven(
LL) -0.12 7-10 >999 240 MT20 244/190 Ven(
TL) -0.32 7-10 >718 180 Horz(
TL) 0.03 6 n/a n/a Weight:
84 lb FT - 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 5-2-5 oc puntns. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind, ASCE 7-10; Vuk=140mph (3-second gust) Vasd=108mph: TCDL=4 2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft, Cat. II, Exp
8; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 3)
This truss has been designed for a 10 0 psf bottom chord live bad nonconcurrent with any other live loads. 4) '
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. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 6 and 225 lb uplift at joint
2. 6) "
Semi -rigid pnchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies WARNING •
Verily design pansmaters and READ NOTES ON TINS AND INCLUDED MITEK REFERENCE PAGE MOJ473 rev. 1040"015BEFORE USE. Design valid
for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss
system Before use, the building designer must verify the applicability of design parameters and properly InCaPtinde this design into the overall building design
Bracing indicated is to prevent buckling of individual Ms web Similar Chord members only. Addahonal temporary and perinarant bra" is always
required for stabday and to prevent collapse with possdxe personal injury and property damage. For general guidance regarding the fabrication, storage,
delivery. erection and bracing of trusses and truss systems, see ANSIRP11 OtlNlty, Criteria, OSS49 and SCSI Building Component 69W Parke East Blvd Shay Information
available from Truss Plate Instaute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Dry Ply Park Sq HmMlaigMe•2000C
I T1221544eIPKS1966C-T 82 HIP 1
Job Reference (optional)
Md•Flonda Lumber, Banow, FL. 7.640 s Aug 16 2017 MiTak Industries, Inc Mon Oct 09 10 11 17 2017 Pape 1
10:(FfnwM3 Wq?GdreOMh42Dxyq_6K-HATjz5fFcw9CkH09M W IRsogIMN SryahE5uPJ IyVBbu
1-0-0 4.9.4 9.0.0 10.4-0 14.6-12 19.0.0
1.0.0 4-9.4 4.2.12 1-4-0 4-2.12 4.5.4
3x4 =
4x4 =
5 4x4 =
4x6 =
30 = 30 =
30 =
Seale = 1:36.0
9.0.0 1+0 0$0
Plate Offsets (X.Y)— 12,0-1-12.Edoel. 17:0-0-0.0-1-2)
LOADING (psf) SPACING- 2." CSI. DEFL. in (loc) Udell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.11 8-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.63 Ven(TL) -0.29 8-13 >775 180
BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0 Code FSC2014frP12007 Matnx-M) Weight 89 Ile FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins.
BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing
WEBS 2x4 SP No 3
REACTIONS. (lb/size) 7=747/0.7-8, 2=833/0-7-8
Max Horz 2=94(LC 7)
Max Uplift7-179(LC 8). 2-225(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 5-6=945/256, 6-7-1235/331. 4-5=793/258, 2-3-12371337, 3-4=945/257
BOT CHORD 2-10=-258/1062, 9-10=-1121793, 8-9=112/793, 7-8-250/1059
WEBS 6-8=331/157. "=-41/268, 3-10=324/166
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vut1=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, SCDL=3.Opsf; h=25ft, B=45ft, L=24ft; eave=4ft; Cat II,
Exp B. Encl. GCpi=O 18, MWFRS (directional); Lumber DOL=1.60 plate grip OOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' 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
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 179 lb uplift at joint 7 and 225 lb uplift at
joint 2.
7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING • VwNy design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE 111/1-7472 rev. 10N.1/2015 BEFORE USE.
Design valid for use only with MiTeil® connectors. This design is based only upon parameters shown, and is for an individual budding component, not
a true tyflam Before use, the buadxlq designer must vMfy, the applicability of design parameters and properly inWfpdrate this design into me overall
building design. Bracing indicated is to prevent bucdmg of individual truss web sharer Gard members only Additional temporary and permanent bracing Ai
is always required for stability MyandtopmventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregampthe
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sae ANSVTPII Quality Cnterla, OS1349 and SCSI Building Component 69N Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lae Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park St HR Margaro-2000C
T12215449
BGPKS198T 83 HIP 1 1
Mlo-Flonda Lumber, Bartow, FL r e4a s Aug le Air I MI I ell Ineusales. Inc. raon w w iu.l 1 la - r raga i
IO:rFfnwM3 Wq'HGdreOMh42Dxyq_6K4M 168RgtN DH3MRyLwDpgPODitHg3aO5rTleyrkyV Bbt
i •t-0.0 , 39.4 7.0.0 12-a-0 15•k 2 19.0.0
1.0.0 38.1 3-2.12 5-4-032.12 3-5-4
4x6 =
21 4 18 20 5 I4=
Scale = 1:34 0
Iz4 =
4x4 =
3x4 = 3x8 = Ix1 =
740 5.1.0 6.6.0
Plate Offsets (X.Y)- 14.0-5-4.0.2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 085 Vert(LL) -0.07 8-10 >999 240 MT20 244/190
TCOL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.21 8-10 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 021 Horz(TL) 0.08 7 n/a n/a
BCDL 10.0 Code FSC2014rrPI2007 Matrix-M) Weight, 91 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10.9 oc purlins
4.5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing
BOT CHORD 2x4 SP No 2
WEBS 2x4 SP No.3
WEDGE
Right. 2x4 SP No.3
REACTIONS. (lb/size) 7=750/0.7-8, 2=830/0-7-8
Max Horz 2=75(LC 24)
Max Uplift 7=314(LC 5). 2=364(LC 9)
Max Grav 7=1182(LC 2). 2=1420(LC 17)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 5-6=2177/652. 6-7=2144/627. 4.17=1977/606, 17-18=1977/606, 18-19=1977/606.
19-20=1977/606, 5-20=1977/606, 2-3=2505/696. 3-21=2339/690. 4-21=2235/674
BOT CHORD 2-22=-605/2185, 10-22=605/2185, 10.23=579/2095, 9-23=579/2095, 8-9=579/2095,
7-8-523/1866
WEBS 5-8=26/476, 4-10=32/557
NOTES-
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-10; Vu@=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL-3.0psf; h=25ft; B=4511, L=24ft, eave=4ft; Cat. II;
Exp B; Encl , GCpi=O 18, MWFRS (directional); Lumber OOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2.0-0 wide will
rd between the bottom chord and any other members
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 7 and 354 lb uplift at
loin 2.
7) 'Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 156 lb up at
25-8-0. 157 Ib down and 85 Ib up at-27-8-12. 157 lb down and 85 lb up at-28-11-4, 289 lb down and 156 Ib up at-30-11-4. 59 lb
down and 92 lb up at 6-8-0. 102 lb down and 106 Ib up at 7-0-0, 115 Ib down and 106 lb up at 8-8-12, and 115 lb down and 106 lb up
at 9-11-4. and 178 lb down and 203 lb up at 11-11-4 on top chord, and 397 111, down and 53 lb up at-2541-0, 106 lb down at-27-8-12. Printed copies Of this document are
106 lb down at-28-114, 397 lb down and 53 lb up at-30.114. 331 lb down and 98 lb up at 6-8-0, 50lb down at "-12, and 50 lb not considered signed and sealed and
down at 9.114, and 331 Ib down and 98 lb up at 11-114 on bottom chord The design/selection of such connection device(s) is the the signature must be verified onresponsibilityofothers
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). any electronic Copies
k%ARNIRG 9Mr R• d&gn pm.. and READ NOTES ON THIS AND INCLUDED AGTEK REFERENCE PAGE M11•7472 rev 10N1,2015 BEFORE USE. '
Design valid for use only with MlTekm connectors This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall -
budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing kAF7aa {
Is always required lot stability snit to prevent collapse with possible personal ary'ury and property damage. for general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems, am ANSlrTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Instmae. 218 N Lee Street, Suite 312, Abxandna, VA 22314 Tampa, FL 36610
Job Truss Truss Type pry Ply Park Sq rlmlMarpne-2000C
T12215449
PKS1986C-T BS HIP1 1
r wu s hug to zut r mu eK mausmes, rfo. mod vct tni tu' 1 r to my page"
10:rFhywM3Wq?GArcOMh420xyq_6K4M 16BRgtNOH3MRyLwDpgPODiiHg3aO5rT1eyrkyVBbt
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (ptf)
Vert: 5.7=60, 4-5---60, 1-4=-60, t t-14=20
O WARNING • Verity design paramaters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 14,00"015 BEFORE USE. 1
Design valet for use only with MRek® connectors This design is based only upon parameters shown, and is tar an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly inwtporne this design into the overall
budding design. Bracing indicated Is to prevent bucldtng of individual truss web and/or chord members only Additional temporary and permanent tracing
IS always required for stability and to prevent collapse wdn possible personal injury end property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd
Safety information avabable from Truss Plate Institute. 218 N. Lee Street. Suns 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Pam Sq Hm/M41981e-2000C
T12215450
PKS1966C•T C1 SPECIAL 1 1
Md•Fantis Lumber, Isanow, FL. ZIP S Aug 1d Zvi r Mi r OR rnousmes, me Mon lJoi Va 1u.1 ]:IV "I r raga 1ID:rFfnwM3Wq')GdreOMh420xyq 8-DYbUOngVSXPwzbXXUwKvx01zJh25JnH iPNWNAyVBbs
1-0-0 4.8.0 9-7.15 1S-0.0
1-0.0 4-&0 4-11-15 5-4.1
Scale - 130 6
3x4 2x4 II 3x4 =
4x4 =
I 4•&0
4.8.0
9.7.15
4-11-15
I 15-0-0
Plate Offsets (X.Y1— 12.0-14.Ed0el. 13 0-5.4, 2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 20 0 Plate Grip OOL 1.25 TC 0.47 Vert(LL) 0.06 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) 013 7-8 >999 180 BCLL
0.0 ' Rep Stress Incr NO WB 047 Horz(TL) 0.03 6 n/a n/a BCDL
100 Code FBC2014rrP12007 Matnx-M) Weight: 89 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins, except BOT
CHORD 2x6 SP No.2 end verticals. WEBS
2x4 SP No 3 BOT CHORD Rigid ceiling direly applied or 8-2-13 oc bracing. WEBS
1 Row at midpt 4-6 REACTIONS. (
lb/size) 2-1021/0-7-8.6=1244/0-3-8 Max
Hors 2=190(LC 21) Max
Uplilt2=-344(LC 8), 6=540(LC 8) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=1846/627, 3-11=-1875/712, 4-11=-1875(712 BOT
CHORD 2-8-657/1607. 8-12=-662/1632, 12-13=662/1632, 7-13=662/1632, 7-14=-763/1844, 14-
15=-763/1844,15.16=763/1844,6-16=763/1844 WEBS
3-8-77/395. 3.7-152/269, 4-7-222/482, 4-6=1993/823 NOTES-
1)
Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=25ft; B=45ft, L=24ft, eave=4ft; Cat. II; Exp
B. Encl.. GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2)
Provide adequate drainage to prevent water ponding. 3)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) '
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. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 2 and 540 lb uplift at joint
6. 6) "
Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 57 lb up at 4-8-0, and
83 lb down and 73 lb up at 5-0-12 on top chord, and 139 lb down and 60lb up at 4-8-0, 33 lb down at 5-0-12, 156 lbidown and 111 lb
up at 7-0-12, 155 lb down and 112 lb up at 9-0.12, 134 lb down and 98 lb up at 10-0-12, and 161 lb down and 107 lb up at 12-0-12. and
206 lb down and 131 lb up at 14.0.12-on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Printed copies of this document are Vert*
1-3-60, 3.4=60, 4-5=-60, 2-6-20 not considered signed and sealed and Concentrated
Loads.(Ib) the
signature must be verified on Vert: 8=162(F) 11=-44(F) 12=-155(F) 13=-155(F) 14=-134(F) 15=161(F) 16-206(F) any
electronic copies Q
WARNING • Verity ensign Parameters and READ NOTES ON TWS AND INCLUDED W TEIr REFERENCE PAGE MII.7472 rev. 100212015 BEFORE USE. skamw Design
valid for use only with MTeRS connectors. This design is based only upon parameters shown, and is for an individual budding component, not a
truss system. Before use, the budding designer must verity the applicability at design parameters and property incorporate this design into the overall PAIma budding
design Bracing Indicated is to prevent buckling of mdiwdual truss web ardior Card members only. Adddional temporary and permanent bracing rs
always required for stability and to prevent collapse with possible personal uqury and property damage For general guidance regarding the WVW tabriCNon,
storage, delivery. erection and braong of trusses and truss systems, see ANSVTPII Quality Cnterla, OSS-69 and SCSI Building Component 6904 Pam* East Blvd. Safety
Information available from Truss Plata Inside. 218 N. tie Street. Suds 312. Alexandria. VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq rlmlMargale-2000C
T12215e51
PKS1966C•T CJt JACK 9 1
Lumber, Sanow, FL 7.610 It Aug 16 2017 MITek Industries, tnC. Man DO 09 10:11:19 2017 Page 1
10:rFfrlwM3Wq?GdreOMh42OxytL6K-DYbUOngV8XPwzbXXUwKvxDl4thBiJut __IPNWNAyVBbs
1.0.0 1b0
140 1.0-0
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 200 Plate Grip DOL 1.25 TC 0.06
TCDL 100 Lumber DOL 1 25 BC 0.01
BCLL 0.0 ' Rep Stress Ina YES WB 0.00
BCDL 10.0 Code FBC2014frP12007 Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=12/Mechandcal, 2=124/0-7-8, 4=3/Mechanical
Max Horz 2=42(LC 8)
Max Upldt3=5(LC 5). 2=-64(LC 8)
Max Grav 3=13(LC 13). 2=124(LC 1), 4=12(LC 3)
FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown
Scale = 1.71
20 =
DEFL. in (loc) Vdefl Lid PLATES GRIP
Vert(LL) -0.00 7 >999 240 MT20 244/190
Vert(TL) -000 7 >999 180 Horz(
TL) -0 00 2 n/a n/a Weight:
5 lb FT is 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 1." oc purlins. BOT
CHORD Rigid telling directly applied or 10-0-0 oc bracing NOTES-
1)
Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf, h=25ft; 8 45ft; L=24ft; eave=4ft; Cat. II; Exp
B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. 3) '
This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rut
between the bottom chord and any other members 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 64 lb uplift at joint 2. 6) "
Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies Q
WARNING • Verify design parameters end READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE Mtti747.7 rev. tON3r2015 BEFORE USE. 1 Design
valid for use only with MiTek® Connectors. This design is based only upon parameters shown, and is for an individual building Component, not a
truss system. Before use, the budding designer must verity the appicsti bty of design parameters and property incorporate this design into ins overall budding
design Bracing indicated is to prevent bmktmg of individual truss web and/or chord members only. Additional temporary and permanent b eeing is
always requited for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 41Cfrf >oR. fabrication,
storage, delivery, erection and braCug of trusses and truss systems, see ANSVTPN Quality Criteria, OSS49 and SCSI Building Component ON Parke East Blvd Safety
Information available tram Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Dry Ply Pant sq r+ml targne-2000c
T12215452
PKS1966C-T CJ3 JACK 10 1
Job Reference lootional)
moaenoa urmoer, Uanow. M. r.—. a tug - er r mi i ex irleusuaa, iric — — yr - , i — N I / rege i
ID:rF61wM3Wq?GdreOMh42DxycL.6K.hk8sc7h8vrXnbl6kl erSURIEI5X72Lv8w373vdyVBbr
1.0.0 344
1.00 3-0-0
Scab - 1 12.3
2x4 =
3 0
LOADING (psf) SPACING- 2-04) CSI. DEFL. in (loc) Well L/d PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 4-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 SC 0 06 Veri(TL) -0.01 4-7 >999 180
8CLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 11 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direcity applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-7-8, 4=29/Mechanical
Max Horz 2=74(LC 8)
Max Uplift3=34(LC 8), 2=67(LC 8)
Max Grav 3=65(LC 1). 2=201(LC 1). 4=46(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10, Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 8=45ft. L=24ft, eave=oft; Cat. 11;
Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 67 lb uplift at joint
2
6) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
Q WARNING - Verify design porarrtanera and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 110II.7173 rev. IOM212015 BEFORE USE.
Design valid for use only with Wilk* connectors. This design U lased only upon parameters shown, and is for an indivoual building component, not
a ass system Before use, the budding designer must verity the Applicability of design parameters and property incorporate this design into in* overall
building design Bracing indicated is to prevent buckling of mdmdual ass web and/or chord members only Additional temporary and permanent tracing A
is always required for stability and to prevent collapse with posside personal injury and property damage. For general guidance regarding the F
ab011110A. storage. delnery, erection and bracing of trusses and truss systems, sea ANSVrPl1 Quality CnteM, OS849 and SCSI Building component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Aexandru , VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq hlmlMarpala 2000C
T12215453
PKSI966C-T CJS JACK 6 1
Md•Florids Lumber, Banow, FL 7 WO s Aug 16 2017 MRek Industries. Inc Mon Oct 09 10.11.20 2017 Pape 1
ID.rFfnwM3V4q?GdrcC)Mh4ZDxyq_6K-hk8sc7h8vrxnbl6k 1 erSURICe5VF2Lv8w373vdyVBbr
1.00 5.0.0
1 40 5 0
2x4 =
Scale - 1 17 3
LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (IOC) Udeft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) -0.01 4-7 >999 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 BC 018 Vert(TL) -0.04 4-7 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) 000 2 n/a Ma
BCDL 100 Code FBC2014frP12007 Matnx-M) Weight: 18 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 0 oc bracing.
REACTIONS. (lb/size) 3=111/Mechanical, 2=29810-7-8, 4=46/Mechanical
Max Horz 2=108(LC 8)
Max Uplift3=60(LC 8), 2=82(LC 8)
Max Grav 3=111(LC 1), 2=298(LC 1). 4=76(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25h; S=45ft; L=24ft, eave=oft, Cat. II;
Exp B. End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live bad 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
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 82 lb uplift at joint
2
6) "Semi rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - V.&V design parameters and READ NOTES ON THIS AND INCLUDED IIITEK REFERENCE PAGE M0.1472 rev. 1ON2401S BEFORE USE.
Design valid for use only with MiTek® Connectors This design is based only upon parameters shown, 00 is for an individual budding component, net
a truss system. Before use, the budding designer must verify the applicability of design pa(&mete(& and property Incorporate this design Into the overall
budding design. Braang indicated Is to prevent buckling of individual Inns web and/Of Gard memo&(& only Additional temporary and permanent bracing
s'1IsalwaysrequiredforStabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe
tabu-Stion, garage. delivery, erection and bracing of trusses and truss Systems, sea ANSVTPII Quality Crlteds. OS849 and SCSI Building Component 6904 Perko Fast Blvd
Safety Information available tram Truss Plate Institute, 216 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610
Job Truss Truss Type oy Ply Park Sq HrWMatgata-2000C
T12215454
PKS1966C.T CJA JACK 2 1
Job Reference loptional)
MID-Flonds Lumber, Senow, FL. 7.640 a Aug 16 2017 MTak Industries, Inc Mon Oct 09 10:1121 2017 Page 1
ID.rF9nvM3Wq?GdreQMh4ZDxyq_6K-9xiEprttmgMe0uhwbLMN 1erPWUtYr1o9H9lsdS3yVBbq
1.0-0 0.11.4
1-0-0 0.11.4
Scale c 1:12 5
5
1.5x4 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0 05 Vert(TL) -0.00 5 >999 180
BCLL 00 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 100 Code FBC2014/rP12007 Matrix-M) Weight 6 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc purtins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=150/0.7-8, 3=18/Mechanical, 4=1/Mechanical
Max Horz 5=72(LC 8)
Max Uplift5=35(LC 4), 3=19(LC 5), 4=36(LC 8)
Max Grav 5=150(LC 1). 3=8(LC 6), 4=23(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind, ASCE 7-10; Vuft=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf, BCDL=3 Opsf; h=25ft; B=4511, L=24ft; eave=oft; Cat. II;
Exp B; Encl., GCpi=0.18, MWFRS (directional), end vertical left exposed; porch left exposed; Lumber OOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 5, 19 lb uplift at joint 3
and 36 lb uplift at joint 4.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysts and design of this truss.
Printed copies -of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify panmNan and READ NOTES AND INCLUDED Alters REFERENCE PAGE aVl-7Q2 rail. BEFORE USE. 1
D only with is based building Cop oDesignqIWforuseantYwithMTGkmCOIItMQOrsThisdesignisbooedonlyuponparametersah*wn, and w for an aWmdwl budding dOtttpOnenL not
a truss system Bet*re use, the buildup designer must vertfy the applxabddy or design parameters and property incorporate this design Into the overall
budding deslgn Broong utdx:ated is to prevent DMMmg of mdrAdual truss web ands Chord member&onty Addmonal Ietrlp*rary and permanent brawp WIRissavoysrequiredtotstabilityandtopreventcWlapsewdnp04111*Ie personal injury and property damage For general guidance regarding the
fabrication. =*rage, delivery, erection and braang or trusses and truss systems, see ANSVTPI1 Quality Criteria, OSS42 and SCSI Building Component 6904 Parke East Blvd
Safely Information available from Truss Plebe Institute, 218 N Lae Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park sq Hmlliaryate-2000C
T12215455
PKS196SC-T CJB JACK 4 1
Mo-Floids Lumbar. Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Oct 09 10.11.21 2017 Page 1
I D:rFfriwM3Wq?GdreOMh4ZDxycL_6K-9xiEpTimg8feDuhwbLMN 1 erPVUtcro9H91sdS3yV8bq
o_U 4
0-11.4
Scale - 1:14 2
5 4
1.5x4 II
1.0.0
LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 SC 0.04 Vert(TL) 0.DO 5 >999 180
BCLL 00 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 7 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) 5=150/0.7-8, 3=20/Mechanidal, 4=0/Mechanical
Max Horz 5=42(LC 8)
Max Uplifts=19(LC 8). 3=20(LC 1). 4=32(LC 8)
Max Grav 5=150(LC 1). 4-13(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat II,
Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 5, 20 lb uplift at joint 3
and 32 to uplift at joint 4.
6) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING - VOWY design parameters and READ NOTES ON rldS AND INCLUDED MITEK REFERENCE PAGE MI4747a row. 140MO1S BEFORE USE.
Design Ya14 for use only with MTeldD Connector$ This design is based Only upon parameters Shown, and is for an individual budding Component, net
a truss system. Before use, the budding designer must verily the applicability of design parameters and property ineatwXIe this design into the overall
budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and Permanent bracing WAR13alwaysrequiredforStabdayandtopreventCollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe
fabrCstron, storage. delivery. erection and bracing of trusses and truss Systems, sea ANSIRPH Quality CMerla, OSS49 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandna, VA 22314 Tampa, FL 38810
Job Truss Truss Type oty Ply Park Sit
T12215456
PKS1g66GT 01 MONO HIP 1 1
MbFlorga Lumber, Barlow. FL 7.640 a Aug 16 2017 MITak IndullmalI InC M00 0p 09 10.11 21 2017 Page 1
I D:rFfnwM3Wq?GdreOMh4ZDxyq_6K-9xIEprtmgWe0uhwbLMN t erGgUgAnnfHglsdS3yV Bbq
t•0-0 tLtt-a &3.4
100 &11.4 24 O
SKS = 1.5x4 II
Scale - 130 7
7 e 5
1 Sx4 II 4x/ = 3x1 =
0.0,12 1.11-0
0.0.12 411-0
11.4 I 1S}3
2-02-Q4
Plate Offsets (X.Y>- 12.0-3-15.0-1-81,13.0-2-8.0.2-41
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.02 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -003 6-7 >999 180 BCLL
0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 n/a n/a BCDL
10.0 Code FSC2014/TPI2007 Matrix-M) Weight: 59 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT
CHORD 20 SP No.2 end verticals. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 7=317/0-7-8. 5=224/Mechanical, 6=247/0-7-8 Max
Horz 7=173(LC 8) Max
Uplift7=142(LC 8). 5=114(LC 8), 6=-74(LC 8) Max
Grav 7=317(LC 1), 5=224(LC 1), 6=258(LC 3) FORCES. (
lb) - Max Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP
CHORD 2-7-273/101 BOT
CHORD 6.7=260/205 NOTES-
1)
Unbalanced roof live loads have been considered for this design 2)
Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opsf; h=25ft, B=45ft. L=24ft; eave=oft; Cat. It: Exp
B; End., GCpi=0.18; MWFRS (directional); end vertical left exposed, porch left exposed, Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) '
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. 6)
Refer to girder(s) for truss to truss connections. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 7, 114 lb uplift at joint 5 and
74 lb uplift at joint 6. 8) "
Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies 0
WARN/NO • V4rlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114147473 rev. 1dN31201 S BEFORE USE. Design
valid lot use any with MTeh® connectors This design its based only upon parameters shown, and is for an mdNrdwl budding Component, not a
truss system Before use, the buildup designer must verify the applicability or design parameters and property incorporate this design into the overall buddng
design Brwmp indicated is to prevent buckling of mdwidual truss wiVandtor chord members only. Additional temporary and permanent bracing is
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.
storage, delivery, erection and bracing of trusses and truss syaems, see ANSVWII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke Fast Blvd. Safety
hHortnation evadable from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610
Job Truss Truss Type pry Ply Park Sq HndM8t9aW2000C
T12215457
PKS 196SC-T D2 MONO HIP 1 1
i
Mat-Fkxlaa Lumber, Barlow, FL 7 640 s Aug 16 2017 MTek 11 sines. Inc. Mon Oct 09 10, 11 22 2017 Page 1
ID:rFhlwM3Wg7GdreOMh4ZDxyq 6K-d7Gc1pIORSnV2G693uc2sNY9uATWF000NcAVyVBbp
1.0.0 4.11.4 9-3-4104.11-4 4.4-0
4xa =
1.5x4 II
1 Sx4 11 40 = 3x4 =
04 12 4.11-0 0- 4 4-&0
LOADING (psf) SPACING- 2 0 0 CSI.
TCLL 200 Plate Grip DOL 1.25 TC 0.24
TCDL 10 0 Lumber DOL 1.25 BC 0.19
BCLL 0.0 ' Rep Stress Incr YES WB 0 06
BCDL 100 Code FBC2014/TPI2007 Matrix-M)
DEFL. in (loc) udefl Ud PLATES GRIP
Vert(L-) 0 02 6-7 >999 240 MT20 244/190
Vert(TL) -0.03 6.7 >999 180
Horz(TL) -0 00 5 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No 3 BOT CHORD
REACTIONS. (lb/size) 7-290/0.7-8, 6=316/0-7-8, 5=181/Mechanical
Max Horz 7=140(LC 8)
Max Uplift]=139(1-C 8), 6=123(LC 8). 5--87(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale - 1:24.5
Weight: 56 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; 8=45ft; L=24ft; eave=oft, Cat II,
Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
5) ' 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.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 7, 123 lb uplift at joint 6
and 87 lb uplift at joint 5.
8) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Vivify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10N3/2015 BEFORE USE. 1
Design valid for use only with MTekm connectors This design is based only upon parameters shown, and Is lei an individual budding component, not
a truss system Before use, the budding designer must verify ins applicabisty, of design parameters and property incorporate this design into the overall
budding design Bracing indicated is to prevent owiding of t"vidual truss web and/or cnoro members only Aodaanal temporary and permanent bracing mawisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheefwarrw
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIRPI1 Quality Criteria. OS8419 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute. 218 N. ire Street. Suite 31Z Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq HauMaryete-2000C
I T72215458IPKS1966CT03MONOHIP11
Job ReferenceO i
M104-10110a Lumber, blanOW. I-L. / Wu a Aug - 4u. I Mi i OR it innee, nIG. mom - - iu r 1 - N i / rage i
10 rffnwM3Wq?GdreOMh42Dxyq 6K-d7Gc,gORSnV2G693ucZsNSIuAzWDGOONcA_VyVBbp
1-0-0 2.11.4 4.1,-0 5.11-8 6.lo-12 a3.4
1ao 2.11.4 1-1I l2 , o a o 1, 4 2.4-e
Scale = 1:21.0
44 = 3x4 =
7 6 5
1.5x4 II 3x4 = 1.5x4 II
4.11-0
2.11.4 1-11.12
LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.03 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.04 6-7 >999 180
BCLL 0.0 ' Rep Stress Ina NO WB 0.14 Horz(TL) -0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 46 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 64).0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/size) 5=79/Mechanical, 7-199/0-3-8, 6=534/0.7-8
Max Horz 7=106(LC 8)
Max Uplift5=50(LC 8), 7=178(LC 8), 6-296(LC 4)
Max Grav 5=121(LC 13). 7=199(LC 1), 6=540(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown.
WEBS 3-6=363/218, 4.6=281/111
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=411, Cat. 11;
Exp B, Encl , GCpi-0.18; MWFRS (directional); end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
5) ' 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.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 50 lb uplift at joint 5, 178 lb uplift at joint 7
and 296 lb uplift at joint 6.
8) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design o1 this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 145 lb up at 3."
on top chord, and 23 lb down and 51 lb up at 3-0-0 on bottom chord The design/selection of such connection device(s) is the
responsibility of others
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2-60. 2-3=60, 3.4=60, 5.7-20
Concentrated Loads (lb)
Vert: 3=14(8) 8=12(8) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING - Vafly design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE MO.7473 raw. 1"1,201S BEFORE USE.
Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an individual building component, not
a truss system Before use, the budding designer must verify the applicabilay of design parameters and properly Inddlporale this design into the overall
budding design Bracing indicated is to prevent buckling of individual truss web arWor chord members only Additional temporary and permanent bracing
its always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the Max
tabncauon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Crtttda, OSS49 and SCSI Building Component 6904 Parke East Blvd
Safety Information available born Truss Pate Instrbte, 218 N. Lae Street, Suite 312. Alexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Ply Park SQ HrtJMaryne-2000C
10ty Tt22f5s59
PKS1966C-T El COMMON 3 1
MiaFlarda Lumber. Banow. FL 7 640 s Aug 16 2017 MiTek Industries. Inc. Man Oct 09 10.11.23 2017 Page 1
ID:rFfrlwM3Wg7GdreOMh42Dxyq_6K-5Jq7E910CmvLSCrJjmPr63wi01SMFiSad1 LjWxyVSbo
s.7e
2.9.12 0-M 1ao
7A.a e-e-a
ae.
4x4 =
2 50
n'
P
Scale = 123 6
1.Sx4 Ile 1x4 II 6 1 5x4 II
67
114 2-0 2-H a Ji,4
aw
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.28 Vert(LL) -0.02 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 047 Vert(TL) -0.05 7-8 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0 04 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 34 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing.
REACTIONS. (lb/size) 8=255/0.3.8, 6=394/0-3.8
Max Horz 8-100(LC 6)
Max Uplift 8=116(LC 8). 6=176(LC 8)
Max Grav 8=260(LC 16), 6=394(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II;
Exp B; Pan Encl. GCpi-0.55; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
OOL=1 60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' 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
rd between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 8 and 176 lb uplift at
joint 6.
6) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Vainly design parameters and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE 1110-7471 rev. foid.12013 BEFORE USE.
Design valid for use only with Wek® Connectors. This design is based only upon parameters shown, and is for an individual building Component, not
a truss system Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall
budding design Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing kAi l
is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the
fabriatan, storage, dewery, erection and bracing of trusses and truss systems, see ANSVTPIt Ouslity Criteria, OS829 and BCSI Building eomponsim Parka East Bhd81ampa, Safety Information available from Truss Plate Institute, 218 N Lee Street, Suds 312, Alexandria, VA 22314 FTL 36810
Job Truss Truss Type Oty, Ply park sq HMUS%SW2000C
I I T12215460
PKS1966GT FZ COMMON 1 1
Job Reference lootionall
MraFlond Lumber. Bartow, FL 7 640 s Aug 16 2017 MTek Industries. Inc Mon Oct 09 to, 1123 2017 Page 1
ID rFfr1wM3Wq?GdreOMh42Dxyq_6K-SJq?E9jOCmvLSCrJjmPr63whLIRUFtFad1 LjVVxyVBbo
7.0.0 laJ 712 7A-I I •
e • ;
1-0-0 1a4 2.9-u o-11a 1-0-0
Scale - 123.6
04 =
1.Sx4 11 tx4 II 7 1.50 11
a7J
a - a • 2 37J 2-6-4 a a71J
0.04
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -003 8-9 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.53 Vert(rL) -0.07 8-9 >999 180 SCLL
00 ' Rep Stress Incr YES WB 003 Horz(rL) 0.00 7 IVa nla BCDL
10.0 Code FSC2014/rP12007 Matrix-M) Weight: 36 lb FT is 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, except BOT
CHORD 2x4 SP No.2 end verticals. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 9=305/0.3-0, 7-41210-3-8 Max
Horz 9=101(LC 7) Max
Uplrl39(LC 8). 7=187(LC 8) FORCES. (
lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vuk=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B 45ft; L=24ft, eave=oft; Cat. II; Exp
B; Part. Encl , GCpi=0.55, MWFRS (directional); cantilever left and right exposed , end vertical left and nght exposed; Lumber DOL=
1.60 plate grip DOL=1.60 3)
This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) '
This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide vnll fit
between the bottom chord and any other members. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 9 and 187 lb uplift at joint
7. 6) "
Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies Q
WARNING - varlrydesign paramatent and READ NOTES ON THIS AND INCLUDED WYEK REFERENCE PACE A W473 rev. f0)0326f S BEFORE USE. Design valid
for use only with MITex4D connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss
system. Before use. the butdup designer must verity the applicability of destgn parameters and property incorporate this design into the overall building design
Breemg indicated is to prevent buckling of individual truss web and/or chord members only. Adddanal temporary and permanent bracing $Jr is always
required for ability and to prevent collapse with possible personal mprry, and property damage For general guidance regarding the i. fabriulon• storage,
delnery, erection and bracing of truSSI S and truss system$, see ANSVTPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Bhd. Safety Information
available from Truss Plate Insidule. 218 N Lee Street. Suite 312. Alekandrta, VA 22314 Tamps. FL 36610
Job Truss Truss Type oty Ply Pam Sit Hmivargale-2000C
T12215461
PKS1966GT E3 HIP 1 1
iall
Mid -Florida Lumbar, Bartow, FL 7 640 s Aug 16 2017 MITak Industries. Inc. Mon Oct 09 10,1124 2017 Page ,
ID.rffrnwM3Wq')GdrCoMh4ZDxyq_6K.eMNSVkez31C4MOVGUw4eHTrOimb 9W)rh5H2Oyvabn
no 01112 att 4a a7-,a 74ia eee
a,0-f2 Zoe 1-0-0
I
2-0d t afau I 1a'o
04 = 04 = Scale=1:20.5
25x4 II
a . iw o iaa11" ao too
a7-u
o -t 0-1012
o.o-e
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) uden Ud PLATES GRIP
TCLI. 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.08 10 >907 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.08 10 >938 180
8CLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 8 n/a n/a
BCDL 10.0 Code FBC2014/rP12007 Matnx-M) Weight. 39 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puflins, except
BOT CHORD 20 SP No 2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 11=324/0-3-0.8-434/0-3.8
Max Horz 11=94(LC 31)
Max Uplift 11=267(LC 8), 8=-348(LC 8)
Max Grav 11=333(LC 17). 8=434(LC 18)
FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opst; h=25ft; B=45ft; L=24ft; eave=oft, Cat it.
Exp 8; Part. Encl., GCpi=0.55, MWFRS (directional), cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate gnp DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
5) ' This truss has been designed for a live load of 20 Opst 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
6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 267 lb uplift at joint 11 and 348 lb uplift at
joint 8.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 185111 up at 3-0-0,
and 157 lb down and 145 lb up at 4. 1-0 on top chord, and 24 Ib down and 118 Ib up at 3-0-0, and 12 lb down and 120 Ib up at 4-7-4 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=l 25. Plate Increase=1.25
Uniform Loads (ptf)
Vert 1-2=60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 7-11=-20
Concentrated Loads (lb)
Vert: 3=-14(F) 4=8(F) 10=-12(F) 9=7(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
7QWARNING - verify design Parameters and READ NOTES ON TI05 AND INCLUDED ra17EK REFERENCE PACE MIH7173 rev. 10002/20/5 BEFORE USE.
Design valid for use only with MiTeNS conneclors This design is based only upon parameters shown, and is for an uidNdual budding component, no
a truss system. Before use, the budding designer must verity the appl"bilily of design parameters and property incorporate this design into the overall
building design BroeuV indicated is to prevent buckling of mdmdual truss web and/or Chordmembers ordy Additional temporaryand permanent bracing is always
required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Iawrcatdn, storage,
delivery, ere0on and braong of trusses are truss systems, sea ANSVIPII Quality Criteria, OSS49 and BCSI Building Component 6904 Parke Fast BW Safety Information
available from Tens Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sit HmlMargate-2000C
I T12215t82IPK51966GTFT1SPECIAL1
Job Reference (optional)
Ma-Flonds Lumber, Barlow. FL 7 640 s Aug 16 2017 MTek Industries. Inc. Mon Oct 09 10,1129 2017 Page 1
IO rFtnwM3Wq?GdreOMh420xyq_6K.wTBGVConncgVA71S31 WFLKAhpja6fO7S?zo2kbyV8bl
LOADING (pso SPACING- 1-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 00 ' Rep Stress Inc NO
BCDL 10.0 Code FBC2014rrP12007
4-6-0
4.4 = _ Scale a 1:19.8
4 3
1.Sx4 II Us
CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TC 0.47 Vert(LL) 0.01 3-4 999 240 MT20 244/190
BC 013 Vert(TL) 0.03 3-4 999 180
WB 0 00 HGrz(TL) 0.00 3 n/e n/a
Matrix-M) Weight. 33 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SIP No.3 BOT CHORD
REACTIONS. (lb/size) 4=548/0-7-8, 3=363/Mechanical
Max Uplrft4-292(LC 4). 3=164(LC 4)
FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 1-4=526/298, 2-3=3411171 Structural wood sheathing
direly applied or 441-0 oe purtins, except end verticals. Rigid
ceiling directly
applied or 10-0-0 oc bracing. NOTES- 1) Wind:
ASCE
7-10, Vult=140mph (3-second gust) Vasd-108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft, Cat. It: Exp 8; End.,
GCpi=0.18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate
drainage to prevent water ponding. 3) This truss
has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Refer to
girder(s) for truss to truss connections. 6) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 4 and 164 lb uplift at joint 3. 7) "
Semi -rigid
prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s)
or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 144 lb up at 0-1-12.
and 303 lb down and 277 lb up at 2-2-12, and 144 lb down and 21 lb up at 4-1-11 on top chord. The design/selection of such connection device(s)
is the responsibility of others. LOAD CASE(S)
Standard 1) Dead + Roof
Live (balanced), Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pi)
Vert: 1-2-
30. 3-4=-10 Concentrated Loads (lb)
Vert: 1-289
5-303 6=144 Printed copies of
this document are not considered signed
and sealed and the signature must
be verified on any electronic copies
WARNING - Verfly design
parameters and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE UX7473 rev. 1"2/2015 BEFORE USE. 1 Design valid for
use only with MiTelim connectors This design is based only upon parameters shown, and is for an individual building camporen . not a truss system.
Before use. the buildup designer must verity the applicability of design parameters and properly incorporate this design ado the overall Kim building design Bracing
indicated is to prevent buckling of individual truss web andfor Gard members only Additional temporary and permanent bracing is always required
for stability and to pravem coilepse with possible personal injury and property damage. For general guidance regarding the toonestan, storage. delivery,
erection and bracing of trusses and truss "amt. a" ANSVTPl1 Quality Criteria. OSS49 and SCSI Building Component 69N Parke East Blvd. Safety Information available
from Thus Plate Institute, 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq MmrMaryate-2000C
T122t5483
PKS1088C-T OA JACK 1 1
Mid-Flords Lumber, Barrow, FL 7 640 s Aug 16 2017 MiTek Indusmes, Inc. Mon Oct 09 10.11.30 2017 Page 1
ID rffnwM3Wg7GdreOMh42Dxyq_6K-OgleiYpPYvoMoHddklUuYtxR7x?OtNeEdYbGlyVSbh
1.40 2-114
1 40 2-11-4 Scale =
1 17.5 LOADING (
psf) SPACING- 2-0-0 TCLL
20.0 Plate Grip DOL 1.25 TCDL
10.0 Lumber DOL 1 25 SCLL
0.0 ' Rep Stress Incr YES BCDL
10.0 Code FBC2014/TPI2007 CSI.
DEFL. in (loc) Udell L/d TC
016 Ven(LL) 0.01 4-5 >999 240 BC
0.09 Vert(TL) 0.01 4-5 >999 180 WS
0.00 Horz(TL) 0.02 3 n/a n/a Matnx-
M) LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 BOT CHORD REACTIONS. (
lb/size) S=192/0-7-8. 3=68/Mechanical, 4=27/Mechanical Max
Horz 5=105(LC 8) Max
UpliftS=-70(LC 8). 3=52(1-C 8). 4-41(LC 8) Max
Grav 5=192(LC 1). 3=68(LC 13). 4=51(LC 3) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES
GRIP MT20
244/190 Weight.
12 lb FT = 20% Structural
wood sheathing directly applied or 3-0-0 oc purlins, except end
verticals. Rigid
ceiling directly applied or 10-0-0 oc bracing. NOTES-
1)
Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=2411; eave=411; Cat. II; Exp
B; Encl. GCpi=O 18; MWFRS (directional); end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) '
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. 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 5, 52 lb uplift at joint 3 and
41 Ib uplift at joint 4. 6) "
Seml-rigid pilchbreaks including heels" Member end fixity model was used in the analysts and design of this truss. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies 0
WARNING - Verify design peramefers and READ NOTES ON TMS AND INCLUDED MI TEK REFERENCE PAGE M/47473 rev. 1"312015 BEFORE USE. Design
veld for use only with MrrekO Connectors This design is based only upon parameters shown, and is for an individual building component, not a
truss system Before use, Ina building designer must verity the applicability of design parameters and properly incorporate this design into the Overall IS:
dtng
design. Bracing Indicated 12 to prevent buckling Of individual Was web and/or chord members only. Additional temporary and permanent bracing s
always required for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the Mfrs fabrication,
storage, delivery, erection and bracing of trusses and truss systems, Bea ANSI/rPN Quality Cohorts, OS849 and SCSI Building Component 6904 Parke East BW Safety
Information available from Truss Pine Ins10Ne, 218 N. Lee Street, Suite 312. Mexandds, VA 22314 Temps, FL 36610
Job Truss Truss Type oty Ply Park Sq HmfMatgale4000C
T 12215484
PKS1966C-T J38 JACK 2 1
Mid-FIWga Lumber, Banow, FL. 7 640 s Aug 16 2017 MITek Industries, Inc. Men OCI 09 W.11 70 2017 Pagel
ID:rff vwM3Wq')GffrcOMh42Dxyq_6K-OgleiYpPYvOMOHtfdklUuYhvl7xTOtNcEdYbG1yVBbh
1-0-0 2.11-4
1 (W 2.114
Scale - t 19.3
5
20 I I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loe) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 021 Vert(LL) 0.01 4-5 >999 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 4-5 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight 13 Ili FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-00 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size) 5-192/0-7-8, 3=68/Mechanical, 4=27/Mechanical
Max Horz 5=114(LC 8)
Max Uplifts=57(LC 8), 3=58(LC 8), 4=-48(LC 8)
Max Grav 5=192(LC 1), 3=70(LC 13), 4=52(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft. L=24ft; eave=oft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; porch left exposed, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads
3) ' This truss has been designed for a live load of 20.0psf 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
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ili uplift at joint 5, 58 lb uplift at joint 3
and 48 lb uplift at joint 4.
