HomeMy WebLinkAbout3734 Saltmarsh Lp 17-2934; NEW HOMEJob Address: 3734 Saltmarsh Loop, Sanford 32771 (Lot 5) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0050 Residential X Commercial
Type of Work: New 0 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:mparkisone-parksquarehomes.com
Name Park Square Enterprises LLC
Street: 5200 Vineland Rd Suite 200
City, State Zip: Orlando, FL 32811
Property Owner Information
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
City, State Zip: Orlando, FL 32811
Fax: 407-529-3001
State License No.: CRC1330351
Architect/Engineer Information
Arch. / MJS Home Designs Arch. 407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789
Street: Eng./ PO Box 530783, Debary FL 32753 Fax:
City, St, Zip:
Bonding Company:
Address:
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. 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: 5" 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.
W )4- M 4 0 0 7 4AIA 1 /0°`P 7
Signature o Owner Agen Date Signature of Contractor/ ge Date
Vishaal Gupta
Print Owner/Alter)s Name
d`f /7
MICHELLE PARKISON
MY COMMISSION 4 FF 063452
EXPIRES: October 30, 2017
Bondod Thru Notary Public Undorwritors
Owner/Agent ism Personally Known to Me or
Produced ID Type of ID
Vishaal Gu
Print Contractor/AE
of
1610,K // 7
MY COMMISSION # FF 063452
EXPIRES: October 30, 2017
Bondod Thru Notary Public Undorwrilore
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building [g Electrical g Mechanical [j" Plumbing' Gas[] Roof
Construction Type: J(sj Occupancy Use: R3 Flood Zone:
A -craNO)
Total Sq Ft of Bldg: Min. Occupancy Load: I'CD # of Stories: 1
New Construction: Electric - # of Amps 1!!o Plumbing - # of Fixtures I (,,
Fire Sprinkler Permit: Yes No M # of Heads
APPROVALS: ZONING: I t o! UTILITIES:
ENGINEERING: 1MiG FIRE:.
COMMENTS: Ok to construct single family home
with setbacks and impervious area
shown on plan. 33.0 `/o r,p.
V3A9 M\an-C , &P,
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING: 'W t t-1-1-11
Revised: June 30, 2015 Permit Application
C h
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
kw
Application No: - -
Documented Construction Value: $ 126,502.00
Job Address: 3734 Saltmarsh Loop, Sanford 32771 (Lot 5) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0050 Residential X Commercial
Type of Work: New 0 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: mparkison(a)parksquarehomes.com
Property Owner Information
Name Park Square Enterprises LLC Phone: 407-529-3000
Street: 5200 Vineland Rd Suite 200 Resident of property? : No
City, State Zip: Orlando, FL 32811
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
Arch. / MJS Home Designs
Architect/Engineer Information
Arch. 407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789
Street: Eng./ PO Box 530783, Debary FL 32753 Fax:
City, St, Zip: E-mail:
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: 51h 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.
D DKh7 /0 ° r//
Signature o Owner/Agen Date Signature of Contractor/Age Date
Vishaal Gupta
Print Owner/Aaen s Name
MICHELLE PARKISON
A MY COMMISSION # FF 063452
W. EXPIRES: October 30, 2017
Bonded Thru Notary Public Underwriters
Vishaal Gupta
Print Contractor/Ag s am
MY COMMISSION # FF 063452
EXPIRES: October 30, 2017
Bonded Thru Notary Public Underwriters
Owner/Agent ism Personally Known to Me or Contractor/Agent is Personally 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:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes No
UTILITIES: A5 /O - 6 -/% WASTE WATER:
M '7 BUILDING. -
Revised: June 30, 2015 Permit Application
i-18n%3IN
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: 3734 Saltmarsh Loop
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-0050
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
E 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)
6 i.i
OFFICIAL USE ONLY
Flood Zone: X Base Flood Elevation: NSA 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
The parcel is not in the: W 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# 17-2934
Reviewed by: Michael Cash, CFM Date: October 9, 2017
Application for Paved Driveway, Sidewalk or
Walkway Including Right -of -Way Use &
FLo$ ;D Landscaping in Right -of -Way
www.sanfordfl.gov Department of Planning 8r 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
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 Know whaes below.
size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig.
1. Project Location/Address: 3 7 3
2. Proposed Activity: X Driveway Walkway Other:
3. Schedule of Work: Start Date Completion Date El Emergency Repairs
4. Brief Description of Work: Construction of new driveway for new single family residence
This application is submitted by:
Property owner: J I / k
Signature: 144
Address: 5200 Vineland
Phone: (407) 529-3135
Print Name: Vishaal Gupta
Orlando, FL 32811
Fax: Email: mparkison@parksquarehomes.com Date:
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 right-of-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, indemnify, 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 arising directly or indirectly out of or
connected with the use of the City's right-of-way.
1 have read
Signature:
Pre -pour Inspection by:
Application No: _
Reviewed:
Public Works
Utilities
Approved:
Engineering
Site Inspected by:
Special Permit Conditions:
nderstan the bove statement and by signing this application I agree for
its terms.
Date: ZyLo 7 /
it shall be posted on the site during construction.
Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection.
Date:
Official Use Only
Fee: Date:
Date:
Date:
Date:
Date:
16-q _Zo,l
November 2015 ROW Use Dnveway.pdf
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: /0 /a $ 'b 7
I hereby name and appoint:
an agent of:
David Mercer
Park Sauare 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):
0- The specific permit and application for work located at:
Street Address)
Expiration Date for This Limited Power of Attorney: 12/31 /17
License Holder Name: Vishaal Gupta
State License Number: CRC1330351
Signature of License Holder:
STATE OF FLORIDA
COUNTY OF Orange
The foregoing instrument was acknowledged before me this day of Q i`y it r
20/', by Vishaal Gupta who 1s (personally known
to me or who has produced as
identification and who did (did not) take oath.
Notary Seal)
Signature
Print or type name
MICHELLEPARKIF'6 Notary Public - State of
MY COMMISSION # FF 063452
EXPIRES: October 30, 2017 Commission No. r c 3 l rj o
fiordodThruNolaryPublicUndorwrilars My Commission Expires: /D 80 -c` t
Rev. 08.12)
Page 1 of 1
THIS INSTRUMENT PREPARED BY AND
v UPON RECORDING, PLEASE RETURN TO:
C R. Travis Retz, Esq.
GODBOLD, DOWNING, BILL & RENTZ, PA
222 W. Comstock Avenue, Suite 101
Winter Park, FL 32789
I liillf iilll liiil liiii Illli iifii iiil fill
i ERY OF TnCUIT 1JUR.T (.13r1PTROLLErt
i:LERK'S 201?0?3-_61
DEED "0':: TAX-' $257116.OD
FEEDS 1-357—:0
SPACE ABOVE THIS LINE FOR RECORDING DATA]------ ----- ---- —
SPECIAL WARRANTY DEED
THIS SPECIAL WARRANTY DEED is made and entered into as of the 2"d day of
August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability
company, whose post office address is 27 North Summerlin 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
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I
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:
Print Name:y cde eS G- 0') 412e_
Print Name: R. Trays Rentz
STATE OF FLORIDA
COUNTY OF ORANGE
GRANTOR:
BRISSON INVESTMENTS LLC,
a Florida limited liability company
By: 2A - -
Ro ert tkiss
Authorit epresentative
The foregoing instrument was acknowledged before me this 2 7 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 -deduced
ica io .
l RWMTRAMSR@Na
MY COMMSSM # FF =40
Book8965/Page145 CFN#2017078301
Notary Public, tate of on
Seal)
Page 2 of 4
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Ii
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/Pagel46 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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N
CERTIFICATE OF LIABILITY INSURANCE 6/
ATE (
1/201)
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 endorsement(s).
PRODUCER
Brown & Brown of Florida, Inc.
2290 Lucien Way
Suite 400
Maitland FL 32751
CONTACT Julie KwackNAME:
ACNE Ext). (407) 660-8282 FAX No: (407)660-2012
ADDRESS:Jkwack@bborlando.con
INSURERS AFFORDING COVERAGE NAIC #
INSURER A .United Specialty Insurance Co.
INSURED
Park Square Enterprises, LLC, DBA: Park Square Homes
5200 Vineland Road, Suite 200
Orlando FL 32 811
INSURERB:Travelers Casualty Co. 41769
INSURER CAmerisure Mutual Insurance Co 23396
INSURER DNav1 ators Specialty Insurance
INSURER E :
INSURER F :
cnVFRAr_FC r1=RTIIzIreTF NI IMRFR•rL1751111504 RFV131ON NI IMRFR-
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.
INSRLTR TYPE OF INSURANCE
ADDL SUBR
POLICY NUMBER
POLICY EFFMM/DDIYYYY POLICY EXPMM/DD LIMITS
X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE 1,000,000
X
DAMAGE TO RENTED 300,000ACLAIMS -MADE OCCUR PREMISES Ea occurrence
MED EXP (Any one person) ExcludedATNATL17104106/1/2017 6/1/2018
PERSONAL & ADV INJURY 1,000,000
GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE 2,000,000
POLICY F JECOT- LOC PRODUCTS - COMP/OP AGG 2,000,000
BI / PD adn/or Personal & AdOTHER:
AUTOMOBILE LIABILITY
COMBINED SINGLE LIMIT
Ea accident
1,000,000
BODILY INJURY (Per person) X ANY AUTOB
ALL OWNED SCHEDULED
AUTOS AUTOS BA-8B637451-17-SEL 6/1/2017 6/1/2018 BODILY INJURY (Per accident)
PROPERTY DAMAGE
Per accident
NON --OWNED
HIRED AUTOS AUTOS
PIP -Basic 10,000
UMBRELLA LAB HOCCUR EACH OCCURRENCE 5,000,000
AGGREGATE 5,000,000A
EXCESS LIAB CLAIMS -MADE BTN1743932
DED I X I RETENTION$ 0 6/1/2017 6/1/2018
WORKERS COMPENSATION X PER OTH-
STATUTE ER
AND EMPLOYERS' LIABILITY YIN
ANY PROPRIETORIPARTNERIEXECUTIVE E.L. EACH ACCIDENT 1,000,000
OFFICER/MEMBER EXCLUDED? N NIA
E.L. DISEASE - EA EMPLOYEE 1,000,000CMandatoryinNH) WC2105269 6/1/2017 6/1/2018
If yes, describe under
DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT 1,000,000
A Excess Liability BUN1710005 6/1/2017 6/1/2018 Each Occurrence $4,000,000
4M xs of $5M Aggregate $4,000,000
DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required)
Exess Liability - $5M XS of $9M
Carrier: Navigators Specialty Insurance Company
Policy #: IS17EXC810641IC
Effective: 6/l/2017 to 6/l/2018
Limits:
Each Occurence or Event - $5,000,000
tK I IrII;A I t MULUtK
City of Sanford
P.O. Box 1788
Sanford, FL 32772-1788
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
ACCORDANCE WITH THE POLICY PROVISIONS.
AUTHORIZED REPRESENTATIVE
T D'Avanzo, CPCU, CPA
U 19BB-2014 AGUKU GUKPUKA I IUN. All rlgnts reserved.
ACORD 25 (2014/01) The ACORD name and logo are registered marks of ACORD
I N S02512014nt I
Additional Named Insureds
Other Named Insureds
East Red Bug Road Development LLC Limited Liability Company, Additional Named Insured
Park Square Dellagio, LLC Limited Liability Company, Additional Named Insured
Park Square Enterprises, Inc. Corporation, Additional Named Insured
Park Square Homes Doing Business As
OFAPPINF (02/2007) COPYRIGHT 2007, AMS SERVICES INC
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. '
41-, < STATE OF FLORIDAF
DEPARTMENTOF BUSINESS -AND PROFESSIONAL REGULATION lye.
CONSTRUCTION
INDUSTRY LICENS'I.NG BOARD 2601
BLAIR STONE- ROAD TALLAHASSEE
FL 32399-0783 GUPTA,
VISHAAL S PARK
SQUARE HOMES 5200
VINELAND ROAD SUITE
200 ORLANDO
FL 32811' 850)
487-1 395 Congratulations!
With this license you become one of the nearly 1 one
million Floridians licensed by the Department of Business and Professional
Regulation. Our professionals and•businesses range r STATE OF FLORIDA from
architects to yacht brokers, from boxers to barbeque DEPARTMENTOF BUSINESS AND resfaurants,
and they keep Florida's economy strop g• PROFESSIONAL R GULATION 07/
28/416 EverydayweworktoimprovethewaywedobusinessinorderCRC1330351 SSUED to
serve you better, For information about our services, please log
onto www.myfloridalicense.com. There you can find more CERTIFIED RESIDENTIAL CONTRACTOR information
about our divisions and the regulations that impact you;
subscribe to department newsletters and. learn more about GUPTA,"
VISHAAL S i PARK
SQUARE bIVIE the
Department's initiatives. Our
m_ission.at the Department is: License Efficiently,' Regulate Fairly.
We constantly strive to serve you better so that you can. IS CERTIFIED under tha provisions of Ch 489 FS serve "your customers. Thank you for doing_ business in Florida, and
congratulations on your new license! Exr iration date .auc.ai, 2oie " rsc ze000z3oo DETACH.
HERE RICK
SCOTT, GOVERNOR. KEN LAIN: STATE :
OF FLORIDA ARY
ISSUED:
07/2fi H16 DISPLAY AS REQUIRED BY LAW SEQ # L1601280002100
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
Permit # 1 -7
BUILDING PERMIT
Min Max Ins ection Description
10 Form board / Foundation Survey
10 Slab / Mono Slab Prepour
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: ',R i 3I-1 S/+z_Tnn,42.S LR'
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
IPI UPi¢I3.ING PEARL\ !IT
Min Max Inspection Descri tion
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
RECORD COPY
FORM R405-2014
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 5 Milan C RHG - S Builder Name: One Stop Cooling and Heating BUILD/yC
Street: 3734 Saltmarsh Loop Permit Office: C./it y of Sanford
City, State, Zip: Sanford , FL , Permit Number: f' 1 7 _ 2 g 3 4 SANFpRpOwner: Park Square Homes Jurisdiction: 691500
o
AgRl7J1 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2
1. New construction or existing New (From Plans) 9. Wall Types (1633.3 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1334.70 ft2
b. Frame - Wood, Adjacent R=11.0 298.67 ft2
3. Number of units, if multiple family 1 c. N/A R= ft2
4: Number of Bedrooms 3 d. N/A R= ft2
10. Ceiling Types (1349.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1349.00 ft2
6. Conditioned floor area above grade (ft2) 1349 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(183.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 269.8
a. U-Factor: Dbl, U=0.55 105.00 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 14.00 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: 3.335 ft.
Area Weighted Average SHGC: 0.233 14. Hot water systems
a. Electric Cap: 50 gallonsEF: 8. Floor Types (1349.0 sqft.) Insulation Area 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1349.00 ft2 b. Conservation features
b. N/A R= ft2 None
c. N/A R= ft2 15. Credits Pstat
Total Proposed Modified Loads: 43.75
Glass/Floor Area: 0.136
CPASSTotalBaselineLoads: 47.08 v1 7
I hereby certify that the plans and specifications covered by Review of the plans and TIJE ST4
this calculation are in compliance with the Florida Energy specifications covered by this O
Code. Digitally signed by Rafael calculation indicates compliance r+3 .,
Rafael Izquierdo Izquierdo with the Florida Energy Code. 0
Date: 2017.09.2910:33:10-04'00'
PREPARED BY: Before construction is completed
DATE: this building will be inspected for
compliance with Section 553.908
e '
I hereby certify that this buildin , as signed, e Florida Statutes. tIncmpli
the Florida Energy Code. 141with
2 OWNER/AGENT: BUILDING OFFICIAL:
DATE: DATE:
Compliance requires ce4lification by tFi e r handler unit manufacturer that the air handler enclosure qualifies as
certified factory -sealed in accordance w' h 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.
9/29/2017 10:21 AM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4
Gn0hA QAnr,_0n1A
PROJECT
Title:
Building Type:
Owner:
of Units:
Builder Name:
Permit Office:
Jurisdiction:
Family Type:
New/Existing:
Comment:
Lot 5 Milan C RHG - S
User
Park Square Homes
1
One Stop Cooling and Heatin
City of Sanford
691500.,
Single-family
New (From Plans)
Bedrooms: 3
Conditioned Area: 1349
Total Stories: 1
Worst Case: No
Rotate Angle: 0
Cross Ventilation: No
Whole House Fan: No
Address Type: Street Address
Lot # 5
Block/SubDivision: WP
PlatBook:
Street: 3734 Saltmarsh Loop
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 1349 12545.7
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 Main 1349 12545.7 Yes 4 3 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter R-Value Area Tile Wood Carpet
1 Slab -On -Grade Edge Insulatio Main 143 ft 0 1349 ft2 0.29 0 0.71
ROOF
v # Type Materials
Roof Gable Roof
Area Area Color
Solar
Absor.
SA Emitt Emitt Deck Pitch
Tested Tested Insul. (deg)
1 Hip Barrel tile 1509 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 1349 ft2 N N
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) Main 30 Blown 1349 ft2 0.1 Wood
9/29/2017 10:21 AM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4
FORM R405-2014
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar BelowoOrntSpaceToWallTVpe13-Vall le Et In Ft In Area R-Value FrAnfinn Ahqnr
1 S Exterior Concrete Block - Int Insul Main 4.1 11 0 9 4 102.7 ft2 0 0 0.8 0
2 W Exterior Concrete Block - Int Insul Main 4.1 57 6 9 4 536.7 ft2 0 0 0.8 0
3 N Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0
4 E Exterior Concrete Block - Int Insul Main 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0
5 Garage Frame - Wood Main 11 32 0 9 4 298.7 ft2 0 0.25 0.8 0
DOORS
Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 S Insulated Main None 39 3 8 24 ft2
2 Wood Main None 39 2 8 8 21.3 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
V/ Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening
1 S 1 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 4 ft 8 in 5 ft 8 in Drapes/blinds None
2 W 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
3 W 2 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
4 N 3 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
5 N 3 Metal Low-E Double Yes 0.58 0.25 64.0 ft2 7 ft 4 in 1 ft 4 in None None
6 E 4 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
7 E 4 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 391 ft2 391 ft2 48 ft 9.3 ft 1
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) .000414 1463.7 80.35 151.12 302 7
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump Split HSPF:9 27.8 kBtu/hr 1 sys#1
9/29/2017 10:21 AM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4
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 60 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC Collector Storage
Cent # Company Name System Model # Collector Model Area Volume FEF
None None ft2
DUCTS
Supply ---- Return ---- Air CFM 25 CFM25 HVAC #
V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool
1 Attic 6 269.8 ft Main 67.45 ft Prop. Leak Free Main cfm 40.5 cfm 0.03 0.50 1 1
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
CoolingJan
Heatinf X} Feb
Mar Jan
Feb f XlMar A
r fAPrE May Jun Jul May
Jun 4 Jul Au
Aug
ilSe
SeP
Oct
Oct
Nov
Nov
Dec
XDec
Ventin [ lX
Jan [ Feb [X] Mar X] A r [ Ma Jun [ Jul Au Se 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 9/29/
2017 10:21 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 Building Performance and Prescriptive Methods
ADDRESS: 3734 Saltmarsh Loop 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 verify 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.
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 and 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 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/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 L/s) 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.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
11 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.
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 belbw.
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:
1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope.
2. Duct testing is not mandatory for buildings complying by Section R405 of this code.
9/29/2017 10:21 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3
FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C)
or below 55°F (1 YC) shall be insulated to a minimum of R-3.,
R403.3.1 Protection of piping insulation.
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.
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.
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 140OF (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.
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.
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.
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.
9/29/2017 10:21 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3
FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
0 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:
1. 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.
2. 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.
0 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.
0 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.
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.
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.
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.
0 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 verify 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, suchasa-heat pump or solar
energy source computed over an operating season. 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. 0
R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights 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. 9/
29/2017 10:21 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3
FORM R405-2014
ENERGY PERFORMANCE LEVEL EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* 93
The lower the EnergyPerformance Index, the more efficient the home.
3734 Saltmarsh Loop, Sanford, FL, 7 a i
1. New construction or existing New (From Plans) 9. Wall Types Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1334.70 ft2
b. Frame - Wood, Adjacent R=11.0 298.67 ft
3. Number of units, if multiple family 1 c. N/A R= ftz
4. Number of Bedrooms 3 d. N/A R= ftz
10. Ceiling Types Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1349.00 ftz
6. Conditioned floor area (ftz) 1349 b. N/A R= ftz
c. N/A R= ft 2
7. Windows" Description Area
11. Ducts R ft
a. U-Factor: Dbl, U=0.55 105.00 ft2 a. Sup: Attic, Ret: Main, AH: Main 6 269.8
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ftz
SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency
c. U-Factor: Dbl, U=0.54 14.00 ftz a. Central Unit 28.6 SEER:16.00
SHGC: SHGC=0.25
d. U-Factor: N/A ftz
13. Heating systems kBtu/hr Efficiency
SHGC:
a. Electric Heat Pump 27.8 HSPF:9.00
Area Weighted Average Overhang Depth: 3.335 ft.
Area Weighted Average SHGC: 0.233
8. Floor Types Insulation Area 14. Hot water systems
Cap: 50 gallons
a. Slab -On -Grade Edge Insulation R=0.0 1349.00 ft z a. Electric
EF: 0.9
b. N/A R= ftz
c. N/A R= ftz
b. Conservation features
None
15. Credits Pstat
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 ins I n. Otherwise, a new EPL Display Card will be completed
based on installed Code mpli t fe tures.
Builder Signature: 4 e: d
Address of New Ho e: % '1 ity/FL Zip: 7
Note: This is not a Building Endrgy 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.
9/29/2017 10:21 AM EnergyGauge@ USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1
wrightsill Project Summary
Entire House
One Stop Cooling and Heating
7225 Sandscove Cou-t, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.00nn License: CAC032444
For: Park Square Homes
3734 Softmarsh Loop, Sanford, FL
Notes:
Job: Lot 005 Milan C RHG - S
Date: 05/19/2017
By: LF/RI
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 74 OF
Design TD 26 OF Design TD 18 OF
Daily range M
Relative humidity 50
Moisture difference 49 gr/Ib
Heating Summary
Structure 16208 Btuh
Ducts 1598 Btuh
Central vent (0 cfm) 0 Btuh
none)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 17806 Btuh
Infiltration
Method Simplified
Construction quality Average
Fireplaces 0
Heating Cooling
Area (ft2) 1350 50
Volume (ft3) 12557 12557
Air changes/hour 0.45 0.23
Equiv. AVF (cfm) 94 48
Heating Equipment Summary
Make Trane
Trade TRANE
Model 4TW R603OH1
AHRI ref 7562380
Sensible Cooling Equipment Load Sizing
Structure 13986 Btuh
Ducts 3312 Btuh
Central vent (0 cfm) 0 Btuh
none)
Blower 0 Btuh
Use manufacturer's data n
Rate/swin multiplier 0.97
Equipmen sensible load 16848 Btuh
Latent Cooling Equipment Load Sizing
Structure 2389 Btuh
Ducts 681 Btuh
Central vent (0 cfm) 0 Btuh
none)
Equipment latent load 3070 Btuh
Equipment Total Load (Sen+Lat) 19919 Btuh
Req. total capacity at 0.75 SHR 1.9 ton
Cooling Equipment Summary
Make Trane
Trade TRANE
Cond 4TWR6030H1
Coil TEM6AOB3OH21++TDR
AHRI ref 7562380
Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER
Heating Input Sensible cooling 21450 Btuh
Heating output 27800 Btuh @ 470F Latent cooling 7150 Btuh
Temperature rise 0 OF Total cooling 28600 Btuh
Actual air flow 0 cfm Actual air flow 953 cfm
Air flow factor 0 cfm/Btuh Air flow factor 0.055 cfm/Btuh
Static pressure 0.50 in H2O Static pressure 0.50 in H2O
Space thermostat Load sensible heat ratio 0.85
Capacity balance point = 30 OF
Bold,ftalic values have been manually overridden
Calculations approved byACCAto meet all requirements of Manual J 8th Ed
2017-Sep-2910:0823
1 writjhtsoft" Rig ht-Sute®Universal 2017 17.023 RSU16202 Page 1
ACC'` ...p\Calc and EPL Temp\Lot 005 Milan C RHG - S.np Calc = MJ8 Front Door faces: S
wrightsoft, Right-J® Worksheet Job: Lot Milan CRHG -S
Entire House
Date:
LF/
19/2/2017
By: /RI
One Stop Cooling and Heating
7225 Sandscove Coun, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg.com License: CAG032444
1 Room name Entire House NBED
2 Eposed wall 143.0 ft 36.5 ft
3 Room height 9.3 ft d 9.3 ft heat/000l
4 Room dimensions 16.0 x 13.0 ft
5 Room area 1350.3 ft' 208.0 fE
Ty Constructon U-value Or HTM Area (ft) Load Area Of) Load
number Btuh/ftz09 Btuh/ftz) or perimeter (ft) Btuh) or perimeter ft) BWh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 13A-4as 0143 n 373 2 90 279 185 690 536 149 119 443 344'
L—GC 4A5 torn 0 550 n 14 35 13 41 ti 30 0 431 402 x' 30 0 431 402
4A5 2omd,' 0 580 n , 1514 15 90 64 0 969 1018 w
N 13A-4ocs 0.143 e 3.73 2.90 414 380 1418 1100 121 121 451 350
11 G 4A5-2om 0.550 a 14.35 27.44 30 0 431 823 0 0 0 0
I 4B5-2fm 0.540 e 14.09 29.62 4 0 56 118 0 0 0 0
13A-4o s
465 2(m
0143
0.540
s
5 n
313
14:09
2.90
13.67
102
i 6
72
6
270
85
209
r 82
0
0
0
0
0
0
0
0'
Q. 11 DO a - 0 390 s; 10.18 1227 24 24 244 294 0 0 0 O
j 13A-4ocs 0.143 w 3.73 2.90 535 486 1813 1407 70 70 260 202
G 4A5-2om 0.550 w 14.35 27.44 45 0 646 1235 0 0 0 0
C 4B5-2fm 0.540 w 14.09 29.62 4 0 56 118 0 0 0 0
P . 12C Osw .. Y'0 091 2 38 1'51 298 276 656 416 0 0 0 0'
D._11D0 0390 n,. 10.18 1227 e,a21 w m21 n 217._- 0 0 0 0
C 166-30ad 0.032 0.84 1.76 1350 1350 1128 2374 208 208 174 366
F " 22A,q m .. , 1.180 30.80 O.Ob F..,,"-' 1350 143 t 4404 0 208 37 1124 0`
77
r.
r , e.A,. . aN.. ... n.. e.....craii ... F...., w,,.. 4..r .. .s
X
i wa.. ..
a„y -.
6 c) AED excursion 0 97
Envelopeloss/gain 13514 103951 2883 1567
12 a) Infiltration 2694 971 688 248
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 4 920 2 460
Applianoss/other 1700 0
Subtotal (lines 6 to 13) 16208 13986 3571 2274
Less extemalload 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 16208 13986 3571 2274
15 Ductloads 10% 24%1 1598 3312 10°/ 24% 352 539
Total room load 7806T 17298 3923 2813
Air required (ctm) 01 953 0 155
Calculations approved bvACCAto meet all requirements of Manual J 8th Ed
23
A
wrights4ft
Rigft-Sule®Universal 201717.023 RSU16202
2017-Sep-291
Pageae 1
p\Calc and EPL Temp\Lot 005 Milan C RHG - S.r p Calc = W8 Front Door faces: S g
F I- wrightsoft4 Right-M Worksheet Job: Lot005 Milan RHG -S
Entire House
Date: 05/19/2017
By: LF/RI
One Stop Cooling and Heating
7225 Sandsoove Court, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com License: CAC032444
1 Room name MTOI MBTH
2 Exposed wall 6.0 ft 0 ft
3 Room height 9.3 it heat/000l 9.3 ft heaU000l
4 Room dimensions 7.0 x 6.0 ft 5.0 x 6.0 ft
5 Room area 42.0 ftz 30.0 ftz
Ty Construction U-value Or HTM Area (ft) Load Area OF) Load
number BtuhR -F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 X ` X
I G
13 4-'4ors
v
4A5 tomr0550n'
A 143 n 3 73
1435
2 90
134.1
0
0 0
y 0 0
0
0 0
0
0 k 16
0
0,
i0
G 4A5 2omd 0580 n 1 145 p 0 00 0 0 0
y
r4
11
V J 13A-4ocs
4A5-2om
max
0.143
0.550
e
e
3.73
14.35
2.90
27.44
56
0
52
0
193
0
150
0
d .... u ,,
0
0
0
0
M .0
0
0
0
0
4A5-2om
4B5-2fm
12GOsw;
11 D0:
166-30ad
w L
w 14.35 27
w 14.09 29
2M 1
63;' 0.18
0.84 1
01
61 c) AED excursion 11 2
Envelope lossigain 470 353 25 51
12 a) Infiltration 113 41 0 0
b) Room ventilation 0 0 0 0
13 Intemalgains: Occupants@ 230 0 0 0 0
Appliancestother 0 0
Subtotal (lines 6to 13) 583 394 25 51
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 583 394 25 51
15 Ductloads 101% 240/6 57 931 10% 24% 2 12
Total room load 640 487 28 63
Air required (cfm) 0 27 0 3
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
wrightsoft` 2017-Sep-29100823
Right-Sute®Uriversal 2017 17.023 RSU16202 Page 2
p\Calc and EPL Temp\Lot 005 Milan C RHG - S.rup Calc = W8 Frort Door faces: S
wrightsoft' Right-MWOrksheet Job: Lot 005Milan CRHG-S Entire
House Date:
05/19/2017 By:
LF/RI One
Stop Cooling and Heating 7225
Sandscove Court, W inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 1
Room name MWIC BED2 2
fposed wall 0 It 12.5 ft 3
Room height 92 ft heaV000l 9.3 ft heaVcuol 4
Room dimensions 1.0 x 56.5 ft 1.0 x 126.5 ft 5
Room area 56.5 ftz 126.5 tF Ty
Construction U-value Or HTM Area 011) Load Area (ff2) Load number
Btuh/ftz°F) BtuM') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat
I Cool Gross N/P/S Heat I Cool Gross I N/P/S Heat Cool 6
13A flocs 0143 n 373 2.90 0 0 0 0 0 0 0 0 4A5-
2om 4A5
2omd 0.
550 0
580 n„
n,.
14.
35 15.
14 13.
41' 15.
90 0
0 0 U
0"""'
9
0"
0
0
s0
0
0
w378
0
0`
v
13A-4ocs 0.143 e.. 3.73 2.90 0 0 0 0 116 101 293 11
F—G 4A5-2om 0.550 e 14.35 27.44 0 0 0 0 15 0 215 412 L—
C D
485-
21m 13A
flocs 4B5-
2fm 11
DO _u ., . 0.
540 0143
0
540 0.
390 a
s•
5•.
s"=
14.
09 3.
73 14.
09 10:
18 29.
62 2.
90 13.
67 1227
0
Y
0 0
0
0
0
0
0
0
0
0
0
x:
0
0
0
0
0
0
0
0.
6. 0
0
0
0
0
0
0
0
0
0
0'
0
13A-
4ocs 4A5-
2om 0.
143 0.
550 w
w
3.
73 14.
35 2.
90 27.
44 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
CGG
P
n 4B5-
2fm 12C
Osw 0.
540 0091
w
14.09 238
29.
62 1
51 0
0
0
0-
0
0
0
0
0
0-
0
q
0
Q
0
W
6
c) AED excursion 4 27 Envelope
lossIgain 47 95 1084 954 12
a) Infiltration 0 0 235 85 b)
Room ventilation 0 0 0 0 13
Internal gains: OocupantsQa 230 0 0 1 230 Applianoes/
other 0 0 Subtotal (
lines 6 to 13) 47 95 1319 1269 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
4 8 15 30 14
Subtotal 51 104 1334 1299 15
Duct loads 10% 24 % 5 25 101/ 24 % 132 308 Total
room load 56 128 1466 1607 Air
required (cfm) 01 71 01 89 Calculations
approved byACCA to meet all requirements of Manual J 8th Ed. A—
C'Zkwright56ft" Right-
Sute®Universal 201717.0.23 RSU16202 2017-
Sep-291 Page
ae3 p\
Calc and EPL Temp\Lot 005 Milan C RHG - S.r p Calc = MJ8 Front Door faces: S g
I- wrightsoft, Right-M Worksheet Job: Lot 005Milan CRHG-S Entire
House Date:
05/19/2017 By:
LF/RI One
Stop Cooling and Heating 7225
Sardscove Court, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.00m License: CAC032444 1
Room name BED3 2
Exposed wall 0 ft 13.0 ft 3
Room height 9.3 ft heaticool 93 ft heaUcool 4
5
Roomdimensons
Room
area 3.
5 17.
5 IF x
5.0 ft 1.0 x 129.3 ft 129.
3 ftz Ty
Construction U-value Or HTM Area (T) Load Area OF) Load number
B1uW-F) Btuhfl[2) or perimeter (fl) B1uh) or perimeter (ft) Btuh) Heat
Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6
vpr GG
13A-
flocs 4A5
tom 4H5
2omd k
0143
0
550 0
580 n
I n
n
3.
73 14.
35 15.
14'. 2.
90 13.
41 0
0
00
0
0 0
0
r
0 0
0
0
0
0
0
0
0
0'
11
E-G 13A-
4ocs 4A5-
2om 0.
143 0.
550 a
e
3.
73 14.
35 2.
90 27.
44 0
0
0
0
0
0
0
0
121
15
106
0
395
215
307
412
G
D,
1D0 4B5-
21m 13A
flocs 4B5-,
2fm- y z
13A-
4ocs 0,
540 0143
0.
540 0390,,
s„ 0.
143 a
s.
5_
w
14.
09 3.
73 14.
09 10.
1u, 3.
73 29.
62 290
13
67 1227
2.
90 0
0
0
0
0
0
0 0
r 0 0
0 0
0 0
0 0
0"
0
u -
0
0
0
0
rr
0 0"
0
0
0
0
0.
0
0
0
0
0
0
0'
0'
0
P
4A5-
2om 4135-
21'm 12C
Osw 11
DO: _ ,.. 0.
550 0.
540 0
091 A.
390n; w
w
q
14.
35 14.
09 2
38 018'
27.
44 29.
62 1
51: 1227
0
0
0
w.
0 0 0
0 0
0 0
0 x ,-,.
0 0
0
0
0
0
0
102102
0...
0 0
0
0
0
243
M`
0..-.. 0
0
154.
wA;
C
16B-30ad 0.032 0.84 1.76 18 18 15 31 129 129 108 227 61
c) AED excursion 1 119 Envelope
loss/gain 15 30 1362 1119 12
a) Infiltration 0 0 245 88 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants@ 230 0 0 1 230 Applianceslother
0 0 Subtotal (
lines 6 to 13) 15 30 1607 1437 Less
external load 0 0 0 0 Lesstransfer
0 0 0 0 Redistribution
15 30 11 22 14
Subtotal 0 0 1618 1459 15.
Ductloads 10% 24% 0 0 10% 24% 160 346 Total
room load 0 0 1777 1805 Air
required (dm) 0 0 0 99 Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. wright5oft`
2017-Sep-29100823 Right-
SuteOUniversal 201717.023 RSU16202 Page 4 p\
Calc and EPL Temp\Lot 005 Milan C RHG - S.rup Calc = W8 Front Door faces: S
wrightsoft,' Right-JO Worksheet Job: Lot 005 Milan C RIHG - S
Entire House
Date: 05/19/2017
By- LF/Fll
One Stop Cooling and Heating
7225 Sardscove Court, Wirter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com Licerse: CAC032444
1 Room name BTH2 F:OY4<rT
2 E)posLd wall 0 ft 26.5 ft
3 Room height 9.3 ft heaVoDol 93 It heaVoDol
4 Room dimensions 5.5 x 10.5 ft 1.0 x 218.3 ft
5 Room area 57.8 ft' 218.3 f12
Ty Construction U-value Or HTM Area (ft2) Load Area (f11) Load
number BtuIV1t--q Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cool
6 VJ
G
13A flocs
4A5-torn -
0143
0.5 50
n
n
73 '7 8
1435
2'.90
13:41
7 b
q
b b 0 0
0
0
0
6
0
0
0
P 0 0 0
13A-4ocs 0.143 e 3.73 2.90 0 0 0 0 0 0 0 0
11 4A5-2om 0.550 e 14.35 27.44 0 0 0 0 0 0 0 0
4135-21rn 0.540 e 14.09 29.62 0 0 0 0 0 0 0 0
13A-
4135-2frn
0 f43
0 46
s
S 14D9,
2 .90
13.67:""'
o
0 A." - 0
0 0
0
60
0
36
0
136
0
106
0
D 11D0 e.. 0.390 5__-10;18 1227 24 44 294
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 186 182 679 527
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4135-2fm 0.540 w 14.09 29.62 0 0 0 0 4 0 56 118
P-', 12C-09w 2M 51 51 7 121 47 47 j10 70
D, 1 1 DO,--l,' . 0.3i9b 10.18 1-5227 0 0 k'A 0 0 o o
c 1613-30ad 0.032 0.84 1.76 58 58 48 102 218 8 1 82 3134
180 30.80 0.00 58 0 6 77"I'l-'10
I'ib 2 7
2
152L,
X
IT
E!
TUT"M
6 c) AED excursion 7 65
Envelope loss/gain
1
170 171 1 2225, 1434
12 a) Infiltration 0 0 499 180
b) Room ventilation 0 0 0 0
13 Internal gains: Oocupants Ca) 230 0 0 0 0
Applianoes/other 0 1200
Subtotal (lines 6 to 13) 170 171 2724 2814
Less e)demal load 0 0 0 0
Less transfer 0
1
0 0
Redistribution 5 10 0 0
14 Subtotal 17 5 1 81 2724 2814
15 Duct loads 1 10 % 24% 1 7 43 10./. 24% 269 666
Total room load 192 224 2993 3480
Air required (chn) 01 12 0 921]
Calculations approved bvACCA to meet all reauirements of Manual J 8th Ed
Ad-wrightscoft, 2017-Sep-29 10.,0823
Rigft-SLite@ Universal 2017 17.023 RSU1 6202
Page 5
p\Calc and EPL Templot 005 Milan C RHG - S.rup Calc = W8 Front Door faces: S
7" wrightsottx Right-J® Worksheet Job: Lot Milan CRHG -S
Entire House Date: U5/19/29/2017
By: LF/RI
One Stop Cooling and Heating
7225 Sardscove Cout, W inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirig.com License: CAC032444
1 Room name LDRY DIN
2 Exposed wall 8.0 It 8.5 It
3 Room height 9.3 ft heat/cool 9.3 ft heaU000l
4 Room dimensions 1.0 x 43B ft 15.5 x 8,5 ft
5 Room area 43.8 fF 131.8 fF
Ty Construction
number
U-value
Btuh4t2°g
or HTM
BtuhW)
Area OF)
or perimeter (ft)
Load
Btuh)
Area OF)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6
11
tqJ,
I{-GG
13A-4ocs-
4A5 2om ,
4A5 2omd ` _ , .
13A-4ocs
4A5-2om
0143
0 550
0 580
0.143
0.550
n
n x
n
e
e
3.73
14.35
r
15.14
3.73
14.35
2 90
13 41
90
2.90
27.44
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
y 0
r 0
9
0
0
0
0
0
0
s 0
0,
0
0
0
0
0
0
0
0
0
0
0
lllG
V!
I-G
465-21m
13A flocs .
465 2fm r
13A-4ocs
0.540
0143
0 540
0390
0.143
a
s ,
s.
s;
w
14.09
3.73
14.09
10.18
3.73
29.62
2.9q
13.67t
1227
2.90
0
42
6
0
33
0
36
6
0
33
0
134
8582
o
121
0
104
0
94
0
0
0
0
79
0
0
0
0
64
0
0
0
239
0
0
0.
185
P ^'12COsw
C
4A5-2om
4135 2rm
r` 11 DO " % "k M, . : ,.
16B-30ad
0.550
0.540
0091
0.390
0.032
w
w
n,':
14.35
14.09
238
1018
0.84
27.44
29.62
151
1227
1.76
0
0
98
21.
44
0
0
76
21.21.7
44
0
0
181
37
0
0
115
262
77
15
0
0
0it
132
0
0
132
215
0
n^^ 4q„4'0
110
412
0
0w
232
6 c) AED excursion 1 53 1 1 135
Envelope loss/gain 1021 681 826 964
12 a) Infiltration 151 54 160 58
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 0 0 0 0
Appliances/other 500 0
Subtotal (lines 6to 13) 1172 1235 986 1022
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 11 22
14 Subtotal 1172 1235 997 1043
15 Dud loads 10% 241/. 116 292 10% 24-/.l 981 247
Total room load 1287 1528 1095 1290
Air required (cfm) 0 84 0 71
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
wrightsoftd
2017-Sep-29100823
9CCK
Right-Sute®Uriversal 201717.023 RSU16202 Page 6
p\Calc and EPL Templot 005 Milan C RHG - S.rup Calc = NUS Front Door faces: S
wCightso'ft* Right-J® Worksheet Job: Lot 005 Milan C RHG -S
Entire House
Date: 05/19/2017
By: LF/RI
One Stop Cooling and Heating
7225 Sardscove Court, W inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444
1 Room name GATH 1.
2 Exposed wall 32.0 It 0 It
3 Room height 9.3 It heat/oDol 9.3 ft heat/cool
4
5
Room dimensions
Room area
14.0 x 18.0 It
252.0 fR
1.0 x 37.0 it
37.0 ft'
Ty Construction U-value Or HTM Area OF) Load Area OF) Load
number Bluh/ftz°F) Btu"2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat I Cool Gross N/P/S Heat I Cool Gross N/P/S Heat Cool
6 13A-flocs
4A5-2om, , ;
4A5-2omd `
13A-4as
1 1 F 4A5-2omG
C 4B5-2fm
G 4B5-2fm
D 11DO'
13A-
4A5-2om2om
4B5-2fm
P
L—D
12C O!
