HomeMy WebLinkAbout3616 Crawley Down Lp 18-264; NEW SFHCOUNTY OF SEMINOLE
IMPACT FEE STATEMENT
o If -
STATEMENT NUMBER: 18100002
BUILDING APPLICATION #: 18-10000280
BUILDING PERMIT NUMBER: 18-10000280
DATE: March 19, 2018
UNIT ADDRESS: CRAWLEY DOWN LOOP 3616 17-20-31-5VC-0000-0460 Lj Lt
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: NVR INC. DBA RYAN HOMES
ADDRESS: 4307 VINELAND ROAD SUITE H-20 ORLANDO FL 32811
LAND USE: SINGLE FAMILY RESIDENCE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 3616 CRAWLEY DOWN LOOP / KENSINGTON
RESERVE / SFR
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 N/A
Single Family Housing .00 1.000 dwl unit .00
FIRE FREE /
LIBRARY CO -WIDE ORD
00
Single Family Housingg 54.00 1.000 dwl unit 54.00
SCHOOLS CO -WIDE ORD
PARKS NA
Family Housing 5,000.00 1.000 dwl unit 5,000.00
LAW ENFORCE N/A
00
DRAINAGE N/A
00
AMOUNT DUE 5,759.00
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 DATE ABOVE, BUT NO LATER THAN
o 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 BUSINESS OFFICE• 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD
BUILDING DEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT
ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE
3 1;5 t ('-
Job Address:
Parcel ID• f
Type of Work: New Addition
5 zA_ 4-
CITY OF SANFORD
I BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $ 210 GS,°O
L 0) Historic District: Yes No
0 qResidential X Commercial Alteration
Repair Demo Change of Use Move Description
of Work: New Single Family Residence Plan
Review Contact Person: Vicky Otero Phone:
407-692-9820 Fax: Title:
Production Admin Email:
votero@nvrinc.com Property
Owner Information Name
NVR INC, dba Ryan Homes Phone: 407-692-9820 Street:
4307 Vineland Rd #H20 Resident of property? : City,
State Zip: Orlando FL 32811 Name
NVR, Inc, dba Ryan Homes Street:
4307 Vineland Rd # H-20 City,
State Zip: Orlando FL 32811 Contractor
Information Phone:
407-692-9820 Fax:
407-692-9821 State
License No.: CBC1257565 Architect/
Engineer Information Name:
AB Design Street:
1441 N Ronald Reagan Blvd City,
St, Zip: Longwood FL Bonding
Company: Address:
N/
A Phone:
407-774-6078 Fax:
E-
mail: Mortgage
Lender: Address:
brian@abdesigngroup.
com N/
A 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 S '10 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable tuth'is 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 contt ction and zoning.
Signature f caner/Agent Da e Signature o Co actor/Agent Date
Vicky Otero Vicky Otero
Print Owner/Agent's Name Print.Contractory*Qent's Name
TRACY LC::IiyH MCDONALD
T P41Y COMMISSION # FF925012
EXPIRES October 06. 2019oses .
p?07; 398 0153 _ Floridallota•ySer,iCe Corr
Owner/Agent is X_ Personally Known to Me or
Produced ID Type of ID
nreF •, TRACY LEIGH MCD
MY COMMISSION # FF6
dF F4 EXPIRES October 06, 2
1G07) 398-Ot53 FloridallotarySeryice corn
Contractor/Agent is X Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical [;' Mechanical ®' Plumbing®' Gas Roof
Construction Type: Occupancy Use: R5 Flood Zone: X —5•ECT
aT'TX1G-D
Total Sq Ft of Bldg: j Min. Occupancy Load: of Stories:
New Construction: Electric - # of Amps 1 15-D Plumbing - # of Fixtures H
Fire Sprinkler Permit: Yes No & # of Heads Fire Alarm Permit: Yes No
APPROVALS: ZONING;kgal,1416 UTILITIES: WASTE WATER:
ENGINEERING: 1-9-Ulb FIRE: BUILDING:
COMMENTS: Ok to construct single family home
with setbacks and impervious area
shown on plan.
Revised: June 30, 2015 Permit Application
REQUEST FOR TUG & PREPOWER AGREEMENT
ALL RESIDENTIAL PROPERTIES
Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford,
Seminole County, Winter Springs
Date: ?'kq I &
Project Name:
Kensington Reserve Project Address: 3
Building Permit #: isp " 01 0+ Electrical Permit #
In consideration for authorizing the appropriate utility company to energize the facility, we agree with and
understand the following:
1. This Tug/Pre-power application is valid only for one -and two-family dwellings.
2. The facility will not be occupied until a certificate of occupancy has been issued.
3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has
been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service
without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the
jurisdiction will not be responsible for any damages or costs which may result from the exercise of such
right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly
and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including
attorney's fees.
4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the
area designated for pre -power shall be complete and in safe order. All electrical services associated with the
area will be 100% complete unless specifically approved by the electrical inspector.
5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors,
the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical
contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent
energizing circuits other than those that are safe.
6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval.
7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power.
8. TUG approval is for service and outside GFCI outlets only.
9. Check with the local jurisdiction for fees associated with tugs.
Robert Lattanzi - Ryan Homes
Print Name f Owner/Ten
Signature of ner/Tenant
JURISDICTION EMPLOYEE N.
Robert Lattanzi - Ryan Homes
Print Nam o len. Co tra
Signature of Gen. Contractor
CB C 1257565
Gen. Contractor License #
Scott L Easterbrook - Palmer Electric
Print Name of El. Contractor
ignature of El. Contractor
EC0003096
El. Contractor License #
JURISDICTION:
t
CALLED INTO: Progress Energy Florida Power and Light on
Rev. 02/10/15)
THIS INSTRUMENT PREPARED BY:
Name: NVR Inc. dba Ryan Homes
Address: 4307 Vineland Rd, Suite H-20
Orlando FL 32811
NOTICE OF COMMENCEMENT
Permit Number: 18-0264
Parcel ID Number: 17-20-31-5VC-0000-0460
1 flilff llf ll fffff llf ll ffllf fflfi fllf fill
GRANT MALOYr 'EMINOLE COUNTY
C.L..ERIt OF C:TRC:UTT COURT & COMPTROLLERI )t 909- I='s 413
CLERK'S 4 2018030117
RECORDED,' 03/20/2018 10:11:12 All
RECORDING FEES $].fl,00
RECORDED BY .eckenro
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 # 46 of Kensington Reserve 3616 Crawley Down Loop
2. GENERAL DESCRIPTION OF IMPROVEMENT:
Construction of Single Family Home Residential
3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT:
Name and address: NVR Inc. dba Ryan Homes- 4307 Vineland Rd, Suite H-20 Orlando FL 32811
Interest in property:
Fee Simple Title Holder (if other than owner listed above) Name: NA
4. CONTRACTOR: Name: NVR, Inc dba Ryan Homes Phone Number: 407-692-9820
Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811
5. SURETY (If applicable, a copy of the payment bond is attached): Name: NA
6. LENDER:
Address:
Phone Number:
Amount of Bond:
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.
Name: Dayna Whitson Phone Number: 407-692-9820
A,mracc- 4307 Vineland Rd Suite H-20. Orlando FL 32811
8. In addition, Owner designates of
to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number:
9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified)
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE
CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE
JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
ad
Dayna Whitson Assistant Secretary
Si nature o&Cpmer or Lessee, or Owner's or Lessee's (Print Name and Provide Signatory's Title/Office)
Authodzdtf Officer/Director/Partner/Manager)
State of Florida County of Orange
N
The foregoing instrument was acknowledged before me this l day of ran a- l/ t 2_0`w
by Dayna Whitson Who is personally known to me CY,OR
Name of person making statement r
AP
who has produced identification type of identification produced: ri-'
Kr. h- :r
CC
Jtu
TRACY LEICH MCDONALD o p:: 0
MY COMMISSION # FF925012 otary Signature a.
EXPIRES October 06.2019
I t407,1396.0153 Flor'dallotnrySert'ice con, V
W< ¢t
ut I t
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $ , {
Job Address: (',• .cn, , 1 Historic District: Yes No X Parcel
ID: ( -Z ( — nb-x-)r 0 41,,, Q Residential X Commercial Type
of Work: New Addition Alteration Repair Demo Change of Use Move Description
of Work: New Single Family Residence Plan
Review Contact Person: Vicky Otero Title: Production Admin Phone:
407-692-9820 Fax: Email: votero@nvrinc.com Property
Owner Information Name
NVR INC. dba Ryan Homes Phone: 407-692-9820 Street:
4307 Vineland Rd #H20 Resident of property? City,
State Zip: Orlando FL 32811 Contractor
Information Name
NVR, Inc, dba Ryan Homes Street:
4307 Vineland Rd # H-20 City,
State Zip: Orlando FL 32811 Phone:
407-692-9820 Fax:
407-692-9821 State
License No.: CBC1257565 Architect/
Engineer Information Name:
AB Design Street:
1441 N Ronald Reagan Blvd City,
St, Zip: Longwood FL Bonding
Company: N/A Address:
Phone:
407-774-6078 Fax:
E-
mail: brian@abdesigngroup.com Mortgage
Lender: Address:
N/
A 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 constifiction and zoning.
Signature f wner/Agent Date Signature o Co actor/Agent Date r
Vicky Otero
Print Owner/Agent's Name
TRA.CY LEIGH MCDONALD
Nly COMMISSION # FF925012
EXPIRES October 06. 2019
s480 53 Florioat•Iota'YServicecorr
Vicky Otero
Print Contragent's Name
f
Si r 35ate-
TRACY LEIGH MCD
MY COMMISSION # FF
c. .
rF`" ";•. EXPIRES October 06. 2:,
1407) 393-0153 FlorioallotarvSfftce Corr
Owner/Agent is x_ Personally Known to Me or Contractor/Agent is X_ Personally Known to Me or
Produced ID Type of ID Produced ED 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: &/—7/e WASTEWATER:
17 BUILDING:
Revised: June 30, 2015 Permit Application
City of Sanford
Planning and Development Services
Engineering — Floodplain Management
Flood Zone Determination Request Form
Name: Vicky Otero Firm: NVR, Inc.
Address: 4307 Vineland Road #H20
City: Orlando State: FL Zip Code: 32811
Phone: 407.692.9820 Fax: 407.692.9821 Email: votero@nvrinc.com
Property Address: 3616 Crawley Down Loop
Property Owner: NVR, Inc. dba Ryan Homes
Parcel identification Number: 17-20-31-5VC-0000-0460
Phone Number: 407.692.9820 Email: votero@nvrinc.com
The reason for the flood plain determination is:
0 New structure Existing Structure (pre-2007 FIRM adoption)
Expansion/Addition Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360)
R;_ phi -- iYND J`rG ryii o- aw
OFF CI I. USE.ONLY 'Mp; ;.
o r
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway
A portion of the parcel is in the: floodplain floodway
E The parcel is not in the: ® floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: floodplain floodway
If the subject property is determined to be flood zone `A', the best available information used to
determine the base flood elevation is:
BP# 18-264
Reviewed by: Michael Cash, CFM Date: January 8, 2018
f is
Revision
Response to Comments
Permit #
Project Address:
Contact:
City of Sanford
Building & Fire Prevention Division
Ph: 407.688.5150 Fax: 407.688.5152
Email: building@sanfordfl.gov
Submittal Date 31//) 1 O
raw 1,,, a Dawn L
Ph: 401 H J.5 f 6D q
Email: (iT n er , r)Vr C. c e m
Trades encompassed in revision:
Building
Plumbing
Electrical
Mechanical
Life Safety
Waste Water
Department
Utilities
Waste Water
Planning
Engineering
Fire Prevention
Building
MAR
Fax:"'TNI
General description of revision:
Ujqjac p— - ,o Guare C.Je.,
ROUTING INFORMATION
Approvals
r ?r t(. ZS
CITY O
S kNFORD
DEPARTMENT
Application Number: 18-264
Project Description: New SFR
Job Address: 3616 Crawley Down Loop
PLAN REVIEW COMMENTS
CITY OF SANFORD
BUILDING AND FIRE PREVENTION DIVISION
300 N. PARK AVENUE
SANFORD, FLORIDA 32772
PHONE: 407.688.5150
FAX: 407.688.5152
Date: 02-23-2018
Contact Name: Vicky Otero
Contact Email: votero(&nvrinc.com
This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a
complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be
submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as
amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or
supplemental information as requested Permit submittals will not be accepted without two copies.
COMMENTS:
1. This permit was submitted on 01-03-18. The plans have been designed to meet the 2014 Florida Building Code and 2011 National
Electric Code. Any permits submitted after 12-31-17 are required to meet the 2017 Florida Building Code and 2014 National Electric
Code. Please revise as necessary.
A revision was submitted adding recess lighting. Please incorporate this revision into your plan re -submittal.
Answer to comments plan pages need to be re-inserted into the existing set of plans by the person submitting the answer to
comments.**
Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal
ordinances of this jurisdiction.
Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival.
Respectfully,
Steve Fiorey, CBO
Deputy Building Official
1-
Application for Paved ;Driveway, ,Sidewalk or
Walkway Including, Ri ht-of Wa Use
ti°s;D' Landscaping i'n Right-of-way
www.sanfordfl.gov Department of Planning & Development Services
300 North Park Avenue, Sanford, Florida 32771
Phone:407.688.5140 Fax:407.688.5141
This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the
City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or o'
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 Kmwww%below.
size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbeforayoody.
1. Project Location/Address:7t01 b l: C
2. Proposed Activity: X Driveway
nt!tDanford, FL 32773
Walkway El Other:
3. Schedule of Work: Start Date Completion Date
4. Brief Description of Work: Construction of New Single Family Home
This application is submitted by:
Property Owner.
Signature:
Address: 4307 Vineland Rd #H-20 Orlando, FL 32811
Phone: (407) 692-9850 Fax:
Print Name: Vicky Otero
Emergency Repairs
Email: votero@nvrinc.com I 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.
I have
Signature:
Pre -pour Inspection by:
Application No: _
Reviewed:
Public Works
the above statement and by signing this application I agree to its terms.
Date: ( )A )---1 I I 1
This permit shall be posted on the site during construction.
Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection.
Utilities
Approved: —w—c4iEngineering
Site Inspected by:
Special Permit Conditions:
Date:
Official Use Only
Fee: Date:
Date:
Date:
Date:
Date:
November 2015 ROW Use Driveway.pdf
12/27/2017 .
4
SCPA Parcel View: 17-20-31-5VC-0000-0460
f Property Record Card
fcDarldJola stnt° Parcel: 17-20-31-5VC-0000-0460p
Owner: BRISSON WEST PROJECT I LLC
Property Address: 3616 CRAWLEY DOWN LOOP SANFORD, FL 32773
I Parcel Information j Value Summary
Parcel 17-20-31-5VC-0000-0460
Owner BRISSON WEST PROJECT I LLC
Property Address 3616 CRAWLEY DOWN LOOP SANFORD, FL 32773
Mailing 10100 INNOVATION DR STE 410 DAYTON, OH 45342
Subdivision Name KENSINGTON RESERVE
Tax District S1-SANFORD
DOR Use Code 00-VACANT RESIDENTIAL
Exemptions
Legal Description
LOT 46
KENSINGTON RESERVE
PB 81 PGS 86-92
2018 Working
Values
2017 Certified
Values
Valuation Method Cost/Market Cost/Market
Number of Buildings T O___
Depreciated Bldg Value
Depreciated EXFT Value
Land Value (Market) 14,000 j $14,000
F
Land Value Ag
Just/Market Value " 14,000 14,000__ _
Portability Adj
Save Our Homes Adj 0
i $
0
Amendment 1 Adj 0 0 --__
P&G Adj 0
p
0
Assessed Value 14,000 f $14,000
Tax Amount without SOH: $266.58
2017 Tax Bill Amount $266.58
Tax Estimator
Save Our Homes Savings: $0.00
Does NOT INCLUDE Non Ad Valorem Assessments
Taxes
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund 14,000 0 14,000
Schools$14,000 0 i $14,000
City Sanford 14,000 0 14,000
SJWM(Saint Johns Water Management) 14,000 0 14,000
County Bonds 14,000 so_;____ 14,000
I Sales
wmAQualifiedDescriptionDateBookPageAmount Vac/Imp
No Sales
Find ra Safest
Land
m.____.._..__.__,._
ai
Method Frontage Depth Units Units Price Land Value
LOT 1 14,000.00
i Building Information
Permits
Permit #
i
Description Agency Amount CO Date Permit Date
http://parceIdetaiI.scpafl.org/ParceIDetaiIInfo.aspx?PID=1 72031 5VC00000460 1/2
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: i I I 1
I hereby name and appoint: Vicky Otero
an agent of: NVR Inc., dba Ryan 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):
The specific permit and application for work located at:
Street
Expiration Date for This Limited Power of Attorney:
License Holder Name
State License Number:
Signature of License 11
STATE OF FLORIDA
COUNTY OF Orange
Robert Latta
CRr1')g7SFS
R
May 20,2018
t=LL"1 S
The foregoing instrument was acknowledged before me this n*day of 42__c ,
20017 , by Robert Lattanzi who is ;personallyknown
tme or who has produced as
identification and who did (did not) take an oath.
Acl k
Si
1
Notary Seal) C"U- " l
Print or typd name
TRACY LEIGH MCUONALD
MY COM ICSSiON # FF'925012
EXPIPES OWtober Of. 2019
id67; 358-U'S3 fioridallo[ySe,rvire a'rm _-
Rev. 08.12)
Notary Public - State of _f L-
Commission No. F J!S G t) . _
My Commission Expires: 14 -
REQUIRED INSPECTION SEQUENCE
RYAN HOMES SFR-DETACHED
Permit # 19,-'7-1—&4
BUILDING PERMIT
Min Max Inspection Description
10 Form board / Foundation Survey
10 Slab / Mono Slab Prepour
20 Lintel / Tie Beam / Fill Down Cell
30 Sheathing — Walls
30 Sheathing — Roof
S-1-1-
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: ?,c- ,,- e-D Awt-%-4
Min Max Inspection Description
10 Electric Underground
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
FLU B IR R
Min Max Inspection Description
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
K -p
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
SQ.FT. CALC.'S
15T. FLR LIVING 1341 SQ FT.
2ND. FLR LIVING 17126 Sa FT.
TOTAL LIVING 3061 SQ. FT.
2-GAR 425 Sa FT.
ENTRY 116 Sa FT.
EXTENDED LANAI 310 SQ FT.
TOTAL 3918 Sa FT.
EXTERIOR MASONRY NOTE- PRIOR TO DRYWALL
WALL BRS. HEIGHTS INSTALLATION ALL FRAMING
MEMBERS 2'-0' FROM THE FINISH
FLOOR WILL BE SPRAYED AND
TREATED W/ 'BORATE' A TERMITE
9'-4' BRG. TREATED SPRAY
LOADOAD®L
FRUT RA WIDOW CALCS
COAFOFBiT AND CLADDIKi WIND LOADS BASK WIND EXPOSURE
FOR S SECOND CKWM
CALL • om ZaFe Leo MPH wro
w6i HBOHTFourAmo®aF 71oN
1 112 192' 84' 5 249/ -307
2 3-1 5DLR 56' a6' 4 26.9/ -29A
3 19 26-514 38, 12, 4 283/ -30B
4 19 26-SH 38' 12' 5 283/ -312
5 38 2)26-614 16' 12' 4 210/-295
6 34 2) 25-5H lb' 60' 5 213/ -352
6A 24 35-614 54' 60' 5 21.9/ -363
1 4-3 OW SISD. 14' 96' 5 26.4/ -333
8 1 34 1 (2) 25-644 lb' 60' 5 213/ -35]
BA 34 MMSSH 1 16' 1 60' 5 213/ -35]
WIND DESIGN CRITERIA
A BASIC WIND SPEED MPH (3 SECOND GUST)
VULT•150 / VAW-116 MPH
B. INTERNAL PRESSURE COEFFICENT-18
C. RISK CATEGORY -TYPE II
EXPOSURE CATEGORY C
NOTE,
VALUES FOR COMPQJENTS A CLADDING PRE56URE AFC
BASED ON THE Wit DESIGN WIND SPEED. FBCR 5TH ED. e2014)
ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 0.6 TO
MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY
PRODUCT MANUFACTURERS.
I
3 1/2'
MAX. —
TOPFL
m 2x4 B
FRAME
O.C.
CABINET SECTION
MAND (XFF)
9
I
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ARCH DETAIL 03 ARCH DETAIL
ARCH DETAIL
13'-0' 21'-0' ,
I I I16X6P.T.POETT08'-4-----5OXBEM TOM! IIMMTO (3-TTP) MAT04 GLUI I I I
Mato CCLU'N EXTENDED LANAI aD I I I U.
IDTH 2l'-VAV-0' 30'-0'
9'-4' CLG. 4'-0'
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HIGH
RAILING I JI
s
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e
8'-2'
4'-0' 5'-0' 2'-2' 5'-2' n HOME
OFFICE
F===q
t 9'-8'
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8'
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L LLL_ Ip3JI
I00IR-15W ---- ByT IR-ISN4' 3'-
6' '-8' 4'-6' U HALLWAYDINING
I
Ico B+ a 6 V-4' CLG. LIVING ROOM
BOLLARD] O
IMHLI mII'-
8'
X20'-0' 9'-4'
GLS. I Ll
10. II o9vr
GI I
2-CAR GARAGE 26-SH
26-514 IV-4'x20'-4' HDR HGT.
WDR HST. 33 9'-4' CLG. a l'-
8' AFF. I 44
O L. 2 6'-2'
II' S'-8' INTERLACE BLOCK
gam, W/ ADJACENT WALL I e'-4' CLG AND FILL
SOLID LINE OF 2ND. FLR ABV. ARGI-1
ARGFi ARCH TONE VENEER I
A aI 0 I6'-
0'xl'-0' ON. I—J 62'-4'
16'-0' 20'-8' 40'-
0' FIRST
FLOOR PLAN
ELEVATION C 8'
a,Ip.
1
t OND% STONE
2'-4'
VENEER
A R C
x IT EC T a i Desi n
Gran .
1441 N.
RONALD
REAGAN BLVD. LONGWOOD. FL32750 PH:
40T-174.
6078 Mk407-77"078
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AA k: OOM25
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STJHDIV. &
LOT:
KENSINGTON
RESERVE LOT#
47)
MODEL
ESTERO BAY
VERSION#
02) PROJECT#
A 2997.
000 PAGE:
FIRST FLOOR
PLAN
ARCHTECT-
STATE Cr-
DATE:
11 /2
9 /17 SCALE: 1/4"=
1'-0" SHEET 3 OF
8
SECOND RR WINDOW
I
OF 19T.PLR BELOW
I
40'-0'
I
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34'xbO'
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SECOND FLOOR PLAN
CALL&
COLPOrBlf AND 0.ADDNCi WIND LOADS BASIC MRO E7T091R'E
FOR 3 SECOND QU318
CALL #FOarAaE m 1Pt1 wroWorF N9CIiT zoneD69fiiATIQi
I 15 3051- 36' 2Bb/ -3-lbEGRESS
2 15 3051-SH
EGRESS 61, 4 78b/ -3IJ
3 @ 3040- 36' 48' 5 791/ -31bCTEMP.)
4 15 3051-
36' 61' 4 18b/ -31JEGRESS
5 15 3051- EGF 55 36' 61' 4 18b/ -311
b 15 3051-SW 36' 61' 4 78b/ -3IJ
1 15 3051-9H 36' 61' S 28b/ -3TB
H 15 3051-SH 36' 61' 5 28b/ -3lB
9 15 3051-SH 36' 61' 4 78b/ -3IJ
10 15
3051-SH 61. 5 78b/ -3TB
EGRESS
II 12 36'x48' OV q pql/ Fm. GLS. 31b
17 15 3051-514 61' 4 78b/ -3IJEGRESS
WIND DESIGN CRITERIA
A BA91C WIND SPEED MPH (3 SECOND GUST)
WLT.150 / VASD •IIb MPH
B. INTERVAL PRESSURE COEFFICENT.. JB
G. RISK
3'-b' 4'-2' 19'-10'
12'-b' 10'-4'
30 SH
I
I
I
O O4 OPJI
m 3051-SH 3051-SFI IR-ISH
N O.BATH oO
e EGRESS e d EGRESS,.,
mM8'-0' GLG.
I
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16 I e q_c a i
I
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Iq'-b'xl5'-2'
TRAY GLG. 1
W.I.C.
8'-0' CLG.
I
4'-03'-H' 10'-l' 3'-b' al 6'-10' I
44TU6B LAv. LA
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W.I.C. j=
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LAUN. 8'-0' GLG.
J N
a R/A INGLG•
GLG.
4-0 n 0 I
BF. rLL-r-
A N C X I T E C T S
Design
Grou h.
1441 N. RONALD REP.GAN BLVD.
LONGWOOp, FL 32]50
PH: 407-T746078
wAx:ao].TTanwew .abtlesigngroup.comwPAN: 0003325
0
a
C
Q
s VHDIV. de 7.oT:
KENSINGTON
RESERVE
IAT#47)
MODEL.•
ESTERO BAY
VERSION#02)
PROJECT
299 .000
PAGE:
SECOND
FLOOR PLAN
ARCFQTECT=
3SATE CIF FLORIDA
DATE: 11 /29 /17
sETEET
4 OF 8
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and. Professional Regulation - Residential Performance Method
Project Name: Lot46KensingtonReserveSeagateGRW Builder Name: RYAN HOMES
Street: 3616 CRAWLEY DOWN LOOP Permit Office: SANFFORD
City, State, Zip: SANFORD , FL, 32773 Permit Number: # 1 8 2 6 4 npoOwner: Jurisdiction: 691500
Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2
1. New construction or existing New (From Plans) 9. Wall Types(1936.7 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1614.70 ft2
b. Frame -Wood, Adjacent R=13.0 322.00 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 (2048.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=38.0 2048.00 ft2
6. Conditioned floor area above grade (ft2) 2034 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. NIA R= ft2
11. Ducts R ft2
7. Windows(286.4 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 406.8
a. U-Factor: Dbl, U=0.54 238.37 ft2
SHGC: SHGC=0.31
b. U-Factor: Dbl, U=0.62 48.00 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25
a. Central Unit 34.8 SEER:15.00
c. U-Factor: N/A ft2
SHGC: 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 32.6 HSPF:8.50
SHGC:
Area Weighted Average Overhang Depth: 3.748 ft.
Area Weighted Average SHGC: 0.300 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (2034.0 sqft.) Insulation Area EF: 0.950
a. Slab -On -Grade Edge Insulation R=0.0 2034.00 ft2 b. Conservation features
b. N/A R= ft2 None
c. N/A R= ft2 15. Credits Pstat
Glass/Floor Area: 0.141
Total Proposed Modified Loads: 58.79 PASSSSTotalBaselineLoads: 62.33 1 7
1 hereby certify that the plans and specifications covered by Review of the plans and S 'A
this calculation are in compliance with the Florida Energy specifications covered by this
L
1+ O
Code. calculation indicates compliance
with the Florida Energy Code.
PREPARED BY: Before construction is completed
DATE: 2/27/2n18 Hannah Sndoski this building will be inspected for
compliance with Section 553.908
I hereby certify that this buildi g, as designed, is in compliance Florida Statutes.
with the Florida Energy Co CAD yv'T
OWNER/AGENT: BUILDING OFFICIAL:
DATE: 2/27/2# 8 DATE:
Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an
envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2).
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017
PROJECT
Title:
Building Type:
Owner Name:
of Units:
Builder Name:
Permit Office:
Jurisdiction:
Family Type:
New/Existing:
Comment:
Lot46Kensington ReserveSea Bedrooms: 3 User
Conditioned Area: 2034 Total
Stories: 1 1
Worst Case: No RYAN
HOMES Rotate Angle: 0 SANFORD
Cross Ventilation: No 691500
Whole House Fan: No Single-
family New (
From Plans) Address
Type: Lot #
Block/
Subdivision: PlatBook:
Street:
County:
City,
State, Zip: Street
Address 46
KENSINGTON
RESE 3616
CRAWLEY DOW Seminole
SANFORD ,
FL,
32773 CLIMATE
Design
Location Design
Temp TMY
Site 97.5 % 2.5 % Int
Design Temp Heating Design Daily Temp Winter
Summer Degree Days Moisture Range FL,
Sanford FL_ORLANDO_SANFOR 39 93 70 75 677 44 Medium BLOCKS
Number
Name Area Volume 1
Block1 2034 18916.2 SPACES
Number
Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1
Main 2034 18916.2 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 173.5 ft 0 2034 ft2 0.34 0 0.66 ROOF
Type
Roof .
Gable Roof Materials -
Area Area Color Solar
Absor.
SA
Emitt Tested
Emitt
Deck Pitch Tested
Insul. (deg) 1
Gable or Shed Composition shingles 2275 ft2 510 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC
V #
Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1
Full attic Vented 300 2034 ft2 N N CEILING
Ceiling
Type Space R-Value Ins Type Area Framing Frac Truss Type 1
Under Attic (Vented) Main 38 Blown 2048 ft2 0.11 Wood 2/
27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
FORM R405-2017
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
Ornt To Wall T/Pp Space
1 W Exterior Concrete Block - Int Insul Main 4.1 4 7 9 4 42.8 ft2 0 0 0.6 0
2 W Exterior Concrete Block - Int Insul Main 4.1 14 5 9 4 134.6 ft2 0 0 0.6 0
3 S Exterior Concrete Block - Int Insul Main 4.1 28 2 9 4 262.9 ft2 0 0 0.6 0
4 S Exterior Concrete Block - Int Insul Main 4.1 15 4 9 4 143.1 ft2 0 0 0.6 0
5 S Exterior Concrete Block - Int Insul Main 4.1 6 10 9 4 63.8 ft2 0 0 0.6 0
6 E Exterior Concrete Block - Int Insul Main 4.1 14 11 9 4 139.2 ft2 0 0 0.6 0
7 E Exterior Concrete Block - Int Insul Main 4.1 10 11 9 4 101.9 ft2 0 0 0.6 0
8 E Exterior Concrete Block - Int Insul Main 4.1 13 11 9 4 129.9 ft2 0 0 0.6 0
9 N Exterior Concrete Block - Int Insul Main 4.1 20 3 9 4 189.0 ft2 0 0 0.6 0
10 N Exterior Concrete Block - Int Insul Main 4.1 9 3 9 4 86.3 ft2 0 0 0.6 0
11 N Exterior Concrete Block - Int Insul Main 4.1 17 3 9 4 161.0 ft2 0 0 0.6 0
12 N Exterior Concrete Block - Int Insul Main 4.1 17 2 9 4 160.2 ft2 0 0 0.6 0
13 - Garage Frame - Wood Main 13 34 6 9 4 322.0 ft' 0 0.23 0.01 0
DOORS
Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 W Insulated Main None 25 3 8 24 ft2
2 Wood Main None 25 2 8 16 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
V/ # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 W 2 Metal Low-E Double Yes 0.54 0.31 N 25.7 ft2 1 ft 0 in 3 ft 10 in None Exterior 5
2 S 3 Metal Low-E Double Yes 0.54 0.31 N 32.4 ft2 1 ft 0 in 2 ft 2 in None Exterior 5
3 S 4 Metal Low-E Double Yes 0.54 0.31 N 3.9 ft' 1 ft 0 in 2 ft 2 in Drapes/blinds None
4 E 6 Metal Low-E Double Yes 0.54 0.31 N 32.4 ft2 1 ft 0 in 2 ft 2 in None Exterior 5
5 E 7 Metal Low-E Double Yes 0.54 0.31 N 32.4 ft2 9 ft 0 in 0 ft 2 in None Exterior 5
6 E 8 Metal Low-E Double Yes 0.54 0.31 N 32.4 f12 1 ft 0 in 2 ft 2 in None Exterior 5
7 N 9 Metal Low-E Double Yes 0.54 0.31 N 64.8 ft2 1 ft 0 in 1 ft 2 in None Exterior 5
8 N 10 Metal Low-E Double Yes 0.62 0.25 N 48.0 ft2 12 ft 0 in 0 ft 2 in None Exterior 5
9 N 9 Metal Low-E Double Yes 0.54 0.31 N 6.9 ft2 1 ft 0 in 2 ft 2 in None Exterior 5
10 W 2 Metal Low-E Double Yes 0.54 0.31 N 7.7 ft2 1 ft 0 in 2 ft 2 in Drapes/blinds None
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 429 ft2 429 ft2 78 ft 9.3 ft 1
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000414 2206.9 121.16 227.85 .302 7
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:8.5 32.6 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 15 34.8 kBtu/hr cfm 0.75 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cert # Company Name
Collector Storage
System Model # Collector Model # Area Volume FEF
None None ft
DUCTS
Supply ---- V # Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
HVAC #
Heat Cool
1 Attic 6 406.8 ft Main 101.7 ft Default Leakage Main (Default) (Default) 1 1
TEMPERATURES
Programable Thermostat: Y
Coolin Jan Feb Mar
MarHeatingJanFebHXJanFebMar
Ceiling Fans:
A r May rj
Jun
rj
Jul
rj
Au X Se Oct
APr May Jun Jul AujI Sep Oct
X] Apr [ May Jun Jul Aug Se ( Oct
NovNvHD
NovH
ec
DeVentinDec
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2017
Thermostat Schedule:
Schedule Type
HERS 2006 Reference
1 2 3 4 5
Hours
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
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5
v
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 94
The lower the EnergyPerformance Index, the more efficient the home.
3616 CRAWLEY DOWN LOOP, SANFORD, FL, 32773
1. New construction or existing New (From Plans) 9. Wall Types Insulation Area
a. Concrete Block - Int Insul, Exterior R=4.1 1614.70 ft2
2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R=13.0 322.00 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 Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=38.0 2048.00 ft2
6. Conditioned floor area (ft2) 2034 b. N/A R= ft2
c. N/A R= ft2
7. Windows- Description Area
11. Ducts R ft2
a. U-Factor: Dbl, U=0.54 238.37 ft2 a. Sup: Attic, Ret: Main, AH: Main 6 406.8
SHGC: SHGC=0.31
b. U-Factor: Dbl, U=0.62 48.00 ft2
SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency
c. U-Factor: N/A ft2 a. Central Unit 34.8 SEER:15.00
SHGC:
d. U-Factor: N/A ft2
13. Heating systems kBtu/hr Efficiency
SHGC: a. Electric Heat Pump 32.6 HSPF:8.50
Area Weighted Average Overhang Depth: 3.748 ft.
Area Weighted Average SHGC: 0.300
8. Floor Types Insulation Area 14. Hot water systems
Cap: 50 gallons
a. Slab -On -Grade Edge Insulation R=0.0 2034.00 ft2 a. Electric
EF: 0.95
b. N/A R= ft2
b. Conservation features
c. N/A R= ft2
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 inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature: A Date: 2/27/2018
Address of New Home: 3616 Crawley Down Loop City/FL Zip: 32773
Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at
techsupport@energygauge.com 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.
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
ADDRESS: 3616 CRAWLEY DOWN LOOP Permit Number:
SANFORD , FL, 32773
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 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 Statutes) 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 code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
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 R402.4.1.1, 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 not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g) or (i) or
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.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent 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.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air IeakagdNindows, 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.
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5
MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 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 E283 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.
SECTION R403 SYSTEMS
R403.1 Controls.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
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.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free' in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C)
or below 55°F (1YC) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that,
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 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'% inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 100°F to 140°F (38°C to 60°C).
R403.5.6.1.2 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.
R403.5.6.2 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 meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 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.
R403.6 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
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy.When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 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 that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMU
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 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 403.7, 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.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data 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 temperatures 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 multiple -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 multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 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 R403.7.1.
R403.7.1.3 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.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice 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 50°F (10°C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa 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 or LP gas shall not have continuously burning pilot lights.
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
R403.10.5 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.
R403.11 Portable spas (Mandatory e energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights.
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot46KensingtonReserveSeagateGRW Builder Name: RYAN HOMES
Street: 3616 CRAWLEY DOWN LOOP Permit Office: SANFORD
City, State, Zip: SANFORD , FL, 32773 Permit Number:
Owner: Jurisdiction: 691500
Design Location: FL, Sanford
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attic spaces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with
sealed. a material having a thermal resistance of R-3 per inch
Knee walls shall be sealed. minimum.
Exterior thermal envelope insulation for framed walls
shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/doorjambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
Narrow cavities
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 spac as.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
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 pipina and wirina.
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior wall tubs shall separate them from the showers and tubs. be insulated.
Electrical/phone box or The air barrier shall be installed behind electrical or communication
exterior walls 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.
Concealed When required to be sealed, concealed fire sprinklers shall only be
sprinklers sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
between fire sor'nkler cover plates and walls or ceilings,
a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400.
2/27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
Manual S Compliance Report Job: LoMIBKensingtonReserv...
wrightsoft® p ~ Date: 09-12-11
Entire House By: VMT
DEL -AIR HEATING & AIR CONDITIONING
531 ..
Protect)Anformation,
For: RYAN HOMES
3616 CRAWLEY DOWN LOOP, SANFORD, FL32773
Design Conditions
Outdoor design DB: 93.0'F Sensible gain: 27859 Btuh
Outdoor design WB: 76.0'F Latent gain: 5491 Btuh
Indoor design DB: 75.0°F Total gain: 33350 Btuh
Indoor RH: 50% Estimated airflow: 1160 cfm
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: SpIitASHP
Manufacturer: Goodman Mfg.
Actual airflow: 1160 cfm
Sensible capacity: 29362 Btuh
Latent capacity: 5687 Btuh
Total capacity: 35049 Btuh
Model: GSZ140361K+ASPT47D14A
105% of load
104% of load
105% of load SHR: 84%
Entering coil DB: 77.5'F
Entering coil WB: 64.1'F
Heating Equlpmentb , ° F
Design Conditions
Outdoor design DB: 38.0'F Heat loss: 32473 Btuh
Indoor design DB: 70.0°F
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: SpIitASHP
Manufacturer: Goodman Mfg.
Actual airflow: 1160 cfm
Output capacity: 32094 Btuh
Supplemental heat required: 379
Model: GSZ140361K+ASPT47D14A
99% of load
Btuh
Backup equipment type: Elec strip
Manufacturer: Model:
Actual airflow: 1160 cfm
Output capacity: 7.9 kW 83% of load Temp. rise: 50 OF
Meets are all requirements of ACCA Manual S.
Entering coil DB: 67.7°F
Capacity balance: 37 OF
Economic balance: -99 OF
2017-Dec-15 07:48:28
wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1
AC+CA...SeagateGRW\Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
i
J
Component Constructions Job: Lot46KensingtonReserv...
1- wrigi>Itsoft® Date: 09-12-11
Entire House By: VMT
DEL -AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM
For: RYAN HOMES
3616 CRAWLEY DOWN LOOP, SANFORD, FL32773
Location: Indoor: Heating Cooling
Sanford, FL, US Indoor temperature (°F) 70 75
Elevation: 55 ft Design TD (OF) 32 18
Latitude: 28°N Relative humidity (%) 30 50
Outdoor: Heating Cooling Moisture difference (gr/lb) 5.7 43.5
Dry bulb (°F) 38 93 Infiltration:
Daily range (°F) - 20 ( M) Method Simplified
Wet bulb (°F) - 76 Construction quality Average
Wind speed (mph) 15.0 7.5 Fireplaces 0
Construction descriptions Or Area
ft
U-value
Btu h/ft?'F
Insul R
ft?'FBtuh
Htg HTM
Btu h/ft2
Loss Clg HTM
Btu Btu h/ft
Gain
Btu
Walls
13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 477 0.201 0 6.43 3070 4.10 1957
board int fnsh e 276 0.201 0 6.43 1777 4.10 1133
s 429 0.201 0 6.43 2761 4.10 1760
w 132 0.201 0 6.43 846 4.10 539
all 1314 0.201 0 6.43 8453 4.10 5389
Partitions
12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int
fnsh, 2"x4" wood frm, 16" o.c. stud
Windows
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.25 ft
window ht, 2.17 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (3.17 ft window ht, 2.17 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 n
ft overhang (5.25 ft window ht, 2.17 ft sep.); 6.67 ft head ht e
s
all
2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.25); 12 ft overhang (8 ft
window ht, 0.17 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 9 ft overhang (5.25 ft
window ht, 0.17 ft sep.); 6.67 ft head ht
2B-2fm: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3.17 ft
window ht, 2.17 ft sep.); 6.67 ft head ht
304 0.091 13.0 2.91 886 1.33 404
32 0.540 0 17.3 559 16.2 525
7 0.540 0 17.3 119 14.4 99
16 0.540 0 17.3 280 14.4 232
17 0.540 0 17.3 287 14.4 239
65 0.540 0 17.3 1119 34.1 2210
32 0.540 0 17.3 559 14.9 483
130 0.540 0 17.3 2245 24.4 3164
48 0.620 0 19.8 952 16.4 787
32 0.540 0 17.3 559 16.2 525
10 0.540 0 17.3 169 16.2 158
2017-Dec-15 07:48:28
g
wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1
M...SeagateGRW\Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 26 0.540 0 17.3 444 34.1 877
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (4.17 ft window ht, 3.83 ft sep.); 6.67 ft head ht
Doors
11 DO: Door, wd sc type w 20 0.390 0 12.5 251 11.5 231
n 18 0.390 0 12.5 223 11.5 206
all 38 0.390 0 12.5 474 11.5 437
Ceilings
16B-38ad:Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 1/2" 2048 0.026 38.0 0.83 1704 1.38 2821
gypsum board int fnsh
Floors
22A-tpl: Bg floor, light dry soil, on grade depth 174 0.989 0 31.6 5491 0 0
J=}•- 2017-Dec-15 07:48:28
r wrightsoft'° Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2
MCA...SeagateGRW\Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
Project Summary
Job: Lot46KensingtonReserv...
W ri ghtsofte Date: 09-12-11
Entire House By: VMT
DEL -AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM
For: RYAN HOMES
3616 CRAWLEY DOWN LOOP, SANFORD, FL32773
Notes:
LS • ' on 09.01.2015
LS 03.01.16 SIR
1 ••
ROME Desr n I R l atio.r k .
Weather: Sanford, FL, US
Winter Design Conditions
Outside db
Inside db
Design TD
38 OF
70 OF
32 OF
Heating Summary
Structure 25635 Btuh
Ducts 4712 Btuh
Central vent (61 cfm) 2126 Btuh
Outside air
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 32473 Btuh
Infiltration
Method
Construction quality
Fireplaces
Area (ftz)
Volume (ft3)
Air changes/hour
Equiv. AVF (cfm)
Simplified
Average
0
Heating Co
03 2g034
19110 19110
0.32 0.16
102 51
Summer Design Conditions
Outside db 93 OF
Inside db 75 OF
Design TD 18 OF
Daily range M
Relative humidity 50 %
Moisture difference 44 gr/lb
Sensible Cooling Equipment Load Sizing
Structure 20344 Btuh
Ducts 6319 Btuh
Central vent (61 cfm) 1196 Btuh
Outside air
Blower 0 Btuh
Use manufacturer's data y
Rate/swing multiplier 1.00
Equipment sensible load 27859 Btuh
Latent Cooling Equipment Load Sizing
Structure 2505 Btuh
Ducts 1199 Btuh
Central vent (61 cfm) 1787 Btuh
Outside air
Equipment latent load 5491 Btuh
Equipment Total Load (Sen+Lat) 33350 Btuh
Req. total capacity at 0.75 SHR 3.1 ton
Heating Equipment Summary Cooling Equipment Summary
Make Goodman Mfg. Make Goodman Mfg.
Trade GOODMAN; JANITROL; AMANA DISTI... Trade GOODMAN; JANITROL; AMANA DISTI
Model GSZ140361 K Cond GSZ140361 K
AHRI ref 8242629 Coil ASPT47D14A
AHRI ref 8242629
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
Capacity balance point = 37 OF
Backup:
8.5 HSPF
32600 Btuh @ 470F
26 OF
1160 cfm
0.038 cfm/Btuh
0.30 in H2O
Input = 8 kW, Output = 26830 Btuh, 100 AFUE
Efficiency
Sensible cooling
Latent cooling
Total cooling
Actual air flow
Air flow factor
Static pressure
Load sensible heat ratio
12.5 EER, 15 SEER
26100 Btuh
8700 Btuh
34800 Btuh
1160 cfm
0.044 cfm/Btuh
0.30 in H2O
0.84
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
1 Wrl htSOft-
2017-Dec-15 07:age IgRight -Suite® Universal 2017 17.0.23 RSU23828 Page 1
ACCA...SeagateGRW\Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
1- wrightsoft° Right-M Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 COD ISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AlR.COM
Job: Lot46KensingtonReserveSe...