6) "Semi -rigid pdchbreaks including heels" Member end fixrty model was used in the analysis and design of this truss.
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE 1101II.7473 rev. 10NYJ015 BEFORE USE.
Design valid tot use only with MillebA connectors This design is based only upon parameters shown, and it for an uldrAdual building component, not
a truss system Before use, the budding designer must verily the applicability of design parameters and property incorporate this design into the overall
building design Bracing indicated le to prevent bucMmg of indiNdual truss web anoror chord members only. Additional temporary and permanent or*"
Is always required for Validity and to prevent Collapse with possible personal injury and property damage For general guidance regarding me
fabrication, storage, delivery, eroaan and brag of trusses and truss systems, ace ANSUM11 Quality Criteria, OSBA19 and SCSI Building Component
Safety Information available htim Truss Plate Institute, 216 N. Lee Street. Sued 312. Alexandria, VA 22314.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
1
6904 Parke East OW.
Tamps. FL 36610
Job Truss Truss Type Oty Ply Park Sq HRVMSWW2000C
I T12215485IPKS1968GTJ4JACK11
Job Reference H
r.eeu s Aug to zut r mu OK mousmes. me mon uct uv iu•11 :w cut / rage /
ID-rFfriwM3Wq?GdreOMh42Dxyq_6K-OgleiYpPYvoMoHddkl UuYhvg7wzOtNcEdYbG1 yv8bh
10-0 4$0
1.0.0 4-&0
Scale - 1:16.5
2x4 =
i 480
441-0
LOADING (psf) SPACING- 2-" cSl. DEFL. in (loc) I/defl Ltd PLATES GRIP
TCLL 20.0 Plate Grip OOL 1.25 TC 0.21 Vert(LL) -001 4-7 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1 25 BC 0.15 Ven(TL) -0.03 4-7 >999 180 8CLL
0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL
100 Code FBC2014frP12007 Matnx-M) Weight: 17 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 441-0 oc purlins BOT
CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 3=104/Mechanical, 2=282/0.7-8. 4-43/Mechanical Max
Horz 2=102(LC 8) Max
Uplift3-55(LC 8). 2=80(LC 8) Max
Grav 3-104(LC 1). 2=282(LC 1). 4=71(LC 3) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES-
1)
Wind: ASCE 7-10. VuK=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; SCDL=3.0psf; h=2511; 8=45ft; L=24ft; eave=4ft, Cat. II, Exp
B. Encl., GCpi=O 18. MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) -
This truss has been designed for a live bad of 20.0psf 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. 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 3 and 80 lb uplift at joint 2.
6) "
Seml-rigid pdchbreaks including heels" Member end forty model was used in the analysts and design of this truss. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies O
WARNING - Verify dealgn parameters and READ NOTES ON TNIS AND INCLUDED M?EK REFERENCE PAGE MII.7472 rev. 10003/201S BEFORE USE. 1 Design
valid tot use any with MUM connectors This design is based only upon parameters shown, and is for an individual budding component, not a
truss system. Before use, me budding designer must vent' the applicability of design parameters and property incorporate this design into the overall budding
design Bracing mdrcated is to prevent buckling of mdrvrdual WAS web and/or cord members only Additional temporary and permanent bracing Tda tact is
always required or Stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the il fabrication,
Storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, OSB-119 and SCSI Building Component 6904 Parke East BM Safety
Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Dry Ply Park Sit MmlMargate-2000C
I Tt2215486IPKS1966C-T MA SPECIAL 1
Job Reference iocitionall
Mal-Fionds Lumber. Sanow. FL 7 640 a Aug 16 2017 MiTek Industries. Inc Mon Oct 09 10.11:31 2017 Page 1
IO.rF(nwM3Wq')GifrcOMh4ZDxygfiK-ssJOwuq 1 JDwDORSrSSY101F5iW Ew7KJISHH6oUyV Bbg
2 61 4.8.0
201 2-7-15
Scale = 1 16 5
1 5x4 II 1.5x4 II
I 2-Q1
241
I 4-&0
2.7.15
Plate Offsets (X Y)— 12,0-2-8 Edoel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 125 TC 0.19 Vert(L-) 0.02 5 >999 240 MT20 244/190
TCDL 10.0 Lumber OOL 1.25 BC 0.23 Ven(TL) 004 5 >999 180 BCLL
0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 hire n/a BCOL
10.0 Code FBC2014frPI2007 Matrix-M) Weight: 20 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 441-0 oc purlins, except BOT
CHORD 2x4 SP No.2 end verticals. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing REACTIONS. (
lb/size) 6=175/0.7-8, 4=175/Mechanical Max
Horz 6=57(LC 8) Max
Uplift6=-60(LC 5), 4=91(LC 8) Max
Grav6=175(LC 1).4=192(LC 13) FORCES. (
lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-
1)
Wind: ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf; h=25ft; 8=45ft. L=24ft: eave=oft; Cat. II, Exp
8; Part. Encl.. GCpi=O 55; MWFRS (directional); Lumber DOL=1 60 plate grip OOL=1.60 2)
Provide adequate drainage to prevent water ponding 3)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) '
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. 5)
Refer to girder(s) for truss to truss connections. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ile uplift at joint 6 and 91 lb uplift at joint 4
7) "
Semi -rigid pttchbreaks including heels" Member end fixity model was used in the analysis and design o1 this truss. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies O
WARNING - Vanity design Parameters and READ NOTES ON TFOS AND INCLUDED MITEK REFERENCE PAGE M11.7471 rev. 16d3/2015 BEFORE USE. Design
valid for use only with MiTeldil Connectors This design is based only upon parameters Shown. and is for an individual budding Component. not a
truss system Before use, the building designer must verity the applicability of design parameters and property InCorporate this design into the overall budduig
design Bracingaldicaled is toprevent buckling 01 individualwss web endear Chord Members only Additional temporary and permanent bracing is
always required ban Stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,
storage, dabvery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Brad Sarety
information available from Truss Plate Institute. 216 N. Lee Street Suite 312. Alexari ina. VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq HmlMargate-2000C
T72215487lJobPKS1966C-T MB SPECIAL 1 1
I f O
Ma-Flonda Lumber, Sanow, FL. 7 640 s Aug 16 2017 MiTek Industries, Inc Mon Oct 09 10 1131 2017 Page 1
ID.rFkrwM3Wq?GdreOMh42Dxyq_6K-ssJOwuq 1 JDwDORSrSSY10IF3UWEx7KdISHHSOUyVBbg
4.8-0
30 = Scale = 1 14 7
4 3
1.5x4 II U4 =
4-8.0i
a A-n
I
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip OOL 1.25
TCDL 100 Lumber DOL 125
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2014rrP12007
CSI. DEFL. in (loc) I/de0 Ud
TC 0.33 Ven(LL) 0.02 3-4 999 240
BC 0.23 Ven(TL) 0.05 3-4 956 180
WB 0.00 Horz(TL) 0.00 3 n/a n/a
Matrix-M)
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 4=175/0-7-8, 3=175/Mechanical
Max Uplift4=-92(LC 4), 3=92(LC 4)
Max Grav4=175(LC 13). 3=175(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight: 26 lb FT = 20%
Structural wood sheathing directly applied or 441-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind ASCE 7-10, Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat II,
Exp B; Part. Encl.. GCpi=0.55; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will
fit between the bottom Chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 4 and 92 lb uplM at joint
3.
7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verify design parameters and MAO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7472 rsv 1"312015 BEFORE USE. 1
Design valid for use only with Mrrekm connectors This design is based only upon parameters shown, and is for an mdmdual budding component, not
a truss system Before use, the bu6dmg designer must vent' the applicability of design parameters and property trlCOrpUate this design into the overall
budding design. Bracing indicated h to prevent budding of Individual truss web and/or chord members only Additional temporary and permanent bracing {
its always required for stability and to prevent collapse want possible personal injury and property damage For general guidance regarding the sC
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sae ANSM11 Quality Criteria. OSB419 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Instaide. 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type oty Ply' Park Sq HmlMargale-2000r
1 T12215a66IPKS1966C-T J7 JACK 12 1
Job Reference (optional)
Mid -Florae Lumbar, Barlow, FL 7 540 s Aug 16 2017 Morak Industries, Inc Man Oq e9 19, 11.32 2u1 r rage 1
ID:rffnwM3Wg7GdreOMh4ZDxycL6K4.ZO7Eg14X241 b11k93yzzoBPwY4sntvhx 1 iLwyVBbf
1-0-0 7-0-0
t •0.0 7.00
Scale = 1:22.7
30 =
7-0-0i
740
i
LOADING (psQ SPACING- 2-0-0 CSI.
TCLL 200 Plate Grip DOL 1.25 TC 0.52
TCOL 100 Lumber OOL 1.25 BC 0.37
BCLL 0.0 ' Rep Stress Ina YES WB 0.00
BCOL 10.0 Code FBC2014/TPI2007 Matrix-M)
LUMBER.
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=157/Mechanical.2=397/0-7-8.4=61/Mechanical
Max Horz 2=141(LC 8)
Max 1Jpldt3=4l5(LC 8), 2=99(LC 8)
Max Grav 3=157(LC 1), 2-397(LC 1), 4-106(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown.
DEFL. in (loc) Vdefl Lld PLATES GRIP
Vert(LL) -0.06 4-7 >999 240 MT20 244/190
Ven(TL) -0.16 4-7 >510 180
Horz(TL) 0.01 2 n/a n/a
Weight 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing.
NOTES-
1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=251t; 6=4511; L=24ft, eave=4R, Cat. II;
Exp B. End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) " 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.
4) Refer to girder(s) for truss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 99 lb uplift at joint
2.
6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Vardy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111-7473 rav 1"3/20fS BEFORE USE.
Design valid for use only with MITek* connectors This design is based Only upon parameters shown, and is for an individual building Component, not
a truss system Before use, the budding designer must verify, the applicability at design parameters and property InCOfpati le this design into the Overall
building design Bracing indicated is to Prevent buCldmg Of uarvWual truss web and(Or chord members Only. Additional temporary and pemtanenl or"
is always required for ilabedy and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the
fabrication. Storage, delivery, erection and bracing of trusses and truss systems, we ANSIRPl1 Quality Criteria, OSS42 and BCSI Building Component 6904 Parke East BM
Safety information available from Truss Plate Insidute. 216 N Lee Street. Suite 312. Alexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq NMMargele-2000C
rizz1s469IPKSI9=-T J77 SPECIAL 8 1
Job Reference
Mid-FbMa Lumber, Banow, FL 7.640 a Aug 18 2017 MiTek Industries, Inc Mon Oct 09 10 11 32 2017 Page 1
ID rFfnwM3Wq7GdreOMh42Dxyq_6K-L2tO7Egf4X24I tit t k93yzzoDAwYWsmXvhxl iLwyVBbf
1-0-0 2.7-8 4.9.9 7.60
1-0.0 2.7.6 2.2.1 2.2.7
Scale - 122 7
1.Sx4 II
US =
LOADING (psf) SPACING-
27
CSI.
TCLL 200 Plate Grip DOL 1.25 TC 0.40
TCDL 10.0 Lumber DOL 1.25 BC 0 34
BCLL 0.0 ' Rep Stress Incr YES WB 0 09
BCDL 100 Code FBC2014rrP12007 (Matnx-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 'Except'
3-9, 2x4 SP No 3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=34/Mechanical, 2=393/0-7-8, 7=196/Mechanical
Max Horz 2=118(LC 12)
Max Uplrft5=-19(LC 12). 2=-68(LC 12). 7=37(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 3.14=-271/115, 4-14=261/123
SOT CHORD 3-7=249/262
WEBS 4-7=305/291
DEFL. in (loc) I/de0 Ud PLATES GRIP
Ven(LL) 006 8 >999 240 MT20 244/190
Vert(TL) -013 8 >641 180 Horz(
TL) 007 7 n/a n/a Weight:
29 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-
0-0 oc bracing: 2-9. NOTES-
1)
Wind: ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft; L=24f1; eave=oft; Cat. It: Exp
8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 6-11-4 zone;C-C for members and
forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)
N/A 3)
This truss has been designed for a 10.0 psf bottom chord live load nontwncurrent with any other live loads. 4) '
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. 5)
Refer to girder(s) for truss to truss connections. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 5, 68 lb uplift at joint 2 and
37 lb uplift at joint 7. 7) "
Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies QWARNING -
Verify designparameters and READ NOTES ON AND INCLUDED MIers REFERENCE PAGE Mii-7Q3 rev. BEFORE USE. with
based building DesignvalidforuseonlywithMITek®connactort. This deign is bated Only upon parameters Slgwn, and u ldf en mdmaual WAding compoMnt, not component. a
truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall Wilding
design Bracing indicated is to prevent buckling of indrvlduat truss web andfor chord memeers only Additional temporary and permanent bracing is
always (squired for ataeddy and to prevent Collapse with possible personal inpnry and property damage For general guidance regarding the fabrication,
storage, delivery, erection and breung of trusses and truss systems, a" ANSM11 Quality Criteria, OSB29 and SCSI Building Component 89W Parke Fast Shd Safety
Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa. FL 36610
Job Truss Truss Type Park sq HmlMargale-2000C
10ty 1PIy T12215470
PKS1966C•T K42 JACK 1 1Job Reference loolionall
Mx +10roa Lumber, Uartow. I'L r.e4u s Aug le Lut r IMI r ert rrwuebiCS, rnG Mon w ue lY 11:JJ LYl / rage i
ID:rFfrlwM3Wq?GdreOMh42Dxyq_6K-pFRmKarHrgAxfkcE ItaB WAKPBKxebD72wbmFtMyVBbe
4.1.7
1.5-0 4.1.7
Scale a 1:17 3
1.5x4 II
0.0-12413
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.03 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-5 >999 180
BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) -0.03 3 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight, 16 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 5=217/0-10.5, 3-79/Mechanical, 4=33/Mechanical
Max Horz 5=104(LC 8)
Max Uplift 5=161(LC 8). 3=68(LC 8). 4=-49(LC 8)
Max Grav 5=218(LC 30). 3=80(LC 28). 4=68(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 4-2-3 oc puriins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft; eave=oft; Cat. It:
Exp B; End. GCpi=0.18, MWFRS (directional); end vertical left exposed, porch left exposed, Lumber DOL=1.60 plate grip DOL-1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads.
3) " 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint S. 68 lb uplift at joint 3
and 49 lb uplift at joint 4.
6) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 103 lb up at 1.6-1,
and 54 lb down and 103 Ile up at 1-6-1 on top chord, and 50 lb down and 7 lb up at 1-6.1, and 50 lb down and 7 Ile up at 1-6-1 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (ply
Vert: 1-2=60, 2-3=-60, 4-5=20
Concentrated Loads (Ib)
Vert: 6=69(F=34, B=34) 7=8(F=4, S-4)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING • Verily daalgn parameters and READ NOTES ON Tle1 AND INCLUDED M17EK REFERENCE PACE aa47473 M. fON]I]Ofb BEFORE USE.
4]
Design valid for use only with Mrak® connectors. This design is based only upon parameters shown. and is for an individual budding component• not
a true system BatarO use, the budduV designer must wanly the applicability of design parameters and property mWrporate this design into the overall
Uudding design Brafetg indicated cos to prevent bWldnV Of uWivbual Vuss web and/or chord members only Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage• delivery, dredan and bracing of trusses and truss systems, We ANSVTPH Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suds 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty PlyPark Sq Hm/Marpate-2000C
T12215471
PKS196SC-T KJ3 JACK 1 1
trig- iiii— Wmuer, oanuw. taws Aug la LVl / MlieK mousVles, Ilic Man uo uv 1a 11.3J 2I11! Yage 1
I D: rFfrnvM3 Wq')GdreOMh42DxytL6K-pFRm KarHrgAxfkcE ItaS WAKPpKxXbD72wbmFIMyVBbe
1•S-0 4.1.7
1.10 4.1.7
Scale a 1:19 0
3x4 II
I 0-0-
4-2-
LOADING (psf) SPACING- 2 0-0 CSI. OEFL. in (loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.28 Vert(LL) 0.03 4-5 >999 240 MT20 244/190
TCOL 10.0 Lumber DOL 1.25 BC 016 Vert(TL) 0 03 4-5 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0 00 Horz(TL) 0 05 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) Weight: 17 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, except
BOT CHORD 20 SP No.2 end verticals
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size) 5=218/0-10-10, 3=79/Mechanical, 4.33/Mechanical
Max Horz 5=113(LC 8)
Max UplrftS=148(1-C 8). 3--72(LC 8). 4G52(LC 8)
Max Grav 5=218(LC 1), 3=79(LC 1), 4=69(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vutw140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft; 8=4511; L=24ft; eave=oft- Cat II,
Exp 8; Encl., GCpi-0.18; MWFRS (directional); end vertical left exposed; porch left exposed, Lumber DOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148111 uplift at joint 5. 72 lb uplift at joint 3
and 52111 uplift at joint 4.
6) "Semi -rigid phchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 Ib up at 1-6-1. and 105 lb up at
1-6.1 on top chord, and 35 lb down and 5 lb up at 1-6-1, and 35111, down and 5 lb up at 1-&I on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof'Live (balanced): Lumber Inctease=l 25, Plate Increase=1.25
Uniform Loads (ptf)
Vert: 1-2=60, 2-3=-60, 4-5=20
Concentrated Loads (lb)
Vert: 6=69(F=35, B=35) 7=7(F=4, B-4)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
QWARNING • Vorlry oaslpn parameters and READ NOTES ON 11dS AND INCLUDED M1TEK REFERENCE PAGE 11111.7473 raw. 10a111201S BEFORE USE. 1
Design valid for use only with M(Tek* connectors This design is based only upon parameters shown, and is for an individual buiklrng component, not
a truss system. Before use, the budding designer must verily the applicability of deign parameters and property incorporate this design into the overall
budding design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Adddionat temporaryand Permanent brawp is
always required for nubility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the us fabrication,
Storage, delivery, erection and bracing of Vsa usseS andtrusssystems. e . ANSIRPII Quality Criteria. OSS-69 and SCSI Building Component 6904 Parise East SNd. Safety Intomlation
available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610
Job Truss Truss Type city Ply Park Sq HnuMarpne-2000C
T12215472 IPKS19WC-T KJ38 JACK 1 1
Job Reference (optional)
mro+ionos Lumber, Wallow. IL. r osu a A110 to "i / mi i ex dnausmes. im. man va w - i i ad — r rape i
I D•rFhiwM3Wq?GArcOMh42Dxyq_6K-HR?gYwswcBloHuROsa5020VhkEDKgp68FWpPpyV Bbd
1.5-0 1•S15 4-1.7
1•SO 1-515 2.7.8
a 1.Sx4 II
LOADING (psf) SPACING- 2-" CSI. OEFL. in (loc) Udell L/d
TCLL 20.0 Plate Grip OOL 1..2 TC 0 34 Vert(LL) 0.01 5 6 999 240
TCDL 100 Lumber DOL 125 BC 0.32 Vert(TL) 001 5-6 999 180
BCLL 0.0 ' Rep Stress Incr NO WB 004 Horz(TL) 0.10 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matnx-M)
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 4=22/Mechanical, 5=26/Mechanical, 6=334/0-6-7
Max Horz 6=113(LC 8)
Max Uplift4=-34(LC 5). 5=38(1-C 31), 6=225(LC 8)
Max Grav 4=27(LC 28), 5=24(LC 3). 6=334(LC 1)
FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown.
Scale - 1:19.0
PLATES GRIP
MT20 244/190
Weight: 19 lb FT = 20%
Structural wood sheathing directly applied or 4-2-3 oc purtins, except
end verticals.
Rigid ceiling directly applied or 104)-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd-108mph, TCDL=4.2psf; BCOL=3.Opsf; h=25ft; 8=45ft; L=2411; eave=oft, Cat. 11,
Exp B; Encl. GCpi=0.18; MWFRS (directional); cantilever left exposed ; end vertical left exposed, porch left exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 4, 38 lb uplift at joint 5
and 225 lb uplift at joint 6.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb up at 1-6-1, and 105 lb up at
1-6-1 on top chord, and 35 lb down and 17 lb up at 1-6-1, and 35 lb down and 17 lb up at 1-6-1 on bottom chord. The design/selection
of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2-60. 2-4=-60. 5.7-20
Concentrated Loads (lb)
Vert 3=69(F=35, 8=35) 6=7(F=4, B=4)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • VarNy design parameters and READ NOTES ON TIOS AND INCLUDED WTEK REFERENCE PAGE AWI.7473 rev. f0NN2015 BEFORE USE.
Design valid tot use only with MITek® connectors. This design is baud only upon parameters shown, and is for anuWdvidual budding component, not
a truss system Before use, the budding designer must verify the applicability ol design parameters and property IfirNWI to this design into the overall
budding design Bracing mdicaled is to prevent buckling of individual truss web anaor Word members only Additional temporary and permanent bracing
Is alive" required for suD6ey, and to prevent collapse with possible personal uqury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSViP11 Quality Criteria. OSBd9 and SCSI Building Componem 6904 Parke East Blvd
Salary Information available earn Truss Plate Instoute. 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Ply Park Sit HmlMargate.2000C
10ty r1221u73IPKS1966C-T K.M JACK 1 1
IO
Witmer. Carlow, rL 7 -U s Aug 15 2017 MITak Industries, Inc. Mon Oa 09 10.11.34 2017 Pape 1
10 rFfrtwM3Wq?GdreOMh420xyq-6K-HR>9Ywswc8loHuBOsa5O2OtbpkEYKf488FWpPpyVBbd
1.5-0 3-6-3 6-7.3
1-SO 3-&3 3.1.1
Scale - 1 16 3
N
30 =
6-7.3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.20 Veri(LL) -0.04 6-9 >999 240 MT20 244/190
TCDL 100 Lumber DOL 125 BC 0.37 Vert(TL) -0.11 6-9 >709 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 n/a n/a
BCDL 100 Code FBC2014rrP12007 Matrix-M) Weight, 27 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4-78/Mechanical, 2=369/0-10-10, 5=168/Mechanical
Max Horz 2=103(LC 21)
Max Uplift4=40(LC 8), 2=111(LC 8). 5=-32(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 2-10=-329/69, 3-10=318/76
BOT CHORD 2-12=121/302. 12-13=121/302, 6-13=121/302
WEBS 3.6=325/131
NOTES-
1) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opst; h=25f . 8=45ft; L=24ft; eave=oft; Cat. II;
Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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
frt between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 4, 111 lb uplift at joint 2
and 32 lb uplift at joint S.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-1,
51 lb down and 11 lb up at 1-6-1, and 71 lb down and 47 lb up at 4-4-0. and 71 lb down and 47 lb up at 4.4-0 on top chord, and 7 lb
down and 2 lb up at 1-6-1. 7 lb down and 2 lb up at 1-6-1, and 18 lb down at 4 4 0, and 18 lb down at 44-0 on bottom chord. The
design/selection of such'Connection device(s) is the'responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face,of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert. 1-4=60, 5-7=20
Concentrated Loads (lb)
Vert 12=4(F=2, B-2) 13=10(F=S, 8=5) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
QWARNING - Verify design parameters and READ NOTES ON T1dS AND INCLUDED al1TEK REFERENCE PAGE 11,1I1.7473 row. 10003/2015 BEFORE USE.
Design valid for use only with MITak® Connectors This design is baud only upon parameters shown, and is for an individual budding component, not
a truss system Before use, the budding designer must vent' the applicability of design parameters and properly IrieofWate this design into the overall
budding design Bracing indicated rs to prevent buckling of uMivldual truss web and/or Nord members only. Additional temporary and pemlanem bracing
is always required for stability and to proven Collapse with possible personal injury and property damage For general guidance regarding the
labroation. storage, delMry. ereaon and bracing of trusses and truss eyetems, see ANSIRPtt Quality Cederfa, DSS29 and SCSI Building Component 6904 Parke Fast BM
Sarety Imormation available from Truss Plate Institute, 218 N. Lee Street, Suite 3t2. Akxandna. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq HMIMarpae-2000C
T12215474
PKS1968C-T K.f/ JACK 4 1
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Mkt -Florida Lumber. Sanow, FL. 7 WO s Aug 16 2017 MRek Industries. Inc. Mon Oct 09 10.11.35 2017 Page 1
ID rfhtwM3Wq?GdreOMh4ZDxyq_6K4dZXIFtYNSOeu2mcOldbbOjc8Ze32CLNvFMxFyVBbc
1•S-0 5-2-6 9.10.13
1-11 6-2-6 4$7
Scale = 1:22.4
20 = 1x4 II 5
30 =
S-2.6 4-&7
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -003 6-7 >999 240 MT20 244/190 TCDL
100 Lumber DOL 1 25 BC 044 Vert(TL) -0.09 6-7 >999 180 BCLL
0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) 0.01 5 n/a n/a BCDL
10.0 Code FBC2014rrP12007 Matrix-M) Weight: 42 lb Fr = 20% LUMBER-
BRACING. TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT
CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 4=131/Mechanical, 2=522/0-10-10, 5=321/Mechanical Max
Horz 2=142(LC 21) Max
Uplr t4=70(LC 8), 2=149(LC 8), 5=71(LC 8) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 2.11=753/131, 11-12=715/139, 3-12=672/137 BOT
CHORD 2-14=-209/675, 14-15=209/675, 7-15=209/675, 7-16=209/675, 6-16=-209/675 WEBS
3-7= 0/263, 3-6=733/227 NOTES-
1)
Wind: ASCE 7-10; Vuft-140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL-3.Ops1; h=25ft; B=45ft; L=24ft, eave=4ft; Cat. It: Exp
B, End., GCpi=O 18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads 3) '
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. 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at join 4, 149 lb uplift at joint 2 and
71 lb uplift at joint 5 6) "
Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-1, 51
Ito down and 11 lb up at 1-6-1, 71 lb down and 47 lb up at 4-4-0, 71 lb down and 47 lb up at 4-4-0, and 94 lb down and 79 lb up at 7-
1-15, and 94 lb down and 79 lb up at 7-1-15 on top chord, and 7 lb down and 2 lb up at 1-6-1, 7 lb down and 2 lb up at 1-6-1, 18 lb down
at 4-4-0, 18 lb down -at 4-4-0, and 34 lb down at 7-1-15. and 34 lb down at 7-1115 on -bottom chord The design/selection of such
connection device(s) is the responsibility of others. 8)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD
CASE(S) Standard 1)
Dead + Roof Live (balanced) Lumber Increase-1.25, Plate Increase=l 25 Uniform
Loads (pIQ Vert:
1-4-60, 5-8-20 Concentrated
Loads (lb) Printed copies of this document are Vert.
13=59(1`=29, 13=29) 14=4(F=2, B=2) 15=-10(F=-5, 13=5) 16=-37(F=-18, B-18) not considered signed and sealed and the
signature must be verified on any
electronic copies 0
WARNING • Varfly design parameters and READ NOTES ON MS AND INCLUDED AOTEK REFERENCE PAGE AN-7473 rev. reNMIS BEFORE USE. 1 Design
valid for use only with MiTekB Connectors This design is based only upon parameters shown, and is for an individual budding component, not a
truss system Before use. the budding designer must verity the applicability of design parameters and properly incorporne this design into the overall building
design Bracing indicated IS to prevent buckling of irWnidual truss web and/or chord members only. Additional temporary and permanent bracing is
always required for stablity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, ire ANSVTPII Oualhy Criteria, OSS49 and SCSI Building Component $904 Parke East Blvd Safety
Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandra, VA 22314 Tempo. FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
3/4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-1a.
For 4 x 2 orientation, locate
plates 0- 'rrd' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20120
software or upon request
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
SCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
Drawings not to scale)
2 3
TOP CHORDS
C1.2 C2J
p WEBS c,r
4
O y1wAU
ll 0
O
H
ra
BOTTOM CHORDS
8 7 6
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required See SCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor 1
O bracing should be considered.
0:
O 3. Never exceed the design loading shown and never
Ustack materials on inadequately braced trusses.
p4. Provide copies of this truss design to the budding
designer, erection supervisor, property owner and
all other interested parties.
5 I 5. Cut members to bear lightly against each other.
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
2012 MiTek® All Rights Reserved
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7 Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted. moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
speed.
13. Top chords must be sheathed or pudins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing.
or less, if no ceiling is installed, unless otherwise noted.
15 Connections not shown are the responsibility of others.
16. Do not cut or after truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front. back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSVTPI 1 Oualdy Criteria.
I 41'- 0' 12'- 0' 12•- 0"
3% 0• r- 0' /B
I
r- o• s/B J a - s 5/s I -A
I _ t 2'_ O• _ I _ 6'- B' I
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED.
ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED.
RECORD COPY
J\ODING
SPNFoEtO
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17-3057
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2-PLY HGR
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
1966 - C
I12" TRAY OPT.
PKS1966C-T IwA lio-617i emax
RECORD COPY
City of Sanford
Building and Fire Prevention
Product Approval
017 " 3057
Permit #
Project Location Address
Specificati
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuilding.oro.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal
1. Exterior Doors
Swinging Therma - Tru Single Door FL8871.5
Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL.15332.4
Sectional Clopay Building Products 94rr40-W4 FL15279.20
Roll U
Automatic
Other
2. Windows
Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2
Horizontal Slider
Casement
Double Hun
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1
Awnin
Pass Through
Projected
Mullions MI Windows & Doors 5764 Vedcal Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category/Subcategory Manufacturer Product
Description(including
Florida Approval #
decimal
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FL13223.2
Soffits - Aluminum Coils, Inc Coils / Soffits FL12194.1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1
Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1
Roofina Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shinales Roofing
tiles Roofing
Insulation
Waterproofing
Built
up roofing System
Modified
Bitumen Single
Ply Roof Systems
Roofing
slate Cements/
Adhesives /
Coatin
Liquid
Applied Roofing
Systems Roof
Tile adhesive
Spray
Applied Polyurethane
Roofing
E:
P.S. Roof Panels
Roof
Vents Other
June
2014
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal
5. Shutters
Accordion
Bahama
Colonial
Roll u
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Connectors /
Anchors
Truss Plates
En ineered Lumber
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signature
Applicant's Name
Please Print)
June 2014
Ala
Florida Building Code Online Page 1 of 4
ProfesMonal Resplaffilon
SCiS Home I tap In I user Registration Hot Topics Submit Surcharge Stats 6 facts ; Publications FBC Stall ; SCiS Site Map' Links search j
lori a
rProduct Approval
LI e I 4.11DI-1 USER: Public Uslr
t a m
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL8871-R7
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived 10
Product Manufacturer Therma-Tru Corporation
Address/Phone/Email 118 Industrial Drive
Edgerton, OH 43517
419) 298-1740
rickw@rwbldgconsultants.com
Authorized Signature Vivian Wright
rickworwbldgconsultants. com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
C Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Ryan J. King, P.E.
C Validation Checklist - Hardcopy Received
Certificate of Independence , FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE. Ddf
Referenced Standard and Year (of Standard) Standard Year
ASTM D1929 1996
ASTM 02843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL8871 R7 Eouiv of STANDARDS (a).Ddf
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Florida Building Code Online Page 2 of 4
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method 1 Option D
10/13/2016
12/13/2016
10/21/2016
12/15/2016
FL # Model, Number or Name Description
8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single
Door (X) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.1.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Rustic" Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.2.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.3.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.3.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ)
8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.4.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ
8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.S.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5 odf
Created by Independent Third Party: Yes
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Florida Building Code Online Page 3 of 4
specific Model and for any other additional use limitations
and installation instructions.
8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.6.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ
8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.7.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ
8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) -
ClassicCraR" or "ClassicCraft Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (al INST 8871.8.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.9 1. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with
ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (al EVAL 8871.9.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ
Bads Next
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487.1824
The state of Florida is an AA/EEO employer. Coovnaht 2007.2013 State of Flonda.:: Privacy Statement :: Accessibility Statement :. Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do nor send
electronic mail to this entity. Instead, contact the Orrice by phone Or by traditional mail. If you have any questions, please Contact 850.487.1395. 'Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one. The emads provided may be used for Official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be.made available to the public. TO determine If you are a licensee under
Chapter 455, F.S., please click here
Product Approval Accepts:
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Florida Building Code Online Page 4 of 4
Credr Card
Safe
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R
THERMAITRU
0
THERMA TRU DOORS
1 1 B INDUSTRIAL` DR., EDGERTON, OH 4351 7.
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTS WING
GENERAL NOTES rrI me r
1. This product has been evaluated and k in compliance with the 51h Edition (2014) Rondo Building Code (FBC)
structural requirements including the'Tfigh Velocity Hurricane Zone" (HVHZ).
2. Product anchors shah be as fisted and spaced as shown on details. Anchor embedment to base material shag be
beyond wag dressing or stucco.
3. When used in the "HVHZ" this product complies with Seclion 1626 of the Florida Building Code and does not require
an impact resistant covering.
4. •When used in areas outside of the "HVHZ" requbing wind bome debris protection this product complies wilh Section
1609.1.2 of the FBC and does not require on impact resistant covering. This product meets mtsshe level'D" and
Includes Wind Zone 4 as dented In ASTM E 1996 and Section 1609.1.12 of the FBC.
5. For 2x stud framing construction, anchoring of these units shag be the some as that shown for 2(buck masonry
construction.
6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed
engineer or registered architect.
7. Oulswing configurations using coastal sill item R4 under active doors meet water Infiltration requirements for "HVHZ".
8. Inswing configurations and outswing configurations using sill item ift under the door do not meet the water
infiltration requirements for the "HVHZ" and shag be installed only In non-hobitable areas or at habitable locations
protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less
than 45 degrees.
TABLE OF CONTENTS
SHEET / DESCRIPTION
1 Typical elevotions, design pressures 6 general notes
2 Door panel defogs (Smooth star
3 Door pone! detoils (Fiber classic
4 Horizontal cross sections
5 Vertical cross sections
6 Buck and Iran* - 2X buck masonry construction
7 1 Frame anchoring - IX buck masonry contruclion
B 1 NO of Materials & Components
37.75 MAX.
Fr —
FRAME WIDTH
36.W MAX.
PANEL WIDTH
D
x =
d
O
D .. : y • t COVERALL-uL YIGrv - 41 s i?
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37.7S" x 98.00" 80.0 80.0 SMOOTHSTAR
OUTSWING
37.75" x 96.5W 80.0 80.0 INSWING
37.75" x 98.00" 80.0 80.0 FIBERCLASSIC
OUTSWING
37.75- x 96.50" I 80,0 80.0 See $
heel B for design pressure fmitafbns. 1—
N.T.S. Mff"'
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L DETAIL A -A J
DOOR ANEL
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NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42(
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EXTERIOR INTERIOR EXTERIOR INTERIOR
3 VERTICAL CROSS SECTION
1 VERTICAL CROSS SECTION 2 VERTICAL CROSS SECTION S atswing conjurafbn
S Outswing shown - inswing S Shown w/IX subbuck see general r» es sheet I GI o
atroopprsv d f waterinfllration
0
a a
EXTERIOR INTERIOR EXTERIOR INTERIOR
0
40 40 INTERIOR EXTERIOR inz
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4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION o°r. or. LFS
S bwMng configuration S Inswing configuration 5 Outswing configuration OPAR p NO,
a
see general notes, sheet I9
Iof1fVHZ'walerinAtratbn
see eneral notes, sheet I
a Hi waterinfdtrotbn
see general notes. sheet 1
1for VHPwaterfnfdlratbn
m
FL-8871.5 ao
srrm -1 ore p" requiements nequbements requirements
41
D
r'
TYP. HEAD S
MASONRY
JAMBS
OPENING
O
2X BUCK
BUCK ANCHORING
CONCRETE ANCHOR NOTES:
I. Concrete anchor locations of the comers may be adjusted to maintain the min.
edge distance to mortar Joints.
2. Concrete anchor locations noted as MAX. ON CENTER must be adjusted to
maintain the min. edge distance to mortar joints, addlional concrete anchors
may be required to ensure the MAX. ON CENTER' dimension are not exceeded.
3. Concrete anchor fable:
6.
L o o
rlZd m z48w.:
l .} i u Z u
MASONRY
TYP. HEAD 8 \, § d af a
OPENING
JAMBS \ \ a a
v`
g4
c= 0
c 1J
Ja
FRAME z
tq0 oOx
2X BUCK
Uz
1
f, w
HINGE JAMB FRAME ANCHORING STRIKE JAMB
Masonry 2X buck corshuctbn Tff
ANCHOR: ANCHOR MIN.:';: MIN. CLEARANCE MIN. CLEARANCE
TYPE TYPE SITE: ': EMBEDMENT..• TO MASONRY...".• TO'ADJACENT
EN
EDGE:'''':.`. ANCHOR.. :.",ANCHOR:'-:'-
o 4" 2" 4"
TAPCON
ELCO s 1/4" 1.1/4" 1" 4'
ULTRACON
I
WOOD SCREW INSTALLATION NOTES:
I. Maintain a mirdmum 5/8" edge distance, I"end distance, R 1"o.c. spacing of
wood screws to prevent the sp011ing of wood.
HINGE DETAIL LATCH i DEADBOLTDETAIL
r; N.T.S.
on DWS
en LFS
roc ro.:
FL-8871.5
T 6 OF 8 4
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M
FRAME 1S
Q:
a
I17
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IXBUCK 0 0: LATCH
A DEADBOLT DETAIL o
0
in
HINGE
JAMB STRIKE JAMS 11 .101 0 W CONCRETE
ANCHOR NOTES: FRAME ANCHORING maintain
the n*t mmortry IX buck construction 12 La W 1. Concrete anchor locations of the comers may be adAnted to _01 edge "once to morlarlointL 2.
Concrete anchor locations noted as *MAX ON CENTER' mull be ocMted to maintain
the min. edge distance to morfor Joints. additional concrete anchors L maybe
reqt*ed to enstwe the MAX. ONCENTWdlmensbn are not exceeded. 3.
Concrete anchor table: 12 MIN.
31F RAN MI ANCHOR'
ANCHOR IN, N. CLEARANCE TO
MASONRY': TO ADJACENT." z
R "
N. ' Y . - .. . ... —7L
U2 _
0 as .EMBEDMENT'..': EDGE :'ANCHOR-.
TYPE.-' -SIZE.- -AT 2108 W ANCHOR' 1/
4"
I-I/r r SCALL N.T.S. I IW
HINGEDETAIL,
UWG. an
OWS a T PCO
Co.. ANo3/11V 1-1/4' r . 06L st,
LFS WOOD SCREW
INSTALLATION NOTES 0PANOWND: 1. Maintain
a n*tfnwm 5/8edge distance, I' end distance, l'o.c. spachV of FL-8871.5 wood screws
to prevent the spltI&V o(wood. a SW _L
OF
BILL OF MATERIALS
ITEM DESCRIPTION MATERIAL
A I X BUCK SG >= 0.55 WOOD
B 2XBUCK SG>=0.55 WOOD C
MAX. 1/4" SHIM SPACE WOOD D
1/4' X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL E
MASONRY - 3.000 PSI MIN. CONCRETE CONFORMING TO ACI 301ORHOLLOWBLOCKCONFORMINGTOASTMC90CONCRETE
G
3/16" X 3.1/4" PFH ITW CONCRETE SCREW STEEL J
1/4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL L
N 10 X 24/T PFH WOOD SCREW 1.1 S" MIN. EMBEDMENT STEEL I
INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD- 2
INSWING THRESHOLD MWHP5 ALUMJCOMP. 3
INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M ALUM./COMP. 4
OUTSWING COASTAL THRESHOLD ALUM./WOOD 5
OUTSWING STANDARD THRESHOLD ALUM./WOOD 6
INSWING THRESHOLD ALUMJCOMP. 7
DOOR BOTTOM SWEEP VINYL 8
JAMB PINE SG >= 0.42 WOOD 9
JAMB (OAKI SG >= 0.42 WOOD 10
WEATHERSTRIP FOAM II
HINGE STEEL 12
010 X 3/4" PFH SCREW STEEL 13
N9 X 3" PFH WOOD SCREW STEEL 14
LATCH STRIKE PLATE STEEL 15
SECURITY STRIKE PLATE STEEL 16
N8 X 2-1 /T PFH SCREW STEEL 17
08 X 3/4" PFH SCREW STEEL 18
KWIKSET SERIES PASSAGE LOCK STEEL 19
KWIKSET SERIES DEADBOLT (6601 STEEL 40
1 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41
DOOR SKIN 0.07T THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS 42
TOP RAIL SMOOTH STAR COMP. 43
LOCK STILE SMOOTH STAR WOODAVL 44
HINGE STILE SMOOTH STAR WOOD 45
BOTTOM RAIL SMOOTH STAR COMP. 46
PANEL REINFORCEMENT 0.023" THK. SMOOTH STARI STEEL 47
FOAM CORE POLYURETHANE 60
FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61
DOOR SKIN 0.13T THK. FIBER CLASSIC = 6,000 PSI N. FIBERGLASS 62
TOP RAIL FIBER CLASSIC COMP. 63
LOCK STILE IFIBER CLASSIC WOOD/LVL 64
HINGE STILE FIBER CLASSIC WOOD 65
1 BOTTOM RAIL FIBER CLASSIC COMP. 66
1 PANEL REINFORCEMENT 0.023" THK. IFIBER CLASSIC STEEL 67
1 FOAM CORE I POLYURETHANE O
0 HEADt<SIDE Jambil
1 mot, 1
THRE LD trawl
v odNstoble 5.