11 DO.'- . . ,-. .
C 16f3-30ad
0.143 e 3.73 2.90 0 0 0 0 0 0 0 0
0.550 e 14.35 27.44 0 0 0 0 0 0 0 0
0.540 e 14.09 29.62 0 0 0 0 0 0 0 0
6. 43 s 3 73 2.90 0 0 0_ 0 0 0 0 0
0540 s 1409 13.6Z 0 0 0 0 0' 0' 0 0
0 390 5.,,. 1018 1227 0 0 0 0 0 0 M - 0 0
0.143 w 3.73 2.90 167 137 513 398 0 0 0 0
0.550 w 14.35 27.44 30 0 431 823 0 0 0 0
0.540 w 14.09 29.62 0 0 0 0 0 0 0
0091 2.38- 1.51 0' 0 0 0 0 0 0;
0.390 n ' 10.18 ww-,1227 K. 0 0 mow.,- 0 0 J 0'
0.032 0.84 1.76 252 252 210 443 37 31 65
6 c) AED excursion 41 3
Envelope loss/gain 3355 2915 31 62
12 a) Infiltration 603 217 0 0
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 3958 3132 31 62
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 31 62
14 Subtotal 3958 3132 0 0
15 Dud loads 10 % 24 % 390 742 109/6 1 24 % 0 0
Total room load 4348 3874 0 0
Air required (dm) 0 213 0 0
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
wrightsoft g
Right-SuiteOUniversal 2017 17.023 RSU16202 2017 Sep 29 1
Page 7
p\CalcardEPLTemp\Lot005Milan CRHG-S.np Calc=MJ8 Frort Door faces: S
wrightsoft® Duct System Summary
Entire House
One Stop Cooling and Heating
7225 Sardscove Cout, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com Licerre: CAC032444
Job: Lot 005 Milan C RHG - S
Date: 05/19/2017
By: LF/RI
Ctlnfcirmat on 3r0...
a
m.
For: Park Square Homes
3734 Softmarsh Loop, Sanford, FL
External static pressure
Pressure losses
Available static pressure
Supply / return available pressure
Lowest friction rate
Actual airflow
Total effective length (TEL)
Heating
0.50 in H2O
0.16 in H2O
0.34 in H2O
0.170 / 0.170 in H2O
0.260 in/100ft
0 cfm
131
Cooling
0.50 in H2O
0.16 in H2O
0.34 in H2O
0.170 / 0.170 in H2O
0.260 in/100ft
953 cfm
aSu' IBranchDetailTable ° ` pp yF, y e....
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FR
Diam
in)
H x W
in)
Duct
Mati
Actual
Ln (ft)
Ftg.Egv
Ln (ft) Trunk
BED2 c 1607 0 89 0.284 6.0 Ox 0 MFx 14.6 105.0 sti
BED3 c 1805 0 99 0.260 6.0 Ox 0 VIFx 25.6 105.0 st2
BTH2 c 224 0 12 0.264 4.0 Ox 0 MFx 24.0 105.0 st2
DIN c 1290 0 71 0.269 5.0 Ox 0 MFx 21.6 105.0 sti
FOYMIT c 3480 0 192 0.274 7.0 Ox 0 MFx 23.9 100.0 st2
GATH-A c 3874 0 213 0.272 0 Ox 0 MFx 19.8 105.0 sti
LDRY c 1528 0 84 0.260 6.0 Ox 0 MFx 25.7 105.0 s2
IMBED c 2813 0 155 0.275 7.0 Ox 0 MFx 18.6 105.0 sti
MBTH c 63 0 3 0.285 4.0 Ox 0 MFx 14.5 105.0 sti
MTOI c 487 0 27 0.271 4.0 Ox 0 MFx 20.5 105.0 sti
MW IC c 128 0 7 0.284 4.0 Ox 0 MFx 14.7 105.0 sti
IN IRMll"1 ',` , Su I Trunk Detail TaWWbleY ..,.w..._ .,,. AM F'
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type cfm) cfm) FIR fpm) in) in) Material Trunk
st2 PeakAVF 0 388 0.260 877 9.0 0 x 0 VnlFlx
sti PeakAVF 0 565 0.269 720 12.0 0 x 0 VnIFIX
Bo/drrtafic values have been manually overridden
wri htsoft&
2017-Sep-2910
age 19Rig17.023 RSU16202 Page 1
AC ', ...p\Galt and EPL Temp\Lot 005 Milan C RHG - S.rnp Calc = MJ8 Frort Door faces: S
Name
Grille
Size (in)
Htg
cfm)
Clg
cfm)
TEL
ft)
Design
FR
Veloc
fpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Matl Trunk
rbi Ox0 0 953 0 0 0 0 Ox 0 MFx
2017-Se 2910:0824wrihtsoftppgRig201717.023 RSU16202
Page 2dcc, "...p\Calc and EPL Temp\tot 005 tvtilan C RHG-- SrLv Calc = NU8 "Frort Door faces: S' - — —
wrightsofte Static Pressure and Friction Rate
Entire House
One Stop Cooling and Heating
7225 Sandscove Curt, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirKj.com License: CAC032444
For: Park Square Homes
3734 Softmarsh Loop, Sanford, FL
Job: Lot 005 Milan C RHG - S
Date: 05/19/2017
By: LF/RI
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
0 0
Supply Return
ft) ft)
Measured length of run -out 11 0
Measured length of trunk 15 0
Equivalent length of fittings 105 0
Total length 131 0
Total effective length 131
s
r Friction Rate y
r a . <!, .,m .a, F„ ,w i'2$ : : , „ . .:,i , r , •...k ,,.
r Ilk F
e.?i ,., ., 'WiYpi... ,.t •• .i:: _:°'.
Heating Cooling
00ft) 11
SupplyDucts 0.260 61 >0.18
Return Ducts •1 0.18
Ftt n E u% alert LengthDetailsRawgq_.::r
Supply
Return TotalEL=O
htsaft¢
2017-Sep-29 100ge 1wri9Rig201717.0.23 RSU16202 Page 1
C ...p\Calc and EPL Temp\Lot 005 Milan C RHG - S.rnp Calc = NW Front Door faces: S
FORM R405-2014
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 5 Milan C RHG - S Builder Name: One Stop Cooling and Heating
Street: 3734 Saltmarsh Loop 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/doorjambs and framing and skylights and
framing shall be sealed.
Rim joists 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 _
9/29/2017 10:21 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1
Level 1
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Job #:
Lot
5
Milan C RHG - S One Stop Cooling and Heating Scale: 1 : 97
Performed by LF/
RI for: Page 1 Park Square Homes
7225 Sandsoove Court Right -Suite@ Universal 2017 Winter Park, FL32792
17.0.23 RSU 16202 Sanford, FL Phone: (
407) 629 - 6920 Fax: (407) 629 - 9307 2017-Aug- 16 1135:14 www.OneStopCooling.com
M L
vm 4y"
try-- 6i?-/;Y-q
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I
7 5`- 61 Ac.A-11
DESCRIPTION AS FURNISHED: Lot 5, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FOR/CERTIFIED 7'0: Park Square Enterprises, LLC (a Oelaware Corporation);
Winderweedle, Fiaines, Ward & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
17 - 2134 LAICE
I'VIN,G _ _
Ok to construct single family home
with setbacks and impervious area
shown on plan. .33.0 "/a Mp,
5.00'
5.00,
y
LOT 6 4
5.00'
P.C. 145.00' 8
SC:TBACKS AS FURNISHED
FRONT = 2.5'(*)
REAR = 20'
SIDE = 5' (40' LOT)
7.5' (60' LOT)
10' (7.5' LOT)
SIDE STREET = 25' (60' & 75' L07)
15' (40' LOT)
1) 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 ORAINAGF PLANS
RECORD COPY
NARY .BL - VD -
VARIABLE WIDTH RIGHT-OF-WAY)
N 69'4217' E
40' BUFFER, /
WALL, LANDSCAPE &
SIDEWALK ESMT.
40' UTIL. ESMT.
89.27' 89.25'
LOT 5 C
T 5.00'
LANAI
3.0x4.0'
14.0' AC
to
0
PROPOSED RESIDENCE tz)
1349-MILAN-C
2 CAR GARAGE RIGHT
e b '
COV'D.
1913' 5.00'
I1 DRIVE I I t
25.7.0' 25.20'
IO' UTT.IL. ESM
5' WALK
8.8.) S 89'40'51 "
40.00'
LOT 4
SfI LOOPSALTHAR
50' PRIVATE ROAD)
G
PROPOSED DRAINAGE FLOW
LOT GRADING TYPE A F OQO
PROPOSED F.F. PER PLANS = 30.8' Q
PLOT PLAN AREA CALCULATIONS
TOTAL LOT AREA 7,178 f SQUARE FEET
PLOT PLAN O.VL3'
NOT A SURVEY
FLATWORK ON/OFF LOT = TOTAL f SQUARE FEET FLATWORK
DRIVE 4031 110= 513 t SQUARE FEET FOUNDATION/PAD 1,740 .t SQUARE FEET
WALKS 401200= 240 t SQUARE FEET REAR PATIO 103 t SQUARE FEE?'
FRONT PORCH DECK 72 t SQUARE FEET
SOD 4,8091 130 = 4,939 t SQUARE FEET POOL DECK N/A 1 SQUARE FEET
NOTE FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT 4 NOT FIELD VERIFIED '
G_RUSTjVYTETR—SC,0TT ASSOC,., .INC. — IA.ND SURi%F.'c?.;,SY
LEGEND - LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1 436
F PLATFIELD P.O.L. TYP, POINT ON LINE
TYPICAL NOTES:
PLR. IRON PIPE
IRON ROD P.R.C. P.CrRAD,
POINT OF REVERSE CURVATURE
POINT OF COMPOUND CURVATURE f. T11E UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA OOARD Of'
C.H. CONCRETE RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER S)-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES
SET I.Q. I/2' [R. x/IILB 4596IILB49 MR. N.R. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VAUD.
REC. RECOVERED WY. WITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHER RESTRICTIONS
P.O.A. POINT OF BEGINNING CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY.
P.O.E. POINT OF WHHENCEMENT PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN.
iIEtn cE11TERLlNE
NAIL t DISK FAAF.F. D.SI. FINISHED FLUOR ELEVATION
BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CER77FIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER E/J71N.
R/W RIGHT-OF-WAY D.M. BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCA17ON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES.
ESMT. EASEMENT B.B. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.S.)
DRAIN. DRAINAGE 8. ELEVATIONS, IF 511OWN, ARE BASED ON NATIONAL GEODETIC VER77CAL DATUM OF 1929, UNLESS OTHERWISE NOTED.
UTIL. CL.FC. UTILITYCHAINLINK FENCE 9. CERTIFICATE OF AUTHOR17A77ON No. 4596.
WD.FC.
C; pP.C.
WOOD FENCE
CONCRETE BLOCK
POINT OF CURVATURE
SCALE — 1 " e 30' DRAWN 8Y:
J_.•-_.__._. .............
P.T. POINT OF TANGENCY TICCERnr7ED By. DATE hOROF_:' No,
MISC. i,•
DESCRIPTION
RADIUSAFLLENGTH PLOT PLAN 09-27-2017 4120-17
p DELTACHORD
i:. R. CHORD BEARING
NORTH
7H15 BUILDING\PROPERTY DOES NOT LIE WITHIN
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM' TOM X. GRUSENMEYER, R.L.S.
ZONE "X" MAP 112117CO09OF (09-28-07)
1AMES W. SCOTT. R.LS ,# 46
et'
RECORD COPY
Filename: PARK SQUARE MILAN 1,349SF.rrr
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
1349 2 1
Lighting Summary Standard 4,941 4,941
Optional 8,547 4,941
Ranges & Ovens
Range No. No? Nameplate Line Neutral
1 1 8000
J\
p NG
O
2 0 0
3 0 0 4z
Range/Oven Summary Standard 6,400 4,480
Optional 8,000 4,480
Dryers
Dryer -Nod No? Nameplate Line Neutral 2 9 3 4
1 1 5000
2 0
3 0
Dryer Summary Standard 5,000 3,500
Optional 5,0.00 3,500
Heating and Cooling: Actual Number = 1
Name M? Ph No Amps Volts VA HP Line Neutral
1 M 1 1 14.0 240 3,360 0
1 M 1 1 2.0 240 480 0
1 M 1 1 5.0 240 1,200 0
1 1 1 1 14 240 1 3,360 0
Heat/Cool Summary Standard 8,400 0
Optional 8,400 0
Fixed Appliances: Actual Number = 6
Name M? Ph No Amps Volts VA HP Line Neutral
DISP 1 1 120 600 600 600
DISH 1 1 120 1200 1,200 1,200
MICRO 1 1 120 1200 1,200 1,200
WH 1 1 18.5 240 4,440 0
OPT POOL 1 1 10 240 2,400 0
OPT POOL HEAT 1 1 31 240 7,440 0
Fixed Appliance Summary Standard 12,960 2,250
Optional 17,280 2,250
Other Appliances: Actual Number = 0
Name M? Ph No Amps Volts VA HP Line Neutral
Other Appliance Summary Standard 0
Optional 0 0
25% of Max Motor:
Line is Std Only; Neutral for Both
Maximum Phase Amps Volts
FA
1 14 240
Heat/Cool Phase Amps Volts
1 14 240
Fixed Appl. Phase Amps Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard Only 840 0
SUMMARY
Standard Line Neutral
Total Total = 38,541 15,171
Maximum Amperage = 161 63
Service Voltage = 240 Service Phase = 1
Optional Line Neutral
Total Total = 29,931 15,171
Maximum Amperage = 125 63
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: P1349AC - Park Sq Hm/Milan-1349-A or C MiTek USA, Inc.
Site Information:
6904 Parke East Blvd.
Customer Info: PARK SQUARE HMS Project Name: P1349AC Model: MILAN - 1349TaAmoa,6L 33610-4115
Lot/Block: 5 Subdivision: WYNDHAM PRESERVE
Address: 3734 SALTMARSH LOOP
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 Wind Speed: 140 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 34 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.
No. I Seal# I Truss Name Date No. I Seal# JTruss Name I Date
1 IT11754289 JA1 8/3/17 112 IT11754300 JB1 8/3/17
12 I T11754290 I A2 18/3/17 113 I T11754301 I B2 18/3/17
13 I T11754291 I A3 18/3/17 114 I T11754302 163 1813117
14 I T11754292 I A4 18/3/17 115 I T11754303 J C1 18/3/17
15 I T11754293 I A5 18/3/17 116 I T11754304 J C2 18/3/17
16 I T11754294 I A6 18/3/17 117 I T11754305 I CJ 18/3/17
17 IT11754295 JA7 18/3/17 118 IT11754306 I CJ1 18/3/17
18 I T11754296 J A8 18/3/17 119 I T11754307 I CJ3 18/3/17
19 IT11754297 IA9 18/3/17 120 I T11754308 I CJ3A 18/3/17
110 IT11754298IA10 18/3/17 121 IT11754309 I CJ3B 18/3/17
I11 IT11754299 JA11 18/3/17 122 1T117543101CJ3C 18/3/17
This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature.
Printed copies of this document are not consid j and sealed and the signature must be verified on any
electronic copies 51
7 - 2 9 3 4 sa1a)
pFpAR{<
The truss drawing(s) referenced above have b pared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Mid -Florida Lumber Acquisitions, Inc..
Truss Design Engineer's Name: Albani, Thomas
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 verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
53 ' STATE OF : 4/J
w0N11F, yNN
44/
U 1,
r
r
MiTek USA. Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 3,2017
Albani, Thomas 1 of 2
RE: P1349AC - Park Sq Hm/Milan-1349-A or C
Site Information:
Customer Info: PARK SQUARE HMS Project Name: P1349AC Model: MILAN - 1349 - A or C
Lot/Block: 5 Subdivision: WYNDHAM PRESERVE
Address: 3734 SALTMARSH LOOP
City: SANFORD State: FLORIDA
No. Seal# Truss Name Date
23 IT11754311 I CJ4 8/3/17
124 1T11754312 I CJ5 18/3/17
125 1T11754313 I CJA 18/3/17
126 IT11754314 I CJB 18/3/17 1
127 1T11754315 1 FT1 18/3/17
128 1T11754316 I J4 18/3/17
129 1T11754317 I J5 18/3/17
130 1T11754318 I J7 18/3/17
131 1T11754319 1 KJ5 18/3/17
132 IT11754320 I KJ5A 18/3/17
133 1 T11754321 I KJ6 18/3/17
134 I T11754322 I KJ7 18/3/17
2 of 2
Job Truss Truss Type Qty Ply Park Sq Hm Milan-1349-A or C
T11754289
P1349AC Al COMMON 11 1
Job Reference (ootionaD
Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:13 2017 Page 1
ID: S_OpRO5ws414AkYA3U NGXPzr8by-jnB6wRm PcujGwlLD?hEBI WGQ KZ3dG_iE?ZC66cyrZIO
r1-0.0 7-11-11 15-0-0 22-0-5 34o-0 31-0-0
1.11 7-11-11 7-0-5 7-0.5 7-11-11 0.10
Scale = 1:53.3
4x4
6.00 12
3x4 =
4x4 =
4x6 = 3x4 =
4x4 =
I" a
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2014fTP12007
CS1.
TC 0.62
BC 0.93
WB 0.31
Matrix-M)
DEFL. in
Vert(LL) -0.39
Vert(TL) -0.68
Horz(TL) 0.09
loc) I/deft L/d
8-10 >934 240
8-10 >532 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 137 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=126010-8-0, 6=1260/0-8-0
Max Horz 2=-164(LC 10)
Max Uplift2=-328(LC 12), 6=-328(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-1997/568, 3-17=-1902/593, 3-18=-1777/594, 4-18=1668/606, 4-19=-1668/606,
5-19=-1777/594, 5-20=-1902/593, 6-20=-1997/568
BOT CHORD 2-10=-409/1772, 10-21=-189/1163, 9-21=189/1163, 9-22=-189/1163, 8-22=-189/1163,
6-8=425/1701
WEBS 4-8=199/755, 5-8=-427/259, 4-1 0=-1 991755, 3-10=-427/259
NOTES-
1) Unbalanced roof live loads have been considered forth is design.
2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=30ft; eave=4ft; Cat. 11,
Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to
18-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) The Fabrication Tolerance at joint 4 = 11 %, joint 2 = 11 %, joint 9 = 11 %, joint 8 = 11 %, joint 5 = 11%, joint 10 = 11 %, joint 3 = 11 %, joint
6=11%
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 bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=328,
6=328.
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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verity the applicability of design parameters and property 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
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 systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T71754290
P1349AC A2 HIP 1 1
Job Referen e o tional
Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:16 2017 Page 1
I D: S_OpRO5ws414AkYA3UNGXPzr8by-SLtFYToHvp6mD4oggnuM8uzCmAGTFHghXQnjxyrZIL
r1-0.0 6-9-4 13-0.0 17-0-0 23-2-12 30-0-0 351
0.0 6-9-4 6-2-12 4-,, 6-2-12 6-9-4
Scale = 153.5
d1
4x8 =
4x4 =
13 12 10 9
3x5 =
1x4 I 3x4 = 3x8 = 1x4 II 3x5 =
3x4 =
6-9-4 13-0-0 17-0-0L4 23-2-12 30-0-0
6-9-4 6-2-12 6-2-12 6-9-4
Plate Offsets (X Y)-- 14:0-5-4 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.09 12-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.28 12-13 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.10 7 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 157 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing.
WEBS 2x4 SO No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0-8-0
Max Horz 2=144(LC 11)
Max Uplift2=-328(LC 12), 7=-328(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-2114/654, 3-20=-2033/675, 3-21 =-1 561/556, 4-21 =1 468/572, 4-5=-1321/571,
5-22=-1469/572, 6-22=-1562/556, 6-23=-2032/675, 7-23=2114/654
BOT CHORD 2-13=-510/1818, 12-13=-510/1818, 11-12=-289/1320, 10-11=-289/1320, 9-10=-519/1818,
7-9=519/1818
WEBS 3-13=0/259, 3-12=-579/253, 4-12=-92/397, 5-10=110/398, 6-10=579/253, 6-9=0/258
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; 6=45ft, L=30ft, eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to
17-0-0, Interior(1) 21-2-15 to 31-0-0 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.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 100 lb uplift at joint(s) except (jt=lb) 2=328,
7=328.
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 - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verify the applicability of design parameters and propedy 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WNW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T71754291
P1349AC A3 HIP 1 1
Job Referen e o tional
mia-rionaa Lumoer, nanow, rL.
d1
r.04U 5 Apr ly LU 10 MI I ex In0u5rae5, inc. i nu Aug vS 13:14:1 / LUl / rage 1
A3UNGXPzr8by-cYRdmppvg7EiPMf EX17vMQAlAVECnZpwBAKFNyrZIK
5-9-4 5-2-12 4-0-0 4-0-0 5-2-12 5-9-4
4x4 =
4 23
3x4 = 4x4 =
5 246
Scale = 1,53.5
14 13- - 11 10
3x4
1x4 II 3x8 =
3x4
3x8 1x4 3x4
5-9-4 11-0-0 19-0-0 242-12 30-0.0
5-9-4 5-2-12 8-0-0 5-2-12 1-14
Plate Offsets (X Y)— f2 0-2-10 0-1-81 18 0-2-10 0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.14 11-13 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(TL) 0.38 11-13 951 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.10 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M)
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0
Max Horz 2=-123(LC 10)
Max Uplift2=-328(LC 12), 8=-328(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-2151/693, 3-21=-2080/711, 3-22=-1725/602, 4-22=-1650/620, 4-23=-1486/608,
5-23=-1486/608, 5-24=-1486/608, 6-24=-1486/608, 6-25=-1650/620, 7-25=-1725/602,
7-26=-2080/711, 8-26=-2151/693
BOT CHORD 2-14=-552/1860, 13-14=-552/1860, 12-13=-402/1571, 12-27=-402/1571, 11-27=-402/1571,
10-11=-561/1860, 8-10=561/1860
WEBS 3-13=-447/222, 4-13=-133/479, 5-13=-254/105, 5-11=-254/105, 6-11=133/479,
7-11=-447/222
PLATES GRIP
MT20 244/190
Weight: 157 lb FT = 20%
Structural wood sheathing directly applied or 3-10-3 oc purlins.
Rigid ceiling directly applied or 7-10-12 oc bracing.
NOTES -
I) 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=30ft; eave=4ft, Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to
23-2-15, Interior(1) 23-2-15 to 31-0-0 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.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 100 lb uplift at joint(s) except (jt=lb) 2=328,
8=328.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
6
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. -
Design valid for use only with MiTeM 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 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -N
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety lnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq Hm/Milan-1349-A or C
T11754292
P1349AC A4 HIP 1 1
Job Reference o tional
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:17 2017 Page 1
ID: S_OpRO5ws414AkYA3U NGXPzr8by-cYRdmppvg7EiPMf_EX17vMQ8tASpCoWpwBAKFNyrZIK
1-0.0 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30.0.0 31-0.0i
1-0-0 4-34 4-2-12 6-0-0 5-0-0 4-2-12 4-9-4 1-0-0
Scale = 1:53.5
d11
d
4x8 =
1x4 II 4x8 =
4 21 22 5 23 24 6
13 11 10
3x4 = 3x4 = 3x4 = 3x5 =
3x5 = 3x8 =
9-0-0 1rr0-0 21-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.12 13-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.34 13-16 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.10 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 150 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-13 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0
Max Horz 2=-103(LC 10)
Max Uplift2=-328(LC 12), 8=-328(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-2141/770, 3-20=-2082/784, 3-4=-18731674, 4-21 =-1 963/759, 21-22=-19631759, 5-
22=-1963/759, 5-23=-1963/759, 23-24=1963/759, 6-24=-1963/759, 6-7=-1873/674, 7-
25=-2082/784, 8-25=-2141/770 BOT
CHORD 2-13=-627/1862, 12-13=-438/1630, 11-12=-438/1630, 10-11=-445/1630, 8-10=634/1862 WEBS
3-13=-274/215, 4-13=-50/351, 4-11=176/509, 5-11=-411/216, 6-11=-176/509, 6-
10=-50/351. 7-10=274/214 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, B=45ft, L=30ft, eave=4ft, Cat. 11; Exp
B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-4-11 Interior(
1) 25-4-11 to 31-0-0 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.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 100 lb uplift at joint(s) except Qt=lb) 2=328, 8=
328. 7) "
Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. IT
dPrinted
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies WARNING -
Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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 building designer must verify 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 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 iruss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq Hm/Milan-1349-A or C
T11754293
P1349AC A5 HIP 1 1
Job Reference o tional
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:18 2017 Page 1
I D: S_OpRO5ws414AkYA3U NGXPzr8by-4k77zggXRQMZOWEAnEpMSZzGTapDx7oz9rvtngyrZIJ
r1-0-0 3-9-4 7-0.0 10-7-12 15-0-0 19-4-4 23-0-0 26-2-12 3 -0-0 31-0-Oii
3-2-12 3-7-12 4-4-4 4-4-4 3-7-12 3-2-12 3-9-4
Scale = 1:53.5
4x4 =
3x4 = 4x4 = 3x4 = 44 =
15 __ .. __ 13 12
3x4
3x6 =
6x6 6x6 = 3x8 = 3x4 =
7 1& -0- 14-0-0 0-0 23-0-0 _3Q-0-0
7-0-0 7-0-0 2-0 7-0-0 _. _ 7-0.0
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
CSI. DEFL. in (loc) I/dell Ud
TC 0.66 Vert(LL) 0.09 14-15 >999 240
BC 0.71 Vert(TL) 0.26 14-15 >733 180
WB 0.77 Horz(TL) 0.03 10 n/a n/a
Matrix-M)
REACTIONS. (lb/size) 2=843/0-8-0, 13=2935/0-8-0, 10=646/0-8-0
Max Horz 2=-82(LC 6)
Max Uplift2=-248(LC 8), 13=-1024(LC 8), 10=-340(LC 8)
Max Grav2=855(LC 17), 13=2935(LC 1), 10=661(LC 18)
PLATES GRIP
MT20 244/190
Weight: 154 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1374/385, 3-4=-1173/330, 4-22=-1013/315, 5-22=-1013/315, 5-23=-122/385,
23-24=-122/385, 24-25=-122/385, 6-25=-122/385, 6-26=-319/1143, 26-27=-319/1143,
27-28=-319/1143, 7-28=-319/1143, 7-29=-624/340, 8-29=-624/340, 8-9=-748/358,
9-10=-959/425
BOT CHORD 2-15=-278/1187, 15-30=-107/540, 30-31=107/540, 31-32=-107/540, 14-32=-107/540,
14-33=-694/323,13-33=-694/323,10-12=-319/821
WEBS 4-15=0/254, 5-15=-155/692, 5-14=-1292/464, 6-14=-251/1142, 6-13=-1658/512,
7-13=-1558/631. 7-12=-322/953
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; B=45ft, L=30ft, eave=4ft; Cat. 11;
Exp B; Encl., GCpi=0.18; MWFRS (directional); porch right 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=248,
13=1024, 10=340.
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) 189 lb down and 206 lb up at 7-0-0,
111 lb down and 106 lb up at 9-0-12, 108 lb down and 106 lb up at 11-0-12, 105 lb down and 106 lb up at 13-0-12, 105 lb down and
106 lb up at 15-0-0, 105 lb down and 106 lb up at 16-11-4, 108 lb down and 106 lb up at 18-11-4, and 111 lb down and 106 lb up at
20-11-4, and 189 lb down and 206 lb up at 23-0-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb
down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 15-0-0,73 lb down at 16-11-4, 74 lb down at 18-11-4, and 74 lb down at
20-11-4, and 327 lb down and 65 lb up at 22-11-4 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 (B).
LOAD CASE(S) Standard
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
Continued on a e 2
800
7WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 7IN16-le
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 building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building tlesign. Bracing indicated is to prevent buckling of individual truss 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, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754293
P1349AC A5 HIP 1 1
job Reference o tional
Mia-rlunaa Lumber, rsanow, t-L. r.oausrpr to[uio M]ieKmaumnes, mc. inurwgw u:w.iaivrages ID:
S_OpRO5ws414AkYA3U NGXPzr8by-YwZOBVg9CkUQegoMLyLb_nWRDz9Sga 16NVfRKGyrZI I LOAD
CASE(S) Standard 1)
Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-4=-60, 4-8=-60, 8-11=-60, 16-19=-20 Concentrated
Loads (lb) Vert:
4=-142(F) 8=-142(F) 15=-327(F) 6=-97(F) 12=-327(F) 22=-97(F) 23=-97(F) 25=-97(F) 26=-97(F) 28=-97(F) 29=-97(F) 30=-41(F) 31=41(F) 32=-41(F) 33=-41(F) 34=
41(F) 35=-41(F) 36=-41(F) WARNING -
Verify design parameters andREADNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 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 building designer must verify the applicability of designparametersand 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 - is always required
for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the KNOW fabrication, storage, delivery,
erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available
from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754294
P1349AC A6 HIP 1 1
job Reference o tional
mia-rionaa Lamoer, canoes, IL. ^N' ^ v 0 r . '
I D: S_OpRO5ws414AkYA3UNGXPzr8by-YwZOBVg9CkUQegoM LyLb_nVvTkzBEgZ16NVfRKGyrZI I
r1-0-0 7-54 14-4-0 158-0 22-6-12 30-0-0 31-0-01
1-0-0 7-54 6-10-12 1-4-0 6-10-12 7-54 1-0-0
a1
d
4x4 =
4x4 =
5
Scale = 1:56.8
13 "11 10 9
3x5 — 1x4 l 3x4 = 3x4 = 1x4 3x5 =
3x4 =
M
16
7-54 14-4-0
7-5-46-10-12
15-8-0 22-6-12 i _ 30-0-0
1-4-0 6-10-12 7-5-4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.11 9-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.31 9-10 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.10 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 152 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0-8-0
Max Horz 2=-157(LC 10)
Max Uplift2=-328(LC 12), 7=-328(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-20=-2076/605, 3-20=-1909/628, 3-21 =-1 458/506, 4-21 =-1 355/529, 4-5=-1218/520,
5-22=-1355/529, 6-22=-1458/506, 6-23=-1909/628, 7-23=-2076/605
BOT CHORD 2-13=-462/1777, 12-13=-462/1777, 11-12=-462/1777, 10-11=-222/1218, 9-10=-470/1777,
7-9=-470/1777
WEBS 3-13=0/284, 3-11=-673/283, 4-1 1=-137/384,5-10=-137/384, 6-10=-673/283, 6-9=0/284
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; B=45ft; L=30ft, eave=4ft; Cat. 11;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-4-0, Exterior(2) 14-4-0 to
15-8-0, Interior(1) 19-10-15 to 31-0-0 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.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 100 lb uplift at joint(s) except (jt=lb) 2=328,
7=328.
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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 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 building designer must verity 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WSW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information 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 Hm/Milan-1349-A or C
T11754295
P1349AC A7 HIP 1 1
Job Reference o tional
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:20 2017 Page 1
ID: S_OpRO5ws414AkYA3U NGXPzr8by-077mOgroz2cHGgNZvfsgX_2g8NXeP5gGc9O_siyrZIH
r1-0-Oi 6-54 12-4-0 17-8-0 23-6-12 30-0-0 31-0-0
1-0.0 6-54 5-10-12 5-4-0 5-10-12 6-5-4
Scale = 1:53.5
4x8 =
4x4 =
22 23 5
13 12 10 9
3x5 = 1x4 I 3x4 =
3x4
3x8 = 1x4 3x5 =
6-54 12-4-0 17-8-0 23-6-12 30-0-0
6-54 5-10-12 S40 5-10.12 6-5-4
Plate Offsets (X,Y)-- 14:0-5-4,0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Vert(LL) 0.09 12-13 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.27 12-13 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.10 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 155 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0-8-0
Max Horz 2=137(LC 11)
Max Uplift2=-328(LC 12), 7=-328(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-2128/668, 3-20=-2049/688, 3-21=-1616/571, 4-21=-1531/591, 4-22=-1377/587,
22-23=-1377/587, 5-23=-1377/587, 5-24=-1531/591, 6-24=-1617/571, 6-25=-2049/688,
7-25=-2128/668
BOT CHORD 2-13=-525/1833, 12-13=-525/1833, 11-12=-317/1376, 10-11=-317/1376, 9-10=-534/1833,
7-9=-534/1833
WEBS 3-12=-533/239, 4-12=-82/407, 5-10=-92/407, 6-10=-533/239
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 6=45ft; L=30ft; eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-4-0, Exterior(2) 12-4-0 to
21-10-15, Interior(1) 21-10-15 to 31-0-0 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.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 100 lb uplift at joint(s) except Qt=lb) 2=328,
7=328.
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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 building designer must verify 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
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 systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754296
P1349AC As HIP 1 1
ob Reference o ti nal
Mla-monad Lumber, earmw, I-L. - LtAU s Apr 1`J Mb mi I eK mausines, inc. i nu Aug us 16:14:z1 ZU1 I rage 1
ID: S_OpRO5ws414AkYA3UNGXPzr8by-UJg8bAsQj LkBtyITNN33CbtAnpw8bDPrp8YO9yrZl G
r1-0-0 SS4 10-4-0 150-0 19-8-0 246-12 30.0-0 31-0-Oi
1-0.0 SS4 4-10-12 4-8-0 4-8-0 4-10-12 5-54
Scale = 1:53.5
4x4 =
3x4 = 4x4 =
4 23 245 25 26 6
14 13 11 10
3x4 i 1x4 3x8 =
4x4 =
3x8 = 1x4 3x4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2014FrPI2007
CS1.
TC 0.31
BC 0.77
WB 0.28
Matrix-M)
DEFL. in (loc) I/deft Lid
Vert(LL) -0.18 11-13 >999 240
Vert(TL) -0.53 11-13 >685 180
Horz(TL) 0.11 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 154 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0
Max Horz 2=116(LC 11)
Max Uplift2=-328(LC 12), 8=-328(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-2157/707, 3-21=-2088/724, 3-22=-1782/619, 4-22=-1713/636, 4-23=-1544/620,
23-24=-1544/620, 5-24=-1544/620, 5-25=-1544/620, 25-26=-1544/620, 6-26=-1544/620,
6-27=-1713/636, 7-27=-1782/619, 7-28=-2088/724, 8-28=-2157/707
BOTCHORD 2-14=-566/1868, 13-14=-566/1868, 12-13=-451/1675, 12-29=-451/1675, 11-29=-451/1675,
10-11=-575/1868, 8-10=575/1868
WEBS 3-13=-391/212, 4-13=-134/503, 5-13=-299/131, 5-11=-299/131, 6-11 =-1 34/503,
7-11=-391 /212
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, B=45ft; L=30ft; eave=4ft, Cat. 11,
Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to
23-10-15, Interior(1) 23-10-15 to 31-0-0 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.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 100 lb uplift at joint(s) except Qt=lb) 2=328,
8=328.
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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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 building designer must verity the applicability of design parameters and property 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
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 systems, see ANSIrTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hm/Milan-1349-A or C
T11754297
P1349AC A9 HIP 1 1
J.Reference o tional
Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Intlustnes, Inc. Thu Aug 03 13:14:21 2017 Page 1
ID:S_OpRO5ws414AkYA3UNGXP2: r8by-UJg8bAsQjLkStyITNN33Cbp9nr58cnPrp8YO9yrZIG
r1-0-0 4-54 8-4-0 15-0-0 21-8-0 25-6-12 30.0-0 31-0-Oi
0.10 4-54 3-10-12 6-8-0 6-B-0 3-1 _12 4-54 b0.0
Scale = 153.5
3x5 =
4x8 =
3x4 =
4x8 =
21 22 ' 23 24 6
3x4 =
3x8 =
3x4 = 3x5 =
T
Id
Plate Offsets (X,Y)-- f2:0-2-8,Edgel. 14:0-5-4,0-2-01, f6:0-5-4,0-2-01, f8:0-2-8.Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.12 11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.32 10-11 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.10 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 149 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0
Max Horz 2=96(LC 11)
Max Uplift2=-328(LC 12), 8=-328(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-2156/766, 3-20=-2096/779, 3-4=-1923/683, 4-21=-2140/804, 21-22=-2140/804,
5-22=-2140/804, 5-23=-2140/804, 23-24=-2140/804, 6-24=-2140/804, 6-7=-1923/683,
7-25=-2096/779, 8-25=-2156/766
BOT CHORD 2-13=-621/1875, 12-13=-455/1683, 11-12=-455/1683, 10-11=-465/1683, 8-10=-631/1875
WEBS 4-13=-39/331, 4-11=-209/628, 5-11=-458/240, 6-11=-209/628, 6-10=-39/331
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; B=45ft, L=30ft, eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to 25-8-11
Interior(1) 25-8-11 to 31-0-0 zone;C-C for members and forces R 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.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 100 lb uplift at joint(s) except Ot=lb) 2=328,
8=328.
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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verify the applicability of design parameters and property 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 r
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 systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Qty Ply q Hm/Milan-1349-A or C
F T11754298
P1349AC A10 SPECIAL 1 1
fe ence o tional
Mid -Florida Lumber, Banow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:14 2017 Page 1
ID:S_OpRO5ws414AkYA3UNGXPzr8by-BzIV7nm1NCs7Yv PZPIQHjodiyTP?IfNEDxge3yrZIN
r1-0-Oi 6-40 i 11-8-0 17-0-0 20-4-0 2410.12 30-0-0 31-0-0
1-0.0 6-40 5-40 5-40 3-4-0 4-6-12 5-1-4 1-0-0
Scale = 1:54.4
4x6 11
14 13 11
3x5 —
1x4 3x8 =
4x4
5x5 =
3x4
3x5 =
i 6-4-0 11-8-0 17-0-0 23-2-12 30.0.0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2014/TP12007
CSI.
TC 0.45
BC 0.64
WB 0.78
Matrix-M)
DEFL. in (loc) I/defl L/d
Vert(LL) -0.19 11-13 >999 240
Vert(TL) -0.47 11-13 >767 180
Horz(TL) 0.11 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 147 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1263/0-8-0, 8=1257/0-8-0
Max Horz 2=109(LC 11)
Max Uplift2=-330(LC 12), 8=-326(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-2079/640, 21-22=-2004/649, 3-22=1990/660, 3-23=-2605/889, 4-23=-2605/889,
4-5=-2605/889, 5-24=-3089/1067, 6-24=-3049/1078, 6-25=-1938/686, 7-25=-2001/674,
7-26=-2087/689, 8-26=-2154/674
BOT CHORD 2-14=-496/1778, 13-14=-495/1782, 12-13=-752/2663, 11-12=-752/2663, 10-11=-390/1548,
8-10=-542/1866
WEBS 3-13=-316/961, 4-13=-363/189, 5-11 =-1 542/603, 6-11=-698/2038, 6-10=-1111387,
7-10=-253/168
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; B=45ft; L=30ft; eave=4ft; Cat. 11;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0,
Interior(1) 17-0-0 to 31-0-0 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.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 100 lb uplift at joint(s) except Qt=lb) 2=330,
8=326.
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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 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 building designer must verify 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the "row
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T71754299
P1349AC All SPECIAL 1 1
job Reference (optional)
Mid -Florida Lumber, Bartow, FL. /.b4u s Apr is 20i6 MiT ex mcusmes, in, Thu Aug 03 io. 4 5 201 i reyc 1
ID: S_OpRO5ws414AkYA3U NGXPzr8by-f9JtL7nf8V_93V b66GfgxLj3Mm_kmRWTthDBVyrZIM
1 0 0 4-40 9-8-0 15-0-0 20.4-0 2410.12 30-0-0 31-0-0i
1-0.0 4-4-0 5-40 5-40 5-4-0 4-&12 5-1-4 1-0
Scale = 1:54A
4x4 =
15 ` `14 __ • 12 11 lu
3x5
tx4 4x10 = 3x8 M18SHS = 4x8 = tx4 I 3x5 =
lx4 II
4-4-0 9-8-0 15-0-0 20.4-0 24-10-12 30-0-0
4-4-0 5-4-0 5-4-0 5-4-0 4-612 5-1-4
Plate Offsets (X Y)— 12:0-2-10 0-1-81 13 0-6-4 0-2-01 r8:0-0-4 Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.31 12-14 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.79 12-14 >457 180 M18SHS 2441190
BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.15 8 n/a n/a MT18HS 244/190
BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 147 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc puffins.
3-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing.
BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-11
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1519/0-8-0, 8=1338/0-8-0
Max Horz 2=102(LC 7)
Max Uplift 2=-411(LC 8), 8=-354(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2694/678, 3-22=-4151/1091, 22-23=-4151/1091, 23-24=-4151/1091,
4-24=-4151/1091, 4-25=-4151/1091, 25-26=-4151/1091, 5-26=-4151/1091, 5-6=-1989/521,
6-7=-1981/529, 7-8=-2273/557
BOT CHORD 2-15=-529/2346, 15-27=-525/2353, 27-28=-525/2353, 28-29=-525/2353, 14-29=-525/2353,
14-30=-1032/4418,13-30=-1032/4418,12-13=-1032/4418,11-12=-1035/4412,
10-11 =-416/1967, 8-1 0=-416/1967
WEBS 3-14=-506/1948, 4-14=-460/240, 5-14=-606/470, 5-11=-2916/778, 6-11=-334/1402,
7-11=-331 /145
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; B=45ft; L=24ft, eave=Oft; Cat. ll;
Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pond ing.
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 100 lb uplift at joint(s) except Ot=lb) 2=411,
8=354.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 92 lb up at 4-4-0,
83 lb down and 68 lb up at 5-1-14, 86 lb down and 67 lb up at 7-1-14, and 86 lb down and 67 lb up at 9-1-14, and 84 lb down and 67 It
up at 10-8-6-on top chord, and 48 lb down at 4-4-0, 31 lb down at 5-1-14, 31 lb down at 7-1-14, and 31 lb down at 9-1-14, and 31 lb
down at 10-8-6 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 (B).