Date: 09-12-11
By: VMT
1 Room name Entire House Bdrm 3
2 Exposed wall 173.5 ft 13.5 it
3 Room height 9.3 It 9.3 ft heat/cool
4 Room dimensions 13.5 x 13.5 ft
5 Room area 2047.5 it' 182.3 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft') Load
number BtuWft2-°F) Btuft/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 13A-2ocs 0.201 n 6.43 4.10 597 477 3070 1957 0 0 0 0
2A-2dm 0.540 n 17:28 16.22 32 0 559 525 0 0 0 0
2A-20m 0.540 n 17.28 14.36 7 0 119 99 0 0 0 0
2A-2om 0.540 n 17.28 14.36 16 0 280 232 0 0 0 0
11 2A-2om 0.540 n 17.28 14.36 17 0 287 239 0 0 0 0
2A-2omd 0.620 n 19.84 16.40 48 0 952 787 0 0 0 0
13A-2ocs 0.201 a 6.43 4.10 373 276 1777 1133 0 0 0 0
2A-2om 0.540 e 17.28 16.22 32 32 559 525 0 0 0 0
L--G 2A-2om 0.540 e 17.28 34.14 65 0 1119 2210 0 0 0 0
13A-2obs 0.201 s 6.43 4.10 471 429 2761 1760 126 110 706 450
2A-2om 0.540 s 17.28 14.91 32 20 559 483 16 10 280 241
213-21m 0.540 s 17.28 16.22 10 10 169 158 0 0 0 0
W 13A-2ocs 0.201 w 6.43 4.10 177 132 846 539 0 0 0 0
L-p
2A-2om 0.540 w 17.28 34.14 26 0 444 877 0 0 0 0
11 DO 0.390 w 12.48 11.50 20 20 251 231 0 0 0 0
R
D
12C-Osw 0.091 2.91 1.33 322 304 886 404 126 126 367 167
11 DO 0.390 n 12.48 11.50 18 18 223 206 0 0 0 0
C 1613-38ad 0.026 0.83 1.38 2048 2048 1704 2821 182 182 152 251
F 22A-10 0.989 31.65 0.60 2048 174 5491 0 182 14 427 0
6 c) AED excursion 0 4
Envelope loss/gain 22055 15187 1932 1114
12 a) Infiltration 3580 1007 279 78
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants r?a 230 5 1150 0 0
Appliances/other 3000 0
Subtotal (lines 6 to 13) 25635 20344 2210 1192
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 25635 20344 2210 1192
15 Duct loads 1 18 % 31 % 4712 6319 18 % 31 % 406 370
Total room load I 1 1 30347 26663 2617 1562
Air required (cfm) 1160 1160 100 68
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
WrigFetsOft"
2017-Dec-15 07:48:28
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1
SeagateGRW\Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
wrightsoft° Right-M Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM
Job: Lot46Kensing ton ReserveSe... Date:
09-12-11 By:
VMT 1
Room name Mstr WIC Mstr WC 2
Exposed wall 5.5 ft 0 ft 3
Room height 9.3 ft heat/cool 9.3 ft heat/cool 4
Room dimensions 14.0 x 5.5 ft 7.0 x 3.5 ft 5
Room area 77.0 ftz 24.5 ft2 Ty
Construction U-value Or HTM Area (ft) Load Area (ftz) Load number
Btuh/ftz°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
13A-2ocs 0.201 n 6.43 4.10 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 17.28 16.22 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 11
2A-2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 2A-
2omd 0.620 n 19.84 16.40 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 a 6.43 4.10 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 17.28 16.22 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 17.28 34.14 0 0 0 0 0 0 0, 0 13A-
2ocs 0.201 s 6.43 4.10 51 51 330 210 0 0 6 0 2A-
26m 0.540 s 17.28 14.91 0 0 0 0 0 0 0 0 2B-
2fm 0.540 s 17.28 16.22 0 0 0 0 0 0 0 0 13A-
20cs 0.201 w 6.43 4.10 0 0 0 0 0 0 0 0 2A-
2om 0.540 w 17.28 34.14 0 0 0 0 0 0 0 0 11DO
0.390 w 12.48 11.50 0 0 0 0 0 0 0 0 12C-
Osw 0.091 2.91 1.33 0 0 0 0 0 0 0 0 11
D0 0.390 n 12.48 11.50 0 0 0 0 0 0 0 0 C
1613-38ad 0.026 0.83 1.38 77 77 64 106 25 25 20 34 IF22A-
tpl 0.989 31:65 0.00 77 6 174 0 25 0 0 0 6
c) AED excursion 9 1 Envelope
loss/gain 568 307 20 33 12
a) Infiltration 114 32 0 0 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 0 10 Subtotal (
lines 6 to 13) 682 339 20 33 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 682 339 20 33 15
Duct loads 18 % 31 % 125 105 18 % 31 % 4 10 Total
room load 1 807 444 24 43 Air
required (cfm) 31 19 1 2 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. AA_
wrightsoft- Ri ht-SuiteO Universal 2017 17.0.23 RSU23828 2017-
Dec-15 07:age 2 gPageSeagateGRW\
Lot46KensingtonReserveSeagateGRW.rup Calc = MJS Front Door faces: W
wrightsoftg Right-M Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM
Job: Lot46Ken sing ton ReserveSe... Date:
09-12-11 By:
VMT 1
Room name Mstr Bthrm Mstr Bdrm 2
Exposed wall 9.5 ft 31.0 ft 3
Room height 9.3 ft heat/cool 9.3 ft heat/cool 4
Room dimensions 1.0 x 87.5 ft 1.0 x 259.0 ft 5
Room area 87.5 ft2 259.0 ftz Ty
Construction U-value Or HTM Area (W) Load Area (ftz) Load number
BtUWftz °F) Btuhfft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat
Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6
13A-2ocs 0.201 n 6.43 4.10 0 0 0 6 0 0 0 0 2A-
2om 0.540 n 17.28 16.22 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 11
2A-2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 2A-
2omd 0.620 n 19.84 16.40 0 0 0 0 0 0 0 0 r,
13A-20cs - 0.201 e 6.43 4.10 0 0 0 0 131 98 632 403 G
2A-2om 0.540 e 17.28 16.22 0 0 0 0 0 0 0 0 LL
2A-2om 0.540 e 17.28 34.14 0 0 0 0 32 0 559 1105 13A$
ocs 0.201 s 6.43 4.16 89 79 508 324 159 142 916 584 2A-
2om 0.540 s 17.28 14.91 0 0 0 0 16 10 280 241 2B-
2fm 0.540 s 17.28 16.22 10 10 169 158 0 0 0 0 13A-
20cs 0.201 w 6.43 4.10 0 0 0 0 0 0 0 0 2A-
2om 0.540 w 17.28 34.14 0 0 0 0 0 0 0 0 11DO
0.390 w 12.48 11.50 0 0 0 0 0 0 0 0 2C-
Osw 111DO0.091 2.91 1.33 0 0 0 0 0 0 0 0 1--D 0.390 n 12.48 11.50 0 0 0 0 0 0 0 0 C
16B-38ad 0.026 0.83 1.38 88 88 73 121 259 259 215 357 F
22A-tpl ' 0.989 31.65 0.00. 88 10 301 0 259 31 981. 0 6
c) AED excursion 5 4 Envelope
loss/gain 1050 598 3584 2695 12
a) Infiltration 196 55 640 180 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 1 230 Appliances/
other 0 600 Subtotal (
lines 6 to 13) 1246 653 4224 3705 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 1246 653 4224 3705 15
Duct loads 18 % 31 % 229 203 18 % 31 % 776 1151 Total
room load 1 1475 856 5000 4856 Air
required (cfm) 561 37 191 211 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. wri
ht5oft 2017-
Dec-15 07:48:28 A
9
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 3 SeagateGRW\
Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
wrightsoft, Right-J® Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM
Job: Lot46KensingtonReserveSe...
Date: 09-12-11
By: VMT
1 Room name GREAT RM Kitchen/Nook
2 Exposed wall 29.0 ft 34.0 ft
3 Room height 9.3 ft heat/cool 9.3 ft heat/cool
4 Room dimensions 1.0 x 658.6 ft 1.0 x 277.4 ft
5 Room area 658.6 ft2 277.4 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh/ftz °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 13A-2ocs 0.201 n 6.43 4.10 84 36 232 148 215 182 1173 747
2A-2om 0.540 n 17.28 16.22 0 0 0 0 32 0 559 525
2A-2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0
2A-2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0
11 2A-2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0
2A-2omd 0.620 n 19.84 16.40 48 0 952 787 0 0 0 0
13A-20cs 0.201 e 6.43 4.10 140 108 692 441 103 70 452 288
2A-2om 0.540 e 17.28 16.22 0 0 0 0 32 32 559 525
2A-2om 0.540 e 17.28 34.14 32 0 559 1105 0 0 0 0
13A-2ocs 0.201 s 6.43 4.10 0 0 0 0 0 0 0 0
2A-2om 0.540 s 17.28 14.91 0 0 0 0 0 0 0 0
213-21m 0.540 s 17.28 16'22 0 0 0 0 0 0 0 0
13A-2ocs 0.201 w 6.43 4.10 47 27 171 109 0 0 0 0
2A-2om 0.540 w 17.28 34.14 0 0 0 0 0 0 0 0
11DO 0.390 w 12.48 11.50 20 20 251 231 0 0 0 0
Ff 12C-Osw 0.091 2.91 1.33 196 178 519 237 0 0 0 0
t--D 11 DO 0.390 n 12.48 11.50 18 18 223 206 0 0 0 0
C 166-38ad 0.026 0.83 1.38 659 659 548 908 277 277 231 382
F. 22A=tp1 0,989 31.65 0.00 659 29 918 0 217 34 1076 0
6 c) AED excursion 142 105
Envelope loss/gain 1
5065 4029 4050 2364
12 a) Infiltration 598 168 702 197
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 4 920 0 0
Appliances/other 0 1200
Subtotal (lines 6 to 13) 5663 5117 4752 3761
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 5663 5117 4752 3761
15 Duct loads 18% 31 % 1041 1590 18% 31%1 8731 1168
Total room load 1 6704 6707 5625 4929
Air required (cfm) 2561 292 215 214
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wcightsoft'
2017-Dec-15 07:48:28
A
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 4
SeagateGRW\Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
wrightsoftro Right-M Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM
Job: Lot46Ken sing ton ReserveSe... Date:
09-12-11 By:
VMT 1
Room name STUDY Bdrm 2 2
Exposed wall 10.5 ft 34.0 ft 3
Room height 9.3 ft heat/cool 9.3 ft heat/cool 4
Room dimensions 13.5 x 10.5 ft 1.0 x 195.0 ft 5
Room area 141.8 ft' 195.0 ftz Ty
Construction number
U-
value Btuh/
ftz-°F) Or
HTM Btuh/
ft2) Area (
ft2) or
perimeter (ft) Load
Btuh)
Area (
ftz) or
perimeter (ft) Load
Btuh)
Heat
Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6
13A-2ocs 0.201 n 6.43 4.10 98 81 523 334 140 124 796 508 2A=
2om 0.540 n 17.28 16.22 0 0 0 0 0 0 0 0 2A-
2(im 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 17.28 14.36 0 0 0 0 16 0 280 232 11
2A-20m 0.540 n 17.28 14.36 17 0 287 239 0 0 0 0 2A-
2omd 0.620 n 19.84 16.40 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 a 6.43 4.10 0 0 0 0 0 0 0 0 G
2A-2om 0.540 e 17.28 16.22 0 0 0 0 0 0 0 0 I--
G 2A-2om 0.540 e 17.28 34.14 0 0 0 0 0 0 0 0 13A=
26cs 0.201 s 6.43 4.10 0 0 0 0 47 47 306 191 i
2A-
26m 213-
2fm 0.
540 0.
540 s
s
17.
28 17.
28 14.
91 16.
22 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-
2oes 0.201 w 6.43 4.10 0 0 0 0 131 105 675 430 2A-
2om 0.540 w 17.28 34.14 0 0 0 0 26 0 444 877 11
DO 0.390 w 12.48 11.50 0 0 0 0 0 0 0 0 R
D
12C-
Osw 0.091 2.91 1.33 0 0 0 0 0 0 0 0 11
DO 0.390 n 12.48 11.50 0 0 0 0 0 0 0 0 C
1613-38ad 0.026 0.83 1.38 142 142 118 195 195 195 162 269 F
LA-tpl 0.989 31.65 0.00 142 11 332 0 195 34 1076 0 6
c) AED excursion 39 324 Envelope
loss/gain 1261 729 3734 2832 12
a) Infiltration 217 61 702 197 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 600 0 Subtotal (
lines 6 to 13) 1478 1390 4435 3029 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 1478 1390 4435 3029 15
Duct loads 18% 31 % 272 432 18%1 319/61 815 941 Total
room load 1749 1822 5251 3970 Air
required (cfm) 67 79 201 173 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. Wr1gf7tSofC
Right -Suite@ Universal 2017 17.0.23 RSU23828 2017-
Dec-15 0 Page 5 gyp`...SeagaleGRW\Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W g
wrightsort° Right-M Worksheet
Entire House
DEL -AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM
Job: Lot46Kensington ReserveSe... Date:
09-12-11 By:
VMT 1
Room name BATH 1 BTH 2 2
Exposed wall 6.5 ft 0 ft 3
Room height 9.3 ft heat/cool 9.3 ft heat/cool 4
Room dimensions 1.0 x 106.0 ft 7.0 x 5.5 ft 5
Room area 106.0 ft2 38.5 ft2 Ty
Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number
Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat
Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6
13A-2ocs 0.201 n 6.43 4.10 61 54 346 221 0 0 0 0 2A-
2om 0.540 n 17.28 16.22 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 17.28 14.36 7 0 119 99 0 0 0 0 2A-
2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 11
2A-2om 0.540 n 17.28 14.36 0 0 0 0 0 0 0 0 2A-
2omd 0.620 n 19.84 16.40 0 0 0 0 0 0 0 0 L-
G13A-
2ocs 0.201 e 6.43 4.10 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 17.28 16.22 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 17.28 34.14 0 0 0 0 0 0 0 0 13.
A-20cs 0.261 s 6.43 4.10 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 17.28 14.91 0 0 0 0 0 0 0 0 213-
2fm 0.540 s 17.28 16.22 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 w 6.43 4.10 0 0 0 0 0 0 0 0 2A-
2om 0.540 w 17.28 34.14 0 0 0 0 0 0 0 0 11
DO 0.390 w 12.48 11.50 0 0 0 0 0 0 0 0 R
t--
D 12C-
Osw 0.091 2.91 1.33 0 0 0 0 0 0 0 0 11DO
0.390 n 12.48 11.50 0 0 0 0 0 0 0 0 C
16B-38ad 0.026 0.83 1.38 106 106 88 146 39 39 32 53 F
22A-to 0.989 31.65 O.00 106 7 206 0 39 0 0 0 6
c) AED excursion 14 18 Envelope
loss/gain 759 452 32 35 12
a) Infiltration 134 38 0 0 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 0 600 Subtotal (
lines 6 to 13) 893 489 32 635 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 893 489 32 635 15
Duct loads 18% 31 % 1641152 18% 31 % 6 197 Total
room load 1057 641 38 833 Air
required (cfm) 40 28 1 36 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. AC
AwrigfltSOft Right -Suite® Universal 2017 17.0.23 RSU23828 2017-
Dec-15 0 Page
6 SeagateGRW\
Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
F9
wrightsoft® Duct System Summary
Entire House
DEL -AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM
For: RYAN HOMES
3616 CRAWLEY DOWN LOOP, SANFORD, FL32773
External static pressure
Pressure losses
Available static pressure
Supply / return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.30 in H2O
0.06 in H2O
0.24 in H2O
0.120 / 0.120 in H2O
0.171 in/100ft
1160 cfm
Job: Lot46KensingtonReserv...
Date: 09-12-11
By: VMT
Cooling
0.30 in H2O
0.06 in H2O
0.24 in H2O
0.120 / 0.120 in H2O
0.171 in/ 100ft
1160 cfm
140 ft
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FR
Diam
in)
H x W
in)
Duct
Matl
Actual
Ln (ft)
Ftg.Egv
Ln (ft) Trunk
BATH 1-A h 1057 40 28 0.221 4.0 Ox 0 VIFx 23.5 85.0 st2
BTH 2 c 833 1 36 0.310 4.0 Ox0 VIFx 7.4 70.0
Bdrm 2 h 5251 201 173 0.212 8.0 Ox 0 VIFx 28.4 85.0 st2
Bdrm 3 h 2617 100 68 0.319 6.0 Ox 0 VIFx 5.1 70.0
GREAT RM c 2236 85 97 0.171 6.0 Ox0 VIFx 40.0 100.0 st3
GREAT RM-A c 2236 85 97 0.171 6.0 Ox 0 VIFx 40.3 100.0 st3
GREAT RM-B c 2236 85 97 0.214 6.0 Ox 0 VIFx 27.2 85.0 st1
Kitchen/Nook h 2813 108 107 0.207 7.0 Ox0 VIFx 31.1 85.0 st2
Kitchen/Nook-A h 2813 108 107 0.198 7.0 Ox 0 VIFx 36.2 85.0 st2
Mstr Bdrm c 4856 191 211 0.174 8.0 Ox 0 VIFx 37.9 100.0 st3
Mstr Bthrm h 1475 56 37 0.222 5.0 Ox 0 VIFx 23.2 85.0 st1
Mstr WC c 43 1 2 0.226 4.0 Ox 0 VIFx 21.2 85.0 st1
Mstr WIC h 807 31 19 0.226 4.0 Ox 0 VIFx 21.4 85.0 st1
STUDY c 1822 67 79 0.225 6.0 Ox0 VIFx 21.7 85.0 st2
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type cfm) cfm) FR fpm) in) in) Material Trunk
st3 Peak AVF 362 406 0.171 517 12.0 0 x 0 VinlFlx SO
SO Peak AVF 536 561 0.171 525 14.0 0 x 0 VinlFlx
st2 Peak AVF 523 494 0.198 489
1
14.0
1
0 x 0 VinlFlx
2017-Dec-15 07:48:29
wrightsoft° Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1
ACCA...SeagateGRW\Lot46KensingtonReserveSeagateGRW.rup Calc = MJ8 Front Door faces: W
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Size (in)
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ft)
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Dec-15 07:48:29 Page
2
1 I 1 1
FORM R405-2017
RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST
Florida Department of Business and Professional Regulation
Simulated Performance Alternative (Performance) Method
Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the
residential Simulated Performance Method shall include:
This checklist
A Form R405 report that documents that the Proposed Design complies with Section
R405.3 of the Florida Energy Code. This form shall include a summary page
indicating home address, e-ratio and the pass or fail status along with summary
areas and types of components, whether the home was simulated as a worst -case
orientation, name and version of the compliance software tool, name of individual
completing the compliance report (one page) and an input summary checklist that can
be used for field verification (usually four pages/may be greater).
Energy Performance Level (EPL) Display Card (one page)
HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7
Mandatory Requirements (five pages)
Required prior to CO for the Performance Method:
Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 -
one page)
A completed Envelope Leakage Test Report (usually one page)
If Form R405 duct leakage type indicates anything other than "default leakage", then a completed
Form R405 Duct Leakage Test Report (usually one page)
EnergyGaugeOO - USRCSB v6.0
2/27/2018 9:03:08 AM Page 1 of 1
FORM R405-2017 Envelope Leakage Test Report Performance
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Envelope Leakage Test Report
Performance Method
Project Name: Lot46KensingtonReserveSeagate GRW Builder Name: RYAN HOMES Street:
3616 CRAWLEY DOWN LOOP Permit Office: SANFORD City,
State, Zip: SANFORD , FL, 32773 Permit Number: Design
Location: FL, Sanford Jurisdiction: 691500 Cond.
Floor Area:: 2034 sq.ft. Cond. Volume: 18916 cu ft. Envelope
Leakage Test Results Regression
Data: C:
n: Single
or Multi Point Test Data N
HOUSE
PRESSURE FLOW: 1
Pa cfm 2
Pa cfm 3
Pa cfm 4
Pa cfm 5
Pa cfm 6
Pa cfm Leakage
Characteristics Required
ACH(50) from FORM
R405-2017 : Tested
ACH(50) * : Tested
leakage must be less than or equal to the required
ACH(50) shown on Form R405-2017 for this
building. If the tested ACH(50) is less than 3 the
building must have a mechanical ventilation system.
R402.
4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in
Climate Zones 1 and 2 ... Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(0, (g), or (i) or 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. I
hereby certify that the above envelope leakage performance
results demonstrate compliance with
Florida Energy Code requirements in accordance
with Section R402.4.1.2. SIGNATURE:
PRINTED
NAME: DATE:
Testing
shall be conducted by either individuals
as defined in Section 553.
993(5) or (7), Florida Statutes or individuals
licensed as set forth in Section
489.105(3)(f), (g), or (i) or an approved
third party. A written report of the
results of the test shall be signed by
the third party conducting the test and
provided to the code official. BUILDING
OFFICIAL: DATE:
2/
27/2018 9:03 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
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DESCRIPTION AS FURNISHED: Lot 46, KENS1NGT6N .RF_SE.RVF_", os recorded in Plat Book 81, Poges 86
through 92, Public Records of Seminole County, Florida. 1.6p $ — 2(oL(
PLOT PLAN FOR / CERTIFIED TO: Ryan Homes/NVR -Inc
LOT 45
RECORD COPY
LOT 25
S 00019' 09" E
60.00'
T U U U J-:1
60.00'
CRAWLEY DOWN LOOP
50' PRIVATE R/W)
ZONING DAT E,41q [&
Ok to construct single family home
with setbacks and impervious area
shown on plan.
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LOT 47
1 12.44'
7-------- (--
PROPOSED = FINSHED SPOT GRADE ELEVATIONS
o I
25'
IIN JCIDH J: HJ ruaffl rtu_ PLOT PLAN ONLY NOT A SURVEY
PER DRAINAGE. PLANS FR
PLOT PLAN AREA CALCULATIONS REAR
PROPOSED DRAINAGE FLOW C GvO IMPERVIOUS COVERAGE = 3,029t SQUARE FEET OR 43,9% SIDE = 5' FOR 40' LOTS
LOT GRADING TYPE A 5 Q00 LOT CONTAINS 6,9003' SQUARE FEET SIDE = 7.5' FOR 60' LOTS
PROPOSED FINISH FLOOR PER PLANS = 27.0' Q
LIVING AREA CONTAINS 2,463t SQUARE FEET SIDE = 10' FOR 75' LOTS
CONC/LANAI/PORCH CONTAINS 566t SQUARE FEET SIDE STREET = 25'
GRUAS'E1V EYTR—AS'C07'7° ASSOC, ANC, — LAND SURV r0h,5
LEGEND - LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-•277•••-3232 FAX (407)-658-1436P . PLAT P.O.L. = POINT ON LINE
F = FIELD TYP. • TYPICAL NOTES:
I.P. = IRON PIPE PR.C. * POINT OF REVERSE CURVATURE
IRON ROD • POINT OF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA 80ARD OF
GN. = CONCRETE MONUMENT _ RADIALCRAD. PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA AOMINISTRATNE CODE PURSUANT TO SECDON 472.027, FLORIDA STATUES
SET LP. : 1/2' I.R. n/BLB 459D N.R.NR. •NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. 7H15 SURVEY MAP OR COPIES ARE NOT VALID.
REC, • RECOVERED I VP• • WITNESS PODIT J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FUI?NISHEB TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS
P.O.B. POINT OF BEGINNING CALL, CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY.
PA.C, = PONT OF COMMENCEMENT P.R•K a PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN.
F,F, FINISHED FLOOR ELEVATIONi
NAIL & DISKN6DNAIL & DISK B,S.Lr "• BUILDING SETBACK LINE 5. 71115 SURVEY IS PREPARED FOR THE SOLE BENEFIT Or THOSE C£RTTFiED TO AND SHOULD N07' BE RELIED UPON BY ANY OTHE17 E'IJDTY.
R/V -RIGHT-OF-VnY B,M: = BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TORECONSTRUCT BOUNDARY LINES.
ESHT. = EASEMENT B.D. •= BASE BEARING 7. BEARINGS, ARE,BASEO ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARINC (B.S.)
DRAIN, DRAINAGE 8. ELEVADON$ 7F SHOWN; ARE BASED ON NADONAL CEODEIIG VER77CAL DATUM OF 1020, UNLESS OTHERWISE NOTED.
UTIL. • UTILITY
CL•FC, = CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIb1TTON No. 4596.
VD.FC. = VODD FENCE_
C D CONCRETE BLOCK SCALE 1 " 2O'-- DRAWN BY: •"*
P.C. POINT OF CURVATURE
P.T, POINT OF TANGENCY
IIESC. DESCRIPTION CERTIFIED OY.• DATE ORDER fJu.
R = RADIUS PLOT PLAN 11-14-17 4981— 17
L • ARL LENGTH
D DELTA
C = CHORD
C.S. CHORD BEARING
NORTH
THIS BUILDING/PROPERTY DOES NOT LIE WITHIN-
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" TO GRUSEN R, R.L 714
ZONE "X" MAP # 12117CO09OF (09-28-07)
JAME c W. SCOTT, R.L.S j 4801
to U6
W
t
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER: RYAN HOMES
PROJECT: KENSINGTON RESERVE
COUNTY: SEMINOLE
LOT/BLK/MODEL: LOT:46 / MODEL:SEAGATE 4 / ELEV:F / GAR L
JOB#: 70337
MASTER#: WRCSG4F9
OPTIONS: 9-4 CLG
y
A-1 R®®E
TRUSSES
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
A FLORIDA CORPORATION
RE: Job WRCSG4F9
Site Information:
Customer Info: RYAN HOMES Project Name:
Lot/Block:
Address:
City:
Model: SEAGATE v4 "F"
Subdivision:
County: VARIES
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 150 MPH
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes -91 individual, dated Truss Design Drawings and 16 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. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date
l A0197944 A09F 12/22/17 13 A0197956 CO3F 12/22/17 25 A0197968 D07F 12/22/17
12 A0197945 A10F 12/22/17 14 A0197957 CA 12/22/17 26 A0197969 E06 12/22/17
3 A0197946 Al l F 12/22/17 15 A0197958 CA F 12/22/17 27 A0197970 E09 12/22/17
4 A0197947 Al2F 12/22/17 16 A0197959 CJ1FP 12/22/17 28 A0197971 E10 12/22/17
5 A0197948 A13F 12/22/17 17 A0197960 CJ3AF 12/22/17 29 IA0197972 Ell 12/22/17
6 A0197949 A13HF 12/22/17 18 A0197961 CJ3F 12/22/17 30 A0197973 HJ3 12/22/17
7 A0197950 A14F 12/22/17 19 A0197962 CJ3FP 12/22/17 31 A0197974 HJ5F 12/22/17
8 A0197951 A14HF 12/22/17 20 A0197963 CJ5AF 12/22/17 32 A0197975 HJ6F 12/22/17
9 A0197952 A15HF 12/22/17 21 A0197964 CJ5F 12/22/17 33 A0197976 HJ7F 12/22/17
10 A0197953 A16HF 12/22/17 22 A0197965 CJ5FP 12/22/17 34 A0197977 HJ7FP 12/22/17
11 A0197954 I COIF 12/22/17 23 A0197966 D05FI 12/22/17 35 A0197978 J3 12/22/17
12 A0197955 I CO2F 12/22/17 24 A0197967 D06F 12/22/17 36 A0197979 J5F 12/22/17
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-i Roof I russes,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE:The seal on these drawings indicate acceptance of professional
engineering responsibility solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, perANSI/TPI-1 Sec. 2.
The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documents')
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural
Engineering Documents') are specialty structural component designs and may be part of the
project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional
engineering responsibility for the design of the single Truss depicted on the TDD orAnt R@y T.
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.
ili111111l1011
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9 •
o•
Anthony T.
T. Tombo.
P.E_
SERIAL, #:
Page 1 of 2
3BBCA22100GO00004Ci287DF
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
Ate' ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job WRCSG4F9
No. Seal # Truss Name Date
37 A0197980 J6F 12/22/17
38 A0197981 J7F 12/22/17
39 AO197982 J7FP 12/22/17
40 A0197983 VM2 12/22/17
41 A0197984 VM4 12/22/17
42 A0197985 VM6 12/22/17
43 A0197986 VM8 12/22/17
44 STDL01 STD. DETAIL 12/22/17
45 STDL02 STD. DETAIL 12/22/17
46 STDL03 STD. DETAIL 12/22/17
47 STDL04 STD. DETAIL 12/22/17
48 STDL05 STD. DETAIL 12/22/17
49 STDL06 STD. DETAIL 12122/17
50 STDL07 STD. DETAIL 12/22/17
51 STDL08 STD. DETAIL 12/22/17
52 STDL09 STD. DETAIL 12/22/17
53 STDL10 STD. DETAIL 12/22/17
54 STDL11 STD. DETAIL 12/22/17
55 STDL12 STD. DETAIL 12/22/17
56 STDL13 STD. DETAIL 12/22/17
57 STDL14 STD. DETAIL 12/22/17
58 STDL15 STD. DETAIL 1 12/22/17
59 STDL16 I STD. DETAIL 12/22/17
Page 2 of 2
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197944
V9RCSG4F9 A09F Common 12 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:40 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-zw9E7CeuxCltTkAHgWcpVP3u8gxeL7stQhEp5ry6PcP
0- 2 7-2-4 13-4-13 19-11-4 26-5-11 32-8-4 39-10-8 4Q-11-4
1-0- 2 7-2-4 6-2-10 6-6-7 6-6-7 6-2-10 7-2-4 110- 2
I
5x6 =
5.00 F12 Dead Load DeFl. = 3/16 in
18 -
11 -10 ro
15
cv i'+ w 12
5x6 =
3x6 = 3x8 =
3x4 = 5x6 =
3x4 = 3x6 =
10-5-2 19-1 1-4 29-5-6 39-10-8
10-5-2 9-6-2 9-6-2 10-5-2
Plate Offsets (X,Y)-- 2:0 2-0,0-1-12]_[10:0-2-0 0 1-12] [12:0-3-0,0-3-0] [18:0-3-0 0-3-0]
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 0.75 Vert(LL) 0.27 13-15 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.51 12-13 938 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.12 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 13-15 999 240 Weight: 229 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-5-2 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-2-8 oc bracing.
WEBS
1 Row at midpt
6-15, 7-15, 5-15, 3-18, 9-12
MiTek recommends that Stabilizers a=,d
cross bracing be installed during trusaccordancewithStabilizerInstallatio
REACTIONS. (lb/size)
18 = 1656/0-7-4 (min. 0-1-15)
12 = 1656/0-7-4 (min.0-1-15)
Max Horz
18 = 101(LC 17)
Max Uplift
18 = 397(LC 12)
12 = 397(LC 13)
Max Grav
18 = 1656(LC 1)
12 = 1656(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-411/378, 3-4=-2494/1611,
4-5=-2363/1632, 5-6=-1919/1377,
6-7=-1919/1377, 7-8=-2363/1633,
8-9=-2494/1611, 9-10=-411/378,
2-18=-417/450, 10-12=-417/450
BOT CHORD
17-18=-1354/2277,16-17=-1138/2124,
16-19=-1138/2124,15-19=-1138/2124,
15-20=-1135/2124,14-20=-1135/2124,
13-14=-1135/2124, 12-13=-1343/2277
WEBS
6-15=-696/1100, 7-15=-651/549,
7-13=-104/377, 9-13=-113/271,
5-15=-651/549, 5-17=-104/377,
WEBS
6-15=-696/1100, 7-15=-651/549,
7-13=-104/377, 9-13=-113/271,
5-15=-651/549, 5-17=-104/377,
3-17=-113/271, 3-18=-2281/1361,
9-12=-2281 /1361
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10, Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree
rotation about its center.
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 397 lb uplift at
joint 18 and 397 lb uplift at joint 12.
LOAD CASE(S)
Standard
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ise ddirtdlla aA al agaetd afee it rriq lfdlfrrxix..se11'at trnc t>:p.aj rtti >NGI'41u1;.f t; )aer, t s<.ss9x Ea(ntxeai 6nl9y. dll ta.'t4•nsxeos leladis rP6t_ Fort Pierce, FL 34946 wCopytighl(
02D16A-1Rodlsusses- Anthony I.Tomb III, P.£. Reprodnoionofthis dDro-on, in any form, is prohibited without the Wilton pewissianfrom A-1 Roof Nsses Anthon Llomhoill,P.I.
Job T uss Truss Type Qty Ply RYAN HOMES / SEAGATE v4 '
A0197145
WRCSG4F9 A10F Hip 2 1
Job Reference (optional)
Al Root I russes, Fort Fierce, FL 34946, design(o_)a 1 truss. com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:41 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-R6jcKYfWiWQk4ulTDE721 dc1 FEHs4WL1 fL_Mdly6PcO
20-11-4
0.26-5-11 36--28-9 i
379--21%8 40-11r4 12 -
2-
3 1313 14 18-11-4 E -
6-717 0-1 1-0-
0 3x6 11
3x6 = Dead
Load Deg. = 3/16 in 5.00
12 3x6 = a 7
0 20 - to
17 tt
10
13 14 5x6 =
3x6 =
3x8 = 3x4 =
5x6 = 3x4 =
3x6
20-11-
4 10-Si
18-114 1 -11 29-5-7 39-10-8 10-5-
1 8-6-3 0. 1 8-6-
3 I 10-5-1 1-0-
0 Plate Offsets (
X,Y)-- 2:0-2-0,0-1-12],[6:0-3-0 0-2-4],[8:0-3-0,0-2-41,f12:0-2-0,0-1-12][14:0-3-0 0-3-OL [20:0-3-0,0-3-01 LOADING(psf)
SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.
0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.28 17-19 999 360 MT20 244/190 TCDL 10.
0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.51 19-20 930 180 BCLL 0.
0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.12 14 n/a n/a BCDL 10.
0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.19 15-17 999 240 Weight: 228 lb FT = 0% LUMBER - TOP
CHORD
2x4 SIP No.2 BOT CHORD
2x4 SIP M 30 WEBS 2x4
SP No.3 BRACING - TOP
CHORD
Structural wood
sheathing directly applied or 2-8-14 oc pudins, except
end verticals. BOT CHORD
Rigid ceiling
directly applied or 6-2-10 oc bracing. WEBS 1
Row
at midpt 5-17,
9-17, 3-20, 11-14 MiTek recommends
that Stabilizers and required cross bracing
be installed during truss erection, in accordance with
Stabilizer Installation guide. REACTIONS. (lb/
size) 20 = 1656/
0-7-4 (min. 0-1-15) 14 = 1656/
0-7-4 (min.0-1-15) Max Horz
20 = 95(
LC 13) Max Uplift
20 = 390(
LC 12) 14 = 390(
LC 13) Max Grav
20 = 1656(
LC 1) 14 = 1656(
LC 1) FORCES. (lb)
Max. Comp./
Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-
405/371, 3-4=-2494/1600, 4-5=-
2419/1622,5-6=-1926/1368, 6-7=-
1714/1326, 7-8=-1714/1326, 8-9=-
1926/1368, 9-10=-2419/1622, 10-1
1=-2494/1600,11-12=-405/371, 2-20=-
412/445, 12-14=-412/446 BOT CHORD
19-20=-
1349/2280,18-19=-1121/2116, 18-21=-
1121/2116, 17-21=-1121/2116, 17-22=-
1118/2116,16-22=-1118/2116, 15-16=-
1118/2116, 14-15=-1338/2280 WEBS 3-
19=-
116/283, 5-19=-115/383, 5-17=-
620/514, 9-17=-620/515, WEBS 3-
19=-
116/283, 5-19=-115/383, 5-17=-
620/514, 9-17=-620/515, 9-15=-
115/383, 11-15=-116/283, 3-20=-
2291/1361, 11-14=-2291/1360, 7-17=-
646/1052 NOTES- 1)
Unbalanced
roof live loads have been considered for this
design. 2) Wind:
ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph;
TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-
C Exterior(2) zone; cantilever left and right exposed ; end
vertical left and right exposed;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)
Plates
checked for a plus or minus 0 degree rotation about
its center. 5) This
truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads. 6) *
This
truss has been designed for a live load of 20.Opsf
on the bottom chord in all areas where a rectangle 3-
6-0 tall by 2-0-0 wide will fit between the bottom chord
and any other members, with BCDL = 10.Opsf.
7) Provide
mechanical connection (by others) of truss to bearing
plate capable of withstanding 390 lb uplift at joint 20
and 390 lb uplift at joint 14. LOAD CASE(
S) Standard wvmq-
Pl—
Uojmm,, la'I 117C: iSl'iEtlEIC1, 6Ep3k. Iali& 11r3 09s NgGM %?I;. 0CM. uAW I-4-dy Imp —J., vM"74 On.IM, Im!5 q, pawi4 r2., slk Adler L I.s, In, VE Rd —,a A.`tnr,e udm aRKwi,, Idd" 1, 1DO,a.y wl a mPare
1d If rl&tppl ae di ise De pt grze - N.ad ar vs_la MD tpsnls teasm—d vPd mn tt- :q ep slilaf9 td dnp-M1fN re 1. sep l ne 1.1) ath der i l_2r sip ns nwt hapeeime wwrry AnthonyTOm6a lII, P.E. J udaslm `eqt'r¢- 11 I spx dlin dM aon. N 0—'; wwNl Wit. lie adld eD spa ^.e"We d 1. llf,^e?:: do I xk : e.d a>rRl Th qr. dee DD d .fiid s do al xkxd. 'x:q bllp dq ix s>I a+e•pr4 nd Y mp span e•,-
a,
a..,.,e.arercelDorad1 one:Ad id s0atIsMec 90083 sm P 1 puMsdxlirnmtrpNslroarrads6Aa.de dap fade_Irle,e::e,MrnesadYiscklssn;ip.l .De:pnp nadErramnaH:e, ggStSt.Lucie6lvd. rlenulditdlfa t9re0tple<le»e-axri'uphdlPtrn n ref taeinssC'e;:pEgnnr snCt,.eped p,e;g ,xl ssyr.trEapnmrmy4rd$q. Allc3,:r tY•maenddaeiieCPII. Fort P et. L FL 34946 applilh102016A
I
toaff:ossts
Anthonyl.bM ILP.f. keprolutlian of this doomenl, in aPy form, is prohibited withaul tht written permission from A-1&oollrusses- AnthonrLiombollij.E.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197946
VJRCSG4F9 A11F Hip 2 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:41 2017 Page 1
I D: UumEBPzQXokuwJ 2P5 W?E2TyuP 1 h-R6jcKYfW i WQk4u ITDE721 do?wE Ds4a41 fL_Md Iy6PcO
2 9-0-8 16-11-4 22-11-4 30-10-0 39-10-8 4p-114
1-0-12 9-0-8 7-10-11 6-0-0 7-10-11 9-0-8 1-0-12
5x8 =
5.00 12 5x6 = Dead Load DeFl. = 3/16 in
18 1117
16
15
19
14
13
12
4x6 II 5x6 =
4x6
3x4 = 3x8 =
4x6 =
5x6 = 4x6 II
16-11-4 22-11-4 30-10-0 39-10-8
9-0-8 7-10-11 6-0-0 7-10-11 9-0-8
Plate Offsets (X,Y)-- [2:0-2-8,0-2-0]_[4:0-3-0 Edge] [5:0-5-12,0-2-8],[6:0-3-0 0-2 4] [7:0-340,Edge],(9:0-2-8,0-2-0], 1j1:Ed eg0-3-8]_[12:0-3-0 0-2-41(17:0-3-0 0 2 4]
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 1.00 Vert(LL) 0-17 17-18 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) 0.37 17-18 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.09 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix MS Wind(LL) 0.18 15-17 >999 240 Weight: 233 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOT CHORD
Rigid ceiling directly applied or 5-0-10 oc bracing.
WEBS
1 Row at midpt
3-15, 5-14, 8-14, 2-17, 9-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
18 = 1656/0-7-4 (min.0-1-15)
11 = 165610-7-4 (min.0-1-15)
Max Horz
18 = 81(LC 12)
Max Uplift
18 = 375(LC 12)
11 = 375(LC 13)
Max Grav
18 = 1656(LC 1)
11 = 1656(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2659/1602, 3-4=-2161/1401,
4-5=-2058/1428, 5-6=-1906/1406,
6-7=-2058/1429, 7-8=-2161/1401,
8-9=-2658/1602, 2-18=-1569/1109,
9-11=-1569/1109
BOT CHORD
17-18=-342/390,16-17=-1312/2360,
15-16=-1312/2360, 15-19=-897/1906,
14-19=-897/1906,13-14=-1305/2360,
12-13=-1305/2360,11-12=-295/380
WEBS
3-15=-576/488, 5-15=-189/467,
6-14=-188/467, 8-14=-575/488,
WEBS
3-15=-576/488, 5-15=-1891467,
6-14=-188/467, 8-14=-575/488,
2-17=-1016/1996, 9-12=-1018/1996
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat- II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;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) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 375 lb uplift at
joint 18 and 375 lb uplift at joint 11.
LOAD CASE(S)
Standard
udryAlx:e llxayMe rzev+lz',t I39C=1Si'ii3('itttEl'"xb<A3SEi:tN58[DFiIDAs fISIJM A?il';'i[A[k;iiiNEA Iur. ie:Ay iesip teaaJns eataNes xltis Les;Drip i mrlglPjuat Adlx)1.I.u.Nli;,tE tdrae'.l saee t<e. Odes: elle;.ise tld:/utle 7DP.s+ry
kiTei:uarm:rek,,fd:M>ul hr dr TDDxx.dii. lea'rxs Ot:ipiague;. •e:rlglaex.;.+e udwxe lUU eepnedtxxa,T.x;ednepaL=ssmdea et.lx:tynsililnt .mis:pc: na sx-I e seri 'I ae MetWxll, xier t3l'&i•cpnvapito:.IreEryexdMxs.smdOry Androny T. Tombo Ili, P.E.
Zh le gEraa dl e:OD ul en hdt s do s wJ uWd y. -ary s'alld ue kn es id lus,>'hd :80083
ain:an<I WoutF.1-Wp tr sdxl.1i(.r.nSumI:rrn rcs,."Useeenr?taasuax•rd 5aF—Iraa: Tlixx.iemp IiAtoaexa.,ts.l:eNnp,lms ip:ap...1r:..,pa,da.._res 4451St.LucieBlvd. rew
se ldiutlrs-tared eper4 euaxrrihryhdlimx iudtei l'ae tus ,.r,p.ay xuusut eind+9.r,uu,ni•t setsza Eatxenr a/S.i1Sat. i31 W'.C.>e4 o:nres!¢I'ael is tll-1. Fort P;erce, FL 34946 Copyright02016AItoofIroses-
Anthony T.lombo111,N. Reprodurronofthis dommem,inany loan,isprohibited without the writtenpermission f:omAd Roof Trusses -Arthonv1.Tomb111,P.E.
Job Truss Truss Type Qty Ply HOMES / SEAGATE V4 `
A0197947
WRCSG4F9 Al2F Hip 2 1
RYAN
Job Reference (optional) .,
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
5.00 12
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41.42 2017
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-vJH_Yug8TgYbil KfnxeHag9DXedPp02Au?jw!
19-11-4 1 24-11-4 1 31-11-5 1 39-10-8 40-11r4
Sx6 =
3x4 = 5x6 =
Dead Load Defl. = 5/16 in
4x6 II 5x6 =
3x6 =
3x8 = 3x8 =
3x6 =
5x6 = 4x6 II
7-11-3 14-11-4 24-11-4 31-11-5 39-10-8
7-11-3 7-0-1 10-0-0 7-0-1 7-11-3
Plate Offsets (X,Y)--[2:0-2-12,0-2-4]_[3:0-2-8,0-3-4], [4:0-3-0,0-2-4], [6:0-3-0,0-241, [7.0-2-8,0-3-4], [8:0-2-12,0-2-4], [10:Edge,0-3-8], 11:0-3-0 0-2-41, [16:0-3-0,0-2-4]
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 0.82 Vert(LL) -0.33 13-14 >999 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.62 13-14 >762 180
BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(CT) 0.09 10 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 14 >999 240 Weight: 233 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W1: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-1-7 oc bracing.
WEBS
1 Row at midpt
3-14, 5-14, 5-13, 7-13, 2-16, 8-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
17 = 1656/0-7-4 (min. 0-1-15)
10 = 1656/0-7-4 (min.0-1-15)
Max Horz
17 = 68(LC 16)
Max Uplift
17 = 359(LC 12)
10 = 359(LC 13)
Max Grav
17 = 1656(LC 1)
10 = 1656(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2621/1566, 3-4=-2292/1465,
4-5=-2042/1429, 5-6=-2042/1429,
6-7=-2292/1465, 7-8=-2621/1566,
2-17=-1575/1094,8-10=-1575/1094
BOT CHORD
16-17=-281/335, 15-16=-1302/2340,
14-15=-1302/2340, 14-18=-1067/2146,
18-19=-1067/2146, 13-19=-1067/2146,
12-13=-1293/2340, 11-12=-1293/2340,
10-11=-234/313
WEBS
3-14=-399/391, 4-14=-260/539,
WEBS
3-14=-399/391,4-14=-260/539,
5-14=-334/165, 5-13=-334/165,
6-13=-260/539, 7-13=-399/390,
2-16=-1059/2043. 8-11 =-1 060/2042
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11, Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;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) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 359 lb uplift at
joint 17 and 359 lb uplift at joint 10.