87" S
RE LD irnwbv
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7s,---7
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MAX.
DESIGN PRESSURE E
H.T.S. or.
DWS W.
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No-- FL-
8871.5 8
or 8
Florida Building Code Online Page 1 of 3
MERRAMAL
Business' & ' t t .a
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Q a
scts Home I Log to I user Registration Hot Topia ( Submit surcharge I sets s Facts ; Publications I FSC staff I sus she Map I Link I search I
Or02"', Product Approval
USER: Public User
Product Approval Menu > Product or Apoli[atron Search > Aoolication Lis[ > Application Detail
FL # FL15332-R3
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived G
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Sliding Exterior Door Assemblies
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 Luis Roberto Lomas
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2017
Validated By Steven M. Urich, PE
E/ Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
a amenrinji
Standard
AAMA/WDMA/CSA 101/I.S.2/A440
Method 1 Option D
Year
2008
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Florida Building Code Online Page 2 of 3
Date Submitted 10/29/2015
Date Validated 10/30/2015
Date Pending FSC Approval 11/01/2015
Date Approved 12/15/2015
Date Revised 08/11/2017
Summary of Products
FL # Model, Number or Name Description
15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R3 11 08-00500D.odf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510807C.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
1S332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS332 R3 11 08-00498D.odf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510805C.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO
REINFORCED 145-3/4"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R3 II 08-02248B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 512968B.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX
REINFORCED 96"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL1S332 R3 It 08-02249B.odf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96"
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLiS332 R3 11 08-02250B.odf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLiS332 R3 AE S12970B.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX
ALUMINUM SGD 96"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS332 R3 11 08-00499D.odf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT- FOR DESIGN FLIS332 R3 AE 510806C.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96"
ALUMINUM SGD
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R3 II 08-00501D.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwd)gtH8572gvd Wldk... 9/7/2017
Florida Building Code Online Page 3 of 3
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510808C.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS332 R3 II 08-00502D.odf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510809C.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX
ALUMINUM SGD 143"x96"
Limits of Use Installation Instructions '
Approved for use in HVHZ: No FLIS332 R3 II 08-00503D.odf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510810C.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
Bark Next
Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 8S0-487-192
The State of Florida is an AA/EEO employer. Coovneht 2007.2013 State of Flenda. ;: Privacy Statement :: Accessibility Statement ;: Refund S tement
Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public•recOrds request, do not send
electronic mall to this entity. Instead, contea the oMce by phone or by traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to
Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If
they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please clock here .
Product Approval Accepts:
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Credit Card
Safe
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REMSWNS
REV DESCRIFICH DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
8 REVISED INSTALLATION DETAILS 08/03/15 R.L.
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1% BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED
DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE
SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR
ENGINEER OF RECORD.
4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT
SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR
CALCULATIONS.
5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5
6. UNITS MUST BE GLAZED PER ASTM E13DO-04 WITH SAFETY GLASS
7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
8. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE
SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-.
9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RA710 IS EOUAL OR GREATER THAN 1.0 DO
NOT REQUIRE WATER INFILTRATION RESISTANCE.
OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT
10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE
ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH
TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE
DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
12 FOR ANCHORING INTO METAL STRUCTURE USE J10 SMS OR SELF DRILLING SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
13 ALL FASTENERS TO BE CORROSION RESISTANT.
14 INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI.
C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N, TYPE 1 (OR GREATER).
D METAL STRUCTURE STEEL TOGA, 33KSI OR ALUMINUM 6063-T5 1/8- THICK MINIMUM
15. APPROVED CONFIGURATIONS: OX. X0, XX, XP, PX, XIP, PI%
SIGNED: 10/23/2015
MI WI9000LAKESIoARKWS D LLCPDOOVRY
FLOWER MOUND, TX 75028
f:11lowjz
GEIVs 9d+%
TABLE OF CONTENTS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0
ro-;-01wSHEETN0. DESCRIPTION NOTES TAT
T NOTES
REv FS'1OR10PoRAwN. Dwe No
08 B i
7sjONA11 a\
4 - 0 INSTALLATION DETAILS er•,r NTS DATE 10/30/13 sE'190F 10
6' MAX
96' MAX FRAME WIDTH
2) ANCHORS PER LOCATION
SEE CHART #3
FOR NUMBER OF LOCATIONS
REOUIRED
r
17' MAX
I r-r O.C. rl
6' MAX
17' MAX
O.C.
16'
IAx
AME
IGHT
6' MAX
6' MAX
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
t35.0PSF NONE
SEE CHARTS II AND 42 FOR OTHER UNITS RATINGS
REVSIDNS '
REV I DESCRIPTION I WE I APPR04D
A ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 IRL
B REVISED INSTALLATION DETAILS 1 08/03/15 11 R L.
CHART41
WHERE WATER INFILTRATION RESISTANCE IS REQUIRED.
SEE NOTE 9 SHEET I
Design pressure chart (pso
Frame
Single Panel and Total Frame VUIdIA (in)
Height
in)
30.0 36.0
72.00
42.0
04.00
1 48.0
96.00
Pos Pos Neu Pos Neu Pos I Meg Pos I Meg
04.0 400 58.4 40.0 609 40.0 45.7 40.0 42.0
88.0 40.0 55.2 400 48.0 1 40.0 43.0 39.4 39.4
92.0 40.0 52.4 40.0 45.4 40.0 40.6 37.1 37.1
96.0 40.0 49.8 400 43.1 38.4 38.4 35.0 35.0
CHART 02
WHERE WATER INFILTRATION RESISTANCE IS NOT REOVIRED.
SEE NOTE 9 SHEET I
Design pressure chart (pso
Frame
Single Panel end Total Frame VVldlh (In)
Height
n)
30.0
60.00
36.0
72.00
42.0
4.00
48.0
96.00
Pos I Meg Pos Meg Pos Meg Pos Meg
84.0 58.4 58.4 50.9 50.9 45.7 45.7 42.0
42N-3-
CHART13
Number of anchor locations required
Frame
Sbngle Panel and Total Frame VVkM (n)
Height
In)
30.0
60.0
36.0
72.0
1 42.0
84.0
48.0
96.0
HdS Jamb HdS Jamb H3S Jamb H&S Jamb
04.0 4 6 5 6 6 6 6 6
08.0 4 6 5 6 6 6 6 6
92.0 4 6 5 6 6 6 6 6
96.0 1 4 6 5 6 6 6 1 6 6
MI WINDOWS AND DOORS LLC
1900 LAKESIDE PARKWAY
FLOWER MOUND, TX 75028
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 96"
ELEVATION
MGWN: VWC ND
V.L. 08-02249
SG4E NTS ICATC 10/30/13 ISHEE72 OF 10
SIGNED: 1012312015
R I li 0'///'/
r••y\OEMi 9dn%
6
TAT E OF ;
o`
S OR10P
i,is/ONA 11ia\\'
A
FF
HE
96" MAX FRAME WIDTH
1) ANCHOR PER LOCATION
AT HEAD k JAMBS
SEE CHART #4
FOR NUMBER OF LOCATIONS
REOUIRED
6" MAX
I r
17 MAX _
O C 6 MAX
6" MAX
17" MAX
O.C.
6" T—
AX
WE
GHT
6" MAX
I
2) ANCHORS PER LOCATION
SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL
EXTERIOR VIEW SEE CHART J4
FOR NUMBER OF LOCATIONS
DESIGN PRESSURE RATING IMPACT RATING
REOUIRED
t35.OPSF NONE
SEE CHARTS 11 AND 12 SHEET 2 FOR OTHER UNITS RATINGS
REVWNS '
DESCRIPTION DATE APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL.
REVISED INSTALLATION DETAILS 08/03/15 1 R.L.
CHART 14
Number of anchor locations required
Single Panel and Tolal Lnd WOh (n)
Fran
Height
n)
30.0
60.0
36.0
72.0
42.0
64.0
46.0
96.0
H&S Jamb H&S H&SJamb
M.0 4 6 5 6
66.0 4 6 5 M66S 6
92.0 4 6 5 6
66.0 4 6 5 6
MI WINDOWS AND DOORS LLC
1900 LAKESIDE PARKWAY
FLOWER MOUND, TX 75028
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 96"
FIN ELEVATION
DRAWN: OIIC NO REV
V.L. 08-02249 B
CAE NTS IDAE 10/30/13 ISHE73 OF 10
SIGNED: 1012312015
5\
11vt1.
L0w/' iv •VGENS'gs
pTATEOFowt
REVISIONS '
1 /2' MIN. REV DESCIOPRON DATE APPROVED
EDGE DISTANCE
A ADDED RANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R L
1 MIN.
WOOD FRAMING
OR 2X BUCK
EMBEQMENTEY1
BY OTHERS
1/4-
MAX.
SHIM
10 WOOD SPACE 1 3/8" MIN. I.- 1/4• MAX.
SCREW EMBEDMENT I SHIM SPACE
I
I INTERIOR
1/2- MIN.
EDGE DISTANCE
R10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
EXTERIOR 11 11 11 11 INTERIOR
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES.
I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2I 12
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
MIN.
ENT
AIN
tln,t uIzTANCE
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SIGNED: 1012312015
MI WI9000LAKE5IDARKWS D LLC
5 %R LO,y//',, PDOOyR Y
FLOWER MOUND, TX 75028 GEIYS
0 6 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER
FRAME INSTALLATION DETAILS AO,• TAT OF
OR10*• DRAWN: oWc No REV
OBET490F 8 i S••• OSONA11\\\\ scuE NTS °`h 10/30/13 10
METAL
STRUCTURE
BY OTHERS
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
3/4" MIN.
EDGE
DISTANCE
1/4" MAX.
8 r SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
EXTERIOR II II ' II II INTERIOR
3/4" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
I-
3/4- MIN
EDGE DISTANCE
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
REVISIDNS .
REV DESCIIIVm" DATE I APPMAD
A ADDED FLANGE AND nN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 05/03/15 R.L.
1/4' MAX.
SHIM SPACE
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 1012312015
MI WILLC R IIL109% OOOLAKESIDDPDOOVRAFLOWER
MOUND. TX 75028 v,•GENSh• s% NOTES:
SERIES
420 SGD REINFORCED WITHOUT ADAPTER 96"
x 96" 0,,
6 6 *= v
I. INTERIOR AND EXTERIOR FINISHES.BYOTHERS, FRAME INSTALLATION DETAILS D , TAT OF NOTSHOWNFORCLARITYPERIMETER
AND JOINT SEALANT BY OTHERS TO BE DRAW DTTG ND. i'S :°0 R1swt
DESIGNEDINACCORDANCE6YITHASTME22. 0802249dBSfONAaleNTS10/30/11 5 OF 10
2 1/Y MIN.
EDGE DISTANCE
e •
1 1/4" MIN
u
a
EMBEDMENT
1 1 4- MIN.
CONCRETE/ EMBEDMENT
MASONRY
1/4- MAX. BY OTHERS
SHIM SPACE
OPTIONAL
1X BUCK
TO BE 2 1/2-
PROPERLY I MIN.
SECURED EDGE
SEE NOTE 3 DISTANCE
SHEET 1 1
L
3/16" TAPCON
3/ 16' TAPCON
CONCRETE/MASONRY
BY OTHERS
EXTERIOR INTERIOR
SILL TO SET IN
A BED OF
I APPROVEDESEALANT
3/16" TAPCON
OPTIONAL 1X BUCK
MASONRY/ TO BE PROPERLY
CONCRETE SECURED
BY OTHERS SEE NOTE 3 SHEET 1
1 1/4" MIN.
a" EMBEDMENT
G•.
a •..'I .
2 1/2- MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE"SONRY INSTALLATION
RMSgMs '
DCSCRwnoN Wi APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
INTERIOR
F
EXTERIOR
JAMB INSTALLATION DETAIL
CONCRETE MASONRY INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
SIGNED: 1012312015
LLCMIWINDOWSDDOOR1900to
9 i/ LAKESIDE WAPARKWAY ft..
FLOWER MOUND. TX 75028 CENy s%
5 *= QATi—OF
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 9IOFRAMEINSTALLATION DETAILS o0
i s j°1OR10t:6 oRAwN oRc No. REV
08 BNA
1 a\` scua a1L sNcn249NTS1030/13 6 OF 10
1/2" MIN.
r EDGE DISTANCE
WOOD FRAMING
I
1 3/8" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1/4" MAX.
SHIM SPACE
10 WOOD
SCREWS
EXTERIOR UJJ LLU INTERIOR
10 BE SET IN
OF
NED SEALANT
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
MIN.
WENT
LVl>C VI INIVI.L
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES.,
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
RVASIDNS '
DESCRIPTION DATE I APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS OB/03/15 R.L.
1 3/8" MIN. 1/4" MAX.
EMBEDMENT SHIM SPACE
INTERIOR
1/2" MIN.
EDGE DISTANCE
nE
III 1
SCREWS
WOOD -/I A I1I11L-A-==:A111L
EXTERIOR
WOOD FRAMING
7—
JAMB INSTALLATION DETAIL
OR 2X BUCK
WOOD FRAMING OR 2X BUCK INSTALLATION
BY OTHERS
SIGNED: 1012312015
MI WINDOWS AND DOORS LLC vui111i1/1j,
1900 LAKESIDE PARKWAY R.L0/i///
9UT i FLOWER MOUND, TX 75028 v •GENS
SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1 D 95.
9ST x 96" tdFLANGEINSTALLATIONDETAILSpT(
s,,
O'^•
s ; l OR1? DRAWN: DWD MD. R[v
08 rt2 249 B S/DNA 110a sous aTENTS 10/30/13 7 OF 10
METAL
STRUCTURE
BY OTHERS
3/4" MIN
EDGE rDISTANCEI
EXTERIOR
1/4' MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
REMSIONS
DESCRIPTION DATE APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 108/03/15 R.L.
1/4• MAX.
SHIM SPACE
3/4' MIN. INTERIOR
EDGE DISTANCE
SILL TO BE SET IN p10 SMS OR U 618—
A BED
SELF DRILLING
APPROVEEDD SEALANT
SCREWS
R10 SMS OR METAL
SELF DRILLING STRUCTURE
SCREW
BY OTHERS
EXTERIOR
METAL
STRUCTURE JAMB INSTALLATION DETAILii1HBYOTHERS
METAL STRUCTURE INSTALLATION
3/4• MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
NOT SHOWN FOR CLARITY
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 10/23/2015
MI WINDOWS AND DOORS LLC 1 11111II/,
1900 LAKESIDE PARKWAY
FLOWER MOUND, TX 75028
5
CENS 9U+% v
SERIES 420 SGD REINFORCED WITHOUT ADAPTER No,,8F5r•=
96" x 96" 01
FLANGE INSTALLATION DETAILS pO•• TAT iv
DRAWN:DRC NO.
908IS-8
7S/11IIAScuENTSD"TE 10/30/13 S-89OF 10 III0?\\``
RMSIDNS
2 1/2" MIN. — I
REV DE5CRFTKM WTE APPROVED
EDGE DISTANCE I A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.I.
B REVISED INSTALLATION DETAILS 05/03/15 R L.
a ..
1 1/4" MIN
n
a; '
EMBEDMENT
1 1/4" MIN.
CONCRETE/ EMBEDMENT
MASONRY
1/4" MAX.
BY OTHERS
SHIM SPACE
OXTIONAL 1/4' MAX.
BUCK SHIM SPACE
2 1/2" INTERIORFPROPERTOLY1MIN.
SECURED EDGE
SEE NOTE 3
SHEET 1
DISTANCE
3/16' TAPCON
3/16" TAPCON
MASONRY/
CONCRETE
BY OTHERS
EXTERIOR LLB LUJ INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
4, 1 1/4" MIN
EMBEDMENT
e
VERTICAL CROSS SECTION
CONCRETE#AASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
3/16' TAPCON
CONCRETE/MASONRY
BY OTHERS
EXTERIOR
JAMB INSTALLATION DETAIL
OPTIONAL 1X BUCK CONCRETE7MASONRYINSTALLATION
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS LLC
1900 LAKESIDE PARKWAY
FLOWER MOUND, TX 75028
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 96"
FLANGE INSTALLATION DETAILS
DRAWN (avD ND. a
V.L. 08-02249
seat NTS I DA'E 10/30/13 SNP' 9 OF 10
SIGNED: 1012312015
J\
5 Rl l
to4f,,,/'/
0FAlSF9'P
GATE OF
OF•:10R10*• A,
i'0/01VA 11 aG`
WOOD FRAMING I
1/4" MAX
BY OTHERS SHIM SPACE
1 1r MIN.
L EMBEDMENTI —
APPROVED
SEALANT
BEHIND
FIN Q8
WOOD SCREW
7/16" MIN EDGE
DISTANCE APPROVED
SEALANT
BEHIND
FIN J8
WOOD SCREW
7/
16" MIN EDGE
DISTANCE 1 II EXTERIOR
INTERIOR
x
EXTERIOR
JAMB
INSTALLATION DETAIL WOOD
FRAMING OR 2X BUCK INSTALLATION REVISIONS
REV
DESCRNIION DATE APPROnD A
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B
REVISED INSTALLATION DETAILS 08/03/15 R.I. 1
5/8" MIN. EDGE
DIST. e
TRIM •
e 1
1 /4" MIN. INTERIOR
EMBEDMENT MASONRY/
CONCRETE BY
OTHERS I
BUCK BY OTHERS, HOOK
STRIP 1X BUCK TO BE PROPERLY
SECURED TAPCO
TAPCONEXTERIOR
PANEL
INTERLOCK HOOK
STRIP INSTALLATION MASONRYACONCRETE
1/
2" MIN EDGE
EMBEDMENT
DISTANCE
METAL STRUCTURE 3/
4" MIN. 1VCD
BY OTHERS EDGE
DISTANCE FRAMING
BY
OTHERS INTERIOR TRIM TRIM 1/
4" MAX. 1 3/8" MIN. F
SHIM SPACE EMBEDMENT INTERIOR r
HOOK
STRIP HOOK STRIP S
10 WOOD SCREW
SELF
DRILLING SCREW
SCRPANEL
EXTERIOR
PANEL INTERLOCK EXTERIOR INTERLOCK INTERIOR
HOOK
STRIP INSTALLATION HOOK STRIP INSTALLATION 2X
BUCKAN000 FRAMING METAL STRUCTURE I
I I I SIGNED: 1012312015 MI
N1I900oWS Y LLC ANDVERTICALitI
Llp
i CROSSSECTIONLAKESIDDEPARKWDOONWOOD
FRAMING OR 2X BUCK INSTALLATION FLOWER MOUND. TX 75028 v •\GE11d`'91L+ FOR
SILL INSTALLATION SEE SHEETS 4•9. NOTES:
EXTERIOR
FINISHES, BY OTHERS,TATNAILFIN
SERIES
420 SGD REINFORCED WITHOUT ADAPTER 96"
x 96"I0
V-
O'F-M, TSHOWNFOSHOWNFORCLARITY. HOOK INSTALLATION DETAILSNOT I PERIMETER
AND JOINT SEALANT BY 2S TO BE oaAwN. owc W. REv i FS RL p R t DESIGNEDINACCORDANCEWITHASTME2E.2. 08
B S1/1N1110% \`\ sc- NTS D`' 10/30/13 — 10 OF 10
Florida Building Code Online Page 1 of 6
nDR= OP
ProdessionAl Regulzifioh'
acts Home I Log In I Use, Registration I Mot Topic I Submit Surcharge I Sets a facts i Publications I FSC staff i BaS site Map I Link I Search I
Or r" Product Approval
USER: Public User
Product Aooroval Menu > Produtt or Application Search > Application List > Application Detail
FL # FL15279-R4
Application Type Revision
Code Version 2014
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer Clopay Building Products Company
Address/Phone/Email 8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterfield@clopay.com
Authorized Signature Scott Hamilton
sham ilton@clopay.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Sectional Exterior Door Assemblies
Compliance Method Certification Mark or Usting
Certification Agency Intertek Testing Services NA, Inc.
Validated By Gary Pfuehler
Ili Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Year
ANSI/DASMA 108 2005
ANSVDASMA 115 2005
ASTM E1886 2002
ASTM E1996 2002
ASTM E330 2002
Equivalence of Product Standards
Certified By Florida Ucensed Professional Engineer or Architect
FL15279 R4 Eauiv 20150319 - FBC - DASMA 108 eouiv.Ddf
FL15279 R4 Eauiv 20150319 - FBC - DASMA 115 eouiv.Ddf
Product Approval Method Method 1 Option A
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017
Florida Building Code Online Page 2 of 6
Date Submitted 03/19/2015
Date Validated 06/12/2015
Date Pending FBC Approval
Date Approved 06/21/2015
Date Revised 08/10/2017
Summary of Products
Go to Page 0 42
FL # Model, Number or Name
15279.1 001 W3-09 DSIE-1A171:2050,
2051, 2053, 4050, 4051, 4053, 62,
64, 65, 62G, 62LG, 64G, SDP38,
SFL38, SRP38, 134, 135, 136,
6130, 6131, 6133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-20 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.2 002 W3-09 DSIE-1A471: GD1SP,
GR1SP, GD1LP, GR1LP, AR15P,
AR1LP, ED1SP, ED1LP, 4132, 2132,
6132, SFC38, MFC38
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
0 a Page l/8O 0
Description
1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 29 ga. min.) Single -Car (up to 9'0" wide)
WINDCODEO W3 Garage Door
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and oroof
of inspection.odf
FL15279 R4 C CAC W3 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R4 II 101655-Revl2.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
Single -Car (up to 9'0" wide) WINDCODEO W3 Garage Door
Certification Agency Certificate
FLIS279 R4 C CAC Letter with proof of contract and proof
of inspection.odf
FLIS279 R4 C CAC W3 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R4 II 103952-RevOl.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.3 003 W3-09 DSIU-IA171' 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HOP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9',0" wide)
HDPL13, 7130, 7131, 7133, 8130, WINDCODEO W3 Garage Door18131,8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-20 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
004 W3-16 DSIE-1A171: 2050,
2051, 2053s 4050, 4051, 4053, 62,
64, 65, 62G, 62LG, 64G, SDP38,
SFL38, SRP38, 134, 135, 136,
6130, 6131, 6133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
ofinspection.odf
FL15279 R4 C CAC W3 Listino Intertek.Ddf
Quality Assurance Contract Expiration Date
O5/21/2028
Installation Instructions
FLIS279 R4 II 104175-RevOl.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODEO W3 Garage Door
Certification Agency Certificate
FLIS279 R4 C CAC Letter with proof of contract and proof
of Msoection.odf
FL15279 R4 C CAC W3 Listino Intertek.Ddf
Quality Assurance Contract Expiration Date
OS/21/2028
Installation Instructions
FL15279 R4 If 101820-Rev13.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3 y V VKJZ 1 QR... 9/7/2017
Florida Building Code Online Page 3 of 6
Evaluation Reports
Created by Independent Third Party:
15279.5 005 W3-16 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, ED1SP, EDILP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage16132, SFC38, MFC38 Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.6 006 W3-16 DSIU-1A171: 9130,
9131, 9133, HOP13, HDPF13,
HDPL13, 7130, 7131, 7133, 8130,
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant, N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
ofinspection.odf
FL15279 R4 C CAC W3 Ustino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL1S279 R4 II 104028-RevOl.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 Garage Door
Certification Agency Certificate
FLIS279 R4 C CAC Letter with proof of contract and proof
of inspection.odf
FLIS279 R4 C CAC W3 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R4 II 104168-RevOl.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.7
1007
W3-16 PAN-2F153: 73, 1500,
I Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, SS, 42B, WINDCODE® W3 Garage Door
48B, 55S, 4RST, 6RST, 4RSF, 6RSF
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.8 008 W4-09 DSIE-1F171:4300,
4301, 4310, 4400, 4401, HOG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, SF200, SE200, 6200,
6201, 6203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FLIS279 R4 C CAC Letter with proof of contract and proof
of inspection.pdf
FLIS279 R4 C CAC W3 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 101308-Revl2:odf
Verified By:'Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R4 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 R4 C CAC W4 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R4 11 1016S2-B-Revll.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) S:ngle-
AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door
HDGC, 6202, SFC68, MFC68
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof
Approved for use outside HVHZ: Yes of inspection.odf
Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.odf
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv"yVVKJZ 1 QR... 9/7/2017
Florida Building Code Online Page 4 of 6
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R4 II 103969-B-RevO2.odf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.10 010 W4-09 OSIU-I.F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODEO W4 Garage Door
8201, 8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FLi5279 R4 C CAC Letter with proof of contract and proof
of insoection.odf
FL15279 R4 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 104183-RevOl.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.11 011 W4-09 DSI1.10-11<479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0"
wide) WINDCODE® W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
of insoection.odf
FLIS279 R4 C CAC W4 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R4 II 104456-RevOl.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
1S279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door
42B, 48B, 55S, 4RST, 6RST, 4RSF,
6RSF, 2RST, GOSS, GD5SV, GRSS,
GRSSV, ARSS, AR5SV, EDSS,
ED5SV
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R4- C CAC Letter with proof of contract and proof
of insoection.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.odf
Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FLIS279 R4 II 3001S9-B-Revl6.odf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.13 013 W4-09 PAN-2F441: G4S, GS4,
G4L, GL4, GD4S, GD4L, GR4S,
GR41.G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AMS,
AR4L, SS4V, SL4V, AR4SV, AR4LV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.14
Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single -
Car (up to 9'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R4 C CAC Letter with proof of contract and proof
of insoection.pdf
FL15279 R4 C CAC W4 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 103486-B-RevO8.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
http://www.tloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017
Florida Building Code Online Page 5 of 6
014 W4-09 SPO-21`449:Grand
Harbor, Stone Manor
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-32 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
15279.15 015 W4-16 DSIE-1F171:4300,
4301, 4310, 4400, 4401, HDG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, SF200, SE200, 6200,
6201,6203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Steel Pan (min. 24 ga.) with Overlay Single -Car (up to
9'0"wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and oroof
of insoection.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL1S279 R4 II 103S49-Rev06.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 160" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R4 C CAC Letter with oroof of contract and proof
ofinspection.odf
FL15279 R4 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 101481-B-Revl3.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.16 016 W4-16 DSIE-1F471: GD2SP,
GR2SP, GD2LP, GR2LP, AR2SP,
AR2LP, ED2SP, ED2LP, 4302,
HDGC, 6202, SFC68, MFC68
Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
exterior skin 27 ga. min.; interior skin 27 ga. min.) Double-
Car (9'2' up to 16'0" wide) WINDCODE® W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof
of inspection.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.odf
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FLIS279 R4 II 104029-B-Rev03.odf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.17 017 W4-16 DSIEO-1F479:
Coachman/Settlers/Affinity
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-25 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.18 018 W4-16 DSIU-1F171: 9200,
9201, 9203, HDP20, HDPF20,
HDPL20, 7200, 7201, 7203, 8200, 18201,8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
Double Skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 279a. min.) with Overlay Double -Car (up to
16'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R4 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 R4 C GAG W4 Listing intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R4 II 103046-Rev07.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports.
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODEp W4 Garage Door
Certification Agency Certificate
FL 15279 R4 C CAC Letter with proof of contract and proof
ofinspection.odf
FLIS279 R4 C CAC W4 Listino Intertek.odf
Quality Assurance Contract Expiration Date
O5/21/2028
Installation Instructions
FL15279 R4 II 104169-RevOl.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv'yVVKJZ 1 QR... 9/7/2017
Florida Building Code Online Page 6 of 6
comply with the impact resistant requirement for windborne Evaluation Reports
debns regions (ref 1609.1.4 FBC). Created by Independent Third Party:
15279.19 019 W4-16 DSI1.10-11<479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to
16'0" wide) WINDCODE® W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FLIS279 R4 C CAC Letter with proof of contract and oroof
of inspection.odf
Impact Resistant: N/A FL15279 R4 C CAC W4 Listino Intertek.adf
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
FLIS279 R4 II 104457-RevO2.ndf
Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, SS, WINDCODE® W4 Garage Door
4RST, 6RST, 4RSF, 6RSF, GOSS,
GD5SV, GR5S, GR5SV, ARSS,
ARSSV, EDSS, EDSSV
Limits of Use Certification Agency Certificate
Approved for use in HVHZ, No
Approved for use outside HVHZ: Yes
FL15279 R4 C CAC Letter with proof of contract and proof
of inspection.odf
Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.pdf
Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for
windborne debris regions.
FLIS279 R4 II 101711-B-RevlS.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Go to Page O a
Bath He.t
d Page l/80 42
Contact Us •: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850.487-1824
The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:. Privacy Statement .: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public reebrds. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487. 1395. 'Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please dick here .
Product Approval Accepts:
M0® 94-
Civilit-Card
Sate
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017
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SEE NEW V. 3'
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2-1-2-1 PATTERN (I.E. TWO U-BURS ON
BOTTOM SECTION. ONE U-BAR ON NEXT SECTION,
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r2xa. Com OFI - (513) 770-45W Kam® Im R A5P.E.M1513 .,..... DESIGN
LOADS: +24.0 PSF ! -24.5 PSF TEST
LOADS: +3I.0 PSF t -37.0 PSF IAIM
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MrIa1 Ica ouAL rMnDESIGNLOADS: +24.0 PSF
A -24.5 PSF TEST LOADS: +38.0 PSF
A -37.0 PSF W 4 I I S'
O'W N I OWN CLASSIC AND CH RP STEEL
PAN R' JAC DOUBLE -CAR, 10V +
24 -24.5 PSF D aUVDG NU 004 VDA
on Mww n 101711 IBC
Florida Building Code Online Page 1 of 3
7.
Business & ProfessionatRegulation
SCIS Home I Lop In User RegiStriltion i Hot TOP -CS ( Submit Surcharge scats m Facts ; PublicationsFBC Stag SaS Site Map Lmks Search Florida
t*
USER:
Product
ApprovalI
PublicUserC
Product
Approval Menu > Product or Application Search > Application List > Application Detail FL #
FL17499-R1 Application
Type Revision Code
Version 2014 Application
Status Approved Approved
by DBPR. Approvals by DBPR shall be reviewed and ratified by
the POC and/or the Commission if necessary. Comments
Archived
Product
Manufacturer MI Windows and Doors Address/
Phone/Email 650 West Market Street Gratz,
PA 17030 717)
365-3300 Ext 2560 bsitlinger@miwd.
com Authorized
Signature Brent Sitlinger bsitlinger@miwd.
com Technical
Representative Address/
Phone/Email Quality
Assurance Representative Address/
Phone/Email Category
Windows Subcategory
Single Hung Compliance
Method Certification Mark or Listing Certification
Agency American Architectural Manufacturers Association Validated
By Steven M. Urich, PE Z
Validation Checklist - Hardcopy Received Referenced
Standard and Year (of Standard) Standard Year AAMA
506 2008 AAMA/
WDMA/CSA 101/I.S.2/A440 2008 Equivalence
of Product Standards Certified
By Product
Approval Method Method 1 Option A Date
Submitted 07/19/2016 Date
Validated 08/05/2016 Date
Pending FBC Approval Date
Approved 08/05/2016 http://
www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017
Florida Building Code Online Page 2 of 3
p
Summary of Products
FL # Model, Number or Name Description
17499.1 185 SH 5202 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact
2).Ddf
Impact Resistant: Yes
Design Pressure: +55/-55
FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact
3).Ddf
Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be
bedded in Pecora 896 sealant.
FL17499 Ri C CAC MI Windows - 185 SH (Flanoe) Imoact
2).odf
FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Impact
5).odf
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R1 II 08-02544A.0df
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 Ri AE 513320A.odf
Created by Independent Third Party: Yes
17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185
SH(FLG waiver)5-81G 1-8A S2 1-8X84 R60(100918).odfApprovedforuseoutsideHVHZ:. Yes •
FL17499 RI C CAC MI Windows - 185 SH (Fin) (101.odfImpactResistant: No
FL17499 Ri C CAC MI Windows - 185 SH (Fin) (9).odfDesignPressure: +60/-60
FL17499 Ri C CAC MI Windows - 185 SH (Fiance) (9).odfOther: R-PG55
Quality Assurance Contract Expiration Date
10/09/2018
Installation Instructions
FL17499 R1 11 08-02546A.Ddf
Verified By: Luis R Lomas PE 62S14
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R1 AE 513322A.odf
Created by Independent Third Party: Yes
17499.3 18S SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact
4).odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact (5)
Done.DdfDesignPressure: +55/-55
Other: R-PG55•, Missile Level D, Wind Zone 3. Glass to be FL17499 Ri- C CAC MI Windows - 185 SH (Flanoe) Impact
3).odfbeddedinPecora896sealant.
FL17499 Ri C CAC MI Windows - 185 SH (Flanoe) Imoact
4).Ddf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 Ri 11 08-02545A.odf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R1 AE 513321A.odf
Created by Independent Third Party: Yes
17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185
SH(FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).odf
FL17499 Rl C CAC MI Windows - 185 SH (Fin) (12).odfDesignPressure: +60/-60
FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60
10).odf
Quality Assurance Contract Expiration Date
10/08/2018
Installation Instructions
FL17499 R1 II 08-02549A.odf
Verified By: Luis R Lomas PE-62S14
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 RI AE 513327A.odf
Created by Independent Third Party: Yes
17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017
Florida Building Code Online Page 3 of 3
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-RO 185
SH (FLG waiver).odf
FL17499 R1 C CAC MI Windows - 185 SH (Fin) (131.odf
Approved for use outside HVHZ: Yes
Impact Resistant: No
FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).odfDesignPressure: +60/-60
FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60`
11).odf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 RI II 08-02550A.odf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R1 AE 513328A.odf
Created by Independent Third Party: Yes
17499.6 18S Triple SH 111x72 Fin Frame IG/SG Single Hung 11002 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 RS C CAC MI Windows - 185 SH Triple (Fin)
3).odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin)
M.odfDesignPressure: +50/-50
Other: R-PGSO• FL17499 R1 C CAC MI Windows - 185 SH Triple (Flanoe)
3).odf
FL17499 R1 C CAC MI Windows - 18S SH Triple (Flanoe)
4 ). odf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R1 I1 08-02548A.odf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R1 AE 513324A.odf
Created by Independent Third Party: Yes
17499.7 18S Twin SH 10602 Fin Frame IG/SG Single Hung 1OSx72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin)
Approved for use outside HVHZ: Yes 3).odf
Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin)
Design Pressure: +45/-45 4).odf
Other: R-PG45 FL17499 111 C CAC MI Windows - 185 SH Twin (Flanoe)
3).odf
FL17499 Rl C CAC MI Windows - 185 SH Twin (Flanoe)
4)_odf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 Rl II 08-02547A.odf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R1 AE S13323A.odf
Created by Independent Third Party: Yes
Back Hest
Contact Us :: 2601 Blau Stone Road Tallahassee FL 32399 Phone: 8S0-4874824
The State of Florida Is an AA16CO employer. Coovrieht 2007.2013 State of Florida. •• Pnvacv Statement :• Accesslblliry Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your !-mall address released in response to a publK-records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8S0.487.1395. 'Pursuant to
Section 45S 27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one. The entails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wM to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please click D=.
Product Approval Accepts:
an 0 RZ
Credit Card
Safe
http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017
NOTES-
1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
P.E(:UIREMEN7S OF INC FLORIDA BUILDING CODE INCLUDING IHE HVHZ.
2. 1:OOD FRAMING AtJO MASONRY CPENING TO BE DESIGNEC AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONPY OPENING IS THE
RESPONSIBILITY OF THE .ARCHITECT OR ENGINEER OF RECORD.
3. 1X RUCK "WER MAUDIJRI/COICRETE IS OPTIOWAL.
4. WHERE SHIM OR RUCK THICKNESS IS LESS THiJJ 1-1/2" WINDOW UNITS MUST BE
AUC,HG'RCD THROUGII DIE rRAmE IN NrCORD:•IJCE WITH M4.-UrAC7URCR'S PUDLISIILD
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY. CONCRETE OR O1HEF. S1KUC r`URAL SUBSTRATE MATERIAL.
S. WHCRE WOOD BUCK 719CKNESS IS 1-1/2" OR GREATER. DUCK SIIALL BE SECURELY
FASTENED 10 MASONRY. CONCRETE OR OTrIER SIRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE AIJCHO,RF_O THROUGH FRAME TO SECURED V.'OOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PLIULISHEO INSTALLATION INSTRUCTIONS
6 YJIIERE iR DUCK IS NOT USED DISSI.4IL4R MATERIALS MUST BE SEPARAIEU WITH APPRO./L"U
COATING OF. MEMBRANE. SELE-;TION OF COATING OR MEMBRANE IS THE P.ESPODISIBiLITt' OF
THE ARCHITECT Of; ENGINEER OF RECORD.
7. RUCKS SHALL EXTEND BLYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
S FOR FIN INSTALLATION SHM AS NEEDED FOR rRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD DEARING SHIM. SHIM 9AIEP.E SPACE Or 1/16' OR
GREATER OCCURS. MA JMUM ALLOWABLE SHIM STAG TO BE 1/4'.
2. SHIMS SHALL BE LOCATED, APPLIED A110 MADE. I'ROM MATERIAL; AND TI IICKNESS C tPABLC
01' SUSIAINING APPLICABLE LOADS.
10 WIND LOnD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11 FRAME MATERIAL- EXTRUDED RIGID PVC.
12. UNITS MUST BE GLAZED PER ASTM C1300-04/09. SEE SIIEEI 14 FOR GLASS DETAILS.
13. APPROVED 03PACT PROTECTwE SYSTEM IS NOT P,LQUj_RCA fpR THIS PRODUCT IIJ WIND
BORNE DEBRIS REGIONS.
14. FOR ANCHORING, THROUGH FIN INTO WOOD FRAM114G OR 2X BUCK USE #8 WOOD SCREWS
WITH sure.-IENT LENGTH TO ACHIEVE A 1 1/e' MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCIIORS AS S14OW14 IN ELEVATIONS AND INSTALLATION LICIAJLS
I TABLE OF CONTENTS
RIVISOM ,
I RLV I DESCMI—T" I M1E I a pgo.Tp 1
A I REVISED ANCHOR SPACINC & CHARTS 1 07/11/20161 R.L
15. FOR Aa%CI IORINr 11IROUGI I FRAME INTO WOOD FRAMING OR 2X BUCK USE F 10 WOOD
SCRE1pS WITH SUFFI;IENT LENGTH TO ACHIEVE A 1 1/<" MINIMUM EMBEDMENT OTTO
SUBSIRAIL'. LOCATE ANCHORS AS SHOWN IN LLEi°AIIONS AND 'NSfALLATIUN DETAILS
16. FOR ANCHORING 1HR00011 FRAME INTO MASONRY/CONCRETE USE 3/ 16' TAPCgNS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1 /4' MINIMUM EMBEDMENT INTO SUBSTRATE 1'iNII 2
1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17. FOR ANCHORING iHROUGIJ FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SIJrriciENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOtJD
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWtJ IN ELLVA110NS AND 114STALL41ION
DETAILS.
18. ALL FASTENERS TO BE CORRO rION RESISTANT.
19 INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDA14CE WITH AtICHOR
RAIJUFACIURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW -
A. WOOD: MINIMUM SPECIFIC BRAVITI OF G=0.42
13. CONCRETE: MINIMUM COMPRESSIVE SIRENGIH OF 2,0DO PSI
C. MASONRY. HOLLOW' FILLED BLOCK PER ASIM C90 WITH Fm=2.000PS1 MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (048') Fl=33KSI/FU=57.KSI OR
ALUMINUM 6063-T5 FU=30KSI .048" THICK MNIMUM
ISHEEI NO 1 DESCRIPTION I1NOTL"S
2 - A CLEVA7 ONS
5 - 13 IJJSTALLATIOH DETAILS
14 COMPONENTS
SIGNED: 0711212016
DMIWINDOWSMARKETI
IL O;;'''' 50ESTREETNDGRATZ,
PA 17030-0370 R GENSF•
9,
p 0 5 *=
SERIES 185ALUMINUMSINGLEHUNGWINDOW52"X84"
NON -IMPACT NOTES i'
n;
c(0R10'f: traavnr u.•a, wD. RLv G. oa `
o2s46 A 64S01014A E` NTS 12/09/14 1 OF 14
TZ'
54-
MAX
FRAM L- HEIGHT
52-
MAX FRAME WIDTII MAY.
O.C. I
1
I r
1
I 1 L
y
5
lA:{
I.
0 O 4
X
II
2"
MAX I.
FF
HE
52-
MAX FRAME WIDTH 2"
MAX 16"
MAX
O.C. 2"
J6 Jf- -
1R"
A:
AX O.
C. O 4"
AX
AME
ICHT
j 2"
MAX 185
ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR
VIEW DESIGNER EXTERIOR VIEW FLANGE
6 FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITHOUT
FILLERS WITHOUT FILLERS SEE
CHART I F FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART f 1 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN
PRESSURE RATING IMPACT RATING i60.
OPSF NONE NOTES:
1.
MAXIMUM SASII SIZE: 51' X 36". 2
MAXIMUM S: C11 D.L.C.• 47 5/8' X 32 1/2". 3.
M4kIMU1d FLIED D L.0 - 49 1 /4" X 45'. METAL
SWEEP LOCK AT W FROM EACH E BLOCK
AND TACKLE BALANCE AT JAMBS lYFd01K
O[
SC4iPIgH OIE >P%POKO REVISED
ANCHOR SPACING & CHARTS 07/11 /20 161 R.I. CHART #
1 UNITS INSTALLED WITHOUT FILLERS Hombor
of anchor Ioeallone roqulrod Fame
WId1A e 0024.
00 30.00 3d00 4200 4d00 6200 lead
Jamb Head Jamb Head Jamb Head Jamb Head Jamb Iliad Jamb Head Jamo 2
3 3 3 3 3 3 3 4 3 3 3 E23333333434332
3 3 3 3 3 3 3 4 3 3 4 3 2
4 3 4 3 4 3 4 4 4 4 4 2
4 3 4 3 4 3 4 4 4 4 4 4 4 2
5 3 5 3 5 3 5 4 5 4 5 4 5 60.
00 2 5 3 S 3 5 3 5 4 5 4 5 4 5 66.
00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.
00 2 6 3 6 3 6 3 6 6 4 6 4 0 70.