LOAD CASE(S) Standard
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
Continued on a e 2
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 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
alruss system. Before use, the building designer must verify 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 Ij
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 systems, see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754299
P1349AC All SPECIAL 1 1
Jo b Reference o tional
Mid-rlonda Lumber, Bartow, I-L. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:15 2017 Page 2
I D: S_OpRO5ws4l4AkYA3UNGXPzr8by-f9JtL7nf8V_93Vb66GfgxLj3Mm_kmRW-rthDBVyrZIM
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=-60, 5-6=-60, 6-9=-60, 16-19=-20
Concentrated Loads (Ib)
Vert: 3=-57(F) 15=42(F) 22=-37(F) 23=-37(F) 24=-37(F) 25=37(F) 27=-22(F) 28=-22(F) 29=22(F) 30=-22(F)
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 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 building designer must verify 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 _
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 systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss . Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754300
P1349AC B1 COMMON 4 1
job Reference o tional
Mid -Florida Lumber, Bart—, FL.
4-9-4 4-6-12
4x4 =
7.640 s Apr 19 2016 Mi I ek Indusines, Inc. nu Hug U3 1 J:14:LL zui t Page i
ID: S_OpRO5ws414AkYA3U NGXPzr8by-yV E Wp Wt2UfS_VBXxO4ulcP82oB95t3iY4Tt5xbyrZIF
4-6-12 5-1-4 1-0-0
Scale = 1:34.9
M
Id
3x5 =
5x8 = - 3x4 =
4- 9-4-0 19-0-0
4-9-4-0 9-8-0
Plate Offsets (X Y)— f5:0-1-12 Edoel 17:0-4-0 0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.12 7-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.32 7-10 >716 180
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.04 5 n/a n/a
BCDL 10.0 Code FBC2014rTP12007 Matrix-M) Weight: 85 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-4 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
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 1=746/0-8-0, 5=834/0-8-0
Max Horz 1=-100(LC 10)
Max Uplift 1 =-1 79(LC 12), 5=-225(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=-1221/418, 2-14=-1115/427, 2-15=-914/320, 3-15=-846/331, 3-16=-846/320,
4-16=-914/309, 4-17=-1166/420, 5-17=-1220/405
BOT CHORD 1-7=-295/1045, 5-7=-308/1043
WEBS 3-7=-134/515, 4-7=-337/211, 2-7=-344/201
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; B=45ft; L=24ft; eave=4ft, Cat. 11;
Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-4-0, Exterior(2) 9-4-0 to 12-4-0
zone ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenf 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 100 lb uplift at joint(s) except Qt=lb) 1=179,
5=225.
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
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 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 building designer must verify 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
is always required for stability and to prevent collapse with possiblepersonal injury and property damage. For general guidance regarding the - fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754301
P1349AC B2 HIP 1 1
Job Reference o tional
Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MI I ek industries, Inc. I nu Aug W 13: 14:2'5 201 I rage 1
ID: S_OpRO5ws414AkYA3U N GXPzr8by-QiouOstgFz_r7 H68aoPX8dgDwaYicXPil7deT1 yrZI E
4-54 8-8-0 10-0-0 14-2-12 19-0-0 20-0-0
4-54 4-2-12 1-4-0 4-2-12 4-9-4 1
Scale = 1:34.0
4x4 =
44 =
3x5 =
3x4 = 5x5 = 3x4 =
4- 8-8-0 10-0-0 19-_o
4- 8-,, 1-4-0 9-0.0
Plate Offsets (X Y)-- 16 0-1-12 Edoel 18:0-2-8 0-3-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.12 9-12 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.30 9-12 >756 180
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 90 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 1=747/0-8-0, 6=833/0-8-0
Max Horz 1=-94(LC 10)
Max Uplift I =-1 79(LC 12), 6=-225(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-16=-1235/446, 2-16=-11371460, 2-3=-944/369, 3-4=-793/362, 4-5=-952/362, 5-17=-
1189/472, 6-17=-1239/459 BOT CHORD
1-9=-332/1060, 8-9=-157/793, 6-8=-359/1063 WEBS 2-
9=-334/217, 3-9=-80/272, 5-8=322/229 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; B=45ft, L=24ft; eave=4ft, Cat. II; Exp B;
Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, 1nterior(1) 3-0-0 to 8-8-0, Exterior(2) 8-8-0 to 10-0-0, Interior(1)
14-4-11 to 20-0-0 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.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 100 Ito uplift at joint(s) except Qt=lb) 1=179, 6=225.
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 parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1411-7473 rev. 10/03/2015 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 building designer must verify 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 is always
required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - N fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information
available from Truss Plate Institute, 218 N. Lee Street, Sure 312, Alexandria, VA 22314, Tampa, FL 36610
Job Truss Truss Type city Ply Park Sq Hm/Milan-1349-A or C
I. T11754302
P1349AC HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:23 2017 Page 1
ID: S_OpR05ws414AkYA3U NGXPzr8by-Q iouOstgFz_r7H68aoPX8dg4_aVBcWLi 17deT1 yrZI E
31 4 6-8-0 12-0-0 152-12 19-0-0 20.0-0
T
3-54 3-2-12 5-4-0 3-2-12 3-9-4
Scale = 134.0
4x5 =
48 =
3 17 18 19 4
axa =
4x4 = Us = 3x4 = 4x4 =
6-8-0 12-0-0 19-0-0H6-8-0 5-4-0 7-0.0
Plate Offsets (X Y)-- 14:0-5-4 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.09 8-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.25 8-10 >917 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.08 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 90 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins.
3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-6-9 oc bracing.
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1364/0-8-0, 6=1431/0-8-0
Max Horz 1=-75(LC 6)
Max Uplift I=-392(LC 8), 6=-433(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2488/747, 2-3=2367/728, 3-17=-2124/684, 17-18=-2124/684, 18-19=-2124/684,
4-19=-2124/684, 4-5=-2395/737, 5-6=-2554/768
BOT CHORD 1-10=-589/2148, 9-10=-548/2145, 9-20=-548/2145, 8-20=-548/2145, 6-8=-615/2226
WEBS 3-10=43/592, 4-8=-55/617
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; B=45ft, L=24ft, eave=4ft; 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) 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 100 lb uplift at Joint(s) except Ot=lb) 1=392,
6=433.
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) 189 lb down and 204 lb up at 6-8-0,
115 lb down and 106 lb up at 8-8-12, and 115 lb down and 106 lb up at 9-11-4, and 189 lb down and 204 lb up at 12-0-0 on top chord,
and 327 lb down and 97 lb up at 6-8-0, 66 lb down at 8-8-12, and 66 lb down at 9-11-4, and 327 lb down and 97 lb up at 11-11-4 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 (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 4-7=-60, 11-14=-20 Printed copies of this document are
Concentrated Loads (lb) not considered signed and sealed and
Vert: 3=-142(F) 4=-142(F) 9=41(F) 10=-327(F) 8=-327(F) 18=-97(F) 19=-97(F) 20=-41(F) the signature must be verified on
any electronic copies
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building tlesign. Bracing indicated is to prevent buckling of individual truss 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 - ---"
T
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754303
P1349AC c1 SPECIAL 1 1
Job R f rence tiona
Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Aug 03 13:14:24 2017 Page 1
ID: S_OpRO5ws414AkYA3U NGXPzr8by-vuMHECulOG6ikRhK8VwmhgDNm_wbLvmrXnMC?TyrZID
1-0-12 4-11-634 8- 11-2-8 12-3-4
1-0-12 4-11-44 1-4-00-4- 2 4-6-8 1-0-12
4x4 = 3x4 = 3x4
6.00 12 3 4 5
3x4 = 1.5x4 1I
9 8
Scale: 1/4"=1'
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.02 11-12 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.04 11-12 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(TL) 0.02 9 n/a n/a
BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 94 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 Except' end verticals.
5-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 4-6-8 except Qt=length) 12=0-7-4.
Ib) - Max Horz 12=150(LC 23)
Max Uplift All uplift 100 lb or less at joint(s) 9 except 12=-416(LC 8), 10=-1382(LC 8), 8=145(1_C 25)
Max Grav All reactions 250 lb or less at joint(s) 9, 9, 8 except 12=435(LC 17), 10=1277(LC 29)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=293/347, 3-4=-203/337, 4-5=-255/363, 2-12=-416/382
BOT CHORD 5-10=-946/938
WEBS 5-11 =-816/757. 2-11 =-359/305
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, B=45ft; L=24ft; eave=4ft; 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
4) Provide adequate drainage to prevent water pond Ing.
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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb)
12=416, 10=1382, 8=145.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 206 lb up at
4-11-4, and 185 lb down and 206 lb up at 6-3-4 on top chord, and 606 lb down and 632 lb up at 4-11-4, and 591 lb down and 647 lb up
at 6-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) 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, 2-3=-60, 3-4=-60, 4-6=-60, 6-7=-60, 10-12=-20, 8-9=20
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
Continued on gage 2
WARNING - verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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
1
a truss system. Before use, the building designer must verify 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
Lr
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hm/Milan-1349-A or C
T11754303
P1349AC C1 SPECIAL 1 1
Job Reference (o tional
Mid -Florida Lumber, Banow, FL.
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 3=-90(F) 4=90(1`) 11=-149(F) 13=-149(F)
LM s rpr iy zuio mi i eK mousrries, inc. inu rug us s --zuir rage
ID: S_OpRO5ws4l4AkYA3UNGXPzr8by-vuMHECulOG6ikRhK8VwmhgDNm_wbLvmrXnMC?TyrZID
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 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 building designer must verify the applicability of design parameters and propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/of chord members only. Additional temporary and permanent bracing _T _
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ltd'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hm/Milan-1349-A or C
T11754304
P1349AC C2 SPECIAL 1 1
Jo Ref r nc o ti n
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:25 2017 Page 1
ID: S_OpRO5ws414AkYA3UNGXPzr8by-N4wfRYvwnaEZMbG W DR?E2mYXOHd4NF?m R61XwyrZIC
1-0-12 41A 00211-0 4-114 1-0-12
Scale = 1:50.0
3x4 =
3x4 i 4x4 =
6.00 12
3 4 5
12 11
1.5x4 I 6x6 =
4-2-14 4 8 6-3-4 11-2-8
4-2-14 0- 0 1-8-12 4-11-4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 8-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.05 8-9 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) -0.03 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 94 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 *Except* end verticals.
3-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 5-7-13 oc bracing: 10-11.
REACTIONS. (lb/size) 12=248/0-3-4, 8=418/0-7-4, 11=729/0-7-4
Max Horz 12=-235(LC 6)
Max Uplift12=204(LC 4), 8=-462(LC 8), 11=-1159(LC 7)
Max Grav 12=361(LC 30), 8=459(LC 30), 11=1154(LC 29)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=297/388, 4-5=-272/375, 5-6=-337/388, 2-12=-317/211, 6-8=-450/423
BOT CHORD 10-11=-990/1007, 3-10=-848/822
WEBS 3-9=683/602, 6-9=-261/237
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; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; porch right 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 12=204,
8=462, 11=1159.
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) 170 lb down and 187 lb up at
4-11-4, and 185 lb down and 206 lb up at 6-3-4 on top chord, and 242 lb down and 246 lb up at 4-11-4, and 606 lb down and 632 lb up
at 6-2-8 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 (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, 4-5=-60, 5-6=-60, 6-7=-60, 11-12=-20, 8-10=-20
Concentrated Loads (lb)
Vert: 4=-83(F) 5=-90(F) 9=-149(F) 13=-54(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 1010312015 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 building designer must verify the applicability of design parameters and property 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the O-
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park sq F mMtilan-1349-A or C
T11754305
P1349AC CJ JACK 1 1
Job Reference o ti nal
Mid -Florida Lumber, Bartow, FL.
2x4 =
7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:25 2017 Page 1
ID: S_OpRO5ws414AkYA3UNGXPzr8by-N4wfRYvwnaEZMbG WiDR?E2mcgON14TW?mR6lXwyrZIC
1-0-0
1-0-0
Scale = 17.2
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 6 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 3 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=41/Mechanical, 2=22/Mechanical, 3=16/Mechanical
Max Horz 1=17(LC 12)
Max Uplift1=-4(LC 12), 2=11(LC 12), 3=-4(LC 12)
Max Grav 1=41(LC 1), 2=22(LC 1), 3=17(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES.
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown,
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 1.00 lb uplift at joint(s) 1, 2, 3.
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 verged on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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 building designer must verify 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
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 systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754306
P1349AC CJ1 JACK - 9 1
Job Reference ootional
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:26 2017 Page 1
I D: S_OpR05ws414AkYA3U N GXPzrBby-rH U 1 fuwYYuMQ_IrjFwzEmFlmeoj 1 pw18_5rl4MyrZIB
1-0-0 1-0-0
r
1-0-0 1-0-0
Scale = 1:7.1
2x4 =
1-0-0
1-6-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 7 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 5 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-8-0, 4=3/Mechanical
Max Horz 2=42(LC 12)
Max Uplift3=-5(LC 9), 2=-64(LC 12)
Max Grav 3=13(LC 17), 2=124(LC 1), 4=12(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 13=45ft; L=24ft; eave=4ft, Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown;
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 100 lb uplift at joint(s) 3, 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
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 building designer must verity 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding. the Ltd'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754307
P1349AC CJ3 JACK 9 1
Job Reference (ootionall
Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:26 2017 Page 1
ID: S_OpRO5ws414AkYA3UNGXPzr8by-rHU 1 fuwYYuMQ_IrjFwzEm Flm Woj Fpwl8_5rl4MyrZl B
1-0-0 3-0-0
Scale = 1:12.3
2x4 =
i 3-0-0
3-40
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 11 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly 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=201/0-8-0, 4=29/Mechanical
Max Horz 2=74(LC 12)
Max Uplift3=-34(LC 12), 2=-67(LC 12)
Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=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) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members
and forces & MWFRS for reactions shown, 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 100 lb uplift at joint(s) 3, 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
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7479 rev. 1010312015 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 building designer must verify 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 -
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the L
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754308
P1349AC CJ3A JACK 7 1
Job Reference o lion
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:27 2017 Page 1
I D: S_OpRO5ws414AkYA3UNGXPzr8by-JT2PsEwBJBU HbvQvpdUTJTrvcC 1 hYM DlDlbscoyrZlA
i-1-0-12 2-11-4
1-a-1z 2-114
Scale = 1:28.0
N-Will
6 1.5x4 II
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 5-6 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 21 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 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=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical
Max Horz 6=216(LC 12)
Max Uplift6=-l(LC 10), 3=-52(LC 12), 4=-170(LC 12)
Max Grav 6=198(LC 1), 3=81(LC 17), 4=137(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-240/386
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 2-10-8 zone; end vertical
left exposed;C-C for members and forces & MWFRS for reactions shown; 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 100 lb uplift at joint(s) 6, 3 except (jt=lb)
4=170.
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
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verity 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
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 systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component - 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754309
P1349AC CJ3B JACK 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MITek Industries, Inc. Thu Aug 03 13:14:27 2017 Page 1
ID:S_OpR05ws414AkYA3UNGXPzr8by-JT2PsEwBJBUHbvQvpdUTJTrxuC1 vYMelDlbscoyrZlA
1-0-12 2-11-4
1-0-12 2-11-4
6.00 F12 Scale = 138.5
6 4
1x4 I - 3x4 =
2-11-4
2-11-4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 `
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2014(TP12007
CSI.
TC 0.10
BC 0.09
WS 0.09
Matrix-M)
DEFL. in
Vert(LL) -0.00
Vert(TL) -0.01
Horz(TL) -0.01
loc) I/deft L/d
5-6 >999 240
5-6 >999 180
3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 27 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 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=198/0-34, 3=66/Mechanical, 4=27/Mechanical
Max Horz 6=76(LC 12)
Max Uplift3=-31(LC 12), 4=-135(LC 12)
Max Grav 6=198(LC 1), 3=66(LC 1), 4=55(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=-101/295
NOTES-
1) Wind: ASCE 7-10; Vult=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) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 2-10-8 zone;C-C for members
and forces & MWFRS for reactions shown; 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 100 lb uplift at joint(s) 3 except (jt=lb)
4=135.
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
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T473 rev. 10/03/2015 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 building designer must verity 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 i -
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I Lr
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754310
P1349AC CJ3C JACK 1 1
obRef r n e o ti n l
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:28 2017 Page 1
ID: S_OpRO5ws4l4AkYA3U NGXPzr8by-nfbn3axp4Vc8D3?5NL?irgO6vbOfHgFRSPKP8FyrZl9
3-0-0
3-0.0
2x4 =
Scale = 1:12.3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 3-6 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 10lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing.
REACTIONS. (lb/size) 1=136/Mechanical, 2=67/Mechanical, 3=32/Mechanical
Max Horz 1=49(LC 12)
Max Uplift 1 =-21 (LC 12), 2=-35(LC 12)
Max Grav 1=136(LC 1), 2=67(LC 1), 3=47(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown,
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 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 building designer must verify the applicability of design parameters and property 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
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 systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T71754311
P1349AC CJ4 JACK 1 1
Job Reference o t n I
Mid -Florida Lumber, Bartow, FL.
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.30
TCDL 10.0 Lumber DOL 1.25 BC 0.25
BCLL 0.0 ' Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2014frPI2007 Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 1=184/0-8-0, 2=124/Mechanical, 3=60/Mechanical
Max Horz 1=77(LC 12)
Max Uplift1=-21(LC 12), 2=-66(LC 12), 3=-1(LC 12)
Max Grav 1=184(LC 1), 2=124(LC 1), 3=87(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
4-8-0
7.640 s Apr 19 2016 MiTek IntluStnes, Inc Thu Aug 03 13:14:26 20i t Page 1
ID: S_OpRO5ws414AkYA3U NGXPzrBby-nfbn3axp4Vc8D3?5N L?irg03QbLeHgFRSPKPBFyrZl9
Scale = 1:17.3
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) 0.03 3-6 >999 240 MT20 244/190
Vert(TL) -0.06 3-6 >908 180
Horz(TL) 0.01 1 n/a n/a
Weight: 15 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins.
BOT CHORD 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; B=45ft, L=24ft; eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-7-4 zone;C-C for members and
forces & MWFRS for reactions shown, 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 100 lb uplift at joint(s) 1, 2, 3.
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
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verify the applicability of design parameters and propedy 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSBA9 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754312
P1349AC CJ5 JACK 7 1
jot R f rent tional
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:28 2017 Page 1
ID: S_OpRO5ws4l4AkYA3UNGXPzr8by-nfbn3axp4Vc8D3?5N L?irgO4LbMgHgFRSPKP8FyrZl9
1-0-0 5-0-0
Scale = 1:17.3
2x4 =
Plate Offsets (X.Y)— f2:0-4-0,0-0-41
5-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-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 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=1 11 /Mechanical, 2=298/0-8-0, 4=46/Mechanical
Max Horz 2=108(LC 12)
Max Uplift3=-60(LC 12), 2=-82(LC 12)
Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
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=4ft; Cat. ll;
Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members
and forces & MWFRS for reactions shown; 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 100 lb uplift at joint(s) 3, 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
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE.
M-
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 building designer must verify 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 ]
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
H OW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hm/Milan-1349-A or C
T71754313
P1349AC CJA JACK 7 1
Job Reference (notional)
Mid -Florida Lumber, Bartow, FL. 7.64o s Apr 19 2016 MI I ek mdustrles, Inc. I nu Aug us 1314:za zui r rage I
ID: S_OpRO5ws414AkYA3UNGXPzrBby-Fs9AHvyRrpk?rCZHx2 W%Ouw5a?eiOHVah34zghyrZl8
1-0-12 0-11-4
1-0.12 0-11-4
6.00 12
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85
TCDL 10.0 Lumber DOL 1.25 BC 0.39
BCLL 0.0 ' Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=160/0-8-0, 3=27/Mechanical, 4=2/Mechanical
Max Horz 5=171(LC 12)
Max Uplift 5=-233(LC 10), 3=-155(LC 12), 4=-254(LC 12)
Max Grav 5=333(LC 12), 3=110(LC 10), 4=197(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:23.1
5
4x5 =
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.00 4-5 >999 240 MT20 2441190
Vert(TL) -0.00 4-5 >999 180
Horz(TL) -0.10 3 n/a n/a
Weight: 9 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins, except
end verticals.
BOT CHORD 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; B=45ft, L=24ft; eave=4ft; Cat. 11;
Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces &
MWFRS for reactions shown, 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 chard 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 100 lb uplift at joint(s) except (lt=lb) 5=233,
3=155,4=254.
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
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 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 building designer must verify 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
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 systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq H NMilan-7349 A or C
T11754314
P1349AC CJB JACK 1 1
Job R er nc tion I
Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:29 2017 Page 1
ID: S_OpRO5ws414AkYA3U NGXPzr8by-Fs9AHvyRrpk?rCZHx2 WxOuw7OgFOHVah34zghyrZl8
1-0-'2 IL-4
1-0-12 0-11-4
6.0o 12
4x4
5 4
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.00 5 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) 0.00 5 999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.18 3 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 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) 5=160/0-3-4, 3=29/Mechanical, 4=4/Mechanical
Max Horz 5=44(LC 12)
Max Uplift3=-107(LC 12), 4=-140(LC 12)
Max Grav 5=181(LC 12), 3=6(LC 10), 4=20(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 133.7
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
Structural wood sheathing directly applied or 0-11-4 oc purlins, 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; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown;
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 100 lb uplift at joint(s) except 01=lb) 3=107,
4=140.
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
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 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 building designer must verify 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 - ")R,
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Nam'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89. and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754315
P1349AC FT1 SPECIAL 1
nL Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1 4x4 =
7.640 5 Apr 19 2016 MiTek IntluStries, Inc. Thu Aug 03 13:14:30 2017 Page 1
ID:S_OpRO5ws414AkYA3UNGXPzr8by-j2jYUFz3c6tsTM8UUm1Ax5TQ1 P?0ldskvjpWD7yrLi7
3-9.8 7-5-4 11-2-12
3-9-8 3-7-12 3-9-8
Scale = 1:19.3
3x4 =
10 2 11
3x4 =
12 3 13
2x4 II
14 4
8 5
2x4 II 4x4 =
0- 2 3-9-8 3-7-12 3-9-8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip COL 1.25 TC 0.23 Vert(LL) -0.03 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.07 6-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 149 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 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) 8=1531/0-8-0, 5=1619/0-3-8
Max Uplift8=-520(LC 4), 5=-506(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=1419/500, 1-9=2573/849, 9-10=-2573/849, 2-10=-2573/849, 2-11=-2616/845, 11-12=-2616/845, 3-12=-2616/845,
4-5=-255/110
BOT CHORD 7-17=-849/2573, 17-18=-849/2573, 6-18=-849/2573, 6-19=-845/2616, 19-20=-845/2616, 5-20=-845/2616
WEBS 1-7=874/2655, 2-7=779/331, 3-6=-45/391, 3-5=2700/874
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at G-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed fora 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 100 lb uplift at joint(s) except 0=1b) 8=520,
5=506.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 65 lb up at 8-1-7,
155 lb down and 57 lb up at 10-1-7, 271 lb down and 99 lb up at 5-0-0, 271 lb down and 99 lb up at 6-2-8, and 333 lb down and 122 lb
up at 1-1-0, and 198 lb down and 73 lb up at 3-1-0 on top chord, and 22 lb down and 12 lb up at 1-1-2, 116 lb down and 41 lb up at
3-1-2, 182 lb down and 53 lb up at 5-1-2, 182 lb down and 53 lb up at 7-1-2, and 182 lb down and 53 lb up at 9-1-2, and 187 lb down
and 47 Ib up at 10-7-10 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)
Vert: 1-4=60, 5-8=-20
Printed -copies of this document are
not considered signed and sealed and
the signature must be. verified on
any electronic copies
Continued on a e 2
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 building designer must verify 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the NOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754315
P1349AC FT1 SPECIAL 1
nL JobIRefere
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Aug 03 13:14:30 2017 Page 2
ID: S_OpRO5ws4l4AkYA3UNGXPzr8by-j2jYUFz3c6tsTM8UUm 1 AX5TQ 1 P?oldskvjpWD7yrZl7
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Ved: 9=-333 10=198 11=-271 12=-271 13=-178 14=-155 15=-22(B) 16=-116(B) 17=-182(B) 18=182(B) 19=182(B) 20=187(B)
WARNING - Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. mpg
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 building designer must verity the applicability of design parameters and property 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
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 systems, see ANSIr PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Cty Ply Park Sq Hm/Milan-1349-A or C
T11754316
P1349AC J4 JACK 4 1
job Reference o i nal
Mid -Florida Lumber, Bartow, FL.
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18
TCDL 10.0 Lumber DOL 1.25 BC 0.13
BCLL 0.0 ' Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2014rrP12007 Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 1=202/Mechanical, 2=97/Mechanical, 3=42/Mechanical
Max Horz 1=71(LC 12)
Max Uplift I =-33(LC 12), 2=-52(LC 12)
Max Grav 1=202(LC 1), 2=97(LC 1), 3=67(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
7.rr30 s Apr 79 Z016 MI Lek Inoustnes, Inc. 1 nu Aug us i 3a4:3n GU I7 rage i
ID: S_OpRO5ws414AkYA3UNGXPzr8by-j2jYU FZ3o6tsTMBUUm 1 Ax5TRpP2_lklkvjpWD7yrZ17
4-3-15
Scale = 1:15.6
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(L-) -0.01 3-6 >999 240 MT20 244/190
Vert(TL) -0.03 3-6 >999 180
Horz(TL) 0.00 1 n/a n/a
Weight: 14 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-3-15 oc purlins.
BOT CHORD 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, 13=45ft, L=24ft; eave=4ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-3-3 zone;C-C for members and
forces & MWFRS for reactions shown; 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Ulf
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 building designer must verity 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
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 systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 __
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754317
P1349AC J5 JACK 4 1
Job Reference o tional
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:31 2017 Page 1
ID:S_OpRO5ws4l4AkYA3UNGXPzr8by-BEHwib_hNQ?j4Wjg2TYPTJ?XgpM1 U9vt8MZ31ZyrZ16
I-V-IL 4--II-4
1-0.12 ' 4-11-4
61.5x4 II 4
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49
TCDL 10.0 Lumber DOL 1.25 BC 0.27
BCLL 0.0 ' Rep Stress Incr YES WB 0.13
BCDL 10.0 Code FBC2014/TP12007 Matrix-M)
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) -0.03 5-6 >999 240 MT20 244/190
Vert(TL) -0.07 5-6 >757 180
Horz(TL) 0.01 3 n/a n/a
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) 6=271/0-8-0, 3=133/Mechanical, 4=47/Mechanical
Max Horz 6=262(LC 12)
Max Uplift6=-1(LC 8), 3=-108(LC 12), 4=-119(LC 12)
Max Grav 6=271(LC 1), 3=156(LC 17), 4=124(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 5-6=296/187
WEBS 2-5=228/361
Scale = 1:32.8
Weight: 30 lb FT = 20%
Structural wood sheathing directly applied or 4-11-4 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=24ft; eave=4ft; Cat. 11;
Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 4-10-8 zone; end vertical
left exposed;C-C for members and forces & MWFRS for reactions shown; 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 100 lb uplift at joint(s) 6 except 0=1b) 3=108
4=119.
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
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 building designer must verify the applicability of design parameters and propedy 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
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 systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI 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 Qty Ply Park Sq Hm/Milan-1349-A or C
T11754318
P1349AC J7 JACK 13 1
Job Reference (optional)
mia-nonua wmoer, aanvv. r.
ID: S_0pR05ws414AkY..A.,-3.U oN.G.pXz8by,B., E wi„b_h.,.N'-Q`?j,4,W'g'2.T.Y,PT.J,?,W..N,.p.LZ-U,B,?, t8.MoZ3,'IZyrZ16 1-0-0 1
7-0.0
3x4 =
4 LOADING (psf)
SPACING- 2-
0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate
Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 4-7 999 240 TCDL 10.0 Lumber
DOL 1.25 BC 0.37 Vert(TL) 0.16 4-7 510 180 BCLL 0.0 Rep
Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code
FBC2014frP12007 Matrix-M) LUMBER - TOP CHORD 2x4
SP
No.2 BOT CHORD 2x4 SP
No.2 REACTIONS. (lb/size) 3=
1 57/Mechanical, 2=397/0-8-0, 4=61/Mechanical Max Horz 2=141(
LC 12) Max Uplift3=-85(LC
12), 2=-99(LC 12) Max Grav 3=157(
LC 1), 2=397(LC 1), 4=106(LC 3) FORCES. (lb) -Max. Comp./
Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 122.7 PLATES
GRIP MT20 244/
190 Weight:
24 lb FT =
20% BRACING - TOP CHORD Structural
wood
sheathing directly applied or 5-7-6 oc purlins. BOT CHORD Rigid ceiling
directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE
7-
10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; 13=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=
0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for
reactions shown; 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 100 lb uplift at joint(s) 3, 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 WARNING -
Verify design parameters
and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 building designer must verify 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 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 systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from
Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T71754319
P1349AC KJ5 JACK 3 7
Job Reference /optional)
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:32 2017 Page 1
ID: S_OpRO5ws414AkYA3U NGXPzr8by-gQrlvx_J8k7aig IscB4eOWYgrDd7DZV1 N01dH0yrZl5
1-6-0 3-5-8 3-5-9
Scale = 1:32.8
8 5
2x6 I
3x4 =
6x6 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.05 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.05 7-8 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) -0.01 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 48 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 8-5-11 oc bracing.
REACTIONS. (lb/size) 8=315/0-11-0, 4=90/Mechanical, 5=150/Mechanical
Max Horz 8=261(LC 8)
Max Uplift8=-817(LC 4), 4=-49(LC 24), 5=-532(LC 8)
Max Grav 8=717(LC 21), 4=102(LC 17), 5=441(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-8=536/596, 2-9=-379/404, 3-9=-298/327
BOT CHORD 7-12=-416/326, 6-12=-416/326
WEBS 2-7=498/557, 3-7=-434/319, 3-6=-550/701
NOTES-
1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); end vertical 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 100 lb uplift at joint(s) 4 except at=lb) 8=817
5=532.
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) 168 lb down and 217 lb up at
1-5-12, 168 lb down and 217 lb up at 1-5-12, and 110 lb down and 81 lb up at 4-3-11, and 110 lb down and 81 lb up at 4-3-11 on top
chord, and 191 lb down and 255 lb up at 1-5-12, 191 lb down and 255 lb up at 1-5-12, and 128 lb down and 178 lb up at 4-3-11, and
128 Ito down and 178 lb up at 4-3-11 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, 5-8=-20
Concentrated Loads (lb)
Vert: 9=75(F=37, B=37) 11=5(F=3, 6=3) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indivitlual truss web and/or chord members only. Additional temporary and permanent bracing j
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the B
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-t349-A or C
T11754320
P1349AC KJ5A SPECIAL 1 7
ob Reference o tional
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 Mi I eK Industries, Inc. I nu Aug us 13:14:33 Zu11 rage 1
ID:S_OpRO5ws414AkYA3UNGXPzr8by-8dPg7H?xv1 FRKgt3AubtYk5gtcOSy2DAbg2ApSyrZl4
1-6-12 339 6-3-9 11-
1-6-12 339 3-0-1 7-7
4.24 12
11 - 10
9
1.5x4 II 3x4 = 3x4 =
3-1 9 6-3-9 1t-
3-111 3-0-1 -7-7
Scale = 145.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) 0.03 10-11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) 0.03 10-11 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.09 9 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 74 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 'Except` end verticals.
7-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 `Except` JOINTS 1 Brace at Jt(s): 8
2-12: 2x6 SP No.2
REACTIONS. All bearings Mechanical except (jt=length) 9=0-10-4, 13=0-4-10.
Ib) - Max Horz 13=113(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 4 except 5=-145(LC 8), 9=-290(LC 8), 13=-674(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 4, 5, 9 except 13=462(LC 29)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-6=-177/317
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=24ft; eave=4ft; 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 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) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 5=145
9=290, 13=674.
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) 155 lb down and 203 lb up at
1-4-15, 52 lb down and 168 lb up at 1-4-15, and 92 lb down and 63 lb up at 4-2-15, and 70 lb down and 41 lb up at 4-2-15 on top chord
and 191 lb down and 255 lb up at 1-4-15, 14 lb down and 142 lb up at 1-4-15, and 128 lb down and 178 lb up at 4-2-15, and 41 lb
down and 144 lb up at 4-2-15 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 (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, 9-11=-20, 5-7=-20
Concentrated Loads (lb)
Vert: 14=75(F=37, B=38) 16=5(F=3, B=2)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verify 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 l-
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 4
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or c
T11754321
P1349AC KJ6 JACK 1 1
b Ref n e o ti n l
Mid -Florida Lumber, Bartow, FL.
2x4 —
7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:33 2017 Page 1
ID:S_OpRO5ws414AkYA3UNGXPzr8by-BdPg7H?xv1 FRKgt3AubtYk5tac0ey4UAbg2ApSyrZ14
Scale = 1:15.3
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.04 3-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.11 3-6 >628 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 18 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 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=277/0-11-0, 2=142/Mechanical, 3=70/Mechanical
Max Horz 1=70(LC 8)
Max Uplift 1 =-59(LC 8), 2=-65(LC 8)
Max Grav 1=277(LC 1), 2=142(LC 1), 3=98(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; 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 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 100 lb uplift at joint(s) 1, 2.
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 1-5-15,
51 lb down and 15 lb up at 1-6-1, and 70 lb down and 44 lb up at 4-3-14, and 71 lb down and 47 lb up at 4-4-0 on top chord, and 7 lb
down and 2 lb up at 1-5-15, 6 lb down and 7 lb up at 1-6-1, and 17 lb down at 4-3-14, and 19 Ito down at 4-4-0 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 (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, 3-4=-20
Concentrated Loads (lb)
Vert: 9=-4(F=-6, B=2) 10=-12(F=-7, B=-5)
Printed copies of this document are
not considered signed and sealed and
the signature -must be verified on
any electronic copies
WARNING - VanYy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 building designer must verify 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - e
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Criteria, DSB-89 and BCSI Building Component ..6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C
T11754322
P1349AC KJ7 JACK 4 t
Job Reference ootional
Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:34 2017 Page 1
ID:S_OpRO5ws414AkYA3UNGXPzr8by-cpz2KdOagLNHx_SFjc665xd4hOLChSQJgKnkMuyrZ13
1-5-0 5-2-5 9-10-13
1-5-0 5-2-5 4-8-7
Scale = 1:22.3
2x4 =
1x4 II 5
3x4 =
5-2-5 9-10-13
r
5-2-5 4-8-7
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.09 6-7 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 42 lb FT = 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 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=130/Mechanical, 2=522/0-11-5, 5=314/Mechanical
Max Horz 2=142(LC 8)
Max Uplift4=-70(LC 8), 2=-148(LC 8), 5=-69(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-11=-743/124, 11-12=-706/132, 3-12=-664/134
BOT CHORD 2-14=-206/666, 14-15=-206/666, 7-15=-206/666, 7-16=-206/666, 6-16=-206/666
WEBS 3-7=0/258, 3-6=-723/224
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft, eave=4ft, 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 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 100 lb uplift at joint(s) 4, 5 except (lt=lb)
2=148.
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 1-6-12,
51 lb down and 11 lb up at 1-6-12, 70 lb down and 44 lb up at 4-4-12, 70 lb down and 44 lb up at 4-4-12, and 93 lb down and 77 lb up
at 7-2-11, and 93 lb down and 77 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12,
17 lb down at 4-4-12, 17 lb down at 4-4-12, and 33 lb down at 7-2-11, and 33 lb down at 7-2-11 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: 1-4=60, 5-8=-20
Concentrated Loads (Ib)
Vert: 13=53(1`=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, B=-17)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 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 Rawatrusssystem. Before use, the building designer must verify the applicability of tlesign parameters and property incorporate this design into the overall
builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability antl 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Symbols Numbering System A Generales
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y4
offsets are indicated.
6-4-8 dimensions shown in ft-in-sixteenths
Drawings not to scale)
Failure to Follow Could Cause Property
Damage or Personal Injury
Dimensions are in ft-in-sixteenths.'
Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g.
and fully embed teeth.
TOP CHORDS dia 9 g, is always required. See SCSI. diagonal or x-bracing,
0'1,16,
c,-z c2-3 2. Truss bracing must be designed by an engineer. For
4pWEBS s
w pN
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
0
s° U stack materials on inadequately braced trusses.
p4. Provide copies of this truss design to the building
For 4 x 2 orientation, locate c7-a ce- cs s 1- desi ner, erection supervisor,owner andgpproperty
plates 0- 'hA' from outside BOTTOM CHORDS all other interested parties.
edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint
required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1.
connector plates.
THE LEFT.
7. Design assumes trusses will be suitably protected from
Plate location details available in MiTek 20/20
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1.
software or upon request.
NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber
shall not exceed 19% at time of fabrication..
PLATE SIZE
PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for
ICC-ES Reports: use with fire retardant, preservative treated, or green lumber.
The first dimension is the plate 10. Camber is a non-structural consideration and is the
width measured perpendicular4x4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice Is to
to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection.
the length parallel to slots. 11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
Indicated by symbol shown and/or
by text in the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
output. Use T or I bracing spacing indicated on design.
if indicated. Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
BEARING established by others.
Indicates location where bearings
supports) occur. Icons vary but 2012 MiTek® All Rights Reserved
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
reaction section indicates joint
number where bearings occur. 17. Install and load vertically unless indicated otherwise.
Min size shown is for crushing only. t
1ti
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words
Plate Connected Wood TfUSS Construction. t
and pictures) before use. Reviewing pictures alone
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information, t i .k
is not sufficient.
20. Design assumes manufacture in accordance with
Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria.
Installing & Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
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KNEEWALL TO 11- 4BRIG. 3'"- 4 4, '" NOTE:
SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. ALL
WALLS SHOWN ARE LOAD BEARING AT 9'- 4" UNLESS OTHERWISE NOTED. RECORD
COPY 14'-
4" PLT. HGT. 1
V- 4" BRG. HGT. MID -
FLORIDA LUMBER ACQUISITIONS BARTOW,
FLORIDA 6 -
HUS26 1-PLY HGR 1349-
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1349ACiE N/
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RECORD O,
City of Sanford
Building and Fire Prevention
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Permit # .,
17 7 q 3 4T
Project Location Address 73
SANFORD
sc.C4 s
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.org.
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 94/T40-W4 FL15279.20
Roll. Up
Automatic
Other
2. Windows
Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2
Horizontal Slider
Casement
Double Hung
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1
Awning
Pass Through
Projected
Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
C
Category/Subcategory Manufacturer Product
Description
Florida Approval #
including 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
Underlayments Warrior Roofing 15 and #30 Roofing Felt FL2346.1
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives /
Coating
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 up
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Connectors /
Anchors
Truss Plates
Engineered 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
Florida Building Code Online Page 1 of 4
UM-711-121Es
BCIS Home Log in ` User Registration Hot Topics Submit Surcharge ! Stats & Facts Publications FBC Staff ; BCIS Site Map Links Search
db1 Product Approval
1 USER: Public User
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 _.11
Product Manufacturer Therma-Tru Corporation
Address/Phone/Email 118 Industrial Drive
Edgerton, OH 43517
419) 298-1740
rickw@rwbldgconsultants.com
Authorized Signature Vivian Wright
rickw@rwbldgconsultants.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
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.
Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf
Standard Year
ASTM D1929 1996
ASTM D2843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
Florida Licensed Professional Engineer or Architect
FL8871 R7 Eauiv of STANDARDS (a).pdf
http://www.floridabuilding.org/pr/pr_app_dtl.asps?param=wGEVXQwtDgty3IjWak2nHrp... 9/1') 2017
Florida Building Code Online Page 2 of 4
Sections from the Code
Product Approval Method Method 1 Option D
Date Submitted 10/13/2016
Date Validated 12/13/2016
Date Pending FBC Approval 10/21/2016
Date Approved 12/15/2016
Products
FL # Model, Number or Name
8871.1 a. "ClassicCraft Rustic" Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See INST 8871.1 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions.
Description
3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single
Door (X) - Inswing or Outswing
Installation Instructions
FL8871 R7 II (a) INST 8871.1-ndf
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
FL8871 R7 AE (a) EVAL 8871.1•Ddf
Created by Independent Third Party: Yes
8871.2 b. "ClassicCraft" or "ClassicCraft
Rustic" Series
3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a I NST 8871.2.Ddf
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
Rustic" Series
3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.3.Ddf
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.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
Smooth5tar sidelites, this product approval requires the use
of "]" 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
Rustic" Series
3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.pdf
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 8871.4.1)df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
Smooth5tar sidelites, this product approval requires the use
of "]" 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"
Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See INST 8871.5 for Design Pressure Ratings by
3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Installation Instructions
FL8871 R7 II a NST 8871,.5_pdf
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
FL8871 R7 AE (a) EVAL 8871.5.Ddf
Created by Independent Third Party: Yes
http://www.floridabuilding.org/pr/-Dr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017
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 I 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.Ddf
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.Ddf
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 "]" 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 II (a) INST 8871.7.1)df
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 "l" 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",
ClassicCraft" or "ClassicCraft
Rustic" Series
6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) -
Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.8.Ddf
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 i. "FiberClassic", "SmoothStar",
ClassicCraft" or "ClassicCraft
Rustic" Series
6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with
Sidelites (OXXO) - Inswing or Outswing
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_LaLEVAL 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
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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 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, 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:
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Florida Building Code Online Page 4 of 4
http://www.floridabuilding.ore,/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017
ihaAY b 'rt , 3, dm 5 73.. 1 1 1
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTSWING
GE14ERAL NOTES W PA CTrr
t. This product has been evoluoled and is in compliance with the 5th Edition (2014) Florida Building Code (FBC)
structural requirements including the "High Velocity Hurricane Zone" (HVHZ).
2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be
beyond wall dressing or stucco.
3. When used in the "HVHZ" this product complies with Section 1626 of the Florida Building Code and does not require
an import resistant covering.
4. When used in areas outside of the `'HVHZ" requiring wind borne debris protection this product complies with Section
1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "Wand
includes Wind Zone 4 as defined in ASTM E1996 and Section 1609.1.2.2 of the FBC.
5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x 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 44 under active doors meet water infiltration, requirements for "HVHT'.
8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water
infiltration requirements for the "HVHZ" and shall be installed only in non -habitable 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
Typical elevations,design pressures 8 general notes
Door panel details (Smooth star)
SEHEEFT#DESCRIPTION
Door panel details (Fiber classic)
Horizontal cross sections
5 Vertical cross sections
6 Buck and frame - 2X buck masonry construction
7 Frame anchoring - IX buck masonry construction
8 Bill of Materials 8 Components
37.75" MAX.