LOAD CASE(S)
Standard
k'euq NllersrtlpHr>•ie+Ix' IlOC. Ii'+;S i£ItEFi, 6EF£ek't£lNSa(u;d11CMt (USIOk ;n.t;e,A1LW..A W'.indi9rsippnspdaai ntr:I'slr;a Its l.rss] c i s '1J'rs; rn lF krNaep 1. Ls,ia;., rE. tdnexr'k:;.n.e r. Delis: stle!risr lldd re de lUD,w!y Mileiu
artnpre hd fbr rEr t]D lax dif. kse lxsD sipEp t I'- n.. y s.d r IUD erMnitnncepa:rdtk pd d p; r spnuhilds it lrsn c: fk s.Jri. re'Ilnd 1DD Ir do T:i .hee -p ns npir Id'. f. tDdky Anthony T. Tornbo!LT, P.E. idn:s l: 4 t dlensti st 'wddyd7a] IkeCxr.cnal d"a. 4, tnlr Ustx ali: hn dd li'_. E( sdikle k.q"W. IMI le¢y dth DD>t In fidlssedhr'nsc. ,I 5er 4-d.at a:¢r-snlid' ed rq ld ' e pns.hd 8008i fkrl.
ep DesSe nx f<a^Mx. :nt e.x-r Ik1DD Nliep at re ml pdius fp t.d6ry( lw.en Sdm U: Sin t(fpprspee tl?I rrl lNklydx n: `a pn a'9 _irintln,.t .pxai lieseeE h.sdM.Is. Usipn.J a.le;p _apxn nl pn., Ms»(n+,ne. rtenx
WWI hf .t9 td apxl au n rdhry h dl W,:. 4efi. lx Ln a nfgt—islClwrtdtifp.fa;M, N lt.5 SNIs-4t--f-r Will :JI 14' — snr-idild Is I% -I. 4451
St. , FL
Blvd.
e
Fort Pierce, FL 34946 opyrightC119l.
lamhaIII, P.E.£eprpdatlipwD(tdislocumeDt,inangEDtm,isprohihitedxiMemthevdtteoparmissionLemA-IRDDItrasses-Acthonvl.TamhDIII,P.[.
Jf
Truss Truss Type Qty Ply RYAN HOMES/ SEAGATE v4A0197948
CSG4F9 A13F Hip 1 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:43 2017 Page 1
ID,UumEBPzQXokuwJ2P5W?E2TyuP1h-NVrMIEhnE7gSKBusLe9W72hQ62wkYSPJ6fTThAy6PcM
0- 2 5-9-11 12-11 4 20-6-8 26-5-12 26r1,1-4 33-6-0 1 39-10-8 4Q-11r4
0-1 5-9-11 7-1-9 7-7-4 5-114 0-5-8 6-6-12 16-4-8 -0-1
5x6 = 2x4 11 5x6 =
Dead Load Defl. = 5/16 in
5x6 = 3x4 — 3x6 — 5x6 = 3x4 = 4x4 =
3x6 II
9-8-14 20-4-14 20 -8 26-5-12 26 -8 33-6-0 39-10-8
9-8-14 10-8-0 0- -10 5-11-4 0- -12 6-10-8 6-4-8
Plate Offsets (X,Y)--[3:0-1-12,0-2-0],[4:0-3-0,0-2-4L[6:0-1-11 0-0-5][T.0-0-5,0-1-11] [7:0-2-5,Edgel [16:0-3-0,0-2-12] [18:0-1-12 0-1-81,[19:0-3-0,0-2-12]
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.43 16-18 >571 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.73 16-18 >331 180
BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.02 16 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 16-18 >999 240 Weight: 213 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
B1: 2x4 SP M 30, 83: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-9-8 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 4-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-74 except Qt=length)
13=0-3-8, 16=0-3-4.
lb) - Max Horz
19= -55(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s)
except 13=-127(LC 13), 11=-225(LC 13),
16=-266(LC 9), 19=-254(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
except 13=770(LC 1), 11=586(LC 1),
16=1094(LC 23), 19=872(LC 23)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-935/749, 4-5=-200/440,
5-6=-195/420, 6-7=-187/438,
7-8=-198/394, 8-9=-629/591,
2-19=-267/309, 9-11=-532/538
BOT CHORD
18-19=-658/976, 17-18=-280/577,
17-20=-280/577, 16-20=-280/577,
15-16=-519/368, 5-15=-458/399,
13-14=-430/189, 6-14=-366/220,
12-13=-368/520
WEBS
3-18=-258/404, 4-18=-162/548,
4-16=-738/387, 3-19=-1003/756,
WEBS
3-18=-258/404, 4-18=-162/548,
4-16=-738/387, 3-19=-1003/756,
9-12=-290/404, 8-13=-589/434
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;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) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 127 lb uplift at
joint 13, 225 lb uplift at joint 11, 266 lb uplift at joint 16
and 254 lb uplift at joint 19.
LOAD CASE(S)
Standard
We l Fy -FIn;F fl Sd iF. 1h 187C. p' S' iEttEr"ti SER 6 1 RV5 8 [ R dllafi tJciuln 3tT 1 . 18LW : MW l _ hrdl ftu l pet—1 s aed re^d Fl 6. 1, 3F wr 3 z} P - ve lk A 4 fr. T" I L td xe sR. ' Id Ot idd 4, 3¢D aiP
I/1TF1<IleFmrp !d.!<e.ed 6rllxr}D ta'Fe.eGl. Azelrns DeS jFEFgrxa.. < Iir65+un.,H•z!el Fa n3lDD epesess ec cs,e.aa.edflFpoiassoFd erh-rr=.zpnzl'lilr2fdedsm..tt s0, TF,,dw.Avl11TJ¢0e, I'd. M1 >tt :}a nnlnplF Ilrs.t Htl fedAM Anthony T. Tomb, TIT, P.E.
Md d !zt f IFer IfFs18 Sp lmd ce7 d.r 6uI1 F¢ ¢ a :rtn Itu lR .i iYe1F E# .:k Al l ry dfi O¢ i Irl li S fh mid sd iFp 3 Idi e d rav hd « 80083
s,FF +r<a,pF*t r nFt eHx s r<..1,Ffr Da prr r ..3e::-a a.e, ma r , a.,utF v a+.n;. 4451 St. Lucie Blvd.
eS:w se ddlFstJe ad.F•t1 axF ieFFF lxtitlld drdlper Ff iFr<red. re Lc.F,.pv.y eer-_{Ci^z Saud"}•.F•and er7Fsyv..:FI:cro of3ilMnr dlin,wze8 e. FFs d¢tael ro R6f. Fort Pierce, FL 34946
fnpyright Co 20I6A l Gnat TIUsses-AnihonpT. Iembo IlIJ1. Gepmdrr¢ion otthis domment, in nay ferm, is probibiied'M11,001 the aripen Permission if om A -I Geof frussm- AathonyT.I mbn III, P.L Zt
r
Job Truss Type Qty Ply RYAN HOMES / SEAGATE v4 '
WRCSG4F9 FAuss13HF Hip 1 1 A01979'49
Job Reference (optional)
1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:43 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-NVrMIEhnE7gSKBusLe9W72hPP2zAYWfJ6fTThAy6PcM
0- 2 5-6-2 12-11 4 19-11 4 26-11-4 34-4-7 39-10-8 4 -11
0-1 5-6-2 7-5-3 7-0-0 7-0-0 7-5-3 5-6-2 0-1
5x6 =
1.5x4 11 5x6 =
Dead Load Defl. = 1/4 in
bxb = 3x4 = 4x6 =
3x8 = 4x6 = 3x4 = 5x6 =
9-7-0 19-11-4 30-3-9 39-10-8
9-7-0 10-4-5 10-4-5 9-7-0
Plate Offsets (X,Y)-- 4:0-3-0,0-2-41,[6:0-3-0 0-2-41 [10:0-3-0,0-3-01,[16:0-3-0 0-3-01
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 FBC2017/TPI2014
CSI.
TC 0.68
BC 0.66
WB 0.63
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc)
0.31 11-13
0.56 11-13
0.12 10
0.18 13
I/deft
999
844
n/a
999
L/d
360
180
n/a
240
PLATES GRIP
MT20 244/190
Weight: 219 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-4-3 oc bracing.
WEBS
1 Row at midpt 3-16, 7-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide
REACTIONS. (lb/size)
16 = 1656/0-7-4 (min. 0-1-15)
10 = 1656/0-7-4 (min.0-1-15)
Max Horz
16 = 55(LC 10)
Max Uplift
16 = 367(LC 8)
10 = 367(LC 9)
Max Grav
16 = 1656(LC 1)
10 = 1656(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-2508/1529, 4-5=-2490/1631,
5-6=-2490/1631, 6-7=-2508/1529,
2-16=-277/292, 8-10=-277/293
BOT CHORD
15-16=-1312/2216, 15-17=-1075/2129,
14-17=-1075/2129,14-18=-1075/2129,
13-18=-1075/2129, 13-19=-1072/2129,
12-19=-1072/2129, 12-20=-1072/2129,
11-20=-1072/2129, 10-11=-1298/2216
WEBS
3-15=-1 6/266, 4-15=-63/346,
4-13=-224/626, 5-13=-470/402,
6-13=-224/626, 6-11 =-63/346,
7-11=-16/266, 3-16=-2429/1502,
WEBS
3-15=-16/266, 4-15=-63/346,
4-13=-224/626, 5-13=-470/402,
6-13=-224/626, 6-11=-63/346,
7-11=-161266, 3-16=-2429/1502, 7-10=-
2429/1502 NOTES- 1)
Unbalanced
roof live loads have been considered for this
design. 2) Wind:
ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph;
TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-
C Exterior(2) zone; cantilever left and right exposed ; end
vertical left and right exposed;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)
Plates
checked for a plus or minus 0 degree rotation about
its center. 5) This
truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads. 6) *
This
truss has been designed for a live load of 20.Opsf
on the bottom chord in all areas where a rectangle 3-
6-0 tall by 2-0-0 wide will fit between the bottom chord
and any other members, with BCDL = 10.Opsf.
7) Provide
mechanical connection (by others) of truss to bearing
plate capable of withstanding 367 lb uplift at joint 16
and 367 lb uplift at joint 10. LOAD CASE(
S) Standard A
d
P e tiu aiN he .-I iJC t3 S i Si(tE0.'"a 0 tl. ["IRS i C- Inas dlci'k MET _ . [1C&. NEM t x Y Di fisnp p aH s d e9 d s t 1 ") a i III kat -1. I :lu:. P E Idt,II SI. r e - Rift, kt, se and In We 1DD. aref Mal roryEeanflatIt, l)DI d,dA T D p M— spin.Hy E t d 1D0 p ens n x enla 1, 4a,flud ri e p !Irt"a.. lac If, k '.te Tr,5s ,70 atneIN abnt t. i &a :p pt' IR en snaltliP Anthony T. TOrnb011t, P.E. dnf d resin1. ;4 fWlac sP Eiim f_, ker H n W1.111D i a *ru diktom, .10 II. deWR 3y.. a aIM DD Held se0r . -cd rnFi"q —I',Ishlina do aM t f _f ssvryof 36Q83 kei Y.aRsaaranGrr r&; k tDDsolipall13ldIifA! klliifIer"'sSdenhf: ch IS BflPUSH¢SPT'f M U ..,I—dx ni ?J. , illk:ae.t,-¢;pens: to_aa.'a.:nVt i,;s .s.De;iper,t.h:g,V- dIf- Ma ,e .e :e 445t St. Lucie 6vd, at rlse lafaeiIf, .an ce apart areexnhylralliarlHa!lac Ge.,.ea weer,:tlUl Seia,dalae, iaer,ml. ssJs n yfima d1'idlat 111a xa ae..dJaafda Rei Fort Pierce, 34946 Copyright Gr P016 A-
1 Caof CussesAnthonyT. Tomho III, P E Reprododion of this document In any form, isprohNied Nithacnthe arinen pomis lafl from Ad ReDVIms ee-ADfhonrT. Tomb ill, p.t.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197950
WRCSG4F9 A14F Hip 1 1
Job Reference (optional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:44 2017 Page 1
ID: UumEBPzQXokuwJ2P5W?E2TyuP1 h-rhPlzahP?RolxLT2vMglfFEaXSKGHwKTLJCOEdy6PcL
0- 2 4-7-8 10-11-4 15-8-14 20-6-8 , 26-5-12 28-11-4 , 34-3-5 39-l%8 4p-11 4
0-1 4-7-8 6-3-12 4-9-10 4%-10 5-11-4 2-5-8 5 4-0 5-7-3 0-1
5x6 =
3x4 =
2x4 II 3x6 = 2x4 II 3x6 =
6 8 a
Dead Load Dell. = 1/4 in
5x6 = 4x6 = 5x6 = 4x4 = 4x4 —
3x6 II
3x8 =
10-11-4
10-11-4
Offsets (X.Y)-- f3:0-1-4
5-11-4 0-111
0-2-121. f21:0-3-0,
7-7-10
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.26 20-21 933 360
TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.53 20-21 461 180
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 13 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.03 20 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 'Except"
81: 2x4 SP M 30, B3: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-2-5 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 10-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 0-7-4 except (jt=length)
15=0-3-8, 18=0-3-4.
lb) - Max Horz
21=-55(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s)
except 15=-153(LC 9), 13=-210(LC 13),
18=-266(LC 9), 21=-240(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
except 15=803(LC 24), 13=583(LC 24),
18=1060(LC 23), 21=878(LC 23)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-905/675, 4-5=-761 /695,
5-6=-173/386, 6-7=-192/387,
7-8=-192/387, 8-9=-179/390,
9-1 0=-1 97/362, 10-11=-651/545,
11-13=-541/509
BOT CHORD
20-21=-653/940, 19-20=-261 /500,
19-22=-261 /500, 22-23=-261 /500,
18-23=-261/500,17-18=-394/272,
6-17=-330/302, 15-16=-497/274,
8-16=-438/306, 14-15=-344/552
WEBS
3-20=-196/350, 5-20=-111/414,
WEBS
3-20=-196/350, 5-20=-111/414,
5-18=-772/424,10-15=-575/378,
3-21=-992/835, 11-14=-290/494
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11, Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for
members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 153 lb uplift at
joint 15, 210 lb uplift at joint 13, 266 lb uplift at joint 18
and 240 lb uplift at joint 21.
LOAD CASE(S)
Standard
39-10-8
PLATES GRIP
MT20 244/190
Weight: 215 lb FT = 0%
0
2 v
axing IluFsr fh IN1,nu-t*'I IiOCEIi ZCi itEEtAGA;I;:f:tXSB(iv;1PCk<f7f17M{xYEI ;'.i(1['k:i 'vNEBi Ixz. ferAtlevp lxlndm ed reN edeFxlasl Fss 9eslphniq;(C; eg lhlF:lxrl.fxia i{, t.f.tdaeue tke?i i-=ire ne. Ildrs:dhx;ris,I04, 011) ry —
MIIFF<."p! !»l Nfxml3ihx dl 1, i n i,E ,nxei tseln Ea e ti d f MD:,F..t,.,.,eCpa dmrdtuda F ers Mdf : li lFsnt msF T. s t Ireh lWwl_Merlll. & 'g p d:,;t dara sndlnry Anthony T. Tornbo ill, P.E.
JS dna l: S gdt lF-tl r Nnhd„e1' mCt" ISFd!e NF»xlk {d11 i0 gx,'k:Nt rdlS l,M S; tl/1Ml SF ,:N iprl IF:gR dl Ub lNFFillSdht S.q'I xbd.,g 5t'!g Shlld tlr kx. !» - _k -'hd 84083
mr[a rthdx(eM , m:'hliiulskgx m penSdnulaycw Fnsd harxFxl.pNs4emrN11SHlgndaiFF leis,._aa,npsl:nrSxaac rh.ls.kipn,In.kip:Fgsnwiln.,MFFmmfi n,wev 4451St, Lucie Blvd. i tr,
akdirNkl»enaseN=»FnriighdlrrKneefuelrFs„pnjxn;,cl s:d.i,k.e„ge,xirs<rc.a rixir r»nyInt a.44m,v-ld.dmIN1. Fort Pierce, fL 34946 opyrighl()2016AIRoof
tosses- Anthony 1.Lembo III, P.f. ReprodudionofthisdnmmenbinNoyform,ispFohibitedwithoutthewrinenpermissionfromA-I Roof Trusses- Anthony LTomb Ill,PA.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
WRCSG4F9 A14HF Hip 1 1
A0197g51
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:45 2017 Page 1
I D: Uu mEBPzQXokuwJ2P5 W? E2Tyu P 1 h-J uz7Awi 1 mlw9ZV2ES 3B_CTnj krb60 Rocazya m3y6PcK
j-0-12 4-7-9 10-11 4 17-2-5 22-8-3 28-11-4 35-2-15 39-10-8 4 -11
0-1 4-7-9 6-
1
11 6-3-1 5-5-15 6-3-1 6-3-11 4-7-9 -0-1
5x6 =
3x4 = SX8 = 5x6 =
Dead Load Defl. = 5/16 in
Iv
5x6 =
3x8 MT20HS=
3x4 =
3x8 = 5x6 =
3x8 =
11-4 19-11-4
11-4 9-0-0
2-41. r7:0-0-0.0-1-121. r7:0-2-12.0-3-01. 18:0
3x8 MT20HS=
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.31 12-13 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 0.67 12-13 713 180
BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.14 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.21 15 999 240
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP M 30 *Except*
B2: 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
5-17, 6-13, 3-18, 9-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
18 = 1656/0-7-4 (min.0-1-15)
12 = 1656/0-7-4 (min. 0-1-15)
Max Horz
18 = 55(LC 11)
Max Uplift
18 = 390(LC 8)
12 = 390(LC 9)
Max Grav
18 = 1656(LC 1)
12 = 1656(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-272/123, 3-4=-2522/1491,
4-5=-2271/1457,5-6=-2785/1745,
6-7=-2271/1457, 7-8=-2271/1457,
8-9=-2522/1491, 9-10=-272/123,
2-18=-260/254, 10-12=-260/254
BOT CHORD
17-18=-1251/2090, 16-17=-1428/2747,
16-19=-1428/2747,19-20=-1428/2747,
15-20=-1428/2747, 15-21=-1426/2747,
21-22=-1426/2747,14-22=-1426/2747,
13-14=-1426/2747,12-13=-1234/2090
WEBS
3-17=0/356, 4-17=-232/599,
WEBS
3-17=0/356, 4-17=-232/599,
5-17=-745/422, 6-13=-745/422,
8-13=-232/599, 9-13=0/356,
3-18=-2322/1506, 9-12=-2322/1505
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone, cantilever left and right
exposed ; end vertical left and right exposed;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) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 390 lb uplift at
joint 18 and 390 lb uplift at joint 12.
LOAD CASE(S)
Standard
39-10-8
10-11-4
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 221 lb FT = 0%
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Anthony 1.T-1so111,P.E, Repredeoionofthis document,innayform,isprohibitedwitheutthta,inenpermissionhomA-1Rol Ttmses-AnthnnvT.TembnIII, PA. FortPierce, FL 34946
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197952
WRCSG4F9 A15HF Hip 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@aItruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:46 2017 Page 1
I D: U umEB PzQXokuwJ2P5W?E2Tyu P 1 h-n4 W VOGjfX220BfdROnjDkgJ sbFzRlq bmodh7l Vy6PcJ
0- 2 3-6-4 8-11 4 15-10-1 24-0-7 30-11-4 1-4-4 39-10-8 4 -11
0-1 3-6-4 5-5-0 6-10-14 8-2-5 6-10-14 5-5-0 3-6-4 0-1
5x6 = 4x6 =
3x4 = 3x4 = 5x6 =
5.00 12 d = a 7 8
17
3x8 =
4x6 =
1-4
3x4 =
l "3
4x6 = 3x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.25 13-15 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.59 13-15 805 180
BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.14 12 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.25 15 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOT CHORD
Rigid ceiling directly applied or 5-7-1 oc bracing.
WEBS
1 Row at midpt 5-17, 7-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
18 = 1656/0-7-4 (min.0-1-15)
12 = 1656/0-7-4 (min.0-1-15)
Max Horz
18 = 54(LC 11)
Max Uplift
18 413(LC 8)
12 = 413(LC 9)
Max Grav
18 = 1656(LC 1)
12 = 1656(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-2568/1487,4-5=-2329/1447,
5-6=-3261/1928, 6-7=-3261/1928,
7-8=-2329/1447, 8-9=-2568/1488
BOT CHORD
17-18=-1129/1911, 16-17=-1697/3166,
15-16=-1697/3166,14-15=-1694/3166,
13-14=-1694/3166,12-13=-1107/1911
WEBS
3-17=-49/551, 4-17=-255/625,
5-17=-1100/655, 5-15=0/290, 7-15=0/290,
7-13=-1 100/654, 8-13=-255/625,
9-13=-50/551, 3-18=-2277/1412,
9-12=-2277/1412
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;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) Plates checked for a plus or minus 0 degree
rotation about its center.
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 413 lb uplift at
joint 18 and 413 lb uplift at joint 12.
LOAD CASE(S)
Standard
Dead Load Defl. = 5/16 in
5xfi =
PLATES GRIP
MT20 244/190
Weight: 212 lb FT = 0%
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T=asses-Anikony i. Tomho IILP.E. Repmdnoinn otidis dnTument, in nny Enrm,is plohihBed withnothe-written peimissionf—A IRonfTrusses- Anthon,T.Temhnlll, PA.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4 '
WRCSG4F9 A16HF Hip Girder 1 1
A0197953
Job Reference (optional)
DO , OIL iCICc, F 0wsJ-, ueslynLa I uuss.corn rcun: 8.12u 5 Nov 12 2u1 r runt 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:47 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-GG4tbckHIMAtopCdaUESHus8AfGVUECv1 HRhgxy6Pcl
0- 2 6-11 11-34 17-0-15 22-9-9 28-7-4 32-11-4 39-10-8 4 -11
0-1 6-11 4 411-0 5-9-11 5-8-11 5-9-11 4 4-0 6-11-4 0-1
Dead Load Defl. = 3/16 in
oxo I I
7x8 = - - --
V
3x4 =
V vJ
4x10 = -
JJ .J o0
4x8 = 2x4 11
4x6 = 3x6 11
1.5x4 II 3x6 =
6-11 4 11-3-4 17-0-15 22-9-9 28-7-4
6-11-4 4-4-0 5-9-11 5-8-11 5-9-11
Plate Offsets (X,Y)-- 3:0-3-0 0-2-4j,[8:0-3-0,0-1-8) 9:0-3-0 0-2-41,[10:0-2-4 0-2-0) [16:0-2-12 0-2-0)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.16 17-19 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 0.36 17-19 937 180
BCLL 0.0 * Rep Stress Incr NO WB 0.98 Horz(CT) 0.06 14 n/a n/a
BCDL 10.0 Code FBC2017(TP12014 Matrix -MS Wind(LL) 0.13 17-19 999 240
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W5,W1: 2x6 SP No.2, W6: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-7 oc
puffins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 3-8-12 oc bracing.
WEBS
1 Row at midpt 5-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
21 = 1984/0-7-4 (min. 0-2-5)
14 = 4559/0-8-0 (min.0-5-6)
12 = 46/0-7-4 (min.0-1-8)
Max Horz
21 = 55(LC 25)
Max Uplift
21 = 391(LC 4)
14 = 1219(LC 5)
12 = 341(LC 24)
Max Grav
21 = 1984(LC 1)
14 = 4559(LC 1)
12 = 85(LC 17)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3147/582, 3-22=-2861/567,
4-22=-2861 /567, 4-23=-3093/564,
23-24=-3093/564, 5-24=-3093/564,
5-25=-1216/230, 6-25=-1216/230,
6-7=-1216/230, 7-26=-1216/230,
26-27=-1216/230, 8-27=-1216/230,
8-28=0/767, 9-28=0/767, 9-10=0/807,
2-21=-1910/422, 10-12=-16/338
BOT CHORD
20-21=-149/312, 20-29=-563/3494,
BOT CHORD
20-21=-149/312, 20-29=-563/3494,
19-29=-563/3494,18-19=-563/3494,
18-30=-563/3494, 30-31=-563/3494,
17-31=-563/3494, 17-32=-460/3093,
32-33=-460/3093, 16-33=-460/3093,
16-34=-2133/458,34-35=-2133/458,
15-35=-2133/458, 14-15=-2133/458,
14-36=-2133/458,13-36=-2133/458
WEBS
3-20=-15/715, 4-20=-934/136,
4-19=0/404, 4-17=-487/133, 5-17=0/714,
5-16=-2285/415, 7-16=-705/289,
8-16=-679/4048, 8-14=-4340/1217,
8-13=-808/1990, 9-13=-773/136,
2-20=-395/2561,10-13=-874/0
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree
rotation about its center.
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 391 Ib uplift at
joint 21, 1219 Ib uplift at joint 14 and 341 Ib uplift at
joint 12.
39-104
6-11-4
PLATES GRIP
MT20 244/190
Weight: 232 Ib FT = 0%
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 232
Ib down and 160 Ib up at 6-11-4, 124 Ib down and 77
Ib up at 9-0-0, 124 Ib down and 77 Ib up at 11-0-0,
124 Ib down and 77 Ib up at 13-0-0, 124 Ib down and
77 Ib up at 15-0-0, 124 Ib down and 77 Ib up at
17-0-0, 124 Ib down and 77 Ib up at 19-0-0, 124 lb
down and 77 Ib up at 20-10-8, 124 Ib down and 77 Ib
up at 22-10-8, 124 Ib down and 77 Ib up at 24-10-8,
124 Ib down and 77 Ib up at 26-10-8, 124 Ib down and
77 Ib up at 28-10-8, and 122 Ib down and 76 Ib up at
30-10-8, and 229 Ib down and 160 Ib up at 32-11-4 on
top chord, and 344 Ib down and 82 Ib up at 6-11-4, 88
Ib down at 9-0-0, 88 Ib down at 11-0-0, 88 Ib down at
13-0-0, 88 Ib down at 15-0-0, 88 Ib down at 17-0-0,
88 Ib down at 19-0-0, 88 Ib down at 20-10-8, 88 Ib
down at 22-10-8, 88 Ib down at 24-10-8, 88 Ib down
at 26-10-8, and 90 Ib down and 91 Ib up at 30-10-8,
and 346 Ib down and 383 Ib up at 32-10-8 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, 2-3=-60, 3-9=-60, 9-10=-60,
10-11=-60, 12-21=-20
Concentrated Loads (lb)
Vert: 3=7184(F)6=-124(F) 9=-182(F) 20=-344(F)
4=-124(F)19=-59(F) 17=-59(F) 5=-124(F)7=-124(F)
16=-59(F) 13=-346(F) 8=-124(F) 22=-124(F)
23=-124(F) 24=-1 24(F) 25=-1 24(F) 26=-124(F)
27=-1 24(F) 28=-1 22(F) 29=-59(F)30=-59(F)
31=-59(F) 32=-59(F) 33=-59(F) 34=-59(F) 35=-59(F)
36=-61(F)
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Bht G'201 A i inat l:usses-Amkony t. ium6a III, P.E. Repro110a1nn of lkis 3orumenl, In gay form, is prohibited without the written pelmhsian from A-IP.ou{Trusaes-dnthonr i. TOm6n III, P.L Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
A0197954
WRCSG4F9 C01 F Hip Girder 1 1
Job Reference 'optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41.48 2017 Page 1
I D:I hohHggcR5jfhi7ZLg 1 IoUyi KGA-kTeFpxkv3gJ kQynp8Cl ig5PHw3h?DIC2GxAE NOy6PcH
1-0-12 5-11-4 10-5-4 14-114 20-6-12
1-0-12 5-11-4 4-6-0 4-6-0 5-7-8
Svr n—i I n—i ncfl = 111A in
3x3 11
5x6 = 3x8 = — 5x6 = 2x4 11
5-11-4 10-5-4 14-11-4 20-6-12
5-11-4 4-6-0 4-6-0 5-7-8
Plate Offsets (X,Y)-- [3:0-1-4,0-2-8] [5:0-1-4,0-2-8][8:0-3-0,0-2-4]_[11:0-3-0,0-241
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.08 10 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.17 10-11 999 180
BCLL 0.0 ' Rep Stress incr NO WB 0.74 Horz(CT) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 10 999 240
LUMBER -
TOP CHORD 2x4 SP No,2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-3-4 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-5-11 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 = 1535/0-7-4 (min.0-1-13)
7 = 1479/0-3-8 (min. 0-1-12)
Max Horz
12 = 48(LC 5)
Max Uplift
12 = 329(LC 8)
7 = 301(LC 9)
Max Grav
12 = 1535(LC 1)
7 = 1479(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2297/462, 3-13=-2542/534,
13-14=-2542/534, 4-14=-2542/534,
4-15=-2542/534,15-16=-2542/534,
5-16=-2542/534, 5-6=-2236/446,
2-12=-1474/352, 6-7=-1422/323
BOT CHORD
11-17=-386/2051, 17-18=-386/2051,
10-18=-386/2051, 9-10=-362/2002,
9-19=-362/2002, 8-19=-362/2002
WEBS
3-1 0=-1 13/679, 4-1 0=-608/235,
5-1 0=-1 26/740, 2-11=-320/1896,
6-8=-345/1930
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vuit=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed, Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
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 329 lb uplift at
joint 12 and 301 lb uplift at joint 7.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 100
lb down and 77 lb up at 5-11-4, 95 lb down and 66 lb
up at 7-0-0, 95 lb down and 66 lb up at 9-0-0, 95 lb
down and 66 lb up at 10-5-4, 95 lb down and 66 lb up
at 11-10-8, and 95 lb down and 66 lb up at 13-10-8,
and 100 lb down and 77 lb up at 14-11-4 on top chord
and 234 lb down and 85 lb up at 5-11-4, 69 lb down
at 7-0-0, 69 lb down at 9-0-0, 69 lb down at 10-5-4,
69 lb down at 11-10-8, and 69 lb down at 13-10-8,
and 234 lb down and 85 lb up at 14-11-4 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: 1-2=-60, 2-3=-60, 3-5=-60, 5-6=-60, 7-12=-20
Concentrated Loads (lb)
Vert: 3=-72(B) 5=-72(B) 9=-46(B) 11=-234(B)
4=-95(B)10=-46(B) 8=-234(B)13=-95(B) 14=-95(B)
15=-95(B)16=-95(B) 17=-46(B)18=-46(B)
19=-46(B)
PLATES GRIP
MT20 244/190
Weight: 114 Ib FT = O%
tic.iel-RhntN wRH,r •lr+k'x Al OFF sS'iffilr, GENERA'. TfRNS i MNDID_O_TJk,UK1,;kk10W;,MEB;'leis;.Ye:df hupraroelen WrA nM,. la, T;z D,•, vi tt Adr,j T_ T.!n lE kle-a.ti., ,, hlw atke,e,, W4 tttlel"vh, wry
kiitrznre rnAee.,'rsl!..a:el hrit T)UI¢ie nlil. 63td+ts Pezaya Etg rrtr;_.. -tHy 6ere..,.'A. zwl to nT Ta epezethna:±tmnudlae Rrtiezziaeel trc. ,lei zrufkilBf tSe l±scz:tltz:e^.at.tsc.y:7±i ee tle l66 eta, reds ttil -t.[,,:pnnswpb . ,.atant ,srtft4iri"J Anthony T. Tombs TIT, r. E.
d dro:,T i I'din i,to 0.:. 9—, N 0 . t,r a ,e>f e. Ise Md cu R .,fly ten rll IR';n dh Imi ,u d131 Th qgov0l, TDR ai eathid se tfh z, rx kzd':-1 I9e, i0lhu neG Pi tr. :h f z $J083 Cy
IkeRf 7s rtC-t:tCa..ti es nxT611mRm dpf les in Br'idl RC t'Sd nia t Pti Rwr kxe YT'IMRCI er rei `nq 1P.ldnrt rtr.e. xa nez sed..st k_1 sstkcRtn, I Jnp npm* r., Atanai+-...r x:e:: 4451 St, Lucie Blvd. YY
t'ke Wize lertH k; a of TFed ar h;i q 1. dlTMn srz.rei. iae irt. .,u.,a9neez-_YCT Rr3:sq.e,_9aer ttl zsss_.rsa;7emzaY9 dL;y. tilz_l±e e. as trz ez deiuel ialil-I Fort Pierce, FL 34946 Cop}
ri;ht S12016A 1 liod Lusses- Anthanyt iomho ill, R.E. Reprodnrtian ohhis dotameni, in anp lnlm,is ptohiGaed withoat tht uritleo patmisian from A-IReDiT[asses- Aflthonv T.Tnm6u11LPJ.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4 '
WRCSG4F9 CO2F Hip 1 1
A0197955
Job Reference (optional)
1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:49 2017 Page 1
I D:I hoh HggcR5jfhi7ZLg 1 IoUyi KGA-CfCeOHIXgzRb26MOhvGxMJxQDT2MyJiC V bwnvgy6 PcG
1-0-12 7-11-4 12-11-4 20-3-4 20 6 12
1-0-12 7-11-4 5-0-0 7-4-0 0-3-8
4x4 4x4
Dead Load Defl. = 118 in
0
o
3x6 I 4x4 = 4x6 =4x4 = 5x6 =
7-11-4 12-11-4 20-3-4 206 12
7-11-4 5-0-0 7-4-0 0 3 8
Plate Offsets (X,Y)-- 2:0-2-12 0-2-81 [5:0-240-1-8][7:0-0-8 0-2-121,[11:0-3-0 0-0-8] LOADING (
psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.15 10-11 999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.27 10-11 905 180 MT20HS 187/143 BCLL
0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 6 n/a n/a BCDL
10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 10-11 999 240 Weight: 109 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 *Except* B2:
2x6 SP No.2 WEBS
2x4 SP No.3 *Except* W1:
2x4 SP No.2, W6: 2x6 SP No.2 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 3-4-13 oc pudins,
except end verticals. BOT
CHORD Rigid
ceiling directly applied or 8-5-5 oc bracing. MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 11 =
886/0-7-4 (min. 0-1-8) 6 =
786/0-2-12 (min. 0-1-8) Max
Horz 11 =
65(LC 12) Max
Uplift 11 =
200(LC 8) 6 =
154(LC 13) Max
Grav 11 =
886(LC 1) 6 =
786(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-1107/648, 3-4=-947/682, 4-
5=-1094/650, 2-1 1=-805/640, 5-
7=-702/504 BOT
CHORD 10-
11=-369/358, 9-10=-478/947, 8-
9=-474/955, 7-8=-258/442 WEBS
2-
1 0=-1 59/711, 5-8=-228/638 NOTES-
1)
Unbalanced roof live loads have been considered for this
design. 2)
Wind: ASCE 7-10, Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber D0L=
1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding.
4)
All plates are MT20 plates unless otherwise indicated.
5)
Plates checked for a plus or minus 0 degree rotation
about its center. 6)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
7) *
This truss has been designed for a live load of 20.
Opsf on the bottom chord in all areas where a rectangle
3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members, with BCDL = 10.
Opsf. 8)
Provide mechanical connection (by others) of truss to
bearing plate at joint(s) 6. 9)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 200 lb uplift at joint
11 and 154 lb uplift at joint 6. LOAD
CASE(S) Standard
B
ry-PI tl pH -. Ite'AIpJC rp S"ir{pft ti[ F-tk rtNS (u IRctlS(Al k SCr7 cite: kEX. ix: 1 dy fivp p.ma al"si d 1' I.- 7 Fir 9 fC ..' itt Ad fI.T a , PE Rd E..;. t.t' Dd -dk i Jdt .tie 7DD mT alt(F 4l rda if rRS 73ap%kft{ DSp4 zf Df- .y al laD:p Mf e'tef lkpd SSeed '! f SpIIIolwll lFSF IF '.il s¢prpf de rD6 azl ii-f.T :p pt ,in -ecei f911ry Anthony T. TeR1,1fi, R.E. rds.fro f.s et'Ife to p dlmitie7. Its 0 : Fe l'i110d"iDsg ,ntdllalP<'9 _¢d%IhE ',IR R'I.lFgr,,,di9TDD.d DIi tff ssa,lGeetd-y-a:epF tenet dkr Sd' - ep<a: nef .Tomb 0083nt[ E a-rt Cz^c tree It,IDDWr par 1 phhlts II! WWI (pt wseiai-. ne al eH-tM J't tSU" eth fit, p :a',3¢Ff INft' F t+mpanse teftkW;r,Vt.l s (Hsp-It-lr ..apxn !rn„oz+fen.., !e -0-
45i St. tL'CI? Blvd. t#F,vise dam" by e.ettat ¢drrd ape¢ vrf ¢p tr dlpm,ec ..ri iet irv,,. ag aen ,tlV p r¢.r.e rr,e i fn .sp ieerFay i lSry. SiIF :3e.t os rten3d:aN is Rit Fort
1 St. , FL 34946 foptrfgbpCO7JI6A-lFnofclasses AnibooyT.Tombill,P.E. Feprodatlmno(this dommeni,mnayEorm,tsplohlbiledwtlboaithevriiienpermissionfsamA-IPool&assesArtboarT.Tomballl,PI.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197956
W"RCSG4F9 CO3F Hip 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:49 2017 Page 1
I D:I hoh HggcR5jfhi7ZLg 1 IoUyi KGA-CfCeOH IXgzRb26MOhvGxMJxP9TxxyE 1 C V bwnvgy6 PcG
10-11-4
1-0 9-11-4 1 -5 15-8-7 20-3-4 20 6 12
1-0-12 5-2-1 4-9-3 -6- 4-9-4 4-6-13 0-3-8
0-6-0
3x4 —_
3x4 =
Dead Load Defl. = 1/4 in
5x6 = 3x8 =
vxo — 5x6 =
10-5-4 20-3-4 20,6r12
10-5-4 9-10-0 0-3-8
Plate Plate Offsets (X Y)-- 3:0-1-8 0-2-0] [4:0-2-0 0-2-11] [6:0-2-0,0-2-11],17:0-1-8 0-2-0],[l0:0-3-0 0-2-12] [13:0-3-0 0-2-12]
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 0.79 Vert(LL) 0.26 12-13 935 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 0.53 12-13 462 180
BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 9 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.04 10-12 999 240 Weight: 116 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 'Except`
B2: 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-9-4 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
13 = 887/0-7-4 (min. 0-1-8)
9 = 791/0-2-12 (min.0-1-8)
Max Horz
13 = 77(LC 12)
Max Uplift
13 = 213(LC 12)
9 = 172(LC 13)
Max Grav
13 = 887(LC 1)
9 = 791(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-945/628, 4-5=-816/634,
5-6=-816/634, 6-7=-945/627,
7-8=-267/153, 2-13=-285/308
BOT CHORD
12-13=-625/944, 11-12=-586/910,
10-11=-586/911
WEBS
5-12=-170/428, 3-12=-199/297,
7-12=-165/253, 3-13=-939/653,
7-10=-866/621
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;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) Plates checked for a plus or minus 0 degree
rotation about its center.
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 at joint(s) 9.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 213 lb uplift at
joint 13 and 172 lb uplift at joint 9.
LOAD CASE(S)
Standard
e. -o-y PI e:rn Ikl r t. A 131f. tt S' i(tt[k 5tW R . 1 RMS 8 [ 4111[§t tltlJM elf 1 . RA & uEN i 4 "di ftop lraeadms ed red 91 WnsN.,l c H-1't4 :.'IM WWII
Mai neemrPE sl.- df ns1)DI fd 1o.e t c t 'Ityt al .Tah Ilesutsvv dtaepds d - [espnsklMa laeles re<tke 'c^r scsw niUo U Ada t.:t r -pa mgr IeM ,xein Itirt An*pony T. Tombo it:, pE,
e^d dn'.s 1 h t'Id toe esp Gle t,z7 IF C" rse [ d ,t e6nlf cU # "x.e na dtae llC 'a !n R tr, l 9I-t_ lc y. dl h sM ,hid dh . ss' i r E 4-q met t I 1 et+Inail t pn hrt y g eBT
a € d 1<s;re cam. a _,;w ,Erle¢ :dlxpx af+l sdu 1 leer pm nsdml: n B(I plrsM.. sr'f ssl[ n..et sal -d lrte. rt.'4.r e.K,. m meta. sdnl.at:ort«1.ae 911nenensrre.,uxaa+..ec oss 451 St. Lucie Blvd
enn>,'ise lerrH E7 ea ape d ax tuhel lydl Rer s',erS ta,Us: .,ga.yen:,kut.,eR,a,k..R.,er, rr7r sSr.m nln mcar o+i9.q stria .s @r, e.z RelmdialPN Fort 9.erce, FL _34946
Coppry6RCO2DidA-tRaalhussarAmhan7T.iom6aIILEE Reprodudionofthis documenl,indo form, ispmhihitedwithoutthewrittenpermissiontramA -I Real trusses- Anthonyt.Tamhn111,I'J.
Job Truss Type Qty Ply RYAN HOMES / SEAGATE v4Truss
WRCSG4F9 CJ1 Corner Jack 4 1
A01979157
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:50 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-grmODdmAbHZSfGxCFdnAvWUlwsWOhgBLjFfLRGy6PcF
1-0-0 0-11-11
1-0-0 0-11-11
2x4 =
i 0-11 -11
1 -10-11 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 0.09 Vert(LL) 0.00 5 999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 999 180 BCLL
0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL
10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 5 999 240 Weight: 5 lb FT = 0 LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 0-11-11 oc purlins.
BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 3 =
8/Mechanical 2 =
130/0-8-0 (min. 0-1-8) 4 =
1/Mechanical Max
Horz 2 =
35(LC 8) Max
Uplift 3 =
4(LC 12) 2 =
71(LC 8) 4 =
1(LC 1) Max
Grav 3 =
8(LC 22) 2 =
130(LC 1) 4 =
13(LC 8) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. NOTES-
1)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical left exposed;C-C for members and
forces 8E MWFRS for reactions shown; Lumber DOL=
1.60 plate grip DOL=1.60 2)
Plates checked for a plus or minus 0 degree rotation about
its center. 3)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads. 4) *
This truss has been designed for a live load of 20.
Opsf on the bottom chord in all areas where a rectangle
3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members. 5)
Refer to girder(s) for truss to truss connections. 6)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 4 lb uplift at joint
3, 71 lb uplift at joint 2 and 1 lb uplift at joint 4. LOAD
CASE(S) Standard
6¢'
Fltr-(ILhSFI1H tM „lei to:I3 C'rinsts"atfPifiE1:t._r;KNSd(.,e. Iiiry_ r_nljm tYF,n.LliR'...Skf8. 1—r0f dts#p den n¢d rtl40."NiNss JF '.G3q[f;Erek,Adkty)Ttnil L,t-Etdsniunit;.'4'..a,FS- Ums Wlor,St 4dnd EF dF TDD,.1 A11ES =1011rE
U3 'Id ftttti)DI IN 1.0 ,r y,j,p N Sg OF [.E. '! - TO ft .taore td Ci o4rE 7 !Im'nMlil,i l,6ls o,T s, du'id 1,TDDW, Aer P 1. & b,j ¢I tff CS ' Nil niD;j e^a 7tgsa
ECarfE9_
tzra FttTADaMt rrad.e,adgEdi s10.tIHfir f~otn$dtD6.nAEA .fillp.Flt'.Ff'fMH.ufi..rely gis4F. '
a,
loft .
1PIEe.._9tr,nsFte..F2.:rsCt_irvDe,igfeits,)e:g.adt¢Eer.mdrrz„4arAs%..E e:s AnthnyT. TDr-bo
I', PE.!Ir'FerkNNe, ,adtWD!t sdI?R-1 tuDhild6 iAlq..Ffi tofi h u:i p ti nd edfiw 80083 F3Hnddmaf sm,edrpeiw,.
nhgl)dlirlEtr.tei
44515t,Lucie fiiVd. ZE Fort Pierce, FL 34946 CepyeightCt201dA-tYaoti:ossas-,lnthrfnyt.tom6eIll.
P.E. Repmdndiunnhhis6ocumeot,inany tarm,tspmhihitedwithcnithe writteepermission homA-IRoof Trusses- dnihouriJoohoill,P.[.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
A0197958
Vu'RCSG4F9 CJ1 F Corner Jack 7 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:51 2017 Page 1
ID:agpjYE3xuP8oBil H6PrSYazz2of-82KORznoMbhJHQWOpKIPRkl vnGsnQHRVyvPuzjy6PcE
1-0-12 0-10-15
11-012 0-1055
5.00 F12
l.SX4 II 5
0-10-15
0-10-15
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 0.15 Vert(LL) 0.00 5 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) -0.00 5 999 240 Weight: 6 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SIP No.2
BOT CHORD 2x4 SIP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-10-15 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 161/0-7-4 (min.0-1-8)
3 = 26/Mechanical
4 = 2/Mechanical
Max Horz
3 = 52(LC 9)
Max Uplift
5 = 94(LC 8)
3 = 31(LC 19)
4 = 7(LC 19)
Max Grav
5 = 161(LC 1)
3 = 39(LC 9)
4 = 15(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-178/280
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 94 lb uplift at
joint 5, 31 lb uplift at joint 3 and 7 lb uplift at joint 4.
LOAD CASE(S)
Standard
kt.vo}-Flea:EH }H atx 13JC.r8-Sy SEEEE}46Ek-RTE}MS8[NAllrti,EJcluY Yit QN[t-.REN.i _i.N}des}v }uvaelers ondros1M T, ) ck ag'C;arER AEN 1 i,:aa rE Rel }x a..DM uffx:- ilM}rNe IDD,wiy ---
N')es:eere9rprr. i4ka a.ed to Is, TID tax cell}. 4: I T ss Des}E EEg-.. Itp cvEirx.; 1-1 ter TDD epre,eo, Ev 0[1, pk"w'cl ea} . v}rspEsllnra Me 1":?,e 01 :IV, Ni, v,!14 vo rt, IN wdr. Ao T.d tin. g, vsvnp Er IvFS .acAnks. senalfh Anthony T. T^aiba TIi, P.E.
d Is,lft'Id f 1,taer Sp }-Imrf^'::.e7 NF Ise C' ",ono k M InW ED } a0n.IK, 1, d fi, 0 E '. w IA Th p E 0111.D5 IAx.l Id S do T-1, W161i -'E:'"' I t'In eG 111, AI . -p: S IN if - F 80083 Q
th L,.heNsiVn.4Em`M All m s ni-vtEeiD6 MINpxYe adgdll s fW GICI}rxpawnSe(1 la: reel ttl pht EeaeEt'IEM k(A r rcl 4nR a- d . TP IEe: *. e,pon be,uA,r.sdt T-hi}Err 1 )e,ta npuv drn.,kaaMreY..r u.e 2451 $t. LFl[le Blvd. Etr.
r selFfrk EPocam ae epeA Deaf vwlnla}1*dl prsmrre£KIN tnl.p.e.;,eer,xt s5rs..lE vmo u7 polMn}. Rlle.x t'a:rsoe n, delaal7alPl-I. Fort Pierce, FL'4946 oppinhi
C0 7016 A-1 Roof Losses -Anthony 1. Tombs Ill, P.E. Bepri,ducion of this dorunlent, in doy form, is prohih44 Without the edneo p unksion from A-1 Boot trusses - dmhonvT. Tomb III, P.I.