00 2 6 3 6 3 6 3 6 4 B 4 0 5 6 64
00 2 6 3 6 3 6 3 6 4 6 4 7 5 7 MI
WINDOWS AND DOORS 650
WEST MARKET SfREEI GRATZ,
PA 17030-0370 SERIES
185 ALUMINUM SINGLE HUNG WINDOW 52"
X84" NON —IMPACT FLANGE &
FINLESS ELEVATIONS N.
G. 1 08-02546 u"-
E NTS " 12/09/14 Sean 2 OF 14 SIGNED:
0711212016 J\
S
R I
IL AT
OF tu;z 0RLOP•
i'4
52' MAX. FRAME WIDTH --
2" MAX - 16' MAX _
2' MAXr_..--- -
1 c `dAL_—•
1
I
T
H
MAX
O.C. O ,
G14T
4
X l
ZF3
I
52" MAX FRAME WIDTH
2' M;Jc 16' MAXMAx
O.C.
2' btAX
2
16'
Max OOC.
1- rr84
MAX
FRAME
HEIGHT
4
X
11
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FLANGE 6 FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION
WITH FILLERS WITH FILLERS
SEE CHART #2 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REOUIRED ANCHORS
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
NO1 E5.
1 AtAx MUM SASH SIZE: 51" X 33".
2 M4X161UM SASH D.L.O. 47 5/S' X 32 1/2'.
3 M4XIMUM FLED D.L 0 : 49 I /4' X 45
METAL SWEEP LOCK AT B" FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAMBS
nFvl5lolls '
DF%C4i lUM I CAIE I -----MD
RENSED ANCHOR SPAC1116 h CHARTS 07/1 I.i20151 R.L.
CHART b2 UNITS INSTALLED WITH FILLERS
Wmber of anchor locations required
Frame
Wight (In)"
00
Rome Width (in)
24.00 30.00 3L00 42.00 4e.00 sl.6o
Head Jamb H4ad Jamb Hod Jamb Head Jamb Hold Jamb Head Jamb Head Jamb
2400 2 3 1 3 3 3 3 3 3 4 3 4 3 4 3
20.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
30 00 2 3 3 3 3 3 3 3 4 3 I 3 4 3
42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5
60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5
66D0 2 5 3 5 7 5 3 5 4 5 1 5 1 5
72.00 2 6 3 8 3 6 3 6 1 6 4 6 4 6
70.00 2 6 3 6 3 6 3 4 0 I 6 4 6
04 00 2 0 3 8 3 6 3 6 4 6 1 6 4 6
MI WINDOWS AND DOORS
650 WEST MARKET SfREEI
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52"X84" NON —IMPACT
FLANGE & FINLESS ELEVATIONS
OR>Wu: M3.
N.G.
C.W
08-02546
Scmc 14TS DA'c 12/09/14 s"E1_f3 OF 14
SIGNED: 0711212016
52" MAX FRAME WIDTH —
2' 1.410 I-- _ MAX00 C --I - 2" MAX
I1/
10" MAX I OO.C.
V. IMAX
FRAME
HEI!=HT I i
2" MAX -
2"
I
r
10" M+ AX
O.C.
l-
II
MAk
FRAME
HEIGHT II /
HAX FRAME WIDTH
1 MAX O.C.
Ri kisIME
4EY Of5C01r'110N MtE 1 1041 YCU
2 MAX A REVISED ANCHOR SPACING k CHARTS 107/11/20161 P.L.
I x I I X aIfill
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FIN INSTALLATION FIN INSTALLATION
SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART R3 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
NOTES-
1 MAXIMUM SASli SIZE: 51" k 316"
2. M-1XIMUM SASH D L C • 47 5/8" X 32 1/2"
3. MAXIMUM MED U.L.O. 49 1/4" f. 15"_
HARDWARE SCHEDULE
12) METAL SWEEP LOCK AT 8" FROM EACH END INTERIORSWEEPLOCKAT8" FROM EACH END INTERIOR
12) BLOCK ANDTACKLE BALANCE AT IAMBS
CHART rya
Number of snchai locations required
Frame
fbight(In)
Frame Width (in)
MOD
H&S Jamb
2100
N&S Jamb
30L00
HtS
Jambps
36.00
Jamb
1200
H&S Jamb
Ia00
His Jamb
52.00
H85 Jamb
24.00 3 3 3 3 4 3 3 5 3 6 3 6 3
30.00 3 4 3 4 4 4 4 5 4 6 4 a 4
a00 3 5 3 5 4 S 5 5 5 6 5 8 5
1200 5 S 55 5 5 5 0 5
4&W 3 6 3 6 4 6 6 5 6 8 66 654.00 3 6 3 6 4 6 6 5 6 6 6 6 8
60.00 3 7 3 7 4 7 7 5 7 6 7 800e34ee568ese
72.dd 3 a 3 e 4 6 S 6 5 0 6 6 8 6
76 00 1 3 9 3 9 1 1 1 B 1 5 1 9 15 9 0 9 0 9
84.00 1 3 9 3 9 1 . 1 9 1 5 1 9 1 5 9 6 9 0 9
SIGNED: 0711212016
MI WINDOWS AND DOORS 1TT11)rll
LO1j9// 650 WEST MARKET STREET
GRATZ, PA 17030-0370
J\? :
t
GENSF 1+/
0SERIES185ALUMINUMSINGLEHUNGWINDOW
52' NON -IMPACT
FINFIN ELEVATION gg OF
61t<ww: tlx: 1+0. REv
08-
s02546OF
A
crur NTS w'E 12 09/14 14
WOOD FPAWNG
OR 2Y BUCK
UY UIIIERS
BACKER ROD
APPF.OVEI)
SEJ%LANT
EXTERIOR
BACKER ROD
APnROVEI)
SEALANT
WOOD FRAMING
OR 2x BUCK
BY GIHERS
1 /2" MIIJ
EDGE DISTANCE
1 1/4" MIN.
ER16I:f?NEWT
1
1/4" MAX. 1-
SHIM SPACE
10 WOOD SCREW
INTERIOR
SILL TO BE SET
IN A BCD Of
APPROVED
STRUCTURAL
SEALANT
1/4' MAX.
SHIM SPACE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
I INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
METAL
STRUCIURE
BY GIHERS
APPROVED
SEALANT
EXTERIOR
BACKER ROD —
A APPROVED \
SEALANT
METAL
STRUCTURE
BY OTHERS
1/4" MIN
EDGE DISTANCE
1/4" MAX
SHI1A SPACE
I
10 SMS OR
SELF DRILLING
SCREW
B ^ti
J-
I E
INTERIOR
Jr'J
i
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
MY,3raG '
RCv I)MRIVIM MI[ I a PaoKD
h REVISED NJWiOR SPACING h OMR,S 07/11/7016 PL.
I 1/4" MIN. _ 1/4' MA(.
EMBEDMENT SHIM SPACE
1 /2
M114
INTERIOR
EDGE
D113TANCE
10 WOOD J /
SCREW rf;
WOOD FRAMING
OR 2X BUCK EXTERIOR
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
1/4" MAX.
SHIM SPACE
f10 SMS OR
SELF DRILLING INTERIOR
SCREWS
MIN
SILL TO BE SET CDGE
I,V A DID OF
APPROVED 1
CI_+T GE
STRUCTURAL EXTERIOR
SEALANI METAL
STRUCIURE BACKER ROD
1/4" MAX. BY OTHERSBACKER APPROVED
SIIIMSPACESEALANTJAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION SIGNED:
0711212016 MNDS
AND 650IWEESOTwMA
KEI DOORS
STREET
GRATZ,
PA 17030-0370 `\ter •\GENT. 'p SERIES
185 ALUMINUM SINGLE HUNG WINDOW — *• 0 5 +t = 52"
X84" NON -IMPACT FLANGE
INSTALLATION DETAILS WITHOUT FILLERSAT OFAEV 08-
02S46 A IN
fll1:NTS oA:t 12/09/14 5 5 OF 14
2 1/2" MIN.
KMMIAG
I
EDCE DISTANCE RN orwwpow a1E •P1+v0v[D
CONCRE-rC/MASONRY A RMrD A14CN0R SPACING h CHARTS 1 07/11/7016 P.L.
BY OTHERS ^\
e
OPIIONAL IX BUCK " '
4.
n 1 1/a" MIN,
SEE NOTES 3 — 7 EMBEDMEIJT 1 1/4" MIN.
SHEET 1 EMBEDMEN'l 1 "
CONCPETc%MASONRY I — SHIM $PACE
1/4' MAY. — BY OTHERS .
BACKER ROD —
I
SHIM SPACE
APPROVED c
SCALAN I
3/16" TAPCON 3/16" TAPCON •' .°
INTERIOR
K
lz:
EXTERIOR INTERIOR
2
MIN. { '
J EDGE '°
DISTANCE
i_ EXTERIOR
BACKER ROD
L• APPROVED
OPTIONAL tY BIICY. SEALANT
SEE NOTES 3— 7
SILL TO BC SET
SHEET I JAMB INSTALLATION DETAIL
I IN A BED OF CONCRETE/MASONRYINSTALLATION
BACKER, ROD / APPROVED
R APPROVED STRUCTURAL
SEALANT •\
f SEALANT' .
NOTES:
OPTIONAL IX BUCK 1114" MAX, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
SEC NOTE 3 - 7 \ r r SHIM SPACE NOT SHOWN FOR CLARITY.
SHEET 1 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
CONCRETE_/IAA_ )NRY -
U•r oTHEPs n'
SIGNED: 07/12/2016
e
MI WINDOWS AND DOORS]
FILLERS
IIIIIIIrII/
650 WEST MARKET STREET``J\S R L
off
GRATZ. PA 17030-0370'.,•CENS44,'9iD/
SERIES 185 ALUMINUM SINGLE HUNG *•VA 6
52"X84" NON—IMPACTFLANGEINSTALLATIONDETAILSWITHOUTAOF
VERTICAL CROSS SECTION
uR•ww oyc wo. '20RIOP •'CONCHETSMASONRYINSTALLATION
N.G. 08-02546 //S/(G:
NTS DAs[ 12/09/14 s11L1r6OF///IIIAIIII I\\
F __y 1 / 2" MIIJ
EDGE: DISTANCE
WOOD FRAMOJG --. t/4° MIN
OR 2W DUCK { ", EDGE DISIMICE
D1 011iERS i 1 1/4" MIN.
METAL
EMP"EI?!fENT
STRUCTURE
M OTHERS 1, 4" MAX.
SHIM SPACL'
L
BACKER 400 --
@ APPROVEDA" 1
SEA! ANT SHIM SP.1ACE APPROVED —
SEALANT
RIGIDR N 10 WOOL` SCkEsvFILLER
RIGID
FILLER 010 SMS OR
SELF DRILLING
SCREW
i
y INTERIOR
EXTERIOR
Jul
INTERIOR
EXTERIOR
t
41LI, TO DE SET
IPI A BED OF
APPROVED
j rRIJCTURAL
BACKER ROU SEALANI
is APPROVED
SEALANT l 1/4" MAX BACKER ROD
SHIM Sf'ACE L: APPROVED
Woof) FRAMING
SEALANT
OR 2x BUCK \
DY 01HERS y / METI
STRUCTUF
L BY OTHEF
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
i1LL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SCALAIJT
1/4" MAX.
SHIM SPACE
Re4SKA*r
R[v OrSCvmIWN MtE x'RGVCn
A REVISED ANCHOR SPACING k CHARTS 07/11/2016 P.L.
1 1/4" MIN 1/4" LWA
EMBEDMENT SHIM SPACE
1 /2-
MIN
INTERIOR
EDGE
DISTANCE
10 WOOD
SCREW LAY —
OR
WOOD FRAMING
2x DUCK `
6ACKEI? ROD
EXTERIOR
BY OTHERS RIGID & APPROVED
FILLER SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL _ _ I/.I" Mnx.
STRUCIUP.E SHIM SPACE
BY OTHERS
y 10 sms OR INTERIOR
SELF DRILLING
SCREWS
1MIN. 1
1
EDGE
UIST N
EXTERIOR
RIGID PACKER ROD
BILLER & APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 07/12/2016
DOWM DOORSM650IW Vt.. iMARKET
4U,i GRATZ. PA 17030-0370 GENy
p 5 Ir= SERIES 185 ALUMINUM SINGLE DUNG WINDOW
5LNON-IMPACT FLANGE
INSTALLATION DETAILS WITH FILLERS r gg AT 0R10t
cvwNvx: so. R'v N.
G. 08 A i is/DNAit`\ 502546alcNTS12/09/14 7 OF 14
2 1/2' MIN.
RN1sor. '
EDGE DIFIANCE RN OISCRe+ROw WE I A<+mmp CONCRETE/
MASONRY —` v A
REVISED NJCIlOR SPACING h CHARTS 1 07/11/2016PL BY OTHERS '" _.,• .
OP1101JAL tY
6UCY, ' • 'A.° I
1/
4- MIN, SEC NOTES
3 - 7 EMBEDMENT 1 1/4" Hit r_ SIICCT1 ' • I EMHEDMENI 1 CONCRETE/ MASONRY
1 /4'
MAX. - BY 0711ERS ; SEE N AL S X L- 7 I)ALKCR
ROO — SHIM SPACE F SEE NOTES 3 - % APPROVED o /
SFICEf 1
ti[ALANi \ .
RIGID FILLER
3/
16"
TAPCON 3/16" TAPCON +' 1/a, kAX. SIIIM SPACE
1 INTERIOR
I r
EXTERIOR
n
INTERIOR
IN
MIN.. JEDGE
o . _ DISTANCE 1_
EXTERIOR
If BACKER
ROD RIGID & APPROVED
I"ILLCR
SEALANT SILL TO
BE SET JAMB INSTALLATION
DETAIL IN A
BED OF CONCRETE44ASONRYINSTALLATION BACKER ROD /
APPROVED APPROVED / SEALANT
STRUCTSEALANT\ _
SEALAtJT NOTES: T
OPTIONALIX
RUCK \ J 1 /4" MAX 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SEE trOlE
3 - 7 ;— ( SI)1M SPACE NOT SHOWN FOR CLARITY. SHEET 1
PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN
ACCORDANCE WITH ASTM E2112 CONCRETE/MAONRY
SIGNED: 0711212016 UY 041ERS ° • '14
MI WINDOWS AND
DOORS 0%11111 11/// 4 650 WEST
MARKEI STREET "ZJ -GEN 1J9 i GRATZ. PA 17030-
0370 ` r• S ,p SERIES 185 ALUMINUM
SINGLE HUNG WINDOW *,•J1 0y& 5 +f = 52"X84I NON -
IMPACT .( (` VERTICAL CROSS SECTION
FLANGE INSTALLATION DETAILS
WITH FILLER : . AT OF • Qj CONCRE7'E/MASONRYWSTALLATION
DRON vn, I o. RLv iFS :c(ORI P 0 go 9CNL -E 08
cOc 546
A ONAj1 a` NTS 12/09/14 8 OF 14
1 / 2' MIN
EDGE DISTANCE
WOOD FPAMIN-0
OR 2A 13UCK `
UY OTHERS METAL
iIRUCTIIRE
BY OTHERS
BACKER ROD
APPROVED
4" MAX.do 1
uMSEALANT SPACE APERO:CD
SEALANT
t #10 WOOD SCREW
i
I—'
J
ae
EJJ E INTERIOR
r
EXTERIOR
B.AC%EER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY 01HErS
3/4' MIN
rI EDGE DISIANCE
EXTERIOR
pf
SILL TO BE SET
IN A BLD OF
APPROVED
STRUCTURAL
SEALANT
BACKER ROD
1 /4.. N/.X. & APPROVED
SHIM SPACE SEALANT
r
STRUCTURE
BY OTHERS
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES
I INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE KITH ASTM E2112
1 1 /4' MIN.
1/4' MAX. EMBEDMENT
SHIM SPACE
1/2
MIN
EDGE
DIS I ANCE
5 no
SEL- DRILLING
SCREW
INTERIOR
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCIURAL
SEALANT
1/4" MAX.
SIIIM SPACE
nEvlsiorrs
DESmrmow MIE <nrnotitn
RVASED AIJC140R SPACMC h CHARTS 07/11/20r6P.L. 1 /
4' MAX. SHIM
SPACE INTERIOR
10
WOOD SCREW /
WOOD
FRAMING J IClJIIL
EXTERIOR OR
2x BUCK \ BACKER
ROD BYOTHERSIt
APPROVED SLAIANI
JAMB
INSTALLATION DETAIL WOOD
FRAMING OR 2X BUCK INSTALLATION I/
4" MAX SHIM
SPACE f10
SUS OR—. INTERIOR SELF
DRILLING SCREWS
3/
4" l MIDI.
EDGE
j DISTANCE
t
EXTERIOR
METAL —/ `
BACKER ROD STRUCTURE
A APPROVED 3Y
Ol r IERS SEALANT JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION SIGNED.
07/1W016 MWINDOWS
AND DOORS R 0 EOV6 650WESTMARKETGRATZ, PA 17030-
0370 J•`S 111 U/+,/' SERIES
185
ALUMINUM
SINGLE HUNG WINDOW 0 6••#= 52"X84" NON —
IMPACT FINLESS INSTALLATION DETAILS
WITHOUT FILLERS pO,• AT OFEv; on<x/r:
ow, NO. RLv i'FS;°[ORIOr d l'` N.G. 08--0 541i A eas[ NTS 12/
09/14 ISHEIT9 OF 14
L 2 1 /2' MIN
EDGE DISTANCE
CONCRLTE/MA,iONRY
DY OTHERS
c 1 1/4" MIN.
OP11014AL IX RUCK • ' ° ° EMBEDMENT
SEE 140TES 3 - 7 ~ 1 1/4' MIDI. _
SHEET 1 " - EMBEDMENI
CONCRETE/MASONRY
1/4" MAX _ BY OTHERS
UA( KER ROD —/ S14IM SPACE
Q APPROVED •'o
SEALANT
3/16" TAPCON 3/16" TAPCON
4
171' n
5-
EXTERIOR 1 J INTERIOR l 1 !
MIN v
EDGE
015'tANCE `
I
SILL TO BE SET
I I114 A BED OF
BACKER. ROD APPROVED
k APPROVED STRUCTUF.AL
SEALANT SEALANT
t
OPT IX RUCK \
f 1/ 4 MAX.
SECE NOHUIE 3 - 7 SHIM SPACE
SHEET 1
CONCRETE/MASONRY -\
DY OIHERS
VERTICAL CROSS SECTION
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Kmsglr <
OFSCR'I ON MiC M?f`pV[I1
REVISED A,JCHOR SPACING At CHARTS ;10161 P.L.
OFIIONAL 1X BUCK
SEE NOTES 3 - 7
SHEET I
1!'4" LOAX.
SHIM SPACE
INTERIOR
EXTERIOR
BACKER ROD
1.• APPROVED
SL:ALANT
JAMB INSTALLATION DETAIL
CONCRETEAIJASONRY INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52"X84•' NON -IMPACT
FINLESS INSTALLATION DETAILS WITHOUT FILLER
CRAWN. ca. +0
N.G. 08-02546
7 C NTS 0A2 12/09/IA ISHEITIO OF 14
SIGNED: 0711212016
R IL
G E NSF q`P
p ; So5
AT
E OF •L
1 / 2" MIN
EDGE DISTANCE
WOOD FRAMRJG
OR 2Y BUCK
UY OTHERS
BACKER ROD —' —
1 4" MAX. r. APPP.!}VEO IISEALANT •.IIIM SPACE
RIGID J II 010 WOOD SCREWFILLER
IJ
IJ_
Ij '• IJI INTERIOR
EXTERIOR /
BACKER ROD
AP?ROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY CIIHERS
METAL
STRO TURF
BY GTHER!
APPROVEI
SEALAN'
r t/4" MIN
LDGDISIANCE
1 / 4" MAX.
b r SHIM SPACE
RI ,ID J
ILLEP #10 SMS OR
SELF DRILLING
EXTERIOR ,
SCREW
r
QpL1c: J
1
INTERIOR
SILL TO BE SET
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APPROVED
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SHlfd SPACE & APPROVED \
SEALANT \
r '
STRUCTURE
BY OTHERS
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES,
I INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANI
1/4" MAX.
SHIM SPACE
REVIJdr
RN WSCRtt M1: MAE •Pr'PG12D
nREWSED ANCIOR SPACING h CHARIS 07/11/2016 PL.
1 1/4" MIN. _ 1 /4" MAX.
EMBEDMENT SHIM SPACE
I1
MIN
EDGEDISTANCE711.,
LINTERICOR
f lO WOOD
SCP,Cw /
WOOD FRAMING J/
EXTERIOR
OR 2X BUCK
BY OTHERS PACKER ROD
RIGID
do APPROVED
FILLED.
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL
STRUL:IURE 114" MAX.
BY OT-HERS SHIM SPACE
10 SMS OR INTERIOR
SELF DRILLING
SCREWS
I R f
3/4- ''wx
MIN
EDGE
DISIA IHCE r EXTERIOR
1
RIGID BACKER ROD
FILLER A APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0711212016
M6501WEST ARAND DOORS ``
J\S1RE11p
GRATZ. PA 17030-0370 = r••\G NSA •S
SERIES 185 ALUMINUM SINGLE HUNG WINDOW _*• 0yF 5 #=
5A LATI NON —IMPACT fit "' FINLESS INSTALLATION DETAILS WITH FILLERS " gg
0
OR— LrA; 60. Rtv ON•'c(0RIDP • `
N.G.
oA[
OB 0 546 A NAj1fE
NTS 12/09/14 11 OF 14
GONChCIC/MASONRY
BY OTHERS
01"110NAL 1X EUCw.
SEC NOTES 3 — 7
SHEET I
BACKER ROD
APPROVED
SEALANT
RIGID
FILLER
EXTERIOR J _I INTERIOR
I
2 1/2" MIN.
EDGE DISTANCE
a ,
a 1 1/4" MIN.
EMBEDMENI
1/4- MAY. _
SHIM SPACC,
31:16" TAPCON
SILL TO BE SET
IN A BED OF
BACKER ROD APPROVED
k APPROVED \ / STRUCTURAL
SEALANT \ / SEALANT
OPTI.ONAL IX BUCK —` \ _ 1/4" MAX..
SEE NOTE 3 — 7
SHEET I
SHIM SPACE
CONCRETE/MASONRY
UY OTHERS 4,
VERTICAL CROSS SECTION
CONCRETEAUSONRY INSTALLATION
PE I9oG
orscrtmrwN DAIE I A. aPOVEP
REVISED A14CIlOR SPACING k CHAR7S 07/ 11 f;10 161 R.L.
1 1/4" 1114.
EMBEI:MEN)
CONCRETE/MASONRY
BY 07NCRS
mil •
3/16" TAPCON •
dl
2 1 /2-
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EDGE
DISTANCE
I / \ EXTERIOR
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IiIGID &
APPROVED
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JAMB INSTALLATION DETAIL
CONCRETEAMW SONRY INSTALLATION
CPIION.AL 1X RUCK
SEE NOTES 3 — 7
SHEET I
MAX.
SIIIM SPACE
INTERIOR
NOTES:
1, INTERIOR AND EXTERIOR FINfSHES, BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 0711212016
MIWINDOWSDOORS IwDOWESTIILro,,l MARKEANDTSTREETGRATZ.
PA 17030-0370 J\
SNR GENS
J+J SERIES
185 ALUMINUM SINGLE HUNG WINDOW_ 0 6 #= 0
52"
X84" NON —IMPACT FINLES.,
INSTALLATION DETAILS WITH FILLER ATEEEOF StF•'
c(ORIOP• caRvr» 1rA. NO. FEV 08
c"
E NTS DA7C 12/09/14 '1510512 OF14
CItEw
7/ 16- MD1
EDGE DISTANCE
EXTERI
7/ 16" MIN
EDGE DISTANCE
H8 wOOD -
SCREW
L' 0II1MLIv1
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
W000
FRAMING
Bi OTHERS
1 , 4' MAX.
SHIM SPACE
WOOL: FRAMING
BY OTIIERS
1 1 f 4" I /
MIN, If //
IrEMBEDMENT
F-cjj
8 WOOD
S^.REVI
7/16" MIN _
EDGE DISTANCE
1/4" MAX
SHIM SPACE
INTERIOR
EXTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
ALV15N1/6 '
ocscrmnol: nuL Mtn
REVISED ANCHOR SPACING h CHARTS 07/11/7016 R.L
1/4- MAX NOTES.
SHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
WOOD
FRAMING
BY OTHERS
MI WINDOWS AND DOORS
650 WEST MARKEI STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52"X84" NON —IMPACT
FIN INSTALLATION DETAILS
Ca2.YM. G.•+ 1.Q. "IV
N.G. 08-02546 A
c NTS °A`c 12/09/14 51L1113 OF 14
SIGNED: 0711212016
I1
13I/
1G- 2 3/16'
FLANGE FRAME HEAD FLANGE FRAME JAMB
CM-18501 CM-18503
ALUMINUM 6063-T5.050- THICK ALUMINUM 6063-T5.050' THICK
2 5/ 16" --
3 3/8"
L
FLANGE FRAME SILL
CM-18502
ALUMINUM 6063-T5.055- THICK
LOCK RAIL/STILE
CM-18505
ALUMINUM 6063-T5.062' THICK
L1r_
3,16" GLAZING
BEAD V-
663 RIGID
PVC .060' THICK FINLESS
FRAME SILL CM-
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6063-T5.055' THICK 2 = /,
6' - L
SASH
BOTTOM RAIL CM-
18555 ALUMINUM6063-
T5 050'THICK l
GLAZING
BEAD V-
185 RIGID
PVC .050' THICK 1
5/16" U 1FINLESS
FRAME HEAD CM-
18553 ALUMINUM
606345.050' THICK 2
5/ 1 G" --1 T
I
3
3/4' lI
1—_
Ig6I
FIN
FRAME SILL CM-
18509 ALUMINUM
6063-T5.055' THICK I
1I/
s" 1 2"
I
LVF 11
MEETING RAIL CM-
18504 ALUMINUM6063.
75 055'
THICK 1 3/8"
15!16" SASH
STILE cm-
18507 ALUMINUM
6063-T5.
050' THICK 2 3/16"
FINLESS FRAME JAMB
CM-18513 ALUMINUM
6063-T5.
050' THICK 2 FIN FRAME
HEAD
CM-I8508 ALUMINUM
6063-T5.
050' THICK 2 3/8"
2 3I 16"
FIN FRAME JAMB
CM-18510 ALUMINUM
6063-T5.
050' THICK PEN'g11% I
RN I
DESCrtmnow I aiE I a,n:w2o 1 A I RENSCO
NIGHOR SPACING k III NITS 107/It A L. 1 /8" AN14. -
1 /8" ANN. METAL REINFORCED PACER
B11F)L
EXTERIORNTERIOR5/
8-
BI
SILICONE AE.. I SEALANTSETIINCBLOCK
GLAZING
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3/16" ANN
EXTERIOR INTERIOR t
5/
8'
BITE
F SILICONE Sk.
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N
I I p, SETTING
BLOCK GLAZING
DETAIL
B
MI WINDOWS AND
DOORS 650 WEST MARKET
STREET GRATZ, PA 17030-
0370 SERIES 185 ALUMINUM
SINGLE HUNG WINDOW 52"X84" NON -
IMPACT COMPONENTS N.G.
1
08-02546 Z NTS °A'
L 12/09/14 S"L" 14 OF 14 SIGNED: 0711212016
Florida Building Code Online Page 2 of 3
of Products
FL tF I Model, Number or Name Description
15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +55/-SS
Other, LC-PG55. Glass must comply with ASTM E1300-04.
15351.2 1 HS 188 Fin and Flange Frame XOX
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +40/-SS
Other: HS-LC40
Certification Agency Certificate
FL15351 R4 C CAC APC 97429.01-109-47 Fin and
97435.01-109-47 Flanne.odf
Quality Assurance Contract Expiration Date
02/16/2019
Installation Instructions
FL15351 R4 Il 188 HS FIN 73x62 DP55 As Tested
97429.01.odf
FL15351 R4 11 188HS Flanoe Non -Impact Fastener
Schedule 08-01023B.odf
Verified By: Luis R Lomas, PE PE-62S14
Created by Independent Third Party: Yes
Evaluation Reports
FL1S3S1 R4 AE S11588B.odf
Created by Independent Third Party: Yes
120x62 Insulated Glass
Certification Agency Certificate
FLIS351 R4 C CAC APC 99775.01-109-47 Fin and
99780.01-109-47 Flanpe.odf
Quality Assurance Contract Expiration Date
04/15/2019
Installation Instructions
FL15351 R4 11 188HS XOX Flanoe Non-Imoact fastener
Schedule 08-01156B.odf
FLIS351 R4 11 Installation Instructions - 188 HS (XOX) As
Tested 99775.01.9)df
Verified By: Luis R Lomas, PE PE-62S14
Created by Independent Third Party: Yes
Evaluation Reports
FLIS351 R4 AE 511725B.odf
Created by Independent Third Party: Yes
115351.3 1 HS 188 Fin Frame 173x62 Laminated Insulated Glass I
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +55/-55
Other: HS-LC55. Missile Level D, Wind Zone 3. Glass
consisted of 1/8" annealed outer lite, air space, 1/4"
annealed laminated glass comprised of 2 sheets of 3/32"
glass and 0.090" thick PVB by Solutia. Glass was bedded
Dow 995 silicone with a 5/8" glass bite.
Certification Agency Certificate
FLIS351 R4 C CAC APC 97356.01-109-47-RO 97429.01-
109-47-RO.odf
Quality Assurance Contract Expiration Date
02/16/2019
Installation Instructions
FL153S1 R4 II Installation Instructions - 188 HS Impact
FIN 73x62 Product 3.odf
Verified By: American Architectural Manufacturers
Association
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
1 1S3S1.4 I HS 188 Fin Frame 1 73x62 Laminated Glass I
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +50/-50
Other: HS-LC50. Missile Level D, Wind Zone 3. Glass
consisted of 2 sheets of 3/32" annealed with 0.090" PVB by
Solutia. Glass was bedded in Dow 995 silicone with a 5/8"
glass bite.
15351.5 1 HS 188 Flange Frame
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +45/-45
Other: HS-LC45. Missile Level D, Wind Zone 3
Certification Agency Certificate
FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01-
109-47-RO Prod 14.odf
Quality Assurance Contract Expiration Date
02/16/2019
Installation Instructions
FL15351 R4 II Installation Instructions - 188 HS Impact
FIN 73x62 Product4.odf
Verified By: American Architectural Manufacturers
Association
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
73x62 Laminated Glass
Certification Agency Certificate
FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01-
109-47-RO.odf
Quality Assurance Contract Expiration Date
01/05/2019
Installation Instructions
FL15351 R4 II Installation Instructions 08-01161B.odf
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
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Product Aooroval Menu > Product or Application Search > Apoliotion List > Application Detail
FL >x FL15349-R8
Application Type Revision
Code Version 2014
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived CI
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Fixed
Compliance Method Certification Mark or Usting
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
Lei Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Year
AAMA 506 2008
AAMA/WDMA/CSA 101/I.S. 2/A440 2008
Equivalence of Product Standards
Certified By
Product Approval Method Method 1 Option A
Date Submitted 11/18/2016
Date Validated 11/18/2016
Date Pending FBC Approval
Date Approved 12/01/2016
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Florida Building Code Online Page 2 of 3
FL !F I Model, Number or Name Description
15349.1 185 PW 73 x 72 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.odf
Approved for use outside HVHZ: Yes FLIS349 RS C CAC APC 12787.odf
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-60 04/03/2018
Other: CW-PG60 Installation Instructions
FLIS349 R8 II 08-02357B.odf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FUS349 R8 AE 5131248.odf
Created by Independent Third Party: Yes
15349.2 18S PW 159 x 54 Triple CHS Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R8 C CAC APC 15350.odf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 01/24/2021
Design Pressure: +55/-55 Installation Instructions
Other: R-PG55 FLIS349 R8 II 08-02949.odf
Verified By: Luis R. Lomas, PE 62S14
Created by Independent Third Party: Yes
Evaluation Reports
FLIS349 R8 AE 513783.odf
Created by Independent Third Party: Yes
115349.3 1 18S PW Impact 172 x 72 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R8 C GAG APC 15454.odf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 06/25/2021
Design Pressure: +55/-55 Installation Instructions
Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02948.odf
consisted of 5/32" tempered exterior - spacer - S/32" Verified By: Luis R. Lomas, PE 62514
annealed / 0.100 Solutia Saflex HP / S/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FLIS349 R8 AE 513782.odf
Created by Independent Third Party: Yes
1S349.4 118S PW Impact 159 x 54 Triple CHS Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R8. C CAC APC 8272.odf
Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 8273.odf
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure: +55/-55 01/24/2021
Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R8 II 08-01614B.odf
annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514
bedded :n Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes
Evaluation Reports
FUS349 R8 AE S12278B.odf
Created by Independent Third Party: Yes
115349.5 1 185 PW Impact 196 x 60 Insulated Laminated Glass I
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R8 C CAC APC 7962.odf
Approved for use outside HVHZ: Yes Quality Assurance -Contract Expiration Date
Impact Resistant: Yes 12/05/2020
Design Pressure: +55/-55 Installation Instructions
Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FLIS349 R8 li 08-01613B.odf
consisted of S/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FL15349 R8 AE 512277B.odf
Created by Independent Third Party: Yes
115349.6 1 185 PW Impact 173 x 61 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R8 C CAC APC 12136.odf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 10/28/2017
Design Pressure: +55/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02947.odf
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Florida Building Code Online Page 3 of 3
consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514
annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes
Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FLIS349 R8 AE 513781.odf
Created by Independent Third Party: Yes
6adc .__1
Contact lh •: 2601 Stair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824
The State of Florida Is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487 1395. 'Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, Iicenseei licensed under chapter 45S, F.S. must provide the Department with an email address If
they have one The smalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address• please provide the Department with an email address which can be nude available to the public. To determine if you are a licensee under
Chapter 455, F.S., please dick here .
Product Approval Accepts:
tM70 RR
Credit Card
Safe
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NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REOUIREMENTS OF THE FLORIDA BUILDING CODE
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL
5. WHERE WOOD BUCK THICKNESS IS 1-1/2' OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-.
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
ID. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 06 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REVISIONS .
OESCRWIgN w1E APPROVED
REVISED INSTALLATION DETAILS DO/01/15 R.
REVISED NAME AND ADDRESS 10/27/16 R.L.
15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILUNG SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2.000PSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048) FY-33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU=30KSI .048' THICK MINIMUM
20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 — 3 ELEVATIONS. CHARTS AND GLAZING DETAILS
4 — 12 INSTALLATION DETAILS
SIGNED: 1111512016
MI WIND DOORS, LLC I IL10oWw. MNDK ET J\SIIR
E NSAGRATZ, PA 17030 G
10 6yrSERIES185ALUMINUMFIXEDWINDOW
73" X 72" NON —IMPACT q(ATEPOFNOTESD, AT OF
0R10PROW. ORO No. REv
08 B j,s1QNA11?\\
Luis R. Lomas P.E.
FL No.: 62514
Mqx NTS sNEET " 09/03/14 17 OF 12
L. ROdERTO LOADS PE
14M WOODFORD RD LEWISVMLE. NC27023 434-
m-OW9 'nomaspok"kapm com
72 1/2' MAX FRAME WIDTH -
6 MAX 18' MAX O.C. r 6' MAX
L
18' j
MAX D.C.
71 1/2'
MAX
FRAME
HEIGHT
REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW
11 & A2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
72 1/2• MAX FRAME WIDTH
6' MAX
r
t8' MAX O.C. ,
I 6' MAX
71 1/2' 18
MAX MAX O.C.
FRAME -1-
HEIGHT 1
j j
REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
1 & #2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PRESSURE RATING IMPACT RATING
i60.0PSF NONE
NOTES.
I. MAXIMUM D L.O.: 69 34• X 68 314'
RDIMIS '
DESCPIIOrt DATE APPROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 1 10/27/16 R.L.
CHARTat
Number of anchors required (without rigid llllers)
Frame Fnme width (in)
Iklght 24.00 20.00 20.00 42.00 4800 61.Od 0.00 66.00 72.60
In) HAS Jamb HAS amD HAS mD HAS amD HAS emD HAS emD HAS Jamb HAS amb HAS emD
24 00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 2 5 2
30 00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
30.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 S 3 5 3
42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3
49.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3
64.00 2 4 2 4 3 4 3 4 3 4 4 4 S 4 a
60.00 2 2 1J+ J s 3 S 1 S s S e S66.00 2 2 4 3 S 3 s 3 6 4 e71.50 N425253536J647
CHART 02
Number of anchors required (with rigid Rlleral
Frame width (in)
2400 30.00 36.00 42.00 40.00 61.00 0.00 6600 72.60
HAS mD HAS Jamb Nt5 Jamb HAS Jamb HAS amD HAS me HAS Jamb N65 emD HAS JambF30.00
2 2 2 2 3 2 J 2 J 2 1 2 4 2 1 2 5 2
2 2 2 2 3 2 3 2 J 2 4 2 4 2 4 2 S 2
2 3 2 3 3 3 3 3 3 3 3 4 3 4 3 5 3
42.00 2 3 2 J 3 3 3 3 3 3 4 3 4 3 3
5t48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5
4.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 S
60.00 2 4 2 1 3 4 3 4 3 I 4 1 4 4 4 4 5
6a00 2 4 2 3 1 3 1 3 1 1 1 4 4 1 S
71.60 2 5 2 s 3 5 3 5 3 5 4 5 1 S 4 S S
SEE SHEETS 4.7 FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FLANGE R FINLESS ELEVATION do CHARTS
of" Dab N0.
J.L. 08-02357
WAZ NTS 09/03/14 1 S'W 2 OF 12
L ROSERFOLOMASP.E.
1432 WOODFORD RD LEWISVILLE. HC 27023
431.580-060 MmusdMamewcom
SIGNED: 1111512016
1R I Ito41
r,•GENst •'P
0 6 ••*= TE OF ;Lug
REV 'cF4'cf0R10t•
Luis R. Lomos P.E.
FL No.: 62514
71
I
FI
HE
6" MAX —
72 1/2` MAX FRAME WIDTH
r-r 18' MAX D.C. —{
MAX 0 C.
1/2"
IAX
AME
IGHT
I l
REFER TO CHART /3 —
SERIES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF EXTERIOR VIEW
ANCHORS REOUIRED
6" MAX
72 1/2" MAX FRAME WIDTH
6" MAX — j-- 18" MAX O.C. —I 6" MAX
18"
MAX O.C.
71 1/2"
MAX
FRAME
HEIGHT
IEFER TO CHART B3
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
NOTES.
I. MAXIMUMD.L.O.: 69Y4'X66Y4'
REVISIONS
DESCRFWW DATE APPROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L
REVISED NAME AND ADDRESS 10/27/18 R.L
CHART 03
Number of enebon required n Installadon
Ram• Fnme wldtn In)
1*19M 2400 30.00 26.00 42.00 4&00 1 34.00 0.00 1 66.00 1 72.80
On1 Has Jamb H&SPamb HAS Jamb HISJam! HAS JIb HAS Jamb HAS Jamb HAS Imb HLS mb
24.00 3 3 3 3 3 4 3 4 3 4 3 S 3 S 3 6 3
30.00 3 3 3 3 3 3 4 3 1 4 3 S 3 S 3 6 3
36.00 3 3 3 3 3 3 4 3 4 3 4 3 S 3 S 3 6 3
4LOO 3 4 3 4 3 4 4 4 4 4 4 4 S 4 S 4 6 4
11.00 3 4 3 1 3 I 1 4 1 4 4 S 4 S 4 6 4
5400 3 4 4 3 4 4 4 4 4 4 4 S 4 S 4 6 4
SS 3 S4 S 4 S 43SSN133S4S4S4SSSS571.60 3 6e 1 3 1 8 4 6 4 6 4 e S 6 S 1 e e 6
SEE SHEETS FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FIN ELEVATION R CHART
DRAM1c DRe No.
J.L. 08-02357
smut NTS I OAK 09/03/14 1 SIM3 OF 12
L ROSERTO LOMAS P E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-dW-0609 dI0MS@&bm&Spep0m
SIGNED: 11/1WO16
a
I IL/
GENSF`q'r
0 6*_
o E OF ; ,
i0.
FS
DNA11
a\
Luis R. Lomas P.E.
FL No.: 62514
RLMsw ,
1/2" MIN Kr DMIti1gN CAN NIFRWED
EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L.
WOOD FRAMING
I
1 1/4" MIN. METAL r EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
OR 2X BUCK
BY OTHERS
EMBEDMENT
STRUCTURE
BY OTHERS 1/4" MAX.
SHIM SPACE
1/4" MAX.
BACKER ROD SHIM SPACE BACKER ROD
do APPROVED APPROVED
SEALANT SEALANT
10 SMS OR
N 10 WOOD SCREW SELF DRILLING
SCREW
EXTERIOR EXTERIOR INTERIOR
INTERIOR
10 SMS OR
10 WOOD SCREW
SELF DRILLING
SCREW
BACKER ROD
RIGID FILLER
BACKER ROD RIGID FILLER
APPROVED 1/4" MAX. do APPROVED
SEALANT SHIM SPACE SEALANT 1/4" MAX.
SHIM SPACE
WOOD FRAMING
OR 2X BUCK
1 1/4' MIN.
METAL
STRUCTURE NOTES'
BY OTHERS EMBEDMENT BY OTHERS I INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
NOT SHOWN FOR CLARITY.
3/4' MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
EDGE DISTANCE DESIGNED IN ACCORDANCEKITHASTME2012
1/2' MIN.
EDGE DISTANCE VERTICAL CROSS SECTION
VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4' MIN.
EMBEDMENT
l-
1/2" MIN.
EDGE DISTANCE
10 WOOD
SCREW
1 /4" MAX.
r SHIM SPACE
INTERIOR
WOOD FRAMING EXTERIOR
OR 2X BUCK
BACKER RODBYOTHERS &
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
1 /4" MAX.
r SHIM SPACE
3MIN. INTERIOR
EDGEDDISTANCE10
SMS OR SELF
DRILLING SCREWS
APF)fEXIERIIOR METALSTRUCTURE
BACKER ROD BY
OTHERS APPROVED SEALANT
JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION MI
WINDOWS AND DOORS, LLC 650
W. MARKET ST. GRATZ,
PA 17030 SERIES
185 ALUMINUM FIXED WINDOW 73"
X 72" NON —IMPACT FINLESS
INSTALLATION DETAILS WITHOUT FILLERS MWW.