FRAME WIDTH
36.00" MAX.
PANEL WIDTH
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w w
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OVERALL DESIGN.PRESSURE (P5F) _
DOORTYPE - SWING FRAME
DIIviENSION.,?, POSITIVE NEGATIVE
INSWING 37.75" x 98.00" 80.0 80.0
SMOOTH
STAR
OUTSWING 37.75" x 96.50" 80.0 80.0
INSWING 37.75" x 98.00" 80.0 80.0
FIBER
CLASSIC
OUTSWING 37.75" x 96.50" 80.0 80.0
See Sheet 8 for design pressure limitations.
sv: DWS
By. LFS
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FL-8871.5
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NOTE:
WOOD DOOR COMPONENTS: PINE (SG >= 0.
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NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42)
EXTERIOR
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1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION EMB (TYP.) DRAWING ND. J.5QOutswngshown- inswng Q Outswingshown- inswing
also approved
FL-8
also approved
SHEET 4
EXTERIOR INTERIOR
1 VERTICAL CROSS SECTION
Outswing shown - inswing
also approved
EXTERIOR INTERIOR
4 VERTICAL CROSS SECTION
Inswing configuration
see general notes, sheet 1
for "HVHT' water infiltration
requirements
J KJ
EXTERIOR INTERIOR
2 VERTICAL CROSS SECTION
Shown w/IX sub -buck
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
Inswing configuration
see general notes, sheet I
for "HVHT' water infiltration
requirements
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EXTERIOR 6
VERTICAL CROSS SECTION Outswing
configuration see
general notes, sheet 1 for "
HVHZ" water infiltration requirements
SCALE:
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NO.: FL-
8871.5 SHEET
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BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB
Masonry 2X buck construction
CONCRETE ANCHOR NOTES:
I. Concrete anchor locations at 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 mortarjoints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor fable:
ANCHOR ANCHOR MIN. MIN. CLEARANCE`. MIN. CLEARANCE
TYPE ,; SIZE EMBEDMENT.
i0 MASONRY TO ADJACENT
EDGE ANCHOR.
ITW
1/4" 1-1/4" 2" 4"
TAPCON
ELCO ®
1/4" 4"
ULTRACON
WOOD SCREW INSTALLATION NOTES:
1. Maintain a minimum 5/8" edge distance, I" end distance, 8. I"o.c. spacing of
wood screws to prevent the splitting of wood.
HINGE DETAIL LATCH d DEADBOLT DETAIL
ocUI:I 1 12
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DATE:05/22/08 ?
SME: N.T.S. -
DWG. aY: DWS a
CNK. BY: LFS 3
DAAWNG NO.:
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HINGEJAMB STRIKEJAMB 11 I o000CONCRETEANCHORNOTES: FRAME ANCHORING
G
1. Concrete anchor locations at the comers may be adjusted to maintain the min. Masonry 1 X buck construction 12 y
edge distance to mortarjoints. v a a
2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to 1 i
O n Nmaintainthemin. edge distance to mortarjoints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. i
3. Concrete anchor table 12
MIN CLEARANCE MIN.;:CLEARANCE.
BILL OF MATERIALS
ITEM DESCRIPTION MATERIAL
A 1 X BUCK SG >= 0.55 WOOD
B 2X BUCK 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
301 OR HOLLOW BLOCK CONFORMING TO ASTM C90
CONCRETE
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 10 X 2-1 /2" PFH WOOD SCREW 1.15" MIN. EMBEDMENT STEEL
1 INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD
2 INSWING THRESHOLD (IS300HP5) ALUM./COMP.
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 ALUM./COMP.
7 DOOR BOTTOM SWEEP VINYL
8 JAMB PINE SG >= 0.42 WOOD
9 JAMB OAK SG >= 0.42 WOOD
10 WEATHERSTRIP FOAM
11 HINGE STEEL
12 10 X 3/4" PFH SCREW STEEL
13 9 X 3" PFH WOOD SCREW STEEL
14 LATCH STRIKE PLATE STEEL
15 SECURITY STRIKE PLATE STEEL
16 8 X 2-1/2" PFH SCREW STEEL
17 8 X 3/4" PFH SCREW STEEL
18 KWIKSET SERIES PASSAGE LOCK STEEL
19 KWIKSET SERIES DEADBOLT 660 STEEL
40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
41 DOOR SKIN 0.072" THK. (SMOOTH STAR) Fy = 6,000 PSI MIN. FIBERGLASS
42 TOP RAIL SMOOTH STAR COMP.
43 LOCK STILE SMOOTH STAR WOOD/LVL
44 HINGE STILE SMOOTH STAR) WOOD
45 BOTTOM RAIL (SMOOTH STAR) COMP.
46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL
47 FOAM CORE POLYURETHANE
60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
61 DOOR SKIN 0.137"THK. FIBER CLASSIC F = 6,000 PSI MIN. FIBERGLASS
62 TOP RAIL (FIBER CLASSIC) COMP.
63 LOCK STILE (FIBER CLASSIC) WOOD/LVL
64 HINGE STILE FIBER CLASSIC) WOOD
65 BOTTOM RAIL FIBER CLASSIC COMP.
66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL
67 FOAM CORE POLYURETHANE
4.56"
O a HEAD 6 SIDEJamb
1 THRESHOLDInswingadjustable
5.8T' —
3 THRESHOLD
Inswing sell•odjust
5.75'
0
S THRESHOLD
f
G
Oulswing standard
tPIE
L
s.as^
aM
2 THRESHOLDInswingadjustable
4.ST'
L
4 THRESHOLD
Outswmg coastal
THRESHOLD
Insvnng
MAX. DESIGN PRESSURE _ +/- 50 PSF
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PING NO.:
FL-8871.5
J 8 OF 8
Florida Building Code Online Page 1 of 3
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BCIS Home i Log In ! User Registration Hot Topics 's Submit Surcharge Stats & Facts ; Publications ! FBC Staff BCIS Site Map i Links Search
b
d
m Product Approval
ly y'. 1.USER: Public User
w
Product Approval Menu > Product or Aoolication Search > Application Lis[ > Application Detail
xl xq$ FL # FL15332-R3
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 Exterior Doors
Subcategory Sliding Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered,Architect or a Licensed
Florida Professional Engineer
i 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
ice: 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
FL15332 R3 COI FLCOI.odf
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
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
Summary of Products
10/29/2015
10/30/2015
11/01/2015
12/15/2015
08/11/2017
FL # Model, Number or Name
15332.1 1 SERIES 420 ALUMINUM SGD
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
15332.2 I SERIES 420 ALUMINUM SGD
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
Description
SERIES 420 ALUMINUM SGD OXO 145-3/4"x8O" NON -
REINFORCED
Installation Instructions
FL15332 R3 II 08-00500D.odf
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15332 R3 AE 510807C.pdf
Created by Independent Third Party: Yes
SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8O" NON -
REINFORCED
Installation Instructions
FL15332 R3 II 08-00498D.pdf
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15332 R3 AE 510805C.pdf
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.pdf
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 512968B.pdf
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 FL15332 R3 II 08-02249B.pdf
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.pdf
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 FL15332 R3 II 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 FL15332 R3 AE 512970B.pdf
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
Approved for use outside HVHZ: Yes
FL15332 R3 II 08-00499D.pdf
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 510806C.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.7 SERIES 420 REINFORCED
ALUMINUM SGD
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96"
Installation Instructions
FL15332 R3 II 08-OOSOID_pdf
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWldk... 9/7/2017
Florida Building Code Online Page 3 of 3
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN i FL15332 R3 AE 510808C.Ddf
PRESSURE RATINGS f 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 FL15332 R3 II 08-00502D.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 FL15332 R3 AE 510809C,Ddf
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 FL15332 R3 II 08-00503D.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 FL15332 R3 AE 510810C.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
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Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824
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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
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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
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Product Approval Accepts:
m'.:a ..has -,r.-
Safe
http://ww-w.floridabuildino,.org/pr/i)r app dtl.aspx?param=wGEVXQwtDqtH8572gvdWldk... 9/7/2017
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. 1X 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 E1300-04 WITH SAFETY GLASS.
7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
8. SHIM AS REQUIRED 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 RATIO IS EQUAL 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 #10 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 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM
15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 - 3 ELEVATIONS
4 - 10 INSTALLATION DETAILS
REVISIONS
DESCRIPTION DATE I APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
SIGNED: 1012312015
MI WINDOWS AND DOORS LLC
1900 LAKESIDE PARKWAY
FLOWER MOUND, TX 75028 y
0xjkI1uII,/, S R' LO1,//ice
VGENSF 9S f
65'— SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 96" t4 =
NOTES O; .4 TAX OF ;
FC (j R1OP • \' DRAWN: DWG NO. REV/'
0
V.L. 08-02249 B s/ANAL
71U1111110SCALE °ATE SHEETINTS10/30/13 OF 10
I
FI
HI
6" MAX -
96" MAX FRAME WIDTH
2) ANCHORS PER LOCATION
SEE CHART #3
FOR NUMBER OF LOCATIONS
REQUIRED
r
17" MAX
r-r OC. -
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
35.OPSF NONE
SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS
REVISIONS '
DESCRIPTION DATE APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 06/03/15 R.L.
CHART #1
WHERE WATER INFILTRATION RESISTANCE IS REQUIRED.
SEE NOTE 9 SHEET 1
Design pressure chart (psi
Frame
Single Panel and Total Frame Width (in)
Height
30.0 36.0 42.0 48.0
60.00 7200. 84.00 96.00
in)
Pos I Meg Pos Neg Pos Neg Pos Meg
40.0 58.4 40.0 50.9 40.0 45.7 40.0 42.0
40.0 55.2 40.0 48.0 40.0 43.D 39.4 39.4E40.0 52.4 40.0 45.4 40.0 40.6 37.1 37.1
40.0 49.8 40.0 43.1 38.4 38.4 35.0 1 35.0
CHART#2
WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED.
SEE NOTE 9SHEET I Design
pressure chart (psi Frame
Single
Panel and Total Frame Width (in) Height
30.
0 36.0 42.0 48.0 60.
00 72.00 64.00 96.00 in)
Pos
Neg Pos Neg Pos Neg 84.
0 58.4 58.4 50.9 50.9 42.0 42.0 88.
0 55.2 55.2 48.0 48.0 E40.640.6 39.
4 39.4 92.
0 52.4 52.4 45.4 45.4 37.196.049.8 49.8 43.1 43.1 35.0 35.0 CHART #
3 Number
of anchor locations required Frame
Single
Panel and Total Frame Width (in) Height
30.
0 36.0 42.0 48.0 60.
0 72.0 84.6 96.0 in)
HBS
Jamb H&S Jamb H&S Jamb H&S Jamb 84.
0 4 6 5 6 6 6 6 6 88.
0 4 6 5 6 6 6 6 6 92.
0 4 6 5 6 6 6 6 6 96.
0 4 1 6 5 6 6 6 6 6 MI
WINDOWS AND DOORS LLC 1900
LAKESIDE PARKWAY FLOWER
MOUND, TX 75028 SERIES
420 SGD REINFORCED WITHOUT ADAPTER 96"
x 96" ELEVATION
DRAWN:
DWG N0. REV V.
L. 08-02249 B SCALE
NTS DATE 10/30/13 ISHEET2 OF 10 SIGNED:
1012312015
c
fv
FF
HE
96" MAX FRAME WIDTH
1) ANCHOR PER LOCATION
AT HEAD & JAMBS
SEE CHART #4
FOR NUMBER OF LOCATIONS
REQUIRED
6" MAX --
I
17" MAX
J
O.C.
6" MAX
17" MAX
O.C.
6„ T—
A X
ME
GHT
6" MAX
6" MAX
REVISIONS `
DESCRIPTION DATE I APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
CHART #4
Number of anchor locations required
Single Panel and Total Unit VMdlh (in)
Frame
Height
30.0 36.0 42.0 48.0
in) 60.0 72.0 84.0 96.0
H8S Jamb H8S Jamb HBS Jamb H&S Jamb
84.0 4 6 5 6 6 6 6 6
88.0 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 1 6 6 1 6 6
2) ANCHORS PER LOCATION
SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL
EXTERIOR VIEW - SEE CHART #4
FOR NUMBER OF LOCATIONS
DESIGN PRESSURE RATING IMPACT RATING
REQUIRED
t35.OPSF NONE
SIGNED: 1012312015
SEE CHARTS #1 AND #2 SHEET 2 FOR OTHER UNITS RATINGS
MI WINDOWS AND DOORS LLC \N\u1111IIr7jr
PARKWAY1900LAKESIDE \
FLOWER MOUND, TX75028 ,J\SXCEN0 9Ji1
SERIES 420 SGD REINFORCED WITHOUT ADAPTER = *• 045
FIN ELEVATION , TAT OF
DRAWN; DWG NO. REV %
0'
FS 'cCgRSOP;`G`'e;
GALE DATE
08 02249 B-//S ONA
tt(
Gl: \\\
NTS 10/30/13 53 OF 10
1/2" MIN.
EDGE DISTANCE
1 3/8" MIN.
WOOD FRAMING
OR 2X BUCK
EMBEDMENT
BY OTHERS
1/4"
MAX.
SHIM
10 WOOD
SPACE
rnSCREW
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
EXTERIOR INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
MIN.
IENT
SIN.
tumor. vuTANCE
REVISIONS `
DESCRIPTION DATE 1 APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
1 3/8" MIN. 1/4" MAX.
EMBEDMENT F SHIM SPACE
INTERIOR
1/2" MIN.
EDGE DISTANCE y
1-1
10 WOOD
SCREW :k EXTERIOR
WOOD FRAMING JAMB INSTALLATION DETAIL
OR 2X BUCK
WOOD FRAMING OR 2X BUCK INSTALLATION
BY OTHERS
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED.' 1012312015
MI WINDOWS AND DOORS LLC w111I 111r;;
R. LDil1/// 1900 LAKESIDE PARKWAY
FLOWER MOUND, TX 75028 v •\LENS*
NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER p5 fir=
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 96" x 96" pp7``
NOT SHOWN FOR CLARITY. FRAME INSTALLATION DETAILS ram TATE OF
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
DRAWN: DWC N0. REV RCpR1pP.•\.S\
j Fj+' - V.L. 08-02249 B
Cj
Y/"
I'mim0X\
X
SCALE NTS DATE 10/30/13 ISHEET4 OF 10
METAL
STRUCTURE
BY OTHERS
3/4" MIN.
EDGE
DISTANCE
1/4" MAX.
N F SHIM SPACE
10 SMS OR
SELF DRILLING .
SCREW
EXTERIOR I I I I I I I I INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
3/4" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE 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
T-
3/4" MII
EDGE DISTA
t_
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
REVISIONS
REV DESCRIPTION I DATE 1 APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 05/03/15 R.L.
1 /A" 1AAV
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 1012312015
MI WINDOWS D DOORS LLC 1F0\\.
OOLAKESIDE PARKWAY L'//
FLOWER
MOUND, TX 75028 o
ti •
CENS 9(,% SERIES
420 SGD REINFORCED WITHOUT ADAPTER pyFil251 96"
x 96" FRAME
INSTALLATION DETAILS TATOF ; Q 4A DRAWN: DWG
NO. REV i0' A
G QR1vP: \ 08 B
SCALE NTS
DATE 10/30/13 SHOEET59OF 10
2 1/2" MIN.
EDGE DISTANCE
1 1/4" MIN.
a. EMBEDMENT
CONCRETE/ 1MASONRY
1/4" MAX.
BY OTHERS
SHIM SPACE
OPTIONAL J
1X BUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
3/16" TAPCON
MASONRY/
CONCRETE
BY OTHERS
EXTERIOR INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
Q.
1 1/4" MIN.
EMBEDMENT
a
REIA51ONS `
DESCRIPTION DATE APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 1 R.L.
1 1/4" MIN.
EMBEDMENT
2 1/2"
1/4" MAX.
SHIM SPACE1a
MIN. e'
EDGE
DISTANCE
v
3/16" TAPCON
CONCRETE/MASONRY
BY OTHERSEA—
Ir
OPTIONAL 1 X BUCK
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1
INTERIOR
a I 1
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 ASTM E2112
2 1/2" MIN.
EDGE DISTANCE SIGNED: 1012312015
VERTICAL CROSS SECTION
MI WIN D O WKEANDAND LLC 1R IIt1o9 i/
CONCRETE/MASONRYINSTALLATION
SIDE PARKWAY
FLOWER MOUND, TX 75028 Y,•GENSF•
SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 &51
96" x 96"
FRAME INSTALLATION DETAILS OF
DRAWN: DWG NO. REV
07ATE
i FCpRIQP
08
SCE NITS DATE 10/30/13 SO9EET6AOF 10
1/2" MIN.
EDGE DISTANCE
WOOD FRAMING 1 3/8" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1 /4" MAX.
SHIM SPACE
10 WOOD
SCREWS
EXTERIOR II I 11 LI INTERIOR
10 WOOD
SCREW
0 BE SET IN
OF
VED SEALANT
REVISIONS '
DESCRIPTION DATE APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
1 3/8" MIN. 1/4" MAX.
EMBEDMENT SHIM SPACE
INTERIOR
f3
1/2" MIN.
EDGE DISTANCE
EXTERIOR
WOOD FRAMING
OR 2X BUCK JAMB INSTALLATION DETAIL
BY OTHERS i'
WOOD FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION
OR 2X BUCK
I BY OTHERS
MIN.
RENT
LV L VIJIHIVI.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
SIGNED: 1012312015
MI WI900OLAKESID D PDOO R Y
LLC
FLOWER MOUND, TX 75028
J\y1R I 1L 01/
GENS' ..cP%
0 61 = SERIES 420 SGD REINFORCED WITHOUT ADAPTER
9T 96" YFLANGEINSTALLATIONLATIONDETAILS 5/
Ar o
O•• TAT OF • emu,`
lis/ANAL E
IIII111111,``
DRAWN:
V.L.
DWC NO.
08-02249
REV
B
SCALE NTS DATE 10/30/13 SHEET7 OF 10
METAL
STRUCTURE
BY OTHERS
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
3/4" MIN.
EDGE
DISTANCE
3/4" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE 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
1/4" MAX.
SHIM SPACE
SMS OR
DRILLING
N
L TO BE SET IN
BED OF
PROVED SEALANT
3/4" MII
EDGE DISTA
L
10 SMS OR
SELF DRILLING
SCREWS
M ETAL
STRUCTURE
BY OTHERS
1 /A" wAV
REVISIONS
REV DESCRIPTION DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 1012312015
MI WI DPARKDOO S LLCOOOLAKESIDEWSAY JN"1RIILO
FLOWER MOUND, TX 75028 GENSgcf'G
SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 51 '
96" x 96"
FLANGE INSTALLATION DETAILS STATE OF
DRAWN; DWG NO. REV
V.L. 08-02249 B/S/pNAt•
SCALE NTS DATE 10/30/13 SHEETS OF 10 0//11111111`"V
2 1/2" MIN.
EDGE DISTANCE
1 1/4" MIN.
a EMBEDMENT
CONCRETE/
MASONRY
1/4" MAX. BY OTHERS
SHIM SPACE
OPTIONAL
IX BUCK
TO BE
PROPERLY 0
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
EXTERIOR H H INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
3/16" TAPCON
REVISIONS `
DESCRIPTION DATE APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 05/03/15 R.L.
1 1/4" MIN.
EMBEDMENT
2 1/2„ °c
MIN. °
EDGE
1/4" MAX.
SHIM SPACE
INTERIOR
DISTANCE
v
3
3/16" TAPCON
CONCRETE/MASONRY
BY OTHERS
a
EXTERIOR
JAMB INSTALLATION DETAIL
OPTIONAL 1X BUCK —J CONCRETE/MASONRYINSTALLATION
MASONRY/ TO BE PROPERLY
CONCRETE SECURED
BY OTHERS SEE NOTE 3 SHEET 1
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
a, 1 1/4" MIN. NOT SHOWN FOR CLARITY.
EMBEDMENT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
a a ° DESIGNED IN ACCORDANCE WITH ASTM E2112
2 1/2" MIN.
EDGE DISTANCE
SIGNED: 1012312015
VERTICAL CROSS LLCMIWINDOWS00LAKESIDE III0CONCCRETE/MSORSINS ALLATION PARKWAY
1lR
9 i FLOWER MOUND, TX 75028 w•GNs
SERIES 420 SGD REINFORCED WITHOUT ADAPTER roy6 jh #
96" x 96"
FLANGE INSTALLATION DETAILS yy3•. TAT OF
DWG N0. REV 0RIOp• EDRAWN: 08 B/
jjAl1` DATE 10/30/13 sOEEr990F 10
vv V V V r r(HIVIw
BY OTHEF
1
fw
EMBE
APPRO\
SEAL/
BEHIND
8 WOUD
SCREW
APPROVED
SEALANT
BEHIND FIN
8 WOOD
SCREW
1 1 1 /4" MAX
7/16" MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN.
EMBEDMENT
WOOD
FRAMING
BY OTHERS
1/4" MAX.
SHIM SPACE
7/16" MIN
EDGE DISTANCE
INTERIOR
EXTERIOR
INTERIOR TRIM
REVISIONS `
REV DESCRIPTION DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
1 5/8" MIN.
EDGE DIST.
TRIM
a
1 1/4" MIN.
INTERIOR EMBEDMENT
MASONRY/CONCRETE I
BY OTHERS
1X BUCK BY OTHERS,
HOOK STRIP 1X BUCK TO BE
PROPERLY SECURED
3/16'
TAPCON
EXTERIOR PANEL INTERLOCK
HOOK STRIP INSTALLATION
MASONRY/CONCRETE
1 /2" MIN.
EDGE
DISTANCE METAL STRUCTURE
BY OTHERS
3D
MIN.
EDGEE
DISTANCE TRIM
1
3/8" MIN. EMBEDMENT
INTERIOR HOOK
STRIP HOOK STRIP —- 10
WOOD #10 SELF DRILLING SCREW ;.
1 SCREW
PANEL
EXTERIOR:=
C PANEL INTERLOCK EXTERIOR INTERLOCK HOOK
STRIP INSTALLATION HOOK STRIP INSTALLATION 2X
BUCKANOOD FRAMING METAL STRUCTURE SIGNED:
1012312015 MI
WINDOWSD LLC R l o
VERTICALCROSSSECTIONPDOORYAKESIDARKWA\\\\ s WOOD
FRAMING OR 2X BUCK INSTALLATION FLOWER MOUND, TX 75028 v,•XG R NSA,: 9cf+' FOR
SILL INSTALLATION SEE SHEETS4-9. NOTES:
SERIES
420 SGD REINFORCED WITHOUT ADAPTER 96"
x 96" ir•
U0, 6??5 1.
INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWNFORCLARITY
NAILFIN &
HOOK INSTALLATION DETAILS TliT 2.
PERIMETER AND JOINT SEALANT BY OTHERS TO BE PRAWN: DWG N0. REV i''c 'c4 S •.., 0 R l . DESIGNED
IN ACCORDANCE WITH ASTM E2112 OS
2249 B A7S/0NA SCALENTSDATE10/30/13 SHEET 10 OF 10 110Y\
Florida Building Code Online Page 1 of 6
Cs',y..
1
BCIS Home Log In User Registration i Hot Topics Submit Surcharge Stats & Facts Publications { FBC Staff ,` BCIS Site Map ' Links Search
b
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Product Approval
1 °USER: Public User
Product Approval Menu > Product 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
shamiIton@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 Listing
Certification Agency Intertek Testing Services NA, Inc.
Validated By Gary Pfuehler
2 Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Year
ANSI/DASMA 108 2005
ANSI/DASMA 115 2005
ASTM E1886 2002
ASTM E1996 2002
ASTM E330 2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL15279 R4 Eauiv 20150319 - FBC - DASMA 108 eauiv.odf
FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eauiv.ndf
Product Approval Method Method 1 Option A
http://,A,ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgv3yVVKJZ 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 r-
FL # Model, Number or Name
15279.1 001 W3-09 DSIE-1A171: 2050,
2051, 2053, 4050, 4051, 4053, 62,
64, 65, 62G, 621-G, 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: GDSSP,
GR1SP, GD1LP, GR1LP, AR1SP,
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 16 Page l/ 8 0 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)
WINDCODE@ W3 Garage Door
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
of_ins.pection.pdf
FL15279 R4 C CAC W3 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 101655-Revl2.pdf
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) WINDCODE@ W3 Garage Door
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
of inspection,pdf
FL15279 R4 C CAC W3 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 103952-RevOl.pdf
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-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door
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/-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).
3.4 004 W3-16 DSIE-1A171: 2050,
2051, 2053, 4050, 4051, 4053, 62,
64, 65, 62G, 621-G, 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
of inspection.pdf
FL15279 R4 C CAC W3 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
F1_15279 R4 II 104175-RevOl.pdf
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)
WINDCODE@ W3 Garage Door
Certification Agency Certificate
FL15279 __R4. C CAC Letter with_progf_gf contract and.,proof
ofins pection.pdf FL15279
R4 C CAC W3 Listing Intertek.pdf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions FL15279
R4 II 101820-Revl3.pdf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: http://
www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI 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, E(exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, ED1SP, ED1LP, 4132, 2132, DouPS ble-Car (92" up to 16'0" wide) WINDCODE® W3 Garage
6132, 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, HDP13, 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).
15279.7 007 W3-16 PAN-2F153: 73, 1500,
75, 190, 84A, 94, 42, 48, 55, 42B,
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).
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 R4 C CAC W3 Listino Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 104028-Rev0l.pdf
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
FL15279 R4 C CAC Letter with proof of contract and proof
of inspection.iA
FL15279 R4 C CAC W3 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 104168-RevOl.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
WINDCODEO W3 Garage Door
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
of inspection.pdf
FL15279 R4 C_CAC W3_Listinq_IOtertek df
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 101308-Rev12:pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
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
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
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof
of inspectionpdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf
Design Pressure: +28 PSF/-29 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 FL15279 R4 II 101652-B-Revll.pdf
windborne debris regions. The product without glazing DOES 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:
15279.9 009 W4-09 DSIE-11F471: 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.) Single -
Car (up to 9'0" wide) WINDCODE@ W4 Garage Door
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 ins.pection__pdf
Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.pdf
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 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-Rev02.Ddf
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 DSIU-11`171: 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, WINDCODE@ 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
FL15279 R4 C CAC Letter with proof of contract and roof
of inspection.pdf
FL15279, R4 C CAC W4._Listing._Intertek,.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 104183-RevOl:pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.11 011 W4-09 DSIUO-1K479: 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 windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R4 C CAC Letter witb_aroof of contract andproof of
inspection.odf FL15279
R4 C CAC W4 Listino Intertek.Ddf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions FL15279
R4 II 104456-RevO1.Ddf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: 15279.
12 012 W4-09 PAN-21`151: 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, GD5S, GD5SV, GR5S, GR5SV,
AR5S, AR5SV, ED5S, ED5SV
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.
13 013 W4-09 PAN-217441: G4S, GS4, G4L,
GL4, GD4S, GD4L, GR4S, GR4L,
G4SV, GS4V, G4LV, GL4V, GD4SV,
GD4LV, GR4SV, GR4LV, E4S,
E4L, ED4S, ED4L, E4SV, E4LV, ED4SV,
ED4LV, SS4, SL4, AR4S, 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 Certification
Agency Certificate FL15279
R4 C CAC Letter with proof of contract and proof of
inspection.pdf L15279
R4 C CAC W4 Listing Intertek.Ddf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions FL15279
R4 II 300159-B-Revl6.1)df Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: Gallery/
Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (
up to 9'0" wide) WINDCODE() W4 Garage Door Certification
Agency Certificate FL15279
R4 C CAC Letter with proof of contract and proof of
inspection.pdf FL15279__
R4 C CAC W4._Listin.g__Inte tek_pdf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions FL
i_5279._._R4 11 103486_ _B-Rey_08_pdf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports 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 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 windborne
debris regions (ref 1609.1.4 FBC).
15279.15 1 015 W4-16 DSIE-IF171: 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 proof
of inspection.pdf
FL15279 R4 C CAC W4 Listing Intertekpdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 103549-Rev06.1)df
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
FL15279 R4 C CAC Letter with proof of contract and proof
of ins.pectiopdfFL15279n, R4 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 101481-B-Rev13.pdf
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 FL15279 R4 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf
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.pdf
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,
8201,8203
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 27ga. min.) with Overlay Double -Car (up to
16'0" wide) WINDCODE& W4 Garage Door
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and Droof
ofinspection.pdf
FL15279 R4 C_CAC _W4 Listing Intertek, pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R4 II 103046-Rev07.pdf
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@ W4 Garage Door
Certification Agency Certificate
FL15279 R4 C CAC Letter with Droof of contract and proof
of inspection.pdf
FL15279__R4 _C_,_CAC W4._Listing_ Intertek..pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279.. R4-_it 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
debris regions (ref 1609.1.4 FBC). Created by Independent Third Party:
15279.19 019 W4-16 DSIUO-IK479: Canyon
Ridge/Brookstone
Double Skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27ga. min.) with Overlay Double -Car (9'2" to
16'0" wide) WINDCODE® W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R4 C CAC W4 Listino Intertek.odf
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 FL15279 R4 II 104457-RevO2.pdf
windborne debris regions. The product without glazing DOES 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, 55, WINDCODE@ W4 Garage Door
4RST, 6RST, 4RSF, 6RSF, GD5S,
GD5SV, GR5S, GR5SV, AR5S,
AR5SV, ED5S, ED5SV
Limits of Use
Approved for use in HVHZ: No
Certification Agency Certificate
FL15279 R4 C CAC Letter with proof of contract and proof
of insi2ection.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No
Design Pressure: +24 PSF/-24.5 PSF
FL15279 R4 C CAC W4 Listinci Intertek.pdf
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 FL15279 R4 II 101711-B-Revl5.pdf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
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id0Pagel/ 8:0 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 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, 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: cfadi!
Card'' safe,
http://
www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,A,tDgv3yVVKJZ 1 QR... 9/7/2017
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ENGINEER: MARK WESTERFELD. P.E. RORIDA
P.E. #48495. NC
P.E. /23532, TEXAS
P.E. 191513 DESCRIPTRN
ADDED
EXTENDED HEIGHTS, COMBINED CLOPA ADDED
M/N 42B, 488. 55S ADDED
M/N 4F ADDED '
CARRUGE HOLISC EMBOSS DOORS. UPDATED
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WITH (4) #14x5/8' SHEET
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x 20 GA, GALV. STEEL U-BARS IN A
2-1-2-1 PATTERN (I.E. TWO U-BARS ON
BOTTOM SECTION, ONE U-BAR ON NEXT SECTION,
ETC.). EACH U-BAR ATTACHED WITH (
2) 1/4'0/4" SELF TAPPING SCREWS PER
STILE LOCATION. 13
GA GALV. STEEL BOTTOM BRACKET. ATTACHED
WITH (2) %14x5/8' SHEET METAL SCREWS. ALUMINUM
EXTRUSION do
VINYL WEATHERSTRIP. DESIGN
LOADS: +24.0 PSF & -24.5 PSF TEST
LOADS: +36.0 PSF 8 -37.0 PSF WIGILDAD
RATING MpAx. DOOR SIZE, W
4 16'0"W x 16'0"H DESCRIPTION,
CLASSIC AND CH RP STEEL PAN DOUBLE -
CAR, 16'W +24/-24.5 PSF IXRAVING
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THEENTIRE DDOR ASSEMBLY INSTALLED IN COYPUANCE WITH
1115 SECTION MEETS THE WIND LOAD REWIRDAFNIS OF
THE FLORIDA PUT NO CODE OR NRRNATIONAL WILLING
CODE BUT E1..tl MEET THE IMPACT FMSWANT
REMREAENf FOR wINOB0INE DEBRIS REMONS REP.
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ENGINEER: MARK WESTERFIELD, RIDA
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ORAVI)
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101711
1BCI
Florida Building Code Online Page 1 of 3
3iL#ulah'3... aclda5iasafl
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r m
Product Approval Menu > Product or ADDlication Search > Aoplication List > Application Detail
cc
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 Eli
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 Single Hung
Compliance Method Certification Mark or Listing
Certification Agency . American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard
AAMA 506
AAMA/WDMA/CSA 101/I.S.2/A440
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
Year
2008
2008
http://w,,Awv.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017
Florida Building Code Online Page 2 of 3
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 FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact
L2.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact
3).pdfDesignPressure: +55/-55
Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact
iz)-pdfbeddedinPecora896sealant.
FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact
5 . df
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R1 II 08-02544A.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R1 AE 513320A.pdf
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-SIG 1-8A S2 1-8X84 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes
FL17499 R1 C CAC MI Windows - 185 SH (FinL,l_OZpdfImpactResistant: No
FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).pdfDesignPressure: +60/-60
FL17499 R1 C CAC MI Windows - 185 SH (Flange) (9).odfOther: R-PG55
Quality Assurance Contract Expiration Date
10/09/2018
Installation Instructions
FL17499 R1 I1 08-02546A.ndf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R1 AE 513322A.pdf
Created by Independent Third Party: Yes
17499.3 185 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).pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R1 C CAC MI Windows--185 SH (Fin) Impact 5
Done.odfDesignPressure: +55/-55
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact
3).pdfbeddedinPecora896sealant.
FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact
4).pdf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R1 II 08-02545A.pdf
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 1 185 SH
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +60/-60
Other: R-PG60
52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Certification Agency Certificate
FL17499 R1 C CAC APC(13361)E1726.01-109-47-R0 185
SH(FLG waiver).pdf
FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).pdf
FL17499 R1 C CAC MI Windows_ 185 SH in df
FL17499 R1 C CAC MI Windows - 185 SH (Flange)
1( 0).pdf
Quality Assurance Contract Expiration Date
10/08/2018
Installation Instructions
FL17499 R1 II 08-02549A.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
F1-17499 R1 AE 513327A.odf
Created by Independent Third Party: Yes
117499.5 1185 SH 136x84 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') of')
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).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).odf
FL17499 R1 C CAC MI Windows - 185 SH Fin 14f,pdfDesignPressure: +60/-60
FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60*
11 df
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R1 II 08-02550A.Ddf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499R 1.iAE513328A_pdf
Created by Independent Third Party: Yes
17499.6 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 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 Triple (Fin)
0.PdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin)
4).0fDesignPressure: +50/-50
Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH TriDle (Flange)
3 . df
FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange)
4).pdf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R1 II 08-02548A.Ddf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R1_AE 513324A..pdf
Created by Independent Third Party: Yes
17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 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)
3).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin)
4 . dfDesignPressure: +45/-45
Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flangel 3).
Ddf FL17499
R1 C CAC MI Windows - 185 SH Twin (Flange) 4
df Quality
Assurance Contract Expiration Date 10/
20/2018 Installation
Instructions FL17499
R1 II 08-02547A,pdf Verified
By: Luis R Lomas PE-62514 Created
by Independent Third Party: Yes Evaluation
Reports FL17499
R1 AE 513323A.pdf Created
by Independent Third Party: Yes sack
Nezt 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 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, 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 I
Chapter 455, F.S., please click here . Product
Approval Accepts: D,
edi', Card Safe
http://
www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017
NUM.:
1. PHE FIRO.DiWJ SHC,'Vrj HEREIN 4 DESIANED AND KANUFAnTED TO COMPLY MTH
0, THE ROMA BINDING 1,ODE INCLU'YNIG THE HvlZ, 2. '
NOO[) I.ND MASONIVI OPENING TO BE D.FSIGNEI) A-10) TD PROPFRLY TRAI<,
FER ALL TO 3TRIUCTURE. F-`.A!v1IN(,' AND MA, ;()NPOPENING iS THE R,E
PONSjBILII ifll C,'R LN(.'X,IEW (-REICORD, RIXY C)
R 11,75 0--'T;Of,lAi_ A. '.,;HERE
SHILI BUICK TI-*.jCX,1lIF'-tS IS I ESS THAk 1-1/2," UI+TS musr 8F. MONORED TIRVIGH
PC FRAW IN WCORDANCE WITH MOTIFACTURELFS PURISMI) NSTRUCTIONS. AN' -
HOPS SHALL SECUREIX FASMOD NAULY IwO MASOVIRY CONCRETE
OR MI&F TRIXTUKL SUE SSRAM MATERAL. 1 QUA
W%D BIKK DAHMMS IS 1--.1, Y OR SREAAUVXK 95a BE SIKURM D MA'SUNRY,
COKPHE OR ORIER STRUCTURAL SUBTRAIL WIN%W UWE MAY BE ANCHnRF11 THROUGH --PAVE
TO -.;r.cuRFr,) vvoN BUCK IN ACCORF)AN:- wl.-IH PUDLISHU) ME10 1 X SUCK
IS
NW USED 0ISSIVIUR MATEWALS WIF BE SWARMED Wfil wY I&I I WL' COUNG OF. M.E.M9RANE. -:
t-A-ECTION 0,F COADN',--, OR' IIEMPRANE !S THE OF IIJE AI:,,CHILE ('j OR,
ENGINEER OF RECORD. BIXKS SRKL EUEND BEYOND WNIJOW
INTERIOR FACE SO THAT FBI FRWE SUPPMT 6 PROVIDED MR ON IN`. AJUMN
SIM
0 NEEnD FOR FRAME INSTALI-ATION SHIM AS RECIAIRED Al EACH ANCHOR t,VITH LOAD
DFARING SHIM, SHM WHERE SPOE X !PC" OR GREATER XCURT MAX.11-YIUM
SHIKI STACK TO BE 1/4'. SHI'vt5 SHAIL HE LOCATF-
10, .APPLIED AN.. I-AADIL [ROM M&IRI&S ANG AUTITTE CASTAar: OF `,-,USIAJllIfH(; ;PPL, IKAfhF D),
I)S, 0 1'i11,1r, ;aD;
DUATI(.)N F!^tCP,)R Cd=l,', WAS 11,.,F7.j FOR VVOLTD Arv-.H(P, it FR"E KMAMW EGIBMED RVD
PVC. 12 U1,11ILS I,IjSl BE
OLAUD PER ATM EWOTAWT SH SHUT 14 FMZ GLASS DEIA1- 1.3. APPROVED III PRONTAT fSTEM
UMCI RMSM FOR TMS PIAMUCT IN W'c) BORNE DERRi", RMOINS, 11 FOR AWHORIM FARMIGH
FIN II&V
VVOOD FRAMW OR 2X BUCK USE 1 WOOD SCRIMS WTH SUFFIGEMT LENG71170 MAME A 1 1/
4- MINIMUM 1AWF7MEM WO SUBSTRATE- OGAIE AN,"HOW.3 AS' SHONN IN
LIEVAiiON', AND INSIALLAI!ON TABLE 00 CONTENTS 601 I RF? I
DrCRPTION i DATE
1
11`71---,0vr:I) 1 I A I ANCHOR SPACING &. CHAR T,
S I )7/11,/2UlEj R.L. I 15. FCIR, FRAME INTO WO(',-j OR
Jr BUCK fl-D NGTH TO ACHIEVE A 1 1/,1"
MINIMOM EMBED, NT IT) v;IT.-.. S,,J FI-DEN_ TSINWRATIMAN510% HE AAS TCMN KN IN'
AND INMAUMION LEWILS. IllI:OR ANWORMG TVIRDIUMI FRAI,1E NiO USE *3/
1(3' FAPfX)N JLjF--1Cl[NF LENGIII 10 A.-.HWE A I Ip-
ismum a/imEMEN, aV-iF,AT1 V,'IlI' 2 1/2- i"Immu."I EDGE DIS-ANCE. LOCALE AiNGHORS
A ,. SHOb'r, N ELEVAII'DI 11" lli5l',LLAIION DEIAILS. 17. FOR ANCHORING THROUGH I:FAlk+E
NM.ETAL STRUCTURL
USE #iO SMS OR. SELr amumc scKwS wimi sunoPJT LENWT11 TO ACKEvC 3 THREADS MINIMUt-A
S-IRUCII RE If '.I(V 'NALL. LOCAIE AilIGHORSA HOWN IN
EILFVARONS AND DEALT 18. Ali ASTE.NER-, TO BE. Ali.. I'). INSJALIJION AllICIK)
IL'
S ',-,HALL L-,'[ I` ,Ilk INANCII'
Oi, ill:"414U(4",11,.!I,...!','S INSIAI-LAIK,)N AND ANCHC)i-., SHALL
N,01 OF IN SIUKTFATE5 VVIFH STRENGTHS 11,55 THAN THE MINIIAU.M ',-.-TRFN(JHl '.--,,PF-IFIEp,
AIDOD: ,lINlI-/.l,JM C*-'Fi,`\H( OF G=C,42 13. MINIMUM
COMPRU-S'SAVI, S TRGill 2,000 PSI r" fvl,'ONRY: PER
Asit,.A cw, NNliH FrTl=2,00()pl.-',I Mili,14,
11AI. A MET,`d.. STRUIC'TURIE: STFR.. 1BOA (.048") FY-,-,,;K5I,/FU-5/KS! OR 1,
50t33-T5 FU:::750KSI .048" 7HICK MIM11-A-A4 SHUT N'J.I IJ
LS, CR'l P11 I-, N I.- ------- 1 NO I
2A ELEVAJ ONS 5 3 INSTAL**ATIO.,j DETAILS 14 f::
Ot/
PONFN7 SIGNED: 0711212016
MI WIANDKET DO
As R. to 650 STREETORS WENDSTOWMARS
GRATZ, PA E Nq
17030-0371-
1 SERIES 185 ALUMINUM
SINGLE HUNG WINDOW52"X84" NON -IMPACT NOTES
ER TAY; OF--"":= 0RIN= N.
C. 00-0254 A fill 11j::
NTS 12/09/14
VF 14
3k
5 M A PAM[: 2' MAX iTFI
REI
2
6
I,.AX 2" MAX A R-VISF.-, ;,lq-HQP SFACING A, '''HARTS 07/ 11 '201 1 P F. L
M,%x
J CHART #1 UNITS INSTALLED WITHOUT FILLERS
Number of anchor locations required
CC, Frame
Width (in) 18.