Job Truss Truss Type QtY Ply RYAN HOMES / SEAGATE v4
A0197159
WRCSG4F9 CJ1 FP Corner Jack 2 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:51 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-82KORznoMbhJHQWOpKIPRk1 uwGr4QHRVYVPuzjy6PcE
1-0-12 0-10-15
1-0-12 0-10-15
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.20
TCDL 10.0 Lumber DOL 1.25 BC 0.09
BCLL 0.0 * Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-10-15 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 161/0-7-4 (min. 0-1-8)
3 = 26/Mechanical
4 = 2/Mechanical
Max Horz
5 = 52(LC 9)
Max Uplift
5 = 65(LC 8)
3 = 26(LC 1)
4 = 25(LC 9)
Max Grav
5 = 161(LC 1)
3 = 11(LC 8)
4 = 16(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
soot
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) 0.00 5 >999 240 MT20 2441190
Vert(CT) 0.00 5 >999 180
Horz(CT) -0.00 3 n/a n/a
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 65 lb uplift at
joint 5, 26 lb uplift at joint 3 and 25 lb uplift at joint 4.
LOAD CASE(S)
Standard
Weight: 6 lb FT = 0%
ae.e.; tlxse8 ;ti.rzitwtw'YI tDC. TLS3 r.EtEra 6G9e8. TBBSa t e1T109S P1SL71A 04 AMR, Iua-_ic desip paa®azis.+d red aNS Ea tin, i.n:) }s*-ay[C;esIE AdIra7L R. sa'.;, tE. td. cae'_d>gi :e_ +_IIdKSErle.ise stdxi ee tlelUp, R
Mal Mj_ iioll st atfirr TJD Is m dii, A..ss 0,S, E,0. < tEdEte.. V sel. TDD6 d dea.edtoepoisd ansEimn toe tKrN i plta or, Moo do IN T.' 'p, -Pe IdE nn t/lry Ar,*hony T. Tomho iL, P.E.
Ztei
sedro>T:. 4 nt IfaF tb sp dlihd ) MFD.rsF bi NFx1 e6et'll e0 ; ;ntndl'wlY M . q;;a dl DD d et Its dta ..I nlad:3 2:p;F hill eG a al (wi..ka(
z 80083A:r.[2 Mx iDDrdtttpa"IMPti IthElf;rwFmWiryi.-
4451$t.LUfIA6 v(t.Ftrwrse /Ff.d Et, &t E[I9gted apea xnhe; lydl patlK .i¢d. t.t 4. 's. Nef :, ls[ EknXlp iPalgaef, 1, s(: m ye.er9 /s»idy. dllf >db, S FrFES IJael is TfFL
f0(t 1 St. L
FL Blvd.
Ca ni hl Ct 2D1e A I loaf bessspg s Anthonyi. tomho llL P.t. Reproduction of doeomeaL in ony Eorm,nprohibited withantlhf wtitleo parmistan hnm A —I Bant itcssas AcfhoRy T. femMili, P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197960
WRCSG4F9 CJ3AF Corner Jack 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:52 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1h-cEumeJoQ6upAva4aNlpe_xZ4lgBh9kgeBZ8SW9y6PcD
2-7-3
2-7-3
5.00 12
1.5x,
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 0.18 Vert(LL) 0.00 3-4 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 3-4 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.00 3-4 999 240 Weight: 10 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-7-3 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
4 = 96/0-3-8 (min.0-1-8)
2 = 68/Mechanical
3 = 27/Mechanical
Max Horz
2 = 66(LC 9)
Max Uplift
4 = 45(LC 9)
2 = 34(LC 12)
Max Grav
4 = 96(LC 1)
2 = 68(LC 1)
3 = 46(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 45 lb uplift at
joint 4 and 34 lb uplift at joint 2.
LOAD CASE(S)
Standard
weslq piessE t!x qkl, rin±t9e A I iDC. 6 xi "iE[tEt , 6EXE3kE EEdHS %C. XX11ElS f7cj jk K7J ,..'C1D'k. auEX'" tars. tiurty dr, to pwepele s sad rrd_ ol.s w ra, ,.,_5 J c 9 zaiap;E4,; eM It AClsPa 1 Ixe>s. 1 E Rdu aP'! ae +s_ Ddes: sb * 5P 51dN Is dE iD@, w'ry
gitEsnlce 4,prr„ad.',.PAit, ft, 15D 1,x Wild k l5 e. rssD:9e upirxE+, S.:,OP EIVI r1,n EIre nyTDD'lglRSg151P a:sdx;e d M prdesSind Pep.-qra,pu,Adop*to dP;F,,0iq,NsT P.pvd re n. INItsilo l'%1 Fx ,.pa nsmpfie 1,0 q mnn', 10,111" a9 sedh si -
6d f'pist pee Nlm sf 1 M.EO i.e,n Pt a ix Be ld eD ! ^.E. dddw Id`,a dh II E' n:d tw-1 l f dl DD W ee.hlf to slr d1fiqlT6-g. Id' dMixs U iwa.:hif IdEE E-DEs
r,E uGa^e P_k se tle 1:,D xd tapx dp+l In sdlX kit I[ pa dSdet I -a' i &<I pllls&e rim I t(i E., d.a FnP ',xdml 1t ihir,E_:le,e5p<ss it Es cs;,e»..zdi. t.. s. Dss glwl .te: g: .z en;md ire,psaml^a;., :e5_ stt. xlse ddeK
ll ertwl satede Iwwrtrtp l.d psN 8aitdelE..,sastleer;. iLt se a, dap,.e'gaer lri es.n-.. _i cre ar oeildlap. Ell Ea.s dx. vr, dRi vel is illL. Copylijhf Ca 261d
d-1 knoE Tlussas-)nth riyi.Tomhollt P.f. bprodudion of this dotoatent,insnyform, is prohibited wilhw the wine. pewssion tum,4-IRonfNstes-hnthony f. Tomhn Ill, P.t. Anthony T. Tornbo "
I<, P.E. 90083 4451 St.
Lucie
Blvd Fort Pierce, FL -,
4946
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
WRCSG4F9 CJ3F Corner Jack 7 1
A01979'61
Job Reference optional
t Hoo6 t russes, Fort Pierce, FL J4 i46, design@al truss.com Hun: 8.12U s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:53 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-4QS8sfo2tCx1 WkfnwlLtX96Fg4WnuBwoPDu?2by6PcC
1-0-12 2-10-15
1-0-12 2-10-15
1.5x4 II
2-10-15
LOADING (psf) SPACING- 2-0-0 C 31. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-5 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 4-5 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) -0.00 4-5 999 240 Weight: 12 lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-15 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 197/0-7-4 (min.0-1-8)
3 = 66/Mechanical
4 = 26/Mechanical
Max Horz
3 = 79(LC 9)
Max Uplift
5 = 86(LC 8)
3 = 23(LC 12)
Max Grav
5 = 197(LC 1)
3 = 66(LC 1)
4 = 51(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-189/309
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 86 lb uplift at
joint 5 and 23 lb uplift at joint 3.
LOAD CASE(S)
Standard
w,iq Pl drag6l 1. .I6JC Ii S >EtEEr"E MEW flNS d(p!Cis (U i'k "eAT7 CiLb -. YEX 1 gr&i I'll?F at ssof r,A'A 6.1 )-c) ley(tE mlf,hills tt n ff Ileum %!«eEs,, Ilei tlz! se,lmd A,tc Too .,IteF1-PCP lAfi 14 Boll H dt 4- ',n Neill f.0 y 11 .Ete1Pe.S IX '. 0 t! lIEIS AEf E >f lin':e t! 4" n 0Eills, dnoad Al g6D Ed W. T.) EM1' -6.-4E po-1M -t SAdilqAnthonymiemf. 6Id-E'tmi P M ct7e1xlI,e. ,Eaif t n t lim!D g 5aoehn4hx K, 1 :W5 c" 0, sliKileEt, Eft ebaxd hdd to r '.laakxAiss;sye,mt,1104, adIr seI1"psm he( 39Cs83 IhElEi ^E. n(ar ra. rs.e aRx lPR aellttP ste mfpfl Its Ba l4 yt t wu SdM h>, En 6t ry 6fslec.E4I'I ad cur efa. 'tt )e a'a Tf. IG Ede.
aI.'r.q lr III PM.,ICT"e y,Ir:Eli- rar MIMI, All a, fif 6m 1111,AudE, t..
P;p s: nE csa.P asYwt ssth-Eerfn sPP yen as r#Eirt 44515t Lucie Blvd.
Fort 7i?rCe,
FL 34946 Co r h6 .12016A-1 foot busses Anthers i. iomto ill: P.f. Herohnion Allhis downlent,inonyform, ispmh:hitedwithcul the written pelmmlanfrom A -I Roof trusses dnlhonp i. inmhn ill, P.t. RY 3 Y R
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
AO197962
WRCSG4F9 CJ3FP Corner Jack 2 1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:53 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h4QS8sfo2tCxl WkfnwlLtX96CN4UUuBwoPDu?2by6PcC
1-0-12 2-10-15
1-0-12 2-10-15
3x3 11
2-10-15
2-10-15
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.02 4-5 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.02 4-5 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-15 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
5 = 197/0-7-4 (min.0-1-8)
3 = 66/Mechanical
4 = 26/Mechanical
Max Horz
5 = 79(LC 9)
Max Uplift
5 = 92(LC 8)
3 = 57(LC 12)
4 = 40(LC 9)
Max Grav
5 = 197(LC 1)
3 = 66(LC 1)
4 = 51(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 92 lb uplift at
joint 5, 57 lb uplift at joint 3 and 40 lb uplift at joint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 0%
raat-Fin;et td -:. the It1G.I3,S iEllEr'e 6fh lkttifSB(wdJGr-U iult ,VY1 CiGf:AEX. ferY,Bpd pp d s'd reNd itil Jea} +git':rn th krtk rl. i::. PE RI k;a x3,e .Jl ed. sleH .tle iDD"J
lieirnremiFee„rd<:. a,edfr da i9D lax relit. 4sa rns Desite.eylxe,. -<>P: D-eleH_;.'sl and ra v 1T10 epre.wis eeu e, a,ed iM prat-sstnd ecg'. _rt i.gnsI111Aya 1lelKw:bM S:ty te,se prr!f reM 1DD aelr, Ner11 t¢.np nssrnptler iti,rwHnxs,s h11Ay*.i1013y T. TDmB ,I?, P.E.
Zt4
da.;t i tuf sfx p !In d_e7 tht` ^'s rt xd :1 tilt nUestn .:a; madfa IR`.n ftfeik k 1 9rk1 le pr: df DUei .I It dh rss' ntsd.rg !e smflrl ekec a>I . _p nd - <80083
utd 1e ar xRarcn a 'xrFrtTUDsrifeixt atiirstUgidtraeraxlsdenfahr D srl.ttrsex er'IafE(er..d `Htrra!aar ipI«rhtie.s!ner.w..set.Je:.Dr,wT.ae:n.,mn„arrr„pmr:.. ,:; 4451St. Lucie Blvd. eta
wtn id rHho.r+t ee apse 3aee nrr M1etl±dlpse es iev.red. tieh;.e,a.pi!eer'_iLt x dudir,.e„am,xir sSes:.a-ato er e•ap aY l at. Alf rq ..i easueml.d"Th I- Fort PEeree, FL 34946 topy,
obt(0H16Alki-dhosses-Anthony 1. Tomb@111,1`1 keptododm of this document, inonyform, ispt*bhedwithout the written permsssion faomA-1 Roof Tmsses- Anthony T. Tom6o III, P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4 '
WRCSG4F9 CJSAF Corner Jack 1 1
A0197903
Job Reference o ti-
Al HootTrusses, russes, Fort Fierce, FL 34946, designLaltruss.com 3x3
3x3
11 Run:
8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:54 2017 Page 1 ID:
UumEBPzQXokuwJ2P5W?E2TyuP1 h-Yd?X3?pgeW3u8tEzUSs63MfMfUgkdeAxetdYa2y6PcB 4-
7-3 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 0.43 Vert(LL) 0.02 34 999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.04 3-4 999 180 BCLL
0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 4 n/a n/a BCDL
10.0 Code FBC2017ITP12014 Matrix -MR Wind(LL) 0.02 3-4 999 240 Weight: 16 lb FT = 0 LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 4-7-3 oc purlins,
except end verticals. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 4 =
176/0-3-8 (min.0-1-8) 2 =
124/Mechanical 3 =
52/Mechanical Max
Horz 2 =
93(LC 9) Max
Uplift 4 =
60(LC 12) 2 =
54(LC 12) Max
Grav 4 =
176(LC 1) 2 =
124(LC 1) 3 =
84(LC 3) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 1-
4=-176/280 NOTES-
1)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=
1.60 plate grip DOL=1.60 2)
Plates checked for a plus or minus 0 degree rotation about
its center. 3)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads. 4) `
This truss has been designed for a live load of 20.
Opsf on the bottom chord in all areas where a rectangle
3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members. 5)
Refer to girder(s) for truss to truss connections. 6)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 60 lb uplift at joint
4 and 54 lb uplift at joint 2. LOAD
CASE(S) Standard
IL '
y
N .E rf.,JH r. 1R7C USES RNW rRMSd[ 3OD R1iD101 t 07 xicd A[ f x vruA lei; I. 4N3 adr d An . t it P F G 'p:r(, W 14111 1. R t, T, PE Iflrm kw 4.iud 'floc se itdei A, or 1GD x?j Niso, Fee ad 1 W It., i59 lox I't As tin on; G <yr n E .; 1 I 1DG pr dt 11 n .neea 11 Pd - dl ql P esMrs r, d c ,, !I,sr , Iris, J'I'd 1111 tub ul d UN, T.4F.s i+ -oprvi I Fd F" ftr - t'telili'R Anthony 7. TOR1bp ,Ii, P.E. isedn. r i F RpItF I'e S(l s hd'F7+ ttxC r e g .f3e6ild FP y moo IIuIR s cedA !: r 3lE IN l p dIM PU d eti If e ! uut! g szreRE hlld dk in ad Me.3 htf g0683 R<R ksJ _t. esCs^-Cs. :: ra x>e 'e th iPDe dt tr.ete lgndl stgW Rt pd,ti Sdehl F. l B(I p El'Mif r'I oSIX,4 al-. h,3 Eot1 1P Ik :M:. re peA3e m.Fad ,s'.S tt.is. Dt;i;ter,1 F<. 5,s; tap-..1 Titi MsMte+.v, :er, Fte,
wudd"4ilF d.edax,dxpee ;rhgl,e61,tr:Fs !.Hefei;: ..FRieetr:iluil,eRd:.s3CEtpre7Fset,..,"Ii.sete.ya.,l'r,gi.Ge ?esr.n3trt.td'a+dieiPrl_ 4451St. Lucie Blvd. Fort Pierce,
FL 34946 Cappiihl cc,
20I6A-I teDt L asses dnthnny T. TruthIIh P.E. 6epro+ln0ion of This doFumeed, in Gny tors, is prohihiied -without thz wrinen parmissian hcm A-18cof TluFset-dniGonr T. Tomb lll, P.t.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197964
WRCSG4F9 CJSF Corner Jack 5 1
Jab Reference (optional)
Al Roof Trusses, Fort Pierce, FI7 34946, design@altruss.com
1-0-12
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:54 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-Yd?X3?pgeW3u8tEzUSs63MfMeUgJdeAxetdYa2y6PcB
4-10-15
Ir0
3x4 11
4-10-15
4-10-15
Plate Offsets (X Y)-- 5 0-2-8 0-1-81
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 0.43 Vert(LL) 0.02 4-5 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.05 4-5 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix MR Wind(LL) 0.02 4-5 999 240 Weight: 18 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-10-15 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 270/0-7-4 (min.0-1-8)
3 = 126/Mechanical
4 = 53/Mechanical
Max Horz
3 = 106(LC 9)
Max Uplift
5 = 108(LC 12)
3 = 45(LC 12)
Max Grav
5 = 270(LC 1)
3 = 126(LC 1)
4 = 89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-246/411
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 108 lb uplift at
joint 5 and 45 lb uplift at joint 3.
LOAD CASE(S)
Standard
W—ii;.fle,se rr "H 1• ' II Uci USES TERNS MMlu aIChi (3Siilk A"f I filcr' DimIN I." Y:up krip fx,oI ad red N I': T - ) m3 n, Tt,, en tl. irR : 1 Ii , 11 Um., kl,aa u - n - sidN A, Irti, raft' lure,<
O'rPre.Au! ?a,:et nr utt IIDN x.ahk_ 65, has Despn,Mrzx,. 5Sedlr€,giu_;.1.v0e,e,+ruD apre,eel, ee x,rrsx d Ne prdesd,ed iesw,,,[I, lrY, Gsaoit x b IDD.11 mix L"rI &vq.'asnepre I9'q nFinr'"Wirt Anthony T. Tombo Ili, P.E. J
sed,nb tRxlfaist r p, Malit d'x7- tke0'tt cx ei 9nla Rull eD t¢. 'u: tddlttlP n I. khel xk .I k Ihi.l,9r .dl DDsri rhli dit . s xk A':rt tote tllar eke au -px nd - w 80083 Q x
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a adrN spa ue nannul kT dI pqxrr.h rl heT,,. ,.e,p Egens.SILT , dnirnT s`erI.,.sSIi._m_i-amr nirnq Fort Pierce, FL 34946 apyright(Q2016AdRsaltrusses-Anfhonyt.
imnho111,P.E. F.eprodudinnofthis dosumant,inuyImm,4pro6ihitedwithout thea6ttenpermissionhomA-IRoulT... ies Anthryt.Temhn111,1`.E.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4 '
WRCSG4F9 CJSFP Corner Jack 2 1
A0197965
Job Reference (optional)
A! Roof Trusses, Fort Pierce, FL 34`J4b, aeslgnLaitruss.com Hun: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:55 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-1 pZvHLglPpBlm1 p92ANLcaBWkt7zM5Q4tXN66Uy6PcA
1-0-12 4-10-15
1-0-12 4-10-15
4-10-15
4-10-15
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 0.47 Vert(LL) 0.09 4-5 633 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.08 4-5 751 180
BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.07 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 18 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-10-15 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 270/0-7-4 (min. 0-1-8)
3 = 126/Mechanical
4 = 53/Mechanical
Max Horz
3 = 106(LC 9)
Max Uplift
5 = 169(LC 8)
3 = 45(LC 12)
4 = 46(LC 8)
Max Grav
5 = 270(LC 1)
3 = 126(LC 1)
4 = 89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-249/393
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 169 lb uplift at
joint 5, 45 lb uplift at joint 3 and 46 lb uplift at joint 4.
LOAD CASE(S)
Standard
x. y-il Fir pki l,. i137C {k, S iitlfkb&R.t tERMSb(klilta'e11oK:'AY7 ! kdGik kEN I ke dd deep/n 1 H eM N t 1. Dee) M t[ sIE. Teti .1.1 tE kn ek..: e U I dEa to! i iDD. a?kq7s -pse aI di it DDf dd 5 a x Duip j .t INFe ,y d {DD. kes 1 ,edo pal . el 11 ! V tiafa tkee the s: ,:e{ s vA .ie{DD I "k TNNds'.p per lek nn s tdlef dda: cE, t ,rlr c-Fee tI7 s7. do r,>: x n n kad rD Anthony T. Tonbo :II, a,E. Zt9toIINIkl.i dh Ie b'd 111 l q dl& DD :d fiei1 S en9 alG kady..vgl hlln i4 sel n ka kdAS a IoWl! 1 a it IDDe It p"N' 1y'h s IA 4tay f¢ n nerd.¢h fiCr Phl"44 Ak M aM kt .elst h+ke spit itlk:. at:e p. sa nes ea..+,as e' i.. t fs De;ipx.t . hs {: up. xl Pre ,aaa.le^a.r m-e:;ef, „se id"n ks a CIPl epred epe xnnk6 al prvse ,,.ret{se{rees N .,aaaex:, get n, 8uda n { .s sl:., 4451 St. Lucie Blvd. ppernnkieKra.a{a+rlkydllrq.reaenzerssdel.aelraRl I. ' Cuppriaht
t 2UI5 A -I Gnat Cusses-Anihoey 1. LOAD 1113.1. kepmfidioo Dffhis dD:ument,in capbrm,ispohihited-wiihnnihe wrioea permissionhnm A-IRooffmses AmhonyC bmtoill,P_t. Fort?e"Ce,FL 34946
eat
lob Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
AO197966
WRCSG4F9 D05F Half Hip Girder 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
1-0-12 4-11-4
1-01212 4-11-4
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:56 2017 Page 1
I D:I hohHggcR5jfhi7ZLg 1 IoUyi KGA-V77H Uh rwA7JbNBOMctua8nkjyHTY5S7E6B6ffwy6Pc9
9-3-4 13-7-4
4-4-0 4-4-0
1.5x4 11 1.5x4 11
4-11-4 9-3-4 13-7-4
i
4-11-4 4-4-0 4-4-0
Plate Offsets
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 0.37 Vert(LL) 0.02 7-8 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.05 7-8 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.02 7-8 999 240 Weight: 78 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-4-14 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 = 907/0-4-0 (min.0-1-8)
9 = 866/0-7-4 (min.0-1-8)
Max Horz
9 = 107(LC 5)
Max Uplift
6 = 168(LC 5)
9 = 177(LC 4)
Max Grav
6 = 907(LC 1)
9 = 866(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1086/191, 3-10=-911/175,
4-10=-911/175, 4-11=-911/175,
11-12=-911/175,5-12=-911/175,
5-6=-832/197, 2-9=-817/198
BOT CHORD
8-13=-194/945, 7-13=-194/945
WEBS
4-7=-466/196, 5-7=-213/1102,
2-8=-103/862
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
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 168 lb uplift at
joint 6 and 177 lb uplift at joint 9.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 156
lb down and 160 lb up at 4-11-4, 67 lb down and 56 Ib
up at 7-0-0, 67 lb down and 56 lb up at 9-0-0, and 67
lb down and 56 lb up at 11-0-0, and 67 lb down and
56 lb up at 12-2-0 on top chord, and 117 lb down at
4-11-4, 50 lb down at 7-0-0, 50 lb down at 9-0-0, and
50 lb down at 11-0-0, and 50 lb down at 12-2-0 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, 2-3=-60, 3-5=-60, 6-9=-20
Concentrated Loads (lb)
Vert: 3=-156(F) 8=-79(F) 4=-67(F) 7=-33(F)
10=-67(F) 11=-67(F) 12=-67(F) 13=-33(F) 14=-33(F)
15=-33(F)
8r ueq-flcueri aqN, r..ie In 133C. FUSEiVttEq' GrRM THAS (nMlcks QsluR lTJ i1LR ;MEX"lera; YeAYd }ep I 11 d I I:. l,e }r c} -fE ;rx lFt Re@ LTa4a.:. tEkA x sk?o -s.e e<. UI .etM ' tM`4 ro de TCU: aIY
IT6 mrin pre:mi- 1.a nod* Its IN l,..hf. s171,1101,11. Eepve,.-4e:hUY fgnre'1es!,I u'y iDO epr.zeefzrru-.elue0m pal=sfred eu.e"rgrezga,illigx.the trsryee.ttes.eR tress ijpl—#ni, TDD nil, r W IN1.7Facsl3n aszruplho lrzasry.eeclners, sK lalilpt- Anthony T. Tamtro `II,?F.
1 dnlst- Mike!i I i Ulu d'x7 IhC- _ .n K }rr .t Whin q .: hrtrtIs, lY O'r.f kh l abo-;' 1 5rr't.l N. 614 D6 irnWen'9h e.-A.th. q wbf et+t a>t -F Is If . 80083 IF [
t: 9 si. aLm'.rCs ::. de IOP if. pme 1 qr ii s ttt qle gConpnwl of ......... 6ftp Nska.Tp M dIl r d h 3 a .:tau it IGm:.'Er.e,prs.s le-rn3 y..sa Ik..1 st Ue;igen,} -.le: gs wpzn plln„Mn. tr....r a'xv - c%
e:ntsf reelr'a4mrpeda rexrtagh ell gerese .,et la. Ge, ,: ', -aq'eeu ,1U Ea.tsq..e, finer, erT scEz: rtgirkn: aqb d&.aq. klllx..si s ecz taiaei relPbl `45'
arce,nFL 849.6 Fort. ' fup}
right r2pldAIRoofT=asses-AnthonyT.TomSellO.f. Repmduoionohhis60ront,innnylorm,is prohibited without the written permissionhomAdRootTrussesAnthonyT.Tomhollij.I.
Job Truss Truss Type Qty Ply HOMES / SEAGATE V4 '
WRCSG4F9 D06F Half HipA0197967IANReference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:56 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-V?7HUhrwA7JbNBOMctua8nkd4HT85ThE6B6ffwy6Pc9
I-1-0-12 6-11-4 13-1-4 13 4T12
1-0-12 6-11-4 6-2-0 0-3-8
4x4 = 3x4 =
3x6 11 4x8 =
3x4 I I
13-1-4
6-2-0
Plate Offsets
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.75 Vert(LL) 0.06 7-8 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.12 7-8 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.03 6-7 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-4-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 = 601/0-7-4 (min. 0-1-8)
5 = 503/0-2-12 (min. 0-1-8)
Max Horz
8 = 134(LC 9)
Max Uplift
8 = 136(LC 12)
5 = 142(LC 9)
Max Grav
8 = 601(LC 1)
5 = 503(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-611 /330, 3-4=-473/372,
4-6=-467/407, 2-8=-538/471
BOT CHORD
7-8=-480/301
WEBS
3-7=-1741284, 4-7=-411/519, 2-7=0/279 NOTES-
1)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=
1.60 plate grip DOL=1.60 2)
Provide adequate drainage to prevent water ponding. 3)
Plates checked for a plus or minus 0 degree rotation about
its center. 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 at joint(s) 5. 7)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 136 lb uplift at joint
8 and 142 lb uplift at joint 5. LOAD
CASE(S) Standard
ro
I
0412
3-
8 PLATES
GRIP MT20
244/190 Weight:
74 lb FT = 0% 8 .
Afep ilex eqw astir r..ie_ik :-I 37C, 6n. Hi*>#ItEFt6Ep'!,. rams 8(4 C_u'TUki`V i;ktYC AW I-, VOI, hvpt pxmetr¢; aNr idsE¢I%Nss DE c1grist 1q'WM kAd.tI T.to D, tE-tr(tr %.i p,ar.e, ud.zs dtxw a=1nt1"HtM.ly di'.
c <9rp:ee td ed6 t&iJDt ni 4 E rnsD jA Et K s eat- u 5 d iDD spresnf a a,edt1ryrd d na Its spu 'l ID ^a h FxavE hE as f. s .77 t 1, rDD it. ater 1"'I ' a :p 1{ [d"Z M s'id¢!ry Anthony T. Tombo 1T'., P.E. rddaf.s4. F'If-s'I sp klinn:eDn IF.FC -s7.a exd.i'etull Ds! 7.xf+ndiatlt`i.'nFmft k'; .N dh%17 p nikDON fdf dh ';I nkNq;e}E t110 et mlS Kti hti %-30083 IkE1a:.a ac,r-eo_. n ¢ ¢sdel¢¢E,fl p spfl s In e.0 f[Eapa=nsnl n: ¢I e[ Ntrtrn,r>I Nsstt r. ntr 3 Ep :.a. E fp la.¢t.e.p¢¢s:-ntaE=F3E:tsnt..t.,.Dt.tpn,Tay,)e.lp':.,p!.,tnnoo-e..!pa,dr+.t.nz::: :.qyi St. Lucie Blvd. E4¢'wl1[IEDINt( ad, En tpeH tp,A xrmq li dtptrt!Ess rel lze rte., ,, a. freer:, FUlt 4zd-ep,.P,-prtt tfT SspcR Atm[!e a(vYFlat, kli[ tte¢SEIE tdln¢I IATpi-I. Fort
Pierce, LucaBlvd. Captrighf
tDldA-1QoatTntsses AolhanyT.TomhoIII,P.E. ReI,AvaiaRofibis jotum I,inonyform, isprohibitedwithullthewrineoperminienhcmAlbeatTrusses -dnMnnvT.kmhoIli,P_E.
a r
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
W'RCSG4F9 D07F Half Hip 1 1
A0197968
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:57 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-zBhfhOrZxRRS?LzY9bPph?GrjhoLgs8NKrsCBMy6Pc8
r1-0-1$ 6-4-8 8-11-4 13-1-4 13,4T12
1-0-12 6-4-8 r 2-6-12 4-2-0 0-3-8
3x4 = 3x4 —
Dead Load Defl. = 1/16 in
2x4 II 4x4 — 4x4 -
6-4-8 8-11-4 13-1-4 13r4r12 6-
4-8 2-6-12 4-2-0 0-3-8 Plate
Offsets (X,Y)--[2:0-1-0,0-1-8],[4:0-2-0,0-2-11]_[7:0-2-0,0-2-8],[9:0-2-8,0-1-0] 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 0.57 Vert(LL) -0.06 7-8 >999 360 MT20 2441190 TCDL
10.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.14 7-8 >999 180 BCLL
0.0 * Rep Stress Incr YES WS 0.63 Horz(CT) -0.01 6 n/a n/a BCDL
10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.04 7-8 >999 240 Weight: 75 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals. BOT
CHORD Rigid
ceiling directly applied or 8-3-10 oc bracing. MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation uide. REACTIONS. (
lb/size) 9 =
601/0-7-4 (min.0-1-8) 6 =
503/0-2-12 (min.0-1-8) Max
Horz 9 =
165(LC 12) Max
Uplift 9 =
136(LC 12) 6 =
138(LC 9) Max
Grav 9 =
601(LC 1) 6 =
503(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-661 /347, 2-9=-549/447 BOT
CHORD 8-
9=-442/244, 7-8=-495/550 WEBS
3-
7=-578/529, 2-8=-97/438 NOTES-
1)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=
1.60 plate grip DOL=1.60 2)
Provide adequate drainage to prevent water ponding. 3)
Plates checked for a plus or minus 0 degree rotation about
its center. 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 at joint(s) 6. 7)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 136 lb uplift at joint
9 and 138 lb uplift at joint 6. LOAD
CASE(S) Standard
tirerq-
theseN n{Nr r.= he' - I IMF nS3*>I[Ef E 6t5d1l TEAM U,KMICkS f8SUh,`Y7cI",OKCW_ IMINM Iux.Yedf ftusrrwrid•,M,,A.tn a tkS N'sl'e 3rn.,tff. eet h AA.f T. Tes ..I tE Rd:rzxe Skim!i s--¢dn, tkmir'10d n tit, IDN,;miy - — 9,
4k cnrrmrr.Fs SM' and in tFx T]¢ 1,1 e01. is a irns¢edra ftpee .spe:Ifrhy—'jniodnnr MD¢,resnts n ti.+.edlle rrofestlnd eer_ gr.,rnCitar a.. IA IrsxwtPx s'.v.}ehus eep 4nik t¢P oalr,rdu i?1.'taezlla asswgf rr Ir d:x y<nNnxs. srndtllry- An'hony T. Tombo IT., P.E. Aq
0 see orT 416r, htresr Hla. dre] tkre iecr's x d f3 cell [¢sr N.r ddin lP,rz dh W. F is ;d TN 1, dIn ¢¢ 1 n.h if db .rs ild.fiqhAng, i0loom wkr 3,P r 'hd 30083 It F
ax. au Qa' ea,-.:xe. e z e@a i¢¢:dn i-Yta.ca3 /1' Ise Giq fCoa ka nl>dm tar KirlrskxQ rT'I dSKA x.rd e 'x3 a. m'.f _Te lx n_ia e,pa s. ties . sd'E. i.s ¢e igrn,t .le:¢.ag,eer cmi rrr„Mnaden .r.eres e451 St Lucie Blvd. UU e'
la.iu tEird ksa amaxeN e?ar rnfq 1. dl tears in. el. Tle Tress ,m.ajxeer., ICT.e,1 sSilt' _ntoenaf Fort Peice, FL 34946 Copyri;002015A-
IOTmfGasses AmboyT.Tomb@11LP.E. Reprodaaiono(ihisdon;mem,innayform,isprohibitedw:it6oatihz.rnpenparmissianfromA-IRoof Trones-AnthnyT.Tomb. III,PS_
Job T ass Truss Type QtY PIY RYAN HOMES / SEAGATE v4
A019750-9
WRCSG4F9 E06 Common 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:57 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuPl h-zBhfhOrZxRRS?LzY9bPph?Gu_hgaq_ANKrsCBMy6Pc8
1-0-0 1-7-12 4-4-0 7-0-4 8-8-0 9-8-0
1-0-0 1-7-12 2-8-4 2-8-4 1-7-12 1-0-0
5.00 F12
1.5x4 11
2x4 =
3x4 =
1.5x4 II
1.5x4 II
5
2x4 =
Io
1-6-0 1-7-112
1-6-0 0- -12
7-0-4
5-4-8
7T2r0 8-8-0
0- -12 119
Plate Offsets (X,Y)-- 4:0-2-0,Edge)
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 0.36 Vert(LL) 0.02 8-9 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.02 8-9 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 8 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.02 8-9 999 240 Weight: 32 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 = 407/0-3-8 (min. 0-1-8)
8 = 407/0-3-8 (min. 0-1-8)
Max Horz
9 = 35(LC 13)
Max Uplift
9 = 241 (LC 8)
8 = 241 (LC 9)
Max Grav
9 = 407(LC 1)
8 = 407(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-9=-336/378, 5-8=-336/378
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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 241 lb uplift at
joint 9 and 241 lb uplift at joint 8.
LOAD CASE(S)
Standard
rug Hcase t! atNr ni ewtk'A-13DCT9 >3 S,tEEr" uq'E ET:WA 41110-'.f:J:iDk'd7J; u1@d: ;MEN"iarh IerDP 9eHpa Praad.rs eat rca3-d.s wiSi.i assD : DreviaP [E;ak IN 16.fT-Te¢ba..:, IEPd euc'.-k;i',w-s Dd,ss dk;risr Ati.ne TDO. sa!I
NI w.P:r ad ihr D>e T1P1 ae 11 4 a. D 1IDD r Irs IXqx.c Jla Pal d as E zi sYlpy) 14, Its; tt 7 r rni-1 th TDOaO.hr ML Thevpa nI rc U do S lamry An*hony T. TDmho :I<, P.E d sd';Is Ga 4 6dlf a- iS P Flu d`x1 tkC a. eaPa to d tY 6ulE aD 1 .' tic a ndl IY.Ia',aal tic be k F! .a! T.-1 l ryn d1 DD ai a.tetl se dti J r kuri: J'-J smlidia tir ce ad hd Ikr 0 -
rr 1,—W . ilc a .:ISTDD tiNeP. !D. it s [$I fi IrP( V.,osdd iznati 6(l''414¢ sTA alSKA eLv za€'nt—n I`fax Triu :1a'e.pns, ]iesee,:::.sz't.t'.s,kzipa ,l h,)r.{,. p,!..IT,e„4Mda^.r, 'a < 80083 s
4471 $
t.
Lucie Blvd. Zt a&r»'7se ldian It adrM a rad a»a a-rlfiq l7 dl Pauses kl. ,ei taaTnz, ra.aPnen p,i x6n.daq.e,_paer, rLs yY.x-a;n.cra ar Sy lSaP-111cry ,r.i¢A. art s 3etae17a TPI I. Fort Pierce, FL 34946 Capr'rig5t
Gr12aJId A -I Rout Gasses-AmhDny i. Tomb III, P.E. Reprndudlur of this duTnment, in aaylorm,is prohi9ded wiMcTrt the written permission t;Trm,S-I Ronf iro-sseskrthonpT. Tam6u III, P.E.
Job Truss Truss Type OtY Ply RYAN HOMES / SEAGATE V4
A0197970
W'RCSG4F9 E09 Hip Girder 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:58 2017 Page 1
I D:I hoh HggcR5jfhi7ZLg l IoUyi KGA-ROF1 vMsBikZJd VYkj Iw2ECp495B VZS IXZU bmjpy6 Pc7
1-0-0 1-7-12 3-0-0 5-8-0 7-0-4 8-8-0 9-8-0
1-0-0 1-7-12 1-4-4 2-8-0 1 4 4 1-7-12 100
A,,A —
1.5x4 II 1.5x4 II
0 0-'1-12 1-4-4 12-8-0 11-4-4 0-1-12 1-6-0
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 0.27 Vert(LL) 0.03 10-11 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.03 10-11 999 180
BCLL 0.0 * Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 9 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 34 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
12 = 356/0-3-8 (min. 0-1-8)
9 = 356/0-3-8 (min. 0-1-8)
Max Horz
12 = 27(LC 35)
Max Uplift
12 = 359(LC 4)
9 = 359(LC 5)
Max Grav
12 = 380(LC 19)
9 = 380(LC 20)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-253/314, 3-4=-248/334,
4-19=-207/298, 5-19=-207/298,
5-6=-248/334, 6-7=-253/314
BOT CHORD
2-12=-273/267, 11-12=-272/263,
11-20=-279/268, 10-20=-279/268,
9-10=-273/267. 7-9=-273/267
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=5.Opsf, h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
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 359 lb uplift at
joint 12 and 359 lb uplift at joint 9.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 124
lb down and 147 lb up at 3-0-0, and 39 lb down and
47 lb up at 4-4-0, and 124 lb down and 147 lb up at
5-8-0 on top chord, and 101 lb down and 118 lb up at
3-0-0, and 21 lb down and 45 lb up at 4-4-0, and 101
lb down and 118 lb up at 5-7-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (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, 4-5=-60, 5-8=-60, 13-16=-20
Concentrated Loads (lb)
Vert: 4=34(F) 5=34(F) 11=30(F) 10=30(F) 19=-11(F)
20=-17(F)
s -eg Pl redo@gN _['d137C.,.5 "i.... ... iTld ik 6Fi1 :fnG;V btFN.I .4o-. of fe NF Is eei o-izxtSi T, ) c3 o-g Tr: utM ddXufl.T:9 PEtd xe skeID a -.DI dM 'Idd .He1DD.. ri
T,, tnnrstaryr.td. ned in dx TDD Ish'04. l-cns Degg F@ t ti;t=. -e ,,s:dnan TDD.F et w. a—dit Frifdk s; sl'InYo fte ks gr, tk Co- 1- [.0'19 rkTDD If. lO.) d :g Nu I[E tnn fsrlry Anr:hony T. Tombo ITT, P.E.
6 Idsdn'.sl i tore 1 rsF GID. i, 7 Dery e M to 6%q sgfr u dd iu le".V _ iN,I k'. .i T 1. le'f di4 DD s rh id se fti .res :col rcksd.qsa.eg collar dk r td . -p-i:s .h of 80083
togd:.7e<ire aC@a^na. 3Eto,TDDW; pel fg11 it!bt4iy(.FhnSdiitn[aD(I,Ft/Ee",iMMa.ar.-el xirt+ng m1w.ft TKIdert.1..,Imo Ft,wtr.s0 Tsshs,p..Tes.),: quowffn.,kaftho-,.uksi 445tSt. Lr3riABlvd. 000ei-m tdau E7. ®*M aDiet-0a o-n xui eF lydl iorH ua ref tl. Trec .e, a,n6ncer :lDT sda,iao-,.e,'}aer,uTt,s [Y[-m _,ynxiraY 2nilti All t:a'o-'et n. uex9?Im.11nTPl-I_ Fort Pierce, FL 34P»6 a
Uprrighl(T1D15AIk(,dL@sses Anih@nyLTomb@11131. Reprodudm@ ofthisdotument,innnyfum,ispr.Oitedwithmo the w[ittenpermission from Ad Roof irenes-Anthooyl.T@mEo111,P.F.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
A0197971
WRCSG4F9 E10 Common 1 1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:59 2017 Page 1
I D: I hohHggcR5jfhi7ZLg 1 IoUyi KGA-vapQ6itpT2hAEf7xH0 RH mQM DAVXYlsKgo8LJ FFy6Pc6
1-0-12 4-3-4 7-3-4 8-6-8 i 9-7A
1-0-12 4-3 4 3-0-0 1-3-4 1-0-12
3x4 =
5.00 F12
TT
Zx4 II 1.5x4 II Zx4 II
1.5x4 11
0-11-8
0-11-8
7-3-4
6-3-12
7 0 8 6 8 {
0- -121-1-8
Plate Offsets (X,Y)-- 4:0-2-0 Edge], [9:0-2-8,0-0-12] [10:0-2-8,0-0-12]
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 0.38 Vert(LL) 0.03 9-10 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.05 9-10 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 9 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.02 9-10 999 240 Weight: 39 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
10 = 392/0-3-8 (min.0-1-8)
9 = 413/0-3-8 (min.0-1-8)
Max Horz
10 = 69(LC 10)
Max Uplift
10 = 143(LC 8)
9 = 153(LC 9)
Max Grav
10 = 392(LC 1)
9 = 413(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-10=-300/447, 5-9=-304/449
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft,
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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 143 lb uplift at
joint 10 and 153 lb uplift at joint 9.
LOAD CASE(S)
Standard
Wt mg-ila i -IM!'.-r.he`d-13DC FUS3.'S[Ltfr„ RE A:HINS d E xdllOps ,k'dCk;N;MIN7Ixa. I'rrt hap imametets Wr,A M. ar Ni Nrss) r}aya R"P "t th 16.s L l"'k, F, EWe— Sk.T...Uns eW.m s104 rsMs IDO, son MaiIk—"r
p. eisVr S, rkri7Pt 04_ s nsA y ver is rn &ti. e. ^. ..I 'y loup r ed a i` : {tail 'ael a si 11rta3 h kse u lFt sn i. sa. 'i l tl iP6 I, irl -I 1. -'.s it Irrk[ aline sr i¢liGy Ar;'tlony T. T R1b^ vJ s dti,
T',;;r port' In i blitrd he ] Mt4 zm a d r & ruh rues} :t:wtre d to lY 1e V du I nE [ ,i KI.l e1: .d is IN W rr.l rlk s dh r .s kae:3ptrap, u4khm aeG asl.- r.ims.a nd 30083 rt E r 8 lra arlr
Ca•s.,: a w:r#eIN it pW,us .1pdJ Ih pll I( p, nn Sdm lm..rhna ttrplrsk^ 41 M'WA m.:d *peon i le.l a.rt. 1, r.i<sa fir.'v ;.s tt. li s. Ihiperl _s k;p. n_ ...1 err., Noah a r. w,ess - 4451 St. Lucie Blvd. aie nse k<
rrrl Eia s:n•ad rrai awa rWl hap l.dlparvH-_led lzries., :,:g rzer-,d.Mtnaap,.apner,utrs5ps.'a_:yraera j a lhroy. Ule .. e. e si PmN ia1P6L Fort Pierce, FL 34946 opyrilthi(St2DIdA-Ilooffrusses-
Amhaoy T. Tomho 111,
P.E. RepMucion of this dotomeni,inn7form, is prohibited without the written pamission f:out A -I Root Tresses AnlbnyT. Tombs Ill, P_#.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
WRCSG4F9 E11 Common 1 1
A0197972
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:41:59 2017 Page 1
I D:I hoh H ggcR5jfhi7ZLg 1 IoUyiKGA-vapQ6itpT2hAEf7xHORHmQM E BVXYItXgo8LJ FFy6 Pc6
4-3-4 7-34 i 8 6-8
4-3-4 3-0-0 11 4
3x4 =
Z
2x4 II 1.5x4 II
2x4 II
0-11-8 7-3-4 7 O 5-6-8
0-11-8 6-3-12 0- -121-1-8
Plate Offsets (X,Y)-- [3:0-2-O,Edge] [8:0-2-8,0-0-12]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.03 7-8 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.06 7-8 999 180
BCLL 0.0 * Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.01 7-8 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 = 321/0-3-8 (min- 0-1-8)
7 = 339/0-3-8 (min. 0-1-8)
Max Horz
8 = 68(LC 11)
Max Uplift
8 = 86(LC 8)
7 = 95(LC 9)
Max Grav
8 = 321(LC 1)
7 = 339(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
WEBS
2-8=-263/404,4-7=-264/397
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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 86 lb uplift at
joint 8 and 95 lb uplift at joint 7.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 35 lb FT = 0%
Ik'
enq-Ilen...... i!a rgHrr_i a l& :t 1 IN' 8i >S"iEttEl'T fi[AEItC TEEMS B C a.IIIP'tUS1GK aA1J ,.: iAL&: i uufN" tar+r Purtg le: g+ruen,t@s :i re^d+@I , or IL.I.e . } 'n; } awig t,P.; art:I[ Adkafl. E r,S@'.. t.E Bd I.Sr cAS; - 3 e : ,. Udes[ dkrwi5e,td4 rclMe IUU, w'p
NAT[x:nr[vrlFe,,ad.,.,41rr r,TH1o'-04. pse:rass U vpfgl ."a,.e,ldlr E+r rErr;. ua vd n nr iRU. gr I ep-¢yzaeedtie Eral=zs¢+deq.N:grzi¢+i!'Inv M*elnremeM<s:KeT.r zc e'.aInIX TUP nI*, x4ttiPi-I.b ige nsrrrgt+r A'. g.¢edr e+„t n+lUlry Anthony T. Tornbo 'HT, P.E.