7IIo. m J.
L. 08-02357 I WALE
NTS I o`TE 09/03/14 1 S"E"4 OF 12 L.
ROBERTO LOU" P.E. 14W
WOODFORD RD LEWISVILLE. NC 27023 434.
6"-OW9 A ffw* wM" com SIGNED:
1111512016 66
pT(
or,
A•
tT6fi)
2EOFu, Luls
R. Lomas P.E. FL
No.: 62514
REVISIONS
REV DESCROnON DATE AFPRWED
2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS
1 1/4" MIN.
1 1/4" MIN.EMBEDMENT
OPTIONAL 1X BUCK
EMBEDMENTSEENOTES3 — 7
SHEET 1 T
CONCRETE/MASONRY
BACKER ROD 1/4- MAX, BY OTHERS 1/4' MAX. Q. APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL IX BUCK
SEE NOTES 3 — 7
SHEET 1
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
J/16" TAPCON
BACKER ROD
APPROVED
SEALANT
1/4" MAX. 2 1/2"
OPTIONAL 1X BUCK SHIM SPACE MIN.
SEE NOTE 3 — 7 EDGE
SHEET 1 DISTANCE EXTERIOR
T
CONCRETE/MASONRY I BACKER ROD
BY OTHERS b • 1 1/4" MIN.
APSEAPROVED
EMBEDMENTa.. JAMB INSTALLATION DETAIL
CONCRET&MASONRYWSTALLATON
2 1/2' MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
S R l p41 i/I
GEN.9*.
I-- v
SERIES 185 ALUMINUM FIXED WINDOWNOTES- 0 6 *=
I. INTERIORAND EXTERIOR FINISHES. BYOTHERS. 73" X 72" NON —IMPACT
NOT SHOWN FOR CLARITY
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED
FINLESS INSTALLATION DETAILS WITHUT FILLERS TAT OF
DIUWN: DWc No. REVINACCORDANCEWITHASTME2112 c(p R1pP
J. 08 02357 B S NA 1;1 G\
L. NTS alE 09/03/14 5 OF 12 fill
LROBERTOLOM"P.E.
1432WOODPoRDROLEMSVILLE,NC27023 LUIS R. Lomas P.E.
FL No.: 62514434•6"-OW9 NbmMs&6bm$Mc0m
REVISIONS
1/2" MIN.
REV DESCRFMN DIE APPROVED
rEDGE DISTANCE 3/4" MIN
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
WOOD FRAMING 1 1/4' MIN METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
OR 2X BUCK
BY OTHERS
EMBEDMENT
STRUCTURE
BY OTHERS 1/4 MAX.
SHIM SPACE
1/4' MAX. r
BACKER ROD SHIM SPACE BACKER ROD
APPROVED APPROVED RIGID FILLERqk7SEALANTRIGIDFILLERSEALANT
10 SMS OR
10 WOOD SCREW SELF DRILLING
SCREW
EXTERIOR EXTERIOR INTERIOR
INTERIOR
q10 SMS OR
p10 WOOD SCREW
SELF DRILLING
SCREW
BACKER ROD
RIGID FILLER
BACKER ROD RIGID FILLER
APPROVED
SEALANT
1/4" MAX. APPROVED
SEALANT 1/4" MAX. SHIM SPACE SHIM SPACE
WOOD FRAMING MIN
METAL NOTES:
OR 2X BUCK EMBEDMENT
STRUCTURE
BY OTHERS
I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
BY OTHERS NOT SHOWN FOR CLARITY.
3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112
1MIN' EDGEE
DISTANCE VERTICAL CSECTION ROSS VERTICALCROSS
SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING
OR 2X BUCK INSTALLATION 1 1/
4" MIN. 1/4" MAX. EMBEDMENT r
SHIM SPACE RIGID FILLER
1/2"
IN EDGE DISTANCE
I INTERIOR
10 WOOD
SCREW I'
VEXTERIOR
w000 FRAMINGOR2x
BUCK BACKER ROD
BY OTHERSAPPROVEDSEALANTJAMB
INSTALLATION
DETAIL WOOD FRAMING
OR 2X BUCK INSTALLATION N1/4"
MAX.
SHIM SPACE
RIGID FILLER
3/4"
MIN. INTERIOR EDGE
DISTANCE10SMS
OR SELF DRILLING
SCREWS App
fEX7-ERIOR METAL STRUCTUREczzzrBACKER
ROD BY OTHERS
APPROVED SEALANT JAMB
INSTALLATION
DETAIL METAL STRUCTURE
INSTALLATION MI WINDOWS
AND DOORS, LLC 650 W.
MARKET ST. GRATZ, PA
17030 SERIES 185
ALUMINUM FIXED WINDOW 73" X
72" NON —IMPACT FINLESS INSTALLATION
DETAILS WITH RIGID FILLERS DRAWN• 7ND.
RLV J.L.
08-02357 B WALE NTS
I DATE 09/03/14 SNEET 6 OF 12 L ROBERTO
LOMAS P.E. 04M WOODFORD
RO LEWISVILLE. NC 27023 434-M•
0609 AianA,*&bM*S;* c0M SIGNED: 1111512016
5 R
I It
o EN3F •,P
Ar i0,,
6126 1 ; STTAttTE
OFc Lu O . EE
OF .;;`
ss ONA
11EG``` Luis R.
Lomas P.E. FL No.:
62514
REMSIDNS •
REV DESCRIPTION DATE APPROVED
2 1/2• MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 RL
CONCRETE/MASONRY
BY OTHERS
1 1/4" MIN.
4. 1 1/4" MIN. EMBEDMENT
OPTIONAL IX BUCK•°
EMBEDMENTSEENOTES3 — 7
SHEET 1 r
CONCRETE/MASONRY
BACKER ROD 1/4" MAX, BY OTHERS 1/4" MAX.
do APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL 1X BUCK
RIGID FILLER SEE NOTES 3 — 7
SHEET 1 RIGID FILLER
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON
b .
INTERIOR
3/16" TAPCON
BACKER ROD
do APPROVED RIGID FILLER
SEALANT
1/4" MAX. 2 1/2"
OPTIONAL 1X BUCK SHIM SPACE MIN.
SEE NOTE 3 — 7 EDGE
SHEET 1 DISTANCE EXTERIOR
CONCRETE/MASONRY 1 BACKER ROD
BY OTHERS n 1 1/4" MIN.
APPROVED
EMBEDMENT
SEALANT
a•'
A
JAMB INSTALLATION DETAIL
e CONCRET&MASONRYINSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
SIGNED: 1111512016
MI WIND DOORS, LLCOWSMNDK
GRATZ, PA 17030 9,p% NOTES:
GENS
SERIES 185 ALUMINUM FIXED WINDOW1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. 0 BJrt+*` NOT SHOWN 73" X 72" NON —IMPACT 4EPERIMETER2.PER/METER ANDJO/NTSEALANTBYOTHERSTOBE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TAT OF
DESIGNED IN ACCORDANCE WITH ASTM E2112
L
i O
duwN
J.L.
Owe No.
08—01E2E357
REV
B
i•PF•;°pR10•
sS ONA15 aGNDATESCAMNTS09/03/14 7 OF 12
L. ROBERTO LOMAS P.E.
wV WOODFORD RD LEWTSVILLE, AC27023 Luisis R. P.E.
62510434-6B0-06D9 dbms@*bmawcm OLomos
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/2' MIN.
rEDGE DISTANCE
1 1/4" MIN.
EMBEDMENT
1/4" MAX.
SHIM SPACE
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD &
APPROVED SEALANT 1/4" MAX.
BEHIND FLANGE SHIM SPACE
WOOD FRAMING 1 1/4" MIN
OR 2X BUCK EMBEDMENT
BY OTHERS
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4' MAX.
EMBEDMENT F SHIM SPACE
1/2_jMIN.
EDGE DISTANC
INTERIORI
110 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK EXTERIOR
BY OTHERS BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
MIN
r
1/4" MAX.
SHIM SPACE
10 SMS OR
ELF DRILLING
CREW
EXTERIOR INTERIOR
10 SMS OR
SELF DRILLING
SCREW
BACKER ROD & RIGID FILLER
APPROVED SEALANT
BEHIND FLANGE 1/4' MAX
SHIM SPACE
METAL
STRUCTURE
BY OTHERS
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACE
3/4' MIN. INTERIOR
EDGE DISTANCE
10 SMS OR
SELF DRILLING
SCREWS
METAL EXTERIOR
STRUCTURE
BY OTHERS BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
REVISIONS
REV I)MRR,IIDN DAZE APPROWD
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 1 10/27/16 R.L.
NOTES.
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITHOUT FILLERS
DRAWN: DWG NO R
J.L. 08-02357
SCALE NTS I DATE 09/03/14 —C'8 OF 12
L. ROBERTO LOAIAS P.E.
1432 WOODFORD RD LEWISVILLE. AAC 27023
434-M-OM t0 masOW mRsPw com
SIGNED: 1111512016
1R II
L/OMYi
G,EG2N'rFq`P '.
DTAT 6EOF ; ry
OR10P
Luis R. Lomas P.E.
FL No.: 62514
REVISIONS '
REV DESCRIPMN DATE APPROVED
2 1/2 MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS e "
1 1/4" MIN.
1 1/4" MIN. e EMBEDMENT
OPTIONAL 1X BUCK EMBEDMENT
SEE NOTES 3 - 7
SHEET 1
CONCRETE/MASONRY
BACKER ROD & 1/4' MAX. BY OTHERS 1/4" MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL 1X BUCK
SEE NOTES 3 - 7
SHEET 1
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL 1X BUCK 1/4" MAX.
SHIM SPACE
2 1/2
MINSEENOTE3 - 7 EDGESHEET1DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD &
BY OTHERS
1 1/4" MIN.
APPROVED SEALANT4.
e 4 a EMBEDMENT
e•• •
BEHIND NGE
JAMB INSTALLATION DETAIL
e a , CONCRETEJMASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEWASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
6MARKET GRA
Z, PA17030 NOTES. SERIES
185 ALUMINUM FIXED WINDOW f Io" 6 A = 1. INTERIOR
AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON -IMPACT 0 K VI +•t NOT SHOWNFORCLARITYFLANGEINSTALLATIONDETAILSWITHOUTFILLERSAt- 0'• STATEOFW- 2. PERIMETERANDJOINTSEALANTBYOTHERSTOBEDESIGNEDINACCORDANCEWITHASTME2112
i's;(OR10 DRAwrr ORCNO. aEv 08 02357
B P`G
SCALE DATE
NTS 09/03/14 g OF 12 L. ROBERTO
LOMAS P.E. 1192141"FORD
ROLEWISVXLE. AC27023 LUIS R. Lomos P.E. 4Jr•6R -
0609 4bmAvL.9trbmesp eam FL NO.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1 /2" MIN.
EDGE DISTANCE
1 1/4" MIN.
F EMBEDMENT
1/4" MAX.
SHIM SPACE
RIGID FILLER
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD &
APPROVED SEALANT 1/4" MAX.
BEHIND FLANGE SHIM SPACE
IWOODFRAMING11/ MIN.
OR 2X BUCK EMBEDMENTBYOTHERS
Il
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4' MAX.
EMBEDMENT r SHIM SPACE
RIGID FILLER
1/2"
EDGE DISTANC /
INTERIOR
1
R10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK EXTERIOR
BY OTHERS BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
3/4' MIN
EDGE DISTANCE
R 1/4" MAX.
SHIM SPACE
RIGID FILLER
10 SMS OR
SELF DRILLING
SCREW
EXTERIOR INTERIOR
10 SMS OR
SELF DRILLING
SCREW
BACKER ROD & RIGID FILLER
APPROVED SEALANT
BEHIND FLANGE 1/4- MAX
F SHIM SPACE
METAL
STRUCTURE
BY OTHERS
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX
SHIM SPACE
RIGID FILLER
3/4" MIN. INTERIOR
EDGE DISTANCE
10 SMS OR
SELF DRILLING
SCREWS
METAL EXTERIOR
STRUCTURE
BACKER ROD & BY OTHERS
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
RLVIsom
REV DMRFWN MlE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 1 10/27/16 R.L.
NOTES:
I INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS
DRAWN: 011D NO RV
J.L. 08-02357 B
564E NTS JDATE 09/03/14 SHEL' 10 OF 12
L. ROBERTO LOMAS P E.
14M WOODFORD RD LEW ISVILLE, NC 27M
4U-W-0609 NMus@*bm V*cvm
SIGNED: 1111512016
E SF •S1
04
61
TeAT
ORIO ••
Luls R. Lomos P.E.
FL No.: 62514
REVISIONS '
REV DESCRIPIIDN CATE APPROVED
2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.I.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS n !
1 1/4" MIN.
1 1/4" MIN. EMBEDMENT
OPTIONAL 1X BUCK e EMBEDMENT
SEE NOTES 3 - 7
SHEET 1
CONCRETE/MASONRY
BACKER ROD & 1/4" MAX BY OTHERS 1/4" MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL 1X BUCK
RIGID FILLER SEE NOTES 3 - 7
SHEET 1 RIGID FILLER
3/16- TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE RIGID FILLER
OPTIONAL 1X BUCK 1/4 MAX. 2 1/2
MIN.
SEE NOTE 3 - 7 SHIM SPACE
EDGE
a .
SHEET 1 DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD &
BY OTHERS e
1
1 1/4" MIN.
APPROVED SEALANT
e •
a
a• •
EMBEDMENT
BEHIND NGE
JAMB INSTALLATION DETAIL
e : a CONCRETEAMSONRY INSTALLATION
a
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRET&MASONRY INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
NOT SHOWNFOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2I 12
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS
DRAWN: oNG No. REV
J.L. 08-02357 B
WALE NTS I DATE 09/03/14 1 SNEET 11 OF 12
L. ROBERTO LOWS P•E.
WV KVODFORD RD LEWISVXLE, NO 27023
134-m-OW9 lM nap@*A m Spe wm
SIGNED: 1111512016
G E NS. q`P
0
0 6
OF •L
O.
i d` • A. ORIOP •
S1ONA 11E
G`
Luis R. Lomas P.E.
FL No.: 62514
REVISIONS -
REV DESCRIPIgN DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
APPROVED 8 REVISED NAME AND ADDRESS 10/27/16 R.L.
SEALANT
BEHIND FIN 1 1/4" MIN.
EMBEDMENT
J6 WOOD w000
SCREW FRAMING
BY OTHERS/
4" MAX. 1
SHIM SPACE WOOD FRAMING
1/4 MAX
3/8" MIN SHIM SPACEBYOTHERS
EDGE DISTANCE rWLNTERIQR
p6 WOOD INTERIORSCREW
1/4- MAX
I
r SHIM SPACE
3/8- MIN
EDGE DISTANCE
6 WOOD WOOD
SCREW I _ FRAMING
APPROVED IF--_ 11/4 MIN. BY OTHERS
SEALANT EMBEDMENT
BEHIND FIN
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4"
MIN
EMBEDMENT
APPROVED
SEALANT
BEHIND FIN
EXTERIOR
3/8" MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES,
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FIN INSTALLATION DETAILS
J.L. 1 08-02357
Sri NTS D`n 09/03/14 1 SHEET 12 OF 12
L. ROBERTO LOMAS P.E.
14M WOODFORD RD LEWISVILLE. MC 27023
434-M-0609 namlus@rbmspemm
SIGNED: 1111512016
0 6
AT OFOF
II I
Luis R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Page 1 of 3
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rProduct ApprovalitUSERPublicUser
Product Aooroval Menu > > Application List > Application Detail
FL # FL15353-R2
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717)365-3300 Ext2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
G Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation & Management Institute
Quality Assurance Contract Expiration Date 12/31/2017
Validated By Steven M. Urich, PE
R Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
FL15353 R2 COI FLCOI Ddf
1710.5.3
Method 2 Option B
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 9/7/2017
Florida Building Code Online Page 2 of 3
Date Submitted 06/15/2015
Date Validated 06/15/2015
Date Pending FBC Approval 06/21/2015
Date Approved 08/19/2015
Summary of Products
FL # Model, Number or Name Description
15353.1 5764 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS353 R2 If 08-01448A.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL153S3 R2 AE 512072A.odf
span: 52-1/8". Created by Independent Third Party: Yes
1S353.2 5764 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FLIS353 R2 II 08-01439A.odf
Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512063A.odf
span: 83" Created by Independent Third Party: Yes
153S3.3 5765 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FLIS353 R2 11 08-01449A.odf
Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
Evaluation Reports
FL15353 R2 AE 512073A.odf
span: 104-1/4" Created by Independent Third Party: Yes
15353.4 5765 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FL15353 R2 II 08-01440A.odf
Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.Ddf
span: 83". Created by Independent Third Party: Yes
15353.5 CM-18514 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FL1S353 R2 It 08-01442A.odf
Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A.odf
length - 83". Created by Independent Third Party: Yes
15353.6 CM-18520 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 II 08-014S1A.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - S2-1/8" x 84". Max mullion FL1S353 R2 AE 512075A.0df
span - 104-1/4" Created by Independent Third Party: Yes
153S3.7 CM-18523 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 11 08-01452A.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512076A.odf
span - 104-1/4". Created by Independent Third Party: Yes
15353.8 CM-18S31 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FL15353 R2 II 08 01443A.Odf
Verified By: Luis R Lomas, PE PE-62S14
http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtH8572gvd WIS... 9/7/2017
Florida Building Code Online Page 3 of 3
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.odf
span - 83" Created by Independent Third Party: Yes
15353.9 CM-18532 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 II 08-01453A.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FLIS353 R2 AE 512077A.odf
span - 104-1/4" Created by Independent Third Party: Yes
15353.10 CM-18533 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 II 08-01444A.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FLi5353 R2 AE 512068A.odf
span: 83" Created by Independent Third Party: Yes
15353.11 CM-18534 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 II 08-01454A.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.odf
span: 104-1/4". Created by Independent Third Party: Yes
Badt Neat
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSO-487-iB24
The State of Florida is an AA/EEO employer Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do hot want your e-mall address released In response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to
Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If
they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 4SS, F.S., please chck here .
Product Approval Accepts:
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http://wvwv.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQ,A,tDgtH8572gvd WIS... 9/7/2017
NOTES:
1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO
COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE.
2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE
DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION
FACTOR Cd=16 WAS USED FOR WOOD ANCHOR CALCULATIONS
4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS
DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS. INC.
7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN.
9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED
IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED
HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING
TO THIS DOCUMENT
DESIGN PRESSURE TABLE INSTRUCTIONS:
1) DEFINE REOUIRED DESIGN LOAD PER FLORIDA BUILDING CODE
CHAPTER 16.
2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON
PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH.
3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT
THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION
SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING
FOR PRODUCT IN STEP 2.
MULLION RATING MUST BE EQUAL OR GREATER THAN REOUIRED
DESIGN PRESSURE OBTAINED IN STEP 1.
TRIBUTARY WIDTH =
WI + W2
2
REV I DESCRIPTION DATE A"RMD
A I REVISED INSTALLATION DETAILS 06/10/15 R.L.
ANCHORING NOTES:
1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM
EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS
SHEET 3.
2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT
WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS
SHOWN IN INSTALLATION DETAILS SHEET 4.
3) ALL FASTENERS TO BE CORROSION RESISTANT.
4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND
ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS
LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0 42
B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI.
C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N,
TYPE 1 (OR GREATER).
5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4' SELF
DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED.
HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER.
TABLE OF CONTENTS
SHEET NO.. DESCRIPTION
NOTES
CONFIGURATIONS AND DP CHART
INSTALLATION DETAILS
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
V.L. 08-01439
ScAuNTS DATE 01 / 1 1 / 12 SNP 1 OF 3 SIGNED:
0611112015
107 3/8"
COMBINED WIDTH
WI-IrW2-
BY 1 1
FRAME
HEIGHT WINDOW WINDOW
MULLION
SPAN) 1 1
107 3/8"
COMBINED WIDTH
WI-Irw2
83" LINFRAME
HEIGHT WINDOW
MULLION
SPAN)
L /
J
F_
107 3/8"
COMBINED WIDTH
W1 -Ir w2
83" 1 J WINDOW
FRAME
HEIGHT WINDO W/NDD
MULLION I
SPAN) 1 1 1
II- W1 W2
107 3/8"
COMBINED WIDTH
Desi n pressure ratan s
Mullion
span (in)
Tributary
18.13 2S.SO
width (in)
36.00 42.00 48.00 52.13
25.00 130.0 1300 1300 130.0 130.0 130.0
37.38 130.0 130.0 127.2 127.0 127.0 127.0
49.63 120.7 943 779 73.8 7Z I 72.0
62.00 710 52.2 39.7 35.9 33.4 32.3
6S.63 596 43.7 33.0 29.6 27.4 26.3
72.00 44 9 32.7 244 218 19.9 19.0
84.00 28.1 20.3 15.0 1 13.2 11.9 11.3
LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE.
107 3/8"
COMBINED WIDTH
WI W2 -
B LW 1FRAMELOW
HEIGHT
MULLION
SPAN) ! !
F_
107 3/8"
COMBINED WIDTH
W1 W2
83" 1 / WINDOW
FRAME
HEIGHT WINDOW
MULLION
SPAN,
W1 I1- W2
107 3/8"
COMBINED WIDTH
REV I DESCRIPTION I DATE I APPROVED IAIREVISEDINSTALLATIONDETAILS06/10/15 1 R.L.
FW_
107 3/8"
COMBINED WIDTH
1 W2
BY 1 1 WINDOW IFRAME
HEIGHT WINDO WINDOW
MULLION
SPAN) 1 1 A.
APPROVED CONFIGURATIONS
MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED
WIDTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN.
Design pressure rating (pst) with rebar
o tion
Mullion
span (In)
Tributary
10.13 25.50
width (in)
36.00 42.00 48.00 52.13
25.00 130.0 130.0 130.0 130.0 130.0 13D 0
37.38 130.0 13D O 127.2 127.0 127.0 127.0
49.63 1207 94.3 77.9 73.8 72.1 72.0
82.00 92.4 70.0 53.3 48.1 44.8 43.4
65.63 80.0 586 442 39.7 367 35.3
72.00 60.3 43.9 32.8 29.2 26.7 25.5
84.00 37.7 273 1 20.1 1 177 1 160 151
LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE.
Wt --{F-- W2
107 3/8"
COMBINED WIDTH
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
APPROVED CONFIGURATIONS AND RATING CHARTS
DRAWN. ONC ND.
V.L. 08-01439
SCALE NTS - 01/11/12 15HEET2 OF 3
SIGNED: 0611112015
2 1/2" MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
I
1 1/4-
MIN. EMBEDMENT
1 1i
11J
LrLl
1/4" TAPCON
SECT5796
CLIP
OPTIONAL
REBAR
SECT
U~J '•
MULLION
MT000022
CLIP
10 WOOD SCREW
I
1 3/8' MIN.
EMBEDMENT
WOOD FRAMING/
1/2" MIN. 2X BUCK
EDGE BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
MASONRY/CONCRETE AND WOOD FRAMING
INSTALLATION
NOTE' CLIPS MAY BE USED IN MASONRY/CONCRETE
OR WOOD FRAMING SUBSTRATE.
3.261'
1 1.375'
10. 3"
1
3.250'
4.000"
DNS '
DESCR PTION DATE APPROVED
REVISED INSTALLATION DETAILS 06/10/15 R.I.
3.750"
1.000' 0 375'
0 422
2.032' 2.875'
0.84T
3•
2X
00 210" SECT5796
CLIP FOR
CONCRETE INSTALLATION ALUMINUM
6063-T5.125' THICK MT000022
CLIP 16GA (
063-) GALVANIZED STEEL 3.750- 2.
189' — 1.
0 0" 0.375' 2.
140' —I J—
1.
125" cl 0.843" J
T— 2X 00.210' 1.
562' SECT5764
MULLION ALUMINUM
6005-T5.125' THICK 1.
562' I.._
0.688" SECT5796
CLIP 1
FOR
WOOD FRAMING INSTALLATION ALUMINUM
6063-T5 125- THICK 1.
531 " SIGNED: 0611112015 RF-
1852 IEBAR MI
WINDOWS AND DOORS 650
111
111(( It ..
Lo4fl 16
GA (.062) GALVANIZED STEEL WEST
MARKET STREET GRATZ,
PA 17030-0370 S
G
E N'q 9,+ 5764 -
VERTICAL MULLION D 6 * 83"
MULLION SPAN INSTALLATION
DETAILS AND COMPONENTS 0 ; TATE OF MAW
DWC ND. RCV S:,ORlO*%6`\`\ OB-01 A 1/1 S1ONA T439scuEasNTSO1/11/12 3 OF 3 11Ea\\
Florida Building Code Online Page 1 of 3
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lolida
050 Product ApprovalrIUSER: Public user
Product Aooroval Menu > ProduR or AoohuHon searcn > Aoolication List > Application Oetall
FL # FL13223-R3
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived G
Product Manufacturer James Hardie Building Products, Inc.
Address/Phone/Email 26300 La Alameda
Ste. 250
Mission Viejo, CA 92691
909)349-2927
pingsheng.zhu@jameshardie.com
Authorized Signature Pingsheng Zhu
pingsheng.zhu@jameshardie.com
Technical Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909)349-2927
pingsheng.zhu@jameshardie.com
Quality Assurance Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Category Panel Walls
Subcategory Siding
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
E Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Ronald I. Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity Intertek Testing Services NA, Inc.
Quality Assurance Contract Expiration Date 01/01/2018
Validated -By John Southard, P.E.
validation Checklist - Hardcopy Received
Certificate of Independence FL13223 R3 COI RIO - Certificate of Indeoendence.PDF
Referenced Standard and Year (of Standard) Standard Year
ASTM C1186 2007
ASTM E330 2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL13223 R3 Eouiv ASTM C1186 Eouivalencv Sioned.odf
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Florida Building Code Online Page 2 of 3
I
0
Sections from the Code
Product Approval Method Method 1 Option D
Date Submitted 08/17/2015
Date Validated 08/26/2015
Date Pending FBC Approval 09/07/2015
Date Approved 10/16/2015
Date Revised 08/09/2017
Summary of Products
FL # Model, Number or Name Description
13223.1 Cempanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2SS6-IS Panel metal-wood.odf
FL13223 R3 II ER RIO-2578-15 Panel to FurrinD.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL13223 R3 II Install Cemoanel Sidino.odf
Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf
Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd.
NOA 15-0122.04 Created by Independent Third Party: No
Evaluation Reports
FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf
FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf
FL13223 R3 AE NOA 1S-0122.04.odf
Created by Independent Third Party: Yes
13223.2 HardiePanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.odf
FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL13223 R3 II Install HardiePanel Sidino.odf
Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.odf
Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd.
NOA 15-0122.04. Created by Independent Third Party: No
Evaluation Reports
FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf
FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf
FL13223 R3 AE NOA 15-0122.04.odf
Created by Independent Third Party: Yes
13223.3 Prevail Panel Siding fiber-cement•panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.odf
FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL13223 R3 li Install Prevail Panel Sidino.odf
Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf
Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd.
NOA 15-0122.04. Created by Independent Third Party: No
Evaluation Reports
FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf
FL13223 R3 AE ER RIO-2578-IS Panel to Furrino.odf
FL13223 R3 AE NOA 15-0122.04.odf
Created by Independent Third Party: Yes
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Contact us :: 2601 Slav Stone Road. Tallahassee FL 32399 Phone: 8S0-487-1824
The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida. •: Privacy Statement :: Accessibility Statement •: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mall address released in response to a public -re cords request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8S0.487.1395. 'Pursuant to
Section 4S5.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emalls provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to
Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
t bcl
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Credr Card
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PROJECT RIO-2556-15
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND
FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 3
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3
TABLE 1B, SHEAR VALUES 3
DESIGN WIND LOAD PROCEDURES 4
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7
LIMITATIONS OF USE 7
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS -ARE IN
COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND
THE 2012 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD I. OGAWA & ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH., CA 92649
714-292-2602
714-847-4595 FAX
RONALD I.OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847.4595 FAX
PROJECT: RIO-2556-15
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
EVALUATION SUBJECT
HardiePanel® Siding
James Hardie Product Trade Names covered In this evaluation:
HardiePanel® Siding. Cempanel® Siding, PrevagTM Panel Siding
EVALUATION SCOPE:
ASCE 7-10
2014 Florida Building Code
2012 International Building Coda®
EVALUATION PURPOSE:
This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel. Prevail Panel) siding fastened to wood or metal framing
with rags or screws.
REFERENCE REPORTS:
1. )ntartek Report 3067913 (ASTM C11as) Material properties HardiePanel Siding
2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test 5136' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches•
on center with a 6d common galvanized nag
3. Ramtech Laboratories Report IC-1271.94 (ASTM' E330) Transverse Load Test, 5116' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hem-Rr wood seals spaced at 24 Inches
ontenter with a 6d common galvanized nag
4. Ramtech laboratories, Inc. Report 1086S.97/1475 (ASTM E330) Transverse Load Test Sf16' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Group III SG=0.36 wood studs
spaced at 16 itches on center with a 4d, 0.091 inch shank by 0225 inch head diameter by 1.5 inch brig ring shank nag
5. Ramtech Laboratories. Report I0-1054-89 (ASTM E330) Transverse Load Test, 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16-inches on
center with a No 8 X 1 in long X 0.323 in head diameter ribbed bugle head screw
6. Ramtech Laboratories, Report IG1055-89 (ASTM E330) Transverse Load Test. 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Meal studs spaced at 24 inches on
center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw
7. Ramtech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Tesi,1/4' Thick by 48 Inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24
Inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. brig X 0.25 in. head diameter pin fastener
8. Ramtech Laboratories Report IC-1273.94 (ASTM E72) Racking Shear Test 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 Inches on
center with a 6d common galvanized nail
9. Ramtech Laboratories Report IC.1274-94 (ASTM E72) Racking Shear Test, 5I16' Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hem -Fir wood studs spaced at 24 inches on
center with a 6d common galvanized nag
10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test. 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs
spaced at 16 itches on center with a 4d. 0 091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nag
11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test 5116' Thick by 48 arch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24
inches on carder with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw
12 Ramlech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24
inches on center with a ET&F 0.100 in knurled shank X 1.5 in. long X 025 in. head diameter pin fastener
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
Wo@jameshardie.com
TEST RESULTS:
Table Ia. Results of Transverse Wad Testing
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-647-4595 FAX
PROJECT: RIO-2556-15
fastener Spacing
an 1
Frame Uhimete
Allowable
Design
Thickness Width Spacing Perimeter Field Load Load'
Report Number TestAgency in.) tn) Frame T tn.) Supports Supports Fastener T PSF) PSF IC-
1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-
1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC-
1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-
1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 10SWO711475
Ramtech 0.3125 48 2X4 wood. SG 2 0.36 16 4 8 4d.
0.091 in. shank X 0.225 in 90
30.0 HO
X 1.5 in. long ring shank nail Min.
No. 20 gauge X 3.625 in. X Min No 8 X 1 in. kug X 0.323 m IC.
1054-89 Ramtedh 0.25 48 1.
375 In meal sWd 16
6 6 head diameter ribbed bugle 169.9 56.6 head
screw M!
n No 8 X 1 in. long X 0.323 in IC-
1055.89 Ramtech 0.26 48 Min. No, 20 gauge X 3.625 ht X 24 8 6 head diameter ribbed bugle 91.9 30.6 1.375 in metal stud heedscrew
ETBF 0.
100 in. knurled shank X 11149.98/
1554d Ramtech 0.3125 Min. No. 20 20 gaugeX 3.625 In. X 24 4 8 1.5 in. long X 0.25 in. heed 170 56.7 in metal
surd diameter pin
fastener ETr1F 0.
100 In. knurtedshank X 11149.9811554d
Ramtech 0.3125 48 Min No. 20 gauge X 3.625 in. X 16 4 8 1.5 in. long X head 101 33.7 1.375
in metal stud n fa
to diameter pinsner1. Allowable
Load is the Ultimate Load divided by a Factor Ol 881ety01 J. 2.Har"
Parnel Siding complies with ASTM C1186. Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b,
Shear values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls *,2 Fastener Spacing
fin d
Frame Ultimate
Allowable Thickness Width
Spacing Perimeter Field Load' Load' Report Number
Test Agency(in.) in.) Frame T in.) S Supports Fastener T IC-1273.
94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 141273.94
Remtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IG1274-94
Ram sch 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274-
94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 64 common 637.5 212.5 0.091
m. sherds X 10868-97/
1475 Ramtech 0.3725 48 2X4 wood, SG a 0.36 16 4 8 HD b
X 1.5 in. shank nail M nat595,4 198.5 Min. No
8 X 1 In. long X 0.323 in IC-1057.
89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 16 8 24 8 6 head diameter ribbed bugle 990.0 123.8 1.375
in metal stud head screw
ETBF 0.
100 in. knurled shank X 11284-99/
1580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 i2 X 16 4 8 1.5 in. long X 025 in. head 1227.0 1514 1.375
in metal stud diameter pin
fastener ET&F
0.100 in. knurled shank X 11284-99/
1680 Ramtech 0.3125 Min No. 20 gauge X 3.625 in. X 24 4 8 1.5 in. long X 0.25 in. head 1060.0 1325 1.375
in metal stud diameter pin
fastener 1. A6
board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The
maximum height -to -length ratio for construction in this Table is'2:1. 3. In
the steel framed assemblies the allowable bad is based on the average load at 1/8 Inch net deflection. P, COS?
TIFICgT:
9 F a
2412 -
STA E
F Q i • 0
a OP Cif
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-547.4595 FAX
PROJECT. RIO.2556-15
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
into@jameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind bad capacity) is determined via compliance testing to transverse load national test standards. Via the transverse bad testing an allowable
design load is determined based on a factor of safety of 3 applied to the ultimate test load.
Since the allowable design bad is based on factor of safety of 3. allowable design beds on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and
therefore should be used with combination loading equations for Allowable Stress Design (ASD).
By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design bads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7.
10 Figure 26.54A, Figure 26.5-1 B, and Figure 26.5.1 C.
For this analysis, to calculate the pressures in Tables 3.4. and 5, the load combination will be In accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design,
bad combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind velocity pressure.
Equation 1, q6=0.00256-K,-Ka'Kp'V=
Equation 2,
rat. ASCE 7-10 equation 30.3.1)
q, . velocity pressure at,heigtt 2
K, , velocity pressure exposure coefficient evaluated at height z
K. , topographic factor
Ka , wind directionality factor
V , bask wind speed (3-second gust MPH) as determined from 12012 ISCt 2014 FBC) Figures 1609A, B. or C; ASCE 7-10 Figures 26.5.1A, S, or C
V--VA (rot. 2012 IBC 6 2014 F8C Soction 16021 defm9lortV
V,a , uftcnate design wind speeds (3-second gust MPH) determined from (2012 IBC, 2014 FBCj Figures 1609A. B, or C: ASCE 7-10 Figures 26.5.1A,
S. or C
Equation 3, p=q,'(GCr-GCP) (ref. ASCE 7-10 equation 30.6-1)
GC, , product of external pressure coefficient and gust--#ect factor
GCo , product of internal pressure coefficient and gust -effect factor
p , design pressure (PSF) for siding (allowable desgn load for siding)
To determine design pressure, substitute q, into Equation 3,
Equation 4. p=0.00256•K.,'K i*VV,a•(GCp-GCa)
Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7
Equation 5, 0.60 + 0.6W (ref. ASCE 7.70 saction 2.4.1, load combination 7)
D , dead bad
W , wind bad
To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4
Equation 6, pa a 0.6'(pl
Equation 7, pip = 0.6'10.00256'KzKa'Kp'V,a1'(GCp-GCy)I_
Equation 7 is used to populate Table 3, 4, and 5.
To determine the allowable ultimate basic wind speed for Hardie Siding in Table A solve Equation 7 for Vie,
Equation 8, V,a =(ppd0.6'0.002-WKzKa•K,:'(GCp-GCy)f s
Applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding In Table
6, apply the conversion formula below.
Equation 9, V. = V.' (0.6)03 (ref. 20721BC d 2014 FBC Section 1609.3.1)
V_i . Nominal design wind speed (3-second gust mph) (tot. 2012 IBC 8 2014 FBC Section 16021)
Table 2, Coefficients and Constants used in Determining V and p,
Ks Well Zone 5
Height (ft) Exp B Exp C Exp 0 K,. Ka GC GC
0.15 0.7 0.85 1.03 h560 1 0.85 1.4 0.18
20 0.7 0.9 1.08 1 0.85 1.4 0.18
25 0.7 0.94 1.12 1 6.85 1.4 0.18
30 0.7 0.98 1.16 1 0.85 1.4 0.18
35 0.73 1.01 1.19 1 0.85 1.4 0.18
40 0.76 1.04 1.22 1 0.85 1.4 018
45 0.785 1.065 1 1.245 1 0.85 1.4 0.18
50 0.81 1.09 1.27 1 0.85 1.4 0.18
55 0.83 1.11 1.29 1 0.85 1.4 0.18
60 0.85 1.13 1.31 1 0.85 1.4 0.18
100 0.99 1.26 1.43 h>601 1 1 0.85 1.8 0.18
111ttN11I I f II UII////f
p`OFl *q'
24121-
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847459S FAX
PROJECT: RIG-2556.15
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.00m
Table 3, Allowable Stress Design • Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds = Wind Exposure Category S.
Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 160 190 200 210
Height (it) 8 8 8 B B B B B B B B 8 B B
015 14.4 15.9 17:5 191 20.8 24.4 28.3 325 37.0 41.7 46.8 521 57.8 63.7
20 14.0 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7
25 14.4 15.9 17.5 19.1 20.8 24.a 28.3 32.5 37.0 41.7 46.8 521 57.8 63 7
30 14.4 15.9 17.5 19.1 20.8 24.4 283 32.5 37.0 41.7 46.8 57-1 57.8 63.7
35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4
40 15.7 17.3 1 -19.0 20.7 226 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1
45 16.2 47.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 468 52.5 58.5 64.8 71.4
50 16.7 18.4 20.2 22-1 24.1 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7
55 17.1 18.9 20.7 226 24.7 25.9 33.6 38.5 43.8 49.5 55S 61.8 68.5 75.5
1 282 33.8 36. 4 . 2 57 5 4.0 62.9 924 1024 1129
Table 4, Allowable Stress Design • Component and Cladding (C&C) Pressures (PSF) to be Restated at Various Wind Speeds - Wind Exposure Category C.
Wind Speed 3 secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height it C C C C C C C C C C C C C C
0.15 175 19.3 21.2 23.2 25.2 29.6 344 39.5 44.9 50.7 56.8 63.3 70.1 77.3
20 18.6 20S 22.5 24:8 26.7 31.4 36.4 4t.8 47.5 53.7 60.2 67.0 74.3 61.9
25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5
30 201 22.3 24.5 26.7 29.1 34.2 39.6 45S 51.8 58.4 65.5 73.0 80.9 89.2
35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 675 75.2 83.3 91.9
40 21.5 23.7 26.0 28 4 30.9 36.3 42.0 48.3 54.9 620 69.5 77.4 65.8 94.6
45 22.0 24.2 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87.9 96.9
50 22.5 24.8 32.4 38.0 44.1 50S 57.6 65.0 72.9 81.2 89.9 99.2
55 22.9 25.2 A-
26.6-29
33.0 38.7 44.9 51.5 58.6 66-2 74.2 627 91.8 01.0
100 32.8 35.9 48 9 55.0 63.8 73.3 63 4 84.1 105 5 117 6 130.3 143.6
Table 5, Allowable Stress Design • Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category D,
Wind S 3•seoondgust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210
Height (it) D D D D D O D D D D D D D D
0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85 0 93.7
20 22.3 24.6 27.0 29.5 32A 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2
25 23.1 25.5 28.0 30 6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 e3.4 924 101.9
30 23.9 26A 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 775 86.4 95.7 105.5
35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62-8 70.9 795 88.6 98.2 108.3
40 25.2 27.7 30.5 33.3 36.2 42.5 j 49.3 56.6 64.4 72-7 81.5 90.9 100.7 111.0
45 25.7 28.3 31./ 34.0 37.
0M-62.5-72.5
57.8 65.7 74.2 83.2 927 102.7 113.3
50 25.2 28.9 31.7 34.6 37.7 58.9 67.1 75.7 84.9 94.6 104.8 115.5
55 25.6 29.3 322 35.2 38.3-59.9 68.1 76.9 86.2 96.1 06.4 117.4
100 37.0 40.8 44.7 48.9 53.263.2 94.6 106.8 119.8 t33.4 t47.9 163.0
Tables 3, 4, and 5 are be on ASCE 7.10 and consistem with the 2012 IBC, 2012 IRC and the 2014 Ronde Building Code
0GA
PGtR iAci
24121-
t-'L
9,. iSAT0CrF V3,
G'j • LO Ft10p: '
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT. RIO-2556-15
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
Info@jameshardie.com
Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7.10 Chapter 30 C&C Part 1 and Part 3)a `w\t'. 0FC /i•.9,/''i
201218C, 2014 F8C 201218C, 2014 FBC
A 41 2nllowable,
t1
STATE F
J
4 C r •l 4:
O2014 `
CoefOdams used In Table 6 calculations for V.
AUltimate Design
Wind. Speed, yY4 ,
3-
second gust mph) Allowable,
Nominal Design
Wind. Speed. VyC4,
a 3-
second gust mph) Applicable
lo met amin (
201218C. I
section 1609.
1.1. asCdatennined 12012IBC,
2014 FBC) Figures 1602k
8, or C. Applicable to
methods specified in
Exceptions 1 through 30112FOCI
1IOC. on 1609.
1.
1 Wind exposure
category Wind exposure categ Siding K, Product Product
Thickness
Inches)
6")
Width
Fastener
Type Fastener
Spacing
Frame
Type
Stud
Spacing
Indies)
Building
Heights'
feet)
8
C
O B C D Allowable Lead
Load
PSF)
Exp
a Exp C Exp 0 K. Ke C>Co GCaHardiePanetA 5118
48 Common 6
2X4
wood
Hem -
Fir
16 0.