00 1 24.00 30.00 1 36.00 42.00 48 00 52.00 Height (
In) Head Jamb Head JamL Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 24.
00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 34
30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.
00 2 3 3 1 3 3 3 3 4 3 4 3 4 3 42,
00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 1
1 F. 1'-, H T 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 1 54.
00 2 5 3 5 3 5 3 5 4 5 4 5 4 5] 60,
00 2 5 1 1 3 5 3 5 4 5 4 5 4 5 66.
00 2 5 3 3 5 4 5 4 5 4 2 =
00 2 3 1 3 6 3 6 4 6 4 6 4 "0
2 6 3 6 3 6 3 64 6 4 84.
00 2 6 3 6 1 3 1 6 1 .3 6 4 1 6 4 ij
185
ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR
VIEW DESIGNER EXTERIOR VIEW FLANGE &
FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION WITHOUT
FILLERS WITHOUT FILLERS SEE
CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART t FOR SMALLER UNITS REQUIRED ANCHORS DESIGN
PRESSURE RATING IMPACT RATING 60XPSF
NONE SIGNED'
0711212016 V.
1 WINDOWS AND DOORS Nf "
I IR. Lo'l I '
JAX:tfi;M, SASI f SIZI !-,1" 32
1 '2". 650
WEST MARKE'l SIREET . - . . GRATZ,
PA 17030-0370 E NY,- 4.,'
ED
l/AX 45:'. SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 F!.X4) " 52"X84" NON
IMPACT FLANGE FINLESS ELEVATIONS
TAf;OF HARDWARE SCHEDULE A. (
Z) METAL
SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL N. G. 08-
02546 A //s'ONAI. 12/09/14
2 OF 14 /11111M 1B. 1(2) BLOCK AND TACKLE BALANCE AT JAM13S tvT3
V
to 4:. '
fdAX
RAM!-
1 H
I:'A.TF;
R=`,%ISEi AN.HOR SFA,ill<:. & :;H3.RT5 77111j211 R.i—
O CHART #2 UNITS INSTALLED WITH FILLERS
Number of anchor locations required
Frame
Frame Width (In)
Flelght (In)
18.00
Head Jamb
24.00
Head Jamb
30.00
Head jJamb
36.00
Head Jamb
42,00
Head Jamb
48.00
Head Jamb
52.00
Head Jamb
j
I(LIII,
X ! I
24.00 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 4 3 4 3
36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
42.0 22 4 3 4 3 4 3 4 4 4 4 4 4 4
2 5 3 3 4 3 4 4 4 4 4
54.
00
54.00 2 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 4 5
66.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5
7200 3
78.00 2 6 3 6 3 6 3 6 4 6 4 6 4 6
84.00 2 6 3 6 1 3 6 3 1 6 4 1 6 1 4 6 4 6
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FLANGE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION
WITH FILLERS WITH FILLERS
SEE CHART #2 FOR SMALLER UNITS REOUIRED ANCHORS .SEE CHART #2 FOR;SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING iiIMPACT RATING
60.OPSF NONE.
iAXIIlt KI SASH .iZ..: ;,3". -
ASl l L I. 0, 1 /'Xci'<; 1 i2"
METAL SWEEP LOCK AT8" FROM EACH END INTERIOR MEETING
BLOCK AND TACKLE BALANCE AT JAMBS
Nf WIND01dS .AND DOORS
650 WEST MARKET T STREET
GRAT'Z, PA 17030 0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52"u84" NON IMK'.ACT
FLANGE & FINLESS ELEVATIONS
OR AIM4
N.G. 08-02546
141' NTS ease: 1.2/09/14 `I`.1"3 OF "14
SIGNED: 0711212016
G E N - Pf!
STAT 5E0Foa_
isIO1
NALS
I_..........._ '•2.' MAX FR.AK, E 'MD—1 _I MAX FRAME. ',',`DTI.1 ..._........._
G.". .., MAX d`r
f". r M /''/
I.
I 1 fi,
I it
r
Nr1A?;'I D MAX OI
FRAME
NFJ :HT HEIGH'
i
4
I
4
I
1 '
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FIN INSTALLATION FW INSTALLATION
SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACT RATING
60.OPSF NONE
H T ES
2, "ASH _ _.0 41, 5/8 32 1 ; 2'.
HARDWARE SCHEDULE
I:A:l 2 METALSWEEP LOCK AT 8" FROM EACH END INTERIOR
B. (2) BLOCK AND TACKLE BALANCE AT IAMBS
RE:I' SINS
riscrlvn::!, cre
i
P. y`>F..0 ANCHOR SF CJNC el.CHAZ )7/11r'?G15 RI...
CHART #3
Number of anchor locations required
Frame
Frame Width (in)
Height (in)
f8.00 1 24.00 30.00 36.00 42.00 48.00 52.00
H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb H& S Jamb
24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3
30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4
36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5
4200 3 5 3 5 4 5 5 5 5 5 6 5 6 5
48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6
54.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6
60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7
66.00 3 8 3 8 4 8 5 8 5 8 6 8 6 8
72.00 3 8 3 B 4 8 5 8 5 8 6 8 6 8
78,00 3 9 3 9 4 9 5 9 5 9 6 9 6 9
84.00 3 9 3 9 4 9 5 9 5 9 6 9 6 9
SIGNED: 0711212016
MI WINDOWS AND DOORS 11i1)II/l77
650 W ST MARKET SIREET 5 R. L i/'
GRATZ, PA 1703.0 037U v •\GENS. +
fit• p 5 *= SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52"X84" NON —IMPACT
FIN ELEVATION`TAT
k
O R Mp:'w"\
N.G. 08-02546 A S1 • • • t
lrIIiilAli00\\ sc ai!:: NTS pc:e_ i 2/Q5% 1 4 s!t:.e'! 4 Or 1 4
NOOD R iI 1
p I' BY
0)1 L H :,,
P ROD f
I-h BACKER
I.(_ D Al.
PROVED F
Ai'1!r:( BY
JIHE2S 2"
VIN EI
I G F I:)1`S C1% IF h1
v,. SI-
IIKI S PALL 10 , ;
OD < cl .... , INTERIOR
Tii
RE .SET A,
f:;I:;R0%.;F ST'
l 1... 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 1,
1E1AL STR :(,;
TIRE. OTr+.
ERS EXTERIOR
B
A C K,ER ROD METAL.
STRUCTURE
BY
OTHERS ij4'
1 r
ED(A D , N.""L I "'
t , x r
I
OR FI.
R.LLiNG INTERIOR
R[
v Dt"SCR'IPt:ul C:^iF. a?P^iiVED A
P.F.vism N 7. R Sf It F d;. I-+1R- i I ,,,%T' /2P I o R. I... I
I/ }' vlrJ _ _ 1 L.AXi EtvIEEL`
M'_I.If _.itl•,": SPACE j
INTERIOR c
7 5
izLr'I i;OI - r.
J FP't69N( of;
n Lr•Jc; ( EXTERIOR BY
071"IERS F4C-:EE T-; iC SEA[
AN : - JAMB
INSTALLATION DETAIL WOOD
FRAMING OR 2X BUCK INSTALLATION I .
LvI t-1C_ 1 `
SIlis CFI
FDRll IJI'.K INTERIOR 3/
4.• MIN. .
SII.
1- TO BE ';ET EDGE IN ,
A BL'D 01: DI ;TAId ;E APPRCNEI"
i TRU:
TURAI. SLA.
LANT 1 /
4" MA:K. iI 4-LPS. SHIM
SPACE EXTERIOR
LA_
I`L ROD APPROVES-)
JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION SIGNED:
0711212016 vil
WINDOWS AND DOORSI,L II X i 50 VERTICALCROSSSECTION650WESTMARKETSIREET' METAL
STRUCTURE INSTALLATION GRA1Z, PA 17030-0370 pENs*.'9J,1 SERIES
185 ALUMINUM SINGLE HUNG WINDOW fir• {(Jp 25 52"
X84" NON —IMPACT J oa/5J /f{r ` FLANGEINSTALLATIONDETAILSWITHOUTFILLERS73p• IN O \ 7sslONAi.
fIl,
08
n A xal.i NTS Dc-t:: 12%09/14 F?58oF 14 N
z/ ^
D;y OTHERS
INTERIOR
DO, DI- TANCE
EXTERIOR INTERIOR '
I NCE
EXTERIOR
PACKER ROD
S-EEr".= "
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATIONINABE
esxERAPPPOVEDm
xEALAn
ornow^ /x aoo ---
ssmnc3- r —'---------''------
BY --
sxo / ——-----' 2. PEntmETER AND JOINT SEALANT BY OTHERS TO BE
0 11[,"V.o
a,
SIGNED: — ---
FLANGE INSTALLATION DETAILS VVITHOUT FILLERS
VERTICAL CROSS SECTION
Mmcnqw DRAM U
U°AIJ's | z m/w |=o or 14
1/2" :0114
P. Dl F- DIS:ANV
0 11 ;LRI'l
rr-
d
BA('K-R P'011)
HIM SPACE
10 of
ILI
INTERIOR
EXTERIOR
HACKER R,",D
A1 R',-)VF1j
or; FRAIXIM
c"', ZX PUCK
BY
11 CI -
r
EXTERIOR
SI. - L RE :SP
BED ')I
API ROVEC
RR" P,-, T:0 A
1 /4" MAX. BA"CKER ROD
Pll%,,clF APPR'CIVED
SFAIANT
F
METE
STRUCTUF
BY OTHEF
VERTICAL CROSS SECTION
WOOD FRAMING OR2X 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
5/4"
EDG`E DISIANCF
1 ' /4 " [A.AX.
D. 00 SPACE
4S OR
RILLINI-,
INTERIOR
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
I .I T(.') 9F SET
III 46
D )
1
pp : 1 E
STRUCT)'A:
SEALAN 1/
4" MAX, SHIM
SPACE P.
El.' DE,.RPT;.oi DATE APOPr;,'rn R
vv, r,,rm. &, i-,IHAR-,S 1 /20 1 F Fl. I... FrAlJrlr-,)R s 1
1/4" Iflil. 1.11 4 1,.4. AX EM
BED V H I SHIIi SPACE INTERIOR
MIN
o
wooc 1, X
7:
ld I'
VOOD FPl\MINC- 01-
1, X BUCK EXTERIOR By
OTHI-PlIS A
PPR,-)V:: D ILLER
SFALAN JAMB
INSTALLATION DETAIL WOOD
FRAMING OR 2X BUCK INSTALLATION I,,
IEIAL a
1/
d 1,IAX. STplil"'
JURE. sl lim SPACE BY
OTHERS oi"
INTERIOR SELF
DRIL111,1G, I
S I ANC EXTERIOR
liciD
DA-IILF; ROD APPROVED
SEAl-
AN.T JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION SIGNED:
0711212016 MI
WINDOWS AND DOORS c
Lo I/ 6,
50 WES1 MARKET' SIRE'l GRATZ,
PA 17030-0370 r, E Ng' p SERIES
185 ALLIMINUP. SINGLE HUNG WINDOW 0 52"
X84" NON-IVPAcT 70' FLANGE
INSTALLATION DETAILS WITH FILLERS Qf z S:-)'
o TAf7-OF "I" 0,
1 1Al N.
2514 6 08-025146 A 0Al- 11
14TS 12/0q/14 OF 14 f/
IN(IIIT0
2 1 ) MIN
n
a
1'I 1 ill. j'x F+.-, — - F.11PI,
E .d ILS jEMBEUJE? I
II'EF .i c }.. II -
1„ MAX.
APPROVED;
ALA
PIGIp
I • it — ); 15—.:,C'ON
EXTERIOR `5 r INTERIOR
11
RCLF J:J
l\
l
j NAaD
i
SEAL JI
TPU TIJF I.
ALAN
C'PTIC)NA1 a R J [ MAX. LPACEf;
T E,
13'y.,, 11 i5 A -
a
c
VERTICAL CROSS SECTION
CONCRETEW SONRY INSTALLATION
0,"ItONAL 1`( DUCK
F N OTFS 3 —
S!01,1 SPACE
INTERIOR
en: ors riv r DATE A aPO F)
SPA 114C k CHAR. -/ 11/2 ]6 RI
1 F.dlfJ
E f,4 3LC,:1Et.1
DY Th;ER
v..
i
M l ^.i.
EDGF
DI TFi1 E.
EXTERIOR
GKER F!'D
Ill(;if r,. APPROVED
E1L.LE(` SE:Ai.APd.
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 ASTM E2112
SIGNED: 0711212016
U6501JINDS vfMAkkFANDT IR11IL/0 //
iirDQOR
GRA1'Z, PA 17030 03'70
O•'\GENS 9,f+%
SERIES 185 ALUMINUM "SINGLE HUNG WINDOW k• 0Yk5"E
52"X84" NON IMPACT
uTATFLANGEINSTALLATIONDETAILSWITHFILLER Opt ASs ONA11E
CS` N.
G.
D8-04258DOF A
NTS
ese
12%D9/14 14
HIIK
IN
BY Li t
APPROW,
A„ f1IAS-A-AN 1 S I I I SPA'—
io -wnou
INTERIOR
EXTERIOR
BACK' R ROD
ADPROVED
C,,!:,' 2 X B JCK
B 11 (1 11 iEWS
EXTERIOR
SIhLi- TO BE SET
N A BED OF
STM CT; LIRAL
I-A1,41 I
RA,,K:FR R01:
thllx. APPROVE[*
SPo,%CE 'SEAL. -.NI
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
METAL
STRUCTURE
BY OTHERS
41,111,1
r --- EDGE DI.,IANCL
1/,", miri.
VA" t,,iAX.
SHIM `_'ACE
1 /2"
MIN
T)G
DISIANCL
SF'. DR(LING;
SCREW'
INTERIOR
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
S)-L 1 0 BE SET
I\ A BED 01:
ST. RUC I URAL
SkA.-AN 1
1/4" MAX.
SHIM SPACE
DESC.RPTiON CATE
RT-,V'SF.r; A.14-l-0R CPAFTS ;7/1 !,,'2,j 1 6 P.A.
4- IJAX.
I:
INTERIOR
EXTERIOR
V.-ji101 FRAMi-NG
V
BY OTHERS B-Cl-R WAD
A '1`4 OVED
SEAL
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SHIM SPACE
0 BM "S OR INTERIOR
SELF DRILIJIV,
314"
Ff GF
A N CE EXTERIOR
t1l TA:
IFILk U; E 8c APPROVE'
SEA: AN
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0711212016
MI WINDOWS AND DOORS
650 WFSf MARKET SIREFT
o " /
GRAIL, PA 17030-0370 E
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 40 5
52"X34" NON -IMPACT 7if r sips
FINLESS INSTALLATION DETAILS WITHOUT FILLERS p . TAT OF
0
N.G. 08-02546 I A] ONAIL
NTS 12/0q/14 I '"E V' OF 14 0/0 1 IT I I0\\\\\
2 • I2" MIN.
7y FD GF. DISTAI,IGE
Y IFR-
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d0 TE`< I
A(,.rf f} - .... b ALA.. ...
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SILL -0 BE ` IN :,
ED OF RACK}.;
t I i APPROVED APPRQ _)
r iS I RUCTIURAL L
L iJlIL Z
OF
SEEN.i.' r::C VERTICAL
CROSS SECTION CONCRETEiMASONRV
INSTALLATION 1
1 4" brim. L,•
4u,EUMEN._. 7n
Ei= REVI'.
ioms ` DESUIPrdld !
rATF nao^0'vFD MAX.
SJW,
1 SPACE INTERIOR
EXTERIOR
C(
ER R.c r, SEALANT
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 ASTM E2112 SIGNED:
0711212016 U
DOORS UVINDOU'I/KF sGsWESTMARSJ\SIRIIIC/0 CENSF.9J
RATZ, PA170300370GSERIES 185
ALUMINUM SINGLE HUNG WINDOW 52"X84"
NON -IMPACT ik• 0 '
5 Y= FINLESS INSTALLATION
DETAIL'S WITHOUT FILLER A TAT OF L EE iP.CORtOP'•'
i'.' N.G.
08-02546 A PA[. 14TS
e.AT 12/.09/14 1 `'L:'110 OF '14
F Fi: I Oy
011iLP'll HAC'
2/ ' -R ROD All,
IF(VE D ANI
ILLI
P EXTERIOR
BACKER
ROD NT
AL!, WOOD
FRAMINK' OR /-.
X BUCK BY (
UHER'S klo
w0ou 4'
MIN EDGE
DiSIANCE I /,
I" MAX, S1111M
SPACE EXTERIOR
oi
r
INTERIOR
S
ET BLD '.--,,
TO
RF 07
AIAPPPOVFD
STFII
RAL E',
A Ci, R AT
i Hl
SPACE SEA
na
ST,
R'UCI BY
OTI- 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 SIT.
l.. TO F.,-- SET 4
A LIED ')r APPROVE(,'..
SEALAN.
l: 1/
4" MAX. som
SPACE DES'
CRIPTiol'i j DATE A?ROVED MEVISC
G A[ : C- I R SPA - I IqG & Cl S C-71/1 1 ?21161 R.A., I
ill'l' mitl. 1114" MIAX S
421 SP'A L INTERIOR
S
N,, -A, AM lo
viocm 1117
r _--
l
0
EXTERIOR AO
D FRAI,.liW . ..... 01F,
2X BUC", F,-,
Y OTTI.r.. 1-' DACKCR ROD APPRf"
VED" FiLLER
JAMB INSTALLATION DETAIL WOOD
FRAMING OR 2X BUCK INSTALLATION ST
I MAX, m'
01HURS SKIM SPA\',',- 10
D INTERIOR SET.
F 7
4 .......................
IANCL
EXTERIOR RIGID
DAC11,LR RCD F
I L LIE R 'k APPROVE.: SEALA':-
JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION SIGNED:
0711212016 M650I
WINDOWSARKEAND LSIDOORS WESTMTRLE_Tl 0 P,
4fF
NT
GRATZ, PA17030-0370 p SERIES 185
ALUMINUM SINGLE HUNG WINDOW 52"X84"
NON IMPACT FINLESS INSTALLATION
DETAILS WITH FILLERS TATGoF Al 0
R o. EvN. 08-
02546 A ONAI. 12/0q/
14 NTS OF14
2 1 '2" WN.
r r.!.... A............. ._...
i
n
r
E Ufl.`4"tNf
LL .J 'IE t a -
I
4" FAAr
r,1c1D ...,
EXTERIOR ,. h , .. , INTERIOR
I
i
11F:^ S TO BE SET
BED
Al AN
J.
HEE! 1 j
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
I IP' FAN.
E 1'TEL M E J?
C N E d1, NP
U. 01HER \
DES ,IPTH)N I C:iF 2P°PC ,T.D
R-VST C-AI1CI.iR 5('l. IY C i a •AR';
l 11 )PIA•. 1X f?..':K
111ty! _..=ACE
INTERIOR
EXTERIOR
BACKER ROD
PT ,AOIED
IG1D
SEAANI..I.,ER
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 ASTM E2112
SIGNED: 0711212016
Ml WINDOWS AND DOORS
650 WEST MARKET STREE _
GRATZ, PA 110500370 1-GEMSF •s SERIES
185 ALUIvIINUN SINGLE HUNG `v'INDCWd ik• p, 52"
X84" NON -IMPACT r - FINLESS
INSTALLATION DETAILS WITH FILLER STATrO'F0.
N.
G.os oz5 2 NTS " 12/0a/14 14 lolin'/ONA1.\E
Ci;E OI TANICC
EXTERI(
c_i:=er.ur:itry I
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
VGv
FRAMflIG
R'! OTHF.Fi
1 1 10AX.
5111 Li SFJ"-.CE-
vOCD IR-,,MIN", ......, I i 1. 4" M.AX
I SHIM,
INTERIOR
FM EGI,4Enir
rr l 1 .. ....
1r
Q
7/1 6" I•,illa
EDGE [)I:STANCE
EXTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
Rr nNs `
DF.S f.PT;(A, f:J:TF 1??ROVM
R . .:?FC' Ar4CI R >(` If (? k. i:F CR'S / 1 1,+"21316 RA -
MAX - NOTES:
Hllai 5(",';:=. 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
rVai:.l
r Izn.r,rar_
By `)TI'FF'
MI WINDOWS AND DOORS
6150 WEST MARKET' STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52"X84 NON IMP ACT
FIN INSTALLATION DETAILS
N.G. 08-02546
NTS Derr.. 12%09!14 "`e:e 13 OF 14.
SIGNED.' 0711212016
9 `F.
I i LI°
9 i
y>
EENO' ,tP
f!
5
AT
RIn; ''F•
c
QRIOP• C
A iiss 0NA4`\
FLANGE FRAME HEAD FLANGE FRAME JAMB
cm- 18,501 CM-18503
ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5.050" THICK
FLANGE FRAME SILL
CM- 18502
ALUMINUM 6063-T5,055" THICK
FINLESS FRAME SILL
CM- 18554
ALUMINUM 6063- T5.055' THICK
2 3/16"
5/ 1
FINLESS FRAME HEAD
CM485,53
ALUMINUM 6063- T5.050" THICK
2 31/16"
FINLESS FRAME JAMB
CM- 18513
ALUMINUM 6063-T5,050" THICK
1 71/16"
2 5/16"
2'
LOCK RAIUSTILE SASH BOTTOM RAIL MEETING RAIL
CM 18555 CM- 18504
ALUMINUM 6063-T5.062" THICK ALUMINUM 6063- T5.050" THICK ALUMINUM 6063-T5.055" THICK
1 5/8"
V16"
SASH STILE
GLAZING BEAD
CM- 16507
GLAZING BEAD ALUMINUM 6063- T,5.050" THICK
RIGID PVC.060" THICK RIGID PVC .050'THICK
2
i. . .........
FIN FRAME HEAD
CM- 18508
ALUMINUM 6063-T5.050" THICK
Z
i I ..................
31/ 16",
FIN FRAME JAMB
CM-18510
ALUMINUM 6063-T5.050" THICK
Rni DU,CRPN' % r,7g,,'FDDATE
A I R.70SR) ANC.110,R e, C-11AR,-15 ',)71/1 1/ 20'El P.1-
1/8'* ANIJ. i;, /B" ANN.
MET"ll- REINFORCED
EXTERIOR
INTERIOR
S560 Al
W A71Nr3 nFTA A
16" ANN
EXTERIOR
INTERIOR
9" DITE SLALAN I
BLOCK
GLAZING DETAIL B
Ml WINDOWS AND DOORS
650 WEST MARKET SfREET
GRATZ, PA 17030- 0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52",X84" NON IMPACT
COMPONENTS
N.G. 1 08-02546
12/09/14 1 ,.-: 14 OF 14
SIGNED: 0711212016
Florida Building Code Online Page 2 of 3
Summary of Products
FL # Model, Number or Name Description
15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15351 R4 C CAC APC 97429.01-109-47 Fin and
97435.01-109-47 Flanog.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +55/-55 02/16/2019
Other: LC-PG55. Glass must comply with ASTM E1300-04. Installation Instructions
FL15351 R4 II 188 HS FIN 73x62 DP55 As Tested
97429.01.odf
FL15351 R4 II 188HS Flange Non -Impact Fastener
Schedule 08-01023B.odf
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15351 R4 AE 511588B.odf
Created by Independent Third Party: Yes
15351.2 HS 188 Fin and Flange Frame XOX 120x62 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15351 R4 C CAC APC 99775.01-109-47 Fin and
99780.01-109-47 Flange.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +40/-55 04/15/2019
Other: HS-LC40 Installation Instructions
FL15351 R4 II _S_88HS XOX Flan e Non -Impact Fastener
Schedule 08-011568.Ddf
FL15351 R4 II Installation Instructions - 188 HS (XOX) As
Tested 99775. 01_pdf
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15351 . R4 AE511725B pdf
Created by Independent Third Party: Yes
15351.3 HS 188 Fin Frame 73x62 Laminated Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01-
109-47-RO .pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure: +55/-55 02/16/2019
Other: HS-LC55. Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 1/8" annealed outer lite, air space, 1/4" FL15351 R4 II Installation Instructions _ 188 HS Impact
annealed laminated glass comprised of 2 sheets of 3/32" FIN 73x62 Product 3.odf
glass and 0.090" thick PVB by Solutia. Glass was bedded in Verified By: American Architectural Manufacturers
Dow 995 silicone with a 5/8" glass bite. Association
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15351.4 HS 188 Fin Frame 73x62 Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01-
109-47-RO Prod 14.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure: +50/-50 02/16/2019
Other: HS-LC50. Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 2 sheets of 3/32" annealed with 0.090" PVB by FL15351 R4 II Installation Instructions - 188 HS Impact
FIN 73x62 Product 4.DdfSolutia. Glass was bedded in Dow 995 silicone with a 5/8"
glass bite. Verified By: American Architectural Manufacturers
Association
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
115351.5 1 HS 188 Flange Frame 173x62 Laminated Glass
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 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.Ddf
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
http://www.floridabuilding.orc,/pr/pr_app_dtl.aspa?param=wGEVXQwtDgtH85 72gvdWIau... 9/7/2017
Florida Building Code Online Page 1 of 3
BCIS Home i Log In I User Registration i, Hot Topics Submit Surcharge Stats & Facts Publications j oFBC Staff BCIS Site Map Links Search
dbrp ilProduct Approval
FUSER: Public User
frs
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # 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 E
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 Listing
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard
AAMA 506
AAMA/WDMA/CSA 101/I.S. 2/A440
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
Year
2008
2008
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQMDgtH85 72gvdWIan... 9/7/2017
Florida Building Code Online Page 2 of 3
Summary of Products
FL # 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 12786.1)df
Approved for use outside HVHZ: Yes FL15349 R8 _C CAC APC 12787.Ddf
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-60 04/03/2018
Other: CW-PG60 Installation Instructions
FL15349 R8 II 08=02357B.odf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R8 AE 5131248.odf
Created by Independent Third Party: Yes
15349.2 185 PW 159 x 54 Triple CHS Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 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 FL15349 R8 II 08-02949.odf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R8 AE 513783_pdf
Created by Independent Third Party: Yes
15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R8 C CAC 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-LC55, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02948.1)df
consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 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 513782.1)df
Created by Independent Third Party: Yes
i
15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R8 C CAC APC 8272.1)df
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 in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R8 AE 512278B.Ddf
Created by Independent Third Party: Yes
i
15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.Ddf
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-1-055, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-01613B.odf
consisted of 5/32" 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
15349.6 185 PW Impact 73 x 61 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349_.RS_C CAC_APC 12136,pdf
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 FL15349 R8 II 08-02947.odf
http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQ-,ArtDgtH8572gvdWlan... 9/7/2017
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
FL15349 R8 AE 513781.Ddf
Created by Independent Third Party: Yes
Back Next
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 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, 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:
99
http://www.floridabuildinc,.orc, r/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIan... 9/7/2017
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. 1X 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.
S. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED 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.
10. 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 #6 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
DESCRIPTION DATE APPROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 1 R.L.
15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 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 3/15" 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
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
1 B. 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 IIC109/// oWw. MNDKET J\\1R
GRATZ, PA 17030 GENs• S
0, 6¢61 * = SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
NOTES Sy0 • TAT OF
t
COR1 P• DRAWN: DWG NO. REV
08 B iiss ONA j1Ea\ll
LU15 R. Lomas P.E.
FL No.: 62514
502357SCALEDATETITS09/03/14 1 OF 12
L. ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NG 27023
434-668-0609 dlomas@Idomaspe—m
72 1/2" MAX FRAME WIDTH -
6" MAX -i--- r 18" MAX O.C. -I 6" MAX
6 MAX
18" 00
MAX O.C.
71 1/2"
MAX
FRAME
HEIGHT
j
REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW
1 & #2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS RFOI)IRFD
72 1/2" MAX FRAME WIDTH
6" MAX - 1 B" MAX O.C. -)
6" MAX
6"K__ j
71 1/2" 18"
MAX MAX O.C.
FRAME T
HEIGHT I
j
REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
1 & #2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PRESSURE RATING IMPACT RATING
60.0PSF NONE
NOTES:
1. MAXIMUM D.L.O.: 69 3/4"X 68 3/4"
REVISIONS
REV DESCRIPTION DATE I PPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
8 REVISED NAME AND ADDRESS 10/27/16 R.L.
CHART #I
Number of anchors required (without rigid fillers)
Frame Frame width tin)
Height 24.00 1 30.00 36.00 42.00 1 48.00 1 54.00 1 60.00 1 66.00 1 72.50
tin) HAS amb NSS amb HAS amb HAS amb HAS amb HAS amb H85 amb HAS amb HAS amb
24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3
42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3
48.00 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 5 4 6 4 7 4
60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 S 6 5 7 5
66.00 2 4 2 4 31 3 5 3 6 4 6 1 5 6 6 6 1 7 6
71.50 2 5 2 5 3 5 3 6 3 6 4 7 1 5 7 6 7 1 7 7
CHART #2
Number of anchors required (with rigid fillers)
Frame Frame width (in)
Height 24.00 30.00 36.00 4200. 48.00 54.00 60.00 66.00 72.50
fin) HAS Jamb HAS Jamb H85 Jamb HAS Jamb HAS Jamb HAS amb HAS amb HAS Jamb HAS amb
24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3
42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3
48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3
54.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4
60.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 IM, 66.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4
71.50 2 5 2 5 3 5 3 5 3 5 4 5 4 5 4 5
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 & FINLESS ELEVATION & CHARTS
DRAWN: DWC NO.
J.L. 08-02357
SCALE NTS DATE 09/03/14 1SHEET OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-668-0609 rllomas@lrlomaspe.com
SIGNED: 1111512016
R I IL d
10TAT6 0 Fb
0`,• f4,
REv iFS cL O RIOp G`
e ONALIE\
Luis R. Lomas P.E.
FL No.: 62514
71
I
FF
HE
6" MAX —
72 1/2 MAX FRAME WIDTH
I I
18" MAX O.C. —I
18" j
MAX O.C. .
1/2"
IAX
AME
IGHIGHT
j
6" MAX
REFER TO CHART #3
SERIES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2" MAX FRAME WIDTH
6" MAX ——P 18" MAX O.C.
18"
MAX O.C.
71 1/2"
MAX
FRAME j
HEIGHT
6" MAX
REFER TO CHART #3
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
60.OPSF NONE
NOTES:
1. MAXIMUMD.L.O.: 693/4"X683/4"
REVISIONS
DESCRIPTION GATE APPROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
CHART #3
Number of anchors required (fin installation)
Frame Frame width (in)
Wight 24.00 1 30.00 36.00 42.00 48.00 54.00 60.00 66.00 72.50
in) HAS Pambl HAS amb HAS Pamb HAS Pamb HAS Jamb HAS Jamb HAS Jamb HAS Pamb HAS Jamb
24.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4
48.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4
54.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4
60.00 3 5 3 5 3 5 4 5 1 4 5 4 5 5 5 5 5 6 5
66.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5
7N_0 3 6 3 6 3 6 4 1 6 4 6 4 6 5 6 5 6 6 6
SEE SHEET 8 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 & CHART
DRAWN: DWG NO.
J.L. 08-02357
SCALE NTS DATE 09/03/14 SHEET OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-668-0609 rllomasCaVrlomaspe.com
SIGNED: 1111512016
R1 I
IL7o9r'EN S`•d'
yO TAT OF
0'4•.
s
00)
B /A/0/0NA j1\
Luis R. Lomas P.E.
FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
APPROVED
SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/2" MIN.
EDGE DISTANCE
1 1/4" MIN.
EMBEDMENT
1/4" MAX.
SHIM SPACE
10 WOOD SCREW
REVISIONS `
REV DESCRIPTION DATE I APPROVED
3/4" MIN A REVISED INSTALLATION DETAILS 06/01/. R.L.
METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
STRUCTURE
BY OTHERS 1/4" MAX.
SHIM SPACE
BACKER ROD
APPROVED
SEALANT
EXTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD -
1/4" MAX. APPROVED
SHIM SPACE SEALANT
METAL
MIN. STRUCTURE
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 SHIM SPACE
1/2" MIN.
EDGE DISTANCE
INTERIOR
10 WOOD
SCREW / F
WOOD FRAMING J EXTERIOR
OR 2X BUCK
BACKER ROD
8Y OTHERS &
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
RIGID FILLER
1/4" MAX.
SHIM SPACE
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACEF
3/4" MIN.
EDGE DISTANCE INTERIOR
10 SMS OR
SELF DRILLING
SCREWS
EXTERIOR
METAL
STRUCTURE BACKER ROD
BY OTHERS APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE 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
SIGNED: 1111512016
MI WINDsoWw. ArnnDK DOORS, LLC R IILIoq// GRATZ, PA 17030 v••XGENS •s
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT rr _
FINLESS INSTALLATION DETAILS WITHOUT FILLERS 6 , TAT OF
L Q' \ RIdDRAWN: DWG NO. REV
J.L. 08-02357 B/SS•
INALI\
X•
LUIS R. Lomas P.E.
FL No.: 62514
SCALE NTS DATE 09/03/14 SHEET OF 12
L. ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 rllomas@Irlomaspe.com
REVISIONS '
APPROVED
2 1/2" MIN.
REV DESCRIPTION
A REVISED INSTALLATION DETAILS
DATE
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.
OPTIONAL 1X BUCK
e
1 1/4" MIN. e
EMBEDMENT
SEE NOTES 3 — 7
e• EMBEDMENT
SHEET 1
CONCRETE/MASONRY
BACKER ROD J 1/4" MAX. BY OTHERS 1/4" MAX.
APPROVED SHIM SPACE SHIM SPACE
SEALANT 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
1/4" MAX. 2 1/2"
OPTIONAL 1X BUCK
SEE NOTE 3 — 7
SHIM SPACE MIN.
SHEET 1
EDGE
DISTANCE EXTERIOR
CONCRETE/MASONRY 1 BACKER ROD
BY OTHERS e
a 1 1 4" MIN.
APPROVED
e
EMBEDMENT
SEALANT
JAMB INSTALLATION DETAIL
1,;
a
g `
e. "
CONCRETEIMASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRYINSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
X 1111III11/i775R.i L 0 17 ii
GRATZ, PA 17030 XGEf4,q
NOTES: SERIES 185 ALUMINUM FIXED WINDOW k•'('0 51
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT
FINLESS
BY OTHERS TO BE
INSTALLATION DETAILS WITHUT FILLERS TOF t
ATW` DESIGNED
IN ACCORDANCE WITH ASTM E2112 DRAWN - DWG NO. RB
S OS—O23S7 77/
7/11NA `j``\ SCALEDATESHEETNTS09/03/14 5 OF 12 L.
ROBERTO LOMAS P. E. LUIS R. Lomas P.E. 1432
WOODFORD RD LEWISVILLE, NC 27023 FL
NO.: 62514 434-688-0609 rIlomasCalrlomaspe. m
REVISIONS
1/2" MIN.
REV DESCRIPTION DATE APPROVED
I EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L.
WOOD FRAMING
OR 2X BUCK
i 1/4" MIN.
METAL
STRUCTURE
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
BY OTHERS
EMBEDMENT
BY OTHERS 1/4" MAX.
SHIM SPACE
1/4" MAX.
BACKER ROD SHIM SPACE BACKER ROD
APPROVED APPROVED RIGID FILLER
SEALANT RIGID FILLER SEALANT
SS OR 10
WOOD SCREW R SELFGRILLINGSCREW
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. APPROVED La 1/
4" MAX. SEALANT
SPACE SEALANT F
SHIM SPACE 1SHIMWOOD
FRAMING 1 1/4" MIN. METAL
STRUCTURE
NOTES: OR
2X BUCK EMBEDMENT BY OTHERS 1.
INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 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 E2172 I
rEDGE2DISTANCE VERTICAL CROSS SECTION VERTICAL
CROSS SECTION METAL STRUCTURE INSTALLATION WOOD
FRAMING OR 2X BUCK INSTALLATION 1
1/4" MIN. 1/4" MAX. EMBEDMENT
SHIM SPACE RIGID
FILLER 1/
2" MIN. EDGE
DISTANCE INTERIOR
I
10
WOOD SCREW
L WOOD
FRAMING EXTERIOR OR
2X BUCK BACKER
ROD BY
OTHERS & APPROVED
SEALANT
JAMB
INSTALLATION DETAIL WOOD
FRAMING OR 2X BUCK INSTALLATION 1/
4" MAX. SHIM
SPACE T—
RIGID FILLER 3/
4" MIN. EDGE
DISTANCE I
INTERIOR
10
SMS OR SELF
DRILLING SCREWS
EXTERIOR
METAL
STRUCTURE
BACKER ROD BY
OTHERS APPROVED SEALANT
JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION SIGNED:
1111512016 DOORS,
LLC MIWINDOWWMADKETNSF
GRATZ, PA 17030 ST.`\\
J\S REIt109 i/ M••
XG 061
SERIES185ALUMINUMFIXEDWINDOW7L
X 72" NON IMPACT FINLESS
INSTALLATION DETAILSWITH RIGID FILLERS OF y0 ; TATMe dLpR1UP• \\
CG\ DRAWN:
DWG 110. REV 08
57 B Z/SS/ONA 1I LUIS
R. Lomas P.E. FL
No.: 62514 GALE
NTS OnrE 09/03/ 14 SOEET OF 12 L.
ROBERTO LOMAS P.E. 1432
WOODFORD RD LEWISVILLE, NC 27023 434-
688-0609 rllomas@lrlomaspe.com
REVISIONS '
2 1/2" MIN.
REV DESCRIPTION DATE APPROVED
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.
e 1 1/4" MIN. EMBEDMENT
OPTIONAL 1 X BUCK
EMBEDMENTSEENOTES3 — 7
SHEET 1 r
CONCRETE/MASONRY
BACKER ROD J 1/4" MAX. BY OTHERS 1/4" MAX.
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 INTERIOR
3/16" TAPCON
BACKER ROD
APPROVED RIGID FILLER
SEALANT a
1/4" MAX. 2 1/2"
OPTIONAL 1X BUCK
SEE NOTE 3 — 7
SHIM SPACE MIN.
SHEET 1
EDGE
DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD
BY OTHERS
L°
1 1/4" MIN.
APPROVED
e<... a <
EMBEDMENT
SEALANT
JAMB INSTALLATION DETAIL
d
CONCRETE/MASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
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 ASTM E2112
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: DWG NO, I
REV
J.L. 08-02357 B
SCALE NTS IDATE 09/03/14 5"EET7 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-686-0609 rllomasoo lrlomaspe—M
SIGNED: 1111512016
R
I I`I0
M .OENSFgs i
s rA
d s C OR1DP G
w/QNA 110a\
Luis R. Lomas P.E.
FL No.: 62514
r
1 /2" MIN.
I EDGE DISTANCE
WOOD FRAMING 1 1/4" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1/4" MAX.
BACKER ROD & SHIM SPACE
APPROVED SEALANT
BEHIND FLANGE
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD &
APPROVED SEALANT UZI 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 SHIM SPACE
j1/2" MIN.
EDGE D;STANC
INTERIOR
10 WOOD
SCREW
WOOD FRAMING
EXTERIOROR2XBUCK
BY OTHERS BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
f 3/4^ cMINlrr
1/4" MAX.
SHIM SPACE
10 SMS OR
LF DRILLING
CREW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
BACKER ROD & RIGID FILLER
APPROVED SEALANT
BEHIND FLANGE 1/4" MAX.
1 SHIM SPACE
M ETAL -
STRUCTURE
BY OTHERS
3/4" MIN
EDGE DISTANCE T
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
M ETAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
I
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
REIA51ONS
REV DESCRIPTION I DATE 11 PPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 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
SIGNED: 1111512016
MI WINDO WW DOORS, LLC1R!IL109,% MADKET
GRATZ, PA 17030lkCENs S
SERIES 185 ALUMINUM FIXED WINDOW sir+ pig *=
73" X 72" NON -IMPACT
FLANGE INSTALLATION DETAILS WITHOUT FILLERS'• TOVSTATEOF
DRAWN: DWG N0. REV ZOR\DP•
DS B j ASSjONA11E
GALE NTS °ATE 09/03/14 sOEET87 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
LUIS R. Lomas P.E.
FL No.: 62514434-688-0609 rllomas@Irlomaspe.com
REVISIONS `
2 1/2" MIN.
REV DESCRIPTION
A REVISED INSTALLATION DETAILS
DATE APPROVED
06/01/15 R.L.
EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS
1 1/4" MIN.
an. a 1 1/4" MIN. EMBEDMENT
OPTIONAL 1 X BUCK a' EMBEDMENT
SEE NOTES 3 — 7
SHEET 1 r
CONCRETE/MASONRY
n
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 a
OPTIONAL 1 X BUCK 1/4" MAX. 2 1 /2'
SEE NOTE 3 — 7 SHIM SPACE MIN.
EDGE
a °
SHEET 1
DISTANCE DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD &
BY OTHERS
a. ° 1 1/4" MIN.
APPROVED SEALANT
a n
a EMBEDMENT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
A '
CONCRETE/MASONRY INSTALLATION
2 1 /2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWSAND DOORS, LLC 1R IIi1oM9% 0 W. MAK ET ST. GRATZ,
J\
S PA
17030 v,•VCENS +% NOTES:
SERIES 185 ALUMINUM FIXED WINDOW tk• p51 *= 1.
INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT r NOT
SHOWN FOR CLARITY. 2.
PERIMETER AND JOINT SEALANT BY OTHERS TO BE FLANGE
INSTALLATION DETAILS WITHOUT FILLERS qi rar 1/O F t
k ;
tom` 0
Q`
DESIGNEDINACCORDANCEWITHASTME2112DRAWN: DWG 110. REV 08
SOEE3$7 B i7Ss,pNAL1
G\ GALE
DATE NTS09/03/14 9 OF 12 L.
ROBERTO LOMAS P. E. Luis R. Lomas P.E. 1432
WOODFORD RD LEWISVILLE. NC 27023 FL
NO.: 62514 434-
688-0609 alcmas@Irlomespe.com
1/2" MIN.
EDGE DISTANCE
WOOD FRAMING 1 1/4" MIN
OR 2X BUCK - EMBEDMENT
BY OTHERS
1/4" MAX.