1 s d^b;s t. E fi e- t r in bIU d^.e)' b (I', .'a rE k t Euli vU g ndlm lF','9 dq I[ E :: ,4 EJ I.I q dt UU M ,f It dhs nst' mFrsd:-g m:q st fldi++ek [ a>f K pas. hrE w 80083
Ife6 @ JKe^ sLr+Ca. d: e, e.w.anriUUait- gx1 a1g 11 sefn B'IB g( E nSdphr n al gP{ ka fi+l dS6[ o.;d 1`er}s a-! [ iF ICE .[.'Ea..e,ge,ss tiesee;...sY'! l ps+[k,-grer,E „)e grmBiaena+ft:,u ad+..r e. 4451 St. Lucie Blvd.
@'A@wua ldir4h .anmagse4a v{+xntlq is dl p.: E-,d En N@i Nsa.a#reer iGi 1'irdq.e,gnx;"Tf.,s[(::"a-gieens ay3.0'1_ All rs"['i e'a•rre nsila4 mTll l_ Fort Pierce, FL =4946
Co ri hiCC,2MAIf dhosses-hiW i.T@mb@III,P.E R.e rndndion nt ihiz:o[oment, in@n Eorm,is ohibiiedwitfisnt th@written emisi@ntr@m A -I RnfT[nsses-ArAn T. i@mho lll, P.I. PY 9 Y P Y Pr P f
Job Truss Truss Type Qty Ply HOMES / SEAGATE v4
A0197973
WRCSG4F9 HJ3 Diagonal Hip Girder 2 1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:00 2017 Page 1
ID:agpjYE3xuP8oBiIH6PrSYazz2of-NmNoK2uREMp1 soi7rjzWJduMCupE1 LigOo4tohy6Pc5
2-0-6 4-2-3
2-0-6 2-1-13
1-9-14
1.5x4 11
4-2-3
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.01 5-6 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.01 5-6 999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(CT) 0.04 4 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 5-6 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-3 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 = 35/Mechanical
5 = 74/Mechanical
6 = 530/0-4-15 (min. 0-1-8)
Max Horz
6 = 79(LC 4)
Max Uplift
4 = 35(LC 1)
5 = 74(LC 1)
6 = 386(LC 4)
Max Grav
4 = 33(LC 4)
5 = 52(LC 4)
6 = 530(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-6=-302/207
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 35 lb uplift at
joint 4, 74 lb uplift at joint 5 and 386 lb uplift at joint 6.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 49
lb down and 7 lb up at 1-4-9, and 49 lb down and 7 lb
up at 1-4-9 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, 5-7=-20
Concentrated Loads (lb)
Vert: 10=-7(F=-3, B=-3)
PLATES GRIP
MT20 244/190
Weight: 16 Ib FT = 0
deaq ilee;rd rxrtlrr_ts4kx AlaJt:6_h;<S'sftLEA'I0,11LTIN S(_: RILd.(195 OTr,.,Ikc4 ;MEN"1- Y' k 3rr a:h"vite i_atsorNsIml r)-gI[fo,rktk1A.fLR"t> : LI,hf a e`.km' N!,OW udd-lre$'IN, m7 NUixn
Ir Ki On: 1fn ik TArrrk irns DOI, 40-. ketch Ead vs.0u y 4DD14 §1 rdss dri. v spcmlflfa th is tk ss i. s p.14 dIN.[ na T I. Th,mpd:q on,,sit ir, Anthony T. Tornbo TIT, P.E. d dn:s(-' rsrifiiestkrb.'f.e0 t6- .^ w;d Imtali c0sr n:..ts hdroelp'!.'.( fh I t i ri IIDI l4 rrdta DD drr.hll dM I xP d:q,-4 stllom €tu od V'm :hd j SOQ83P e l is;
g<x re (uM.rb :a a-. tk iDD Ntkp al 1pll itt Wtd"(,a xmsdenwaar o r(I rtrsW t11 dSKA dv f'a tE ..d7wr lr lki'rs$ff' rP se, t",.at `a,i s r`41rs: De;i n ias. J's P nFv .1 tres . Masefc .r . r.LQSf St. Lucie Blvd. dr sriAJd it' Pad
roped'P.,i, iIt iy ell rer,rs-e..xl rae Lr., ?'Fq -, 90i kid ",m.r, rt Ls sm.n E'p eu ay ob'j 0 upl,n:..uerecs edlai. INN. Fort Pierce, FL 34946 LP.f.&pro4udianofthndo[ument,
inonylorm,isprohibiledwitheulthewrittenpetmissioofrom kiRooffrusses-hni€onyf.fomhoIII, P-t.
h
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
W'RCSG4F9 HJ5F Diagonal Hip Girder 1 1
A0197974
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
1-5-0
3x3 11
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:01 2017 Page 1
I0:UumEBPzQXokuwJ2P5W?E2TyuP1 h-FzwAXOv3?fxuUyHJOQUIrrRT3182movzFSgQK8y6Pc4
7-0-2
7-0-2
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.10 4-5 820 360
TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.20 4-5 399 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.09 5 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Wind(LL) 0.07 4-5 999 240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 317/0-10-15 (min. 0-1-8)
3 = 174/Mechanical
4 = 75/Mechanical
Max Horz
3 = 103(LC 23)
Max Uplift
5 = 238(LC 4)
3 = 87(LC 8)
Max Grav
5 = 317(LC 1)
3 = 174(LC 1)
4 = 124(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-254/274
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph, TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 238 lb uplift at
joint 5 and 87 lb uplift at joint 3.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 88
lb down and 111 lb up at 1-4-9, 88 lb down and 111 lb
up at 1-4-9, and 25 lb down and 22 lb up at 4-2-8,
and 25 lb down and 22 lb up at 4-2-8 on top chord,
and 13 lb down and 10 lb up at 1-4-9, 13 lb down and
10 lb up at 1-4-9, and 13 lb down at 4-2-8, and 13 lb
down at 4-2-8 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, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 6=73(F=37, B=37) 9=-2(F=-1, B=-1)
Dead Load Dell. = 1/8 in
o
N
VOA
A
PLATES GRIP
MT20 244/190
Weight: 25 lb FT = 0%
zeaeg Ples:tNereo9kl IINI TMIFS'>ar, 6k,h.TRNS d(arenG sf11DM EI"fl [IGh NEM.1 _ V:Hf de; gt P.—Inad «a9, n 1 T, 3F5 4 J, an th tetl-1 N,m,.. K. Idt-, sim Dsl s*. is,tNd.td TDD W, Cd
tnr7err.,lhP,i ii16r the TPb( e.eil. Aeo_ szD ziga[,pr ,.-<e, eAr by-; IDD.epratds or tt.maci IN Frabtsnel er{.a.grtgsrioiditf.t-Ndz:ez, tN slq,N!,6plsd.1, TDD nlp, 1+11._ L Tx 61.91 asznfta I'd rp.n .s,sel Ellry - AntnOny T. TDRlboTIT, P.E. e,
4 eem, "t 911, I "".Ado d N 7 itor.."- u"17,t tmel i tht Wi hsi,., 7e:ut d0A IA' V K W W1,, h . dtu W. l pe 01h 7DD ati .h li Is, d it . a'nl r{t si:.g 'a.q 00 eek r azl a pac ed 80083 trt E
at 7!s cGn'.r Ca.. a a>',e tk iDD W It pat sefpifes 0A &.Itriyf M mSdrvl a.n rn 6[I pH &.e ti'I aM,6(. ar ;el kr 3! zer S
TF
1N n:: ! d.pesss tds cad w: stirLas!DeziDax 1 F.ega=n n4 Nss Mzatla2e!r.:. :451 St. Lude Blvd. i e(
dettL.edaa aprez3yae exrfig t3 c{Ipm.as ra. ud tee Ges ., gtanu,hW we d: p7er,nlrszds..R-nr i=er a. ar a+l4zp. 7al z,9:. w rn es, detail mlPl-I. Foft Pierce, FL 54946 Copr'righlO
3016A iRoalhussts- AolhonyLTmnbnlil P.t. Rep,.66on of this domment, m motform, is prohibited wil6sd the writtenp,imissianftemA-I Roof Trusses-htiorm T. Tomb 111, P.L
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4 '
A0197975
WRCSG4F9 HJ6F Diagonal Hip Girder 2 1
Job Reference optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com
1-5-0
1.5x4 II
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:01 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-rzwAXOv3?fxuUyHJOQUIrrRYjlAKmmzzFSgQK8y6Pc4
4-1-10 8-5-1
4-1-10 4-3-8
4x4 =
3x4 =
4-1-10
4-1-10
8-5-1
4-3-8
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 0.44 Vert(LL) 0.02 6-7 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.05 6-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(CT) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix MP Wind(LL) 0.01 6-7 >999 240 Weight: 44 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 = 391/0-10-15 (min. 0-1-8)
4 = 157/Mechanical
5 = 263/Mechanical
Max Horz
8 = 116(LC 5)
Max Uplift
8 = 207(LC 4)
4 = 62(LC 4)
5 = 57(LC 8)
Max Grav
8 = 391(LC 1)
4 = 157(LC 1)
5 = 263(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-8=-366/211, 2-9=-411 /87, 3-9=-371 /82
BOT CHORD
7-12=-160/378, 6-12=-160/378
WEBS
2-7=-46/392, 3-6=-434/183
NOTES-
1) Wind: ASCE 7-10-, Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 207 lb uplift at
joint 8, 62 lb uplift at joint 4 and 57 lb uplift at joint 5.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 89
lb down and 111 lb up at 1-3-7, 89 lb down and 111 lb
up at 1-3-8, 25 lb down and 22 lb up at 4-1-7, 25 lb
down and 22 lb up at 4-1-7, and 54 lb down and 54 lb
up at 6-11-6, and 54 lb down and 54 lb up at 6-11-6
on top chord, and 13 lb down and 10 lb up at 1-3-7,
13 lb down and 10 lb up at 1-3-8, 13 lb down at 4-1-7,
13 lb down at 4-1-7, and 33 lb down at 6-11-6, and
33 lb down at 6-11-6 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: 7=-2(F=-1, B=-1) 9=73(F=37, B=37)
10=-82(F=-41, B=-41) 12=-49(F=-24, B=-24)
Ylrx et pin;lri N,r,.h_+I'rz'a f7f_[l _>S'i1lEri Gtok.nwio8 sllcv(STOk,777,2 k10'tr_?dM(A:ixm.I'd,flip1eaelnzai'Ao*so fal:€-.)as)n+ty rR,wN Ager[Llexsa .. Lf Gel-ae'k:ei _lleLse M!<.re ;igH letleT6P,wh
Mliee e 1 pce nd selb Hs filet IH 1 c ss ),S d ,e Ir- u. I Too ep a [e!. :c dla p I d {: a speei[dity tz lKe...'tEl snel - F f1 [ r!l IN 10+ ad d. I. & [ ass npu_ I9ep Min s M fty Anthony T. Tombo III, ?.E, adsed+a r, b [ 1[ c i,the p 4ilny ON 7 tIeer , owim 3M v Im [.II ee! pk : nhetelPaix'a ';W4 l x WiblA ile'1 l ryp.!it a nk TH oAn.h I[ 0h .1 xRrS.:y n:epe Vd eutartr 4o 1 p;. la nd ;: $3Q83 Ir,[e a_:.eu ¢,r,<x..a:e.-.tlree,(Iupm 3p11 In[drp(cep!.n.nsdl[-. nnulpers[.s,r,a[[.e.,llxx ,ye a..le.lce,.;Iir-e.pe•sereW,.;xet.isskt,Pals5er-1 p,:n,arre..ue.,den..is, 4451St.LucieBlvd, 6-1. Kim If e*w c7M 1'", i. Tr gkdlpxnK M lne 1,,is .a{eeer', NCI e d+g.e,[m,e t is .x.aj— apo.l5u} Nita r:-i rtess ded el 1n Rtl. Copxighl tSJ
791b A-t Roof isusses Anthony 1. iom6o III, P.E. &eprodudion of this dommerl, in Cpy form, Is prohibited -withal the xrinen palmism from .4-1 Roof Trusses- kthorirT. Iemho Ill, N. Fort Piece,
FL 34946
It"
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
1/VRCSG4F9 HJ7F Diagonal Hip Girder 1 1
A0197976
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
1-6-1
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42.02 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-J9UYlkvhmz3156rVy8?_O2_ijiVIVBH6U6Zzsay6Pc3
4-10-8 9-9-0
1.5x4 11
4x4 = 3x4 =
4-10-8 4-10-8
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.03 6-7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.08 6-7 999 180
BCLL 0.0 * Rep Stress Incr NO WB 0.31 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix MS Wind(LL) 0.02 6-7 999 240 Weight: 51 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 = 463/0-9-14 min. 0-1-8)
4 = 146/Mechanical
5 = 313/Mechanical
Max Horz
8 = 132(LC 22)
Max Uplift
8 = 224(LC 4)
4 = 70(LC 4)
5 = 67(LC 8)
Max Grav
8 = 463(LC 1)
4 = 146(LC 1)
5 = 313(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-8=-430/229, 2-9=-540/95, 9-10=-494/84,
3-10=-489/92
BOT CHORD
7-14=-178/501, 6-14=-178/501
WEBS
2-7=-25/530, 3-6=-571/203
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph, TCDL=5.Opsf; BCDL=5.Opsf, h=15ft,
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 224 lb uplift at
joint 8, 70 lb uplift at joint 4 and 67 lb uplift at joint 5.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 89
lb down and 111 lb up at 1-3-7, 89 lb down and 111 lb
up at 1-3-7, 25 lb down and 22 lb up at 4-1-6, 25 lb
down and 22 lb up at 4-1-7, and 54 lb down and 54 lb
up at 6-11-5, and 54 lb down and 54 lb up at 6-11-6
on top chord, and 13 lb down and 10 lb up at 1-3-7,
13 lb down and 10 lb up at 1-3-7, 13 lb down at 4-1-6,
13 lb down at 4-1-7, and 33 lb down at 6-11-5, and
33 lb down at 6-11-6 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=73(F=37, B=37) 11=-82(F=-41, B=-41)
13=-2(F=-1, B=-1) 14=-49(F=-24, B=-24)
tYe:
a}-Ptenefl ;Hr,>,ew ta'A] 13e TIMES 'SElter'1 GIKI TIM BMr, NDIN, MT-M, MR` z1CM-7."'RENT1-1'!Hydes.P—O",ca}rro}cda;n4b,1.a<sDiv rN."IIT.,rm th, Art6nyl.Toxba-PL}d—,siK wv,s_Uslesxctr-m stied n&e iDD,..! Ris :tarp
a sA! - It, b T2D1 T/4e.,11Ds1; Eere _ Itf rl rTOD.Preseds m ac HD}t d spnti lilifp'r roe}n e, k,ol}- '.,1 tlTDD I} M 1?l. to }n pr hw citrIEIq Ar`hony T. Tomb a .Ie,?E. d s 0'
n T: si }df r,1k ep blh f13 a HeC i"cz,e oi d I Wti eDe }m.a..:rt tdtx On: A ,m}tn l k I r'k T?'I 11 r dl DD st hli 0it . ss W W:11 m}e sxf led tk ,d -pas'. nr( 30083 un;e as;} ¢arena..', ,.,
arcs lDD dtu }r'ta f;y}l ln}-If-;r pa?wt SdnL,3rnn Ndl pth'w" lrl,} SUA e14 su avb TP In: <_trr ;r,s: nrs ad t,pr, l.t:ns D,tiput 1, sno„. i T r,u,.,dan, nn:: a452 St. Lucie Blvd. et wse iefreQ Etc
aca aMc i agar txi GR}tgdl put st ..red. tocLr., <.a.an ,NUT'x }ado}.a;neyr! srls mn3o.crrara il5p. dlltaW xeN:e. srvreas 3dsc/i, lP6L Fort Pierce, FL 34946 Copyright0lRlb A -I Roof
i:uszes- Ambonyl.Tomhallh R.t. Repoilvaionofibis domment,in cnyform, is piolihited withoMttheedneoperm€ssionfrom A-1 Roof Trusses- Anthony T. Tomto ill, N.
Job Truss Truss Type Qty Ply HOMES / SEAGATE v4 '
A0197977
WRCSG4F9 HJ7FP Diagonal Hip Girder 1 1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:03 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-oL2wy4wJXHCcjGQiWrWDxGWtS6r_EeXGjmJXPOy6Pc2
4-10-8 9-9-0
4-10-8 4-10-8
1.5x4 I I
4x4 = 3x4 =
4-10-8
4-10-8
9-9-0
4-10-8
Plate Offsets (X Y)-- 12:0-1-8,0-1-81
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 0.49 Vert(LL) 0.07 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.08 6-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix MS Weight: 51 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 = 463/0-9-14 (min. 0-1-8)
4 = 146/Mechanical
5 = 313/Mechanical
Max Horz
8 = 132(LC 4)
Max Uplift
8 = 401(LC 4)
4 = 71(LC 4)
5 = 260(LC 4)
Max Grav
8 = 463(LC 1)
4 = 146(LC 1)
5 = 313(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-8=-430/355, 2-9=-540/354,
9-10=-494/344, 3-10=-489/338
BOT CHORD
7-14=-409/501, 6-14=-409/501
WEBS
2-7=-245/530, 3-6=-571/465
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Plates checked for a plus or minus 0 degree
rotation about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 401 lb uplift at
joint 8, 71 lb uplift at joint 4 and 260 lb uplift at joint 5.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 78
lb down and 111 lb up at 1-3-7, 78 lb down and 111 lb
up at 1-3-7, 38 lb down and 55 lb up at 4-1-7, 38 lb
down and 55 lb up at 4-1-6, and 54 lb down and 54 lb
up at 6-11-6, and 54 lb down and 54 lb up at 6-11-5
on top chord, and 49 lb down and 27 lb up at 1-3-7,
49 lb down and 27 lb up at 1-3-7, 16 lb down and 53
lb up at 4-1-7, 16 lb down and 53 lb up at 4-1-6, and
34 lb down and 72 lb up at 6-11-6, and 34 lb down
and 72 lb up at 6-11-5 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, 24=-60, 5-8=-20
Concentrated Loads (lb)
Vert: 9=73(F=37, B=37) 11=-82(F=-41, B=-41)
13=-2(F=-1, B=-1) 14=49(F=-24, B=-24)
Wrrnt-Pler;rn gkl, erir•In%1 t3t6.sB gMePrah.r" TsUts (?opicks osjrtt9li.t „iAGW,.; utdEM;' I., Y'k, hur,iweael=n uq ,A'A s" Ns 1.F.3¢'Nvie;,[.,rn tN Aid.f 1. T"'n.: PE W—,q!Sate e Uelneeitttwise"i, EnerDR m?f Mrru
rm pr 5P- NI n r7Ul li 4.r o 'g y < -r9-Ea iP tresats r rz r an p a p ular a tsw .nrse,:rr. sepnt n roo ,f r. 1. g. p Ia nn s tt lrp Anthony T. Tombo a_, P.E. A
av r;e 4 t If ei le isp ltlnrrf'. 7 d C' k l t'rtrif cg t a. ^tddla R ',; eh I e E e 1 1 rr dt Qg a 11If Sri xEa'.as-p Ild r et d aA. -pa nd t 80083 ne
l57r:g,e (taaro...=.rs,..<.rNIUD Wh, ,n V*4 triWri,rgr a ndml.smn B(IpUd'i,I fASK4mfdvrc r 4 lrla,rr_+.;.W+rs:rr. .3iemV1,1iss rstm,lrs.Jr.yr.?— srrr.,m„".!" ldnle:s
IIYff '
i-iu
Mira ,,Prdit I' err-hrt r" dt p rCis inered. tv rrr mg fq""' Is tci'x Wkj gr , rirssts.m ePirttrr gat a.rl a" kff' - e,ns rye n e.iml m IN1. G-451St. Lucie Blvd,
w - Fort Pierce, FL 34946
Copyright Q12616A-Ibdliusses-AnthonylJor aIII,
P.E. Reproduaion of this dnmmen,innnllum,ispmhihited withw the r7tlpen permission tram A -I hDHmsser Anthony 1. TamSo lll, P_E.
J
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
WRCSG4F9 J3 Jack -Open 3 1
A0197978
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
1-0-0
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13.42:04 2017 Page 1
I D:I hohHggcR5jfhi7ZLg 1 IoUyiKGA-GYcJ9QxylaKTLQ?u4Z 1 STT37ZWG Dz9fPxQ24xSy6Pc1
3-0-0
2x4 =
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 0.14 Vert(LL) 0.01 4-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.01 4-7 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 11 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 = 71/Mechanical
2 = 188/0-8-0 (min.0-1-8)
4 = 37/Mechanical
Max Horz
2 = 67(LC 12)
Max Uplift
3 = 43(LC 12)
2 = 103(LC 8)
4 = 31(LC 9)
Max Grav
3 = 71(LC 1)
2 = 188(LC 1)
4 = 52(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 43 lb uplift at
joint 3, 103 lb uplift at joint 2 and 31 lb uplift at joint 4.
LOAD CASE(S)
Standard
tezciq-Fl-fs 11,1 nisi the IfT'. >,Si STLIEF'"ti 0,11,[IRg & E411fihI tJiURCIT1;.QUIE:,ME1: twx: Ye 6dup rwe®xlas and r,A'Mn a*NissI'S cN ddlwy L Ivr1i,., tE te..' R... Us's iti.-t: nelti n 6,ID0.* Uaiea 111r
F ee.,el'.:. asdUr tt TP li.44 As Denis Illar.-..widf hp-; 2i sea n n110D epresnts er w;im d the Fra?sneed equ u5'ns'.lhfi' IS ds,V ,. N s:e«e Ns, eomi, 1, iDD oat. WTFNL Ee:ps nseuFte hd. ueanns. s.iO4i wd s dW,
k4 - ru d - 9 NM1' K qeAs: In MF tD pe "'.m tldfh IS' z .1, .1Hiss ,sd - M; de 3IN T FF. din DD i nl Id rfn Nm. k.A .F -t: F st lletn ei, I +A sp.' 'h if Ik 1'4'.
y hs1" ncaw',s!.I .>t.1 tle TDD W 1r, Fw fisll s011I"IN, f'n Sdili V% hl skN; sF M e4FC4 el ut4 ge n9 .1F Ih'.:9a.e,psrs_ne rxh Ea:s c' 9.is Ni'leer,T"'. hsp am, .1 Tlt,is 011e hNst If c
ed.at iAid apn a wmhq It dl pr rs o' ws TA, N,l .e, a.nlneer S ICT V,, km kj h-lgna, u T r s SFs=.n 'Jaw e. of s 71Aay. All V.: ret ie. n, ere ns lssl ed in TH 1, fopyrighlC,2h16A-€inotTrusses -hlhomy L
Tom6e III, P.f. Reprododion eUhis d-aim,in my firm, is prohihiied ithw thaweinen permission Isom A-IRenfTruses- Amthony T. Tnmho Ill, P.t. An`.hony T. Tombo :I_, 1.
4 80083 A451 St. Lucie Blvd.
Fort Pierce,
FL 34946
Job Truss Truss Type Qty Ply HOMES / SEAGATE v4 '
A0197979
WRCSG4F9 J5F Jack -Open 5 1
RYAN
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:04 2017 Page 1
I D:I hoh HggcR5jfhi7ZLg 1 IoUyiKGA-GYcJ9QxylaKTLQ7u4Z 1 STT331 W Fbz9fPxQ24xSy6Pc 1
1-0-12 4-11-4
1-0-12 4-11-4
4-11A
4-11A
Plate Offsets (X,Y)-- 5:0-2-8,0-1-81
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 0.43 Vert(LL) 0.02 4-5 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 4-5 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.02 4-5 999 240 Weight: 18 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-11-4 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 271/0-7-4 (min.0-1-8)
3 = 127/Mechanical
4 = 53/Mechanical
Max Horz
3 = 106(LC 9)
Max Uplift
5 = 108(LC 12)
3 = 46(LC 12)
Max Grav
5 = 271(LC 1)
3 = 127(LC 1)
4 = 90(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-5=-246/412
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 108 lb uplift at
joint 5 and 46 lb uplift at joint 3.
LOAD CASE(S)
Standard
U1 a} ikuenara}kf raerelhe'dI47C lMSIfttEY"p 6[5,4:'_frdiASB( ali eD3 PgIDit Y7T,.,ifDA...;kEM•'hr+_ledy das7p pmmttns land ,A ax,etfti, LE:J F DaSn}a[r; o-as tka Aatn}Lk,.tao':,t E. tAazra ke:-:vea _Dalessatffrr sa stifaf ane IDp a§
q l a m It SUIT- d f de E D lax al'[ d e r s D s } G [It- ae as . t as_li 1DD.ega 0, ex a la d 14, praf s - 6 eu 'n sp vei6 n le, dH n s:rh f. a p:od as na M I 1 It I. ix a g n apa ef:c t nn e s ihliliry Amheny TLembo ^ EO ?I?, P.E. rA A9: ira 4 -4ailf aif§ p kltl.tf .a7 tF C. aro. t p i 4alf eDas}u 'x::MaailulR<n _ dh ba k t:r ad f31 l 1a [ di4 DD ai mi 1E do rsst a.l G krtfq a.q hliaf a dk a>t -paasi hA tk4E )'ma
a(ta"M"Ali re axFnaiDD dl Irw 1p, s III 4tri(oapaa.n Safaa 1. ran BI i kti'skx, at M M 6(. n. aiv a. 1.ppif' ?F1 f<4aa, 1= MWsvti" bipmet. l:s.*p,is. 7'sjp Fegxn m£riav Narorlt^rx. wI. emb zc 83 51
St.
Lucie
Blvd.
Fd:
rwlse dafad!loamayaaE aNn,nhq lFellier;as-t+.:rd. Gslie„ ,aa.a}ner :, }et:«adn.9sg.a, }ear,ti sr:f.m}h.era car a l7aa}.BDr»,. ..a a, as areas delaal rali4l. Capyri;hl r2DIdA-line€Iansses
Aniduny?.Tom6aIll:P.f. ReprodDatiunn(Ihislommenf,inanyterm,ispaohi'uiteaJwithDDttSawrittenparmisiDnhamk-IRonfirusesAnthonrT.TDm alli,P.t. Fort A erce, FL 34946
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197980WRCSG4F9J6FJack -Open 5 1
Job Reference optional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:04 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-GYcJ9QxylaKTLQ?u4Z1 STT304WDaz9fPxQ24xSy6Pcl
1-0-12 5-114
1-0-12 5-114
3x4 11
5-11-4
5-11-4
rr Dead Load Dell. = 1/16 in
Y
0
rn o
rs
Plate Offsets (X,Y)-- 2:0-3-0,0-0-8j, [5:0-2-8 0-0-12]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ioc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.05 4-5 999 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.11 4-5 606 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.08 5 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix -MR Wind(LL) 0.05 4-5 999 240 Weight: 22 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-11-4 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 309/0-7-4 (min.0-1-8)
3 = 155/Mechanical
4 = 66/Mechanical
Max Horz
3 = 119(LC 9)
Max Uplift
5 = 123(LC 12)
3 = 56(LC 12)
Max Grav
5 = 309(LC 1)
3 = 155(LC 1)
4 = 109(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-273/456, 2-3=-156/265
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.0psf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 123 lb uplift at
joint 5 and 56 lb uplift at joint 3.
LOAD CASE(S)
Standard
at.fiq Nnsb tl gdtI IJCr 11:'0rifffiri G[e:III I;RMSIin'lIN Uslup"'Vq;'l4(3"!SGAfei M.Wjks!plxtnAns W,,dm!stettilmiNsiIi),»IIT11Ifu lk hotter 1.l,a.M',IT. Id— R•'aien! gflasttkx+,19d n&TOD, y Ailrxcuemrtjfk.,
1!I.eb;!d 6r t&i)8la ie toil. l:tirns DAnthony T. TOntho lI?, P.E. rid IAnisnlliebrakiigrtl!
a.'Ki'IegKnfdtfe:D9t>tn.tiIIsAn rssiJ nkr%z.aq!.-xh!IAinteeMxniA.yP W[ nA 30083 iREt-t a7es
jrx n(!a^rfs. s . a:ese lCDtM lm exit 1gN-0ISA II 9,16.1( Kam sdtrt hranu urllibMn nj 19 WSKA lr.'d xd'xg epitar IN kYef:s!,t,{eni4Iim Oid ri:..S A ill.n,[kopn, 1' 5":p!it—.4 rn,a ManlAn:!r tF:b!i 4451 St. Lucie Blvd. k-a Idmaklc!
Amt8x1 tllf it"ihl1l AIrx"inb,td. Leirt.:f,pEV-., 101„t"nhg ib,:pn x1,s Srs.,,a Enft far WI5q. ellr 1*41ns n, nkfiridm III I. Fort Pierce, EL 34946 opyrighlCC,2016AdRoof crusts-
Anthony1.combo111,PA. REPWIPOOR Of thiS kurient, in riny form, ii prohibited without the wiftent permission firim A-1 Roof Times Anthon,T.TcmhoIll,P.[.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
A0197931
WRCSG4F9 J7F Jack -Open 12 1
Job Reference optional)
At Roof Trusses, Fort Pierce, FL 34946, design@a1 truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:06 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-Cwk3a5yCpBaBak9HB_4wYu8JKJraR38iPkXB?Ly6Pc?
1-0-12 6-11-4
1-0-12 6-11-4
R.
6-11-4
6-1 1-4
Dead Load Defl. = 1/8 in
Plate Offsets (X,Y)-- 2:0-2-00-1-12], [5:0-3-0,0-1-4]
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 0.83 Vert(LL) 0.09 4-5 850 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.22 4-5 373 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.12 5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.10 4-5 798 240 Weight: 25 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 348/0-7-4 (min.0-1-8)
3 = 184/Mechanical
4 = 79/Mechanical
Max Horz
3 = 133(LC 9)
Max Uplift
5 = 138(LC 12)
3 = 66(LC 12)
Max Grav
5 = 348(LC 1)
3 = 184(LC 1)
4 = 128(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-296/490, 2-3=-163/280
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 138 lb uplift at
joint 5 and 66 lb uplift at joint 3.
LOAD CASE(S)
Standard
9R,•dry-flee%ttv qH reFin ik`AI?JC'ii'sSiS'Srtt(t'U 6rF'tt: nw (kC1i10US IIIWM{:YR];..,cXO'A_7 M(N"'n+al. YeflFl 9eippr3drn e>t(rri sdas%npsl•r,: Urkl.+q lrf.; elK lk l,tks7l. Icmk._tt Rd.ear'.3.+; e•F. Udell dlery :r cltldfenf lUU,aY
MllFk f f'n(r1e'r 9S 11 R. 1)Un% k/ l;r. rii Uri ji pe I. .(fe" IIVrd .! '! s.d k 19U FlfrSp'S IR IX:-.—ofn pds ,ed lR k-.! ql Sn 1111 ik M: :k 4V Tr,!,f piiiiu nr lCD MI ,aNr TkI. kF ipr>iS npifn IHS'@j(gd'IN S,Ukllry Anthony T. Tombo ill, P.E. do or t krmq flkr t nln.d,:<1 net ,, kd,:nrtdu for f 2%f ddlklR` i s rn Ikxt::.,ae<3r1. q dl pp N,nt a fedne rss, Rfa:q :rry snuol ik,e,n.f>f _rf.:::nd
me enlrs:, [9reCr_z-a rar4neiUD 11 .1 u Sdntllfi ( r
z38083
s^ r r n r(,.nsdlenn,fn .t(rpHshesrtel k,uarr..d, .5f n+f,,ra,, tr.ih;x_3•.r.tens+::.1ilSaiS irs,! 1,s.[a;pKls.)r:p:r,:uanr.,n.T,.tra•_. 4451 St Lucie Blvd. fnf:wiS, Idllfi lji In tO rglFl f% ,ntiq lr dl pr.:fs in(.rd l,rirr., 1, .qi%n s il:t Gk do rq,.f, 3na,xY f(j1.A_rrr?tti.:ar klliq..iii laity l?I YGS,IFT ldarlloirll. Fort Pierce, FL 34946
Copyright(fl201dA-Iftolhuwi Anihonyi.TomboIII, PJ. Reproduction oIthis dommeni,inonyform, isprobibiledwillovithtwrinenpermission homA-1RoofTrusses-Ant5onyT.TomhoIll,PJ.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
W'P,CSG4F9 J7FP Jack -Open 2 1
A0197982
Job Reference op tional
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:06 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1h-Cwk3a5yCpBaBak9HB_4wYu8HMJsAR38iPkXB?Ly6Pc?
1-02, 6-11-4
1-0-12-
16-
11-4 4x6
II 6-
11-4 6-
11-4 Ir
0Dead
Load Dell. = 1/8 in Plate
Offsets (X,Y) - [2:0-2-0,0-1-4j LOADING (
pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.32 4-5 249 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.27 4-5 297 180 BCLL
0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.19 5 n/a n/a BCDL
10.0 Code FBC2017ITP12014 Matrix -MR Weight: 25 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP M 30 WEBS
2x4 SP No.3 BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. MiTek
recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance
with Stabilizer Installation guide. REACTIONS. (
lb/size) 5 =
348/0-7-4 (min. 0-1-8) 3 =
182/Mechanical 4 =
81/Mechanical Max
Horz 3 =
133(LC 9) Max
Uplift 5 =
215(LC 8) 3 =
65(LC 12) 4 =
69(LC 8) Max
Grav 5 =
348(LC 1) 3 =
182(LC 1) 4 =
130(LC 3) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
5=-301/468, 2-3=-165/272 NOTES-
1)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right exposed ;
end vertical left exposed; porch left exposed;
C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=
1.60 2)
Plates checked for a plus or minus 0 degree rotation about
its center. 3)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads. 4) *
This truss has been designed for a live load of 20.
Opsf on the bottom chord in all areas where a rectangle
3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members. 5)
Refer to girder(s) for truss to truss connections. 6)
Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 215 lb uplift at joint
5, 65 lb uplift at joint 3 and 69 lb uplift at joint 4. LOAD
CASE(S) Standard
UArg
tleesedm gll •tn'SIO n, Bi ifirl EA td. {;tM58C !l11GS Ut1JM ii .XSCd--;dEX"Ixm V'r desiptxandrn Bredd tM le sle'csl sg [C au ih loll fi 6,ln .tE Mxexe4><+e--=iea.e gdessdlx e.IdH as de iPU, ay INies:
naemirCe.,ld a,dMMi)Udx dl.{sa.rnsDesp[apae,. ae.iearEaueee.„is•dnnrRtg:epeserseextepW:eddeydnsndeag ari.srnsililnt neeKae:Msz I.a.se.i-lead IUDMIt_adxixl &e•sgansangr¢. ladry.ntioxs.s dlil AnthonyT. Tembo T11, P.E. ad
asednh f:as: 4•an teiline rtt r kilind :e 7' deC 's eaa'ra ed rfx W1 U spe •'-e;adxdMlS` M S: Id xt b:n d MF?l1 leery 0Iu UU mlm h,11 0M ns.nl pese.p t'qe nfilld111 aad hxn0'if nf+ea't•pai xd = 8,9083 Q
N NCgles a[ea-aaa::. e,. aM100W N pla mgg.ed s id 1069(.r wWet,i , en .urldiserr 111old suax.:at 1.P.a.paaa Irtnin,ie.e.psss:rezits bome`i..i s.oa:ip,1—N'FTO— 4rnssusdan•.as!rss 4451 St. Lucie Blvd, etx•iuldiaHElsa9sat ageH
annnxrtlighdl/an:es're:sd. ize ira. seC?a.ynexs+Gl .a ta, a,gee,:ga«, Ta.s Sys.ncag iaie rlas. an ca!,rrd e. nsxsos ddadfaT711. Fort Pierce, FL 54946 Coppighl C, 7016
A Roof limses- Anthony T. Tombo III, P.E. Reprodudion of this doroment, in any foam, is prohibited withosd the written petmisiion Lom A-1 Roof Trusses- Anthony 1. Tomb III, pd.
Job Truss Truss Type Qty HOMES / SEAGATE v4
WRCSG4F9 VM2 Valley 1 71YFRYAN A0197`N3
ob Reference (optional
Roof Trusses, Pon Pierce, FL 34946, aesign(o)aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:07 2017 Page 1
ID:UumEBPzQXokuwJ2P5W?E2TyuP1 h-g7lRoRzgaVi2CtkTlhb956hgajJwAWOrdOHkYny6Pc_
2-0-0
2-0-0
5.00 Fiff
2x4
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 0.03 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2017lTPI2014 Matrix-P Weight: 5 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 50/2-0-0 (min.0-1-8)
2 = 37/2-0-0 (min.0-1-8)
3 = 12/2-0-0 (min. 0-1-8)
Max Horz
1 = 23(LC 12)
Max Uplift
1 = 10(LC 12)
2 = 26(LC 12)
Max Grav
1 = 50(LC 1)
2 = 37(LC 1)
3 = 25(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
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) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 10 lb uplift at
joint 1 and 26 Ito uplift at joint 2.
LOAD CASE(S)
Standard
1 'gyp F` fi]iiGiP F i Y' hi iF ]t 11Ny(e a '-r Yit%ti fY E MbiJnj t M'tU EI 5X 1f{t9 ta 4T i !4l TPA xi'u3 ealtHd 1ESNn4 Skip tY - E" Jt':i1 .t dp r. Ei N1' P .1 N i AeEi 9lMP ..iJ '.31 M i Tek M'Rer4, Nngt.tt .Flats N141 cd1,':>±t ts.:E. s I s eraji. >F iM1 3 .,ns ;i 7t:,+-d,a E.aPiiit, i?'F+F Fie iu Pun espw3.A.:h M i, dFip aim nlifr kPiNm 7uIJ I Wa Pi. Tx Lpes xi'ies, aaiq'W -Ei. ::.e:ilnWINnssnrfk'A Anthony. Tomto lti, P.E. Aj PK t{I tt'1' nt EP AR EiPtd RSz.. e8 je , nn ,9v"4t6$tlK. dl lK i¢2'8! dY 1 j YS!ai ill tk iiPiiil MCI ( t IE t.l}E/( t. si tl»l4 j. 11Ntj._
iS.
E'4e AQ431811i P
o...
pintUil'}F.i
y _
80083nPlrPu 'pi. 1, .trlir .n is 3>N per ix'k Pe ry s - .air ew
h, I,D'
id ca .w +l. n Ee6.f . e 4 (e#dFMEex. rglt,+. :atr t Emf3 Fla r...<: i >.ssti,igiex Eii 3 s aii : :eu
4451 St. Lurie Blvd. a,.,.:ni.,y.E.:.. ,wJ1n WWII, ;ii.q ._eys>t_ ai .erisx4lae r...
fort.?ierre, FL 34446t0p79b1t2016Ai9.11'.sses- k1buy i. tcmbill. PF llepedmw of lhiS doNmtnl inuutlmm.s pobtbUednituul lh—iven Femt_smaltem A I Roalwes- A lWyi.lnmbolli, P.E.
t6y
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4
A0197984WRCSG4F9VM4Valley11
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@al truss, com
2x4 i
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:07 2017 Page 1
I D rag pjYE3xu PBoB i I H 6PrSYazz2of-g71 Ro Rzga V i2CtkTlhb956hfCjJAA WOrdOH kYny6Pc_
4-0-0
4-0-0
1.5x4 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
1 = 88/4-0-0 (min.0-1-8)
3 = 74/4-0-0 (min. 0-1-8)
5 = 273/4-0-0 (min.0-1-8)
4 = 27/4-0-0 (min.0-1-8)
Max Horz
1 = 59(LC 12)
Max Uplift
1 = 10(LC 12)
3 = 74(LC 1)
5 = 103(LC 12)
4 = 54(LC 3)
Max Grav
1 = 88(LC 1)
3 = 50(LC 12)
5 = 273(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-202/338
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft;
Cat. )I; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
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) Bearing at joint(s) 3 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 10 lb uplift at
joint 1, 74 lb uplift at joint 3, 103 lb uplift at joint 5 and
54 lb uplift at joint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 0%
o`ne:ap Paou vauph+.-rc'xt} [PSEe, S. i^ vLi rift t MOT Mi k.Cw UPER -tt altObu:ti rc•a is»tia xpa. a ereti xte nl6is +s Ue psx 't 84_mii a kaa,t toauo a ire eee rxnsataa s e a Esrat ae `k t;o a¢
Ni dsamahe tlaes sMd to s,eeiar'+a ,.ntte«yc is It,,.:a.zgr n, e./ers^F7pvel-n ena:ait_irepz.e!esaa:rptac. 0.1 pah,: axt rsA ngns3ain tv as d<v d'r. tirltr' hpied... I9 I. na It 1. ra, lvgcta..r'ms in Anthony T. Tomt011;, P.E.
ect E= r ssM ce'<L. '• ePtx > dtxt x h !s%sem4n d qet x6x cq t. a[x:xeara dE lK Re lt{a ie ntlt- -}.t.. cd fll IN qP da"zi }pj at ild E: hEla:S:r xr dE 3. sfa•ge. ,:c:rixedl nmg slctlD R. msuil^r a' - 80083
n t} tG,rpe i.cmak :n »n I» Seu ! pkv a r.:c axt as YAa r t1 t wit F teks nN ugceagawa ut :s as e.y ssa:.., N!a s,1a ts,-<;m p.tSraa,t r, a a, n.. 4451 Sr Lude Blvd.
aua»;e 9dael tyatttnml e}reei atxx FL 34946i:usg s: ppcstiesaahee.+a grass P.sm.Kwra is x6 Poei IFag b.,ipo. .rnv S,stem tga.dn:, rlireg. .: tj hl .i la:aent hret e.Nv_ For, .let.
ispysigfil.w2DI6A-tRuntGusszs Aalhnnri.tombeIll.P.E Rep, A."ionofIN5dsmmeal,inanylot.,lsprohibitedx IhoutthewrittenpetmissioaimmAIRocitrn,"i AnlhoayR.lomboIII, P.E.
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE V4 —
I A0197685WRCSG4F9VM6Valley11
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:07 2017 Page 1
I D: agpjYE3xuP8oBi I H6PrSYazz2of-g71 RoRzgaVi2CtkTl hb956hXajE4AWOrdOH kYny6Pc_
6-0-0
6-0-0
v0
0
3
2x4
1.5x4 II
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999
BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 20 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 204/5-11-6 (min. 0-1-8)
3 = 204/5-11-6 (min. 0-1-8)
Max Horz
1 = 93(LC 12)
Max Uplift
1 = -40(LC 12)
3 = -79(LC 12)
Max Grav
1 = 204(LC 1)
3 = 204(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
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 40 lb uplift at
joint 1 and 79 lb uplift at joint 3.
LOAD CASE(S)
Standard
Yv Pra ;uj .-'sh'Q'I) IU'SEF 5;..1 atsl i'U+E+NO'JNt C,CN tU tl 'Kx dl g:k hT'e ivi:4safa.. Q+eN tes ce ra- ss De p k¢..E .UC eali u'e,a.lF ss 1, F.'.i-sue+ael m'fn s TnreS>41.0 Ir
q k^sw^x lids 'hitf4 V0 4,, hq N,p ow'ie Fes'.Eq.„R ser as 1^.M M —Ft—vn<tde ig"J uq stta:-: Fto Qmp It .>atl + s!F Q ,1 grd W. 711.I'Qesgr s aF.^. es wdat iu. :*an
vea w : nh .a[rpd nC A,%at wale iut K ai'MI rah p+:,ddt r 9aussfld! 04f1 ';wu p'w t,,o-m <_da.6kn ,sau a.Anthony T. Tom o Ili, P.E. w r +nssMayS ;y;'k a srrdle 4nx n srnn ! N 2 S*' v _
q tasuil d :
Tortib
n t u t die Q m ,nad t N r.ge+ F c uQ xam4 E ta: F dsrl d a pm u!n newck: u e !xt :dtaFm. rylQ? ate, t naes dQnmd ur ::..,tF.rtaax uFa .a
83
4451 St Lucie Blvd. 4.mitrSw`7alrgnepw grta..Felk,ad,aa .h,+rs:o ip a .+,er.netdu tasy +a: d [e nd Malay . a,F 7,.atr..a,nldiee . ,a,.: ti ort Pierce, Ft. 34946 Capp; igbl ti 2Dtb A -I Aaal Lntcez Aathaer t. [omba Itl, P t. 9ey+odu:tton d this damm?nt, ie am to m, s asohibited wAheul the., irten p—issioe Item A I tool lm ses- Aathasy i, Inmbo III, LE
Job Truss Truss Type Qty Ply RYAN HOMES / SEAGATE v4
A0197986WRCSG4F9VM8Valley11
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Y0
0
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Fri Dec 22 13:42:08 2017 Page 1
ID:agpjYE3xuP8oBiIH6PrSYazz2of-8Jsp?n_SLpgvgl JfJP6OeJEle7cgvze?s2013Ey6Pbz
8-0-0
5 4
2x4 1.5x4 II
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
1 = 170/7-11-6 (min.0-1-8)
3 = 18/7-11-6 (min.0-1-8)
5 = 434/7-11-6 (min. 0-1-8)
4 = 6/7-11-6 (min. 0-1-8)
Max Horz
1 = 131(LC 12)
Max Uplift
1 = 11(LC 12)
3 = 18(LC 1)
5 = 168(LC 12)
4 = 13(LC 3)
Max Grav
1 = 170(LC 1)
3 = 12(LC 12)
5 = 434(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-325/492
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
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
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 3 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 11 lb uplift at
joint 1, 18 lb uplift at joint 3, 168 lb uplift at joint 5 and
13 lb uplift at joint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 26 lb FT = 0%
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JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
Q
0
ti
ttach Corner Jack's
2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
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e:
FEBRUARY 17, 2017
gym.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE GABLE END BRACING DETAIL
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORO
V - 3' MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
HORIZONTAL BRACE
SEE SECTION A -A)
TRUSSSES @
24' D.C.