15
186 168 153 144 130 118 49.7 0.7 0.85 103 hs6o 1 O.as 1.4 O.te 20 186
164 149 144 127 116 49.7 07 0.9 1.08 1 0.95 1.4 Ole 25 186
160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.65 1.4 0.18 30 186
157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 14 0.18 35 182
154 142 141 120 110 49.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 178
152 141 138 118 109 49.7 0.76 1.04 122 1 0.85 1.4 018 45 175
150 139 136 117 108 49.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 172
149 138 134 115 107 49.7 0.81 1.09 127 1 0.85 1.4 0.18 55 170
147 137 132 114 106 49.7 0.83 1.11 129 1 0.85 1.4 0.18 60 168
146 136 130 113 105 49.7 0.85 1.13 131 1 0.85 1.4 0.18 100 1
139 124 116 108 96 90 49.7 0.99 126 143 h>80 1 0.85 1.6 018 HardiePanel® 5H6
48 common 4
2X4
wood
Hem -
Fir
16 0-
15
233 212 192 181 164 149 78.7 0.7 0.85 103 hs60 1 0.85 1.4 0.18 20 233
206 188 181 159 146 78.7 0.7 0.9 1.08 1 0.95 14 0.18 25 233
201 185 181 156 143 78.7 0.7 10.94 1.12 1 0.85 14 0.18 30 233
197 181 181 153 140 78.7 0.7 0.98 1.16 1 0.85 a 4 0.18 35 229
194 179 177 151 139 78.7 073 1.01 1.19 1 0.85 1A 018 40 224
192 177 174 148 137 78.7 076 1.04 122 1 0.85 1.4 0.18 45 220
189 175 171 147 136 78.7 0 785 1.065 1. 5
1
085 1 4 0.18 50 4
187 173 3 145 134 76 7 0.81 1.097 1 0.85 4.4 0.1855 214 18517216614413378.7 0.83 1.119 1 OA5 1.4 0.18 60212184 171
164 142 132 78.7 0,85 1.131 1 0.65 1.4 0.18 100 175
155 146 136 120 113 78.7 0.99 1.26 1.43 h>80 1 0.85 1.a 0.18 HardiePanel 5116
48 o0mrdriotl 6
2X4
wood
Hem -
Fir
24 015
147
134 121 114 103 94 313 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 6
7 130 119 32659 101 92 91.3 07 0.9 1.08 1 0.85 t.4 018 25 7
127 116 5 98 90 313 0.7 0.94 1.12 1 0.85 1.4 0.18 30 147
124 114 114 96 89 313 0.7 098 1.16 1 005 14 0.18 35 144
123 113 112 95 87 J13 0.73 1.01 1.19 1 0.85 1.4 0.18 40 141
121 112 109 94 86 313 0.76 1.04 122 1 0.85 1.4 0.1e 45 139
119 110 108 92 86 313 0.785 1.065 1245 1 0.95 1.4 50 137
118 109 106 91 a5 313 0.81 1.09 1 0.65 1.4 i55 le 13511710810591843130.93 1.11 31 1
OAS
1.4 60 131
116 108 103 90 83 313 OAS 1.13 1 085 1.4 0.18 100 1
111 98 92 86 76 71 312 0.99 1.26 1.43 h>60 1 0.85 IA 0.16 HardiePanel® 5/
16 48 6d l""
lo"
4 2X4
wood
Hem -
Fr
24 0-
15
182 165 150 141 128 116 47.7 0.7 085 1.03 hS60 1 0.85 1.4 0.18 20 182
160 146 141 124 113 47.7 0.7 0.9 t.08 1 0.85 1.4 0.18 25 182
157 144 141 121 111 47.7 0.7 0.94 1.12 1 Oes 14 0.18 30 182
154 141 141 119 109 47.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 178
151 139 136 117 108 47.7 0.73 101 1.19 1 0.85 1.4 OAF 40 174
149 138 135 116 107 47.7' 076 1.04 1.22 1 0.85 7.4 O.te 45 172
147 136 133 114 106 47.7 0 785 1.065 1246 1 0.65 14 0 to 50 189
146 135 131 113 105 47.7 0.81 1.09 127 14 0.1e 55 167
144 134 129 112 104 47.7 0.83 1.11 1.. tQ!..85 14
O.
ie 60 165
143 133 128 111 103 47.7 0.95 1.13 1.31 1.4 0.18 100 137
121 114 106 94 Be 471 0.99 126 1.43 h>60 I 1 1085 16 01 HardiePaneYA 5/
16 48 4d, 0.
091 in. shank
X 0.225
in. HD X
1.5 in. long
ring shank ria0
4 edge
8 field
2X4 wood
SGZ0.
36
16 0.
15
144 131 119 112 101 92 30.0 0.7 0.85 1.03 hs60 1 065 t.4 0.18 20 144
127 116 112 98 90 30.0 0.7 0.9 1.09 1 0.e5 1.4 0.18 25 144
124 114 112 96 Be 30.0 0.7 0.94 1.12 1 O.as 14 0.18 30 144
122 112 112 94 87 30.0 0.7 0.98 1.16 1 0.85 1.4 018 35 141
120 111 109 93 86 30A 073 1.01 1.19 1 0.95 1.4 0 18 40 138
118 109 107 92 85 30.0 0.76 1,04 122 1 0.85 1.4 0.18 45 136
117 108 1D5 91 84 30.0 0.785 1.065 1245 t OAS 14 0.18 50 134
116 107 104 89 83 30.0 0.81 1.09 127 1 0.06 1.4 0.18 55 132
114 106 103 89 82 30D 0.83 1.11 129 1 0.85 LI 0.18 F. 131
113 105 101 88 82 30A 0.85 1.13 1.31 1 0.e5 14 018 100 108
96 90 84 74 70 30.0 0.99 126 1 IAA h>60 1 1 10.85, 1.8 0.18
RONAL'D I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET 9443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-8474595 FAX
PROJECT: RIO-2556-15
JAMES HARDIE BUILDING PRODUCTS, INC.,
1-888-542-7343
tnfo@ameshardie.com O1Gl`fl4iK/,''',''GQ ;c pt t Fl (1qT; G
201218C, 2014 FBC 2012 IBC, 2014 FBC
i!-
2 4 1 2
Allowable, Ultimate Allowrable, Nominal:
Design Wind. Speed. Design Wind, Speed.
V.44. v.., STATE F
3•sewnd gust mph) 3-second gust mph)
slER •
Applicable to methods
Applkable to methods
specified -in 1201218C, specified In Exceptions , j GNG`,,•
oF8CIas through 3 of 12012 IBC. ilgrilf wp ai rit,` 11609.1.11. determinedSection
2014 FSCJ Section
12012 IBC. 2014 F8CJ 1602.1.1.
Figures 1609A, S. or C. Coefficients ured.in Tate 8 calculations for V.
Wind exposure category Wind exposure eat S" K.
Product Stud Sulding
Allowable
Product Thickness Width Fastener Fastener Tme Spacing HeighP•1 8 C 0 B C D
Design I Iides) pnehes ) Type Spacing Type
inches) feel)
Land
PSF) Exp 8 EVC E* 0 Ka K; GC, GC: 0-
15 198 180 163 153 139 126 66.6 0.7 0.85 1.03 h960 1 0.65 1.4 0.18 Min.
No 8 20
198 175 159 153 135 123 56.6 0.7- 0.9 108 1 0.65 1 4 0.16 25
198 171 157 153 132 121 56B 0.7 0. 4 1.12 1 0.85 1.4 018 1
in. long X Min.
No. 30
198 167 154 153 130 119 566 0.7 098 1.16 1 0.85 1.4 d la 0323
in 20 gauge 35
194 165 152 150 128 lie 56.6 073 1At t.19 1 0.85 1.4 0.16 head
X3.625 40
190 162 150 147 126 116 we We 1.04 122 1 0.85 1.4 0.18 HardiePenelt1/4 48 diameter
6
in. X 16 187
161 148 145 124 115 we Kim 1.065 1245 1 0.85 1.4 0.18 ribbed
1.375 in45 50
184 159 147 143 123 114 56.6 0.81 1.09 127 1 0.65 1.4 0.18 bugle
head metal
55
182 157 146 141 122 113 56.6 0.83 1.11 129 1 086 1.4 0.18 scralirl
stud 60
180 156 145 139 121 112 56.6 0.85 1.13 t 31 1 0.85 1.4 O.tB 100
149 132 124 115 102 96 68.6 0.99 126 1.43 h>60 t 065 1.6 0.16 0.
15 146 132 120 113 102 93 30.6 0.7 0.85 1D3 hs60 1 0.85 AA 0.18 20
146 128 117 113 99 91 30.6 o.7 0.9 1.08 1 0.85 1.4 0.18 Min
No 8. Min.
No. 25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 1 0.85 1.4 OAS 1
in. long X 20
gauge 30 146 123 113 113 95 88 306 0.7 0.98 1.16 1 0.85 1.4 0.18 0.
323 in head
X
3.625 35 143 121 112 110 94 86 306 0.73 1.01 1.19 1 0.65 1.4 0.18 40
140 119 110 108 93 85 30.6 0.78 1.04 122 1 0.85 1A 0.18 HardiePanelS11448diameter
6
in. X 24 45
137 118 109 106 91 as 308 0.785 1.085 1245 1 0.95 14 0.18 n
1
Z75 in 50
135 117 108 105 90 84 30.8 0.81 1.08 127 t 0.85 1.4 0.18 bugllee
head metal
55
134 116 107 104 90 63 306 0.63 1.11 1.29 1 0.85 1.4 0.18 studStrout60
132 115 106 102 89 82 306 0.86 1.13 1 1.31 1 0.85 1.4 0.18 100
109 97 91 85 75 70 306 0.29 126 1.43 h> 60 1 10.85 1.8 0.18 0.
15 198 180 163 153 139 127 58.7 0.7 0.85 1.03 hs60 1 0.65 1A 0.18 ETRF
20
198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 lA 0.16 0.
100 in. Min.
No. 25 198 171 157 153 132 121 56.7 0.7 0.94 712 1 0.85 1.4 0.18 knurled
20
gauge 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 1.4 0.18 shank
X X
3.625 35 194 165 152 150 128 118 66.7 0.73 1.01 1.19 1 0.85 1.4 0.18 HardiePaneMA
5116 48 1.5 in. long 4 edge in. X 16 40 190 163 150 147 126 116 66.7 0.76 1.04 TM- 1 0.85 1.4 0.le X
0.25 In. 8 field 1.375 in 45 187 161 149 145 124 115 MY 0 785 1.065 1 445 1 0 85 1.4 0.18 head
diameter
metal
184 159 147 143 123 114 56.7 0 81 1.09 127 1 0.66 1.4 0.18 182
157 146 141 122 113 56.7 0.63 1.11 129 1 0.85 1.4 0.18 pin
stud
060E 180 156 145 139 121 112 56.7 0.85 1.13 1.31 1 ols 1.4 0.18 lastenerz
0
149 132 124 115 102 96 56.7 0.99 126 IA3 1%N0 1 0.85 1.8 0.18 0.
15 153 139 126 118 107 98 33.7 0.7 085 1.03 h960 1 0.85 1.4 016 ET3F
20
153 135 123 118 104 95 33.7 0.7 0.9 1.00 1 0.85 1.4 0.48 0.
100 in. Min.
No. 25 163 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18 knurled
20
gauge 30 153 129 119 lie 100 92 33.7 0.7 0.98 1.16 1 0.115 1.4 0.18 shank
X' X
3.625 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 085 1.4 018 HardiePaneflD
5/16 48 1.
5 in. long 4 edge in.
X 24 40 147 125 116 114 97 90 33.7 0.78 1.04 122 1 0.85 1.4 0.18 X
in 8 field 45
144 124 115 112 96 89 33.7 0.765 1.065 1.245 1 0.85 head
head1.375 in 50
142 122 113 110 95 88 33.7' 0.81 1.09 1.27 1 085diameter metal55
140 121 113 109 94 87 33.7 063 L11 129 1 0.85pinlastenet60 A-1.40.18 stud
139
120 112 IV 93 87 33.7 0.85 1.13 1.31 1 0.85100 1151029589797433.7 0.99 1.26 1.43 rv60 1 0.85 1.
Screws shall oenetrate the metal framino at least three full threads. 2.
Knurled stunk pins shall penetrate the metal framing at least 1/4 inch. 3.
Building freight = mean roof height On feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10' (2-12 roof slope). 4
Vult = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 1609A, 1609B, or 1609C; ASCE 7-10 Figures 26.5-1A, 26.5-18, or26.5.1C 5.
Vesd - the nominal design wind speed applicable to methods speed in Exceptions 1 through 3 of (2012 IBC, 2014 FBC) Section 1609.1.1. 6.
The wind speeds in [2012 IBC, 2014 FBC] Figures 160K 1609E and 1609C are ultimate design wind speeds, Vdt, and shall be convened in accordance with (2012 IBC, 2014 FBC) Section 1609.3.1 to
nominal design wind speeds. Vasil, when the provisions of the standards referenced in 12012 IBC, 2014 FBC) Section 1609.1.1. Exceptions 1 through 3 are used. 7.
Linear interpolation of building height.and wind speed is permitted. S.
Wind speed design assumptions,per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: It2=1, Vd=0.85, GCo=-1.4 (h560), GCo=1.8 (h:,60), GC0=0.18. LIWATIONS
OF USE: 1)
Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested.
PROJECT RIO-2578-15
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HAROIEO BRAND
FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS
JAMES HARDIE BUILDING PRODUCTS•.INC.
5 _ 10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE _ .. _ s ..
EVALUATION SUBJECT 2 ..._ _...
EVALUATION SCOPE 2
EVALUATION PURPOSE, 2
REFERENCE REPORTS 2
TEST RESULTS , - 2
TABLElA, RESULTS OF TRANSVERSE LOAD TESTING - y 2
TABLE 1B,ANALYSIS OF ALLOWABLE LOAD FOR 98 SCREWAT 10' O.C. 2
JUSTIFICATION OF USING THE RESULTS OKLIGHT GAUGE STEEL FRAMING . , 2"
DESIGN WIND LOAD PROCEDURES 3 • '
TABLE 2• COEFFICIENTS AND.CONSTANTS; USED IN DETERMINING V AND p 4
TABLE 3. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4
TABLE 4, ALLOWABLE STRESS DESIGN •CBC-PRESSURES EXPOSURE.0 q
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE,O 4
TABLE 6, ALLOWABLE WIND SPEED (MPH). FOR HARDIEPANEL SIDING 5-6
AS•PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT,THE LISTED PRODUCTS ARE -IN COMPLIANCE IMTH.T.HE .
REQUIREMENTS OF THE ASCE 7-10. THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD 1.OGAINA d ASSOCIATES. INC..
16835 ALGONQUIN STREET A"T
HUNTINGTON BEACH, CA 92649
714-292-2602'
714-8474595'FAX
u
RONALD 1. OGArAASSOCIATES, INC.
ISM ALGONOUIN STREET 0443
HUNTINGTON BEACH, C1+B2649
I) 714.282-26= (F) 714-847.45M
PROJECT. RIO-2578.15
EVALUATION SUBJECT
NardWP4n0I.9 Sidho
Jums Mardle Proddtl Trads Nuns wind In"a.altadiora
t•Iamiepillwo Siding. C,arlpanes 6aa10. peas" Panel Siding
EVALUATION SCOPE:
ASCE 7-10
204 Aodds 1 Coda
20tZW4KniiiiwW&dld Cosa
MO trmrmatimA RedOoUat Code
EVALUATION PURPOSE:
This a alyss Is to dalenoite ON nufnrem "dan Ssa000 plat wbw mead to to eeaw" by an saaamby at rlardmPamt (Companst Pmwi Pang aadp tawnad meow tangs an et:herweoa or nslal
flaink Wtamlbaranws.
REFERENCE REPORTS:
1. Inwt@k RePon 102024363COOa0%& Trrtaww moo Oast cn Ko Pawl.
TEST RESULTS:
Table Is. Ruuka of Traemretas teed Tasting
Ferns Fasym MCA"
Al wau
Teat Tltocrosa Spadga Spent FaderrorType. Load Ossi2tlLoa
Remrt Numbat krLI 11MM (in frame T • 01.) M.) end abonslrn • PSF) fpsn Fs&m lrooa
f02024363COO401A kltenall CAW 48 2X4 MOO. at4314' aria y 3.5' 18 6 N4. O X 1.25' WQ X 0.32r ND 1603 53A PA uabu3h f nuctlae w6bSPFhaftribbedbu21eMadearears1020243620004)
01A boanek 25 48 2X4 wood skid. aft' area by 3S 16 O a.8 x 125-lay x 0.3= NO 131A 43.6 put eeaugh wideSPFemitdinedbuplahem4aeM10202g63C00001A
bgselek 02t25 4O 2X4 Mood attd, 3M• era by 3S 18 t2 lb, O x 125' loop X 0.323• NO t00.1 35,4 PtC Oueuyt wife
Spit hn*v a" two* head aaftwo 1020243t13COO
00i A It..., 0.3125 48 2" wood stud. 314• etfac by 3.5' 18 B O
CA a s tp X0215' ND x 1S 147.
E 422 Pd11nw 1 Rm=n w10eSPFheftwngaurahda102024303COO-
MA. intend, 01123 aO 2, wood atuo. 2N' ova by 7-5 24 6 N0. a X 125' Iona x 0,325 ND a2.7 27.6 Pal mmugt nm=a waaspitttaetrpfWmdbuptahoodsaw" I-"
uswmm we itnawd an ran vR1pa penQfOOn edo 0, - QOldet mambas. 2.
Afteways 10e0Is 6*Unrkmd trot U116A to um avi06d by faaoof sear of 3. 3.
l4Nmpww s dm asdtpaas wd71 ASTM CIt O6, Sfanaud Spaaffeaoon far Grade t, Type A Abn.aseeses Abor•Cmicaf Ftad s. Table
lb. Analysis d AOowable Load for as Scnwat 10' O.C. 65
Strew Spedry Famner
Soa (trt. O 12 10 frame
tn. 16 16 18 FeawwI
saeete' OOp 1.33 1.11 Warabm
ltea as a 254 36.11 1mdr10usteagwwtoadnb. 36.9 472 43.1 The tarawt road em 00 &craw at IV D.C. was olc damd as the e.e4ve COO tim tasuts for 6 ate it O.C. The
a3&"W mad to to screw a the spedry at IW O.C. into hmtt asn be obAmed by intemator" Cts eesuTa a(sams tast"m at 6 rid 12- O.G. acme tat% o= had some taw" mode d testarmr pug thmuph
hnh am prlefs.Aa d10wh In ew labia. one .towable toad for 58 aaewa 61aa0ed at I? O.C. to wind tarring is UA pat. Amlinc
ftn of Using tin RnuM on Ughl Gauge Steel fnmtrg in
an atmjw modmuetmns, as oswmrs wins abaema to Wrirt only. so MdmOw 0m Nnit is ataated b wma or area InWong atlas not a5aa pehels• ealsaau 1,00atoaaty: Ma co projext a*nWs reaponsimuty
m ensun bin Mop sum"tsm a." traetlo momews m ttaee wmwm low opsabes.
RONALD L OGAVAASSOCIATE6. INC.
16835 ALGONOIAN STREET 0443
HUNTINGTON BEACH, CA 92640
m 714.202-2M (F) 714-847.4595
PROJECT: RIO-2578-15
DESIGN WINO LOAD PROCEDURES:
Fuasrpmetd tWa p aww# ta4 bad apadry Wjw load ca, adtA Is 4*Wm Ymd 14 CMVINM tesmV Muzu ame lead nmbeW ac ondarda. VA tro tcrc.eeso iota ro&WV on samusWe anon bee is
eta MMW bawd an a t2W of sated of 3 app5ad to the uatftlats on toad.
Equation 1. gA0.0fa56'IK'K.'K,'14 (WW. ASCE 7-10 equation 30.3.1)
q, . wbary pr0asln at tmisM z
K . vdo ft omaarm e,pmuse coacclant ovAmw at emtOnt a
K.. IOPoptaphk iaemr
Equation 2.
K.. oho dnctionatay fmw
V . OWC wino upee0 (Ssearo qua MPH) as am armined Mm 2012ISC Rpuaw 180J, 8, or C: ASCE 7.10 Ryutes 26.61A. 8, or C
VIV. pd..1mmcSoation1W2.1do&thim i; V..
wbmota dosipn wino apeoas (3+e4:000 gust MPH) dalmmim0 ban 2012 ®C fkam 1f21$A. S. or C. ASCE 7.10 Fiurrsa 26.SIA. 8, are Equation
3. p•q,'(GC.GC.) JW.. ASCE 7-10 sq a,ion 30.&U GC..
proud of eawnd prawn mWldom and puo- Oaa poor GC..
tl OW0 Of iraatnal Ptasuea CDDMCWM and 00349WO fatral P .
dmr Paamee (PSF) W "V (-Pw* b Omen boa torai*0 To
dodur.I* dastpn poaaa, susm Ge q,1a E9=w 3, Equate `
P•0.0=WKr'K: r'V4NGCeGCJ AS-
abb Smear Qtagn, ASCE 7.10 Section 2.4.1. bad nor WA.-i rl 7 Equation
4. 0.60. 0.6W pal. ASCE 7-10 "Clean 14.1, bad eomotnaoon 7) O ,
dead bad W .
woo bad To
urawnd the Albrehb Saari Drafpn Preralrm, #Wy the bad tactorlorW (WOO Dam Sawmian a ro p (WWft Perane) COMManad none ev,nroon 4 Equation
a. Pr r Ozvl Equation
7. p.., 0".0me rvK.'K'll.1(GC.4C.N Eaust,
art 7Is uw to popme Anti 3, 4, 4nd 5. To
0eatmitle the aaawams UtiemV ado *W a W to Hat" Sidmp In 7aok G aha Elvali m 7 for 1.. Equation
a. V. ItPJ0.6'0:102%'K'K'K'(GC.-GC.,1P' ACpta
bb to WVVWC two&d in Evoeptiom 1 thmeph 2 uV 201219C Sectionf u10D./.1. to deftmuaue 0* aaorao4 nominalde4a rend Qmad Alas* tarHolSe Slop a Tsak !, aapy the cw"raian f mwb Equation
a. V., • V. • (0-61" pat 201218C Section 1609.3.1) V—
NWWW 44sian ado apo40 (3-sawnd pun mpn) M7.:0:2ISC Sec:ion 16(12.1)
RONALD I.OGAVYAASSOCIATES. INC.
16635 ALGONOUIN STREET t "3
HUNTINGTON BEACH, CA026a0
T) 714-M.260Z (F)71a6e7.4W5
PROJECT., RIO-2578.15
Table 2, CosOklaras and Camtards 1s" In Dataetdalnp V and P.
tu77SM1 w UKEU11 tl•7®E
IMIIIIIIIIIIII 0 t txm
Tihd AOaa.br sb... «red cta uC Prmures m d RrFadd tl v.rloua Wbte S • Wtrd EaPa.rrre - " B, • . . 1, Dal0o-Componard dow(. 1 (Psn - P . .. _ ° .. ..
rF-^-rnt ter•- t: L tLm tL7;•'ig
AFT'(ffi1k1 E E7•T:R.1lc lctl-1•IFFa®_!
MERE=
b RiL! E>• Ei EIh E b ti J~t lip_-_
ELf 1 E:•YZa EiR 1 7.}J• E%7i Erl. l.R= tZ+x t=.1 Ea
r.`, yy3 Ey,`E' Eyi}-S y
I>ty1c>_• E/
r`
r:_ zki
1s r
E}1C E7:l I EF7[:f• E•'1!•1• rtlk l ta 1 m 1=i47• E57[l• i 3
Table s. AOowebte usee Deaw . conlPomel and Clbmnp (c&c) Possum (psn to be RaslitW at Vadom Wkd Spaads • Wbd E.apoaura Catapoly C,: ' . _ - • `. .
i '!-'JTr'f71 ti•1• c1 1 r, lL',= S I.=111^• a
ESi7 E}>E f3Ei Eii c E 7t n- E>• l
E®l3A Ez T ' l ltl3!«'7C^3 t!'.;s.>•
11112131111®IMMM SEEM IMMME2JMflInKIIIII®M-EMlaIMMCUMMIM1-JEM INIVEIIIIIIIII WMaM
Ei7F>•!7 E7}a ES.:t ESQ E?7G>• lci lF2E lLR' E l'>t t
c EMMEN Mowcommiculmmai7mELAMM=m x t''>MERJ momemmmmumm
Tabto /. AOasabta Stets Daslpn - Campormd sad Ckaddlrrp (C&C) Pressures (PSFl to be RoslateA at vaAas Ww Speafb -Wind Esposuri popery 0.
Es- E=7i ELI EZ1y'')• d r Zi l E1s10
L{sa
E T'i E2>E!'R1 I til E 1 l®tom
Er-ia n >• SR E2AJ• l+F E E R'1! Eli!
a':3JI a4 t e + S l f/.'1•1mF0 t(
EYr+ 1 tC•b ra 1+7.t t=:tie l,+i:> EC'S Qi=231
Tebbe 3.4. and 5 i.i based on ASCE 7-10 and owalstant aft Or 20t2 IBC, 2012IRC
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OF USE: 1
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REPORT NUMBER: 102024363CO"01A
ORIGINAL ISSUE DATE: April 1, 2015
REVISION DATE: April 30. 2015
EVALUATION CENTER
INTERTEK TESTING SERVICES NA LTD.
1500 BRIGANTINE DRIVE
COQUITLAM, BC V3K 7C1
RENDERED TO
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
till$'' 1. OG-
21
sra
S/ONAL
irraNrl
Report of HardiePanel® tested in accordance with ASTM E330-200212014,
Standard Test Method for Structural Performance of Exterior -Windows,
Doors, Skylights and Curtain Walls by Uniform Static Air Pressure
Difference
PRODUCT EVALUATED: HardiePanel®
EVALUATION PROPERTY: Transverse Load Testing
This repot is for me exclusive use of Inte,tek's (tent and is provided pursuant to the agreement beh:een Intertek and its Client.
Interteks responsioility and liability are limited to the terms and conditions of the agreement. Inierrek assumes no liability to any
party, other than to :he Client in accordance with the agreement, 1'or any loss, arpense or damage occasioned by the use of this
report Orly the Client is authorized to copy or distribute this report and then only In its entire-ly. Any use of the Intertek name or
one of lis marls for the sate or advertisement of the tested material, product or service mast first be approved in writing by
Intertek. The observations and test results in this report are relevanr only to the sample tested. This repot by itself does not imply
that the material, product, or service is or has ever been under an Intenek certiri, ation program.
James Hardie Suildit Pmducts, Inc.
Report 14o.10202436 00.001A
1 Table of Contents
April 30.2015
Page 2 of 7
1 Table Of Contents............................................................................................ ................. 2
2 Introduction........................................................................................................................ 3
3 Test Samples..................................................................................................................... 3
3.1. Sample Selection........................................................................................................ 3
3.2. Sample And Assembly Description............................................................................. 3
4 Testing And Evaluation Methods ................ ......................................................... _............. 3
4.1. Conditioning............................................................................................................... 3
4.2. Transverse Load ...................... ....................................... _........................................ —3-
5 Testing And Evaluation Results.......................................................................................... 5
5.1. Results And Observations.......................................................................................... 5
6 Condusion........................................................................................................:................ 6
Appendix A Transverse Load Test Data.....................................................................17 Pages
RevisionSummary ............................................................................................................1 Page
pGAWq
1 •*
FFSSfONAL, `
Intertel:
Florida Product Approval
HardiePanel° Siding
For use inside HVHZ:
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with the- Miami -Dade County Florida NOA 15-
0122.04. Consult the HardiePanel product installation instructions on the
follow pages for all other installation requirements.
For use outside of HVHZ,
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with Engineering Evaluation Report RIO-2556-15.
Consult the HardiePanel product installation instructions on the follow
pages for all other installation requirements.
e
Hardie Panel 4ZVertical Siding % JamesHardie
EFFECTIVE
SEPTEMBER 2013 INSTALLATION
REQUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPLUSO PRODUCTS Vistt vww iameshardie.wrn for the most recent version. SMOOTH -
CEDARMILL® - SELE.CT SIERRA 8 - STUCCO IMPORTANT
FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN
APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND
VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION
OF HZ1 OTm PRODUCTS OUTSIDE AN HZ108 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO
YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE &
HANDLING: Store
flat and keep dry and covered
prior to installation. Installing siding
wet or saturated may result in shrinkage
at butt joints. Carry planks on
edge. Protect edges and comers from
breakage. James Hardie is not responsible
for damage caused by
improper storage and handling of the
product. CUTTING
INSTRUCTIONS OuMOORS ,
INDOORS 1.
Position taNug station so that Mid will bbv+dust away from user 1. Cut only using score and snap, or shears (manual. electric or pneumatic). and
08W5 in wrorlmlg aiea 2. Position cutting station in well-ventaated.area 2.
Use One of the fttaowie IT&I(I s: a.
Bust I. Score and snap a.
shears - N_VER use a power saw indoors manual. deft pneumatic) b.
Better; I. Dust reducing circular Saw equipped wllha - hEVER use a circular saw blade that does not tarty the Fade saw blade trademark HardeBlade'
saw blade and HFPA vaanum mmadion NEVER dry sweep - Use wet suppression or HEPA Vacuum c.
Good: I. Dust reducing circular saw wtIh a HardieStade saw blade only
use for low to moder& cuAtlng) Important
Note For maiamtan protection (lamst nspiable du stproducM, James Hardie moommends allays using 'Best' -level toting eeftcls where feasible NiOSH-
apprmea respiraoors can be used In OdrgUnclion with above c tit g practices to 1tirt11er reduce dust apOsures. Additional oposure Informations avaWe at
vAw.-.#rresisrdla.con to help you determine the most appropriate culling me0nod for your job rl orem nits. F. concern still aft about etposve levels or you do
not txmpy with the above practices, you stou ld always oornvl a qualified industrial hygieNst or contact James Hardie for runner information. slit 105 GENERAL
REQUIREMENTS: These
instruction to be used for residential single family installations only. For Commercial / Murd-Family installation requirements go to www.JamesHardieC=merWI.com HardiePaneP
vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genernal fastening requirements. Irregularities in traming
and sheathing can minor through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreerdfurring) as a best practice. Information
on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com A
water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately Installed with penetration
and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie
does manufacture HardieWrap° Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When
installing James Hardie products all clearance details in. figs. 5,6,7,8,9,1 OW 1 must be followed. Adjacent
finished grade must slope away from the building in accordance with local building codes.- typically a minimum of 6" in the first 10'. Do
not install James Hardie products, such that they may remain in contact with standing water. HardiePanel
vertical siding may be installed on vertical wall appplications only. - DO
NOT use HardiePanel vertical sidin9 in Fascia or Trim apolicabons. Some
application are not suitable for l:OlorPIUS. Refer to ColorPlus section page 3. 00
N01 use stain, oiValkyd base paint, or powder coating on James Hardie® Products. For
larger projects, including commercial and multi -family projects, where the span.of the wall is significant in length, the designer and/or architect should take into
consideration the coefficient of thermal expansion and moisture• movement of the product in their design. These values can be found in the Technical Bulletin fib "
Expansion Characteristics" at www.JamesHardie.com. INSTALLATION:
Joint Treatment Fastener
Requirements • Vertical Joints - Install panels in moderate contact (rig. 1), alternatively Positionfasteners3/8" from panel edges and no closer than joints may also be covered With battens, PVC or metal jointers or 2" away from comers. Do not nail into comers. caulked (Not applicable to ColorPlus• Finish) (fig. 2). HardiePanel
Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing
must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3 HardiePanel
vertical siding must be joined on stud.. %star -resistive bander water-maisuve banter Double
stud may be required to maintain minimum edge / ' .2114 atud y 2 x 4 Sara t ata ci isthenailingdistances. ( _ Figure
1 stud -•,; ,,. .—upper
panel .— upper panel g
Do riot 1/4- gap Do riot 1/4' gap water -
resistive / Caulk Caulk barrier
l sheathing
r
HardiePanel Batten Joint "H" Joint Z tlashinp f `-Z-tlasnirg C.
O. vertical siding water -resistive battier decorative 2x4stud
band
keep
nails 1 I .-- from
Panel 111
O
pant
l panel edges
pie
o
o Figure 4 318-
I leave appropriate gap between Recommendation: Men — I
e panels, then eaunr irmatring Sierra 8, pitrade / \ r
Caulk Joint a double stud at panel \ moderate
contact (toot applicable to ColorPlue Rnt" io ntstp avoid nailing keep
fasteners 2' Apply caulk in accordance with caulk through grooves \ away
from corners I manic corer's written applirauon Instructions. i
For additional information on HardieWrapTm Weather Barrier, consul! James Hardie.at 1-866-41-lardie or wwtv.hardiewrap.cam WARNING:
AVOID BREATHING SILICA DUST James
Hardie" products wmain respirable crystallnie silica, wNM is iinavn to the State di Cellromia to terse comer and is considered try MC and NIOSH to be a cause of cancer tram some occupational sources. 8reaadrig excessive
amopms of respirable silica dust can also Cause a disabling and potentially total Nng disease called sllkvsm and to been hwao wldn oyierdheases. Some sallies suggest smolang may increase drew nsim During instaaapan
or nanddng: (1) wyk in outdoor a'eas with ample vWJanos: (21 use uber Cement anda'S 101 cutting or. rAtere riot feasible, use a Hande8lade° saw blade and dusl-roo=ng orctlar saw alticned to a HE"A vacuum; 3)
ram others in uie immediate area: (4) wear a popear4me0, NIOSH-approred dust mask or respirator te.g. N-" in accordante with appikade goverrow nt regulations and manufachaer Instructions to turdw omit resp:
abe silica emosures During clear up, use tEPA vacuums or wet cleanup metrnods - never dry sweep. For twiner inten ridon, refer to our irstailabori imuchors anc Material Salary Data Sheet at-Jimle at r.:
vve.kmaMardtemnn or by calling 1-80D-gHARDF (1.8OCr942-73431. FULu RE TO ADHERE TO OUR vrARMNGS. MSDS. AND I STALLATION ItSMCTIONS MAY LEAD TO SERIOUS PERSONAL @Uarf OR DEATH. corn+
11611:
ib - r11J 1 /1 J
A >o.
CLEARANCES
Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1 " 2" clearance At the juncture of the roof and vertical Maintain a 1/4"
compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between
requirements for clearance between James Hardie® and decking material. shall be installed per the roofing
manufacturer's instructions. Provide a
the bottom of James
Hardie products and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing.
the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap.
S
toFigure5 Figure 6 siding
Water siding an trim.
resist" Figure 8
Refer to fig. 3 on
page 1.
Il I t J IIL %t'-2'thin.
hotmrn i
pus
convete
6- min. I to"awn
Maintain a minimum 1" gap
between gutter end caps and
siding & trim.
Figure 9
sidini
gutter and end cap
t r 2' rrjln'
i ;Irltl s
deck material
Do not brioge floors with HardlePanele' siding. Horizontal
joints should always be created between floors (fig.10).
water-
Resrsevs
Sorrier.
Figure 10 iI
Horizontal
I I!9 0 I \ Trim ! --- -.-- -
Sheathing
HardiePonel•
BLOCKED PENETRATIONS
Penetrations such as hose bibs and holes 1 36' or larger such as dryer vents
should have a block of trim around point of penetration.
1W441i
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the most critical flashing details occurs where a
Rainingroof,
intersects
a sidewall.. The roof must be flashed with step wing
flashing. Where the roof terminates, install a kickout to deflect water
away from the siding. It is best to Install a self -adhering membrane
on the wall before the subfascia and trim boards are
nailed in place, and then come back to install the kickout. Figure
11, lOckout.Flashing To prevent water from. dumping
behind the siding and the end of the roof intersection,
install a "kickout" as required by IRC code R905.
2.8.3 :'...flashing shall be a min. of 4' high and 4" wide."
James Hardie recommends the kickout be angled between
100* - 1100 to maximize water deflection Figure
11 so
GENERAL
FASTENING REQUIREMENTS Fasteners
must be corrosion resistant, galvanized, or stainless steel..Etectro-galvanized are acceptable
but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -
dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners.
Stainless steel fasteners are recommended when installing James Hardie products near the
ocean, large bodies of water, or In very humid climates. Consult
applicable product evaluation or listing for correct fastener type and placement to achieve specific
design wind loads. NOTE:
Published wind loads may not be applicable to all areas where Local Building Codes have specific
jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance
documentation. Drive
fasteners perpendicular to siding and framing. Fastener
heads should fit snug against siding (no air space). (fig. A) Do
not over -drive nail heads or drive nails at an angle. If
nail is countersunk, fill nail hole and add a nail. (fig. B) For
wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing,
remove and replace nail). NOTE:
Whenever a structural member is present, HardiePlank should be fastened with even spacing
to the structural member. The tables allowing direct to OSB orplywood should only be used
when traditional framing. is not available. Do
not use aluminum fasteners, staples, or clipped head nails. Snug
Flush 5771 Countersunk,
fill &
add nail kly Figure
A Figure B do
not under drive
nails oo Nor STAPLEs,
ra mves
gem Kbo
LM
am PNEUMATIC
FASTENING James
Hardie products can be hand nailed or fastened with a pneumatic
tool. Pneumatic fastening is highly recommended. Set
air pressure so that the fastener is driven snug with the surface
of the siding. A flush mount attachment on the pneumatic
tool is recommended. This will help control the depth
the nail is driven. If setting the nail depth proves difficult, choose
a setting that under drives the nail. (Drove under driven nails
snug with a smooth faced hammer - Does not apply for installation
to steel framing). HS1236 -
P2/3 8113
CAULKING
For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex.Joint Sealant complying with ASTM C834.
Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking
manufacturers do not allow tooling.
DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
CUT EDGE TREATMENT PAINTING
Caulk, paint or prime all field cut edges. I DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie* Products. James Hardie products
James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are
to touch-up ColorPlus products. recommended. Do not -paint when wet For -application rates refer to paint manufacturers specifications.
Back -rolling is recommended if the siding is sprayed.
COLORPLUS® TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
I• Care should be taken when handling and cutting James Hardie® ColorPlus® products. During installation use a wet soft cloth or soft brush to
gently wipe off any residue or construction dust left on the product, then rinse with a garden hose.
Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology.
Laminate sheet must be removed immediately after installation of each course.
Terminate non -factory cut edges into trim where possible, and caulk Color matched caulks are available from your ColorPlusm product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available form your ColorPlus product dealer.
Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products.
Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie
touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.
The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for
every application:
Exposed fasteners or battens is the recommended application for ColorPlus panel products
Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended
For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel
only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover
joints when appropriate.
PAINTING JAMES HARDIE* SIDING AND TRIM PRODUCTS WITH COLORPLUS• TECHNOLOGY'
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application.
Ensure the surface is clean, dry, and free of any dust, dirt, or mildew
Repriming is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie' Products
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods,and application
temperature
RECOMIT1 : In aoco danca vddt ICC-ES Mug& Report M-444. % diePaueo vertical seflrg is recognized as a witrble attemate to Char speed in: the 20062009, & 2012 international Residential Code for One -and
Two -Family OrMlings and 0e 2006, 2009, S 2012 International Building Code. Htrd2Panel vertical siding Is elso recognized tot a ptip(ion in the following: City of Los Angeles Research Report No. 24862, Star of Florida
listing FL#889. Dade county, Florida NOA No. 02.0129.02, U.S. Dept. of HUD Matelais Relaase 1263c, Texas Depanmem of Insurance Product Evaketwn EC-23, Gty d New York WA 223.93-t, and Cardomia DSA PA-019.
These documents should aso be consulted tar additional Intortnation oxtoerning the suWoy of this product for speft aa?liatians.
2013 James Hardie Building Products. All rights reserved. c;
TM, SM, and ® denote trademarks or registered trademarks of Additional Installation Information,
James HardieTecMdogy Umred 6 Is a registered Warranties, and Warnings are available at JameSHardle
trademark of James Hardie Technology Limited. www.jameshardie.com rol
HS1236 - P3/3 6/13
MIAMI•DADE NITAMI-DADE COUNTY
PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD AND CODE ADNMNISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economv
James Hardie Building Product, Inc.
10901 Elm Avenue'
Fontana, CA 92337
SCOPE:
This NOA is being issued under the applicable riles 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. The 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 perform in the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code,
including the High Velocity Hurricane Zone.
DESCRIPTION: "Hardie", "Cem" and "Prevail" Plaults and Panels Fiber Cement Siding and Soffit
APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail
Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details
Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the
manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product
Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade
County Product Control Section.
MISSILE IMPACT RATING: Large'and Small Missile Impact Resistant
LABELING: A permanent label with the mantifachtrer's name or logo, Plant City, Florida, and.the
following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control
Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit
panels.
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 expiratiou 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 maybe 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 NOA N 13-0311.07 and consists of this page 1 and evidence page E-1, as well as
approval document mentioned above.
The submitted documentation was reviewed by Carlos M. Utrera, P.E.
NOA No. 15-0122.04
M1AM1•DAO£ COUNTY
Expiration Date: May 1, 2017
Approval Date: April 9, 2615
03/3,01 15 ragi
James Hardie Building Products, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS "Submitted underNOA # 13-0311.07"
1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel;
HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel;
Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated
04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa,
P.E.
B. TESTS "Submitted under NOA # 13-0311.07"
1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94
2) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit
and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No.
100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and
sealed by Rick Curkeet, P.E.
Submitted under AAA # 02-0729.02"
Laboratory Report Test Date Signature
2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E.
3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E.
4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources (RER)
E. MATERIAL CERTIFICATIONS
1. None.
F. STATEMENTS
1. Statement letter of code conformance to the 5th edition (2014) FBC issued by Ronald
I.Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I.
Ogawa, P.E.
03 /301 015
Carlos M..• Utrera, P.E.
Product Control Examiner
NOA No. 15-0122.04
Expiration Date: May 1, 2017
Approval Date: April 9, 2015
1r-1
pi
WALL
Bi
1
oft
He
WALL LENGTH
Stud Spacing at 16" O.C.
B4 1 1 _1
aj
A•`
i .~
m
8 F--=
Nails at 16" O.C. (typ.)
30' Minimum Edge Distance
Sheathing fastener, as described in
Note 1
Panel fastener, as described in
Note 2
1 HardiePanel, Cempanel,
Prevail Panel Siding
Water-res'rstive barrier per
Florida Building Code Section
14D42
5/8" thick / 5 ply APA rated
plywood sheathing fastened in
accordance with Florida Budding
Code Section 23=3
2" X 4" S-P-F Wood Studs
The wall and soffit frames are to be designed
by the Architect or Engineer of Record in
compliance with the Florida Building Code.