BACKER ROD & SHIM SPACE
APPROVED SEALANT
BEHIND FLANGE RIGID FILLER
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
EMBEDMENT
1/2" MIN.
EDGE DISTANC
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/4" MAX.
SHIM SPACE
RIGID FILLER
INTERIOR
EXTERIOR
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
1/4" MAX.
SHIM SPACE
CID FILLER
10 SMS OR
LF DRILLING
REW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
BACKER ROD & RIGID FILLER
APPROVED SEALANT
BEHIND FLANGEJAL— 1/4" MAX.
SHIM SPACE
METAL
STRUCTUREBYOTHERS
3/4" MIN
EDGE DISTANCE z
VERTICAL CROSS SECTION
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACE
RIGID FILLER
3/4" MIN. INTERIOR
EDGE DISTANCE 7,1
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 DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 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
SIGNED: 1111512016
DOORS, LLCMIWINDOWW
I ILMADKETST.\,\J SIR
GRATZ, PA 17030 i••XC ENSF
SERIES 185 ALUMINUM FIXED WINDOW it• 0
1,0; 73" X 72" NON —IMPACT
o j(/j;A-
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 1 $T
DRAWN: DWG NO. REV%''
n s;CQR10P•G'\ J.L. 08-02357 B
SCALE NTS DATE 09/03/14 sNEET 10 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC27023
LUIS R. Lomas P.E.
FL No.: 62514434-666-0609 rllomas@Irlomaspe.com
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1 X BUCK
SEE NOTES 3 - 7
SHEET 1
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
BACKER ROD & -
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL 1 X BUCK -
SEE NOTE 3 - 7
SHEET 1
CONCRETE/MASONRY
BY OTHERS
2 1/2" MIN.
EDGE DISTANCE
a
a. 1 1/4" MIN.
d` EMBEDMENT
rI 4"MAX.
IM SPACE
IGID FILLER
16" TAPCON
3/16" TAPCON
RIGID FILLER
1/4" MAX.
SHIM SPACE
a a
a.
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
1 1/4" MIN.
EMBEDMENT
c
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1 X BUCK
SEE NOTES 3 - 7
SHEET 1
3/16" TAPCON ° <
2 1/2" °
MIN.
a
EDGE
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 10/27/16 1 R.L.
1 /4" MAX.
SHIM SPACE
r RIGID FILLER
INTERIOR
DISTANCE EXTERIOR
BACKER ROD &
1 1/4" MIN.
APPROVED SEALANT
EMBEDMENT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETE/MASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS ND DOORS, LLC 1R IlloNOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, MADK ET ST.
N\\,
E N SF9s oNOTSHOWNFORCLARITYGRATZ, PA 1 7030 6
SERIES 185 ALUMINUM FIXED WINDOW2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
73" X 72" NON -IMPACT q
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS Vy0 , TAT OF
5 L(}R10p;'G'\ DRAWN: DWG NO. REV
DS B/0NA IEN',. GALE GATE SOEE3S7NTS09/03/14 11 OF 12
L. ROBERTO LOMAS P.E. LUIS R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023 FL NO.: 62514
434-688-0609 rll—as@l'lomasve.com
REVISIONS
DATE APPROVEDREV
A
DESGRIPTION
REVISED INSTALLATION DETAILS 06/01/15 R.L.
APPROVED B REVISED NAME AND ADDRESS 10/27/16 R.L.
SEALANT
BEHIND FIN 1 1/4 1. MIN.
EMBEDMENT
6 WOOD WOOD
SCREW FRAMING
BY OTHERS
U1111 1/4" MAX.
SHIM SPACE WOOD FRAMING
1/4" MAX
3/8" MIN J BY OTHERS I SHIM SPACE
EDGE DISTANCE
6 WOOD
INTERIORSCREW
INTERIOR
1/4" MAX
SHIM SPACE
3/8" MIN
Jp
EDGE DISTANCE
6 WOOD WOOD
SCREW I FRAMING
APPROVED IF----- 1 1/4" 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
DRAWN: DWG NO.
I
REV
J.L. 08-02357 B
SCALE NITS I DATE 09/03/1 4 1 SHEET 12 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 Alomas@Irlomaspe.com
SIGNED: 1111512016
1R !
iLI
o
XC,EIVg -10,
TAT OF
ONA1ilE
Luis R. Lomas P.E.
FLNo.: 62514
Florida Building Code Online Page 1 of 3
t '+ ' 3 SEs _L awr .
it
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USER: PublicUserdbp,
Product Approval Menu > Product or Application Search > 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
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
iZ 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.odf
1710.5.3
Method 2 Option B
http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWI S... 9/7/2017
Florida Building Code Online Page 2 of 3
0
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 FL15353 R2 II 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 FL15353 R2 AE 512072A.ndf
span: 52-1/8". Created by Independent Third Party: Yes
15353.2 5764 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 II 08-01439A.pdf
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 512063A.pdf
span: 83" Created by Independent Third Party: Yes
15353.3 5765 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 II 08-01449A.pdf
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 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 FL15353 R2 II 08-01440A.pdf
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 512064A.pdf
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 FL15353 R2 II 08-01442A.ndf
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 512066A.pdf
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 I1 08-01451A.pdf
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 512075A.Ddf
span - 104-1/4" Created by Independent Third Party: Yes
15353.7 CM-18523 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 II 08-01452A.pdf
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.pdf
span - 104-1/4". Created by Independent Third Party: Yes
i
15353.8 CM-18531 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.pdf
Verified By: Luis R Lomas, PE PE-62514
http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI S... 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.Ddf
span - 83" Created by Independent Third Party: Yes
115353.9 1 CM-18532 I Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R2 II 08-01453A.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 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 FL15353 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 Jiff
span: 104-1/4". Created by Independent Third Party: Yes
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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 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, 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:
e;.lek -wa
Credit :Card
safe.
http://www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtHS 572gvdWI S... 9/7/2017
NOTES:
1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO
COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2)
3)
4)
5)
6)
7)
8)
9)
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.
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.
APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS.
DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS, INC.
DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN.
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 REQUIRED 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 REQUIRED
DESIGN PRESSURE OBTAINED IN STEP 1.
TRIBUTARY WIDTH =
W1 + W2
2
REVISIONS
REV DESCRIPTION I DATE I APPROVED
A REVISED INSTALLATION DETAILS 1 06/10/15 1R.L.
ANCHORING NOTES:
1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 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
1 NOTES
2 CONFIGURATIONS AND DP CHART
3 INSTALLATION DETAILS
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
DRAWN: OWG NO-
V. L. 08-01439
SCALE NTS DATE 01 /1 1 /12 1 SHEET 1 OF 3
SIGNED: 0611112015
119
I ILO liJ///
GENS•'9d, -
o
TAT )
REv <pR1p
q ij s/0NA `1E\
107 3/8"
COMBINED WIDTH
W1 I W2 -
83"
FRAME
HEIGHT WINDOW WINDOWILMULLION
SPAN)
I
107 3/8"
COMBINED WIDTH
W1 -jr W2 -
83"
FRAME WINDOW
HEIGHT WINDOW
MULLION
SPAN)
107 3/11"
COMBINED WIDTH
W2
WINDOWBY
FRAME
HEIGHT WINDO ll WINDO
MULLION
SPAN)
IL
W1 -L W2 - L:-
COMBINED
107 3/8"
WIDTH
Design pressure ratin s
Mullion
span (in)
Tributary width (in)
18.13 25.50 36.00 42.00 48.00 52.13
25.00 130.0 130.0 130.0 130.0 130.0 130.0
37.38 130.0 130.0 127.2 127.0 127.0 127.0
49.63 120.7 94.3 77.9 73.8 72.1 72.0
62.00 71.0 52.2 39.7 35.9 33.4 32.3
65.63 59.6 43.7 33.0 29.6 27.4 26.3
72.00 44.9 32.1 24.4 21.8 19.9 19.0
84.00 28.1 20.3 15.0 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.
FF
HE
ME
Sr
107 3/8"
COMBINED WIDTH
W1 -jrW2 -
83"
WINDOWFRAME 1NDOW
HEIGHT
MULLION
SPAN)
COMBINED WIDTH
W1
WINDOWAME
l
lIY
WINDOWGHT
LLION
WINDOW /l
d
W1 W2 -
107 3/8"
REVISIONS
REV I DESCRIPTION DATE I APPROVED
IAREVISEDINSTALLATIONDETAILS06/10/15 R.L.
107 3/B"
COMI-
BINED WIDTH
F_ W2
883"
W1
WINDOW f
FRAME
HEIGHT WINDOW 4 WINDOW
MULLION
SPAN)
IL
IW1 W2 - L:-
COMBINED
107 3/8"
WIDTH
APPROVED CONFIGURATIONS
MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED
WIDTH DOES NOT EXCEED 107 318"AS SHOWN HEREIN.
Design pressure rating (pst) with rebar
option
Mullion
span (in)
Tributary width (in)
18.13 25.50 36.00 42.00 48.00 52.13
25.00 130.0 130.0 130.0 130.0 130.0 130.0
37.38 130.0 130.0 127.2 127.0 127.0 127.0
49.63 120.7 94.3 77.9 73.8 72.1 72.0
62.00 92.4 70.0 53.3 48.1 44.8 43.4
65.63 80.0 58.6 44.2 39.7 36.7 35.3
72.00 60.3 43.9 32.8 29.2 26.7 25.5
84.00 37.7 27.3 20.1 17.7 16.0 15.1
LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE.
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
APPROVED CONFIGURATIONS AND RATING CHARTS
DRAWN: DWG NO, I REV
V.L. 08-01439 A
SCALE NTS I DATE 01 / 1 1 / 12 1 SHEET 2 OF 3
SIGNED: 0611112015
iLl0
it • 0(,fi 5 _
0, STATOF w
2 1/2" MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
1/4„
MIN. EMBEDMENT
I II
I II
I IIJI
r--- UI
1/4" TAPCON
SECT5796 0.541 3„
CLIP
T-
OPTIONAL
REBAR
U _
SECT 5764
MULLION
MT000022
CLIP
10 WOOD SCREW
II I
I I
1 3/8" MIN.
EMBEDMENT
WOOD FRAMING/
1/2" MIN. 2X BUCK
EDGE L 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"
1.375'
MT000022 CLIP
16GA (.0637 GALVANIZED STEEL
2.14 0" - 1
U 1 J1. 25"
SECT5764 MULLION
ALUMINUM 6005-T5.125" THICK
0.688"
1.531 "
RF-185-2 REBAR
16 GA (062) GALVANIZED STEEL
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 106/10/15 R.L.
3.750"
1.000" 0.375"
0.422"
I
2.032" 2.875"
0" 0.8443
4.000" SECT5796 CLIP
2X 00.210"
FOR CONCRETE INSTALLATION
ALUMINUM 6063-T5.125" THICK
3.750"
2.189" -
1.0 O" 0.375"
0.843"
1.562"
2X 00.210"
I
1.562"
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063-T5.125" THICK
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
INSTALLATION DETAILS AND COMPONENTS
DRAWN: I DWO NO.
V.L. 08-01439
SCALE NTS DATE 01/11/12 ISHEET3 OF 3
SIGNEO: 0611112015
C
i, •G E N S$ .* - P
TAT
5 '
1"`
A//S/0NA1.110
Florida Building Code Online Page 1 of 3
BCIS Home i Log In ! User Registration Hot Topics j Submit Surcharge Stats & Facts i Publications i FBC Staff ; BCIS Site Map I Links Search
b Product Approval
P USER: Public User
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL13223-R3
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
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@jameshardle.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
R' 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.
I Validation Checklist - Hardcopy Received
Certificate of Independence FL13223 R3 COI RIO - Certificate of Independence.PDF
Referenced Standard and Year (of Standard) Standard
ASTM C1186
ASTM E330
Year
2007
2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL13223 R3 Eouiv ASTM C1186 Equivalency Signed.pdf
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ A7tDgvRk6bsvZ66FC... 9/7/2017
Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
Summary of Products
1
Method 1 Option D
08/17/2015
08/26/2015
09/07/2015
10/16/2015
08/09/2017
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-2556-15 Panel metal-wood.pdf
FL13223 R3 II ER RIO.2578-15 Panel to Furrinq.pdfApprovedforuseoutsideHVHZ: Yes
FL13223 R3 II Install Cemoanel Sidina.DdfImpactResistant: Yes
Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.pdf
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.pdf
FL13223 R3 AE ER RIO-2578-15 Panel to Furring.pdf
FL13223 R3 AE NOA 15-0122.04.pdf
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.pdf
FL13223 R3 II ER RIO.2578-15 Panel to Furring.pdfApprovedforuseoutsideHVHZ: Yes
FL13223 R3 II Install HardiePanel Siding.DdfImpactResistant: Yes
Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.pdf
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.pdf
FL13223 R3 AE ER RIO 2578 15 Panel to Furrin df
FL13223 R3 AE NOA 15-0122.04.pdf
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.pdf
FL13223 R3-II ER RIO-2578-15 Panel to Furrinq-pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL13223 R3 II Install Prevail Panel Siding.Ddf
Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.pdf
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.pdf
FL13223 R3 AE ER RIO-2578-15 Panel to Furring.pdf
FL13223 R3 AE NOA 15-0122.04.odf
Created by Independent Third Party: Yes
Back Next
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 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, 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:
http://www.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017
Florida Building Code Online Page 3 of 3
Credi Lard
Safe
http://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQ tDgvRk6bsvZ66FC... 9/7/2017
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 1 B, 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.
RO. NALD I. OGAWA & ASSOCIATES., INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie-com
EVALUATION SUBJECT
HardiePanel® Siding
James Hardie Product Trade Namescovered. in. this evaluation: HardiePanel®
Siding, Cempanel(D Siding, Prevail"" :Panel Siding EVALUATION
SCOPE: ASCE
7-10 2014
Florida Building Code 2012.
International Building Code(D RONALD
1. OGAWA ASSOCIATES, INC. 16835
ALGONQUIN STREET #443 HUNTINGTON
BEACH, CA 92649 714-
292-2602 714-
847-4595 FAX PROJECT:
RIO-2556-15 EVALUATION
PURPOSE-. This
analysis is to determirie the maximum design,3-second, gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metalframing with nails
or screws. REFERENCE REPORTS:
1. Intertek
Report 3057913 (ASTM C1186) Material properties HardiePanel Siding P. Ramtech
Laboratories Report iC-1270-94 (ASTM E330) Transverse Load Test, 5116" 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 3. Ramtech
Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir'mod studs spaced at 24 inches on -center
with a 6d common galvanized nail 4. Ramtech
Laboratories, Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at
16 inches on center with a 4d, 0.091 inch shank by 0.225"inch head diameter by 1.5 inch long ring shank nail 5. Ramtech
Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 114" 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 IC-1055-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced.at 24 inches on center with
a No 6 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7..Ramtech
Laboratories, Report 11149.9811554d (ASTM E330) Transverse Load Test, 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. long X 0.25 in. head diameter pin fastener 8. Ramtech
laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5716" 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, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with
a 6d common galvanized nail 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 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech
Laboratories Report:IC-1057-89 (ASTM E72) Racking Shear Test, 5/16"'Thick by 48 inch wide. HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on
center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle bead screw 12. Ramtech
Laboratories Report.11284-9911580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanelSiding 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 0.25 in. head diameter pin fastener 0 tlltittll7jjf,J7,
j77j
241.-
LAMES HARDIE BUILDING PRODUCTS, INC..
1-888-542-7343
info@jameshardie.com
TEST RESULTS. -
Table la, Results of Transverse Load Testing
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN. STREET #443
HUNTINGTON BEACH, CA 92649
714,292-2602
714-847-4595 FAX
PROJECT: RIO-2556-15
Fastener Spacing
in 1
Allowable
Frame Ultimate: Design
Thickness Width Spacing Perimeter Field. Load Load'
Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type PSF) PSF)
IC-1.270-94 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-127:1-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 4.7.7
10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG >_ 0,36 16 4 8
4d, 0.091 in. shank X 0.225 in.
90 30.0
HD X 1.5 in. long ring shank nail
Min, No. 20 gauge X 3.625 in. X Min. No 8 X 1. in. long. X 0.323 in
IC-1054-89 Ramtech 0.25 48
1.375 in metal stud
16 6 6. head diameter ribbed -bugle 169-9 56.6.
head screw
Min. No 8 X 1 in. long X 0.323 in
IC-1055-89 Ramtech 0..
375
Min. No. 20 gauge X 3.625 in. X 24 66 head diameter ribbed bugle 91.9 30.6.
in metal stud head screw
ET&F 0.100 in. knurled shank X
11149-98/'1554d Ramtech 0.3125 4B Min. No. 20 gauge X 3,625 in. X 24 4 8 1.5 in. long X 0.25 in. head 1.70 56.7 1.375 in metal
stud diameter pin fastener ET&
F.0,100
in. knurled shank X 11149-9811554d Ramtech 0.
3125 48 Min. No. 20 gauge
X 3:625 in. X 16 4 8 1.5 in. long X 0.25 in. head 101 33-7 1.375 in metal
stud diameter pin fastener 1..
Allowable Load is
the Ultimate Load dividedby a Factor of safety of 3. 2..HardiePanel Siding complies: with
ASTM C1186,.Standard Specification for Grade I/,. 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 in.) Frame Ultimate
Allowable Thickness
Width
Spacing Perimeter Field
toad' Load3 Report Number Test Agency in.)
in.) Frame Type in.) Supports Supports Fastener T Pe pif) plf) IG1273-94 Ramtech 0.3125
48 2X4 wood Hem -Fir 16 6 6 z6dcommon 603.8 201.3 IC-1.273-94 Ramtech
0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0,
3125 48 2X4 wood Hem -Fir 24, 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech U31.
25 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 4d; 0.091 in. shank
X 0.225 in. . 10868 9711475 Ramtech 0.3125
48 2X4 wood, SG 0.36 16 4 8 HD X 1,5 in. long ring shank, nail 595 4 198.5 Min. No 8 X I
in. long X 0,323 in IC-1057-89 Ramtech 0.
25 48 Min. No. 20 gauge X 3.625 in. X 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 y.375 in metal stud
head screw ET&F 0.
100 in.
knurled shank X 11284-9911580 Ramtech 0.3125
48 Min. No. 20 gauge X 3.625 in.
X 16 4 8 1.5 in. long X 0.25 in, head 1227.0 153.4 1.375 in metal scud diameter pin: fastener
ET&F 0.100'in.
knurled shank X
11284-9911580 Ramtech 0.3125 48 Min. No.
20 gauge X 3.625 in. X 24 1 4 TEI 1:5 in. long X 0.25 in. head 1060.0 132.5 1.375 in metal stud diameter pin fastener 1..,AIi board edges
shall be supported by framing.
Panels shall be
applied with the long dimension either parallel orperpendicular to studs. 2. The maximum height -to -length ratio for construction in this Table
is2A. 3. In the steel,framed assemblies the allowable load is based on
the average load at 118 inch net deflection. 2412 b iAl t RED 14111(iiil 1
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@jpmeshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind load. capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load 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 load is based on factor of safety of 3, allowable design bads 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 loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7-
10 Figure 26.5-1A, Figure 26.5-113, and Figure 26.5-1C.
Forthis 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 load factor of 0.6 applied to the wind: velocity pressure.
Equation 1, q= 0:00256'K'Ku"Ktl'VZ jref. ASCE 7-10 equation 30.3-1;)
q, , velocity.pressure atbeightz
IK= , velocity pressureexposurecoefficient evaluated at height z K= ,
topographic factor K, ,
wind directionality factor V ,
basic wind speed (3-second gust MPH) as determined from [2012 IBC. 2014 FBCj Figures 1606A, B; or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation
2, V=
V„ n (ref 2012 IBC & 2014-FBC Section 1602.1 definitionsf Vut ,
ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE.7-10 Figures 26.5-1A, B,
or C Equation
3, p=q,* (GCP GCP) {ref. ASCE 7-10 equation 30.6-1) GCv ,
product of external pressure coefficient and gust -effect factor GC,; ,
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 qr into Equation 3, Equation
4, p=0.00256'K, Kz,*VV cz'(GCp GCv;) Allowable
Stress Design, ASCE 7-10 Section 2.4,1, load combination 7 Equation
5. 0.6D + 0.6W (raf. ASCE 7-10 section 2.4.. , load combination 7} D ,
dead load W ,
wind load 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, pad = 0.6'[p] Equation
7, pad = 0.6"[0.00256`K'Kn.'Kd*V„e2'(GCP GCv;)j Equation
7 is used to populate Table 3,. 4, and 5. To
determine the allowable ultimate basic wind speed for Hardie.Siding: in Table 6, solve Equation 7 for V d;;, Equation
8, V o =(p.,10.6`0.00256'K,'K,i'K,,'(GCv-GCp))cs Applicable
to methods specified in Exceptions 1 through 3 of f2012 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,d,' (0.6f' {ref. 2012 IBC & 2014 FBC Section 1609.3.1) Via .
Nominal design wind speed (3-second gust mph) f, of..209218C & 2014 FBC Section .16'02.1) Table
2, Coefficients and Constants used in Determining V and p, Ki
Wall Zone 5. Height (
ft) Exp B Exp C Exp D C. Kd GC GC ;_ 0-
15 0.7 0.85 1.03 hs60 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 0.85 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 1.4 0.18 45
0.785 1.065 1.245 1 A 0.18 50
0.81 1.09 1.27 1VO
1.
4 0.18 55
0.83 1.11 1.29 1.4 0.18 60
0.85 1.13 1.31 1.4 0.18 100
0.99 1.26 143 h>60 1 0:85 1.8 0.18
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@jarnesharcrie.com
Table 3, Allowable Stress Design -Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category B,
Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (ft) B B B B B B B B B B B B B B
0-15 14.4 15-9 17:5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46:8 52.1 57.8 63.7
20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
30 14.4 15.9 17.5 19.1 20.8 24A 28.3 32.5 37.0 41.7 46.8 52.1 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 22.6 26.5 30.7 1 -35.3 40.1 1 -45.3 50.8 56.6 1 -62.7 69.1
45 16.2 17.9 19.6 21.4 23.3 27.4 31..7 36.4 41.5 46.8 52.5 58.5 64.8 71.4
50 16.7 18A 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 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5
60 1 U-36:910025.6 28.2 43.3 50.2 57.6 65.5 74.0 82:9 92.4 102.4 112.9
Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be.Resisted at Various Wind Speeds.- Wind exposure Category C,
Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 1,90 200 210
Height (ft) C C C C C C C C C C C C C C
0-15 17.5 19.3 21.2 23.2 25:2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3
20 18.6 20.5 22.5 24:6 26.7 31.A 36A 41.8 47.5 53:7 60.2 67.0 74.3 81.9
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 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58A 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 60.2 675 752 83.3 91.9
40 21.5 23.7 1 -2&0 28.4 30.9 36.3 1 -42:0 48.3 54.9 62.0 69.5 77.4 85.8 94.6
45 22.0 24.2 1 -2&6 29.1 31.6 37A 43.1 49.4 56.2 1 -63.5 71.2 79.3 87.9 96.9
50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65 0 72.9 81.2 89.9 99.2
55 22.9 252 27.7 30.3 33.0 38.7 44.9 51.5 58.6 662 74.2 82.7 91.6 101.0
60 23.3 25.7 282 30.8 33.6 39.4 45.7 52.4 59.7 67.4 75:5 84.1 93.2 102.8
100 32.6 35.9 39.4 43.1 46:9 55.0 63.8 73.3 834 94.1 105.5 117.6 130:3 143.6
Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be. Resisted. at Various Wind Speeds - Wind Exposure Category D,
Wind Speed (3-second gust) 100 105 110 115 120 1 130 140 150 160 170 180 190 200 21D
Height (ft) D D D D D D 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 54A 61.4 68.8 76.7 85:0 93.7
20 22.3 24.6 27.0 29.5 32.1 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 A5.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9
30 23.9 26.4 29.0 31.6 34-5 40.4 46.9 53.8 61.3 69.2 77.5 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 79.5 88.6 98.2 108.3
40 25.2 27.7 30.5 33.3 36.2 A2.5 49.3 1 -56.6 64.4 1 -72.7 81.5 1 -90.9 100.7 111:0
45 25.7 28.3 31.1 34.0 37.0 43.4. 50.3 57.8 65.7 742 83.2 92.7 102.7 113.3
50 26.2 28.9 31..7 34.6 37.7 443 51:3 58.9. 67.1 757 84.9 94.6 104.8 1.15.5
55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4
60 2 .0 2.7 35. 38. 45. 30 0.8 69. 8 1 8 :6 97:6 708.1 119.
100 37.0 40.8 44.7 48.9 53.2 62.5 72:5 83.2 94.6 106.8 119.8 133.4 147.9 163.0
Tables 3. 4, and 5 are based on ASCE 7-10 and consistent with the:2012 IBC, 2012 IRC and the 2014 Florida Building Code
OG
GIRT 1 FI G,,* Q
24121
STATE )F/
t?
lrllrailll utt><i ti
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #r443
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@jamesha rd ie. com
Table 6, Allowable Wind.S eed (mph) for HardiePanel Siding Anaf icat Method in ASCE 7.10 Chapter 30 C&C Part 1 and Part 3 e
20121BC. 2014 FBC 201218C. 2014 FBC G +
rvLil->
T+yTEPF/
frf' tlptr
i{
Coefficients used 1n Table 6 calculations forll„„
Allowable, Ultimate
Design Wind, Speed,
vurc ,vasa5
3-second gust mph)
Allowable, Nominal
Design Wind, Speed,
e2-
1
3-second gust mph)
Applicable to methods
specified in [2072 16G,
1609.07?i, aB determined
112012 IBC, 2014 FBC]
iFigures 1609A B, or C. 9
Applicable to methods.
specified.in Exceptions 1
rouh
o20g4
f[ 012
on
BC.
7609.1.7.
Wind exposure category Wind exposure catego . Siding K
Product
Product
Thickness
inches)
Width
finches)
Fastener
Type
Fastener
Spacing
Frame
Type
Stud
Spacing
inches)
Building
Heigh?"
feet)
B C D B C D
Allowable
Design
Load
PSF) Exp B Exp C Exp-D Ca k( GCp GCS
HardiePanel® 5116 48
6d
common
6
2X4
wood
Hem -Fir
16
0-15 186 168 153 144 130 118 49.7 0,7 0.85 1.03 n:560 1 0.85 1.4 1018
20 186 164 149 144 127 116 49.7 0.7 0.9 1.08 1 0.85 1A 0.18
25 186 160 147 144 124 114 09.7 0.7 0.94 1-12 1 0.85 1.4 0.1B
30 186 157 144 144 121 11.2 49.7 0.7 - 0,98 1.16 1 0.85 1A 0.18
35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 t 0.85 114 0.a8
40 178 152 141 138 118 109 49.7 0,76 1.04 122 1 0.85 1.4 0.78
45 175 150 139 136 117 108 49.7 0.785 1.065 1.245 1 0.85 1.4 0.18
50 172 149 138 134 115 107 49.7 0.81 1.09 1.27 1 0.85 1.4 0.18
55 170 147 137 132 114 106 49.7 0.83 111 1.29 1 0.85 1.4 0.18
60 168 146 136 130 113 105 49.7 0.85 1.13 1.37 1 0.85 1.4 0.18
100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 h>60 1 0.85 1:8 0.18
HardiePanet 5/16 48
6d
common
4
2X4
wood
Hem -Fir
16
0-15 233 212 192 181 164 149. 78.7 0.7 0.85 1.03 hs60 1 0,85 1..4 1.0.181
20 233 206 1 188 1 181 159 146 78.7 0.7 0.9 1.08 1 0.85 1.4 0.18
25 233 201 185 - 181 156 143 78:7 0.7 0.94 1.12. 1 0.85 1.4 0.18
30 233 197 181 181 153 140 78.7 0.7 0.98 1.16 1 0.85 1.4 0.18
35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 O.B5 1.4 0.18
40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18
45 220 189 175 171 147 136 48.7 0.785 1.065 1.245 1 0.85 1.4 0.18
50 4 187 173 3 145 134 78.7 0.81 1.08 127 1 0.85 1.4 0.18
55 214 185 172 166 144 133 78.7 0:e3 1.11 1.28 1 0.E5 1.41 0.18
60 212 184 1 171 164 142 132 78.7 0.85 1.13 1.31 1 0..85 1A 0.18
100 175 155 146 136 120. 113 787 0.99 1.26 1.43 h=60 1 0.85 1.8 0.18
HacdiePanels 5/16 48
6d
common
6
2X4
wood
Hem -Fir
24
0-15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h560 1 0.85- 1.4 0,18
20 6-7 130 119 32659 101 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0.18
25 7 127 116 5 98 90 31.3 0.7 0.94 1.12 1 0,85 1.4 0.18
30 147 124 114 114 96 89 31.3 03 0.98 1.16 1 0.85 1.4 0.18
35 144 123 113 112 95 87 31:3 0:73 1:01 1.19 1 0.85 1.4 0.18
40 141 121 112 109 94 86 31-.3 0.76 t04 122 1 0,85 1.4 0.18
45 139 119 110 108 92 86 31.3 0.785 1,065 t.245 1 0,85 14 0.18
50 137 118 109 106 91 85 31.3 0.81 1 1.,09 1.27 1 0.85 1A 0.18
55 135 117 108 105 91 84 31.3 0.83 1.11 1.29 1 0.85 1.4 0.18
60 134 116 108 103 90 83 31.3 0:85 1.13 1.31 1 0.85 1.4 0.18
100 111 98 92 86 76 71 31.3 0.99 1,26 1.43 h>60 1 0.85 1:8 0.16
HardiePanel 5716 48
6d
common
4
2X4
wood
Hem -Fir
24
0-15 182 165 150 141 128 116 47.7 0.7 0.85 1.03 h<60 1 0,85 1.4 0.18
20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0,85 1.4 0.18
25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 1.4 0.1E
30 182 154 141 1 141 1 119 109 47.7 0.7 0.98 1.16 1 025 1.4 0.18
35 178 151 139 138 117 108 47.7 0.731.01 1.19 1 0.85 1.4 0.18
40 174 149 138 135 116 107 47.7 0,76 1.04 1.22 1 0.85 1.4 0.18
45 172 147 136 133 114 106 47:7 0..785 1-065 1.245 1. 0.85 1.4 0.18
50 169 146 135 131 113 105 47.7 0.81 1.09 1.27 1 0.85 1A 0.18
55 167 144 134 129 112 104 47.7 0.83 1.17 1.29 1 0.85 1.4 0,18
60 165 143 133 128 111 103 471 0.85 1.13 31 1 0.85 1.4 0.18
100 137 121 114 106 94 86 477 0.99 1.26 143 lh>60 1 1 10.85- 1.8 1 0,18
HardiePanel` 5116 48
4d, 0.091
in. shank X
0.25 in.
HD
n. long rin1
ing
shank
nail 4
edge 8
field 2X4
wood
SG?
0.36 16
0-
15 144 1 131 119 1 112 101 1 92 30.0 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20
144 127 116 112 98 90 30.0 0.7 1 0.9 1..08 1 0.85 1..4 0.18 25
144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.85 1.4 0.18 30
144 122 11.2 112 94 87 30.0 03 O.98 1.16 1 0.85 1.4 0.18 35
141 120 111 109 93 86 30.0 0.73 1.01 1-19 1 0.85 1.4 F18 40
138 118 109 10.7 92 85 30.0 0.76 1.04 1.22 1 O.E5 1.4 0..18 45
136 117 108 105 91 84 30.0 0.785 1.065 1.245 1 0.85 1.4 0.18 50
134 116 107 104 9 83 30.0 0.81 1.09 1:27 1 0.85 1.4 0.'IB 55
132 114 106 103 89 82 30.0 0.83 - 1,11 1.29 1 O.ES 1.4 0.18 60
731 113 105 101 88 82 30.0 085 1.13 1.31 1 0.85 1.4 0,18 100
108 96 90 84 74 70 30.0 0 a9 1.261 143 jh>60 1 1 10.851 1.8 0.18
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 vr1`titltll111/fill/j
2012IBC. 2014 FBC 2012 JBC, 2014 FBC L t rfi -,
Allowable, Ultimate
Design Wind, Speed,
Allowable, Nominal
Design Wind, Sp eed,
V111.,
3-second gust mph)
Vacs .
3-second gust mph)
STATE F/
Applicable to methods
specified in[20121SC, Applicable to methods.
specified
fir- f )ar•.--``
f •` ,y J \
fIl'1%I2014FBC)Section
160
through 3noE[20P21BCtions ' I till
20121BC, 2014 FBC].
2014 FBC] Section
1609.1.1.,
Figures 1609A, B,or C. 9 Coefficients used:in Table:6calculations for Wind
exposure Cateao Wind exuosure cateoo Siding K. N
xProduct
Product
Thickness
inches)
Width
inches).
Fastener
Type
Fastener
Spacing
Frame.
Type
Stud
Spacing
inches)
Building
Height3
feet)
i3
C D a C D Allowable
Design
Load
PSF)
Exp-B Exp C. ExD D K,: Ke GCp GCr 0-
15 198 180 163 153 135 1.26 56.6 0:7 0.85 1.03 h560 1 0.85 1.4 0.18 HardiePanelD
1/4 46 Min.
No 8 X 1
in. long X 0.
323 in head
diameter
ebbed
bugle
head 6
Min.
No. 20
gauge X
3.625 in._
X 1.
375 in metal
stud:
16
20
198 175- 159 1.53 135 123 56.6 0.7 0:9 1.08 1 0.85 1.4 0.18 25
198 171 157 153 132 121 566 0.7 0.94 1.12 1 0.85 1.4 0.18 30
198 167 154 1 153 130 119 56.6 0.7 0.98 1.16 1 0.85 1.4 0.18 35
194 165 152 150 128 118 56:6 0.73 1.01 1.19 1 0.85 1.4 0.18 40
190 162 150 147 126 116 56.6 0.76 1.04 122 1 0.85 1.4 0.18 45
187 161 148 145 124 115 56.6 0,785 1.065 1.245 1 0.95 1.4 0.18 50
184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1.4 0.18 55
182 157 146 141 122 713 - 56:6 0.83 1..17 129 1 0.85 1:4 018 screws60
180. 156 145 139 121 112 56:6 0.85 1.13 1.31 1 0.85 1.4 0.18 100
149 132 1 124 115 102 96 56:6 0.99 1.26 1.43 h>60 1 0.85 1:81 0.18 0-
15 146 132 120 113 1 102 93 30.6 0.7 0.85 1.03 h560 1 085 1 1.4 0,18 20
146 128 117 113 99 91 30.6 0.7 0.9 1.08 1 0.85 1.4 0.16 HardiePane4
1!4 48 Min.
No 8X 1
in. long X 0:
323 in head
diameter
ribbed
bugle
head screws
6
Min.
No. 20
gauge X
3.625 in.
X 1.
375 in metal
stud
24
25
146 1.26 115 113 97 89 30.6 0;7 0.94 1.12 1 0.85 1.4 0.18 30
146 123 113 113 95 88 306 O.7 0.98 1A6 1 0..85 1.4 0.18 35
143 121 112 110 94 86 30.6 0.73 1.01 1.19 1 0,85 1.4 0,18 40
140 119 110 1D8 93 85 30.6 0.76 1.04 1.22 1 0.85 1.4 0.16 45
137 118 109 106 91 85 30:6 0.785 1.065 1.245 1 0:85 1.4 0.18 50
135 117 108 105 90 84 30.6 0.81 1.09 1.27 1 0.85 1.4 0.18 55
134. 116 107 104 90 83 30.6 O:a3 1.11 1.29 1 0,85 1.4 0..18 60
132 115 106., 102 89 82 30.6 0.85 1.13 1.31 1 0.85 1A 0.18 100
109 97 91 85 75 70 30.6 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HardiePanelO
5/16 48 ET&
F 0.
1001n. knurled
shank
X 1.
5 in. long in.
Xhead
headdiameter
pfo
fastene?
4
edge 8
field Min.
No. 20
gauge X
3.625 in.
X 1.
375 in metal
stud
16
0.
15 198 180 163 153 139 127 56-7 0.7 0.85 1.03 h_<60 1 0.85 1:4 0.18 20
198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1,4 0.16 25
198 171. 157 153 132 121 56.7 0-7 0.94 t12. 0s5 1.4 0.18 30
198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35
194 165 152 150 128 118 36.7 0.73 1.01 1.19 1 0.85 1.4 0.8 40
190 163 150 147 126 116 56.7 0.76 MA 1, 1 0.85 1.4 0.18 45
187 161 149 145 1.24 115 56.7 0.785 1.065 1.245 1 0.85 1:4 0..18 50
184 159 147 143 123 114 56:7 0.81 1..09 A.27 1 0.85 1.4 0.18 55
182 157 146 141 122 113 56.7 0.83 1.11 1.29 1 O 1.4 0.18 60
180 156 145 139 121 112 56.7 OB5 1.13 1.31 1 0.85 1:4 016 100
149 132 124 115 102 96 56.7 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HardiePanel@
5116 48 ET&
F 0.
100-in. knured
shank
X 1.
5 in. long X
0.25 in. bead
diameter
pin
fastener'
4
edge 8
field Min.
No. 20
gauge X
3.625 in.
X 1.
375 in metal
stud
24
0-
75 153 139 126 118 107 98 33.7 0.7 0.85 t03 h<_60 1 0.85 1.4 0.18 20
153 135 123 118 104 95 33.7 0.7 0.9 1.08 1 0.85 1A 0,18 25
153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30
1.53 129 119 118 100 92 33.7 0.7 0 48 1-16 1 0.85 1.4 0.1a 35
150 127 117 116 99 91 33.7 0.73 1,01 1.19 1 0.85 1.4 0.18 40
147 125 116 114 97 90 33.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45
144 124 115 112 96 89 33.7 0.785. 1,065 1.245 1 0.85 1.4 0..18 50
142 122 113 110 95 88 33.7 0.81 1.09 127 1 085 1.4 0.18 55
140 121 113 109 94 87 33.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60
139 120 192 107 93 87 33.7 0:85 1.13 1.31 1 0.85 1.4 0.18 100
115 102 95 89 79 74 33:7 0:99 1.26 1A3 h>60 I 0.85 1.8 0.18 1-
Screws Shall penetrate the metal tmating atleast three tuill tnreads. 2. Knurled
shank pins shall penetrate the metal framing at least 114 inch. 3. Building
height =mean roof height (in feet) of a building, except that eave height shall be used for roof angle 0 less than or equal to 10' (2-12 roof slope). 4. Vult =
the ultimate design wind speed (3-second gust mph) as determined by [2012 IBC, 2014, FBC] Figures 1609A, 1609B, or 1609C{ ASCE 7-10 Figures.26.5-1A, 26-5-1 B, or.26.5-1C. 5. Vasd.=
the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBC] Section 1609.1.1. 6. The
wind speeds in [2012 IBC, 2014 FBC] Figures 1609A,1609B and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with [2012IBC, 2014 FBC] Section 1609.3.1 to nominal design
wind speeds, Vasd, when the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation
of building height -and wind speed is permitted. 8. Wind speed
design assumptions per Analytical Method in ASCE.7-10 Chapter 30 C&C Part 1 and Part 3: F4;=1, Kd=0.85, GCP -1.4 (h<60), GCp -1.8 (h>60), GCpi=0.18. LIMITATIONS 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.ATTAGH€NG .TAMES HARDIE4& BRAND
FIBER-CEMENT—PANELS TO WOOD FURRING SOLUTIONS -....
JAMES HARDIE BUILDING PRODUCTS, ING. .
10901 ELM AVENUE
FONTANA, CA.92337
TABLE OF CONTENTS'
PAGE .. :..
COVER PAGE
EVALUATION SUBJECT 2 `
EVALUATION SCOPE 2 .,
EVALUATION PURPOSE:; °^ 2
REFERENCE REPORTS 2,-
TEST RESULTS 2
TABLE 1A. RESULTS OF TRANSVERSE LOAD TESTING 2
TABLE 1B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10- 0,0.
JUSTIFICATION. OF USING TH£ RESULTS ON LIGHT.GAUGE_STEEL FRAhIING ' 2': ,
DESIGN WIND LOAD PROCEDURES 3 .
TABLE, 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4'
TABLE 3; ALLOWABLE STRESS DESIGN G8C PRESSURES EXPOSURES 4
TABLE.4, ALLOWABLE STRESS:DESIGN C&C.PRESSURES EXPOSURE C 4
TABLE 5, ALLOWABLE STRESS DESIGN.C'&C PRESSURES EXPOSURE D" 4, ,:: ;
TABLE 6; ALLOWABLE WIND SPEED (M' PH) FOR I ARDIEPANEL SIDING 5-6:..
AS,PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT.TH£ LISTED PRODUCTS ARE IN COMPLIANCE WITH THE .; , „..
REQUIREMENTS OF THE ASCE 7--10, THE 2014 FLORIDA BUILDING CODE. AND THE "2012 €NTERNAT€CaNAi BUILDING CODE.
PREPARED SYi
RONALD 1. OGANA&ASSOCIATES. INC:.
16835 ALGONQUIN STREET "43'
HUNTINGTON BEACIi.'CA92649
714>292-2602"
714--647-4595 FAX
16 r
RONALO I, OGAi AAsssoc u. tNC.
i fiM A=NOUtN STREET *443
HUNT NGTON MkCH, CA 92649
I'} 71-N2-26OZ (F) 714-6477-4!i5
PROJECT. RIO-2578-15
EVALUATION SUBJECT
HariliePaitelS Siding
fames tiardk Product Trade Narswa covvmd in: this evaluation;
Hardi,ePww4Z, Sidang. Cernp ride Swung, o79va8- taanW Sidi tr
EVALUATION SCOPE:
2014 Fiords. auc"kinp Coda
2012 4wil ationa; 6uadi g Code
zolz Internzionxi', Reside, -itiatcode
EVALUATION PURPOSE;:
ThM a:Vislysit is is 44180e4o the matu+wm dasipn 3-soeond gust +Ind speed to beresisted by an assemby c1 eia;tiiaPana fcampanel, Preyaait Ramat :siding tasioned to wdr4f furfe-.-;.s. on eer awand a- metal framiog
Wirt nits or = OW REFERENCE
REPORTS; 1.,
in;ertok Raodrt 102M4M3COO-t' ik Tlamva sa bad tali: on A&-%kePww , TEST
RESULTS - Table
Is. #teaulta. of Transverse ::'toad TastitV . Fra.
na Faadertetr V:".r=7Eats- Alpwab;a- Tazl
Tfti x-*esg SPa 4i Spaa1'tg t=asianerType Coed Dasig., Readn.