IT IS THE RESPONSIBILITY OF THE BLDG. \
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
END WALL
STDTL03
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
5) - 10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONGSIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
131'X3') NAILS SPACED G' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUSS
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE. /
STANDARD GABLE /
TRUSS /
UKAL
TRUSS
1 STUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
JULY 17, 2017
STANDARD PIGGYBACK TRUSS
STDTL04
CONNECTION DETAIL
s'.
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
SPACING NOT TO EXCEED 24. O.CJ A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8"
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
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JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05
A-1 ROOF TRUSSES
4491 CT 1IlPrC Rt\/n
FOF
SECURE
W/C
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO LISP
WS45 (1/4" X4.5") WOOD SCREWS
INTO EACH BASE TRUSS.
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL "A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
E END, COMMON
iS, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
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JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL06
41
A-1 ROOF TRUSSES
4451 ST I H(-IF RI Vn
FOI
SECURI
W/(
NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
A".
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS - 01.
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y
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DULY 17, 2017
1 11%VJJLLi V/"%LI_L I JL_ 1 LJL I /"%IL
HIGH WIND VELOCITY)
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PS
MAX SPACING = 24" O.C. (BASE AND V/
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUS I BE
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER,
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
o e
o
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12112 PITCH)
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FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C.
V ER1
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
v
DIAGONAL BRACING *FL - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF IAPHRAGM
AT4'-0.O.C.
G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
VERTICAL 2X6 SP OR SPF
STUDPBRACE
2 DIAGONAL
BRACE
4) - 16d
NAILS16d NAILS
SPACED 6' D.C.
2) lOd NAILS
INTO 2X62X6 SP OR
SPF #2
2X4 SP OR
SPF #2L HORIZONTAL
NAILED TO
RTICALS
SECTION A -A W/(4) - 10d NAILS
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH IAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
12' MAX.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP #31 STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13
2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15
2X4SP#31STUD 24"O.C. 2-8-6 3-11-3 54-12 8-1-2
2X4 SP #2 12" O.C. 3-10-15 5-6-11 6-6-11 11-8-14
2X4 SP 42 16" O.C. 3-6-11 4-9-12 6-6-11 10-8-0
2X4 SP #2 24" O.C. 1 3-1-4 1 3-11-3 1 6-2-9 9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH'EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90X OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
Kz" NAILS
lOd
TRUSSES @ 24' O.C.
2X6 DIAGONAL BRACE
SPACED 48' O.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
SEE SECTION A -A)
END WALL
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C
ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
w ,.
FEBRUARY 17, 2017 (
T
WITH 2X1 RACE ONLY
IL
STDTL09I
DOTES:
F-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACIN(
S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH.
FHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS T(
ONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE NAIL SIZE NAIL SPACING
2X4 OR 2X6 OR 2X8 10d 6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
SPACING
BRACE SIZE FOR ONE -PLY TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE 1 2
2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE
2X6 2X6 T-BRACE 2X6 I -BRACE
2X8 2X8 T-BRACE 2X8 I -BRACE
BRACE SIZE FOR TWO-PLY TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE 1 2
2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE
2X6 2X6 T-BRACE 2X6 I -BRACE
2X8 2X8 T-BRACE 2X8 ]-BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS ( STDTL10 }
e
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
WEB WITH (3) - 10d SCAB WITH (3) -'10d
NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL
BWITH NAILS (
0.1313)X 3') USE
METAL FRAMING ATTACH TO VERTICAL ANCHOR
TO ATTACH WEB WITH (3) - 10d TO
BOTTOM CHORD NAILS (0.131' X 3') ATTACH
2X4 VERTICAL TO
FACE OF TRUSS. FASTEN
TO TOP AND BOTTOM
CHORD WITH 2) -
lod NAILS (0.131' X
3') IN EACH CHORD ATTACH
TO VERTICAL SCAB
WITH (3) - 10d NAILS (
0.131' X 3') TRUSS
2X6 4' - 0' WALL STRONGBACK (
TYPICAL SPLICE) (BY OTHERS) ATTACH
TO CHORD WITH (
2) #12 X 3' WOOD
SCREWS 0.
216' DIA.) INSERT
SCREW THROUGH OUTSIDE
FACE OF CHORD INTO EDGE
OF STRONGBACK (DO NOT USE
DRYWALL TYPE SCREWS) THE
STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED
BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED
ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY
SPACED. ALTERNATE
METHOD OF SPLICING: OVERLAP
STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d
NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN
STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING
BY
OTHERS)
i
FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772-409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA SP OF HF SPF SPF-S
131 88.0 80.6 69.9 68.4 59.7
z 135 93.5 85.6 74.2 72.6 63.4
0J
162 108.8 99.6 86.4 84.5 73.8
ri
128 74.2 67.9 58.9 57.6 50.3
c Z0J 131 75.9 69.5 60.3 59.0 51.1
in 148 81.4 74.5 64.6 63.2 52.5
N
M
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X B4.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW SIDE VIEW
2X4) 3 NAILS (2X3) 2 NAILS
NEAR SIDE NEAR SIDE
NEAR SIDE NEAR SIDE
NEAR SIDE NEAR SIDE
NEAR SIDE
45.00' 0°
FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDR12
e
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION Z 128 49 38 26 25 17
FBBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
I .5 X 4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016
k
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTLI4
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
4) 12d
TRUSS 24" O.C.
UPLIFT CONNECTION
SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
4) 12d
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
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a F . i. ce,' 349gr
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1
FEBRUARY 17, 2017
s. s'
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP OF SPF HF
2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6
20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028
26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608
32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187
38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767
44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2XG) SPACED 4O.C. AS SHOWN (.131' DIA. X 3'). STAGGER
NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE
MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE
LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE
MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C 10d
NAILS NEAR SIDE 10d
NAILS FAR SIDE THE
LOCATION OF THE BREAK MUST BE GREATER THE
REQUIRED X DIMENSION FROM ANY PERIMETER AND
A MINIMUM OF 5' FROM ANY INTERIOR JOINT 00
NOT USE REPAIR FOR JOINT SPLICES NOTES:
1.
THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES
NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS
SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE
REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING
THE LOADS INDICATED. 2.
ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND
HELD IN PLACE DURING APPLICATION OF REPAIR. 3.
THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL
SPLITTING OF THE WOOD. 4.
WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING
OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S.
THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G.
THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. N
TRUSS
CONFIGURATION AND
BREAK LOCATIONS FOR
ILLUSTRATIONS ONLY THAN
OR EQUAL TO BREAK
OR HEEL JOINT SEE
SKETCH ABOVE).
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16 y
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34945
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
ENO BEARING CONDITION
NOTES:
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS 048' DIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 407 SPACED 24'
D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
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RECORD COPY
City of Sanford
Building and Fire Prevention
Product Approval Spec
164 ,
Permit # #1 8-
Project Location Address
SPao .. - .
n Form
n
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 Smooth Star 15000.2/15000.4
Sliding Ply Gem 4780 SGD 14634.2 - R1
Sectional Wayne Dalton 9100 - #0600 / #0607 9174.11 8174.20 - R11
Roll Up
Automatic
Other
2. Windows
Single Hung Ply Gem 4712 4812 14039.1 14039.2 - R2
Horizontal Slider
Casement
Double Hung
Fixed PIV Gem 4701FL 705 14253 - R3
Awning
Pass Through
Projected
Mullions Ply Gem 4700 15264 - R1
Wind Breaker
Dual Action
Other
June 2014 1
Category/Subcategory Manufacturer Product
Description
Florida Approval #
including decimal)
3. Panel Walls
Siding
Soffits Aluminum Coils Inc. Aluminum Soffit Panels 12194 - R5
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles CertainTeed Corp. CertainTeed Asphalt Roofing Shingles 5444 - R11
Underlayments InterWrap Inc. Rhino Roof Underlayment 151216 - R2
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 Millennium Metals Inc. MMI-213 Off Ridge Vent 16568.2 - R1
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 Lott's Concrete Products Lintel 17867
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signature +
7
Applicant's Name Vicky Otero
Please Print)
June 2014
Construction Products
1. Product Name
Grace Vycor® Plus Self -Adhered Flashing
2. Manufacturer
Grace Construction Products
62 Whittemore Avenue
Cambridge, MA 02140
866) 333-3SBM (3726)
Fax; (410) 431-7281
www,graceconstruction,com
www,graceathome,com
3. Product Description
BASIC USE
Grace Vycor® Plus Self -Adhered Hashing is a
self-sealing, fully adhered, composite flexible
flashing designed to protect critical non -roof
details from air, water and moisture infiltration. It
provides an excellent positive seal around the
outside and inside of doors and windows and
can be used to seal joints, seams, holes and
other undesirable openings in wall systems.
COMPOSITION & MATERIALS
Grace Vycor Plus Self -Adhered Hashing is a 25
mil (0.64 mm), cold applied, self -adhering
membrane consisting of a 3 mil (0,07 mm) high
density, cross -laminated polyethylene film
coated on one side with a 22 mil (0,56 mm)
layer of rubberized asphalt adhesive, For ease
of application, the rolls are interwound with a
disposable silicone coated release sheet, The
flashing is a dark gray -black.
Grace Vycor Plus Self -Adhered Hashing is
now available with RIPCORD'", a cord embed-
ded in the adhesive layer that allows split
release on demand. RIPCORD makes the mem-
brane installation faster and easier and
enables proper integration with the other
waterproofing elements of the wall system,
Priming is generally not required for most
substrates provided they are clean and dry.
However, on concrete, masonry and DensGlass
Gold® apply Perm -A -Barrier® WB Primer. If
adhesion is found to be marginal, also prime
wood composition and gypsum sheathing with
Perm -A -Barrier WB Primer. The coverage rate
for PerrrrA-Barrier WB Primer is 250 - 350 ft2/gal
6 - 8 m2/L).
SIZES
Grace Vycor Plus Self -Adhered Flashing is
available in 75 (22.9 m) rolls in widths of 4", 611,
9" and 12" (100, 150, 225 and 300 mm). The 4"
100 mm) width is packaged 18 rolls per car-
ton; the 6" (150 mm) is packaged 12 rolls per
carton; and the 9" and 12" (225 and 300 mm)
are packaged 6 rolls per carton,
LIMITATIONS
Grace Vycor Plus Self -Adhered Flashing must
not be applied in areas where it will be per-
manently exposed to sunlight, and must be
covered within a reasonable amount of time
not to exceed 30 days. Grace Vycor Plus
should not be used in hot desert areas in the
southwestern United States.
The following sealants are chemically com-
patible with the adhesive side of Grace Vycor
Plus Self -Adhered Flashing if the specific formu-
lation does not contain hydrocarbon solvents;
silicone, acrylic, butyl, I -part polyurethane and
2-part polyurethane. This flashing is incompati-
ble with creosote; joint sealants containing
polysulfide polymer or hydrocarbon solvents;
products manufactured from EPDM and flexi-
ble PVC; and certain caulks. For more informa-
tion, refer to Technical Letter 1, "Chemical
Compatibility with Other Building Materials and
Sealants."
Grace Vycor Plus Self -Adhered Hashing is
designed for NON -ROOF flashing applications.
The membrane is slippery - do not use on the
roof. DO NOT walk on the membrane.
4. Technical Data
APPLICABLE STANDARDS
ASTM International
ASTM C836 Standard Specification for High
Solids Content, Cold Liquid -Applied Elastomeric
Waterproofing Membrane for Use with
Separate Wearing Course
ASTM D412 Standard Test Methods for
Vulcanized Rubber and Thermoplastic
Rubbers and Thermoplastic Elastomers-Tension
ASTM D570 Standard Test Method for Water
Absorption of Plastics
ASTM D903 Standard Test Method for Peel or
Stripping Strength of Adhesive Bonds
ASTM D1876 Standard Test Method for Peel
Resistance of Adhesives J-Peel Test)
ASTM D1970 Standard Specification for Self -
Adhering Polymer Modified Bituminous Sheet
Materials Used as Steep Roofing Underlayment
for Ice Dam Protection
ASTM D3767 Standard Practice for Rubber -
Measurement of Dimensions
FLEXIBLE FLASHING 07650
Grace Construction Products
PHYSICAL/CHEMICAL PROPERTIES
See Table 1.
5. Installation
STORAGE
Protect materials from rain and physical dam-
age. Pallets of Grace Vycor Plus Self -Adhered
Flashing should not be double stacked on the
jobsite. Provide cover on top and all sides, allow-
ing for adequate ventilation, Store this product
in its original, unopened packaging at ambient
temperatures between 40 - 90 degrees F (5 - 32
degrees C), under dry conditions and away
from exposure to direct sunlight. Store all prod-
ucts in a dry area away from high heat, flames
or sparks. Store only as much material at point
of use as is required for each day's work.
ENVIRONMENTAL CONDITIONS
Grace Vycor Plus Self -Adhered Hashing can-
not be applied to moist or damp surfaces.
After precipitation, allow a minimum of 24
hours for drying before installing the flashing,
Grace Vycor Plus Self -Adhered Hashing can
be applied at air and surface temperature of
25 degrees F (-4 degrees C) and above.
APPLICATION METHODS
Surface Preparation
Substrate must be smooth, clean, dry and free
of voids, spoiled areas, loose substrate, loose
nails, other sharp protrusions or other matter
that will hinder the adhesion or regularity of the
flashing installation, Clean loose dust or dirt
from the surface wherever Grace Vycor Plus
Self -Adhered Flashing is to be applied by tap-
ing with a clean dry cloth or brush. If the flash-
ing does not adhere properly to the substrate,
apply Perm -A -Barrier WB Primer at a coverage
rate of 250 - 350 ft2/gal (6 - 8 m2/L).
Allow primer to dry completely, approxi-
mately 1 hour depending on weather condi-
tions, before application of flashing. Excess
primer will not improve the adhesion of the
flashing. The primer is considered dry when
the substrate returns to its original color, mini-
mum 1 hour. If primed areas are not covered
that day, reprime area if there is significant
dust or dirt contamination.
Hashing Application
Install the membrane following the shingle
principle: Apply the top membrane layer over
the bottom layer so that the system sheds
water. For ease of installation, Grace Vycor
Plus Self -Adhered Flashing has measure mark-
ings at 6" and 12" (152 and 305 mm) intervals,
Cut Vycor Plus into appropriate lengths.
SPEGDATA° and MANLLS%2b are registered trademorla at Reed 6sevier Inc. the ten part SPEGDATA format conforms to the editorial style Reed Construction
of The construction Specifications Imlitute and Is used vdih their permission. the manufacturer 4 responsible for technical accurocy.02005 Reed construction Data. All Rights Reserved. Data.
Use RIPCORD to split the release paper and
adhere half of the membrane, if necessary.
Peel release paper from roll to expose rub-
berized asphalt and position flashing to cen-
ter over joint location before applying, Move
along opening or joint, being careful to put
flashing as evenly as possible over the open-
ing and avoiding fishmouths along the edges.
Roll flashing firmly into place to ensure contin-
uous and intimate contact with the substrate.
If wrinkles develop, carefully cut out affect-
ed area and replace in the similar procedure
outlined above. The repair piece also must be
pressed into place as soon as possible to
ensure continuous and intimate contact with
the substrate,
Grace Vycor Plus Self -Adhered Hashing
must be continuously supported by the sub-
strate and must not span or bridge joints,
gaps or voids in excess of 114" (6A mm), End
laps that occur in subsequent lengths must
maintain a minimum overlap of 3" (75 mm).
PROTECTION
Grace Vycor Plus Self -Adhered Hashing must
be protected from damage from other
trades or construction materials.
SAFETY, STORAGE & HANDLING
Grace Vycor Plus Self -Adhered Hashing prod-
ucts must be handled properly, The best infor-
mation on safe handling, storage, personal
protection, health and environmental consid-
erations has been gathered, Material Safety
Data Sheets (MSDS) are available from the
manufacturer upon request. All users must
acquaint themselves with this information.
Carefully read detailed precaution statements
on product labels and MSDS before use,
6. Availability & Cost
AVAILABILITY
A nationwide network of distributors carries
Grace Vycor Plus Self -Adhered Hashing prod-
ucts, Contact a Grace Construction Products
representative for ordering and delivery
information,
COST
Grace Vycor Plus Self -Adhered Hashing is
competitively priced. For specific information,
contact a Grace Construction Products repre-
sentative.
FLEXIBLE FLASHING 07650
Grace Construction Products
TABLE 1 TYPICAL PHYSICAL PROPERTIES OF GRACE VYCOR PLUS SELF -ADHERED FLASHING
Property & test Typical value
Color
Thickness, ASTM D3767, Method A
Gray -Black
25 mil (0.64 mm)
Low temperature flexibility, ASTM D1970 Unaffected at -45°F (-43°C)
Elongation, ultimate failure of rubberized asphalt, per ASTM D412 200% minimum
Cracked cycling 100 cycles per ASTM C836 Unaffected at -25°F (32°C)
Lap adhesion at minimum application temperature, 60 plf (875 N/m) width
ASTM D1876 Modified
Adhesion to concrete at minimum application temperature, 60 plf (875 N/m) wdth
ASTM D903
7. Warranty
Grace Vycor Plus Self -Adhered Flashing is war-
ranted at the time of shipment to meet
Grace's published specifications,
8. Maintenance '
Grace Vycor Plus Self -Adhered Hashing, when
installed in accordance with manufacturer's
recommendations, will not require maintenance,
9. Technical Services
Full-time, technically trained Grace Construction
Products representatives and technical person-
nel, backed by research and development
staff, provide support.
10. Filing Systems
First Source'"'
Additional product information is available
from the manufacturer,
W. R. Grace & Co. -Conn. hopes the information here w11 be helpful. It
Is based upon data and knowledge considered to be true and accu-
rote and is offered for the users' consideration, investigation and ver-
ificotion but we do not warrant the results to be obtained. Please
read all statements, recommendations and suggestions in conjunc-
tion with our conditions of sole, which apply to ail goods supplied by
us. No statement, recommendation or suggestion is intended for any
use wNch would infringe any patent or copyright. W. R. Grace & Co.
Cann., 62 Whittemore Avenue, Cambridge, MA 02140. In Canada,
Grace Canada Inc., 294 Clements Road, West, Ajax, Ontario, Canada
LIS 3C6,
Bituthene, Perm -A -Barrier and Vycor are registered trademarks, and
MPOORD is a trademark of W. R. Grace & Co. -Conn.
DensGloss Gold is a registered trademark of Georgia-Pacific
Corporation,
Copyright 2004 W. R. Grace & Co. -Conn.
TP-098E . Printed in the U.S.A. 8104 AFSIU/3M
SPEGDATAE and "LI-SPEe ore registered trademarks of Reed Elsevier Inc. The ten port SPEC -DATA format conforms to the editorial style Reed Construction
of The Construction Specifications Institute and Is used vdth their permission, The monufoclurer is responsible for technical accuracy.02005 Reed Construction Data, All Rights Reserved. Data,
lashing Apphcat on Instructions for Windows
METHOD A: BEFORE WEATHER -RESISTIVE BARRIER
Based on the climatic conditions and the exposure of the window, there are a
number of different flashing options. The method below is only one
of the recommended options (see Detail VCRDET--102) which meets AAMA
criteria. Refer to the subsequent details (VCBDET-100 to 106) for additional
flashing options located on pages 27-33.
Step One:
Pre-cut the Grace Vycor
Plus flashing using the
measurement markings.
The length of the flashing
should extend beyond the
sill equal to the width of the
jamb flashing (see Table I,
page 8).
Step Two:
Before installing flashing
on sill and jambs, locate
the RIPCORD.
Step Three:
Rewind the pre-cut flashing.
Position inside rough opening
on the vertical jamb 9 inches
upon each side. Apply to win-
dowsill, removing half the
release paper and exposing
the adhesive.
Roll firmly into position.
Make vertical relief cuts
starting from corner of win-
dow sill upward. Roll firmly
into place as necessary.
Note: Do not remove the
release paper on the bottom
half of the flashing until
future tie-in with the
weather -resistive barrier.
Split the release paper Install window as per manufacturer's recommendation.
in half allowing for easy If sealant is used, ensure all excess sealant is removed from
installation. nailing flange and surrounding area to provide a smooth con-
tinuous substrate. (ASTM does not require a sealant on top
of window flange when using self -adhered flashing.)
F
k
FlashAng AI Il tion InstructfonsJfor Windows.
WINDOW INSTALLATION: METHOD A
BEFORE WEATHER -RESISTIVE BARRIER (continued)
Step Four:
Apply the pre-cut jamb
flashing onto the nailing
flange. Position above the
head flange.
Unroll flashing and expose
adhesive by removing the
release paper. Roll firmly into
place as necessary.
Repeat on the other side.
Step Five:
Install the pre-cut
flashing over window
head flange by removing
release paper. Roll
firmly into place.
Mechanically fasten
head flashing at top
outermost corners,
as necessary.
Step Six:
Install weather -
resistive barrier as
per manufacturer's
recommendations.
Position weather -
resistive barrier
under sill flashing.
Remove remaining
half of the release
paper from the sill
flashing. Adhere to
weather -resistive
barrier to ensure a
water shedding tie-in.
Flashing Apphcat oln I'nstrluctuins for Windows
INSTALLATION
METHOD B: AFTER WEATHER -RESISTIVE BARRIER
In this option (see Detail VCRDET-100) the weather -resistive barrier has
already been installed before the window and flashing.
h
r l
x
Step One:
Cut and remove weather -
resistive barrier from
rough opening of window
sill. Secure, if necessary,
to face of sill.
Score and fold weather -
resistive barrier above
header. Temporarily
secure to allow for flashing
installation.
Step Two:
Pre-cut the Grace Vycor
Plus flashing using the
measurement markings.
Use caution when
cutting the membrane.
Step Three:
Before installing sill
flashing, locate
the RIPCORD.
Split the release paper
in half allowing for
easy installation.
5
v =
lashmg Application Instructions for Windows
WINDOW INSTALLATION: METHOD B
AFTER WEATHER -RESISTIVE BARRIER (continued)
Step Four:
Reroll the pre-cut flashing.
Position inside of rough
opening on the vertical
jamb.
Apply flashing to window
sill by removing half of the
release paper and exposing
the adhesive. Roll firmly
into position.
Make vertical relief cuts
starting from corner of
window sill upward.
Roll firmly into place
as necessary.
Note: Do not extend sill
flashing beyond outside
edges of jamb flashings.
Install window as per manufacturer's recommendation. If sealant
is used, ensure all excess sealant is removed from nailing flange
and surrounding area to provide a smooth continuous substrate.
11 Step Five:
Apply the pre-cut flashing
onto the nailing flange after
window has been installed.
Position jamb flashing
above the head flange.
Note: Do not remove the
release paper on the other
half of the flashing if future
tie-in with top of vinyl sid-
ing is required by others
see Detail VCRDET-107).
Unroll flashing by removing
the release paper exposing
the adhesive. Roll firmly
into place as necessary.
Repeat on other side.
FIashing, Appllcatidn histructtons for Windows
WINDOW INSTALLATION: METHOD B
AFTER WEATHER -RESISTIVE BARRIER (continued)
NILI
41
Nx
17
C
Step Six:
Install pre-cut flashing
over the window head
flange by removing release
paper, exposing the adhe-
sive. Roll firmly into place.
k Mechanically fasten head
flashing at top outermost
corners, as necessary.
Step Seven:
Remove temporary secure-
ment of weather -resistive
barrier above header. Fold
over head flashing. Seal
with weather -resistive
barrier seam tape.
Install siding and flashing below window as per siding
manufacturer's or Vinyl Siding Institute recommendations.
Step Eight:
Flashing should be long
enough to direct water
overthe nailing flange of
the last course of siding
see Detail VCRDET-107).
Trim excess flashing that
hangs below the nailing
flange.
Discard in appropriate
manner.
Note: These same steps
can be used for other
accessory openings
i.e. under doors,
electrical outlets).
t
Flashing Application wiruc ions for Doors
Like flashing windows, Grace Vycor Plus is also
the product of choice for flashing around doors.
Step One:
Using the measurement
markings, pre-cut a 12 inch
piece of Grace Vycor Plus.
Install onto ledger board.
Step Two:
Install the weather -
resistive barrier as per
manufacturers recom-
mendation. Cutout the
weather -resistive barrier
from rough door opening.
Remove also from inside
bottom of sill.
Step Three:
Install corner patch under-
neath the weather -resistive
barrier as per Detail
VCRDET-201.
Repeat on other side.
Note: Bowtie corner
patch option is shown
in photo.
For door installation detail refer to page 35 (VCRDET-200).
For deck installation detail refer to page 37 (Detail VCRDET-
300). For complete deck installation guidelines consult the deck
section of this book.
f7 Flanged Window VCRDET-100
Flashing Installation After Weather -Resistive Barrier
MECHANICALLY FASTEN
AS NECESSARY IN
CORNERSTHROUGH
GRACE VYCOR® PLUS —
WEATHER,
RESISTIVEBARRIER
TAPE
F
ASSEMm cn N1NDOW)
3
s
WEATHER- FOLD UP WEATHER -
RESISTIVE
Yl/ \
RESISTIVE BARRIER &
BARRIER TEMPORARILY SECURE
EXTERIOR
SHEATHING
SILL PLATE
SEE VCRDET-106
FOR OPTIONS)
Head flashing tie-in instructions:
1. Cut, fold up and temporarily secure
weather -resistive barrier above header to
allow for flashing installation 0
2. Install Grace Vycor Plus head flashing
under weather -resistive barrier
3. Fold weather -resistive barrier back over
head flashing and seal with tape
Notes:
1. For the most current details, installation co
video and product information, see our 4
web site at www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can CA
be removed from Grace Vycor Plus for
ease of installation
3. Remove weather -resistive barrier from top
GRACE VYCOR® PLUS of window sill plate
I
4. Install Grace Vycor Plus in order
DO NOT FLASHOVER shown by numbers
BOTTOM NAILING FLANGE
5. Install Grace Vycor Plus and weather -
resistive barrier to form water -shedding laps
6. Detail also relevant for Grace Vycor V40
Flanged Window VCRDET-101
Option 1 - Low Exposure
Notes:
NAILING FLANGE -
MECHANICALLY FASTEN AS
NECESSARY IN CORNERS THROUGH
GRACE VYCOR® PLUS
a
I
C
GRACE
VYCOR®PLUS
z
I .
II
DO NOT FLASH OVER '
BOTTOM NAILING FLANGE
EXTERIOR
SHEATHING
SILL PLATE
SEE VCRDET-106
FOR OPTIONS)
0
GRACE
VYCOR® PLUS
1. For the most current details, installation video
and product information, see our web site at
www.graceconstruction.com
2. RIPCORD (Split Release on Demand) can be
removed from Grace Vycor Plus for ease of
installation
3. Install Grace Vycor Plus in order as shown
by numbers
4. If applicable, leave release paper on lower
half of sill flashing until future tie-in
5. Install Grace Vycor Plus and weather -resistive
barrier to form water -shedding laps
6. Detail also relevant for Grace Vycor V40
T
Flanged Window VCRDET-102
Option 2 - AAMA Recommendation
NAILING FLANGE
MECHANICALLY FASTEN AS
NECESSARY IN CORNERS THROUGH
GRACE VYCOe PLUS -,
GRACE
VYCORO PLUS
DO NOT FLASH OVER —
BOTTOM NAILING FLANGE
k Flanged Window VCRDET-103
Option 3 - Severe Exposure
MECHANICALLY FASTEN F
NECESSARY IN CORNERS
THROUGH GRACE
VYCOR PLUS
GRACE
VYCOR®
PLUS —
DO NOT FLASH OVER J
BOTTOM NAILING FLANGE
Notes:
EXTERIOR
SHEATHING 1. For the most current details, installation video
and product information, see our web site at
www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can be
removed from Grace Vycor Plus for ease of
installation
Q 3. Install Grace Vycor Plus in order shown
by numbers
4. If applicable, leave release paper on lower
GRACE half of sill flashing until future tie-in
VYCOR® PLUS
5. Install Grace Vycor Plus and weather -resistive
barrier to form water -shedding laps
6. Detail also relevant for Grace Vycor V40
Notes:
EXTERIOR
SHEATHING 1. For the most current details, installation
video and product information, see our web
site at wvvw.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can be
SILL PLATE
SEE VCRDET-106 removed from Grace Vycor Plus for ease of
Z
FOR OPTIONS) installation
0
3. Install Grace Vycor Plus in order shown by
numbers
GRACE 4. If applicable, leave release paper on lower
VYCORO PLUS
half of sill flashing until future tie-in
5. Install Grace Vycor Plus and weather -resis-
tive barrier to form water -shedding laps
6. Detail also relevant for Grace Vycor V40
Half Round E indOW VCROET-104
Option 1 - Low to Moderate Exposure
REFER, TO TECHNICAL -
LETTER #1 ON CHEMICAL
COMPATIBILITY WITH
NAILING FLANGE
DO NOT FLASH OVER
BOTTOM NAILING FLANGE
EXTERIOR SHEATHING
GRACE
VYCOR® PLUS -
Half Round Window VCRDET-105
Option 2 - Severe Exposure
REFER TO TECHNICAL
LETTER #1 ON CHEMICA
COMPATIBILITY WITH
NAILING FLANGE
GRACE
VYCOR® PLUS
e
DO NOT FLASH OVER
BOTTOM NAILING FLANGE
Notes:
SILL PLATE
SEE VCRDET-106
FOR OPTIONS)
2
3
GRACE 4
VYCOR® PLUS
CORNER PATCH
5
SEE VCRDET-504
FOR OPTIONS)
6
7
GRACE-J
VYCORS PLUS
For the most current details, installation video
and product information, see our web site at
www.graceconstruction.com
RIPCORD® (Split Release on Demand) can be
removed from Grace Vycor's Plus for ease of
installation
Install Grace Vycor Plus in order as shown
by numbers
Mechanically fasten as necessary
If applicable, leave release paper on lower
half of sill flashing until future tie-in
Install Grace Vycor Plus and weather -resistive
barrier to form water -shedding laps
Detail also relevant for Grace Vycor V40
Notes:
1. For the most current details, installation video
and product information, see our web site at
www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can be
removed from Grace Vycor Plus for ease of
installation
3. Install Grace Vycor Plus in order shown
by numbers
4. Mechanically fasten as necessary
5. If applicable, leave release paper on lower
half of sill flashing until future tie-in
6. Install Grace Vycor Plus and weather -resistive
barrier to form water -shedding laps
7. Detail also relevant for Grace Vycor V40
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Sill Plate Options VCRDET-106
OPTION - A OPTION - B
CORNER PATCH OR
GRACE VYCORO PLUS —\ / COMPAT B E SEALANT
WOODEN WOODEN
SIDING FURRING
STRIP
r SILL PLATE i::: Yt .''`: `` SILL PLATE
NOTE #2`::':?a SEE NOTE #2
WALL SHEATHING --:/ y WALL SHEATHING —:/
Tie-in with !Vinyl Siding at Window Sill VCRDET-107
1
T Notes:
VINYL
Notes:
1. For the most current details, installation
video and product information, see our
web site at www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can
be removed from Grace Vycor Plus for
ease of installation
3. Remove weather -resistive barrier from
top of window sill plate
4. Install sill flashing as shown at left
5. Install Grace Vycor Plus around remaining
window unit per Grace Window Details
VCRDET-100 to 105)
6. Install Grace Vycor Plus and weather -
resistive barrier to form water -shedding
laps
5. Option C: Install wooden furring strip on
top of wooden siding prior to Grace Vycor
Plus
6. Detail also relevant for Grace Vycor V40
1. For the most current details, installation video and product
information, see our web site at www.graceconstruction.com
2. RIPCORD (Split Release on Demand) can be removed from
Grace Vycor Plus for ease of installation
RD®
3. Install Grace Vycor Plus and weather -resistive barrier to form
RELEASE ON DEMAND") water -shedding laps
4. Remove weather -resistive barrier from top of window sill plate
SILL PLATE 5. Leave release paper on lower half of Grace Vycor Plus Sill
SEE VCRDET-106
FOR OPTIONS) Flashing until future tie-in
6. Extend Grace Vycor Plus over nailing flange of the last com-
plete course of siding panel and trim Grace Vycor Plus to
L SHEATHING protect from permanent exposure to LIV
7. Install Grace Vycor Plus around remaining window unit per
Grace Window Details (VCRDET-100 to 105)
NEATHER-RESISTIVE
3ARRIER (OPTIONAL) 8. Detail also relevant for Grace Vycor V40
9. Leave release paper on or other bond breaker between Grace
Vycor Plus and vinyl
Outside Corner VCRDET-500
WEATHER -RESTS
BARRIER (OPTIO
GRACE
VYCORO PLUS
s Wall -to -Wall Outside Corner VCRDET-501Ei
t;
GRACE
VYCOR
PLUS
SIDING
Notes:
1. For the most current details, installation video
and product information, see our web site at
www.graceconstruction.com
HEATHING 2. RIPCORD (Split Release on Demand) can be
removed from Grace Vycor Plus for ease of
installation
3. Install Grace Vycor Plus in order as shown
by numbers
4. Mechanically fasten as necessary
5. Install Grace Vycor Plus and weather -resistive
barrier to form water -shedding laps
GRACE
VYCOR® PLUS 6. Detail also relevant for Grace Vycor V40
ET-504 FOR OPTIONS)
R
IS
Notes:
1. For the most current details, installation
video and product information, see our web
site at www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can
be removed from Grace Vycor Plus for
ease of installation
3. Install Grace Vycor Plus and weather -resis-
tive barrier to form water -shedding laps
4. Extend Grace Vycor Plus beyond joint
between siding and corner post/boards
5. Install Grace Vycor Plus on outside corner
for the height of the wall
6. Detail also relevant for Grace Vycor V40
Inside Conner VCRDET-502
ASPH
Wall -to-Wall Inside Corner VCRDET-503
VINYL SIDING
VYCOR
SIDING
RUBBERIZED
ASPHALT ADHESIVE
R®PLUS
r
ED RELEASE I
R
BEFORE FOLDING, SCORE RELEASE PAPER,
TO EXPOSE ADHESIVE AS SHOWN)
MECHANICALLY FASTEN AS NECESSARY IN
CORNERS THROUGH GRACE UNDERLAYMENT
Notes:
1. For the most current details, installation
video and product information, see our web
site at www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can be
removed from Grace Vycor Plus for ease of
installation
3. Use a square piece of membrane (3 inches x
3 inches minimum) for inside corner
4. Use RIPCORD (Split Release on Demand)
for ease of installation and to minimize
scoring release paper
5. Fold as shown by arrows
6. Angle of corner may vary, adjust folding of
the membrane accordingly to fit tightly to
corner
7. Install Grace Vycor Plus and weather -resistive bar-
rier to form water -shedding laps
8. Detail also relevant for Grace Vycor V40
A/nnn CInimn
Notes:
Ov L`Q
1. For the most current details, installation
video and product information, see our
web site at www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can
be removed from Grace Vycor Plus for
ease of installation
3. Install Grace Vycor Plus and weather -
resistive barrier to form water -shedding
laps
4. Extend Grace Vycor Plus beyond joint
between siding and corner post/boards
5. Install Grace Vycor Plus on inside corner
for the height of the wall
6. Detail also relevant for Grace Vycor V40
1I Corner Detailing Patch Options VCRDET-504
Notes:
1. For the most current details, installation video and product
information, see our web site at www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can be removed from
Grace Vycor Plus for ease of installation
3. Remove release paper at time of installation of corner patch
4. Nominal patch size is 3 inches x 3 inches
5. Detail also relevant for Grace Vycor V40
Option -A
RELIEF
CUT
PATCH -A INSTALLED AT CORNER
Option-B
PATCH-B
PATCH-BQ INSTALLED AT CORNER
Option-C
INSTALLED AT CORNER
IrFoundation Sill Plate VCRDET-505
Option 1
WEATHER -RESISTIVE Notes:
BARRIER (OPTIONAL)
EXTERIOR -
SHEATHING
GRACE
VYCOR®
c
Foundation Sill Plate VCRDET-506
Option 2
STUD WALL
SILL SEAL
GRACE VYCORO
PLUS
FOUNDATION
WALL
STUD WALL
SILL SEAL
GRACEVYCOR®
PLUS
FOUNDATION
WALL
1. For the most current details, installation
video and product information, see our web
site at www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can
be removed from Grace Vycor Plus for
ease of installation
3. Install Grace Vycor Plus in order shown by
numbers
4. Install Grace Vycor Plus and weather -resis-
tive barrier to form water -shedding laps
5. If priming is necessary, use Perm-A-Barriero
WB Primer to promote adhesion to concrete
6. Detail also relevant for Grace Vycor V40
Notes:
1. For the most current details, installation video
and product information, see our web site at
www.graceconstruction.com
2. RIPCORD® (Split Release on Demand) can be
removed from Grace Vycor Plus for ease of
installation
3. Install Grace Vycor Plus in order shown by
numbers
4. Install Grace Vycor Plus and weather -resistive
barrier to form water -shedding laps
5. If priming is necessary, use Perm -A -Barrier
WB Primer to promote adhesion to concrete
6. Detail also relevant for Grace Vycor V40
Georgia-Pacific
e s r r Plus@
Interior Panels
Manufacturer
Georgia-Pacific Gypsum Georgia-Pacific Canada
133 Peachtree Street 2180 Meadowvale Boulevard, Suite 200
Atlanta, GA 30303 Mississauga, ON L5N 5S3
Technical Service Hotline: 1-800-225-6119
Description
DensArmor Plus® Interior Panels are noncombustible (as defined and tested in
accordance with ASTM E136 or CAN/ULC S114) interior panels that consist of a
moisture -resistant gypsum core with coated fiberglass mats. The fiberglass mats
provide superior protection from incidental moisture. DensArmor Plus Panels are
highly resistant to the growth of mold, and have scored a 10, the highest level of
performance for mold resistance under ASTM D3273 test method.
The core of DensArmor Plus panels is reinforced with fiberglass, increasing the
product's strength. The treated core and the coated facings made with fiberglass
offer greater moisture resistance and improved dimensional stability than regular
gypsum board. The product resists warping, rippling and buckling.
They have a tapered edge to receive joint treatment. The field of the board can be
finished in the same manner as regular gypsum board.
DensArmor Plus Interior Panels are GREENGUARD and GREENGUARD Gold
Certified for low emissions of volatile organic compounds (VOCs) by a leading
third -party organization, UL Environment. In addition, DensArmor Plus Interior
Panels are listed as GREENGUARD microbial resistant. This listing means
DensArmor Plus Panels, which feature fiberglass mats instead of paper facings
used on the surface of traditional gypsum board products, resist mold growth.
The microbial resistant test is based on ASTM D6329, a testing standard set
by ASTM International, which develops testing guidelines and procedures for
building materials, products, systems, and services.
DensArmor Plus Panels also are listed in the Collaborative for High Performance
Schools® (CHPS®) High Performance Products Database for low emissions of VOCs.
CHPS is a national non-profit organization that works with school districts and
their design teams to improve the quality of education by using products that
have met requirements to receive CHPS credits.
Primary Uses
DensArmor Plus Interior Panels are an interior wall or ceiling covering material for
use in new construction or renovation work. They are designed for direct attachment
with -screws or nails to wood and metal framing or existing surfaces. They may
be used as a covering material for flat or curved structures. DensArmor Plus Panels
are manufactured with fiberglass mat surfaces. They have a tapered edge to receive
joint treatment.
Use on interiors of exterior walls, where moisture intrusion is most likely.
Use in pre -rock areas, where the windows, doors or roof have not been
installed making moisture intrusion inevitable. DensArmor Plus Panels
come with a limited warranty against delamination and deterioration for
up to 12 months of exposure to normal weather conditions.*
Use in wet areas behind tile, such as tub and shower areas, where
ASTM C1396, Section 7 is allowed by code.
For complete warranty details, visit www.gpgypsum.com.
Submittal Job Name
Approvals
Contractor
Date
Technical Service Hotline 1.800.225.6119 or
www.gpgypsum.com
Limitations
DensArmor Plus Interior Panels are a non-structural product and should not be
used as a nailing base to support heavy wall -mounted objects.
Intended for interior applications and soffits in protected areas, DensArmor Plus
Panels must be kept dry during storage and handling.
Do not use DensArmor Plus® Fireguard® (per ASTM C1658) Panels where there is
prolonged exposure to temperatures exceeding 1257 (52`C), e.g. adjacent to
wood burning stoves, heating appliances, saunas or steam rooms.
Technical Data
Flame spread and smoke developed rating of 0/0 when tested in accordance with
ASTM E84 or CAN/ULC S102.
Noncombustible as described and tested in accordance with ASTM El36 or
CAN/ULC S114.
5/8" DensArmor Plus Fireguard panels are UL and ULC Classified Type DAP.
1/2" and 5/8" DensArmor Plus® Fireguard C® panels are UL and ULC Classified
Type DAPC.
Decoration
DensArmor Plus Interior Panels are designed to accept most types of paints,
textures and wall covering materials. Because of the enhanced moisture- and
mold -resistant properties of DensArmor Plus Panels, drying times for both joint
compound and wall coverings may vary. Always follow paint or wall covering
manufacturer's installation instructions when applying either of these finishes.
Georgia-Pacific Gypsum strongly recommends priming the surface of DensArmor
Plus Panels with a quality, high solids primer/sealer before applying a final
decorative material. Priming will equalize the suction variations between the joint
compounds and the fiberglass surfaces. If glossy paints are used in such areas
as kitchens or bathrooms, skim coat joint compound over the entire surface of
DensArmor Plus Panels to reduce highlighting or joint photographing. This method
is also recommended in areas with severe natural or artificial side lighting.
Handling and Use —CAUTION
This product contains fiberglass facings which may cause skin irritation. Dust and
fibers produced during the handling and installation of the product may cause
skin, eye and respiratory tract irritation. Avoid breathing dust and minimize con-
tact with skin and eyes. Wear long sleeve shirts, long pants and eye protection.
Always maintain adequate ventilation. Use a dust mask or NIOSH/MSHA
approved respirator as appropriate in dusty or poorly ventilated areas.
Stack DensArmor Plus Interior Panels flat on a level surface. As individual sheets
are removed for installation, they should be raised up on edge carefully and carried
in a vertical position. Appropriate handling for gypsum board is also outlined in
Gypsum Association Publications GA-216 and GA 801.
Take care to avoid impact, undue flexing and subsequent damage to board edges,
ends and corners.
Material Safety Data Sheet (MSDS) is available at www.buildgp.com/safetyinfo
or call 1-404-652-5119.
Applicable Standards
Manufactured to meet ASTM C1658, ASTM C1396 Section 7 and ASTM C1177.
continued — ,
5tarns/Signatures
AII Georgia-Pacific
DensArmor Plus°
Interior Panels
Sizes and Edges
DensArmor Plus Thickness: 1/2" (12.71 Width: 4' (1219 mm);
Lengths: 8'-12' (2438 mm-3658 mm); Edges: Tapered
DensArmor Plus Fireguard C Thickness: 1/2" (12.7 mm); Width: 4' (1219 mm);
Lengths: 8'-12' (2438 mm-3658 mm); Edges: Tapered
DensArmor Plus Fireguard Thickness: 5/8" (15.9 mm); Width: 4' (1219 mm);
Lengths: 8'-12' (2438 mm-3658 mm); Edges: Tapered
DensArmor Plus Fireguard C Thickness: 5/8" (15.9 mm); Width: 4' (1219 mm);
Lengths: 8'-12' (2438 mm-3658 mm); Edges: Tapered
Physical Properties
Technical Service Hotline 1.800.225.6119 or
www.gpgypsum.cam
Installation
DensArmor Plus® Interior Panels should be installed according to the most current
versions of Gypsum Association Publication GA-216 "Application and Finishing of
Gypsum Board for Non -Fire -Rated Construction"
For fire -rated installations, the installation and details shall be in conformity with
those assemblies published in the Gypsum Association Fire Resistance Design
Manual GA-600, UL and ULC Fire Resistance Directories.
M
Thickness, nominal'
r.