SEE
DETAIL A
TV thick / 5 ply APA rdted
ptyw sheatl rtng in
accordance with Florida
Building Code Section
23223
Water resistive
barrier per Florida
Building Code
Section 14042
7 X 4• S-P-F
Wood Studs
HardiePanel,
S_ECTI0 B-B Cempanel,
Prevail Panel
Siding
PRODUCT DESCRIPTION
Har,,l• 1ePanel®, Cempanel®. &
Prevail® Panel Siding materials are
nonasbestos fiber -cement products
tested in accordance with ASTM
C1186 Grade lt, Type A and meeting
the requirements of the Florida
Building Code.
PANEL DIMENSIONS
Width Length Thickness
4' 8,9,1 V 5/16"
DESIGNPRESSURE RATING
Installation Design Pressure
Wood Studs -76 psf
Impact Resistant —
Planks installed over 5/8" thick /5 ply
APA rated plywood sheathing
HARD1t 1NELCEMPANEI, PREV 1fL ANE-,AIDING 1NSTALLA TION 1 AILS
Ail installation shall be done in conformance with this Notice of Axeptance, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this
N.OANote 115/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance
with Florida Budding Code Section 2322-3. d sheathing supporter Thesidingpanelsshagbeinstalledover518' thick 15 ply APA rated plywood byaminimumof2"X r S-P-F wood studs spaced a maximum of 16` O.C. Note2] The siding panel fastener shall be a Y long, 0.223" head diameter, 0.092" shank diameter, corrosion resrslant siding nail; the fasteners shag be spaced at 6" O.C. at panel edges andintermediatestuds; the fasteners shall be driven through the SW thick 15 ply APA rated plywood
sheathing into wood studs located at 16" O.C. Fastenersshallhaveaminimumedgedistanceof30' and a minimum clearance of 2" from corners.
Creator.
E Gonzales HARDIEPANEI.
CEMPANEL PREVAIL PANEL INSTALLATION
DETAILS WOOD STUD CONSTRUCTION James
Hardie Building Products, Inc. 1D901
Elm Avenue Fontana.
CA 92337 512E
I FSUO
NO --- •-- A
PNL-PIJC-SOFF Date:
4r24r2013 `s wr 1 OF 12
Fastener Spacing per Florida
Building Code.Section 2322.3 16.00in:
I.
wM =• A Fastener Spacing per Florida
e ;g WS[b d*•FbOd r B d ing Code Seddon 2322.3
Owing '
Ae+cooNn • I
1 I .
MODUCT AULS v'
as convilyiffs ,Mthe rkrift
Bafte. cAdcc7
ZBy ^2r
Cladding
Framing
i Sheathing
FR_ A_ MING
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH3-1/2' 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
AHEATHING
NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD ° HARDIEPANEL, CEMPANEL, PREVAIL PANEL
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION
BUILDNG CODE SECTION 2322-3
CLAQRIJ G James Hardie Building Products, Inc.
THE PANEL IS FASTENED WITH Y LONG, 0.223" HEAD 10901 Elm Avenue
DIAMETER, 0.092" SHANK DIAMETER, CORROSION p
RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337
PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-6300 StZE FSCM NO ovu No RE
Fax 909-427-0634 A
DM
1
Creator E. Gonzales "scar.E 1 ° =11-0" Date: 4,C4/2013 SHEET 2 OF 12
No
i
WALL .
B
D_ET}IL}1
i
rbe Fk vida
ALL LENGTH
Stud Spacing at 16" O.C.
I_ I _I
C
Lit WA It* Fkvida lily
yar, No.
STATE
318" Minimum Distance
Nails at W O.C. (typ.)
Sheathing fastener, as
described in Note 1.
Panel fastener, as described in
Note 2
HardiePanelO Siding
Water -resistive barrier per
Florida Building Code Section
1404.2
518" thick /5 ply APA rated
plywood sheathing fastened
to metal studs as described
in Note 1.
20ga, 3-5/8" X 1-5/6" Metal C-stud
The wall and soffit frames are to be designed
by the Architect or Engineer of Record in
compliance with the Florida Building Code.
T_DESCR(PTiONSEEPR_QQ%( HardiePaneW, Cempanel®, & Ptevail®
DETAIL A Panel Sing materials are nonasbestos
5/8" thick /5 ply APA rated fiber -cement products tested in
accordance with ASTM C1186 Grade II,
plywood sheathing fastened
to metal studs as deunbed Type A and meeting the requirements of
the Florida Building Code.
in Note 1
L PANEL DIMENSIONS
Water -resistive Width Length Thickness
1 ` barrier per Florida 4' 8,9,10' 5/16 ,
Building Code
Section 14042 DESIG_h1 PJj,ESSURE RATING
Installation Design Pressure
toga, 3-5/8" X i-M" Metal Studs -104 psf
G Metal Cstud
frlrrr, HardiePanel,
impact Resistant —
Panel installed over 5/8" thick / 5 ply
SrJ.O_NOL-BCempanel, APA
rated plywood sheathing PrevailPanelSiding
HAI- --
IEP 1_El1C MPAj IEL._PlRE1/A1L P{NEL SIDING INS ALL,ATION DETgILS All
installation shall be done in conformance with this No of Acceptance, the manufacturer's installation
recommendations, and the applicable sections of the Florida Building Code. Metal
studs where HardiePanet, Cempanel, Prevail Panel Siding will be installed shall be designed
by an Engineer or Architect per the Florida Building Code and the requirements of thin N.
O.A. Note
115/8" thick / 5 ply APA rated pywood sheathing shall be attached to metal studs at 6"oc at
panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" tong bugle
head screw The
siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported
by a minimum 209a, Nominal 35/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.
C. Note
2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" long`
ribbed bugle head screw nor screw shall have at least 3 full threads penetrating .metal framing);
the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners
shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into metal studs
located at 16" O.C. Fasteners
shall have a minimum edge distance of 318" and a minimum clearance of 2" from corners.
HARDIEPANEL,
CEMPANEL, PREVAIL PANEL INSTALLATION
DETAILS METAL STUD CONSTRUCTION James
Hardie Building Products, Ina 10901
Elm Avenue Fontana,
CA 92337 SIZE
FSCM NO I Ow6
NO REV A
PNL-PLK-SOFF I 1 Creator.
E. Gonzales Iscar.E' 1/2"=1'-0" I Date:4424/2013 3 OF 12
T
6.00in.
p omcrREV1.SM
ajw0yim8 wk%dw Fbgidn
43 0
c
lay
proam C,cata
II
I' I
II
I•
ITn. I
II.
I
II
I•
I
I
p{.ampr J EVL rA,
I
e,m0rM wnhr& nmi6
Dowo1 •
of
wears .
ER-6 NGNOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C.
FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP
AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SHEATHING - NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT 6" OC AT PANEL
EDGES AND ALL INTERMEDIATE SUPPORTS USING A
NO.8-18, 0.315" HEAD DIAMETER X 1-1/4° LONG BUGLE
HEAD SCREW
CLADDIN_CaTHEPANEL IS FASTENED WITH NO.8-18, 0.315" HEAD
DIAMETER X 1-5/8 • LONG CORROSION RESISTANT
RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT
LEAST 3 FULL THREADS PENETRATING THE METAL
FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES
AND INTERMEDIATE STUDS
Cladding
I I I /i I / Framing
II
I' I Sheathing
II
I•I
II
II I
OGA
1101
0 121
I •
I •off STATE OF
I's/ONA1-
aill.
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOADPARTFFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE
RE
LOADS)
N
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Ina.
10901 Elm Avenue
Fontana, CA 92337
hone:9vV-;=o-oaukJ "` PNL-PLK-SOFF 1
Fax 909-427-0634 A
Creator. E Gonzales SCALE 1~ = 1'-0" Date: 4124/2013 S EEr 4 OF 12
T
WALL
HEIGHT
I
L
LENG
at 1
B- ---.
as
B 4---,
3/4' Minimum Edge Distance
QFTAJL A Sheathing fastener, as
described in Note 1
I-=
I'joeiias 11' Q' ''
7:
oonoi i I * II
rr `SS10NX\ Ir
at 16" O.C. (to.)
Siding fastener, as
described in Note 2
HardiePlank,
Cemplank, Prevail .
r Lap Siding
Nos
Water -resistive barrier
If
per Florida Building
j Code Section 1404.2
5/8" thick / 5 ply APA rated
plywood sheathing fastened
in accordance with Florida 1— Building Code Section
2322.3
L2" X 4" S-P-F Wood Studs
The wall and soffit frames are to be designed
by the Architect or Engineer of Record in
compliance with the Florida Building Code.
SEE
DETAIL A
RQDUCTDESCRIPTIAM
HardiePlank®, Cemplank®, &
prevails Plank Lap Siding materials
sis" thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186GradeIt, Type A and
st>eatnmg in meeting the requirements of theaccordancewdhFloridaBuildingCode.
Florida Building Code
Section 2322.3 PANEL D-(MRN_ Msi
Water4esistive Width Length Thickness
barrier per Florida 59-1/Y 12' 5/16 ,
Building Code
Seddon 14042 DESIGNPRESSULRE RAZING
Y X 4" s %F Installation Design Pressure
Wood Studs Wood Studs -92 psf
Lap Siding Impact Resistant -
Planks installed over 5/8" thick / 5 ply
1-1/4'tall X 5/16" APA rated plywood sheathing
thick starter strip
HA tDIP_LA.N.ICLC_ENIPLAN{C,14L.A S.ID-IIIGJNS_T-At-)-A"0ON DATAiLS
All installation shall be done in conformance with this Notice of Acceptance, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OANote115/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance
with Florida Building Code Section 2322.3. Planks shall be appfied horizontally commencing from the bottom course of the wall with 1-1/4" widelapsatthetopoftheplanksuchthattheexposureareaofeachplankis58-1/4" verticaly. Note 21 The siding fastener shall be a 2-1/Z long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The srddng is fastened:5 8-1/4" O.C. vertically and16" horizontally; fast
ee fastenersaredrivenintowoodstudsthrough518" thick / 5 ply APA rated plywood sheathing, rs are
placed in the overlapping area approximately 3W from the bottom edge of the overlapping plank Vertical
joints shall be placed over studs. Theplanksshallbeinstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners
shall have a minimum edge distance of Mr. HARDIEPLANK,
CEMPLANK, PREVAIL LAP SIDING INSTALLATION
DETAILS WOOD STUD CONSTRUCTION James
Hardie Building Products, Ina 10901
Elm Avenue Fontana,
CA 92337 DVWG
NO honeSIZE
FSGM : 909.356-6300 PNL-PLK-
SOFF Fax 909-
427-0634 A Creator. E.
Gonzales scAU 1/2"- T-0" Date: 4/242013 SHWT 5 OF 12
Fastener Spacing per Florida
Building Code Section 2322.3cti 16 in. OC Cladding
I -— • I - Framing
I II I ' IFastenerScingperFloridaPa Sheathing
Building Code Section 2322.3
0.75in
II•
I
I
I
I
ROiDi.fCi Sb1/LS>tD
as aanplYmBwill:tE l rids
Bm7 C'o
II I iii
TBY ImmucrREWSM
SS.25in.
sa o. ak Fn>a Ca tral ocgOiyieQ Widk or Fb" I \ 121
t S r No.
V, t-
woda
STATE OF
per--. • V
FRAMING
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
RIDP • F • '••.........=
4NAl- tiWITH3-1/2" 16d COMMON NAILS (2 PER TOP AND too
BOTTOM CONNECTION) FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND VI'YY LOAD ARE
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SHEATHING
NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
BUILDING CODE SECTION 2322.3 S INSTALLATION DETAILS WOOD STUD CONSTRUCTION
C_LADDIt_G
IPLANKS.OVERLAP 1-1/4" James Hardie Building Products, Inc.
THE EXPOSURE IS SS-1/4" 10901 Elm Avenue
THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0-223" a
Fontana, CA 92337
HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION -
RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE Phone: 909-356-6300 sim No WWO NO Re
BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Fax 9D9-427-0634 A PNL-PLKSOFF 1
Creator. E Gonzales SGU E 1" = 1'-0" Date: 4/24/2013 s;; 6 OF 12
WALL
L
by
Stud Spacing at 15II' O.C.
WALL
3/4" Minimum
DETAIL 6
SEEING
DETAIL A
5/r Duck 15 ply APA
rated plywood
l sheathing fastened
to metal studs as
iiiiiy. described in Note 1
vVater{esistivewinbiseFile" o"
barrier per Florida Building
Code 1, ...
4 Section 14042 Distance
Nails at 16" O.C. (typ.) -_ PRODUCT
DE IPT;0 HarcliePlank®,
Cemplank®, and Prevail®
Plank Lap Siding materials are
nonasbestos fiber -cement products
tested in accordance with ASTM
C1186 Grade II, Type A and meeting
the requirements of the Florida
Building Code. 1L"
K DIMENSIONS Width
Length Thickness is
9-1/2• 12' 5/16" toga.
3-5/8' X 1-5/8- DESIGN PRESSU$E RATING Metal
C-stud Installation Design Pressure HardiePlank,
Metal Studs -92 psf cemplanK
Prevail LapSiding
ImpactResistant- cno gg
1-
1/a' tan X 5/16• Planks installed over 5/8" thick / 5 ply strip thick
startAPArated plywood sheathing HARDIEPLANK.CEMPLANK
PRE1/AIL LJ\P SIDING INSTALI.ATIONQnA J.S All installation
shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener,
as recommendations, and the applicable sections of the Florida Building Code. described in
Note 1 --1 stud wh r Hard'ePlank Cem lank, Prevail Lap Siding will be installed shall be designed by an Ye flortide .
Siding fastener,
as described in
Note 2 Iroc Cnrarer
HaniiePlank, Cemplank,
Prevail
Lap
Siding t5ff'thick
Water -resistive
I _ barrier
per Florida` Building Code
Section 1404.
2 5 ply
APA rated lywood sheathing
fastened to metal studs
as described in Note 1
209a, 3-
5/8" X 1-5/8" Metal Cstud The wall
and soffit frames are to be designed by the
Architect or Engineer of Record in compliance with
the Florida Building Code. e s
ee p Engineer or
Architect per the Florida Building Code and the requirements of this N.O.A. Note 1]
5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and
all intermediate supports using a No.8-18, 0.315" head d ameterx 1-1/4' long bugle head screw Planks shall
be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top
of the plank such that the exposure area of each plank is 5 8-1/4" vertically. Note 21
The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4' long' bugle head screw over
metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s
8-1/4" O.C. vertically and 16" O.C. horizonW, fasteners are driven into metal studs through 518" thick /5
ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/44 from the
bottom edge of the overlapping plank. Vertical joints
shall be placed over studs. The planks
shall be installed over 5/8" thick / 5 pry APA rated plywood sheathing supported by a minimum 20ga, Nominal
3-5/8" X 1-5/8" Metal Catuds spaced a maximum of 16" O.C. Fasteners shall
have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK,
PREVAIL LAP SIDING INSTALLATION DETAILS
METAL STUD CONSTRUCTION James Hardie
Building Products, Inc 10901 Elm
Avenue Fontana, CA
92337 Phone: 909356-
6300 SaE FSCM NO I . 0"
NO
Fax 909-
427-0634 A PNL-PLK-SOFF Creator: E.
Gonzales scnu: 1/2" =1'-0" 1 Dale: VW2013 ISHEET 7 OF 12
6.00in.
6 00in.
i
0.75in
I
complying vrhb the fkwift
Hwcoprom
T t3y
MwiTi Prod
58.25in.
FI2gM1NG
NOMINAL 20 GAUGE 3-5/B" X 1-5/8" STEEL STUDS 16'
O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD
SCREWS (2 PER TOP AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SHEATHING
NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT 6" OC AT.PANEL
EDGES AND ALL INTERMEDIATE SUPPORTS USING A
NO.8-18. 0.315' HEAD DIAMETER X 1-1/4' LONG BUGLE
HEAD SCREW
CLADDING
PLANKS OVERLAP 1-1/4"
THE EXPOSURE IS 5 8-1/4"
It THE PLANKS ARE FASTENED WITH NO.8-18, 0.315-
HEAD DIAMETER X 2-1/4' LONG CORROSION -
RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW
SHALL HAVE AT LEAST 3 FULL THREADS
PENETRATING THE METAL FRAMING), PLACED 3/4" UP
FROM THE BOTTOM EDGE OF THE PLANK AT EACH
STUD LOCATION
in. Cladding
II I
I i
Framing
II. I
6.00inT OC I • I I
I
Sheathing
NGGAcoft
121
a'• ATE OF
0.
s 0NAt, d"i 3
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Produds,.Ina.
10901 Elm Avenue
Fontana, CA 92337
Phone 909-356.6300 SO; FSCM ' NO VV4No N
FaX 909-427-0634 A PNL-PLK-SOFF 1
Creator E. Gonzales SCALE 1" =1'-0' Date: 4/24/2013 s"FEr 8 OF 12
WALL LENGTH SEE &0AL_C_T_DESCAIPTI1CN
Stud Spacing at 16" O.C. DETAIL A
HardieSoffit& & CemsoffitO materials are
B . nonasbestos fiber -cement products tested in
accordance with ASTM C1186 Grade H. Type A
and meeting the requirements of the Florida
I
J Building Code.
i SOFFIT DIMENSIONS
i I ! 2' X 4" S-P-F Width Length Thickness
Wood Studs
WALL
fEIGH
h i
SIG-N P SSURE T1NG
i
A _RIt J?A__.__
HardieSotfit, Installation Design Pressure
i •i Cemsoffit Wood Studs -70 psf
y--- _— ---------- ---- •------- •i! _._.r___• •GAWA
i SECJJQN @
1 —
DEIAII A
318" Minimum
PRODUCT REVLSFD
Nails at4" O.C. (typ.)mdpuCTREVL%M ,RO°W*bj0q..immeFkgi& ige Distance Noamoywg *ft roc Fb" eufldmg C•odb : No. 4 21
Cade ` illM deod Aompre,ei, No f3,0 . 7<tbIS-Md
0 STATE OF `
dvn D'd` Aroaua Coead 0---.
ass/or.a'
13ARDI,F,S_O_EF_I_T-CRQASOEEIT—P- N.SLjRS7 4LLArJPN--DE_T,AlL$
offitfastener, as Aq Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's
escribed in Note 1 installation recommendations, and the applicable sections of the Florida Building Code.
Wood studs where HardieSoffit, Cemsofftwill be installed shall be designed by an Engineer or
Architect per the Florida Building Code and the requirements of this KOA
HardieSoffit, Cemsoffit '
The soffit shall be installed over minimum Z"X4" S-P-F wood studs spaced a maximum of 16" O.C.
Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter,
corrosion resistant siding nail: the fasteners shall be spaced at 4" O.C. at panel edges and
intermediate studs; the fasteners shall be driven into wood studs located at 16" U.C.
Fasteners shall have a minimum edge distance of 3V and a minimum clearance of 2" from comers.
Minimum T X 4" S-P-F Wood Studs
The wall and soffit frames are to be
designed by the Architect or
Engineer of Record In compliance
with the Florida Building Code.
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc-
10901 Elm Avenue
Fontana, CA 92337
Phone: 909-356-6300 Fscm w oMc No Rev
Fax 909-427-0634 A PNL-PLK-SOFF 1
Creator E. Gonzales SCALE 1/2" = V-0" Date: 4I24/2013 SHEET 9 OF 12
4.00in. is.00m. Cladding
Framing.
Mdwcrnvmm Paooucrwr- sS b
GAW
wit Ae Flloda. y;og F1Meid
char - s CO&
11.117wa 21
P nAvo casoil Say >m s.PrOOL92 rOU.VIII OFSTATE
FRAMING '
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY
THE ARCIIITECT OR ENGINEER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE
CLADDING a HARDIESOFFIT, CEMSOFFIT PANEL
THE SOFFIT IS FASTENED WITH 2• LONG, 0.223" HEAD
DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION
RESISTANT SIDING NAILS, PLACE NAILS N O.C. AT PANEL (B
EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337.
Phone: 9D9-35".300 SIZE FSCM NO DWS No RE
Fax 909-427-0634 A PNL-PLK-SOFF 1
Creator. E. Gonzales SCUM 1"=1'-0" Date: 4124/2013 SMET 10 OF 12
WALL LENG i '
Stud Spacing at 16" O.C.
i
II
i
WALL
OGHT i
Nails at 6" O.C. (typ.
3/8" Minimum Edge Distance
fastener, as
ribed in Note 1
HardieSoffit, Cemsofft
20ga, 3-5/8" 4 1-5/8" Metal CGstud
Li The wall and soffit frames are to be
L_ — designed by the Architect or Engineer
of Record in compliance with the
Flodda.Building Code.
SEE
DETAIL A
P-10 U_CT DESCR[PTIO-N
HardieSoffiO8 CemsoffitO materials
are nonasbestos fiber -cement products
tested in accordance with ASTM C1186
Grade 11, Type A and meeting the
requirements of the Florida Building
Code.
20ga, 3-5/8" X 1-5/8" SOFFIT DJMENSIONS
etal Gstud
Width Length Thickness
HardieSoffit, DESIGN PRESSURE RATING
Cemsoffit Installation Design Pressure
Metal Studs -55mf
1. 0GA
SECTIQNJU PRODUC7REVLSED
PRODIJCF REVNM Cc
a oO WO Ye i ir EI
w4pl GD wish tec lE7anids ; N
erns e atAX11,W- r 3 T,
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i All
installation shall be done in conformance with this Notice onutacturees installation recommendations,
and the applicable sections of the Florida Building Code. Metal studs
where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per
the Florida Building Code and the requirements of this N.OA The soffit
shall be installed over minimum 20ga. Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum
of 161 O.C. Note 1]
The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle
head screw (`or screw shall have at least 3 full threads penetrating metal ' framing) -,the
fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall
be driven into metal studs located at 16" O.C. Fasteners shall
have a minimum edge distance of 36' and a minimum clearance of 2" from COMM.
6.00in. 16 uoln• Cladding
Framing
6.00in -
I•
rirg ap 16e' •Flofai F1tOD r g D
6„B cow s eompl 6 a+m,le t+lQ+d<• '
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MOM= REVISED
to, .. A°°°e`° w tb $ >E; 6 C / .1r311. 7 '' '
Aioceaomo a7 ' —
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cc
FSSI
RAMING,
NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8' WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE HARDIESOFFIT, CEMSOFFIT PANELCLADDING
THE SOFFIT IS FASTENED WITH NO.8-16, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION
DIAMETER X 1-1/4' LONG CORROSION RESISTANT RIBBED
BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc.
FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue
SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE - o Fontana, CA 92337
STUDS
Phone: 909-356-6300 SIZE FSCAE NO DYrG NO REY
Fax 909-427-0634 A PNL-PLK-SOFF 1
Creator. E. Gonzales sc" 1" = 1'-0" Date: 4J24J2013 StIEET 12 OF 12
Florida Building Code Online Page 1 of 2
5
g e Regulation,I
1
SOS Home Log In I User Registration : Hot Topic Submit Surcharge Slats 6 Facts ; Publications ( F8C Staff ; SCIS site Map I Unks search
bpr vUSER: Product Approval
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t WGii f"
Product Atoroval Menu > Product or Aooliation So= > Application tit > Application Detail
FL # FL12194-RS
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived 0
Product Manufacturer Aluminum Coils, Inc.
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9743
grahman@aluminumcoilsinc.com
Authorized Signature Gareth Rahman
grahman@aluminumcoilsinc.com
Technical Representative Paul Frost
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9742
PFrost@aluminumcoilsinc.com
Quality Assurance Representative
Address/Phone/Email
Category Panel Walls
Subcategory Soffits
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
CJ Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity PRI Construction Materials Technologies, LLC
Quality Assurance Contract Expiration Date 06/19/2020
Validated By Locke Bowden
E3 Validation Checklist - Hardcopy Received
Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4
Soffits - FINAL.odf
Referenced Standard and Year (of Standard) Standard
AAMA 1402
Equivalence of Product Standards
Certified By
Sections from the Code
Year
1986
http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017
Florida Building Code Online Page 2 of 2
Product Approval Method
Date Submitted
Date Validated
Date Pending FSC Approval
Date Approved
Date Revised
Summary of Products
Method 1 Option D
06/14/2017
06/14/2017
06/19/2017
08/08/2017
09/06/2017
FL ?F Model, Number or Name Description
12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL12194 R5 II ALC15001.2 Evaluation Report 2014 FBC
O4 T4 Soffits - FINAL.odfApprovedforuseoutsideHVH2: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021
Design Pressure: +80/-90 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC
94 T4 Soffits - FINAL.odf
Created by Independent Third Party: Yes
Beck Neat
Contact US :: 2601 Blair Stone Read. Tallahassee FL 22399 Phones 850.487.1824
The state of Florida is an ANEEO employer. COevrloht 2007.2013 State of Flenda.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mall to this entity. Instead, contact the office by phone Or by traditional mall. If you have any questions, please Contact 8S0.487.1395. `Pursuant t0
Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address It
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please slicer lire .
Product Approval Accepts:
LEON=
Credit Card
Safe
http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017
CREEK
TECHNICAL SERVICES, LLC
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014)
Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017
5001 West Knox Street
Tampa, FL 33634
813)249-9743
www.aluminumcoilsinc.com
Manufacturing: Tampa, FL
Quality Assurance: PRI Construction Materials Technologies (QUA9110)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1710.9.4
Properties: Wind Resistance
REFERENCES
iaWy Report No. Standard Year
Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986
Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986
PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986
PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986
LIMITATIONS
1. This report is not for use in the HVHZ
2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4.
3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9 3.
4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's
published application instructions. Where discrepancies exist between these sources, the more restrictive
and FBC compliant installation detail shall prevail.
5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2.
6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall
be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the
minimum load resistance for the project requirements.
7. All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
ALC15001.2 FL12194-R5 Paoe 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
PRODUCT DESCRIPTIONS
ALUMINUM COILS, INC
Soffits
3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for
dimension drawings.
3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for
dimension drawings.
Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for
dimension drawings.
16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16-
inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent'
configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for
dimension drawings.
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in An.ft for the 'full vent'
configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for
dimension drawings.
ALC15001.2 FL12194-R5 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
COMPLIANCE STATEMENT
ALUMINUM COILS, INC
Soffits
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code 5`" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer.
ttl111811"
PaY R. pi,'
QG? '%G E N
1..
No 74021
STATE OF
0R10P Nam`.
CERTIFICATION OF INDEPENDENCE
2017.06.06
15:48:16
04'00'
Zachary R. Priest, P.E.
Florida Registration No. 74021
Organization No. ANE9641
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX A— Approved Systems (8 pages)
2) APPENDIX B — Installation Drawings (12 pages)
3) APPENDIX C — Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001 2 FL12194-R5 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
APPROVED SYSTEMS
ALUMINUM COILS, INC
Soffits
Appendix A
The following notes shall be observed when using the assembly tables below.
1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4.
2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below.
3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly.
4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system.
5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others
in accordance with FBC requirements to meet the minimum design requirements for the project.
6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with
FBC requirements to meet the minimum design requirements for the project.
7. Typical fastening details are as follows -
a. 12" T4 Soffit —12-inch o.c.
Fastener Fastener
Loc tion Lot ion
b. 12" T4 Soffit — 4-inch o.c.
Fastener Fastener Fastener Fastener
Location
1
Location
1
Location
1
Location
1
c. 16" Q4 Soffit —16-inch o.c.
Fastener Fastener
Location Loc tion
11
ALC15001.2 FL12194-R5 Page 1 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
d. 16" 04 Soffit — 8-inch o.c.
Fastener
Location
I f-
Fastener Fastener
Location
l
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions
12F-# Approved Systems for 12-inch Overhang with F-Channel
12J4 Approved Systems for 12-inch Overhang with J-Channel
16F-# Approved Systems for 16-inch Overhang with F-Channel
16J4 Approve Systems for 16-inch Overhang with J-Channel
24F-# Approved Systems for 24-inch Overhang with F-Channel
24J # Approved systems for 24-inch Overhang with J-Channel
Appendix A
Approved Systems for 12-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max.
One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x.
0072-inch dia. x min. 3/16- 12F-1
16-inch
Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail l40.0
24-inch o.c. O.C.
spaced 36-inch o.c.
Max.
Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/44nch x 1/4-inch One (1) min. 1 3/44nch long x
0.072-inch dia. x min. 1/4-inch 4812F-2
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced B-inch o.c.
head dia. Trip nail spaced 48- 84.2spaced24-inch o.c. and securing each panel lap inch o.c.
One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x
12F-3
Max.
Masonry One (1) 14 ga. 5/8-inch lorty T nail Wood crown staple spaced 8-inch o.c.
0.072-inch dia. x min. 1/4-inch 48
16-inch spaced 8-inch o.c.
and securing each panel lap head dia. trip nail spaced 48- 64.2
inch o.c.
ALC15001.2 FL12194-R5 Page 2 of 8
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
MCREEKTECHNICALSERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 12-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Three (3) min. 3/4-
inch x 1/4-inch crown
One (1) min. #8 x 1/24nch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x
12J-1
Max.
Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple
0.072-inch dia. x min. 1/4-inch 48
16-inch
pattern spaced 24- ace
screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. Trip nail spaced 48- 64.2
inch connecting soffit to J-channel inch o.c.
Approved Systems for 16-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
16F-1
Max.
Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max.
0.072-inch diameter
finishing nail with min. 3/16- 63.3
12-inch spaced max. 8-inch o.c. 44nch o.c. and securing each inch head spaced
panel lap 12-inch o.c.
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max.
0.072-inch diameter
16F-2
12 inch
Wood inch leg staples in diamond pattern Wood
44nch o.c. and securing each finishing nail with min. 3/16- 63.3
spaced 16-inch o.c.
panel lap
inch head spaced
12-inch o.c.
Max.
One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long
x 0.072 inch dia. x min.
16F-3
16-inch
Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/164nch head dia. trim nail
26.6
inch o.c. O.C. spaced 36-inch o.c.
Max.
Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch
One (1) min. 1 3/4-inch long
x 0.072-inch dia. x min. 1/4- 27
16F4
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1
spaced 24-inch o.c. spaced 48-inch o.c.
ALC15001.2 FL12194-R5 Page 3 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 16-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
16F-5 Max.
Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch
0.072-inch diameter
finishing nail with min. 3/16- t43.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced
lap 16-inch o.c.
Three (3) 18 ga. 1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
0.072-inch diameter
16F 6
Max.
16-inch
Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-inch
o.c. and securing each panel finishing nail with min. 3/16- 343.3
spaced 16-inch o.c.
lap
inch head spaced
16-inch o.c.
Approved Systems for 16-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width ps()
Substrate
J-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
16.11 Max.
Wood
Three (
3) min. 3/4-inch x 1/4-inch crown
staples in diamond pattern Wood One (
1) min 3/4-inch x 1/4-inch One (
1) min. 1 3/4-inch long
x 0.072-inch dia. x 23.6 16-
inch spaced
24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail
spaced 48-inch o.c. ALC15001.
2 FL12194-R5 Page 4 of 8 This
evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-Inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width pso
Substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
No.2 SYP
staple spaced
Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter
24F-1
12-inch
Wood leg staples in 1) min. 2.25-
Wood
staple spaced 8- leg finishing nail with min. 80/-90
diamond pattern inch x 7d ring
One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced
spaced 16-inch o.c.
ailshankasannilx
0.0724nch diameter 12-inch o.c. n
24-i3/16-inch finishingnail with min. head
spaced 4-
inch o.c. One (
1) 18 ga.1/4-inch crown
x 1-inch leg Nominal
1x2 staple spaced One (
1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (
1) min. 1.75-inch x Max.
inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.
072-inch diameter BO/
24F-
2 12-
inch Wood
smooth shank rafter with one Wood leg
staple spaced 8- finishing nail with min. 76.6 roofing
nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch
o.c. 3/
16-inch head spaced 16-
inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail
24-inch o.c. finishing nail with min. 3/
164nch head spaced 4-
inch o.c. One (
1) 18 ga.1/4-inch crown
x 1-inch leg Nominal
1x2 staple spaced No.
2 SYP 12-inch o.c. securing One (1) 18 ga1/4- One (1)
min. 1.75-inch x Max One (
1) 14 ga. 5/8- anchored to each panel lap inch crown z 1-.inch 0.072-
inch diameter 80/ 24F-
3
12-inch
Masonry inch long T nail rafter with one Wood leg staple
spaced 8- finishing nail with min. 76.6 spaced 8-
inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.
c. 3/16'
inch head spaced inch rina
shank x 0.072-inch diameter 12-inch o.c. nail 24-
inch o.c. finishing nail with min. 3/16-
inch head spaced 4-inch
o.c. ALC15001.2
FL12194-R5 Page 5 of 8 This evaluation
report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance
changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes
that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-Inch
crown x 1-inch leg
Nominal 1x2 staple securing the
No.2 SYP
nailer of each female
Three (3) 18 ga.1/4- anchored to
lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max.
inch crown x 1-inch
rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter
24F-4
16 inch
Wood leg staples in min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60
diamond pattern ininx 7d ring inch o.c. and securing 3/16-inch head spaced spaced
16-inch o.c. shank
nail One (
1) min. 1.75-inch each panel lap 16-inch o.c. 24-
inch o.c. x 0.072-inch diameter finishing
nail with min. 3/
164nch head spaced 4-
inch o.c. One (
1) 18 ga.1/4-inch crown
x 1-inch leg staple
securing the Nominal
1x2 nailer of each female One (
1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max.
inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-
5 16
inch Wood
smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing
nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-
inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail
24-inch o.c. x 0.072-inch diameter finishing
nail with min. 3/
16-inch head spaced 4-
inch o.c. ALC15001.
2 FL12194-R5 Page 6 of 8 This
evaluation report is provided for State of Florida product approval under Rule 61C20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-Inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga.1/4-inch
crown x 1-inch leg
staple securing the
Nominal 1x2 nailer of each female
No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter
24F-6
16 inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60
spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x 0.072-inch diameter
finishing nail with min.
3/164nch head spaced
4-inch o.c.
ALC15001.2 FL12194-R5 Page 7 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with J-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width pso
Batten
J-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Nominal 1x2 No.2
SYP scabbed
between rafters with One (1) 18 ga.1/4-
one (1) min. 2.25- inch crown x 1-inch
Nominal 1x2 inch x 7d ring shank leg staple spaced
No.2 SYP Three (3) 18
nail straight -nailed 12-inch o.c.
anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. , -
One (1) min. 1.75-inch
Max. rafter with one x 1-inch leg
into the end of the lap inch crown x 1-inch
x 0.072-inch diameter
24.1-1
12-inch 1) min. 2.25 staples in diamond
batten or two (2) Wood
leg staple spaced finishing nail with min. t60
inch x 7d ring pattern spaced 16
min. 2.25-inch x 7d One (1) min. 1.75
8-inch o.c.
3/164nch head spaced
shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c.
24-inch o.c. nailed on either side diameter finishing
of (he batten at nail with min. 3/16-
each batten/rafter inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c. .
Nominal 1x2 No.2
SYP scabbed One (1) 18 ga.1/4-
between rafters with inch crown x 1-inch
one (1) min. 2.25- leg staple securing
Nominal 1x2 inch x 7d ring shank the nailer of each
NSYP Three (3) 18 nail
straight -nailed female lock or One ( ga. /+- anchored
to ga.1/4-inch crown through
the rafter spaced 164nch o.c. inch crown x 1-inch One (1) min. 1.754nch Max.
rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x
0.072-inch diameter 24J
2 16-
inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-
inch o.c. and finishing nail with min. t53.3 inch
x 7d ring pattern spaced 16- min.
2.254nch x 7d securing
each panel 3/
16-inch head spaced shank
nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16-
inch o.c. 24-
inch o.c. nailed
on either side inch x 0.072-inch of
the batten at diameter finishing each
battenlrafter nail with min. 3/16- inlerseclion.
Max. inch head spaced rafter
spacing is 44nch o.c. 24-
inch o.c. ALC15001.
2 FL12194-R5 Page 8 of 8 This
evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
INSTALLATION
Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations.
No. I Installation Detail
Min. 3/0' head dia. nail with min. 14"
engagwment(for nuhetLatFl) or
min. 0.0971 dia. T-nni), or stub nail
with min. 5/0" engagementlfer concreLe
of block subatraoe), o)»iced as not-d
nbr.,ve .
ASCIA SLIP BOARD
FASCIA TRIM
12F-1 8 \—
SOFFIT (OVERHANG WIDTH VARIES)
12F-3\—"F" CHANNEL
wood, Concrar-
or Blrx:k rt
FASCIA LIP 1 /4"
STAPLE SOFFIT TO
ASCIA BOARD #T50
8" X 3/8" STAPLE
16" O.C.
1—PAINTED S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001.2 FL12194-R5 Page 1 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I Ur KTWED4 ` SOFFIT STAPLE
OPEN RAFTER
3/4- x 1/4•
DIAMOND PATTERN
t DETAILCROWNSTAPLES
USING A DIAMOND - Ka
srn ts i
PATTERN FACIA BOARD
FASCIA CAP
12F-2
3/4- X 1/4- CROWN FACIA BOARD
8.
t-3/4- TRIM NAIL
STAPLE ON CENTERT-*F*
1-3/4" TRIM NAIL PAINTED S.S.
CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHED.C.
NAILING FLANGE UP OR3/4--X 1/4"
DOWN CROWN STAPLE
SOFFIT— max. 12-inch span
WOOD SOFFIT
SUBSTRATE
SOFFIT & FASCIA
DETAIL
ALC15001.2 FL12194-R5 Page 2 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
OPEN RAFTER
W s TVM ` SOFFIT STAPLEES
D'ST
LDIAMONDI
I 1 DETAIL
PATTERN
FACIA BOARD ` a T
3/4- X 1/4- CROWN STAPLE -24'
ON CENTER USING A DIAMOND PATTERN
FASCIA CAP
3/4- X 1/4- CROWNFACIA
8" 1J—CHANNEL
BOARD
1-3/4- TRIM NAIL
STAPLE ON CENTER JS.S. PscrewedtosoffitPLANTEDonelllY8xS.S. 48"ith FASCIA CAP
1/2- x 3/B- head O.C.
diameter screw, 3/4- X 1/4-
15- o.c. CROWN STAPLE
SOFFIT —max. 12-inch span,
S
WOOD OR BLOCK SOFFIT & FASCIA
SUBSTRATE
D ETAI L
ALC15001.2 FL12194-R5 Page 3 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 1' TRIM NAIL FASCIA BOARD
PAINTED S.S.
FASCIA [AP
SOFFIT
1'ei' CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
I{ GS S/B' 1•NAA
16F-1 SOFFIT & FASCIA
16F-5 DETAIL
FASCIA CAP; REFER
TO SOFFIT t FASCIA
DETAIL
F' CHANNEL
SOFFIT; MAX. 16'
SPAN
MASONRY
SUBSTRATE
ALC15001.2 FL12194-R5 Page 4 of 12
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK .
TECHNICAL SERVICES, LLC
System No. I Installation Detail
Min. 3/8" head dia. nail with min. IN"
engagement(for wood substrate) or'
min. 0.097" dia. T-nail or stub nail
with min. 5/8" angagement(for concrete
or block substrate). spaced as not^d
above.
ASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
16F-3
F" CHANNEL
Woad, Concret>
or Block .W
FASCIA LIP 1 /4"
STAPLE SOFFIT TO
ASCIA BOARD #T50
X 3/8" STAPLE
16" O.C.
t—PAINTED S.S.
1 .3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALUMINUM COILS, INC
Soffits
Appendix B
ALC15001.2 FL12194-R5 Page 5 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 "°n„NETVM , SOFFIT STAPLE
OPEN RAFTER
3/4- X 1/4' i I DIAMOND PATTERN
DETAILCROWNSTAPLES11 I
USING A DIAMOND —pro' KIVEM/ snorts
i PATTERNFACU80ARDi
FASCIA
CAP 16F-
4 3/
4' X 1/4' CROWN FACIA BOARD 8'
1-3/4' TRIM NAIL STAPLEONCENTER1-
3/4' TRIM NAIL PAINTED S.S. F'
CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLEDWITHTHEO.C. NAILING
FLANGE UP OR 3/4• X 1/4' DOWN
CROWN STAPLE SOFFIT—
max. 16-inch span WOOD
SOFFIT SUBSTRATE
SOFFIT &
FASCIA DETAIL
ALC15001.
2 FL12194-R5 Page 6 of 12 This
evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 J' TRIM NAIL FASCIA BOARD
PAIIITEU S.S.
FASCIA CAP
SOFFIT
1*4" CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
1`xl- CROWN
STAPLES SOFFIT & FASCIA
USING A DIAMOND
16F-2 &
PATTERN; REFER TO DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN / \
DETAIL
CAP; REFER
To SOFFITTO SOFFIT t FASCIA
DETAIL
F' CHANNEL
I 3/8
SOFFIT: MAX. 16-
SPAN
W\ /
SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.2 FL12194-R5 — Page 7 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
16J-1
CREEK
TECHNICAL SERVICES, LLC
No. I Installation Detail
3/4' X 1/4' CROWN STAPLE '24-
ON CENTER USING A DIAMOND PATTERN
WOOD OR BLOCK
SUBSTRATE
OPEN RAFTER
1-3/4- TRIM NAZI
PAINTED S.S. 48'
O.C.
SOFFIT —max. 16-inch span
ALUMINUM COILS, INC
Soffits
Appendix B
SOFFIT STAPLE
L
DIAMOND PATTERN
FACIA BOARD '
DETAIL
STw ts ,
FASCIA CAP
3/4- X 1/4- CROWN FACIA BOARD
STAPLE 'B' ON CENTER 1-3/4- TRIM NAIL
PAINTEO S.S.
FASCIA CAP
3/4- X 1/4-
CROWN STAPLE
SOFFIT
SOFFIT & FASCIA
DETAIL
ALC15001.2 FL12194-R5 Page 8 of 12
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I TRIM NA0. FASCIA BOARD
PAINIEO S.S.
I'rt' CROWN
STAPI[S
FASCIA [AP
USING A DIAMOND
SOFFn
PATTERN; REFER TO 1'rt' CROWN SIAPIE
SofFIT STAPLE
DIAMOND PATTERN
DETAIL
1 TROT NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT & FASCIA
24F-1 &
DETAIL
24F4 loth' CROWN STAPLE
FASCIA [AP; REFER
TO SOFFIT It FASCIA / \
DETAILt• Nominal litho SYP 3/81Belief)Anthored to SOFFIT; MAX. 24'
I+ I
I If-CHARNEL Rafters with one 7d
Ring Shank Nail al
eery Rolla
wooD suesrRArE \ _
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.2 FL12194-R5 Page 9 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System IVo. Installation Detail
1 t' TRIM HAD. (ASCU BOARD
PAWiE0 S.S.