Number A ::sti fin.) VA t-(at.) FrameT I,L) lint) and Dir ansions t°PBFI pSFI- Fa LTemode 1022024363CO3-
301h tnaatak O.SF22X4 48wood
stud, 3J4' Dickti'ck try 3,5' t& 8 140, 8-X 125`ictltT X tf.323' Hi:wide
i8:;.
1 t'ttsou;hArarsre wide-. Slsr hating mite~! bugir head s owa 10202436'.+
v-001A. tn:artatr O.3t25 -. t8 stud,
y 3.. 2X4wood3Wbt5
8 No
8:.2it X15` X U23'H f31.#
x3,e.. I._.. sniSrmirgh.. wide-.SPF hr<retg sttiixd tregte head scaw* ia2C2434=
0-0O1A: lrnerlak A,3S25_ 0wide 2X4
wood stud, W tltick. by 3,`a' 18 12- ta.
6 A1,25` tong X C2. 3`HD 1c06A GSA prdt MML*h. SPFtiara'g, nirood frugid t,CaD screws 10
O2s3fl3CO OOlA Irta.ek 0.3125 48 2X4 wood Stud. 314' trick o 15" y46 G O,M* snanr. X U,2.13" HO x i.' 1<
7,9 4a2 pW7iiacu2 fltaLlutE v4deSPFhoTng
gr atwnrna 7O2II"
ia3G3C0O-OOtA. antae:al' 0.3i2S a8 2X4 wood -Stud, atr5dt by 31T 2 4 8 rt tio,
8XI -7;; WN X ,,,43z" ri,.. 82..T 27.s p.D4C1.vu trim c,re, F uWw13eSPrrinvnobadI; ... ugt^lecadsTzew's I. AV.
tsstenara were msta ad an 11.M19:*4=A Penautt:rdn iota hxe trarnint7: tnarnams.. 2_A_
owzola to,= is da:arrm,,,ed from uii :n wto foodclMded by a taczarot salety:of 3. 3. HatdraPanal
Siding comiplift *tM AS.TM irtl ps, 5tarxdard Specficaaorr }arG:atk /3, T}'pa R hbr?asaesPsx FEtae:.r-amcnr Fiat Streets, Table 1b..
Analysis of Allowable Load for AS Screw at 10' 04. 98 Screw
Sa inrg Fallen*, Spacing:tin-
1 9 12 1O Fastener Tributary 2-,-"
fTfj 0.89 1.33 1,7t fctbwabm toad vs!
1 93.8 354. 315.8 1ndividaat Witmerload
tlb.l 38,9 47,2 43.1 Thr_ taWAner )cad for *6 &=Y * at 1 O` O,C, was caicuiated as the avemgV of „he lest reSa;: lw S" any 1.— O.C.. Ttm a o
a it load for i8 screw at; the zpartnp of Ur O.C: u o fu ring can be calalated by a iE: atug 61e ;as Rts of sa re fastene at 8" a w1 ti _ O,C., sir a be v nose sd ssr a ts;txe r xE d; taslE at p through tMIn the
panels, shown in tale utola, her stivxabts toad for sa Sore- installed s! IV, O.C. to wed iraring is 38.11 Pat. 1ustMcal pn of
Uslag the. Rssutts an Ught G*ugo Stool Praminu If. the Subject
tzndgl :lams, aft 121lanars wets snhcnad to tunic . Doty,. So whatW the tUar"atg is aMchad to %wd or staW. denting does rat arfac: panels' t'a'syrt9a bad c&.a- y_ is the Pr"cl e:t ginWs rospons,b,-,t'
fy to ens.ne M tun, ing arachIn »t SN "All tg rnaroahers to haw svtUGent load Mpatifes,. ' i, '1 j
T
f ki
y
11.ts
1
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RDNALD L 00AVAA5S0C4ATES,*'C-
IM5 ALGONOUIN STREET fl"3,
HVtMNGTON BEACH, CA 926A9
M 71/-2B2-2602: fF) 714-847-4%5
PROJECT; R10-2578-i5
DESIGN WIND LOAD PROCEDURES:
Foot -Grunt wiry :2nswft;044 cap4dw Iwo tpaa capad,.Y) m dategmnad via C=omw terov w =nviema to2d n=na4 tom maAdards, v'is vv ranc,re,,sa baa& test = attwaV4 clssi;n toad It
c0emmad basal on 9 12= Of ir-elY Of 3 kppftd 10 the LAM=& tUt LW,
Eq=uon 1, ql*o wz56lXl-K.'K.10 jmt ASCE 7-ID cjawot 30,3-7,1
msgum at
Kr.. etoGty or43aur. e*olum
topovaptk 1—Qt
Eqwfian 20
Y"A-44 icfimarway faaof
V, basic v6ndspew is-sezmz gi= MPH) as aaam,-Wd ftm=2 18C, Agaes 1609,k 8: wC; A.SCr: 7-10. F-rL"g 26,5-'A, 6.4rc
V. ftf, IBC Se--6.n 1602. f
V-, wl,lioi# das;yn wrw speeds (3.fieoxd gust MPH) aatffnninat7ftm 2DI2 IBC Figuees MP, S, orC; ASCE 7.*.o C fief.
ASCE7-10 ejZV:i&7 30,641 GC,,
prvAml of g4emia prassur WeWand cvd V'11-aflelcttacw Gcmfowct
Of alLernAl Prvs4vuq* coemem and Qusl-c: lacwt p dowan
pmauxo (PSF)!a odinp tavowig(Ws 406on load for "rv) To debof -
do3igr, p=sim s,*svixv G. ec Equation J, EqwU*n
4, APoW*W&
Siten OCS47r, ASCE 7-ib sz--jav 2.4,1, t=dcwnbina!;ir 7 EqkmUon 6, OLD-
0,6w ftel, ASCE 7-c "cf;wrs 1.4. lo&zt 0 dead Toad
W.*!Mood To
o*ftv:
iw 0vAf)o"L* Sut= Cv*Pmuwo, aWy me be factorfzr,W (*nol ftm E,mW= 4 to p joesi2n waswre) ftum fl;u-100,7 4 p- C."MI
Equvaon 7, f-
quatbn 7is &
stdto poa044a T4b4 a:4,4.e. S, T-c L4V.
lsX* basic mod tpsso tor Hwniia SM,V, in Tabfe 6. =Aw Equafibr, 7 ke V. Equfoofl 4. V, - (
P..M.6'0 -0025GK,*Yy,*Yv(GC.-C;-%1)" AP;67ANC to --
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at", JW, 2012 18C Sr=;on 15M3.7j V-, Na1 1.1
d-mip -4nd .1.4 ;-Z-1 -19 ftv", 2C.;2 taL- Sectict, 102,lj 3
F ONALD I, QGAV0;.A$SGGI;ATES, INC,.
6835 ALG3NOUIN STREET ti443
HUNTINGTON BEACH, GA92649
T)714-292-26J2;(F)714-847-4595•
PROJECT: R[0.2578.15
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43 1,03 .: trsbG,.
7
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1,12 1 0.65
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40 Us8 i.DA 1,22 1 E85. 74 058-:.
45_..
55 b.B3 ttT 7,.,29 7 0,65 z.-1_4 D..16..
1.31 i 1
T'a69e 3, All-b)a St-& D-190 - C*MP-W it and C)a"no (CSC) Proaauns (PSF) t. be Rasiatnd tit VaAo. Windt $peach - Wind Expusun Caiaglary, e,
pead S-Mt-u+i1. ux:.j i&e i 1 s l..b 11 124. 1 16. 4. 9Eb' a..;
4tttt 6
0..15 - i 4A 15 9 17. 181 20,15 44 4 t2M3 - 32.5 73.,a - a:,: 46 6; - 52s:-
20 144 15.9. '.: 17 147 20.8 24.4 28.3 32: .,. 37.a: 4Li : 45.$ :.> 2,1 s •,S, - , E.r. -.
54;. ,.<. t.,•17. w 19.;g- 20.8 u..24_4 H:3 SZ .. 3.-,D ., i1x7:_, : 46,5 `. Si_1.-. t:: fLt..:. ,.
14A .- 15.9- T7.5 19.1 axa8 Aa 2b'9 32.5 3?,ir/:: i1 ;,:
15:.1 - 16.6 18.2: 19,9 21.7 . 125:a 29.5 ems$ a,.5. 435 ::: ss8.; sc.a-. aD2 t ._661A
21.6 25.5 36,3 40A 5 3.:: tr:_g,. t.6<6_ .: 62.i(.. _ STi ,
48 lnl2 i.' 17.9' 198 21,4 23,3 - 274 7.317. 3Ec4 41„5" 4&,,8 -::: sw.5:e' di.5 ;... f+v'.6 ': I'-71.4'-:
167 : 184;.:: 201. 226 32- . 7. 528 43.7 - . ,
55 .. 47.1 1 20. 2 INN 3=.6 m6 6
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20:d 230.,. 27.6 _,. 30.G 2 eD:B Ao".9 533 65.2 ; -:"-£.7.5. 752:..;.. E'?:3 : C ^
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Tibia 6, Aliovusla)a Stntaaf3astpn--CumpdumrH:and Cladding .(C_ 6C) Prusunf (P'SF)ta tie Raalatgil at Various Wipd Spaaas. Wimf E tocure Gt+go
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e
REPORT NUMBER.- 1102024363COQ-001A
ORIGINAL ISSUE DATE: April 1, 2015
REVISION DATE: April 30, 2015
EVALUATION CENTER
INTERTEK TESTING SERVICES NA LTD,
1500 BRIGANTINE DRIVE
C00UITLAM, BC VSK 7CI
RENDERED TO
TAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
Q27
STATE F
IONA L
Report of HardiePanel& tested in accordance with ASTM E330-2007J2014,
Standard Test Method for Structural Performance of Exterior''Windows,
Doors, Skylights and Curtain, Walls by Uniform Static Air Pressure
Difference
PRODUCT EVALUATED: HardiePanelS
EVALUATION PROPERTY: Transverse Load Testing
iris repo -, is for the exclus"Ve us;e orInt&-tek's Cliam and is providezI pursuz'nt 1'0 'Me. egreemc.rlt lrt:'-Cekl and its, Oiazat.
Intertck's re"Pans;t . y and hat"Ihmfte ptyered W the terms ai coVie ric"itionsofagrLemenL .mr" h ZUes abdicy toa'r.tHit pa!':ye other
0:,ar to *'h. e Oenr i;7 acrordarxe With the agree? for apy ?ass, exatmse or d3maf-e 0.xasionel by thc- us-e al tiM.o", rerort
on
y )
echentisauthorl- d to Copy oi- this nmpo'-t ane then on" ty. Ary use of thc-, vn Crlek namer 0 _y ir, its 'rearec' ' its narks fo.
1.'he sz!f- or eo(-Veft:-.Cmept of the te—Ved mxeria"' o-Csdtxt orr-ervice frj-,r vtin, be 3?pmv&,cf,1n wrilt no -'y 11tertek. the ob'servetlor* and
test resatts h-, his re;)ort are neleva'7'1 oppy to the -&le '125h2d. 77ii", fevo!-, by rhat the mate!lal, product,
or san-'ce is or has ever been under aInter"'ek. prnprann.
James Hardie Bubding Products, Inc.
Table of-_--__''_'
APM 30,2015
Page 2 of 7
1 Table ofContents........ ---- -....... .................... ___............ -... ~_-.............. 2
2 hxtroduotiom-.--_........................ .--_'__-'............. ~^.~~~............. -_-_--____-_.---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.Z Transverse Load ..................... -~--.............. ^------ .-_-........ ,....... -..........
5 Testing And Evaluation Results. ...... .--...... ................................ ---- .................... ........... 5
511.Results And ()bmemvatkzns-'...... .................. ........... ---------- '....... ....... ........
B Conclusion ............. ........... ......... ...... ._.....................
Appendix Transverse Load Test Data ........ ------- _.......... ---- -...... ....................... ~.f7Pages
171
Florida Product Approval
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-2556-1.5.
Consult the HardiePanel product installation instructions on the follow
pages for all other installation requirements.
HardiePanela"
A
VerticalSiding
JamesHardle
EFFECTIVE SEPTEMBER 2013 OEM
INS-1 ALL I'lON RE tUIREMEN IS RESIDED 1 1 SUGGLE FMV111Y 1NLY PRIME! i & GO LOR LU = PRJDI ITS Visit rwnv ia^lesharrh .rom for the most recent version..
SMOOTH - CEDARMILLcl - SELECT 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 Hzi OTM PRODUCTS OUTSIDE AN HZ1 Ou LOCATION WILL VOID YOUR WARRANTY, TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE)
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 corners
from breakage. James Hardie is not.
responsible for damage caused
by improper storage and handling of
the product. , _M.
CUTTING INSTRUCTIONS
OUTDOORS INDOORS
1..Position cutting station so thatwind 0i. blo;v dusta Jayirom user 1, Cut using score and snap, or shears (manual, electric or pneumatic).
an¢ oftiers in working. area 2. Position cutting station in well:-ventilatedarea
2. Use one of the followino methods;
a Best Scoreano snap
Shears (manual, electric orpneumatic) - NEVER use a paver savv indoors b.
Be air.1.
i. Dust redudno circular saw equipped thnth a NEVER.use'a circular saw bide that does not carry the HardieBlade saw blade trademark Hardieaiade`
saw blade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression'or HEPA vacuum c.
Good: I. Dust reduclnc circular sat; with a HardiaBlade saw blade only
use for law to moderate cutting) Important
Note: For maximum protection (IoTtest respirable dustproduotion), James Hardie recommends always using "'Post" -level cutting methods where toasibla. NIOSH-
approved respirators ca; be used in conjunction with above cukir:.g practces.to further reduce d usl exposures -Additional, aposure info nation is available at.
vwavjamesirartl;e.com to [let you determine the rnost:apxopriale cutting methpd for yvur job require:non ..if concern sill exists about exposure Levels or you do
not comply wth the abmeprw ipes, you should ahmays consu!ra qualified industtial hygienist or contact James Hardie for further information. MG831.01 GENERAL
REQUIREMENTS: These
instructions to be used for residential single family]nstallations only. For Commercial J Mufti -Family installation requirements go to tivty+ WamesHardieCommer ial.com HardiePanel
vertical siding can be 'installed over braced wood or steel studs spaced a maximum of 24" D.C. See general fastening requirements. Irregularities in framing
and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreenfftimng) as a,best practice. Information
on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at 1nAvvr, 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 Hal die will. assume no responsibility for water infiltration, James Hardie
does manufacture HardieWrar Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. s
When installing James Hardie products all clearance details in figs. 5,6,778,9J 0&11 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 applications only. DO
NOT use HardiePanel vertical siding in Fascia or Trim applications. Some
application are not suitable for ColorPlus. Refer to ColorPlus section page 3. DO
NOT use stain, oil/alkyd base paint, or powder coating on James Hardieli' Products. For
larger pprojects, including commercial and multi -family projects, where the span -of the wall is significant in length, the designer and/or architect should take intoconsiderationthecoefficientofthermalexppansionandmoisturemovementoftheproductintheirdesign. These values can be found in the Technical Bulletin 8 "
Expansion Characteristics' at www.JamesHardie.com. INSTALLATION:
Joint Treatment Fastener
Requirements • Vertical Joints - Install panels in moderate contact (fia.1), alternatively Positionfasteners3/8 from panel edges and no closer than joints may also be covered with battens, PVC or.metal pointers or. 2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPlas' 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. water-resistivebarrier ,rater -resistive barrier Doublestud may
be required to maintain minimum edge 2X4stud / ( wa?--ensure atcrre sriva nailing distances.
e stud
barrier ba,nar i _upper
panel . — upper'panel Figuret! Do
not 174"gap. Bo not ii4"'gap: water -resistive ' J
V:', L lJ Caulk Barrie, i l „
Joint i "`
Z flashing t ' Z flash;!g sheathing HardiePanel Batten
Joint H c hand board
I n. verticalsidingwater -resistive barrier ' _ r 1haoard keep nail stud . i
wer lover.
3/8', min `
I ,
i panel . — from d pa of
panel
es
Figure.4
plate
i
l leave
appropriate gap between Recommendation when panels, then caulk' In
d hung Sierra £ provide ... .:. .._ r 1 J moderate contact
Caulk
Joint adouble stud at panel ; ijNot aoolicable to ColorPlus"
Finish; nt to avid nailing keepfasteners2" A caulk it, accordance
with caulk th!nugh grooves. \. % j.— PP`y c v
away from corners manumc:user's wdGen application instructisns. For additiona information on HatdieWrapTr'
9 Weather Barrier, consult James Hardie at 1-8664Hardie or mol4w.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST
James Hardie'' products core -in
respirable crystal ne silica which is known :o the Stato of California to cause. cancer and i e nsidered by IARC and PJ,OSf tc be a cacti career fm:n soira oceuoational-sources. Breathir:.g excessive amounts of .:,rb e
silica dust can also cause a o!sannc.. and. polent!adyfa`.al lung.oisease called sJ!gos's, and has been linked witho;he, diseases Some s uG ea suggestsmoking.m y increase'rhe. !sins During installation or nandimg: (1 ) work
in outdoor areas with ample ventilation: (2) use finer cement shags for cultic or, vrhere net feasible, use a Hard;eRade"- saw blade and dust-;eau-„ing circular saw attached to.a.H °Aarecuum: 3) wam others in the
immediate area, 14; .wear a properly -fitted, P IOSH-approved dusi: mask or respirator (e.g. N-95) in accordance crith apacable novemment regulations and manufacturer instructions to further limit respirable s:Lca exposures. L`
udnn clean-up, use 61. PA vacuums or wet glean o methods - never dry sweep. For further inforreat inn.. rater t our nst,J:atian instructions nc :kiatenal .Safety Data Sheet aailab a at v,`A1W]amesh2rcie.c0m or
by calling ':-86u-9HARDIE (1-00-942-73431. FA; URE-O ADHERE TO OUR 4.'ARNINGS. MSDS, AIND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH, no!cou-rUo tv!o
74
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"
I
and decking material. shall be installed per the roofing
manufacturer's instructions: Provide a
the bottom o: 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,
Figure 5 stud
Figure 6
i sidin
water
resistive €
siding and trimg
Figure 8
Refer to fig. 3 ong•
page 1, 1fsiding..
barrier
2" min.
I.A., +,
1 --min
deck material
1' Z min
fashing
botto m
ledger;
concrete
6" min. !I foundation
Maintain a minimum 1" gap
between gutter end, caps and
siding & trim.
Figure 9
sidinc
gutter and end cap
Do not bridge floors with HardiePanel" siding. Horizontal
joints.should always be :created between floors rlig.1 o),
Water-
Resistive 1
Barrier.
Figure 10
Horizontal . s
Trim
I. t
t•
Sheathing
l!
iar
HardiePanel''v
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.
KICKOU. T FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the most critical flashing details occurs where a
Framing roof Intersects a sldewail. The roof must be flashed with step.
Flooring 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, Kickout. Flashing To prevent water from,
damping 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' - 110' to maximize water deflection
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel.. Eiectro-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 eery 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 orplyvvood should only be
used when traditional framing is not available.
Do not.use aluminum fasteners, staples, or clipped. head nails.
Snug Flush 4
Countersunk,
fill &add nail
Figure A Figure B
do not under
drive nails DO NOTSTAPLE
Figure 11
mein 2.,e,.'
elf,ad. .
eaves memtrane
I
in , Siftsleshmp7
Drip edge
Housmrap
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. (Drive under driven
nails snug .with a smooth faced hammer Does not apply for
installation to steel framing).
HS1236 - P213 &1'3
FYI T :tom
CAULKING
For best results.use an Elastomeric Joint Sealant complying with ASTM C920 Grade NIS, 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 wriiten instructions,. Note: OSI Quad as well as some other caulking
manufacturers do not allow tooling.
DO NOT caulk nail, heads when using Col.orPlus 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, oivalkyd 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, Forapplioation rates refer to paint manufacturers specifications.
Back -rolling is recommended if the siding is sprayed.
COLORPLUS" TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
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 ColorPluO Technology touch-up applicator, Touch-up should be used sparingly._
If large areas require touch-up, replace the damaged area with new HardiePanei'— 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 ColorPlus"-' product dealer.
Treat all other non -factory cut edges using the ColorRis Technology edge coaters, available from yourColorPius product dealer.
Note: James Hardie does not warrant the usage of third parry 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 Cedarmiil and Stucco panel
only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim)s recommended to cover
joints when appropriate.
PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUS11 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, oil/alkyd base paint, or powder coating on .James Hardie") Products
Apply firtish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application
temperature
RECOGNITION: In accordance with iCC-Es Evaluation Report ESR-1844, Hard'ePanel@ vetcal siding is recognized as a suitable alternate to that specified in: the 200G 2009, & 20121ntematioral Residential ode fa one -and
T u F Caiy De elivigs and tbic 20061 2009, E 2012 InfemiaGons! $midi ig Code. liar iePanei vertioa si 1 Ng s also iecoGri_ed for application it the fullowi . City of Lcs Angeles ReseniI Report No. 24862, State of Florida
hating FLfB89, Dade County.. Ronda NGA No. 02-C729.02, U.S. Dept. of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC-23;.cit}ur New YorkrMEU: 223-93-M. art California DSAPA-o19.
These documents should a!so be consulted for additional information concerning tha suitability of this product for specific applications.
J 2013 James Hardie Buiidmg F odu is All rights reserved. Additional Installation Information,
T41 SHt and - denote trademarks d registered trademarks of ®
James HardieTe hnology Lim VLimitedGIsaiegsteredWarranties, and Warnings are available at , a es aCuffle
trademark of James Hardie Tecnrology Limited. www.jameshardle.Com
HS1236 - P3/3 6/ 13
MIAM I•DADE i41IAMI-DARE COUNTY
e PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY ANi) ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/econorny
James Hardie Building Product, Inc.
10901 Elm Avenue'
Fontana, CA 92337
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. 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" PIanlcs 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 manufacturer'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 1710.9.2 and 1710.9.3 on soffit
panels.
RENEWAL of this NOA shall be considered after a renewal application has been fled and there has been no change
in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and
shalt 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
Expiration Date: May 1, 2017
Approval Date: April 9, 2015
03 3 1 S Pabe 1 -
James Hardie Building Products, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS "Submitted under NOA # 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 NOA # 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 5ch edition (2014) FBC issued by Ronald
1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I.
Ogawa, P.E.
O3/3o1 015
Carlos M._ Utrera, P.E.
Product Control Examiner
NOA No. 15-0122.04
Expiration Date: May 1, 2017
Approval Date: April 9, 2015
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RODUCTREVLSM -
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F_R_A_NfING
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
BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
THE WALLAND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SHr=A7HlNG
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
CLADEIJJG ,fames Hardie Building Products, Inc.
THE PANEL IS FASTENED WffH 2" LONG, 0.223 HEAD 10901 Elm Avenue
DIAMETER, 0.092" SHANK DIAMETER, CORROSION pillRESISTANTSIDINGNAILS, PLACE NAILS 6" O.C. AT
Fontana, CA 92337
PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-6300 SIZE FSCM No DWG NO
Fax 909-427-0634 A PNL-PLK-SOFF
Creator. E. Gonzales SCALe 1" =1' 0" Date: 4/24/2013 SHEET 2 OF 12
1
WALL LENGTH SEE
ERQDUGT DESIP•+ CRPUStud
Spacing at 16" O.C, HardiePanel®,
Gempanel®, & Ptevail® i
DETAILA
Panel Siding materials are nonasbestos B
1 " --
1 11 518" thick 15 ply APA rated fiber -cement products tested in ti----,-•------------- ----- =-•---= ----- ------ ' -- '
accordance with ASTM C1186 Grade 11, 1" i ; r iiiiiir
plywood sheathing fastened i
i ads dG/'-% to metal studs as described Type A and meeting the requirements o1 yt-
0 '7 - \ the Florida Building Code, REvM
I `I ..
in
Note 1 F
with tf!iFt rid. ! + , — t?ANELD[MENSfONS i
i• 9 '14ir*Co c _ r '-
Water -
resistive Width Length Thickness WALL
i
Ti.1Vo ' t/
per '
No.. barrier p 4 8,9,10' 5/16 i
u
i 7 C Building Code STATE _'
t { Section 14042 DESIGN P, HEIGHT
ESSU
RATING UA
axi/ Installation Design Pressure F40RI . = -
t 20ga, 3-5/8"X 1 5/8" Metal Studs -104 psf C?
Metal Cstud SJONA
list Impact Resistant- C ----- : -- - " -- . -
j! HardiePanel, SQC_
1J.Qty&6 Cempanel, Panel
installed over 6/8" thick ! 5 ply BI .
4-- '- APA rated plywood sheathing Nails
at 6" O.C. (typ.) Prevail
Panel 3/
3" Minimum Edge Distance siding DETAIL_
A Sheathing
fastener, as described
in Note 1, REV
SED \ it
wit i Ibe Florida Panel
fastener, as described in 40
Note 2 HardiePenel&
Siding Water -
resistive barrier per X
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 1-5/8" 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. HAF
DIEPANEL CEMPANEIPFZEVAIL PANEL SIbING INSTALLATION DETAILS All
installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation
recommendations, and the applicable sections of the Florida Building Code. Metal
studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed
by an Engineer or Architect per the Florida Building Code and the requirements of this N.
O.A. Note
11513" thick 15 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 diameter X 1-1/4' long bugle head
screw The siding
panels shall be installed over 518" thick 15 ply APA rated plywood sheathing supported by
a minimum 20ga, Nominal 3-5/8" 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 1-50' 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 through the 518" thick 15 ply APA rated plywood sheathing into metal studs located
at 16" O.C. Fasteners shall
have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Fax
909-
427-0634 Creator; E.
Gonzales HARDIEPANEL, CEMPANEL,
PREVAIL PANEL INSTALLATION DETAILS
METAL STUD CONSTRUCTION James Hardie
Building Products, Inc. 10901 Elm
Avenue Fontana, CA
92337 SIZE FSCM
NO DWG NO REV A PNL-
PLK-SOFF 1 SCALE' if2" =
1'-o" Date: 424/2D13 SHEET 3 OF 12
6.00in. -
1
6.001n.
I I
I
it
T
6.0I10in.
pp>uCz>2Elf
cam yjws wi d: the FWgi t
EcOxxtia I ! / i
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Product ezaao1
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II
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PROMCT REVISED'
a emor g wnh tse >Flo
No 15' 4 22
Dw OI
L
ERAMIN_G.
FASTENEDNOMINAL WITH 5/8" WAFERIHEAD SCREWS (O PER OP
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
SFIEATIi1 IG
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
N0.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE
HEAD SCREW
CLADDING
THE PANEL 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 !NTERMEDIATE STUDS
6.001n.
Cladding
I / f I , Framing
II
i • I
fl
I•I .
Sheathing
II
II I.
1/>/.
fir!/i s —
41
No. 121
STATE OF ` s
0
In N1
FOR METAL AND WOOD STUDS, PROVISIONS FOR M ACTION AND LOAD
NOT PART OTHIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS
GRAVITY
PROVISIONS FOR THESE LOADS)
RE
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS METALSTUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
StZ` FSCM NO
DWG NO
Phone: 909-356-0300 PNL-PLK-SOFF
Fax 909-427-0634 A
Creator. E Gonzales scn E 1" =1'-0" T3ate:4/24/2( SHEET a OF 12
1
0
G
SEE PRODUCT DESCRI_PT19t3
WALL LENGTH
tudSSpacing at 16" O.C. DETAIL A HardiePlank®, CemplankS. & I
Prevail®
Plank Lap Siding materials 518
t 5 P PA products
tested 186
G d hick /
ply A are bestos fiber -cement prod
ested in accordance with I
I - )rated plywood Grade II, Type A an ASTMC1sheathing
in meeting the requirements of the I
i, accordance with Florida
Building Code Florida
Building Code. I
l i j l i asoXbWymgVA6j eFliWa s ` section23223 pANE DJMENSLONS WALL !
I $"'?
Water -resistive Length Thickness WidthHEIGHT
i ! Z7
7i
barrier per Florida 59-112, 12' 5/16" SuildiNCode
Secion
14042 DESI-GK PRESSURE DATING i
i ""CO° r Ins allation Design Pressure 2" X 4" S-P-F wood
studs Wood Studs -92 psf l.
ap Siding Impact ftesistant— g
Q _ Planks
installed over 6/8" thick 15 ply SE
C1l0 . 4"
Minimum Edge Distance Mails
at 16" O. (typ.) '',/// B^B 1-1/4" tall X 5/16" APA rated plywood sheathing 3/
9 thick starter scrip pETAIL
A Sheathing fastener, as H.ABDIEPLANK QEMPLANK, PREVAI4LApS1.DI.NGJNST&_ LLk ON D TAiLS described
in Note 1 a All installation shall be done in conformance with this Notice of Acceptance, the manufacturer s installation
recommendations, and the applicable sections di the
Florida stalled s Code.
Wood
studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an theFloridaBuildingCodeandtherequirementsofthisN.OA EngineerorArchitectperNote115/8" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance Siding fastener,
as with Florida Building Code Section 2322.3, described in
Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide yy wim
Ftc racds laps at
the top of the plank such that the exposure area of each plank is s 0,09 "
vertically. cofln
1
HardiePlank, a [Note 2a The siding fastener shall be a 2-1/2" long, 0.223" head diameter, 0.092" shank diameter, i S
Cemplank, Prevail corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically nd lshe61, 0at sheathing, fastenersfasteners aredrivenintowoodstudsthrough518" thick 15 ply APA rated plywoodg, Lap Siding
are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank C Vertical
joints
shall be placed over studs. Water -resistive
barrier The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a per Florida
Building minimum of
2"X4" s-P-F wood studs spaced a maximum of 16" O.C. Code Section
1404.2 Fasteners shall
have a minimum edge distance of 318'. HARDIEPLANK, CEMPLANK,
PREVAIL LAP SIDING 5/8"
thick 15 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing
fastened in accordance
with Florida ,lames Hardie Building Products, Inc. Building Code
Section 10901 Elm Avenue 2322.3
Fontana, CA 92337 Phone: 909-
356-6300 SIZE FSCM NO 2".X
4" S-P-F Wood Studs DwG NO
RE` The wall
and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK-
SOFF 1 by the
Architect or Engineer of Record in Date: 4/241 013 SHEET 5 OF 12 nmmnlinnn with
the Florida Building Code. Creator. E.
Gonzales sckte 1!2" = 1'-0"
Fastener Spacing per Florida
Building Code Section 2322.3
T .
Fastener Spacing per Florida
Building Code Section 2322.3
0,75n .
PROD= REVISM
ffi aornp!)'mgwitlt>xi aredls
Bair C'odk
Ac,rvtwxc we //, 0
T' . ' ' - ' ade Product t oaftl
53.25in. —-
FRAMING
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-1/2" 166 COMMON NAILS (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 518" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA
BUILDING CODE SECTION 2322.3
CLA.QDING
PLANKS.OVERLAP 1-114'
THE EXPOSURE IS:5&1/4"
THE PLANKS ARE FACE NAILED WITH 2-1/2- LONG, 0.223"
HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION -
RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE
BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION
ITO Cladding
Framing
Sheathing
PRC%3L1Cr REVI SF,D
i • SAC _
air widk *r F b"
modi'strimg- 1,1p1$Z
y -_ STATE OF
OV
ONHL ff
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND{`iVl{Y LOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
i
Stud Sp acing at 16" D.C.
VALL LENGTH SEE
DETAIL,
J- ----•-------------- --- i r—------ ---- --- •----- i---------•-----
rm ibvn
CAN*
n
000
101 .1. Lt
HALL
EI G HT i Dtpi7Dift F
i
i i i j
Y
i i.i i.i
i
SiS//ln;•ni Fr F'\11 i,AFr Tt
3/4" Minimum Edge Distance Nails at 16' O.C. (typ.)
518" thick /5 ply APA
1 rated plywood
sheathing fastened
to metal studs as
described in Note 1
Water -resistive
barrier per Florida
Budding Code
Section 1404.2
PRODUCT DESC IPTi_ N
HardiePlank®, Cemplank®, and
Prevail® Plank Lap Siding 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.
pLA IC QIMENSIONS
Width Length Thickness
5 9-1/2" 12' 5/16"
20ga, 3-518" X 1-5/8" , DESIGN PRESSURE RATtNG
Metal C-stud Installation Design Pressure
HardiePlank, Metal Studs -92 psf
mptank, Prevail
n
Lap Siding
1-114" tall X 5116"
thick starter slip
Impact Resistant -•
Planks installed over 518" thick / 5 ply
APA rated plywood sheathing
DETklL—A HARDIEPLANKCEMPLANKPREVAIL_lAP SIDING INSTALLATION DERAILS
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 Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an
PR(Axcr •vt.SED Engineer or Architect per the Florida Building Code and the requirements of this N.O.A.
g Note 115/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel 5-
Ol Siding fastener, as r
described in Note 2 edges
and an intermediate supports using a No.8-18, 0.315" head diameterx 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 r ,
the top of the plank such that the exposure area of each plank is:5 8-U4" vertically. I
Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-114" long'` bugle head ti
C screw over metal studs ("or screw shall have atleast 3 full threads penetrating metal framing); The siding is HardiePlank, f
fastened
s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" Cemplank, thick /
5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap
Siding 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 ply APA rated plywood sheathing supported by a minimum Water -resistive20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. barrier per
Florida Fasteners shall have a minimum edge distance of 3/8". Building Code `
Section 1404.
2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS
METAL STUD CONSTRUCTION 5/8"
thick /5 ply APA rated plywood sheathing
fastened to James Hardie Building Products, Inc. I metalstudsasdescribedin. 10901 Elm Avenue Note 19
Fontana, CA 92337 20ga, 3-
5/a" X 1-5/8" Metal C•stud Phone: 909.356-6300 SIZE FSCM NO OWO `4O REV The wall
and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK-SOFF 1 by the
Architect or Engineer of Record in compliance with
the Florida Building Code, Creator. E. Gonzales SCALE 1/2" =1'.0"TDate:4/2412013 SHEET 7 of 12
6.00i n.
6,00in. .
0.75in
as c4mphr6* wi& the Mori&
Dw-A" CO&
Aexocmm No 6_eL 14.17
iDack Prod
58.25in_
ERAIIfi1NG
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
tHEATFIJNG
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 1-1/4" LONG BUGLE
HEAD SCREW
CLAi7C?1NG
PLANKS OVERLAP 1-114'
THE EXPOSURE IS s 6-114"
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
6 in.
II
l
I 6.00in.00
i•
I
I
CT "V[114D
yi'* *ft tie Fkxid
mo •I
S :pm&wtco.a
I
Cladding
Framing
Sheathing
OGIA/ aa9tN A
No. 121
cs STATE OF
COR a-
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)
HARDIEPIANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
Phone: 909-356-6300 s FSCM NO DWG ND RN
Fax 909-427-0634 A PNL-PLK-SOFF 1
Creator_ E Gonzales SCALE 1" =1'-0" Date: 4124/201$ SHEET 8 OF 12
WALL
HE[ HT
B
WALL LENGTH
Stud Spacing at 16" O.C.
3/8" Minimum
SEE PRQQU_C_T Df~SCF2 P710N
DETAIL A
HardieSoffit& & Cemsoffitt® materials are
nonasbestos fiber -cement products tested in
accordance with ASTM C1186 Grade 11, Type A
l and meeting the requirements of the Floridat 1 Building Code.
SOFFIT QIMENSION$
2" X 4" S-P-F Width Length Thickness
Wood Studs 4.! 8' 114,
p GN_PF,k$$- RE -RATING
HardieSoffit, Installation Design Pressure
sc" Cemsoffit Wood Studs -70 psf
QGAW =
roe
e
No- 4 21
STATE OF = 44
HARDI.SOFFl7QIEWOFFI7 P_AN_I L W,-TA-LLA-TJCRDETAILS
offitfastener, as All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's
escribed in Note i installation recommendations, and the applicable sections of the Florida Building Code.
Wood 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 2"X4" S-P-F wood studs spaced a maximum of 16" O.C.
HardieSoffit, Cemsoffit [Note 11 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" 0`.C.
Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners.
S1tiCT,JON=B
PRODUCT RIEYLSM
Nails at 4" O.C. (typ.)rRamcTR sm - —M*inewith &CFkxi& Distance ®-Goyiwg -ft'be Fkwi& Buftd* CO& Bing & -
0l
A0mExpVIm1,m rto F3-03I1•e'— O 1
D y
It
c,
ena Minimum 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. Phone: Fax
909-
427-0634 Creator E.
Gonzales A SCALE
HARDIESOFFIT,
CEMSOFFIT
PANEL INSTALLATION DETAILS
WOOD STUD CONSTRUCTION James Hardie
Building Products, Inc. 10901 Elm
Avenue Fontana, CA
92337 FSCM NO
DWG NO REV PNL-PLK-
SOFF 1 1 1/2"
Y 1'-0" 1 Date: 4/24/2013 (SHEET 9 OF 12
6.00in.
I /
IX
PRCbUCr REVIIISFM3
s gins vd& The Fbmi& at compey:r, with die Florift
Ramidlog c06 s i Cow `` .
AamoMo NvW# tcxpsnnoa N6or Gla 1 •07 \
Deft Ea n Dme . / "U I % \
ivfr+i itin ie+CaeCioi
BY
fixn" i?roc i'roaucs Cnaeoi .
FRAMA NG
NOMINAL 2" X 4" S-P-F WOOD STUDS 1S" O.C. FASTENED
WITH 3-1/2" 16d COMMON NAILS (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
GLADDINC
THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD
DIAMETER, 0.092" SHANK DIAMETER, CORROSION
RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL
EDGES AND INTERMEDIATE STUDS
Cladding
Framing
t1/1111"A",
ova w
No. 121
STATE OF
t
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)
REV
i
WALL LENGTH SEE
Stud Spacing at 16" O.C. DETAIL A
WALL I
IHEIGHT1i
I•
i LI II
I I
B 1 Nails at 6" O.C. (typ.
3/8" Minimum Edge Distance
D ETp,1 L A
J
Soffit fastener, as
described in Note 1
HardieSoffit, Cemsoffit
20ga, 3-5/8" X 1-5/8" Metal C-stud
j The wall and soffit frames are to be
i — designed by the Architect or Engineer
of Record in compliance with the
Florida.Building Code.
PRODUCT DESCRIPTIQW
HardieSoffitT & CemsoffitO materials
are nonasbestos fiber -cement products
tested in accordance with ASTM C1186
1 Grade 11, Type A and meeting the
J requirements of the Florida Building
Code.
20ga, 3-5/8" X 1-5/8" SOFFIT DIMENSIONS
Metal Gstud
Width Length Thickness
HardieSoffit, pESIGf[ PF2)ASSLRE RATING
i Cemsoffit installation Design Pressure
Metal Studs -55,uf
1 0GAPRODUCTREWSIM
T
SEGTIQN B=13 --.
W cormoying wien ebe.
as CEMO ding CO& . N
cork
0. 12 j
wl -
30
t gat r«wa .
c` ATfi OF
H'
ll n.3xt Cased t`s R
RDIESOFF TCEMSOFFITpANELINS7ALLATIOt DETAILS 'NRL EN,,,ff'`
All installation shall be done in conformance with this Notice of Accept9allOWMAufacturer s
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.0A
The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced
a maximum of 16" O.C.
INote 11 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 3/8" and a minimum clearance of 2" from
comers.
Creator. E_ Gonzales
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS METALSTUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
SIZE FSCM NO
A
SCALE 1/V = T-0"
DWG NO
PNL-PLK-SOFF
Date: 412412013 1 SHEET S S OF 12
REV
6.00h
6.00in.
as cauOy„w vw" the Fbdift rRODM r MEV&D
v>YD *9 Fkwkis
Cladding
By
i No. ?
A= DTP 0P 1
FLO
FFssION
FRAMING
NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C.
FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD A RENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS)
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 CEMSOFFIT PANEL
CLADDING HARDIESOFFIT,
THE SOFFIT IS FASTENED WITH NO, 8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUC710N
DIAMETER 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 5' O.C, AT PANEL EDGES AND INTERMEDIATE - ® Fontana, CA 92337
STUDS WG NO RE1'
phone: 909-356-6300 SIZE FSCM NO °
Fax 909-427-0634 A PNL-PLK-SOFF 1
Creator. E. Gonzales SCALE 1" = I'-0° Date: 412412013 swT 12 OF 12
Florida Building Code Online Page 1 of 2
IN—
x
waa:a
BCIS Home Log In User Registration Hot Topics ; Submit Surcharge Stats & Facts i Publications I. FBC Staff BCIS Site Map Links Search
W"Product
f..,-
Approval'
USER: Public User
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL #
Application Type
Code Version
Application Status
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
FL12194-RS
Revision
2014
Approved
Aluminum Coils, Inc.
5001 West Knox Street
Tampa, FL 33634
813)249-9743
grahman@aluminumcoilsinc.com
Gareth Rahman
grahman@aluminumcoilsinc.com
Paul Frost
5001 West Knox Street
Tampa, FL 33634
813)249-9742
PFrost@aluminumcoilsinc.com
Panel Walls
Soffits
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
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
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://wvc,v. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQ,A,tDquk24AUC%2fE... 9/7/2017
Florida Building Code Online Page 2 of 2
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC 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 # 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 20.14. FBC
Approved for use outside HVHZ: Yes 04 T4 Soffits FINAL.Ddf
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
04 T4 Soffits - FINAL.Ddf
Created by Independent Third Party: Yes
Back Next
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 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, 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:
e' tt c..1.aY.
CreditQa d Safe
http://
www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017
4 t
TECHNICAL SERVICES, LLC
EVALUATION REPORT
Manufacturer:
Manufacturing
Quality Assurance:
SCOPE
ALUMINUM COILS, INC.