1/2" (123 mm)
1/64" (0.4 mm)
r•
112" (12.7 mm)
1/64" IDA mm)
r
5/8" (15.9 mm)
1/64" (0.4 nI
i
r
5/8" (15.9 mm)
1/64" (0.4 mm)
Width, standard' 4' (1219 mm)
3/32" (2.4 mm)
4' (1219 mm)
3/32" (2.4 mm)
4' (1219 mm)
3/32" (2.4 mm)
4' (1219 mm)
3/32" (2.4 mm)
Length,standard4 8' (2438 mm)to
12' (3658 mm)
1/4" (6.4 mm)
8' (2438 rI to
12' (3658 mm)
1/4" (6.4 mm)
8' (2438 mm)to
12' (3658 mm)
1/4" (6.4 mm)
8' (2438 mm)to
12' (3658 mm)
1/4" (6.4 mm)
Weight', nominal, lbs./sq. ft., (Kg/m2) 2.0 (9.8) 2.0 (9.8) 2.5 (12.2) 2.4 (12.1)
Edges Tapered Tapered Tapered Tapered
Permeance', Perms (ng/Pa • s • m2) 10 (570) 10 (570) 10 (570) 10 (570)
Linear expansion with moisture change,
in/in %RH (mm/mm %RH) 6.25 x 10-1 6.25 x 10-1 6.25 x 10-1 6.25 x 10-'
Coefficient of thermal expansion,
in/in/°F (mm/mm/'C) 8.5 x 10-6 (15.3 x 10-1) 8.5 x 10-1 (15.3 x 10-6) 8.5 x 10-6 (15.3 x 10-1) 8.5 x 10-6 (15.3 x 10-1)
Flexural strength, parallel, Ibf.3.4 (N) 2:80 (356) z80 (356) z100 (444) a100 (444)
Flexural strength, perpendicular, Ibf.3 4 (N) z100 (444) 2100 (444) 2140 (622) z140 (622)
R Value' ft2• °F• hr/BTU (rl K/W) 56 (0.099) 56 (0.099) 67 (0.118) 67 (0.118)
Combustibility' Noncombustible Noncombustible Noncombustible Noncombustible
Nail pull resistance, Ibf.3 4 (N) z-80 (356) ZBO (356) 2-90 (400) zoK (400)
Hardness core, edges and ends, Ibf. (N) z15 (67) a15 (67) a15 (67) z15 (67)
Water absorption I% of weight)3 4 5 5 5 5
Surface water absorption3.4 1.6 grams 1.6 grams 1.6 grams 1.6 grams
Surface burning characteristics
per ASTM E84 or CAN/ULC S102):
flame spread/smoke developed 0/0 0/0 0/0 0/0
Humidified deflection3 4 52/8" (6.4 mm) 52/8" (6.4 mm) 51/8" (3 mm) 51/8" (3 mm)
Bending radius' 6' (1B29 mm) 6' 0829 mm) 8' (2438 mm) 8' (2438 mm)
Represents approximate weight for design and shipping purposes
z Tested in accordance with ASTM C518
Tested in accordance with ASTM C473
Specified values perASTM C1658 and ASTM C1177
5 Double fasteners on ends as needed
6 As defined and tested in accordance with ASTM E136 or CAN/ULC S 114.
Tested in accordance with ASTM E96 (dry cup method)
TRADEMARKS Unless otherwise noted, all trademarks are owned by or licensed to Georgia-Pacific
Gypsum LLC. Collaborative for High Performance Schools and CHPS are trademarks owned byGeoriaacific9CollaborativeforHighPerformanceSchoolsInc.
Gypsum WARRANTIES, REMEDIES AND TERMS OF SALE For current warranty information for this
product, please go to www.gpgypsum.com and select the product for warranty information. All sales
U.S.A. Georgia-Pacific Gypsum LLC of this product by Georgia-Pacific are subject to our Terms of Sale available at www.gpgypsum.com.
Georgia-Pacific Gypsum II LLC
Canada Georgia-Pacific Canada LP UPDATES AND CURRENT INFORMATION The information in this document may change without
notice. Visit our website at www.gpgypsum.com for updates and current information.
SALES INFORMATION AND ORDER PLACEMENT
U.S.A. West: 1-800-824-7503 CAUTION For product fire, safety and use information, go to www.buildgp.com/safetyinfo
Midwest: 1-800-876-4746 or call 1-800-225=6119.
South Central: 1-800-231-6060 FIRE SAFETY CAUTION Passing a fire test in a controlled laboratory setting and/or certifying or
Southeast: 1-800-327-2344 labeling a product as having a one -hour, two-hour, or any other fire resistance or protection ratingNortheast: 1-800-947-4497 and, therefore, as acceptable for use in certain fire rated assemblies/systems, does not mean that
CANADA Canada Toll Free:1-800-387-6823 either a particular assembly/system incorporating the product, or any given piece of the product
Quebec Toll Free:1-800-361-0486 itself, will necessarily provide one -hour fire resistance, two-hour fire resistance, or any other
TECHNICAL INFORMATION specified fire resistance or protection in an actual fire. In the event of an actual fire, you should
U.S.A. and Canada:1-800-225-6119, www.gpgypsum.com immediately take any and all actions necessary for your safety and the safety of others without
regard for any fire rating of any product or assembly/system.
02014 Georgia-Pacific Gypsum U.C. All rights reserved. 1/14. GP -TM Lit Item #532248.
GeorgiaPacific
ensGlass°
Sheathing
Manufacturer
Georgia-Pacific Gypsum Georgia-Pacific Canada
133 Peachtree Street 2180 Meadowvale Boulevard, Suite 200
Atlanta, GA 30303 Mississauga, ON L5N 5S3
Technical Service Hotline: 1-800-225-6119
Description
DensGlass® Sheathing is a gypsum panel made of a treated, water-resistant
core, surfaced with fiberglass mats and a GOLD colored primer coating. Providing
superb protection from the elements, DensGlass Sheathing is resistant to
delamination and deterioration due to weather exposure —even during construction
delays that last as long as twelve months after installation and are backed by a
limited warranty against delamination and deterioration for up to 12 months of
exposure to normal weather conditions.* DensGlass Sheathing panels are also
mold -resistant, and have scored a 10, the highest level of performance for mold
resistance under ASTM D3273 test method.
DensGlass Sheathing exhibits a dimensional stability that assures resistance to warping,
rippling, buckling and sagging for a flat and even substrate and is noncombustible
as defined and tested in accordance with ASTM El36 or CAN/ULC 5114. Since
DensGlass Sheathing is strong in both directions, it may be installed either
parallel or perpendicular to wall framing members (always follow specific
assembly installation instructions).
Primary Uses
Because of the superior performance of DensGlass Sheathing, it is specified for
exterior walls, ceilings and soffits in a wide variety of applications. These include
exterior insulation and finish systems (EIFS); cavity brick or stone veneer applications;
cladding such as wood siding, vinyl siding, composition siding, wood shingles,
shakes, conventional stucco systems, plywood siding panels; and interior finish
systems that require a substrate panel with superior fire and moisture resistance.
For EIFS applications, DensGlass Sheathing is an ideal substrate for adhesive or
mechanical application of expanded polystyrene or extruded polystyrene insulation,
and is recommended in all climate zones.
Manufacturers of water and air resistive barriers, which include attached flexible
membranes, self -adhered membrane and liquid applied, have found DensGlass
Sheathing to be a suitable substrate for their systems.
DensGlass Sheathing is an ideal product for exterior ceilings and soffits for both
cold and warm climate zones. It resists sagging, even under exceptionally humid
conditions. Panels are applied directly to structural framing. Surface and joints
may be finished and painted, or surfaced with an exterior finish system.
Limitations
DensGlass Sheathing is resistant to normal weather conditions, but it is not intended
for immersion in water. Cascading roof/floor water should be directed away from
the sheathing until appropriate drainage is installed.
Avoid any condition that will create moisture in the air and condensation on
DensGlass Sheathing. The use of forced air heaters creates volumes of water
vapor which, when not properly vented, can condense on building materials.
The use of these heaters and any resulting damage is not the responsibility of
Georgia-Pacific Gypsum. Consult heater manufacturer for proper use and ventilation.
For complete warranty details, visit www.gpgypsum.com.
Submittal Job Name
Approvals
Contractor
Date
Technical Service Hotline 1.800.225.6119 or
www.gpgypsum.com
When DensGlass Sheathing panels are used in slanted wall applications, that portion
of the wall must be temporarily protected from the elements. Do not allow water
to pond or settle on sheathing. Also, exposed wall ends must be covered to
prevent water from infiltrating the cavity.
Georgia-Pacific Gypsum does not warrant and is not responsible or liable for the
performance of the cladding or exterior systems applied over DensGlass Sheathing.
The suitability and compatibility of any system is the responsibility of the system
manufacturer or design authority.
Do not laminate masonry surfaces to DensGlass Sheathing; use furring strips or
framing.
DensGlass Sheathing is not intended for roof applications. For roof applications,
consult our DensDeck® Roof Board brochure.
DensGlass Sheathing is not intended for interior or exterior tile applications. For
interior tile applications, consult our DensShield® Tile Backer brochure.
DensGlass Sheathing should not be used in lieu of plywood where required.
Do not apply DensGlass Sheathing below grade.
For all installations, design details such as fasteners, sealants and control joints
per system specifications must be properly installed. Openings and penetrations
must be properly flashed and sealed. Failure to do so will void the warranty.
Do not use DensGlass Sheathing as a base for nailing or mechanical fastening.
Fasteners should be flush to the face of the board, not countersunk.
Technical Data
DensGlass Sheathing is noncombustible as described and tested in accordance
with ASTM E136 or CAN/ULC S114.
DensGlass Sheathing exceeds ASTM C1396 sheathing standards for humidified
deflection by a factor of 10 in tests over the standard for regular gypsum sheathing.
5/8" (15.9 mm) DensGlass® Fireguard® Sheathing is UL and ULC classified Type DGG.
DensGlass Sheathing is manufactured to meet ASTM C1177.
Flame spread and smoke develop rating of 0/0 when tested in accordance with
ASTM E84 or CAN/ULC S102.
Handling and Use —CAUTION
This product contains fiberglass facings which'may cause skin irritation. Dust
and fibers produced during the handling and installation of the product may
cause skin, eye and respiratory tract irritation. Avoid breathing dust and mini-
mize contact with skin and eyes. Wear long sleeve shirts, long pants and eye
protection. Always maintain adequate ventilation. Use a dust mask or NIOSH/
MSHA approved respirator as appropriate in dusty or poorly ventilated areas.
Material Safety Data Sheet (MSDS) is available at www.buildgp.com/safetyinfo
or call 1-404-652-5119.
Product Data
Thicknesses: 1/2"(12.7 mm); 5/8" (15.9 mm) is Type X (ASTM C1177)
Width: 4' (1220 mm) standard, tolerance up to± 1/8" (3.2 mm)
Lengths: 8' (2438 mm), 9' (2743 mm) or 10' (3048 mm) standard
Edges: Square
continued--10-
Stamps/Signatures
14k Georgia-Pacific
ensGlass Technical Service Hotline 1.800.225.6119 or
Sheathing www.gpgypsum.com
Physical Properties
Width, nominal 4' (1219 mm) ± 1/8" 13 mm) 4' (1219 mm) ± 1/8" (3 mm)
Length, standard 8' (2440 mm), 9' (2743 mm), 8' 12440 mm), 9' (2743 mm),
10' (3048 mm), ± 1/4" (6 mm) 10' (3048 mm), ± 1/4" (6 mm)
Weight, nominal, lbs./sg. ft. (Kg/m2) 1.9(9) 2.502)
Bending radius' 6' (1829 mm) 8' (2438 mm)
Racking strength6, lbs./ft. (dry) (N/m), Ultimate —not design value >540 (7878) >654 (9544)
Flexural strength'.", parallel, Ibf. (N), 4' weak direction z80(356) z100 (445)
Compressive strength min. 500 psi (3445 kPa) min. 500 psi (3445 kPa)
Humidified deflection' 4 <2/8" (6 mm) <1/8" (3 mm)
Permeance', Perms (nq/Pa•s•mz) >23 (1300) >17 (970)
R Value', ft'- F•hr/BTU (mz•K/W) .55 (0.099) .67 (0.118)
Combustibility' Noncombustible Noncombustible
Linear expansion with moisture change, in/in %RH (mm/mm %RH)6 6.25 x 10-6 6.25 x 10-6
Surface burning characteristics per ASTM E84 or
CAN/ULC S102: flame spread/smoke developed 0/0 0/0
Coefficient of thermal expansion, 8.5 x 10-6 8.5 x 10.6
in/in/°F (mm/mm/°C) (15.3 x 10.6)6 (15.3 x 10-91
Tested in accordance with ASTM C473
2 Tested in accordance with ASTM E96 (dry cup method)
8 Tested in accordance with ASTM C518 (heat flow meter)
4 Specified values perASTM C1177
Georgia-Pacific
Gypsum
U.S.A. Georgia-Pacific Gypsum LLC
Georgia-Pacific Gypsum II LLC
Canada Georgia-Pacific Canada LP
SALES INFORMATION AND ORDER PLACEMENT
U.S.A. West: 1-800-824-7503
Midwest: 1-800-876-4746
South Central: 1-800-231-6060
Southeast: 1-800-327-2344
Northeast: 1-800-947-4497
CANADA Canada Toll Free:1-800-387-6823
Quebec Toll Free:1-800-361-0486
TECHNICAL INFORMATION
U.S.A. and Canada:1-800-225-6119, www.gpgypsum.com
2014 Georgia-Pacific Gypsum LLC. All rights reserved. 1/14. GP -TM Lit. Item 1532250.
Double fasteners on ends as needed
6 Tested in accordance with ASTM E72
As defined and tested in accordance with ASTM E136 or CAN/ULC S114
8 As stated by Gypsum Association GA-235
8 Tested in accordance with ASTM E228-85
TRADEMARKS Unless otherwise noted, all trademarks are owned by or licensed to Georgia-Pacific
Gypsum LLC.
WARRANTIES, REMEDIES AND TERMS OF SALE For current warranty information for this
product, please go to www.gpgypsum.com and select the product for warranty information. All sales
of this product by Georgia-Pacific are subject to our Terms of Sale available at www.gpgypsum.com.
UPDATES AND CURRENT INFORMATION The information in this document may change without
notice. Visit our,website at www.gpgypsum.com for updates and current information.
CAUTION For product fire, safety and use information, go to www.buildgp.com/safetyinfo
or call 1-800-225-6119.
FIRE SAFETY CAUTION Passing a fire test in a controlled laboratory setting and/or certifying or
labeling a product as having a one -hour, two-hour, or any other fire resistance or protection rating
and, therefore, as acceptable for use in certain fire rated assemblies/systems, does not mean that
either a particular assembly/system incorporating the product, or any given piece of the product
itself, will necessarily provide one -hour fire resistance, two-hour fire resistance, or any other
specified fire resistance or protection in an actual fire. In the event of an actual fire, you should
immediately take any and all actions necessary for your safety and the safety of others without
regard for any fire rating of any product or assembly/system.
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FL# Tvoe Manufacturer Validated By Status
FL15000-R2 Revision Therma-Tru Corporation
Category: Exterior Doors
Ryan J. King, P.E.
813) 767-6555
Approved
History
Subcategory: Swinging Exterior Door Assemblies
Approves oy UCPK. Approvals oy uorK snap ue revieweu sou
Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone, 850-487-1824
The State of Florida is an AA/EEO employer. Conyriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility S at m n :: 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:
eG eck
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P
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trxW%
Product Approval Menu > Product or Application Search > Application List > Application Detail
y FL # FL15000-R2
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived i
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
LL 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.
EZ Validation Checklist - Hardcopy Received
Certificate of Independence FL15000 R2 COI Certificate Of Indeoendence,odf
Referenced Standard and Year (of. Standard) Standard Year
AAMA/ W D MA/CSA 101/I. S.2/A440 2005
ASTM D1929 1996
ASTM D2843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 202 1994
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL15000 R2 EQUiv FL - 15000 Eauiv of Standards odf
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Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method Method 1 Option D
Date Submitted 05/29/2015
Date Validated 06/28/2015
Date Pending FBC Approval 07/05/2015
Date Approved 08/19/2015
Summary of Products
FL # Model, Number or Name Description
15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without
Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO
Configurations)
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.1.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.Ddf
additional use limitations, installation instructions and Created by Independent Third Party: Yes
product particulars. (This product approval requires the use
of "J" part number doors and sidelites, which have been
stained or painted within 6 months of installation.)
15000.2 b. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without
Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO
Configurations)
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.2.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.odf
additional use limitations, installation instructions and Created by Independent Third Party: Yes
product particulars. (This product approval requires the use
of "J" part number doors and sidelites, which have been
stained or painted within 6 months of installation.)
15000.3 c. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without
Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO
Configurations)
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.3.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.1)df
additional use limitations, installation instructions and Created by Independent Third Party: Yes
product particulars. (This product approval requires the use
of "J" part number doors and sidelites, which have been
stained or painted within 6 months of installation.)
15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without
Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO
Configurations)
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.4.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure. N/A Evaluation Reports
Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4.odf
additional use limitations, installation instructions and Created by Independent Third Party: Yes
product particulars. (This product approval requires the use
of "J" part number doors and sidelites, which have been
stained or painted within 6 months of installation.)
15000.5 e. "Fiber -Classic" or "Smooth -Star" 8',0 "Non -Impact" Glazed Double Fiberglass Door - Outswing
Inswing (XX Configurations)
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Florida Building Code Online Page 3 of 3
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.5.Ddf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.1)df
additional use limitations, installation instructions and Created by Independent Third Party: Yes
product particulars. (This product approval requires the use
of "J" part number doors, which have been stained or
painted within 6 months of installation.)
15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double
Door - Inswing (OX or XO Configurations)
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL15000 R2 II INST 15000 6 Ddf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.Ddf
additional use limitations, installation instructions and Created by Independent Third Party: Yes
product particulars. (This product approval requires the use
of "J" part number doors, which have been stained or
painted within 6 months of installation.)
Back Next
Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone 850-487-1824
The State of Florida is an AA/EEO employer. C ovriaht 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:
asinma ® ® IM
Credit Card
Safe
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a
THERMA TRU DOORS
1 1 B INDUSTRIAL DR., EDGERTON. OH 43517
FIBER CLASSIC" / "SMOOTH STAR"
8'0 INSWING W/ & W/OUT SIDELITES
FIBERGLASS DOOR
NON -IMPACT"
GENERAL NOTES
1. This product has been evaluated 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 "HVHT'this product is required to be protected with an impact resistant
covering that complies with Section 1626 of the FBC.
4. When used in areas outside of the "HVHT' requ'uing wind bome debris protection this product is
required to be protected with an impact resistant covering that complies with Section 1609.1.2 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. This product does not meet the water infiltration requirements for the "HVHT'. Inswing units shall be
installed only in non -habitable areas or at habitable locations protected by on overhang or
canopy such that the angle between the edge of canopy or overhang to sill is less than 45
degrees.
TABLE OF CONTENTS
SHEET# DESCRIPTION
i Typical elevations, design pressures & general notes
2 Door panel details (Smooth star)
3 Door panel details (Fiber classic)
4 Sidelite panel details & glazing details
5 Vertical cross sections
6 Horizontal cross sections
7 Horizontal cross sections
8 Buck Anchoring
9 Frame anchoring
10 Frame anchoring
11 Astragal details
12 Bill of materials & Components
105.50- MAX. OVERALL FRAME WIDTH
3
5
I CTI ACTIVE" ffffqrFj
ill
III 11111111111 III I lillimilloilI I Iil sill
DOUBLE W/SIDELITES INSWING UNIT
OXXO
37.50' MAX.
OVERALL
FRAME WIDTH
5
o
7
SEE t
SINGLE INSWING UNIT
K
r 74.50" MAX. OVERALL
FRAME WIDTH
b b
DOUBLE INSWING UNIT
XX
68.50' MAX.
OVERALL WIDTH
D D D
DETAIL "A*
SHEET 6
SINGLE W/SIDELITES INSWING UNIT
OXO
DESIGN PRESSURE RATING (WNERE WATER IfyFILTRATIQN IS NOT NEEDED) . .
UNRTYPE WITHOUT SURFACE ep(TS.. tVITH 5URFA_CE BOCTS :'
SINGLE 67.0 67.0
DOUBLE 47.0 47.0 60.0 60.0
SINGLE &DOUBLE
WITH SIDELITES 47.0 47.0 60.0 60.0
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1 HINGE STILE 1 BOTTOM RAIL 2 1 VERTICAL CROSS SECTION DWG. BY: JK m'
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DHX. a LFS ?
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BY: JK CHK.
BY: LFS DRAWING
NO.: FL-
15000.4 SHEET
3 0( 12
1 /Z' GLASS
EXTERIOR
25" STEEL
IINTERCEPT
INTERIOR
SPACER 40
41 SEE NOTE 1 5"
INSULATED GLASS W/ SMC
LITE FRAME GLAZING DETAIL 13.
9375' MAX. PANEL
WIDTH 7.
125" MAX. D.
L.O. WIDTH C iH
29
41 6 j7- SEE
NOTE 1 HORIZONTAL
CROSS SECTION 4
SIDELITE PANEL w
2.15T' 2.589" 1.
6B" --j I I--1.676" a
F I 6
w
Q
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1 .
526" 33
PLASTIC LIP LITE FRAME PLASTIC LIP LITE FRAME EXTRUDED
PVC EXTRUDED SMC i
1077" {
1.077' f 4 1 VERTICAL CROSS SECTION 4
SIDELITE PANEL NOTE:
1.
Spacing for item //29 & #41 (lite frame screws) I
is as follows: From the bottom up on sides; 6.5", with (
7) more spaced at 9.875" o.c. there are (2) screws
both top and bottom at 2.125" in from each 42
SIDELITE TOP & BOTTOM RAIL 36 SIDELITE BLANK SIDE STILE corner. FINGER
JOINTED PONDEROSA PINE, SG=0.43 FINGER JOINTED PONDEROSA PINE, SG=0.43 1/
2" MIN. GLASS
THK. 1/
8„ TEMPERED
GLASS
AIR
SPACE 1/
8'. TEMPERED
GLASS
SIDELITE
PANEL Smooth
Star 32
33
1/
Z'GLASS 1/2" MIN. Q;• 40BITE
GLASS THK. EXTERIOR
40 1/8" 42
U:
N' G1
TEMPERED GLASS
33
AIR
SPACE 34
25"
STEEL 1/8„ M INTERIOR
INTERCEPT TEMPERED e SPACER
GLASS M 40
29 SEE NOTE 1 29
5"
INSULATED GLASS W/ 41
SEE
NOTE 1 PVC
LITE FRAME GLAZING DETAIL 1A
G1
33
34 EXTERIOR
INTERIOR
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OPTIONAL SURFACE BOLTS ON ACTIVE PANEL
n (SEE DESIGN PRESSURE CHART)
SEE NOTE 1 NOTE:
4111. The sidelite is direct set into the jamb with (12)
Qitem #43 a #8 x g" pfh. wood screw. There are (4) at
each vertical jamb, from the top down at 13.5 1
1 31 ", 48.5" & 66". There are 2 at the header at G^ E0 02/24/12 4"
from the outside corners of the frame. there ore scAIe N.T.S. 2) #
13 a #8 x 2-1/2" pfh. wood screw at the DWG. BY: JK sill,
4" from the outside corners. GHK. BY: LFS DRAWING
NO.: 2
VERTICAL CROSS SECTION 2. OPTIONAL SURFACE BOLTS ON ACTIVE PANEL FL-
15000.4 5 (
SEE DESIGN PRESSURE CHART) SHEEP
5 OF 12
38 Q(j K7N40
z°
0.15' MIN.
C-SINK '1 r 13 NOTE:
V%.
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gam: o a
g 7d t a ro
EXTERIOR
SEE NOTE 1 1, The sidelite is direct set into the jamb rr h > "j
43 with (12) item #43 a #8 x 2" pfh. wood
47 h
o .o M 0
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screw. There are (4) at each vertical A 1 o
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jamb, from the top down at 13.5", 31 ". ACTIVE J 6 Ern z m° o
48.5" & 66". There are (2) at the header u th h~ 9 o a
at 4" from the outside corners of the
E' d
a frame. there are (2) #13 a #8 x 2-1/2"
pfh. wood screw at the sill, 4" from the E o=
outside corners. c-mi p O
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INTERIOR o
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36 n°
46 o
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44
41 29 DETAIL "A'
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SHEET _L OF 12
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34 EXTERIOR
SEE NOTE 1
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33 43 m cn
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NOTE:
v
1. The sidelite is direct set into the jamb with (12) 36
item #43 a #8 x 2" pfh. wood screw. There are (4) 44 o
at each vertical jamb, from the top down at 13.5", 13
0
31", 48.5" & 66". There are (2) at the header at 45
4" from the outside corners of the frame. there are DATE: 02 24/72
2) #13 a #8 x 2-112" pfh. wood screw at the 18 SCALE: N.T.S.
sill, 4" from the outside corners.
owc. er: JKINTERIOR
HORIZONTAL CROSS SECTION CHK. ar: LFS
7 DRAWING NO.:
FL-15000.4
SHEET 7 Or 12
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N (
3 II z
IIIIIIII
II II II C6o
II
II II I Of
Ln
z I
I II I I II II
II CO
Z3 DOUBLE
DOOR W/SIDELITES DOUBLE DOOR F m
BUCK
ANCHORING 4. BUCK
ANCHORING 4..
o
a
0
a
8°
Jy
II
3a II 3b MASONRY
OPENING
II
II II
TYP. HEAD II MASONRY
OPENING
TYP. HEAD n
II &
JAMBS
II
JAMBS
d zz In
II
II I
II
2X
BUCK o
2X
BUCK I MULLION CONCRETE
ANCHOR NOTES: I I SHOWN FOR I I Q 1.
Concrete anchor locations at the comers may be adjusted to maintain the min. I REFERENCE I I x ^ edge
distance to mortarjoints. I I I 2.
Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to the
min. edge distance to mortarjoints, additional concrete anchors I
I fl I rn U a a maintain
I I MULLION I I N may
required uiredto ensure the "MAX. ON CENTER" dimension are not exceeded. qSHOWN FOR IIII o
z
3. Concrete anchor table: REFERENCE II u r7U O zu ANEHOR
ANCHOR MIN;- MIN: CLEARANCE:: II
II
II O
DATE:
02124112 z I
I I I SCALE: N.T.S. DWG.
BY: JK m IIIIcHK.
BY: LFS 3 DRAWING
NO.: N
FL-
15000.4 N
SINGLE
DOOR W/SIDELITES SINGLE DOOR BUCK
ANCHORING BUCK ANCHORING sHEEr
8 or 12 " MIN::
CLEARA.NCE. SIZE
MBEDM NT iO:MASONR:Y TO:ADJACENi S TYPE
ANCHOR..:-_ TAPCON
ELCO ®
i/
4" 1-7/4" 1" 4" ULTRACON
MASONF
OPENII\
FRAfv
N
2X BU(
SEE
DETAIL
3 "
VIEW "B"—'•B„
T 3""
I'1r I C
I I I I I I I I I I I
SEE
I I I
DETAIL "2"
Y 13 W/2X BUCK
G
INSTALLATION
J9 W/1X BUCKINSTALLATION
E 43 TYP. HEAD &
JAMBS 0 BUCK
TYP.
K
SEE
DETAIL "1"
I I I
TYP. SILL 74
I I I I I I 1 I I I I
DOUBLE DOOR W/SIDELITES
CONCRETE ANCHOR NOTES:
1. Concrete anchor locations at the corners may be adjusted to maintain the min.
edge distance to mortarjoints.
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 table:
ANCHOR aN0NbR MIN::: MIN:. CIt ARANC MIN: CLEARA;NC>::
TYPE SIZE EM9L bM NT
TOMASONRV 70ADJACENT ;:.
EDGE .;:;` ANCHOR:..: i.
IT ®
1/ 4" 1.1/4" 2" 4"
TAPCON
ITW ®
TAPCON
316' 1-1/4" 3" 1-1/2"
I
rvvv a.Rrn rn Ir w uvw LVIco.
1. Maintain a minimum 5/8"edge distance, I" end distance, & I"o,c. spacing of
wood screws to prevent the splitting of wood.
3.
THESE (2) ANCHORS —
REQ'D ONLY WHEN
DP > 47 PSF
MASONRY
OPENING
FRAME
2X BUCK
SEE
DETAIL
4„
VIEW "C"—"C"
37
10
1110
10
DETAIL
i r3"
I I I I I
W/2X BUCK
INSTALLATION
W/1X BUCK
39 INSTALLATION — ud
TYP. HEAD &
JAMBS 0 BUCK
SEE
43 —
DETAIL
z 4•: = O m
n
z o m 6
N
1h a U N Z
V a 2
0
SE 0 9 c w0t
o. m ro a 0 0.
a
Y m 0: LT,
c `
0NG Z
a
1
I co3d
TYP. SILL 14 —
I I I I I 1 1 1 1
C,A" VIEW "A„ —,.A„
SINGLE DOOR W/SIDELITES
1
49 30
30
W/2X BUCK 13 0 31
31INSTALLATION
W/1X BUCK 48
INSTALLATION
DETAIL "2"
ASTRAGAL & SURFACE BOLT
STRIKE PLATES @ HEAD
13
31 C. 13
30
DETAIL "1"
DETAIL "4" SURFACE BOLT STRIKE. PLATE
O THRESHOLD
LE: N.T.S.
BY: JK
aT: LFS
WING NO.:
FL-15000.4
ET 9 OF 12
13 W/2:
MASONRY INST,
OPENING 39 W/1:
INST
TYP. HEAD
JAMBS
FRAME
LN
2X BUCKS crc
DETAIL 'T'
VIEW "B"-13'
DOUBLE 000
6"
cq
zq Cj
SEE
DETAIL "4"
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 mortar joints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
ANCWR.:::AMfNN14 3PARANC.115: MIN. CLEWS N.c
TYRE SIZE EMBEDMENTP
TO A.. P 4. C T
ANCHQV:.*:::.-.-.
iTw
1/4- 1-1/4" 2" 4"
TAPCON
ITW
TAPCON" 3/16- 1-1/4" 3" 1-1/2-
YYUU .3 KEry INJI-11-11 1`1y ICJ.
11111
1. Maintain a minimum 5/8"edge distance, I"enddistance, & l"o.c. spacing of
wood screws to prevent the splitting of wood.
J
A"
11
e --
1
MASONRY
OPENING
FRAME
2X BUCK
VIEW "C -- "C
LA"
SINGLE DOOR
50 WIIX BUCK 13
INSTALLATION
12 W12X BUCK
INSTALLATION
13
10
10 DETAIL 'T
LL
W I X BUCK
INNA A ONSTLLT
W12X BUCK
INSTALLATION
70
DETAIL "5'
WIIX BUCK 50
INSTALLATION
W12X BUCK 13INSTALLATIONd
DETAIL "4'
9 R- SEE
tq d DETAIL
M d -5 "
VIEW "A" -"A"
49 30 30
W/2X BUCK 3 0
INSTALLATION31
W/1X BUCK 8
INSTALLATION
DETAIL "2"
ASTRAGAL & SURFACE BOLT
STRIKE PLATES @ HEAD
31 31
z
0
DAM 02124112
30 30 SpLE: N.T.S.
DWG, ErY-. JK E
DETAIL "I"
CHK. BY: LFS
SURFACE BOLT STRIKE PLATE
DRAWING NO.:
a
0 THRESHOLD V
000.4
A. Q-Uguazz n
V%' g d o
95.25" nlN
o M m
n
z°
0 N
v U x z <
18.88" 18.38" 20.63" 18.5' 14.36' -{ r$ E Ern z m m
O
i g 9 w
Z Nrl . QcL m m
d a w 0
E
az wo
a 27
27
TYP.
27
TYP.
TYP. o m
w
W Hm
4.
5' 4.5' m 03.
25" 3.25" 0 a 1.
910" a a 0.
75' 0.
75' m W
a
0.
063—i i- 0
N
U) W
o NOTE
1 N
I
O
Fcr
tSEESWa
N
o
m
o
0 z
o E.-
02/24/12 l;
1 ASTRAGAL DETAIL SCALE: N.T.S. NOTE:
owc.
BY. JK m 1.
THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP GHK. W: LFS 3 rc
AND
THE BOTTOM. DRAWING NO, N
FL-
15000.4 0 SHEET
11 OF 12 N
Item DESCRIPTION Material
1 FIBER CLASSIC (FC) PANEL SKIN 0.11" MIN. THK. FIBERGLASS BYTHERMA-TRU with yield strenglh Fy(min.)=6,000 psi
FIBERGLASS
IA SMOOTH STAR SS SASH & PANEL SKIN 0.07 MIN. THK. FIBERGLASSBYTHERMA-TRU with yield strength Fy(min.)=6,000 psi _
FIBERGLASS
2 FC TOP RAIL WOOD COMPOSITE
3 FC LATCH STILE WOOD COMPOSITE
4 FC HINGE STILE PONDEROSA PINE, SG=0.43 WOOD
5 1 FC BOTTOM RAIL WOOD COMPOSITE
6 POLYURETHANE FOAM 1.9lbs. DENSITY FOAM
7 SHORT REACH COMPRESSION WEATHERSTRIP FOAM
8 LONG REACH COMPRESSION WEATHERSTRIP FOAM
9 4" x 4" HINGE .097' THK. STEEL
10 110 x 3 4" LG. PFH WOOD SCREW STEEL
11 MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90
CONCRETE
12 110 x 2" LG. PFH WOOD SCREW STEEL
13 18 x 2 1 2• LG. PFH WOOD SCREW STEEL
14 1 4" x 2-1 4" fTW PFH CONCRETE SCREW STEEL
15 SIDELITE BOTTOM BOOT .090" EXTRUDED VINYL VINYL
16 2X BUCK SG >= 0.55 WOOD
17 MAX. 1 4" SHIM MATERIAL WOOD
18 KWIKSET PASSAGE LOCK - SIGNATURE SERIES
19 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM.IWOOD
20 HEADER PONDEROS4 PINE, SG=0.43 WOOD
21 STRIKE JAMB PONDEROS4 PINE, SG=0.43 WOOD
22 HINGE JAMB PONDEROSA PINE, SG=0.43 WOOD
23 KMKSET DEADBOLT - SIGNATURE SERIES 780
24 HURRICANE ASTRAGAL ALUMINUM
24A ASTRAGAL FLUSH BOLT STEEL
24B ASTRAGAL FLUSH BOLT RETAINER ALUMINUM
26 1X BUCK SG >= 0.55 WOOD
27 110 x 1-1 2" LG. PANHEAD SHEET METAL SCREW STEEL
28 INSWING DOOR- BOTTOM SWEEP VINYL
29 16-18 x 1-3 4" PHILLIPS FLATHEAD SCREW FOR ITEM 33 STEEL
30 1 SURFACE BOLT STRIKE PLATE STEEL
10 x 2-1 2" PHILLIPS FLATHEAD WOOD SCREW STEEL
1 8 THK. CELLULAR GLAZING TAPE STIK-ll TAPEPLASTICUPLITEFRAMEPVCPVCLPLASTICUPLITEFRAMESMCSMC
BLANK JAMB PONDEROS4 PINE, SG=0.43 WOOD
SIDELITE SIDE STILE PONDEROSA PINE, SG=0.43 WOOD
PO x 1-3 4" LG. PFH WOOD SCREW STEEL
38 1 4" x 2-3 4" PFH ELCO OR ITW CONCRETE SCREW STEEL
39 1 1 4" x 3-3 4"ITW PFH CONCRETE SCREW STEEL
40 SILICONE CAULK (DOW 795 SILICONE
41 8-10 x 1 1 2" PLASCREW FOR ITEM L341 STEEL
42 SIOELITE TOP & BOTTOM RAIL PONDEROS4 PINE, SG=0.43 WOOD
43 18 x 2" I.G. PFH WOOD SCREW STEEL
44 3 8" x 3 8" QUARTER ROUND FINGER JOINTED PINE WOOD
45 1" L. x .040" DIA. BRAD TRIM NAIL STEEL
46 WES SURFACE BOLT 1454 .25 STEEL STEEL
47 1 4-20 SEX BOLT W1 1 4-20 FEMALE END STEEL
48 1 3 16" x 3-1 4" ITW PFH CONCRETE SCREW STEEL
49 ASTRAGAL STRIKE PLATE STEEL
50 14" x 3-1 4" HW PFH CONCRETE SCREW STEEL
54 SS TOP RAIL WOOD COMPOSITE
55 SS LATCH STILE WOOD COMPOSITE
56 SS HINGE STILE PONDEROSA PINE, SG=0.43 WOOD
57 SS BOTTOM RAIL WOOD COMPOSITE
8.000,
0 0
46 SURFACE BOLT (IVES. .25" STEELJ
4.563'
20 21 WOOD FRAME
22 35 FINGER JOINTED PONDEROSA PINE, SG=0.43
5.750'
H
r
19 SELF ADJUSTING SADDLE THRESHOLD
ALUMINUM/VINYL 045" WALL ALUM
080" THK. WALL VINYL TYP.
30 SURFACE BOLT STRIKE PLATE (.125" STEEL)
1.92(I" o
28 INSWING DOOR BOTTOM SWEEP
VINYL .080" MAX. WALL,
035" MIN. WALL
15 INSWING SIDELITE
BOTTOM BOOT
0.09" EXTRUDED VINYL WALL
I"
v
toOoNM
a
0az
c t,i
d
sCnLE: N.T.S.
DWG. BY: JK
CHK. BY: LFS
FL-15000.4
ET 12 OF 12
Florida Building Code Online Page 1 of 1
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FL# TvDe Manufacturer Validated By Status
FL14634-R2 Revision Ply Gem Windows
Category: Exterior Doors
Subcategory: Sliding Exterior Door Assemblies
Locke Bowden
334) 300-1800
Approved
History
pPw u uy uorre. rPpu uY uy ,
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:
Credft Card
Safe
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Florida
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USER: Public User
Product Approval Menu > Product or Application Search > Application List > Application Detail
a FL # FL14634-R2
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived El
Product Manufacturer Ply Gem Windows
Address/Phone/Email 433 N. Main St.
Rocky Mount, VA 24151
614) 532-3596
luanne.harris@plygem.com
Authorized Signature Adam Blomberg
ablomberg@plygemwindows.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
f Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Hermes F. Norero, P.E.
the Evaluation Report
Florida License PE-73778
Quality Assurance Entity National Accreditation & Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Locke Bowden
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
FL14634 R2 COI COI PLY GEM SS 2015-02-19.odf
Standard
AAMA/NWWDA 101/I.S.2
ASTM E 330
Method 1 Option D
Year
1997
2002
U
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Florida Building Code Online Page 2 of 2
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
of Products
04/22/2015
04/30/2015
05/12/2015
06/23/2015
10/12/2017
FL # Model, Number or Name Description
14634.1 Builder Series 4780 Sliding Glass Door (XX)
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL14634 R2 II PGW063 SS 2015-01-02.pdf
Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. Florida P.E. #73778
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: +25/-50 Evaluation Reports
Other: Without sill riser FL14634 R2 AE PER3054 SS 2015-01-02.pdf
Created by Independent Third Party: Yes
14634.2 Builder Series 4780 Sliding Glass Door (XX)
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL14634 R2 II PGW063 SS 2015-01-02.pdf
Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. Florida P.E. #73778
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: +50/-50 Evaluation Reports
Other: With sill riser FL14634 R2 AE PER3054 SS 2015-01-02.1)df
Created by Independent Third Party: Yes
14634.3 Builder Series 4780 Sliding Glass Door
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL14634 R2 II PGW064 SS 2015-01-02.pdf
Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. Florida P.E. #73778
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: +30/-30 Evaluation Reports
Other: Non -reinforced. See installation detail for available FL14634 R2 AE PER305S SS 2015-01-02.1)df
sizes and configurations. Created by Independent Third Party: Yes
14634.4 Builder Series 4780 Sliding Glass Door
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL14634 R2 II PGW065 SS 2015-01-02.odf
Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. Florida P.E. #73778
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: +35/-35 Evaluation Reports
Other: Reinforced. See installation detail for available sizes FL14634 R2 AE PER3056 SS 2015-01-02.0f
and configurations. 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:
K hec
Credit Card
Safe
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INSTALLATION NOTES:
1. TWO (2) INSTALLATION ANCHORS ARE REQUIRED AT EACH ANCHOR
LOCATION SHOWN,
2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE
MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT
INSTALLATION.
3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A
TOLERANCE OF tl/2 INCH OF THE DEPICTED LOCATION IN THE
ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OF
TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE
INSTALLATION ANCHOR TO THE NEXT.
4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD
BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4
INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS.
SHIMS) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR
BETTER.
5. FOR INSTALLATION INTO WOOD FRAMING, USE #12 WOOD SCREWS
OF SUFFICIENT LENGTH TO ACHIEVE 11/2INCH MINIMUM
EMBEDMENT.
6. FOR INSTALLATION THROUGH IX BUCK TO CONCRETE/MASONRY,
OR DIRECTLY INTO CONCRETE/MASONRY, USE 1/4 INCH ELCO
TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 21/2INCH MINIMUM
EMBEDMENT.
7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL
FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK
VENEER, AND SIDING.
8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE
MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION
RESISTANT COATING.
9. FOR GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION
ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED
FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE
SHELL OF BLOCK.
10. 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 BYTHE ANCHOR
MANUFACTURER.
11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS
HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE
FOLLOWING PROPERTIES:
A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55.
B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
C. MASONRY- STRENGTH CONFORMANCE TO ASTM C-90.
MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI.
PLY GEM WINDOWS
BUILDER SERIES 4780 ALUMINUM
SLIDING GLASS DOOR (2-PANEL)
GENERAL NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND
MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA
BUILDING CODE, EXCLUDING HVHZ.
AAMA/NWWDA 10111.5.2 - 97
2. ADEQUACY OF THE EXISTING STRUCTURAL
CONCRETE/MASONRY, 2X AND STEEL STUD FRAMING AS A
MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF
WITHSTANDING AND TRANSFERRING APPLIED PRODUCT
LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OFTHE
ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF
INSTALLATION.
3. 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND
ANCHORED TO PROPERLY TRANSFER ALL LOADS TOTHE
STRUCTURE. BUCK DESIGN AND INSTALLATION 15 THE
RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD
FOR THE PROJECT OF INSTALLATION.
4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC
AND MAY NOT REFLECT ACTUAL CONDITIONS.FOR A SPECIFIC
SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE
FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED
ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC
DOCUMENTS FOR USE WITH THIS DOCUMENT.
5. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO
PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT
RESISTANCE.
6. DOOR FRAME MATERIAL: ALUMINUM 6063-T6
7. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS
CHARTS. SEE SHEET 4 FOR GLAZING DETAILS.
8. DESIGNATIONS "X" AND "0"STAND FOR THE FOLLOWING:
X: OPERABLE PANEL
0: FIXED PANEL
TABLE OF CONTENTS
SHEET REVISION SHEET DESCRIPTION
I A INSTALLATION d GENERAL NOTES
2 ELEVATION 6 ANCHOR LAYOUT
3 VERTICAL SECTIONS
4 HORIZONTAL SECTIONS 6 GLAZING DETAIL
Digitally signed by Hermes F Norero, P.E.
Reason: I am approving this document
Date: 2015.01.02 13:02:52-05'00'
DESIGN PRESSURE RATING
SIZE SILL OPTION DESIGN PRESSURE MISSILE IMPACT RATING
96" X 96" W/O SILL 25/-50 PSF NOT RATED
RISER
96" X 96" W/ SILL
50/-50PSF NOT RATED
RISER
PLY G
433 N. MAIN ST., PO BOX 559.
ROCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 540-484-6683
W mMM
V) Z qnZ
00 J HL7M n
J S
d, w V7d m
Z
0 oau
IxW Z m w m
U) o m Zam p
2- a
JJ
3
F 0' 0 ,
V W Co W
I' m Z'-' w & a
W1- C5o
o
PGW06:
SHEET: 1 OF 4
PLY GEM
433 N. MAIN ST.. PO BOX 559.
ROCKY MOUNT, VA 24151
UNIT MAX.
WIDTH 96,00"
PH: 540-484-6348 FX: 540-484-6683
V) o
m
Yt o
0 ¢
Z g
H 0 n
D.L.O. MAX
WIDTH 41.66" y
PANEL MAX
WIDTH 45.5"
v
L z ix of e
3 3
20 75" MAX 6.00" MAX. FROM
CORNERS TYP,
V) Z
o ¢
m z a m e
w¢ Z
W p H w
m W d mW
a
INSTALLATION
ANCHOR W
6.00" MAX. FROMcr
CORNERS TYP.
m
V)
jUPANEL
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Florida Building Code Online Page 1 of 1
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FL# Tvpe Manufacturer Validated By Status
FL9174-R11 Revision Wayne -Dalton, a division of Overhead Door Corporation
Category: Exterior Doors
Subcategory: Sectional Exterior Door Assemblies
Kurt Dietrich PE
704) 564-6867
Approved
History
PP'.- uy uorn. r.vw oven oy 'r
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Coovripht 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
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Chapter 455, F.S., please click here .
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Florida Building Code Online Page 1 of 6
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Product Aonroval Menu > Product or Application Search > Application Lis[ > Application Detail
FL # FL9174-R11
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
set to re -apply per applicants request 4/28/15-rb
Q
Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation
Address/Phone/Email 3395 Addison Drive
Pensacola, FL 32514
850)475-6197
Mark_Garon@Overheaddoor.com
Authorized Signature Greg Taylor
gtaylor@Wayne-Dalton.com
Technical Representative Greg Taylor
Address/Phone/Email 3395 Addison Drive
Pensacola, FL 32514
850)474-9890
gtaylor@wayne-dalton.com
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Sectional Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
12 Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed John E. Scates
the Evaluation Report
Florida License PE-51737
Quality Assurance Entity Intertek Testing Services NA, Inc.