1-I' SMOOTH SHANK FASCIA [AP
ROOF NAILS SOFFtt ' I Prt' CROWN STAPLE
l i' TRW NAIL FASCIA BOARD
PAINTED S.S
SOFFIT & FASCIA
24F-2 8 DETAIL
24 F-5
I'el' CROWN STAPLE
FASCIA (AP. REFER
10 SOFFIT & FASCIA
OETAR.
Nommai Y 2' SYP
Ballen Anchored to SOFFIT; MAX. 2a'
F-CHANNEL Patten With one Id
Ring ShanA Naa at
every Railer
MOOD SUBSTRATE
ALC15001.2 FL12194-R5 Page 10 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I i- TRIM HAM FASCIA BOARD
PANTED S.S.
UGA ' T-NAILS FASCIA CAP
SDFFIiI I'Q' CROWN STAPLE
1 J' TRIM NA0. FASCIA BOARD
PANTED S.S.
SOFFIT JG FASCIA
DETAIL
24F-3 8
24F-6
1'4' CROWN STAPLE
FASCIA CAP: REFER
TO SOFFIT & FASCIAOETA0.
Nominat 1's2- SYP
d toBattenAnthoreSOfflt; MAX. IP F-
CHAIRIEL Rafters With one Td Ring
Shank NoO at awry
Roller MASONRY
ALC15OO1.
2 FL12194-R5 Page 11 of 12 This
evaluation report is provided for State of Florida product approval under Rule 61G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I TRIN NAIL FASCIA BOARD
PAINTED S.S.
1'aj' CROWN
STAPLES FASCIA CAP
USING A OIAMOIIO SOFFIT
PATTERN; REFER TO
CANTILEVERED 1' ' (pOWN STAPLE
SOFFIT STAPLE
RAFTERDIAMONDPATTERN
BETA&
FASCIA BOARD
SOFFIT & FASCIA
I t' ]RIM NAIL
PAINTED S.S. DETAIL
24J"1 8
t'sj' CROWN STAPLE
24J-2 FASCIA CAP; REFER
TO SOFFIT i FASCIA
OETA0.
7S
Nominal 1' a 2' SYP battens V+
scabbed between rafters and SOFFIT; MAX. 24'
NANNEL secured wilh one (1) 7d ring
shank nail stralght•naeed
WOOD SUBSTRATE
through the rafter Into the and
of Ns batten or two (2) 7d
ting .hank nalls toe-nalled an
I
enter sloe of the battem W the
battenhaner Intersecten
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.2 FL12194-R5 Page 12 of 12
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quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soffits
Appendix C
The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following
provisions:
1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC.
2. Exposure B, C, and D shall be as defined in section 1609 of the FBC.
3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 604
4. All calculations are based on an effective wind area of 10-ft2 or less.
5. Topographic factors such as escarpments or hills have been excluded from the analysis.
6. Wind directionality factor, Kd = 0.85
7. V,d, is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC.
8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional.
9. Zones 4 and 5 shall be defined as shown below. Dimension 'a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is
smaller, but not less than either 4% of the least horizontal dimension or 34
ALC15001.2 FL12194-R5 Page 1 of 4
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Desi ri Wirid Pie"ssures'forSoffits in.Ez "osu e'B""" - -- - -'
Building -
Type: Zone
Mean= -
Roof,
Height ft
y - = " "Basic Wirid S' eeii m h _
120 -. s,',130, '
r
19 0 1 - _ 50-" 1.. 60. 17 = - 0 •,
Enclosed
4
20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
40 18.3 21.5 24.9 28.6 32.5 36.7 1 41.2 - 45.9 50.8
50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1
60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8
Negative
Loads)
5
20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7
50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8
60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1
Enclosed
4
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 1 28.1 31.3 34.7
60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
Positive
Loads)
5
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5
50 1 12.5 1 14.7 17.0 19.5 22.2 25.1 28.1 1 31.3 34.7
60 1 13.1 1 15.4 17.8 20.5 23.3 26.3 29.5 1 32.9 36.4
ALC15001.2 FL12194-R5 2of4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Desi " n=W_ ind'Piessu_re_s for Soffits ih Ez oslife:C
Builclin g:
Type Zone
Mean
Roof.
Hei lit• ft
Basic, , d,S' eed- m0 h
120 130 : 140 15U 160 1.7.-0 -T t . = 180, 200 _ '
Enclosed
4
20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8
30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5
50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9
60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
Negative
Loads)
5
20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3
25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6
30 29.1 34.2 39.6 45.5 51.8 • 58.4 • 65.5 73.0 80.9
40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8
50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9
60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2
Enclosed
4
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
Positive
Loads)
5
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
ALC15001.2 FL12194-R5 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Desi n Wind.PressUfes foe Soffits in Ex osure.D•,. -
Building
Type"
Zone _
Mean
Roof
ght._140;
i -: - Basic _Wind'S eed' m- fi _
120, ` 130 150_
r.
160;=- 170; =;, 1bo- '- 196-' 200
Enclosed
4
20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2
25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9
30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5
40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6
50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9
60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative
Loads)
5
20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1
25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4
30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7
40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7
50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8
60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1
Enclosed
4
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 1 34.7 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4
60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive
Loads)
5
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 1 23.0 26.7 30.6 1 34.8 39.3 1 44.1 1 49.1 54.4
60 20.2 1 23.7 27.5 31.6 1 35.9 40.5 1 45.4 1 50.6 56.1
ALC15001.2 FL12194-R5 Page 4 of 4
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
ECREEKTECHNICALSERVICES, LLC
3/8" F-Channel
3/8" —L
3/8" J-Channel
3/4" —
1/8" HEM
T 7
3/4'
3/8'
ISOMETRIC VIEW
3/e" PROFILE
ISOMEIRIC VIEW
3/8' PROME
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.2 FL12194-R5 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
Fascia
3/4"
7/6"
ALC15001.2
1
1/8" HEM
T
6"FASCIA
7" BLANK
1/4"
FL12194-R5
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
2of4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
16" 04 Soffit
02Vr,P .
012V NO
18' BLANK:
3. / & PROFILE
o 0000
000
0000a s
oaoo
0000
OOOU
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.2 FL12194-R5 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
12" T4 Soffit
ALUMINUM COILS, INC
Soffits
Appendix D
31/8" 7/8" 1 31/8" 7/8" 31/8"
5/16"
1/2" 1/2" 1/2" 1/2" 1/2"
13.75" BLANK
3/8" PROFILE
070•T7
onrnv
r
DD
D D D D
D D D D D
DDDD
a
DDDD 0
DODO
END OF REPORT
ALC15001.2 FL12194-R5 Page 4 of 4
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
Florida Building Code Online Page 1 of 3
L'
s p ..slulafibn
BUS Moms I lop In I User Registration I Hot TOPICS I submit surcharge I scats s Facts `; Publications ( Fac stag I eCS Site Map I Lmlra I search I
Oda
Product Approvalr0USER: Public User
Q
PmoYR Aooroval Menu > Proouet or ADDlicanon Search > ADoln:ation List > Application Detail
FL # FL7006-R9
Application Type Revision
Code Version 2014
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
u
IKO Industries, Ltd
40 Hansen Road South
Brampton, NON -US L6W 3H4
708) 496-2800 Ext200
rmetz001 @tampabay. rr. com
Robert Metz
rmetz001 @tampabay. rr. com
Bob Metz
REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
rm etz 0 O 1 0 to m pa ba y. rr. co m
Don Shaw
IKO Industries LTD
120 Hay Rd.
Wilmington, DE 19808
717) 579-6706
don.shaw@iko.com
Roofing
Asphalt Shingles
Certification Mark or Listing
FM Approvals - CER
Locke Bowden
u Validation Checklist - Hardcopy Received
Standard
ASTM D3161 modified to 110 mph
ASTM D3462
ASTM D7158 Class H
ASTM E108
Year
2009
2009
2008
2007
http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017
Florida Building Code Online Page 2 of 3
Product Approval Method Method 1 Option A
Date Submitted 06/28/2015
Date Validated 06/30/2015
Date Pending FBC Approval
Date Approved 07/06/2015
Summary of Products
FL * Model, Number or Name Description
7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle
Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.;
Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15-
201S .Ddf
Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - S 6
IS.odfDesignPressure: N/A
Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3
IS .Dd
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R9 II IKO-133-02-01 Letter - Installation
Instructions for FBC FL7006.odf
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover
shingles the hip and/or ridge of an asphalt shingle roof system
manufactured in Toronto, Ont. and Brampton, Ontario
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-1S-
201S .odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6
1S.odfDesignPressure: N/A
Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter
1S .Ddf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R9 II Hip and Ridge Cap Shinale Installation
Instructions.odf
FL7006 R9 II IKO-133-02-01 Letter - Installation
Instructions for FBC FL7006.odf
Verified By: Duc T Nguyen PE 6SO34
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at
Starter Strip the bottom of a roof system manufactured in Brampton and
Hawkesbury, Ontario plants
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-IS-
2015 .odf
Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6
1S.odfDesignPressure: N/A
Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - S 3
15 .odf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R9 II IKO-133-02-01 Letter - Installation
Instructions for FBC FL7006.odf
FL7006 R9 11 Roofina-Products-Leading-Edae-Plus-
ADDlication-EN(1).pdf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's
M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.;
Sylacauga, AL and Kanakakee, IL plants
http://www. floridabuil ding. org/pr/pr_app_dtl . aspx?param=wGE VXQwtDgse7m YBd2b3 K6... 9/7/2017
Florida Building Code Online Page 3 of 3
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Certification Agency Certificate
FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15-
2015 .odf
FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6
15_Ddf
FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3
15 .odf
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL7006 R9 II IKO-133-02-01 Letter - Installation
Instructions for FBC FL7006.odf
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
Back Net<
Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850-497-1824
The State of Florida B an AMEEO employer, Copynoht 2007-2013 State of Florida.:: Prrva[V Statement :: AOOessiblllty Statement :: Refund Statement
Under Florida taw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395.Pursuant to
Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If
they have one. The enialls provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please dick b=.
Product Approval Accepts:
Ciedit Card
Safe
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017
CONSTRUCTION MATERIALS
TECHNOLOGIES
March 30, 2015
IKO Industries, Ltd
120 Hay Rd.
Wilmington, DE 19809
Re: FBC FL7006
Sir(s),
PRI Construction Materials Technologies has completed a technical review and attached sealed shingle
instructions in compliance the 2014 Florida Building Code.
This review was completed based on the receipt of following evidence from IKO Industries, Ltd:
1) IKO Shingle Application Instructions — 3-Tab Shingles
EN-3Tab Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida)
2) IKO Laminated Shingles Application Instructions
EN -Laminated Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida)
3) IKO Hip and Ridge 12 Application Instructions
EN-HipandRidge12_3HRTri-2013-08 reformatted 2013-08)
4) IKO Leading Edge Plus Shingle Application Instructions
EN-3LEP-Tri-2012-06—reformatted 2013-03)
5) ASTM D3161 Test Report (FM Approvals Project No. 3040947)
The attached instructions should be used in conjunction with the published manufacturef s application
instructions and applicable code. In the event the instructions conflict, these instructions shall govern.
Statement of Independence: PRI. Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not
have nor plan to acquire a financial interest in any company manufacturing or distributing products for which
the test reports are issued.
Signed:
l j+ / Signed:
Brad Grrybo ski Duc T. u en
Managing rector Florida Regis eyed Professional Engineer
P.E. Number: 65034
Date: April 30, 2015 Date: April 30, 2015
Attachments: A) IKO Shingle Application Instructions - 3-Tab
B) IKO Laminated Shingles Application Instructions
C) IKO Hip and Ridge 12 Application Instructions
D) IKO Leading Edge Plus Application Instructions
IKO-133-02-01
FOR Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813.621.5777 fax: 813.621.5840 a -mail: matedalstesfing@pd=tcom WebSite: http:/Mnww.pncmt.00m
IKO
Installation Instructions for
Asphalt Shingles
Page 2 of 5
IKO Shingle Application Instructions — 3-Tab Shingles
ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION -INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt
edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is
flush with, but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8".
STEEP SLOPES
SEALING STF4P
6IJ8, 7 I 61/8•
NAILS NAILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
PR Construction Matenals Technologies, LLC. 6412 Badger time Tampa, FL 33610 Tel: 813.621.5M Fax: 813-621.5840 e-mail- matenalstesfing@pdomtcom WebSite: httpJM+ww.pnaM.com
IKO
Installation Instructions for
Asphalt Shingles
Page 3 of 5
IKO Laminated Shingles Application Instructions
ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8"
below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with,
but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8".
61
NAIL LINE
NAILING - STEEP SLOPES APPLICATION
Use sic nails as shown.
M,--- r r
CEMENT
PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813.621.5777 Fax: 813.621.5840 e-mail matenalstesbrig@Mmt.com WebSite. htlpJ&ww.pricmLcom
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — IKO Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are
designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional
effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2
pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see
diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be
covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easier bending.
NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE
SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO
RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS.
f ,. C4 mm)
TAPW CM
PRI Construction Materials Technologies, LLC. 6412 Badger Dnve Tampa, FL 33610 TO 813-621.5777 Fax: 813-621.5840 e-mail: materialstestmg@pricmLcom WebSite: httpJMrww.pricmt.com
IKO
Installation Instructions for
Asphalt Shingles
Page 5 of 5
IKO Leading Edge Plus Application Instructions
ASTM D3161, Class F — IKO Leading Edge Plus)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required
2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for
separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to
separate.
3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately
20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the
factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves
by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75
mm to 100 mm) from the eave edge and 1" (25 mm) in from each end.
4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge
with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang
the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners
located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end.
5. Repeat Steps 3 — 4 for the right lower corner of the roof deck.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least
3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20
mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from
the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end.
6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install
the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles
should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to
the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle.
7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first
course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PRI Construction Materials Technologies, LLC 6412 badger !hive Tampa, FL 33610 Tel• 813.621.5777 Fax. 813.621.5840 e-mail. materiatsteshng@pdcmt.com WebSite.http./hvww.pdcmt.com
Florida Building Code Online Page 1 of 2
Itt
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a
Product ApprovalrUSER: Public User
Product Approval Menu > Product or Aoolieatlon Search > Aoolicahon Ust > Application Detail
FL # FL2346-R5
Application Type Affirmation
Code Version 2014
Application Status Approved
Comments
Archived L7
Product Manufacturer Warrior Roofing Manufacturing
Address/Phone/Email 3050 Warrior Road.
Tuscaloosa, AL 35404
205) 553-1734 Ext 115
Steven@WarriorRoofing.net
Authorized Signature Steven Crew
Steven@WarriorRoofing.net
Technical Representative Steven Crew
Address/Phone/Email 3050 Warrior Road
Tuscaloosa, AL 35404
205) S53-1734 Ext 1024
Steven@WarnorRoofing.net
Quality Assurance Representative Steven Crew
Address/Phone/Email 3050 Warrior Road
Tuscaloosa, AL 35404
20S) 5S3-1734 Ext 1024
Steven@WarriorRoofing.net
Category Roofing
Subcategory Underlayments
Compliance Method Test Report
Testing Lab PRI Construction Materials Technologies, LLC
Quality Assurance Entity Keystone Certifications, Inc.
Quality Assurance Contract Expiration Date 10/05/2019
Validated By Jesus Gonzalez, P.E.
0 Validation Checklist - Hardcopy Received
Certificate of Independence FL2346 RS COI PRI CMT Cert of Indeoendence.odf
Referenced Standard and Year (of Standard) Standard Year
ASTM D226 2006
ASTM D4869 2005
Equivalence of Product Standards
Certified By
JI affirm that there are no changes in the new Florida
Building Code which affect my product(s) and my product(s)
are in compliance with the new Florida Building Code.
http://www. floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017
Florida Building Code Online Page 2 of 2
Documentation from approved Evaluation or Validation Entity '--'-Yes ONo ON/A
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method 1 Option B
02/13/2015
02/13/2015
02/19/2015
FL # Model, Number or Name Description
2346.1 15 and #30 roofing felt ASTM D 226 Tested
Limits of Use Installation Instructions
Approved for use in HVH2: Yes
Approved for use outside HVH2: Yes
FL2346 R5 II InstallationInstructions.odf
Verified By: PRI Construction Materials Technologies, LLC
Impact Resistant: N/A Test Reports
Design Pressure, N/A FL2346 R5 TR 15A Test Reoort.odf
Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf
immediately after felt. Roofing felt is not intended to be an
unprotected weathering surface.
2346.2 15w and 30w roofing felt ASTM D 4869 Tested
Limits of Use Installation Instructions
Approved for use in HVH2: No FL2346 R5 II Installationinstructions.odf
Approved for use outside HVH2: Yes Verified By: PRI Construction Materials Technologies, LLC
Impact Resistant: N/A Test Reports
Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.odf
Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.Ddf
immediately after felt. Roofing felt is not intended to be an
unprotected weathering surface.
Back He-t
Contact us :: j¢01 Blair Steno Road_ TallahaZ FL 32399 Phone: 9SO.487.1824
The State of Florida is an AA/EEO employer. Coovneht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records requasL do not send
electronic mall to this entity. Instead, contact the office by phone or by traditional mall If you have any questions, please contact 8SO.487.1395. 'Pursuant to
Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
im
Credit Card
Safe
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017
ME
WARRIOR® ROOFING MANUFACTURING
P.O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553.1734 • FAX (205) 553.1755
193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-M • FAX (770) 207-07754r.
0 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 709-0323 • FAX (717) 709-0027
Roofing Felt Installation Recommendations
Be aware that roofing felt should not be walked upon prior to fastening into position.
Proper safety equipment is recommended for all installations. Also, the roof decking
should be clear of debris and moisture prior to installation of the roofing felt.
Roofing felt should be installed from the bottom of the roof in horizontal layers to
increase the water shedding ability of the felt. The initial layer of felt should be installed
to cover the bottom edge of the decking, from edge to edge. Overhang is not required.
Anchor the top corner of the felt after it has been properly positioned and roll the felt out
across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as
you move across the roof. The top edge of the felt should be fastened no less than every
eight inches. The middle and bottom edge should also be fastened no less than every
eight inches. Fasteners should be applied no less than every eight inches along the eaves.
The next -course of felt should also be aligned with the roof edge and should overlap the
previous course two inches (sometimes referred to as head lap). In the event you get to
the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a
four inch overlap over the end of the prior roll (sometimes referred to as end lap). The
same fastening pattern used on the middle and bottom of the initial course should be used
for each subsequent course. For the top of each subsequent course, fasten intermittently
to hold the top edge in place until the next course is applied. The fasteners in the bottom
of the next course will hold the top of the previous course securely.
Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if
it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and
secure then begin at the bottom -of the other side of the ridge and repeat the process.
In valleys, lay a vertical section of roofing felt the length of the valley prior to the
installation of the horizontal runs of roofing felt. If you use more than one section of
roofing felt in a valley, be certain to start at the bottom and overlap each subsequent
length a minimum of two inches as you move up the valley to knsyNp_rop water
shedding.
In the event some wrinkles are created while fastening down a course of felt, slice the
wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement.
Installation of the primary roof covering (ex. Shingles) is recommended immediately
after felt installation.
NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING
PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY
THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE
ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC
FASTENING REQUIREMENTS.
wpq
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
3ns7?
STATEMENT NUMBER: 17100007 DATE: October 06, 2017
BUILDING PERMIT NUMBEGAPPLICATIONR: 17-10000732
d ( k,93a
UNIT ADDRESS: LOON LN 3902 17-20-31-502-0000-0940
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG: SUF: PARCEL: a 3
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE': BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: PARK SQUARE ENTERPRISE LLC
ADDRESS: 5200 VIINELAND ROAD SUITE 200 ORLANDO FL 32811
LAND USE: SINGLE FAMILY DETACHED
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 3902 LOON IN / LOT 94 SFR
WYNDHAM PRESERVE
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS CO -WIDE ORD
Single.Family Housing 705.00 1.000
ROADS
dwl unit 705.00
N/A
q-
COLLECTORS
FIRERESCUEHoN/A$ng .00 1.000 R
dwl
unit 00 LIBRARY
CO -WIDE ORD 00
Single
Family Housing 54.00 1.000 SCHQOLS
dwl
unit 54.00 CO -
WIDE ORD i
SsngleFamily Housing 5,000.00 1.000 dwl unit 5,000.00 P
LAW
ENFORCE N/A 00
DRAINAGE
N/A 00
00
AMOIINT
D 5,759.00 STATEMENT
4V"Y RECEIVEDBY: `""'"' SIGNATURE: PLEASE
PRINT NAME) DATE-
III Z 1 17 NOTE
TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE
TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION:
1-BLDG DEPT 3-APPLICANT 2-
FINANCE 4-LAND MANAGEMENT NOTE* *
SONS _
HAT TI{ _ SEMINOLE
COUNTY ROAD FIRE/RESCUE, LIBRARY ANDD/OREEDUCES ATIO UNDERTHE ISSUANCE
OF A BUILDING PERMIT. PERSONS
ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, TO
APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST
BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS
OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE
OF OCCUPANCY OR OCCUPANCY. TH& REQUEST FOR REVIEW MUST
MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES
OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM
THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD
FL, 32771; 407-665-7356. PAYMENT
SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING
DEPARTMENT 1101
EAST FIRST STREET SANFORD,
FL 32771 PAYMENT
SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE
COUNTY BUILDING PERMIT NUMBER AT THE 'kOP LEFT OF THIS STATEMENT. THIS
STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED
WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL
OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356.
GRANT MALOY, SEMINOLE COUNTY
CLERK OF CIRCUIT COURT & COMPTROLLER
BY, 9017 Ps 1553 QP9s )
CLERK'S : 2017111083
RECORDED 11/02/2017 02:40:21 PM
RECORDING FEES $10.00
RECORDED BY hdevore
THIS INSTRUMENT PREPARED BY:
Name: Michelle Brana .
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
NOTICE OF COMMENCEMENT
Permit Number. / :70 5- 7
ParceyD Number. :%/" - l y
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the
following Information Is provided in this Notice of Commencement.
1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if avai ble) /-
Lot 9 Wyndham Preserve Plat Book 81 / Pages 93-102 390;-- Oti 24AifiSanford, FL 32771
2. GENERAL DESCRIPTION OF IMPROVEMENT:
Construction of a new single family residence
3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT:
Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811
Interest in property: Fee Simple
C Fee Simple Title Holder (if other than owner listed above) Name:
Address:
4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
5. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A
Address: N/A Amount of Bond: N/A
S. LENDER: Name. Fifth Third Bank Phone Number:
Address: 5050_ Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227
7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section
713.13(1)(a)7., Florida Statutes.
Name: Phone Number:
Address:
8. In addition, Owner designates of
to receive a copy of the Lienor's Notice as provided In Section 713.13(1)(b). Florida Statutes. Phone number.
9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified)
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE
CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE
JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
ltv
Signature of Owner or Lessee, or Owner's or Lessee's
Auftfted Omcer 0lredor/Panner Manager)
Vishaal Gupta, Executive Vice President
PrInt Name and Provide Signatory's Tidef0fte)
State of for' County of
The forego) 1 strument w ack owledged bb ff e this f' day of Y 20 1 ,7
by v ` Who is personally known to me R
who has produced Identification O typVof Identification produced:
IE0 r Y a^ .:T iV!'Lt Y
40LE • i• , f ,'•I . R A
ARUNA BALA GOEL
MY COMMISSION #FF154100
EXPIRES December 14, 20ta
BY
CITY OF SANFORD
BUILDING & FIRE PREVENTIONTIONPERMITAPP
bfn ar aje,
Application No:
Documented Construction Value: $
Historic District: Yes No
Job Address: ') s O, un Q-
Residentialca'-Mmmercial
Parcel ID:
ddition Alteration Repair Demo Change of Use Move
Type of Work: N e
Description of Work:
Title•
Plan Review Contact Person:
Fax: Email:
Phone:
Property Owner Information
Phone:
Name Resident of property?
Street:
Contractor Information
Name S
Phone: R/3 9/l73y D ,•
1 Fax: Street:
u State License No.: f % uta5yu City,
State Zip. Architect/
Engineer Information Phone:
Name'.
Street:
City,
St,.Zip: Bonding
Company: Address:
Fax:
E-
mail: Mortgage
Lender:. Address:
WARNING
TO OWNER: YOUR FAILURE TO RECORD OA OT CENOF COMMENCEMENT MUSCEMENT MAYRESULTINYOURT
IN PAYING
TWICE FOR IMPROVEMENTS TO YOUR PE RECORDED
AND POSTED ON THE JOB SITE AN ATTORNEY BEFORETHE FIRSTORECORDINGYOURNOTICEOFFINANCING,
CONSULT WITH YOUR LENDER OR COMMENCEMENT.
certify
that no Application
is hereork or
installation has by
made to obtain a permit to do the work Wdlibsetallations as
performed
to indicated.
eetstandards
of all laws vregulati g construction commenced
prior to the issuance of a permit and that all work P plumbing, signs, wells, pools, in
this jurisdiction. I understand that a separate permit must be secured for electrical work, p g, g — furnaces,
boilers, heaters, tanks, and trir conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t1 Edition (2014) Florida Building Code Permit
Application Revised
June 30.2015
applicable to this property that may be
and there may be additional -permits required from other governmental entities such as water _ OTICE: In addition to the requirements of this permit, there may be additional restrictions app
und in the public records of icounty,
federal agencies.
tanagement districts, state agencies, tion that l will notify the owner of the property of the requirements of Florida Lien Law, FS 713. acceptance of permit is verifica of the executed contract is required
of Sanford requttal- ires payment of a plan review fee at the time of permit submittal. A cvalue Of the job a,
opy
the City
erritit is issued, echargeharaandwillbeconsideredtheestimated
on Tableconstructionn effect at the time the prime
o uoem
value,
in order to calculate a plan review g
The actual construction value will be figured based on the current ICC Va uaaccordancewithlocalordinarice. Should calculated charges figured off the executed contract exceed the actual constrd.
credit will be applied to your permit fees when the permit'is issue
that all of the foregoing info
OWNER'S
rmation is accurate and that all work will
ONES AFFIDAVIT• I certify t
one in compliance with all applicable laws regulating construction an g
bed
to
b(gneture of t_onu. -^o-
Date P. .
Signature of owner/Agent _
Print Owner/Agent's Name
Date -
Signature of Notary -State of Florida , -
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
print Contractor/Agent:s Name
r l ,
ate
st ture,n tart' -state 4un$ O'Clalr
2 . ¢41—F
CoJmm ssion A GGJ51707Fxoires: 0e0ber 15, 2021
0; ISOIH)ttl lNu
Contractor/Agent is Pe sonally Known to Ivte
Produced ID — Type
BELOW IS FOR OFFICE iJSE YONL
El ctrical Mechanical Plumbing0 Gas Roof
permits Required: Building Flood Zone:
Occupancy Use:
Construction Type= + #• of Stories:
Min. Occupancy Load-
Total Sq Ft of Bldg*-------.- - # of Fixtures _ • lumbiTng • -
New Construction: Electric - # of Amps
Fire Alarm Permit" : Yes - No
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
ENGINEERING- —
COMMENTS: _ .
UTILITIES:
WASTEWATER: .
FIRE:
BUILDING:
Permit Appl,cauon
J
lJ..i
PROPERTY OWNER OR HIS AGENT:
PARK SQUARE HOMES
ApDR S: 5200 VINELAND RD
ct : ORLANDO t sr m FL
CONTRACT
AGREEMENT -
PAGE 3 OF 4 JOB NAME: '
DATE: 6/21/2017 5,;' `VES Y.
Ooctn NT: ELECTRICAL CONTRACT REVISED
SPEC: LEVEL I - WITH CFL BULBS uF &: GAVELECTRIC
M&gKST: ORLANDO
CITY: SANFORD STATE: FL
WYNDtiAM PRESERVE _
PLAN
SERVICE
SIZE SQ FT A/C SYSTEM PRICE
BARCELONA 200A 2392
10-kW HEAT 240V, 60A
6 '663.00
5-TON AC 240% 50A
CARNIVAL 200A 2402
10-kW HEAT 240V, 60A
6;667.00
5-TON AC 240% SOA
CYPRESS 200A 3449
10-kW HEAT 240V, 60A
8,477.00
5-TON AC 240V, SOA
GLASTONBURY 200A 2798
10-kW HEAT 240V, 60A
6,992.00
5-TON AC 240V, 50A
MADRONA 200A 2091
8-kW HEAT 240V, 50A
5,740.00
4-TON AC 240V, 40A
MARGATE II 200A 1966
8-kW HEAT 240V, SOA
5,455.00.
4-TOMAC 24OV, 40A
MELBOURNE 200A 2107
8-kW HEAT 240V, SOA
5,701.00
4-TON AC 240V, 40A
MILAN 200A 1349
SAW HEAT 240V, 35A
4,279.00
3-TON AC 24OV, 30A
PEMBROOKE 200A 2570
10-kW HEAT 240V, 60A
6,281.00
5-TON AC 24OV, 50A
PENNSACOLA 200A 2570
10-kW HEAT 240V, 60A
6,616.00
S-TON AC240%50A
CONTRACTOR/OWNER: DATE:
EDMONSON ELECTRIC: - DATE:
r3St•a.tnY'1.1.1 .tWl•1•....- ' nw.•u'!rt.AwnW •C• m Tom.:--SS.yT Jsr n..rt•ra i.r-Y f•.C:.rii t..',IM...f .. -.
rn r - -rr .9../ti-.. .v .. •tta ..- 7.•.n c.w ..
a ....
1034 Skipper Road • Tampa, FL 3 13-Phone:(813)910-3403 Fax:(813)910-8S46 o www.EdmonsonElectric.com
I4.OMDA UCBNSE 0 8C 17005408
Parcel m:
CITY OF SANFORD
BUILDING dr FIRE PREVENTION
PERMIT APPLICATION
Application No: "' J
WSW,C_Documented Construction Value: 8 .ZJ•
Historic District: Yes No
Residenda Commercial
Iype of work: New" Addition U Alteration U Repair Deana Change of Use Move
Description of Work: Plumbing new residential construction
Plan Review Contact person: Kinr Is SW Title: -
Phone: 407-323-7515 Fax: 407-32 -8954
Email: info@api-orlando.com
Name
Street:
Prro,,perty Owner InformationL4{CIlJ1--S Phone:
Resident of property?:
city, State zip:
Name
Advantage Plumbing, Inc.
Street:
PO ox
City, State Zip:
Sanford, FL 32772
Contractor Information
Phone: 407-323-7515
Fax:
Stets License No.:
Architect/Enalneer Intbrmatlmn
Name:
Phoc
Street:
Fax:
City, St, zip: Ums
Bonding Company:
Address:
Mortgage L
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTINEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCINC% CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT.
Application to hereby made to obtain a permit to do the work and installations as indicated I certify that no wozk or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomatstandardsofalllawsregulatingconstrctioninthisjurisdiction. I understand that a separate permit mast be aecured for ekctrieW wort, phrmbise, dgne, weM* poohtimroaces, boilers, heaters, tanks, and air condidoner % etc.
FBC 1 AU Shall be Inscribed with the date of appaeatloo Sad the code In effect as of that date: Sm Bdittm (2o14) norms Beading Code
Revind Jme30.2015
Permit ppli oo
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required $om other governmental entities such ss water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law. FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued
OWNER'S AFFIDAVIT: I certify that all of the foregoing Information Is accurate and that all work will
be done In compliance with all applicable laws regulating construction and zoning.
sipamMof OwmdAzctst Daft Sifflutim of CatiftetmiAgeM D=1
Print OwnedApM*& Name
SiPSUM of Notary4tate ofPbdda Daft
Owner/Agent is _X_ Personally Known to Me
or produced ID Type of ID
A Thomas Smith
Name
f 3d1n
NOTARY tallK C
LOMM SPATE tF FLORIDA
Ca "GGOSM
Expires WIV21
Contractor/Agent is Pasonally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plutmbing0 Gas Roof
Construction Type: Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fb t m
Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No
APPROVALS: ZONING: UTILITIES: WASTE WATER
ENGINEERING: FUM BUILDING:
COMMENTS:
Revised: lum 30. 2015 PC AM&4m
Advantage Plumbing, Inc.
Page No.1
Pro oral of 1 Page(s)
Submitted To: Phone: Date: 6-14-17
Name: Park Square Homes Job Name: Margate/Margate II; REVISED
5200 Vineland Road, #200
Orlando, FL 32811
We hereby submit speciticaltons and esUmates for.
2 Water Closets, Sterling, elongated.
3 Lavatories, owner provided.
1 Kitchen Sink, owner provided.
1 Tub. Sterling PerForma.
1 Hot Water Heater, electric, 50 gallon. with stand.
1 Shower with vinyl pan; sloping by others.
1 Laundry box.
1 lee maker box
2 Hose Bibbs.
1 Disposal, Badger V.
Hookup owner provided dishwasher.
Sewer and water service.
Uponor water piping.
Moen Chateau valves per spec
Option: Royal Bath Sterling 600 comer soaking tub in master bath with Moen Roman tub valve per spec andthermostaticml)dng valve: + $1120
Bid excludes faucets and sinks.
We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of:
Three thousand sox hundred fdty dollars $3,650.00 with payment to be made as follows:
30% upon completion of rough In: 30% upon completion of tub set• 40% upon completion of trim
AO material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard
practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned.
Authorized Signature
ACCEPTANCE OF PROPOSAL
The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified.
Payment will be made as outlined above.
ACCEPTED:
Signature
Date
PO BOX 1117 • SANFORD, FL 32772 • P (407) 323-7515 • F (407) 323-8954
ADVANTAGEPLUMBING(c M.RR.COM
q O z I 7
DESCRIPTION AS FURNISHED: Lot 94, WYNDHAM PRESERVE, .as recorded in Plat Book 81, Pages 93
through 102 of (he Public Records of Seminole County, Florida.
BOUNDARY FOR/CERTIFIED TO: Pork Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
UNNAMED PLATTED R/W . PALMER'S SU80MSION
N 00.16'57" W 62.00'
1,
9
J 15 EUT 1
38.41' 38.4I'
LOT 95
C1 4V (
Qr "+
a
P.C. OF 295.0'
LOT 99 1
1.00'
25.20' 25.20'
0_UTLI' E-S"r_ _ 1 _ _ _ _ I _ _
N 00.1 B 57" W 62.00'
3
0 AO
LOT 93
N
SETBACKS AS FURNISHED
FRONT a 25'(•)
REAR a 20'
SIOE 5' (40' LOT)
7.5' (60' LOT)
iL0ONLANLSIDESTREET'=, un(60' & 75' LOr) - - - - - - -
15' (40' LOY) 50' PRIVATE ROAD)
25' FROM SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN
2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS
OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 7.974 2 SQUARE FEET
PROPOSED A. FTNSHED SPOT GRADE D"ATKINS FLATWORK ON/OFF LOT - TOTAL ! SQUARE FEET FLATWORK
PER DRAINAGE PLANS G ORty 403/ I IO - 313 A SQUARE FEET FOUNWTK/N/PAD 2339 ! SQUARE FEET
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POOL DECK N/A A SOUARE FEET
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ORUSENMEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS
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UNIVERSAL
ENGINEERING SCIENCES
Consultants In: Geotechnical Engineering - Environmental Sciences
Geophysical Services - Construction Materials Testing - Threshold Inspection
Building Inspection - Plan Review - Building Code Administration
3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106
Client:
UES Project No: 0110.1700817.0000
Workorder No: 9349080-2
Report Date: 12/28/2017
In -Place Density Test Report
5200 Vineland Road, Suite 200
Orlando, FL 32811
Project: Wyndham Preserve, House Lot Testing
Area Tested: Lot 94 (3902 Loon Lane )
Material: Native
Reference Datum: 0 = Bottom of Footing
0'aDS
UES Technician: Herminio Ortiz
Date Tested: 12/28/2017
Tvoe of Test:
Field: ' ASTM D-2937 Drive Cylinder Method
Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
Maximum
Density
per
3ptimum
Moisture
1%1
Field Dry
Density
per
Field
Moisture
Soil
Compaction
I
Native
Depth
inch)
Pass
or Fail
6 North Footing 0-1 ft 106.8 10.6 106.1 10.1 99 N/A Pas:
7 East Footing 1-2 ft 106.8 10.6 109.2 9.9 102 N/A Pas:
8 South Footing 1-2 ft 106.8 10.6 107.8 11.5 101 N/A Pas:
9 Southeast Corner of Pad 1-2 ft 106.8 10.6 105.1 13.0 98 N/A Pas:
10 Northwest Comer of Pad 2-3 ft 106.8 10.6 108.5 13.6 102 N/A Pas:
Remarks: (TOF) = Top Of Fill
n
TA nn/ahlinh a ...-h-1 nw.1a../inn M 0 N.n O.d.Nn and n.—h— all —#n a.n e..h...iNnd an ..nnAdnn ia1 n.r.nnd.. ni -- nlianle. a..d a../hn.:.Minn
Job Address: 3902 Loon Lane
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: I /, 3 0 J J
Documented Construction Value: S 4577
Historic District: Yes No
Parcel ID: Residential ® Commercial
Type of Work: New ® Addition Alteration Repair Demo Change of Use Move
Description of Work: Install new 2.5 ton HVAC with duct work and ventilation
Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk
Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com
Property Owner Information
Name Park Square Homes Phone: 407-529-3000
Street: 5200 Vineland Rd #200 Resident of property? :
City, State Zip: Orlando, FL 32811
Contractor Information
Name One Stop Cooling & Heating, LLC Phone: 407-975-2762
Street: 7225 Sandscove Court Fax: 407-629-9307
City, State Zip: Venter Park. FL 32792 State License No.: CAC 032444
Architect/Engineer Information
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit trust be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be Inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code
Revised: June 30. 2015 Perruit Application
i
I
l+
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued,
OWNER'S AFFIDAVIT: I certify that all of the fore oing information is accurate and that all work will
be done in compliance with all applicable laws regulate g ghstructipin and zoning.
Signature of Owner/Agent Date Sihnawrc of
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced 1D Type of ID
Kevin Stine
Print Contractor/Agent's Name
Signature
1/12/2018
Date
KELLY WE88TER
Notary Pu01Ic • State of Florida
Commlaslon I FF 978034
My Comm. Explres Apr 4.2020
Contractor/Ale t
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas[-] Roof
Construction Type: Occupancy Use: Flood Zone: _
Total Sq Ft of Bldg: Min. Occupancy Load: of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures,
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
COMMENTS:
UTILITIES:
ENGINEERING: FIRE:
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING:
Revised: June 30, 2015 Pennit Application
Ow `Revision
City of SanfordResponsetoComments `:; Building & Fire Prevention DivisiontAAtiL
Ph: 407.688.5150 Fax: 407.688.5152
k-J7> Email: building@sanfordfl.gov
Permit # 17-3057 Submittal Date 2/19/18
Project Address: 3902 Loon Lane (Wyndham Preserve lot 94)
Contact: Michelle Parkison
Ph: 407-529-3135 Fax:
Email: mparkison
Trades encompassed in revision:
Building
Plumbing
Electrical
Mechanical
Life Safety
Waste Water
Department
Utilities
Waste Water
Planning
Engineering
Fire Prevention
Buildi
General description of revision:
Corrected Plumbing Riser
ROUTING INFORMATION
Approvals
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Advantage Plumbing, inc
License #
Signature
DESCRIPTION AS FURNISHED: Lot 94, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
BOUNDARY FOR/CERTIFIED TO: Sonya Lynn Leach; Park Square Enterprises, LLC (a Delaware
Corporation); PSH Title, LLC; Fidelity National Title of Florida, Inc.;
FBC Mortgage LLC ISAOA/ATIMA
0.8' UNNAMED
or
PLATTED R/W , PALMER'S SUBDIVISION
N 00°16'57" W 62.00'
0.9'
O
i
7
PVC
FENCE 15' BUFFER ESMT.
kry
SEf 1/2• I.R.
SET 1/2- I.R. 4 .9
Ij4598
P.O.L. • 113.61 6 38.41' 38.41, 38.41'
y P.O.L. a 1 13.81,
LOT 94
s
3.5'x3.5'
AC PAD
17.3'
1.00'
COV'0. 22.7' c p
Id BRICK Id
1.00'
17.3'
c
LOT 95 p
ONE STORY ep LOT 93tivRESIDENCE
F.F.- 25.73'
O •r
co
Cn
o
11.00'
o
18'
BRICK
WALK
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OR.
trpv'- G
1 &? t 17'-305
25.20' 25.20,
LOT 99
295.0' JJIJ10' UnL. ESMT. ,7ry7
o------JIP.
C.
OFr-------------- I
R SET 1/2• I.R. SET 1/2• I.R.
If4 96
5' CONC. WALK 4596
SETBACKS AS FURNISHED OFF N 00016'57" W 62.00' OFF
FRONT - 25'(•)
REAR 20'
SIDE - 5' (40' LOT)
60' LOT)
10LOON LANE fo' (75' LOT) SIDE
STREET - 25' (60' JT 75' LOT) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 15' (
40' LOT) (50' PRIVATE ROAD) 25'
FRONT SETBACK CAN BE REDUCED TO
20' ON CERTAIN LOTS. NO MORE THAN 2)
IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS OF (
2) IN SUCCESSION AT 25' TOTAL LOT AREA 7,974 t SQUARE FEET PROPOSED -
FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET FLATWORK PER
DRAINAGE PLANS G ORNE 403/ 110 - 513 t SQUARE FEET FOUNDATION/PAD 2359 t SQUARE FEET PROPOSED
DRAINAGE FLOW 9) WALKS 28/ 310 - JJ8 t SQUARE FEET REAR PATIO 104 t SQUARE FEET ILOTGRADINGTYPEAMOD011SOD49771262 - 5239 t SQUARE FEET FRONT
PORCH DECK 93 t SQUARE FEET POOL
DECK N/A t SQUARE FEET PROPOSED
F.F. PER PLANS - 25.7' Q NOTE: FRONT SIDEWALK AND STREET LOL:1110N TAKEN FROM PLANS FRONDED BY CLIENT •NOT FIELD vERIFlED CRUSENMEYEIR—
SCOTT ASSOC., INC. — LAND SURVEYORS LacaO
5400
E.COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 P
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