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
www.aluminumcoilsinc.com
Tampa, FL
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
FLORIDA BUILDING CODE 5T" EDITION (2014)
PRI Construction Materials Technologies (QUA9110)
Issued June 6, 2017
Category:. Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1710.9.4
Properties: Wind Resistance
REFERENCES
Entity 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 Page 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.
9_`CREEK ALUMINUM COILS, INC
y
Soffits
5.@H TECHNICAL SERVICES, LLC
PRODUCT DESCRIPTIONS
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" Q4 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 in2/1in.ft and for the 'center vent' configuration. See Appendix D for
dimension drawings.
Z
16" FULL VENT 16" SOLID PANEL
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12-
inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent'
configuration and 4.2 in2/1in.ft for the 'center vent' configuration. See Appendix D for
dimension drawings.
12" FULL VENT 12" CENTER VENT 17SOLID PANEL
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.
a
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 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer.
U tPltttt4j`,
G'P E Ns Rls 2017. 06 06
No 74021=15:48:16
04'00'
13 STATE OF .:441
Q •,
O R,.
P••': Zachary R. Priest, P.E.
Florida Registration No. 74021
wS;0,NA'i. Organization No. ANE9641
CERTIFICATION OF INDEPENDENCE
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.
z
CREEK
kI,.
TECHNICAL SERVICES, LI._C
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
Location Location
b. 12" T4 Soffit-4-inch o.c.
Fastener Fastener Fastener Fastener
Location Location Location Location
IN 1 1 l
c. 16" Q4 Soffit — 16-inch o.c.
Fastener
Location
l f-
ALC 15001.2 FL12194-R5
Fastener
Location
1,l
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.
k.
CREEK
TECHNICAL, SERVICES, LLC
d. 16" Q4 Soffit — 8-inch o.c.
Fastener
Location
lF
Fastener
Location
Fastener
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions
12F-# Approved Systems for 12-inch Overhang with F-Channel
12J-# Approved Systems for 12-inch Overhang with J-Channel
16F-# Approved Systems for 16-inch Overhang with F-Channel
16J-# Approved 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 psfl
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.
072-inch dia. x min. 3/16- 012F-1
16-inch
Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16 inch
inch head dia. trim nail
40.0
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 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x
0.072-inch dia. x min. 1/4-inch 48
12F-2
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c.
head diatrip nail spaced 48- 64.2 spaced
24-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 long T nail Wood oo crownstaple spaced hnel 0.072-
inch dia. x min. 1/4-inch 48 16-inch
spaced 8-inch o.c. panel and
securingeachpalapphead dia. trip nail spaced 48- 64.2 inch o.c.
ALC15001.2 FL12194-
R5 Page 2 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.
1 CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for12=inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psfl
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 1/2-inch
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/ inch crown staple
0.072-inch dia. x min. 1/4-inch 48
16-inch
pattern spaced 24-
screw spaced 16-inch o.c.
aced 8-inch o.c. spaced head diatrip nail spaced 48- 64.2 inch
o.c. connecting soffit to J-channel inch o.c. Approved
Systems for16-inch overhang with F-Channel Wall.
Connection' Eave Connection System
Panel MDP. No.
Width pso 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- 53.3 12-inch spaced max. 8-inch o.c. 4-inch 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 4-
inch o.c. and securing each finishing nail with min. 3/16- 53.3 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/
16-inch head dia. trim nail 25.
6 inch
o.c. O.C. spaced
36-inch o.c. Three (
3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-
4 Max.
Wood
crown staples in diamond pattern Wood One (
1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-
inch spaced
24-inch o.c. crown
staple spaced 8-inch o.c. inch head dia. trip nail 36.1 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 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.
CREEK3NµF
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 psi
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- 43.316-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
0072-inch diameter
16F-6
Max.
16-inch
Wood inch leg staples in diamond pattern Wood 1o. ch leg staple spaced inch
o.c. and securing each panel finishing nail with min. 3/16- 43.3
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
Substrate J-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
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 23.516J-1
16-inch
Wood crown staples in diamond pattern Wood
crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4
spaced 24-inch o.c.
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 pSf)
Substrate
F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment s. 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
2417-1
12-inch
Wood leg staples in 1) min. 2.25-
Wood
leg staple spaced 8- 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.
shank nail
x 0.072-inch diameter 12-inch o.c.
24-inch o.c. finishing nail with min.
3/16-inch 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
801
24F-2
12-inch
Wood smooth shank with onerafterw Wood
le g 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.
3/16-inch 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 ga. 1/4-
One (1) min. 1.75-inch x
Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 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. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
inch ring 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.
LCREEKTECHNICALSERVICES, 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 psi)'
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
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 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60
diamond pattern inch x 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.
3/16-inch 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. 1.75-inch 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 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.
nr 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 iPsfl
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.
3/16-inch 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 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.
ACREEKTECHNICALSERVICES, 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 ipso
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
24J-1
12-inch 1) min. 2.25- staples in diamond
batten or two (2) Wood
lleg staple spaced finishing nail with min. 60
inch x 7d ring pattern spaced 16-
min. 2.25-inch x 7d One (1) min. 1.75-
8-inch o.c.
3/16-inch 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 the 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
No.2 SYP Three (3) 18
nail straight -nailed female lock or
One (ga.'Y<
anchored to ga.1/4-inch crown
through the rafter spaced 16-inch o.c.
inch crown x 1-inch
One (1) min. 1.75-inch
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. 53.3
inch x 7d ringmin. pattern spaced 16-
2.25-inch 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 batten/rafter nail with min. 3/16-
intersection. Max. inch head spaced
rafter spacing is 4-inch 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.
rYrr a::
m.. s
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.
System No. Installation Detail
MIn. 3.%6" head dia. mail with irdii.. M,,
a 7et<ini=;x:(ficiaP w:-:w.9 eUJ:ie!;.r:ctt::ai ot:'
n+.in, 0.09711 .'...aa itI or k,(.0 , tatJ.1:1.
with min . 5/9" engagurt;entr:orwre:.P. r:
block sp,,::;ed a.i nw'ed 12F-
1 & 12
F-3 FASCIA
SLIP BOARD FASCIA
TRIM t--
SOFFIT (OVERHANG WIDTH VARIES) F
CHANNEL STAPLE
SOFFIT TO FASCIA
BOARD #T50 3/
8" X 3/8" STAPLE 16"
O:C. FASCIA
LIP 1 /4" i—
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
Tsa s SOFFIT STAPLE
OPEN RAFTER ,,
DIAMOND PATTERN
3/O" x I I DETAILCROWNSTAPLES 1
USING A DIAMOND 5 -w ,,,,E_3/8' BETVCEN/ STAPLES/
PATTERN! .FACIA BOARD i
FASCIA CAP
12 F-2
3/4" X 1 /4" CROWN FACIA BOARD
1-3/4' TRIM NAILSTAPLEWONCENTER
1-3/4" TRIM NAIL) PAINTED S.5.
F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHE0C
NAILING FLANGE UP OR 3/4^ X 1/4"
DOWN CROWN STAPLE
SOFFIT- max.. ] 2`-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.
Y
CREEK
TECHNICAL SERVICES. LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail' "
OPEN RAFTER
Was;"S " `. SOFFIT STAPLE
DIST —7 ; DIAMOND PATTERN
FACIA BOARD
1` I(318- DENEENJI DETAIL
STAPM
3/4" X 1/4' CROWN STAPLE '24'
ON CENTER USING A DIAMOND .PATTERN FASCIA CAP
12J-1
I
3/4" X 1 /4' CROWN FACIA BOARD
STAPLE '8' ON CENTER 1-3/4' TRIM NAILri—CHANNEL 1-3/4" TRIM NAIL PAINTED S.S..
scrawed to soffit
PAINTED S.S.48"
withFASCIA CAPone(1) #8 x
1. 2" x ;3/8" Bead O.C.
11i meter screw, 3/4' X 1/4"
1 q:: c . CROWN STAPLE
SOFRT—max: 12-inch span
WOOD OR BLOCK
SUBSTRATE.
SOFFIT
SOFFIT'_ & FASCIA
DETAIL
ALC15001.2 FL12194-R5 Page 3 of 12
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.
a
E-' ` TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I
I TRIM NAIL FASCIA BOARD
PAINTED S.S.
FASCIA CAP
SOFFIT
OPEN RAFTER
CROWN STAPLE
FASCIA BOARD
i G 5/13` 1.,01
16F-1 SOFFIT &FASCIA
16F-5 DETAIL
FASCIA CAP; REFER
TO SOFFIT L FASCIA
F" CHANNEL--,---" HANNEL
DETAIL
SOFFIT; MAX. 16"
SPAN
MASONRY
SUBSTRATE
ALC15001.2 FL12194-R5 Page 4 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, L1_C
System No. Installation Detail
Min. 316" 1 ea7 dia. nail. with min., 1;;"
icaagement(fr_+r wi cd siikis4rai;:I i r
min. 0.0 7" dia. T-hail. or .stub ri.ail
with min. hJ-_" engageinant(for concrete
r blrck suhzstratn) ; spaced a noted
aho've .
ASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
16F-3
F" CHANNEL
Wood, Concrete
o Block .Wall
STAPLE SOFFIT TO
FASCIA BOARD #T50
3,/8" X 3/8" STAPLE
16" 0. C.
FASCIA LIP 1./4"--/
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.
ACREEKTECHNICALSERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail -
N
irKTVEgX `, SOFFIT STAPLE
OPEN RAFTER
i DIAMOND PATTERN
3/4" 1 4,
It ; D ETAI LCROWNSTAPLES
USING A DIAMOND
PATTERN FACIA BOARD
i
FASCIA CAP
16 F-4
3/4" X 1/4" CROWNJTRIM"NAILFACIA BOARD8" 1"
F"
STAPLE ON CENTER
1-3/4" TRIM NAIL P
CHANNEL CAN BE PAINTED S.S. 48 FASCIA CAPINSTALLEDWITHTHE
OR
O.C:,
NAILING FLANGE UP 3/4« X 1/4-
DOWN CROWN STAPLE
SOFFIT -max. 16-inch span
WOOD SOFFIT
SUBSTRATE.
SOFFIT & FASCIA
ETAI
ALC15001.2 FL12194-R5 e6of12
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.
f€ `uCREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail -
1 TRIM NAIL i FASCIA BOARD
PAINTED S,S.
FASCIA CAP
SOFFIT
1"zj" CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
1"q. CROWN
STAPLES SOFFIT & FASCIA
USING A DIAMOND
16F-2 &
PATTERN: REFER TO DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN
DETAIL
FASCIA CAP; REFER /
TO SOFFIT & FASCIA 3„
F" CHANNEL
DETAIL g
SOFFI; MAX. 16"
SPAN
l
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.
lA TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
OPEN RAFTER r"--`—
SOFFIT STAPLE
Qisr
I
I
DIAMOND PATTERN
DETAIL
FACIA BOARD 1. 1-316. WTVIXH srrriFs ,r
3/4" X 1/4" CROWN STAPLE '24' `• .^'
r,
ON CENTER USING A DIAMOND PATTERN
FASCIA CAP
16J-1
WOOD OR BLOCK
SUBSTRATE
1-3/4' TRIM NAIL
PAINTED S.S. 48"
Q.C.
SOFFrr-max. 16-inch span
3/4" X 1/4" CROWN
1-3/4' TRIM NAIL FACIA BOARD
STAPLE "8" ON CENTER
PAINTED S.S..
FASCIA CAP
3/4" X 1/4"
CROWN STAPLE
SOFFIT
SOFFIT & FASCIA
D ETAI L
ALC15001.2 FL12194-R5 Page 8 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 TRIM NAIL FASCIA BOARD
PAINTED S.S. l
I ice`''. l,--FASCIA CAP
STAPLES
USING A DIAMOND SOFFIT
PATTERN; REFER TO
SOFFIT STAPLE
1"0" CROWN STAPLE
DIAMOND PATTERN
DETAIL
t TRIM NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT FASCIA
DETAIL
24F-1 &
24F-4 I"XJ,' CROWN STAPLE
FASCIA CAP; REFER
W_ ___
TO SOFFIT & FASCIA
DETAIL
i 9 ,
Nominal I"x2" SYP
3/8,
F-CHANNEL
Batten Anchored to
Rafters with one 7d
SOFFIT; MAX, 24"
Ring Shank Nail at,
WOOD 5UB51RATE
every Rafter
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.
iA TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 {" TRIM NAIL FASCIA BOARD
PAINTED S.S.
I-{" SMOOTH SHANK I'r" ,;.:• j ,,--FASCIA CAP -
ROOF NAILS SOFFIT
I'X{' CROWN STAPLE
i—
I {" TRIM NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT & .FASC A
24F-2 & DETAIL
24 F-5
t"X{" CROWN STAPLE
FASCIA CAP: REFER
10 SOFFIT 6 FASCIA
OE TAIL
Nominal t"X2' SYP
F-CHANNEL
Batten Anchored to SOFFIT; MAX.24"
Rafters with one Id
Ring Shank flail at
every Ratter
WOOD SUBSTRATE
ALC15001.2 FL12194-R5 Page 10 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 - -
1 J" TRIM NAIL FASCIA BOARD
146A i" T-NAILS-
j PAINTED 5.5.'
FASCIA CAP
SDFFiT i
1"zj" CROWN STAPLE
i TRIM NAIL
FASCIA BOARD
PAINTED S.S.
SOFFIT 8, FASCIA
24F-3 &
DETAIL
24F-6
I"x{' CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT t FASCIA
DETAIL
Nominal 1"%2" SYP
Batten Anchored to SOFFIT; MAX, 24"
F-CHANNEL Rafters with one Td -
Ring Shank Nail at
every Rafter
MASONRY
I
ALC15001.2 FL12194-R5 Page 11 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.
mrT
r
CREEK
TECHNICAL SERVICES, L ILC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I J- TRIM NAIL FASCIA BOARD
PAINTED S.S.
1"xj- CROWN FASCIA CAPSTAPLES
SIT OFFUSINDADIAMOND - PATTERN;
REFER TO CANTILEVERED
r'x' CROWN STAPLE SOFFIT
STAPLE RAFTER
DIAMONDPATTERNDETAIL
FASCIA
BOARD SOFFIT &
FASCIA I
TRIM NAIL PAINTED
s.s. DETAIL 24J-
1 & I"
xyi" CROWN STAPLE 24J-
2 FASCIA CAP; REFER TO
SOFFIT 3 FASCIA_ DETAIL
Nominal
1' Y. 2" SYP battens 9 scabbed
between rafters and SOFFIT; MAX, 24' 3/8A 1-
CHANNEL secured with one (1 ) 7d ring shank
nail straight -nailed through
the ratter into the end WOOD
SUBSTRATE of the baNen or two 7d ring
shank nails toe -nailed on either
side of the baffernat the batten.4aRer
Intersection J SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.2
FL12194-R5 Page 12 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.
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, 111, 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 60-ft.
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 it 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 3-ft.
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
ALUMINUM COILS, INC
Soffits
Appendix C
Desi n=Wind '6ssuresP for Soffits m., Nposure 8
Building
Mean Basic Win Seed m h
Zone Roof
Type
He_i ht ft 120 130 140 150 160 170' 180 190 200
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
4
40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 1 45.9 50.8
50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1
Enclosed
60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8
Negative
Loads) 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
5
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
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
4
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 28.1 31.3 34.7
Enclosed
60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
Positive
Loads) 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
5
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 28.1 31.3 34.7
60 1 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
ALC15001.2 FL12194-R5 Page 2 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.
g
r CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
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
4
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
Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
Negative
Loads) 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
5
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
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
4
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
Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
Positive
Loads)
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
5
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 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.
i CREEK
TECHNICAL SERVICES, L.LC
ALUMINUM COILS, INC
Soffits
Appendix C
D.esi" n 1Nirid Pressures`for Soffits in Exposure D
Building
Mean Basic Wind S eetl m h
Type
Zone Roof
120 130 140 150. 160 ' 170 180 190 200
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
4
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
Enclosed
60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6
Negative
Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1
25 1 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
5
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
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
4
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
Enclosed
60 20.2 23.7 31.6 35.9 40.5 45.4 50.6 56.1
Positive
27.5
Loads) 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
5
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 56.1
ALC15001.2 FL12194-R5 Page 4 of 4
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.
AYi34
E t
CREEK
TECHNICAL SERVICES, L,L.0
3/8" F-Channel
3/8"
3/8" J-Channel
fT 3/4" --I
1/8" HEM
3/4"
I—-- 3/6"
ISOMETRIC VIEW
3/8" PROFILE
ISOMETRIC VIEW
3/8" PROFILE
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.
Fascia
TECHNICAL SERVICES, LLC
5 3/4"
7/8"
1/8" HEM
6"FASCIA
3" BLANK
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.2 FL12194-R5 Page 2 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.
A TECHNICAL SERVICES, LLC
16" Q4 Soffit
0, 13" rry
ALC15001.2
18* BLANK`
3, /' 8 PROFILE.
a oao
a000
00000
FL12194-R5
ALUMINUM COILS, INC
Soffits
Appendix D
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.
A CREEK4
TECHNICAL SERVICES. LLC
12" T4 Soffit
314j-
3 1/8" 7/8"_ I_ 3 1/8" - 1 -7/8"_I_ 31/
1/2" / 1/2"
XV
J/r
13.75" BLANK
3/8" PROFILE
Z ITF PIF
a 2.51, TYP
0-12 51 TY
1/2" 1/2
3:/r
ALUMINUM COILS, INC
Soffits
Appendix D
END OF REPORT
ALC15001.2 FI-12194- R5 Page 4 of 4
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.
Florida Building Code Online Page 1 of 3
OR
BCIS Home t Log In User Registration i Hot Topics Submit Surcharge Statr &Facts # Publications FBC Staff ; BCIS Site Map Links Search
1012
013 ProductApproval Public
User Product
Approval Menu > Product or ADDlicatlon Search > Application 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 IKO
Industries, Ltd 40
Hansen Road South Brampton,
NON -US L6W 3H4 708)
496-2800 Ext200 rmetzOO1@tampabay.
rr.com Robert
Metz rmetzOOI@tampabay.
rr.com Bob
Metz REMCO
of Pinellas 456
Avila Circle NE Saint
Petersburg, FL 33703 727)
776-5261 rmetzOO1@tampabay.
rr.com 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 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.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K6... 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 FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15-
2015 .pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6
15.odfDesignPressure: N/A
Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3
15 .pdf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R9 II IKO-133-02-01 Letter - Installation
Instructions for FBC FL7006.pdf
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 - 4-15-
2015 .pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6
15.odfDesignPressure: N/A
Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3
15 .pdf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R9 II HiD and Ridge Cap Shingle Installation
Instructions.pdf
FL7006 R9 II IKO-133-02-01 Letter - Installation
Instructions for FBC FL7006.pdf
Verified By: Duc T Nguyen PE 65034
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 FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15-
2015_1JdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6
15.pdfDesignPressure: N/A
Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3
15 .pdf-------- ------
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R9 II IKO-133-02-01 Letter - Installation
Instructions for FBC FL7006.pdf,
FL7006 R9 II Roofinq-Prod ucts-Leading_Edoe-Plus- Application-
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.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgse7mYBd2b3 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 .Ddf
FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6
15.pdf
FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3
15 .pdf
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL7006 R9 II IKO-133-02-01 Letter - Installation
Instructions for FBC FL7006.1)df
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
Back Nezt
Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AkEEO 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-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, 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:
sae ® tip.,
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ ATtDgse7mYBd2b3K6... 9/7/2017
TECHN0L0GIES
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-HipandRidge 12_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 manufactuml-'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. f. %
Signed: ,
z ,' / Signed: Brad
Grzybovdski Managing
Director Date:
ril 30. 2015 Date: 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 Duc
T. iJc uyen Florida
Rbg1sbdred Professional EngineerP.
E. Number: 65034 1
30. 2015 PRI
Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-57T7 Fax: 813-621-5840 e-mail: materialstesting@pricmtcom WebSite: http:/Avww.pricmt.com
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 STRIP i a st --all,--=
R'
a
t-
NAILS "' NAILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 81 M21-5777 Fax: 813-621-5840 e-mail: materialstesting@p6cmt.com WebSite: http://www.phcmt.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".
63.
NAILING - STEEP SLOPES APPLICATION
Use. six naits as shown.
NAIL LINE
PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OFTHE SHINGLE.
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5B40 email: matedalstesting@pdcmt.com WebSite: http://www.pricmt.com
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 USEAS 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.
tu1T i
TAPER CUT
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-577T7 Fax: 813-621-5840 e-mail: materialstesting@pr cmt.com WebSite: http:/A&ww,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 fleshings, or drip edges to roof deck as required.
2. Each 39 3/8" x 13 1/4" (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 Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pricmt.com WeoSite:http:/Mww.pncmt.com
Florida Building Code Online Page 1 of 2
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BCIS Home ! Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map i Links Search j
drb Product Approval
USER: Public User
Product Approval Menu > Product or Application Search > Aoolication List > Application Detail
i FL # FL2346-R5
Application Type Affirmation
Code Version 2014
Application Status Approved
Comments
Archived
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) 553-1734 Ext 1024
Steven@WarriorRoofing.net
Quality Assurance Representative Steven Crew
Address/Phone/Email 3050 Warrior Road
Tuscaloosa, AL 35404
205) 553-1734 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.
F Validation Checklist - Hardcopy Received
Certificate of Independence FL2346 R5 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
1 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 0 No <'N/A
Product Approval Method Method 1 Option B
Date Submitted 02/13/2015
Date Validated 02/13/2015
Date Pending FBC Approval
Date Approved 02/19/2015
Grimm of P—i—te
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 HVHZ: Yes FL2346 R5 II InstallationInstructioDs.Ddf
Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC
Impact Resistant: N/A Test Reports
Design Pressure: N/A FL2346 R5 TR 15A Test Report.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 HVHZ: No FL2346 R5 II InstallgtionInstruction5.pdf
Approved for use outside HVHZ: 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 Report.Ddf
immediately after felt. Roofing felt is not intended to be an
unprotected weathering surface.
Back Next
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 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, 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:
Cn d Card
Safe.
http: //www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQMDgtOc8bnSknRps9... 9/7/2017
WARRIOR@ ROOFING MANUFACTURING
P. 0_ BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553-1734*FAX (205) 553-1755
193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775
a
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 overeach subsequent length
a minimum of two inches as you move up the valley to insure proper 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.
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
t
STATEMENT NUMBER: 17100007
BUILDING APPLICATION #: 17-10000738
BUILDING PERMIT NUMBER: 17-10000738
DATE: October 06, 2017 l '
kRH,gwc- UNIT ADDRESS: SALTMARSH LP 3734 17-20-31-502-0000-0050
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: PARK SQUARE ENTERPRISE LLC
ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811
LAND USE: WYNDHAM PRESERVE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 3734 SALTMARSH LP / LOT 5 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 dwl unit 705.00
ROADS -COLLECTORS,
Single Family
N/A
Housing 00 1.000 dwl unit 00
FIRE RESCUE N/A
00
LIBRARY CO -WIDE ORD
Single Family
SCHOOLS
Housing 54.00 1.000 dwl unit 54.00
Single Family
CO -WIDE ORD
Housing 5,000.00 1.000 dwl unit 5,000.00
PARKS N/A
LAW ENFORCE N/A
00
DRAINAGE N/A
00
00
AMOUNT DUE 5,759.00
RECEIVEDTBY: -pJ SIGNATURE:
PLEASE PRINT NAME)
DATE:
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**
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE
SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL
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. THE 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 FIRk 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 TOP 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_
Dints sni;fnp 1!l111liilGRfjNT111LU, SEMINOLE COUhITYCLERKOFCIRCUITCOURT & C011PTROLLERBr,, 91:117 F'3 1549 (1P -% CLERK'S T 2)171111179Z
RECORDED 11.102,12,117 1.12:41_1:21 F'MRECORDINGFEES $_0 —111RECORDEDIEyhdevorp
THIS INSTRUMENT PREPARED BY:
Name: Michelle Brana
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
NOTICE OF COMMENCEMENT
Permit Number:
Parcel ID Number:
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 available)
Lot .5 Wyndham Preserve Plat Book 81 / Pages 93-102 3%/7/ihj*5.4 ford, 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
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
6. 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 may be served as provided by Section
713.13(1)(a)7., Florida Statutes.
Phone Number:
8. In addition, Owner designates
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.
Vishaal Gupta, Executive Vice President
STgnature of Owner or Lessee, or Owner's or Lessee's (Print Name and Provide Signatory's Title/Office)
rAuthorized
Officer/Director/Partner/Manager)
State of / (' County of
The foregoing jnstrument was ackn lodged before me this day of t , 2OLZ
by
person maying statement
who has produced identification b type of Identification
ARUNA BALA GOEL
M, COMMISSION #FF754106
l oFiti EXPIRES December 14, 2018
407) 398-0153 FlorldallotaryServtce.corn
CERTIFIED COP. GRMT; CLEP,K OF T - F P.l.1ITC r+t
LE C
BY
Date DEPOTY CLEM,
Nov 0r, 2017
µ- _
y
Who Is personally known to me 0IIR
produced:
Gtil
1 o a Signature
Orr
DESCRIPTION AS FURNISHED: Lot 5, WYNDHAM PRE.SE?'VE, as recorded in Plat Book 81, Pages 93
through 102 of the Public Records of Seminole Couhty, Florida.
BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title
Irsurance Fund; Bank of America
LAKE HA _R BL VD
C% 3VARIABLEWIDTHRIGHT-OF-WAY)
N 69.42'17' E
LOT 6
Rm4
m
V
C9
5.00,
4Bu{FER, / WALL,.
LAN E k SIDEW
ESMT. 10'
UTI . ESMi. 89.
28' 89.25' LOT
5 { 5
5.
00' FORETBOMD
FOUMA77ON TOr-
TOP OF FORM FORM
AVERA0E-30.88' J
25.
20' 25.20' 10'
U77L E5M7. P.
C. 145.00' rye6 rLB.
I S 89'40'81 A' 40.
00' SETBACKS
AS FURNISHED 100 6ry FRON
T a 25'(4) ti 0 GREAR
20' SIDE -
75' SAL THARISH LOOP 60' LOT) 70' (
75' LOT) 50' PRIVATE ROAD) SIDE
STREET - 25' (60' & 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' PLOT
PUN AREA CALCUU77ONS PROPOSED =
FINSHED SPOT GRADE ELEVATIONS FUTWORK DRIVE
PERDRAINAGEPUNSle
mPROPOSEDDRAINAGEFLOWGRADING
TYPE AFRONT SODPROPOSED
F.F. PER PLANS = 30.6' ON/
OFF LOT - TOTAL f SQUARE FEET 40J/
110= 513 t SQUARE FEET WALKS
40/200- 240f SQUARE FEET 4,
609/ 130 a 4,939f SQUARE FEET NOTE ;
FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUNS FUTWORK \
FOUNDATI°
N/PAD 1,740 t SQUARE FEET;- REAR
PATIO 103 3 SQUARE FEET,LOT
PORCH
DECK 72 (_SQUARE FEET POOL
DECK N/A *SQUARE FEET PROVIDED
BY CLIENT • NOT FlELO VERIFIED - CRUSENMEYER-
SCOTT & ASSOC., LVC. - LAND SURVEYORS. SEND - `
k
5400
E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-J232 FAX (407)-658-1436 P
PLAT Pk •POINT ON LINE P
FIELD TTW. • 7" ON` POINTITREVERSE CVRVATME NOTES. IP. = IRON PIPE PRC. • IR
IRON ROD P_ POINT 0, O W-1 OURVATUIE I. THE NTDEP"IED DOES HEREBY CERTIFY 7NAT r," SURVEY MEETS THE STANDARDS OP PRACTICE SET IORTH BY THE TLORIDA BDARO Or COOSPURSWNTTO'SFCTON 472,027, FLOROA STAKES C.
H. • LIWOtEiC IO.TII6JIT RAA RABW. PROFESSIONAL SVRVEI'O.RS AN,() PAPPM W ONAI W W-17 FLORLDA AOMTNTRATVE ORWIKL
PA 5FA4 THIS SURVEY MAP OR COPNR ME NOT VALID, SET
LR. • 1/ ' iR N/BLI 459E N. NRI-RAMAL 0.
REC—,D VP. •• VITAESS POINT 2.
UNLESS ENOGSSED RTOI SDRVre0N'S SWTNTIRE AND J.
TMS SURVEY WAS PRIPARED MOM TIRE N01AWTION MPHISNED TO THE SURVEYOR. THERE IDAY BE 07HER RESIRICTONS P.
O.B. • POINT OF B[64NINn CALG • CALCIMm P.
O.C. POINT OT CONNIO EH T FRM ERINNEM MITRENCE 1ONUWAT OR
EAiDAMS TNT AFFECT DNS PROPERTY. 4.
NO VNDERCRDLMD fYPN01flICN15 ILAVE BEEN LODIIED UNLESS 01NDPMSF SNJWN. .. NENi[
ID,RL FF. • Pu=T M1tgR ELEVATid BSLBUILINfiSETBACKLINEy TM,RSURVEY IS PREPARED FOR TIE SOLE BDUFT OF THOSE CVMF7ED TO AND SHOULD NOT BE RELIED UPON BY MY OTHER ENTRY. WO
DISH RN .
0.SGILT-OF-VAY EM. • BCM.ILIWRK C MENSIONu' SYJRN iON 71W. Vi, DON OF BL%TOYEIfINt3 HEREON SNOUID NOT BE USED TO RFCQYSTAVCI BOUNDARY LINES. ESMT.
EASEMENT B8. BASE BEAiIiNG DRniN.
DRAINADC • 7.
B&RMOS. ARE BASED ASSUMED 04TW AND DO THE IRK SHOWN AS BASE BEARING (8_9) IL
E TINS, W S110MT1, ARE BASED ON NATIONAL CEODETIC VV"" DATUM OF 1929. UNLESS OIN NTSE NOSED. UTIL.
UTILITY LIT LCNMNLOX
fENCC 9. 1,
01 1G7E HQ'OTATMN Ne 430a OR AVIVDFG • VDDD
TCNCE CAB c9rc9ETE
1EDCK SCALE >-- 1• - ,TO' ----11 DRAWN BY: P.C.
PI1INl CT NRVATURE P.T, •
1MRNr OF TNGEItY CERTIM BY: DATE ORDER No_ _ USG. DESCRIPTION
R = MD-
PLOT PUN 09-27-2017 4120-17 L -ARC
LE— FORMBOAARD FOUNDATION/EL.M. 12-18-17-5734-17 DELTA GR -
CND
0 BERING NORTH THIS
8WLDMO\
PROPERTY DOE'S NOT UE WITHIN THE ESTABLISHED
f00 YEAR FLOOD PLANE AB PER •FIRM• T 1 RUSENM RL / 4714 ZONE •K-
MAP / 12117COD9DF (09-28-07) W. SCATi, .
LS / 4B01
UNIVERSAL UES Project No: 0110.1700817.0000
Workorder No: 9349447-1
ENGINEERING SCIENCES Report Date: 12/29/2017
Consultants In: Geotechnical Engineering - Environmental Sciences
Geophysical Services - Construction Materials Testing - Threshold Inspection19BuildingInspection - Plan Review - Building Code Administration
3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 A 7 2f-
In-Place Density Test Report
Client: UES Technician: Markus Jones
5200 Vineland Road, Suite 200
Orlando, FL 32811 Date Tested: 12/29/2017
Project: Wyndham Preserve, House Lot Testi
Area Tested: Residential House Pad Lot 5(3734 Saltmarsh
Material: Native
Reference Datum: 0 = Bottom of Footing
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
aximum
Density
per
ptimum
Moisture
Field Dry
Density
per
Field
Moisture
Soil
Compaction
loot
Native
Depth
inch)
Pass
or Fail
1 North Footer 0-1 ft 106.8 10.6 101.5 6.7 95 N/A Pas:
2 East Footer 1-2 ft 106.8 10.6 101.0 7.4 95 N/A Pas:
3 South Footer 1-2 ft 106.8 10.6 102.9 6.0 96 N/A Pas:
4 North Side of Pad(TOF) 1-2 ft 106.8 10.6 103.6 9.3 97 N/A Pas:
5 South Side of Pad(TOF) 2-3 ft 106.8 10.6 104.4 8.6 98 N/A Pas:
Remarks: (TOF)=TOP OF FILL
Tn on{ehl:nh a m.d..el nm{en{inn {n I In:..n.a.el'n n/:nn{n {hn D..h/:n earl n...nn6.nn ell mnn.in — w.hm:Nnrl ee.enrl
CITY OF SANFORD
ri
f
BUILDING & FIRE PREVENTION
PERMIT APPLICATION4
Application No: — 2Q"I 3q
l
yJ ,ji 1° j-, Documented Construction Value: $ $
Job Addil ss: 'S % .j-j r f ( Historic District: Yes NoX
Parcel ID: ResidendalA Commercial
Type of Work: New Addition Alteration Repair 11 Demo El Change of Use Move
Description of Work: Plumbing new residential construction
Plan Review Contact Person: Title: (11 j
Phone: 407-323-7515 Fax:
407-323-8 54
Email: info@api-orlando.com
Property Owner Information
Name_ Phone:
Street: Resident of property? : !
City, State Zip:
Name
Advantage Plumbing, Inc.
ox
Street:
City, State Zip:
Sanford, FL 32772
Contractor Information
Phone:
407-323-7515
Fag:
State
Architect/Engineer Informatic
Name: Phon
Street: Fax:
City, St, Zip: E-ms
Bonding Company:
Address:
Mortgage Lender:
Address:
WARNMG 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 WnH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT.
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: 5'h Edition (2014) Florida Building Code
Revised: Jane 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittaLTheactualconstructionvaluewillbefiguredbasedonthecurrentICCValuationTableineffectatthetimethepermitisissuedinaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, creditwillbeappliedtoyourpermitfeeswhenthepermitisissued. 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. Sigmature
of ownerlAgent Date Signature of ContractodAgeat Date A
Thomas Smith Priirt
owaerlAgent's Name Print ContractorlAgettt's Name S1gaatmcofNotsr7RStateofFlonda
Date a/U/1 r S'
f Owner/
Agent is _X Personally Known to Me or
Produced ID Type of ID hlflreW
i VY+I C:Kt[onda Dste NOTARY
PUBLIC STATE
OF FLORIDA Comp
GG136869 Expires
8/21/2021 Contractor/
Agent is X Personally Known to Me or Produced
ID Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: BuildingEl Electrical[] Mechanical[] Plumbing0 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 # of Heads Fare Alarm Permit: Yes No APPROVALS: ZONING:
UTILITIES: WASTE WATER: ENGINEERING: FIRE:
BUILDING: COMMENTS: Revised:
June
30, 2015 Permit Applicefioo
4- 6
advantageAe•
Page No.1
Pro of 1 Page(s)
Submitted To: Phone: Date: 5-25-17
Name: Park Square Homes Job Name: Milan; Wyndham Preserve; REVISED
5200 Vineland Road, #200
Orlando, FL 32811
We hereby submit specficadons and estimates for.
2 Water Closets, Sterling per spec, elongated.
3 Lavatories, owner provided.
1 Kitchen Sink, owner provided.
1 Tub, Sterling PerForma.
1 Hot Water Heater, Bradford White electric, 50 gallon, with stand.
1 Shower with vinyl pan.
1 Laundry box.
1 Ice maker box-
2 Hose Bibbs.
1 Disposal, Badger V.
Hookup owner provided dishwasher.
Sewer and water service.
Uponor water piping.
Moen valves per spec.
Bid less costs of all sinks and faucets.
We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of:
Three thousand five hundred eighty dollars $3;580.00 with payment to be made as follows:
30% upon completion of rough in: 30% upon completion of tub set*, 40% upon completion of trim
All 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
ADVANTAGEPLUMBINGQQ CFL.RR.COM
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
to an -
Application No:
Documented Construction Value: $
Job Address: ,3 (73 4 5a.hn A (s hoc) Historic District: Yes [INo 0
Parcel ID: Res identialg ommercial .
i
Type of Work: New- Addition Alteration Repair Demo Change of Use Move
Description of Work: (-' 16 k )Drk_
Plan Review Contact Person:
Phone: Fax:
Name
Street:
City, State Zip:
Title:
Email:
Property Owner Information
Phone:
Resident of property? :
Contractor Information
Name J . 7/ ! Phone: 8/ 3 -9 / D 403 CA 93 2-
Street: /D3q 45.kakC Pry Fax: City,
State Zip:'-, p, F'1 L State License No.: 6r'1aDL)5yyCy Name:
Street:
City,
St, Zip: Bonding
Company: Address:
Architect/
Engineer Information 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. 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: 51h Edition (2014) Florida Building Code Revised:
June 30, 2015 Pen -
nit Application
property tits ma be
ennits =quired from other governmental entities suchas water
addition to the requirements of this permit, there iio a e additional restrictions applicable to this
IOTICE: In a and there may be add -p
ound in the public records of this county,
nanagement districts, state agencies, or federal agencies.
of the requ
Acceptance of permit is verification that I wiwirements
of
Florida Lien Law, FS 713- ll notrfy
the oner of the property of the executed contracts required ofsu l.
considered the
estimated construction value of the time the t1in it;
sissued
am The CityofSanfordrequirespaymentofaplanreviewfeeatthetimeofpermitsubmittal. A copy in ordertocalculateaplanreviewchargeandwillbecochargesfiguredofftheexecutedcontractexceedtheactual construc on value, The actualconstructionvaluewillbefiguredbasedonthecurrentdo
f the ,ion.Tabie
in effect a accordance with
local ordinance. Should calculated credit will
be applied to your permit fees when the permit is issued. accurate and
that all work will n isrmatiOOWNER'S
AFFIDAVIT: I certify that all lOf sregulating gonstructionan L ping, be done
in compliance with all applicable Date Signature
of
OwnerlAgent Print owner/
Agent's Name - Signature of
Notary -State of Florida Date Owner/
Agent
is Personally Knowrl to Me or - Produced ID .
Type o.f ID Name Print
Contractor/Agent's I Ir
n il:3 P% Signaturel;o;
State f
Flon IC a1C r Date
Punan: Q
J1p....(! 2. =
Commission #
GG151707 October 15,
2021 w, Pe
sonally Knownto 1 Contractor/AgentisProducedID
Type EEL• W
IS FOIE OFFICE USE ONLY Electrical Mechanical [
IPlumbing[] GasRoof Permits Required: Building
Flood Zone: Occupancy Use: Construction
Type: - # of
Stories: S Ft of
Bldg: Min. Occupancy.Load: _
Total q Plumbing =#
of Fixtu;
es _ New Construction: Electric -
i# of Amps, - - - ads Fire Alarm
Permit:'
Yes N0 Fire Sprinkler Permit:
Yes No 0 of He_ _--- UTILITIES-. WASTE WATER:
APPROVALS:
ZONING: BUILDING:
ENGMEERING: FIRE: COMMENTS: -
Permit
Application
CONTRACT
AGREEMENT
PAGE 3 OF 4 JOB NAME: 'Vi%YNDHAIVI •:. -
i -
v
DATE: 6/21/2017 PRESEJ VES :..
PROPERTY OWNER OR HIS AGENT: DOCUMENT: ELECTRICAL CONTRACT REVISED
PARK SQUARE' HOMES SPEC: LEVEL I - WITH CFL BULBS FUEL: GASIELECTRIC
ADDRESS: 5200 VMLAND RD MARKET: ORLANDO
CITY: ORLANDO STATE; FL CITY.: SANFORD STATE: FL
WYNDHAM PRESERVE
SERVICE
PLAN SIZE SQ FT A/C SYSTEM PRICE
10-kW HEAT 240V, 60A
6,663.00
BARCELONA 200A 2392
5-TON AC 240V, 50A
10-kW HEAT 240V, 60A
6,667.00
CARNIVAL 200A 2402
5-TON AC 240V, 50A
10-kW HEAT 240V, 60A
8,477.00
CYPRESS 200A 3449
5-TON AC 240V, 50A
10AW HEAT 240V, 60A
6,992.00
GLASTONBURY 200A 2798
5-TON AC 240V, SOA
MADRONA
8-kW HEAT 240V, 50A
5,740.00200A2091
4-TON AC 240V, 40A
8-kW HEAT 240V, 50A
5,455.00,
MARGATE II 200A 1966 4 TON AC 240V, 40A
8-kW HEAT 240V, 50A
5,701.00
MELBOURNE 200A 2107
4-TON AC 240V, 40A
5AW HEAT 240V, 35A
4,279.00
MILAN 200A 1349
3-TON AC 240V, 30A
10-kW HEAT 240V, 60A
6,281.00
PEMBROOKE 200A 2570
5-TON AC 240V, 50A
10-kW HEAT 240% 60A
6,616.00
PENNSACOLA 200A 2570
5-TON AC 240V, 50A
CONTRACTOR/OWNER:
EDMONSON ELECTRIC
1034 Skipper Road o Tampa, FL
DATE:
DATE: 't
13-Phone:(813)910-3403 Fax:(813)910-8546 s www.EdmonsonElectric.corn
FLORIDA LIMSE ll EC13005408
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $ 4420
Job Address: 3734 Saltmarsh Loop Historic District: Yes No
Parcel ID: Lot 05 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 Cou Fax: 407-629-9307
City, State Zip: Winter Park, EL 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 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; .514 Edition (2014) Florida Building Code
Revised: June 30, 2015 Pern it Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to thisproperty 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 fore on be
done in compliance with all applicable laws regulati ig Signature
of Owner/Agent Date Print
Owner/Agent's Name Signature
of Notary -State of Florida Date Owner/
Agent is Personally Known to Me or Produced
ID Type of ID information
is accurate and that all work will nstructipn
and zoning. I
1 /24/2018 SiLmture
of Contractor/Agent Date Kevin
Stine Print
Contractor/Agent's Name KELLY
WEBSTER Notary
Public - State of Florida Commission #
FF 978034 My
Comm. Expires Apr 4, 2020 Contractor/
A et i is ! 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: New
Construction: Electric - # of Amps Fire
Sprinkler Permit: Yes No It of Heads APPROVALS:
ZONING: UTILITIES: ENGINEERING:
FIRE: COMMENTS:
of
Stories: Plumbing - #
of Fixtures Fire
Alarm Permit: Yes No WASTE
WATER: BUILDING:
Revised:
June 30, 2015 Permit Application