Quality Assurance Contract Expiration Date 06/27/2038
Validated By Kurt Dietrich PE
21 Validation Checklist - Hardcopy Received
Certificate of Independence FL9174 R11 COI Cert of Ind Scates 2011 s.odf
Referenced Standard and Year (of Standard) Standard
DASMA-108
DASMA-115
Equivalence of Product Standards
Certified By
Sections from the Code
Year
2002
2005
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Florida Building Code Online Page 2 of 6
Product Approval Method Method 1 Option D
Date Submitted 04/06/2015
Date Validated 04/28/2015
Date Pending FBC Approval 05/04/2015
Date Approved 06/23/2015
Date Revised 08/11/2017
Summary of Products
FL # Model, Number or Name Description
9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL9174 R11 II 0228 318958 P7.pdf
Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf
Impact Resistant: Yes FL9174 R11 II WD3ambSupplementP16 s.odf
Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737
Other: Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.odf
FL9174 R11 AE Eval Rept 9100 rl s.odf
FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf
Created by Independent Third Party: Yes
9174.2 5120 / 6100 / 9100 #0229 16' Max width. 8'-9" Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL9174 R11 II 0229 318959 P8.pdf
Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf
Impact Resistant: No FL9174 R11 II WDJambSupplementP16 s.pdf
Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737
Other: Doors with glazing shall not be used in the Created by Independent Third Party: Yes
wind-borne debris region unless protected or unless Evaluation Reports
structure is designed as partially enclosed or door is a FL9174 R11 AE ASTM A 653.1)df
replacement door. FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf
Created by Independent Third Party: Yes
9174.3 5120 / 6100 / 9100 #0230 16' Max width. 8'-9" Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL9174 R11 II 0230 318960 P10.pdf
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WDJambSupplementP16 s.pdf
Design Pressure: +25.90/-28.80 Verified By: John E. Scates P.E. FLORIDA PE 51737
Other: Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.pdf
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s pdf
Created by Independent Third Party: Yes
9174.4 15120 6100 / 9100 #0231 16' Max width. 8' .9" Max height. Max section height 21". Solid only
no glazing available.
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL9174 Rll II 0231 318996 P5.odf
Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf
Impact Resistant: Yes FL9174 R11 II WDJambSupplementP16 s.pdf
Design Pressure: +30.00/-33.50 Verified By: John E. Scates P.E. FLORIDA PE 51737
Other: Doors with glazing shall not be used in the Created by Independent Third Party: Yes
wind-borne debris region unless protected or unless Evaluation Reports
structure is designed as partially enclosed or door is a FL9174 R11 AE ASTM A 653.1)df
replacement door. FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FL9174 R11 II 0234 319022 P5.pdf
FL9174 R11 II Track Supplement Chart P10.pdf
Impact Resistant: Yes
Design Pressure: +43.20/-49.60
FL9174 R11 II WDJambSupplementP16 s.pdf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Other: Created by Independent Third Party: Yes
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Florida Building Code Online Page 3 of 6
9174.6 15120 / 6100 / 9100 #0235
Limits of Use .
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +39.20/-43.70
Other:
9174.7 15120 / 9100 #0232
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +12.40/-13.80
Other: Doors with glazing shall not be used in the
wind-borne debris region unless protected or unless
structure is designed as partially enclosed or door is a
replacement door.
9174.8 15120 / 9100 #0233
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +18.50/-20.70
Other: Doors with glazing shall not be used in the
wind-borne debris region unless protected or unless
structure is designed as partially enclosed or door is a
replacement door.
Evaluation Reports
FL9174 R11 AE ASTM A 653.odf
FL9174 R11 AE Eval Rept 9100 rl s.pdP
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
16' Max width. 8' Max height. Max section height 21". Glazing
available in top or intermediate section.
Installation Instructions
FL9174 R11 II 0235 319023 P6.1)df
FL9174 R11 II 319040 P1 Post.pdf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WDJambSuoplementPl6 s.pdf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.pdf
FL9174 R11 AE Eval Rept 9100 rl s.odf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.1)df
Created by Independent Third Party: Yes
18' Max width. 8'-9" Max height. Max section height 21". Glazing
available in top or intermediate section.
Installation Instructions
FL9174 R11 II 0232 318999 P5.pdf
FL9174 R11 II Track Supplement Chart P10.odf
FL9174 R11 II WDJambSuoplementP16 s.pdf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.odf
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf
Created by Independent Third Party: Yes
18' Max width. 8'-9" Max height. Max section height 21". Glazing
available in top or intermediate section.
Installation Instructions
FL9174 Rll II 0233 319000 P5.pdf
FL9174 R11 II Track Supplement Chart P10 pdf
FL9174 R11 II WDJambSuoplementPl6 s.pdf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.Ddf
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.0f
Created by Independent Third Party: Yes
9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL9174 R11 II 0236 319024 P6.odf
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +30.00/-33.50
FL9174 R11 II 319040 P1 Post.odf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WDJambSuoplementPl6 s.pdf
Other: Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.Ddf
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.10 15120 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.pdf
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +39.20/-43.70
FL9174 Rll II 319040 P1 Post.pdf
FL9174 Rll II Track Supplement Chart P10.Ddf
FL9174 R11 II WD3ambSuoplementP16 s.Ddf
Other: Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.ndf
FL9174 R11 AE Eval Reot 9100 rl s pdf
FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.pdf
Created by Independent Third Party: Yes
9174.11
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Florida Building Code Online Page 4 of 6
5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing
0600 available in top or intermediate section.
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +26.90/-30.80
Other: Doors with glazing shall not be used in the
Installation Instructions
FL9174 Rll II 0600 319026 P4.pdf
FL9174 R11 II Track Supplement Chart P10 odf
FL9174 R11 II WDJambSuoplementP16 s.pdf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
wind-borne debris region unless protected or unless Evaluation Reports
structure is designed as partially enclosed or door is a
replacement door.
FL9174 Rll AE ASTM A 653.1)df
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014sxdf
Created by Independent Third Party: Yes
9174.12 5120/5140/6100/9100/9400/9600
0601
9' Max width. 10' Max height. Max section height 24" Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +41.00/-46.30
FL9174 R11 II 0601 319027 P4.odf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 Rll II WDJambSuDDlementPl6 s.pdf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Other: Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.Ddf
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing
0602 available in top or intermediate section.
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +15.30/-17.00
Other: Doors with glazing shall not be used in the
Installation Instructions
FL9174 Rll II 0602 319028 P5.odf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 Rll II WDJambSupplementP16 s.Ddf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
wind-borne debris region unless protected or unless Evaluation Reports
structure is designed as partially enclosed or door is a
replacement door.
FL9174 R11 AE ASTM A 653.1)df
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing
0603 available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +23.00/-25.00
Other: Doors with glazing shall not be used in the
FL9174 R11 II 0603 319029 P5.pdf
FL9174 R11 II Track Supplement Chart P10 )df
FL9174 R11 II WD]ambSuoplementPl6 s.pdf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
wind-borne debris region unless protected or unless Evaluation Reports
structure is designed as partially enclosed or door is a
replacement door.
FL9174 R11 AE ASTM A 653.1)df
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.odf
Created by Independent Third Party: Yes
9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing
0604 available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +39.20/-43.70
Other:
FL9174 R11 II 0604 319030 P5.Ddf
FL9174 R11 II 319040 P1 Post.pdf
FL9174 R11 II Track Supplement Chart P10 Ddf
FL9174 R11 II WDJambSupplementPl6 s.pdf
Verified By: John E Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.Ddf
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing
0605 available in top or intermediate section.
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +15.30/-17.00
Other: Doors with glazing shall not be used in the
Installation Instructions
FL9174 R11 II 0605 319031 P4.odf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WDJambSupplementP16 s.Ddf
Verified By: John E Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
https: / /www.floridabui[ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufI... 11 /30/2017
Florida Building Code Online Page 5 of 6
wind-borne debris region unless protected or unless Evaluation Reports
structure is designed as partially enclosed or door is a FL9174 R11 AE ASTM A 653.pdf
replacement door. FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf
Created by Independent Third Party: Yes
9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing
0606 available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +30.00/-33.50
Other: Doors with glazing shall not be used in the
FL9174 Rll I1 0606 319032 P6.odf
FL9174 Rll II 319040 P1 Post.pdf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WDJambSupplementP16 s.pdf
Verified By: John E Scates P.E. FLORIDA PE 51737
wind-borne debris region unless protected or unless Created by Independent Third Party: Yes
structure is designed as partially enclosed or door is a Evaluation Reports
replacement door. FL9174 Rll AE ASTM A 653.Ddf
FL9174 R11 AE Eval Rent 9100 rl s.Ddf
FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf
Created by Independent Third Party: Yes
9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only -
0609 no glazing available.
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +39.20/-43.70
Other:
FL9174 R11 II 0609 319035 P5.Ddf
FL9174 R11 II 319040 P1 Post.Ddf
FL9174 RI I II Track Supplement Chart P10 Ddf
FL9174 Rll II WDJambSupplementPl6 s.pdf
Verified By: John E Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
Evaluation Reports
FL9174 R11 AE ASTM A 653.pdf
F19174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.19 5140/6100/9400/9600 #0608 18' Max width. 8'-9" Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +18.50/-20.70
Other: Doors with glazing shall not be used in the
FL9174 Rll II 0608 319034 P4.Ddf
FL9174 Rll II Track Supplement Chart P10.pdf
FL9174 R11 II WDJambSupplementP16 s.pdf
Verified By: John E Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
wind-borne debris region unless protected or unless Evaluation Reports
structure is designed as partially enclosed or door is a FL9174 R11 AE ASTM A 653.1)df
replacement door. FL9174 R11 AE Eval Rel2t 9100 rl s.Ddf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.20 5140/9400/9600 #0607 16' Max width. 8'-9" Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25.90/-28.80
FL9174 Rll II 0607 319033 P5.Ddf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WD3ambSupplementP16 s.pdf
Verified By: John E Scates P.E. FLORIDA PE 51737
Other: Doors with glazing shall not be used in the Created by Independent Third Party: Yes
wind-borne debris region unless protected or unless Evaluation Reports
structure is designed as partially enclosed or door is a
replacement door.
FL9174 R11 AE ASTM A 653.1)df
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
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:
ME ® ® eChelk E
https://www.floridabuilding.org/pr/pr_app_dtt.aspx?param=wGEVXQwtDqufl... 11 /30/2017
NOTES',
1. SHORT GLAZED PANEL OPTION - .090' MINIMUM
SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER
WITH A MINIMUM OF (6) #Bx1" SCREWS INSTALLED IN
TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT
DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN
PRESSURES SHOWN ON THIS DRAWING. GLAZING
SHALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A
MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT
RESISTANT AND DOES NOT MEET THE REQUIREMENTS
FOR WAND -BORNE DEBRIS REGIONS.
2. LONG GLAZED PANEL OPTION - NOT AVAILABLE
WITH THIS OPTION CODE.
3. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM
OF 6" O.C. MUST OVERLAP TOP AND BOTH ENDS OF
PANELS MINIMUM 7/16- TO MEET NEGATIVE
PRESSURES.
4, KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED.
5. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN
PLACE POLYURETHANE FOAM INSULATION CHEMICALLY
BONDED TO 30 GA MINIMUM FACER STEEL AND A
POLYLAMINATE OR 32 GA STEEL BACKER. END CAP
TO HAVE A MINIMUM 1.4" DEPTH.
6. THE DESIGN OF THE SUPPORTING STRUCTURAL
ELEMENTS SHALL BE THE RESPONSIBILITY OF THE
PROFESSIONAL OF RECORD FOR THE BUILDING OR
STRUCTURE AND IN ACCORDANCE WITH CURRENT
BUILDING CODES FOR THE LOADS LISTED ON THIS
DRAWING.
7. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL
GRADE LUMBER. REFER TO JAMB CONNECTION
SUPPLEMENT FOR ATTACHMENT TO SUPPORTING
STRUCTURE.
S. LOUVER OPTION - .040" MINIMUM LOUVERS IN
MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM
OF (6) #8x1" SCREWS INSTALLED IN THE BOTTOM
SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND
DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE
DEBRIS REGIONS. LOUVERED SECTION REQUIRES
OPERATOR STILE TO BE FACTORY INSTALLED AT THE
CENTERLINE OF THE DOOR.
13 GA HORIZ ANGLE-
13 GA FLAG ANGLE-
16 GA MIN HORIZ- TRACK
5/180-5/8"-
LAG SCREWS
MIN 3 AS
SHOWN)
16 GA MIN VERT-
TRACK
5/160-5/8" LAG
SCREW AT EACH
JAMB BRACKET
1/4-2Ox8/16" TRACK -
BOLT AND 1/4-20 HEX
NUT AT EACH JB JAMB
BRACKET LOCATION
15 GA STIFFENED
JAMB BRACKETS
SEE SCHELDULE FOR
QUANITY, LOCATION,
AND TYPE
KEY LOCK OR SLIDE LOCK
BOTH ENDS (NOT REQUIRED
WITH OPERATOR - SEE NOTE
4). SLIDE LOCK SHOWN FOR
CLARITY
NOTE: (4) SECTION SOLID
DOOR SHOWN. SEE SHEET 2
FOR U-BAR LOCATIONS ON
DOORS WITH OTHER SECTION
QUANTTES AND SEE NOTE 1
ON THIS SHEET FOR GLAZING
OPTIONS.
SUPERIMPOSED DESIGN PRESSURE
LOADS ON SUPPORTING STRUCTURE
MAX
DOOR DOORHEIGHT UNIFORM LOAD EACH JAMB (PLF)
WIDTH
18'-0' ALL 207.2/-230.4
14'-0" ALL 181.3/-201.6
12'-0" ALL 155.4 -172.8
10'-0' ALL 129.5/-144.0
JOHN E. SCATES, PE
3121 FAIROATE DR.
CARROLLTON, Tx 75007
FL PE 51737 TX PE 56305/F2203
PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR
VERIFICATION OF NINOLOAD CONSTRUCTION DETAILS.
UlnGy Un U— Y7IUI— 1-- InAN vn
EQUAL TO 12'-0".
JAMB BRACKET SCHEDULE
DOORHEIGHT N0. OFSECTIONS
NO. OF AM
BRACKETS
EACH JAMB) TRACKTYPE
LOCATION O CENTERLINE OF JAMB
BRACKETS MEASURED FROM BOTTOM
OF TRACK (ALL DIMENSIONS t 2-)
7'-0' 4 6 QI JB), 13" (QQ. 25-1 2" JB . 34" (JB). 45-14' (01). 63' JB 7'-
0' 4 6 FAT JB), 10" (JB, 21-3/4" (JB), 29-3/4" (JB), 42" (JB), 63-1/4' (JB) 8'-
0' 5 8 01 JB), 13" (01), 23- (JB), 34" (JB), 47-1/4" (QI), 58- (JB), 67" (QI), 75" (JB) 8'-
0' 5 8 FAT 3 " (JB , 10" (JB , 21-3 4" JB , 29-4" (JB), 48" JS), 57-1 4- (JB), 66" (JB), 75-1/2' (JB) 7-
8-0 HIGH LIFT ROOF PITCH SEE NOTE BELOW FOLLOWING
DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. FOLLOWING
DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. DOORS
WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTNUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. STATIC
PRESSURE RATINGS APPROVED SIZES Wagn/®
DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" gM
TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" nal*®
n IMPACT/CYCLIC RATED (YES/NO): NO IMAX SECTION HEIGHT: 21" REVISIONS
ESIGN
PRESSURE LOADS N
SUPPORTING TRUCTURE
AND LARIFIED
NUMBER OF ASTENERS
AND CENTER INGES
REQUIRED FOR ARROWER
DOOR WIDTHS. IRS
5/10/06 2
MODIFIED NOTE 8 TO TATE
THAT LOUVERS RE
NOT IMPACT ESISTANT.
RT
6/6/07 3
MODIFIED JAMB RACKET
SCHEDULE FOR AT
OPTION. ADDED LHR RACK
DETAIL SHEET 2. RT
4/17/08 4
ADDED TEXAS LICENSE UMBER
TO TITLE BLOCK. HANGED
LOUVER NOTE. JCREASED
MAX HEIGHT 0
8'-9". ADDED HIGH IFT
AND ROOF PITCH RACK
NOTE. RT
4/29/09 15
UPDATED TITLE BLOCK RT
5/4/10 DA
MODELS
5140/9400/9600 SHEET 1 OF A
DIVISION OF OVERHEAD DOOR CORP DRAWING PART NO. 3395
ADDISON DRIVE PENSACOLA.
FLORIDA 32514 WINDLOAD SPECIFICATION OPTION CODE 0607 319033 R
1 17d— — GRT
MRB
2
REV.
P5
13 GA ADJUSTABLE TOP PLACE U—BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE
FIXTURE ATTACHED TO WITH THE (8) PRE —PUNCHED TOP FIXTURE
PRE —PUNCHED HOLES HOLES EACH END FACING UPWARD
IN BOTTOM OF U—BAR / AND ATTACH THRU END CAP AT
WITH (2) 1/4-14x5/8" EACH END WITH (2) 1/4-140/8"
CRIMPT1lE SCREWS SELF DRILLING CRIMPTITE SCREWS
FOR STANDARD TRACK AND (3)
o
1/4-140/8" SELF DRILLING
CRIMPTITE SCREWS FOR LOW
HEADROOM TRACK (2 OF WHICH 0.
ARE USED TO ATTACHED THE TOP
BRACKET AS SHOWN).
DETAIL A LOW HEADROOM TRACK
DETAIL A
13 GA ROLLER SLIDE ATTACHED TO
PRE —PUNCHED HOLES IN TOP OF U—BAR PLACE U—BAR OVER INTEGRAL RIB WITH
WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS. THE (8) PRE —PUNCHED HOLES EACH END
USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO
PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14x7/8"
SELF DRILLING CRIMPTITE SCREWS
15 GA HINGE ATTACHED EXCEPTION: U—BAR PLACED OVER TOP
WITH (4) 1/4-14x5/8' / RIB ON THE BOTTOM SECTION SHALL ONLY
CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH
WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING
ATTACHED) 1 CRIMPTITE SCREW LOCATED ON THE
BOTTOM FLANGE OF THE U—BAR
NOTE- DUE TO CLEARANCES REQUIRED TO
2" NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE
ROLLER WITH 0. U—BARS, ALL U—BARS SHALL BE
4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO
DETAIL B INSTALLING ROLLER SLIDES AND TOP
FIXTURE ON THE U—BARS. SEE
ATTACHMENT NOTES ON THIS SHEET.
HED PLACE U—BAR OVER18GA
HINLIANF
WITH (6) 1/8"
INTEGRAL RIB AND ATTACH
CRIMPTITE (2 OF
WITH (2) 1/4-20x5/8"
WHICH AREY
CRIMPTITE SCREWS THRU
ATTACHED,HICH
PRE —PUNCHED HOLES AT
EACH INTERMEDIATE HINGE
ARE FIELD D INTO
LOCATION (1 THRU FLANGETOPLEAF, F
WHICH IS FTALLED
OF U—BAR AND BOTTOM
THRU PRE—D HOLE HINGE LEAF AND 1 THRU
WEB OF U—BAR AND
IN U—BAR) INTEGRAL RIB OF SECTION)
DETAIL C
12 GA BOTTOM BRACKET
FACTORY ATTACHED WITH
3) 1/4-14x5/8" PLACE U—BAR OVER INTEGRAL RIB WITH
CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM
BRACKET AND ATTACH THRU END CAP
1 AT EACH END WITH (1) 1/4-140/8"
SELF DRILLING CRIMPTITE SCREW AS
SHOWN AND USE (1) 1/4-14x7/8" SELF
DRIWNG CRIMPTITE SCREW ACROSS THE
BOTTOM OF THE BOTTOM U—BAR AT
EACH PRE —PUNCHED HOLE AT EVERY
DETAIL D HINGE LOCATION. USE (1) 1/4-2Ox5/8"
CRIMPTITE SCREW AT ALL OTHER
PRE —PUNCHED HOLE LOCATIONS,
JOHN E. SCATES, PE
3121 FAJRGATE DR.
0ARROLLTON, TX 75007
FL PE 51737 TX PE 56308/1`2203
PROFESSIONAL ENGINEER'S SEAL PROMDED ONLY FOR
VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS.
5) SECTION DOORS
WITH (6) 3% 18 GA,
80 KSI U—BARS
LOCATED OVER
INTEGRAL RIBS AS
SHOWN
4) SECTION DOORS
WTH (5) 3", 18 GA,
80 KSI U—BARS
LOCATED OVER
INTEGRAL RIBS AS
SHOWN _
U—BAR ATTACHMENT NOTES
1. ALL U—BARS SHALL BE PLACED OVER INTEGRAL
RIBS AND ATTACHED THRU PRE —PUNCHED HOLES
WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH
INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/8"
SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP
EXCEPT BOTH U—BARS ON BOTTOM SECTION — SEE
DETAIL B AND D THIS SHEET), (2) 1/4-140/8"
CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN
END OF DOOR AND INTERMEDIATE HINGE LOCATION,.
AND (1) 1/4-144/8" CRIMPTITE SCREW
APPROXIMATELY 8" FROM EACH END. FOR DOOR
WIDTHS GREATER THAN 12'-0", THERE SHALL BE A
TOTAL OF (20) SCREWS ATTACHING EACH U—BAR
EXCEPT BOTH U—BARS ON BOTTOM SECTION SHALL
HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR
WIDTHS LESS THAN OR EQUAL TO 12'-0", THERE
SHALL BE A TOTAL OF (16) SCREWS ATTACHING
EACH U—BAR EXCEPT BOTH U—BARS ON BOTTOM
SECTION SHALL HAVE A TOTAL OF (14) SCREWS
EACH.
2. WITH THE EXCEPTION OF THE (8) PRE —PUNCHED
HOLES IN THE TOP OF EACH END USED FOR
ATTACHMENT OF THE ROLLER SLIDES AND THE (6)
PRE —PUNCHED HOLES IN THE BOTTOM OF EACH END
USED FOR THE ATTACHMENT OF THE TOP FIXTURE
AND UNLESS NOTED OTHERWISE ON THIS
SPECIFICATION DRAWING, ALL PRE —PUNCHED HOLES
IN ALL U—BARS SHALL BE ATTACHED TO THE DOOR
WITH 1/4-144/8" CRIMPTITE SCREWS.
3. 18 GA U—BARS SHALL BE STAMPED "46"
APPROXIMATELY 8" FROM EACH END.
REVISIONS
ADDED SUPERIMPOSED
IGN PRESSURE LOADS
SUPPORTING
UCTURE AND
RIFIED NUMBER OF
TENERS AND CENTER
3ES REQUIRED FOR
ROWER DOOR WIDTHS,
1 5/10/06
MODIFIED NOTE 8 TO
TE THAT LOUVERS
NOTIMPACT
ISTANT.
6/6/07
MODIFIED JAMB
CKET SCHEDULE FOR
OPTION. ADDED LHR
CK DETAIL SHEET 2.
4/17/08
ADDED TEXAS LICENSE
IBER TO TITLE BLOCK.
INGED LOUVER NOTE.
REASED MAX HEIGHT
8'-9". ADDED HIGH
AND ROOF PITCH
CK NOTE.
4/29/09
UPDATED TITLE BLOCK
5/4/10
W y r®
Balton
STATIC PRESSURE RATINGS
DESIGN (PSF): +25.90/-28.80
APPROVED SIZES
MAX WIDTH: 16'-0•'
SCALE: N.T.S.
DATE
SIZE: A
NAME
TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN I 3/8/06 GRT
IMPACT/CYCLIC RATED (YES/NO): NO MAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB
MODELS 5140/9400/9600 SHEET 2 OF 2
DIVISION OF OVERHEAD DOOR CORP
PENSACOLA, FLORIDA 32514
AS(11 474—OA40
WINDLOAD SPECIFICATION OPTION CODE 0607
DRAWING PART NO.
319033
REV.
P5
14"
MAX
12"
MAX
12"
MAX I
I 12" \ f
MAX
12"
MAX
12"
MAX
T
CLIPS TO BE EITHER
RIVETED, BOLTED, OR
WELDED. SEE DETAILS
THIS PAGE.
JOHN E. SCATES, PE
3121 FAIRGATE DR.
CARROLLTON, TX 75007
FL PE 51737 TX PE 55308/F2203
PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR
VERIFICATION OF NTNDLOAD CONSTRUCTION DETAILS.
PLATE LOCATION
HEDULE
CLIP DETAIL
CLIP LOCATIONS
SEE SCHEDULE
TRACK
13 GA MIN
CONTINUOL
WALL ANG
11 GA MIN
CLIP SEE
SCHEDULE
13 GA MIN
CONTINUOUS
WALL ANGLE
2) 1 /4" X
7/16 SEMI
TUBULAR
RIVITS -
11 GA MIN
CLIP SEE
SCHEDULE—
RSW
13 GA MIN
CONTINUOUS
WALL ANGLE
2
TRACK
3) 1 /4"-20 TRACK
OR CARRIAGE BOLT
WITH 1/4"-20 NUT
TYPICAL CLIP
BOLTING DETAIL
TRACK
1) 1/4"-20 TRACK
OR CARRIAGE BOLT
WITH 1 /4"-20 NUT
TYPICAL CLIP
RIVETING DETAIL
11 GA MIN CLIP
SEE SCHEDULE
1) 1/4"-20 TRACK
OR CARRIAGE BOLT
WITH 1/4"-20 NUT
TRACK
TYPICAL CLIP
WELDING DETAIL
DESIGN PRESSURE CHART
MAX
DOOR
WIDTH
MAX PSF
9'-0" 46.0 PSF -52.0 PSF
16'-0" 46.0 PSF/-52.0 PSF
18'-0" 46.0 PSF/-52.0 PSF
REVISIONS
P2 2 INCH
TRACK -CLIPS -TEXAS
WALL ANGLE 12 FOOT
UPDATED
BPJ 6/11/03
P3 UPDATED FORMAT.
INCREASED ALLOWABLE
PRESSURES TO
46.00/-52.00 PSF FOR
ALL DOOR WIDTHS.
CHANGED "TEXAS WALL
ANGLE" TO "CONTINUOUS
WALL ANGLE". ADDED
SUBSTRATE MOUNTING
DETAIL. CHANGED TO
TITEN HD ANCHORS
CRT 4/2/07
P4 CHANGED FORMAT.
ADDED MODELS 9800
AND 8024 WITH OVERLAY
TO TRACK CLIP
SCHEDULE.
CRT 8/21/07
P5 UPDATED MODELS
LISTED IN CHARTS.
UPDATED SPLICE do CLIP
SCHEDULES.
CLIP 9/06/07
CRT 10/05/07
P7 UPDATED CHARTS TO
ELIMINATE THE USE OF
THE #8 CLIP (REPLACED
NTH #9 ACROSS THE
BOARD),
DLP 10/24/07
P8 UPDATED STEEL
MOUNTING DETAIL
MRB 04/11/08
P9 EXPANDED 1-1/2" TO
1-3/8" DOOR THICKNESS
CHART UP TO 14' HIGH.
CRT 12/11/013
P10 UPDATED TITLE
BLOCK
CRT 6/2/10
Wag-n/® i
DATE NAME
DRAWN 8/21/07 GRT
CHECKED 8/21/07 MRB
SHEET 1 OF 2
3395 ADDISON DRIVE
PEN (
550)
A47FLRIDA
409890
32514
DRAWING PART NO.
307494
REV.
P1 oTRACKSUPPLEMENTCHART
2 3/4" t1"
EDGE DIST
E60XX MIN.
1 /8 2-24
1/8 2-24
MIN 3/16" THICK
STEEL FOR MOUNTING
5/16" x 1-5/6"TlWALL ANGLE
LAG SCREW OR
EQUIVALENT INTO
MIN 2 x 6 NO.2TRACK CLIP
SPF (G=0.42) OR --
BETTER AT EACH1/4-2Ox9/16"
HOLE OR -PAIR OTRACK BOLT ANDHOLELOCATIONS/4-20 HEX NUT
MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL
2 3/4" OPTIONAL: WALL ANGLE MAY BE
MIN EDGE DIST ATTACHED TO SUPPORTING STEEL
c
n
a.
a
e
e
a '
n
n
CONCRETE MOUNTING DETAIL
JOHN E. SCATES, PE
3121 FAIRGATE DR.
CARROLLTON, TX 75OD7
FL PE 51737 TX PE 55308/F2203
PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR
VERIFICATION OF NINDLOAD CONSTRUCTION DETAILS.
WITH MIN. (1) 1/4-2Ox7/8" SELF
DRILLING SCREW WITH 1" O.D.
WASHER AT EACH HOLE OR PAIR OF
HOLE LOCATIONS IN LIEU OF WELDING
3/8" SIMPSON TITEN HD,
2-3/4" MIN EMBED INTO
MIN 2000 PSI CONCRETE
AT EACH HOLE OR PAIR
OF HOLE LOCATIONS
WALL ANGLE
1 /4-20x9/16"
TRACK BOLT AND
1/4-20 HEX NUT
TRACK CLIP
CLIP AND SPLICE PLATE SCHEDULE
MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK
DOLOR CLIP #'S FROM BOTTOM TO TOP SPLICEHEILATE #
7'-0" 7, 9, 9, 9, 9, 11 16
8'-0" 7, 9, 9, 9, 9, 11, 11 16
9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18
10'-O" 7, 9, 9, 9, 9, 11, 11, 11, 13 18
11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20
12'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20
13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22
14'-O" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22
MODELS 5200 8000 8024 8100 8124 8500 2" THICK
DOHEILOR CLIP S FROM BOTTOM TO TOP SPATE #
7'-0" 5, 6, 6, 7, 7, 9 12
8'-0" 5, 6, 6, 7, 7, 9, 9 12
9'-O" 5, 6, 6, 7, 7, 9, 9, 9 14
10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14
11'-O" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16
12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16
13'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18
14' - 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18
MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK
DOOR
HEIGHT CLIP #'S FROM BOTTOM TO TOP
SPLICE
PLATE #
7'-0" 4, 4, 4, 4, 5, 6 8
8'-0" 4, 4, 4, 4, 5, 6, 6 8
9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8
10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8
11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10
12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10
13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12
14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 1 12
MODELS 9100 9400 9600 9700 9800 1" THICK
DOOR CLIP S FROM BOTTOM TO TOP
SPLICE
PLATE #
7'-0" 4, 4, 4, 4, 4, 4 6
8'-0" 4, 4, 4, 4, 4, 4, 4 6
9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6
10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6
Wagne
Dalton
3395 ADDISON DRIVE
RIDATRACKSUPPL_E M E N T CHART PEN (
850)A47409890 32514
REVISIONS
P2 2 INCH
TRACK -CLIPS -TEXAS
WALL ANGLE 12 FOOT
UPDATED
Bpi 6/11/03
P3 UPDATED FORMAT.
INCREASED ALLOWABLE
PRESSURES TO
46.00/-52.00 PSF FOR
ALL DOOR WIDTHS.
CHANGED "TEXAS WALL
ANGLE" TO "CONTINUOUS
WALL ANGLE". ADDED
SUBSTRATE MOUNTING
DETAIL, CHANGED TO
T1TEN HD ANCHORS
GIRT 4/2/07
P4 CHANGED FORMAT,
ADDED MODELS 9800
AND 8024 WITH OVERLAY
TO TRACK CLIP
SCHEDULE.
GIRT 8/21/07
P5 UPDATED MODELS
LISTED IN CHARTS.
UPDATED SPLICE & CLIP
SCHEDULES.
DLP 9/05/07
P6 UPDATE MOUNTING
DETAIL DRAWINGS.
GIRT 10/05/07
P7 UPDATED CHARTS TO
ELIMINATE THE USE OF
THE #B CLIP (REPLACED
NTH #9 ACROSS THE
BOARD).
DLP 1D/24/07
P8 UPDATED STEEL
MOUNTING DETAIL
MRB 04/11/08
P9 EXPANDED 1-1/2" TO
1-3/8" DOOR THICKNESS
CHART UP TO 14' HIGH.
GRT 12/11/08
P10 ADDED MODEL 8700.
UPDATED TITLE BLOCK
GIRT 6/2/10
DATE
DRAWN
SHEET 2 OF 2
DRAWING PART NO. REV.
307494 P10
A Division of Overhead Door Corporation
Jamb Connection
Supplement
This document provides a series of connection schedules and basic detailing concepts for the
connection of garage door jambs to building frames with the use of various fasteners.
DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document.
P/N 324620 Rev. P16
SCHEDULEI
5/16" DIAMETER LAG SCREWS
MAXIMUM SPACING OF LAG SCREWS PER JAMB IN
MAIN SUPPORT MEMBER SPECIES
SYP
SPECIFIC
GRAVITY - 0.55
DOUGLAS FIR
SPECIFIC
GRAVITY - 0.46
SPF
SPECIFIC
GRAVITY - 0.42
LOAD PER
JAMB LB/FT "oTea
100 24 24 24
120 24 24 24
140 24 24 24
160 24 24 24
180 24 24 24
200 24 24 24
220 24 24 22
240 24 24 20
260 24 22 19
280 24 20 17
300 24 19 16
320 22 18 15
340 21 16 14
360 20 16 13
380 19 15 13
400 18 14 12
420 17 13 11
440 16 13 11
460 15 12 10
480 15 12 10
500 14 11 10
520 14 11 9
540 13 10 9
560 13 10 8
580 12 9 8
600 12 9 8
620 11 9 8
640 11 9 7
660 11 8 7
680 10 8 7
700 10 8 7
720 10 8 6
740 9 7 6
760 9 7 6
780 1 9 7 1 6
800 1 9 7 16
No.0737 •
Op STAB OF
j;' PONi `
1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32"
THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE.
2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 16ft
LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft
4. CHART IS BASED ON 6-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2",
AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING.
8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1.
Digitally signed by John E. Scates, P.E.
Date: 2015.02.20 09:56:33-06'00'
Approved
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/F2203 Revision P16
SCHEDULE2
16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS
MAXIMUM NAIL SPACING PER JAMB IN
MAIN SUPPORT MEMBER SPECIES
SYP
SPECIFIC
GRAVITY - 0.55
DOUGLAS FIR
SPECIFIC
GRAVITY - 0.46
SPF
SPECIFIC
GRAVITY - 0.42
LOAD PER
JAMB (LB/FT)NOTE 3
100 24 24 19
120 24 20 16
140 21 17 14
160 18 15 12
180 16 13 10
200 15 12 9
220 13 11 8
240 12 10 8
260 11 9 7
280 10 8 7
300 10 8 6
320 9 7 6
340 8 7 n/a
360 8 6 n/a
380 7 6 n/a
400 7 6 n/a
420 7 n/a n/a
440 6 n/a n/a
460 6 n/a n/a
480 6 n/a n/a
500 6 n/a n/a
520 n/a n/a n/a
540 n/a n/a n/a
560 n/a n/a n/a
580 n/a n/a n/a
600 n/a n/a n/a
620 n/a n/a n/a
640 n/a n/a n/a
660 n/a n/a n/a
680 n/a n/a n/a
700 n/a n/a n/a
720 n/a n/a n/a
740 n/a n/a n/a
760 n/a n/a n/a
780 n/a n/a n/a
800 n/a n/a n/a
No. 51737
0 STATE OF •styfm
LORV
j;' SION' ``
1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2")
WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER.
2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A
MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 16ft
LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft
4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD.
Digitally signed by John E. Scates, P.E.
Approved
Date: 2015.02.20 09:56:58-06'00'
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/F2203 Revision P16
SCHEDULE3
3/8" 0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE
MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN)
LOAD PER
JAMB LB/FT)NIIEI
2000 PSI
CONCRETE
2500 PSI
CONCRETE
3000 PSI
CONCRETE
100 24 24 24
120 24 24 24
140 24 24 24
160 24 24 24
180 24 24 24
200 24 24 24
220 24 24 24
240 24 24 24
260 24 24 24
280 24 24 24
300 24 24 24
320 24 24 24
340 24 24 24
360 23 24 24
380 22 24 24
400 20 24 24
420 19 24 24
440 19 23 24
460 18 22 24
480 17 21 24
500 16 20 24
520 16 20 24
540 15 19 23
560 14 18 22
580 14 18 21
600 13 17 20
620 13 16 20
640 13 16 19
660 12 15 19
680 12 15 18
700 11 14 17
720 11 14 17
740 11 14 16
760 1 11 1 13 16
780 10 13 16
800 10 13 15
I **\0j;? eNsF rFs 1ii
No.51737
STATE OF ,; . 4U
ijsaI NA `
1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER
WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3".
2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 1 Eft
LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft
4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3.
Digitally signed by John E. Scates, P.E.
Approved Date: 2015.02.20 09:57:27-06'00'
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/1`2203 Revision P16
SCHEDULE4
3/8" 0 SIMPSON TITEN HD SCREW ANCHORS
MAXIMUM SPACING OF ANCHORS PER JAMB (IN)
LOAD PER
JAMB LB/
111TE4
2500 PSI
CONCRETE "orEI
4000 PSI
CONCRETENOTE1
2000 PSI GROUT
FILLED CMU"orE2
100 24 24 24
120 24 24 24
140 24 24 24
160 24 24 24
180 24 24 24
200 24 24 24
220 24 24 24
240 24 24 24
260 24 24 16
280 24 24 16
300 24 24 16
320 24 24 16
340 24 24 16
360 24 24 16
380 24 24 8
400 24 24 8
420 24 24 8
440 24 24 8
460 24 24 8
480 24 24 8
500 24 24 8
520 24 24 8
540 24 24 8
560 23 24 8
580 22 24 8
600 21 23 8
620 21 22 8
640 20 22 8
660 19 21 8
680 19 20 8
700 18 20 8
720 18 19 8
740 17 19 N/A
760 17 18 N/A
780 16 18 1 N/A
800 16 17 1 N/A
1,0 - cEN8 -.
No. 51737 rr
0 STATE OF :•4j\
w
X\, - !LORVQP%(7
1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED
CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4".
2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A
MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4".
CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476.
3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 16ft
LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft
5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4.
8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS.
Digitally signed by John E. Scates, P.E.
Approved
Date: 2015.02.20 09:58:01-06'00'
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/1`2203 Revision P16
SCHEDULE 5
3/8"0 HILT[ KWIK BOLT 3 EXPANSION ANCHOR
MAXIMUM SPACING OF ANCHORS PER JAMB (IN)
LOAD PER
JAMB LB/F NOTE4
2500 PSI
CONCRETE NOTEI
4000 PSI
CONCRETE NOTE'
2000 PSI GROUT
FILLED CMU NOTE 2
100 24 24 24
120 24 24 24
140 24 24 24
160 24 24 24
180 24 24 24
200 24 24 24
220 24 24 24
240 24 24 24
260 24 24 24
280 24 24 24
300 24 24 24
320 24 24 16
340 24 24 16
360 24 24 16
380 24 24 16
400 24 24 16
420 24 24 16
440 24 24 16
460 24 24 16
480 24 24 8
500 24 24 8
520 24 24 8
540 24 24 8
560 24 24 8
580 24 24 8
600 23 23 8
620 22 22 8
640 22 22 8
660 21 21 8
680 20 20 8
700 20 20 8
720 19 19 8
740 19 19 8
760 1 18 18 8
780 18 18 8
800 17 17 8
No. 51737
0 STATE OF
FSS/ONA,-
IIII1j0
1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/41, O.D. WASHER INTO NORMAL WEIGHT
UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3".
2. BASED ON 3/8"0 HILT[ KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A
MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4".
ONLY ONE ANCHOR PER MASONRY UNIT
CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476.
3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN
TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND E3U ] I UM
OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB.
4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2.
EXAMPLE: DESIGN LOAD = 30psf
DOOR WIDTH = 16ft
LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft
5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT.
6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42)
LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE.
IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION.
7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4.
8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS.
Digitally signed by John E. Scates, P.E.
Date: 2015.02.20 09:58:27-06'00'
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/F2203 Revision P16
Wane.
naglton
3395 ADDISON DRIVE
PENSACOLA, FLORIDA 32514
850) 474-9890
III II1//
EN F••••. i
No. 517374
Oo>,•• STATE OF :; 44/
810
t•'• LOR10P' G\
NAk-
fillO
Digitally signed by John E. Scates, P.E.
Date: 2015.02.20 09:58:53 -06'00'
J E SLATES, PE
3121 FAIRDATE DR.
CARRLLLlp1, 7X 75007
FL PE 51737 TX PE 5530R/F2203
PR- .AL ENGINEEII'S SEAL PRDMDED ONLY FOR
ON DF WNDIAAD CONSTRUCT. DETAILS
1
tI
6' MAX.
1-----=EDU-LNS P1THRU L SEE
DETAILS 1, 2, AND 3 REQUIRED
FOR VERTICAL POST
REINFORCING SYSTEMS.
1
STRUCTURAL GRADE I LUMBER
FOR DOOR HEIGHT MAXIMUM
ATTACHMENT TO SPACING
WO
SUBSTRATE OR
MINIMUM 2z6 FOR
ATTACHEMENT TO
CONCRETE AND GROUT
FILLED CMU, TYP.
6'
MAX. J DOOR
WIDTH MINIMUM
2z6 03 HEADER LOCK SOUTHERN
PINE BRACKET
LUMBER. y_
3/4' SIMPSON
TITEN HD SCREW ANCHOR
WITH A 1 1/4' WASHER AND A
MINIMUM EMBEDMENT DEPTH OF 2-
3/4' AND A MINIMUM EDGE DISTANCE
OF 2-3/4'. NOTE
MAXIMUM DESIGN LOAD CAPACITY
OF 2085 LBS. MINIMUM
2.6 J3 Q HEADER LOCK SOUTHERN
PINE BRACKET UMBER.
4'
4)
3/B' SIMPSON TITEN HD SCREW ANCHOR
WITH A 1-1/4' WASHER AND A
MINIMUM EMBEDMENT DEPTH OF 2-
3/4' AND A MINIMUM EDGE DISTANCE
OF 4'. pETA
MINIMUM
GR OL D00PSIGRTFl11 FD [MI NOTE,
MAXIMUM DESIGN LOAD CAPACITY
OF 2400 LBS. MINIMUM
24 /3 ¢ HEADER LOCK SOUTHERN
PINE BRACKET LUMBER.
4)
3/8' DIA. LAG SCREWS WITH
1-1/4' D.O. WASHERS. LAG
SCREWS SHALL HAVE A MINIMUM
PENETRATION OF 1-
9/32' INTO THE MAIN SUPPORT
MEMBER. wooD
IPPDRR I R 807E MAXIMUM
DESIGN LOAD v D
CAPACITY OF
2430 LDS. DRAWN SHEET 1
OF 2 n.l REVISIONS DRAWING
PART
NO. REV. JAMB CONNECTION
SUPPLEMENT 324620 P16
REVISIONS
Waron
3395 ADDISON DRIVE
PENSACOLA, FLORIDA 32514
850) 474-9890
MIN 2 z 4 SPF (G-0.42) OR BETTER WALL STUDMIN2500PSICONCRETE
M L- MAX ALLOWABLE FASTENER NOTF• MAX ALLOWABLE FASTENER LOAD MAY
LOAD MAY EXCEED THE DESIGN EXCEED THE DESIGN LOAD OF THE STRUCTURE
LOAD OF THE STRUCTURE DESIGN 2 3/4•
DESIGN OF SUPPORTING STRUCTURE SHALL BE
THE SOLE TY OF THE PROFESSIONALOFSUPPORTINGSTRUCMRESHALLMINEDGE015T
BE THE SOLE RESPONSIBWTY OF FOR THE SOFRECORDFORTHESTRUCTURE
THE PROFESSIONAL OF RECORD
FOR THE STRUCTURE ,
EXTERIORSHEATHING
3/B• 9MPSON TITER HD, SHEATHING
2-3/4' MIN EMBED. MIN 5/16• LAC SCREW WITH
8• BETWEEN JAMB 1-9/32• EMBED IN CENTEjBRACKETLOCATIONSTUD (3 1/4 FOR EACH
JAMB BRACKE LOCATION
JAMB BRACKET JAMB BRACKET
kill i l 1II,//// 1/4-20r<9/T ANTRACK BOL1/hK(BAOL 6• TRACKBOLTTANDGG
p 1/
h20 HEXNUD 1/4-20 HEXNU i•
V• (/// TRACK TRACK 0 •,
ENd e•:C / DIRECT CONCRETE MOUNTING DETAIL DIRECT WDOD MOLNTING OEFAIL MAX
420 S P 1RPERLAG _FASTENER 4
I ANo.
51737 s 0
STATE OF t.
0S/
ONAO O?\`` Digitally
signed by John E. Scates, P.E. Date:
2015.02.20 09:59:26-06'00' DATE NAME JDHN
E. SLATES, PE ORAWN
1 4 10 13 GRT I
FAIRDATE DR. H EET 2 OF 2 CHECKED CMR-
I. TX 75007 R
PE 517P TX PE 55]D5/F130] DRAWING PART N0. REV. PRDEE59DN.
LL EN(]NEER'S s L PROVIDED D Ftlt JAMB
CONNECTION SUPPLEMENT 32462D P16 VERInCATIDN
Di MNDLDAD CONSIRlIL90N OETASS
Florida Building Code Online Page 1 of 1
Prafessianal Regulatronr- h` -
a .,-'",'," __-a'"--t' ',00PR NCIBE7 NBOItFDBPR 09PROIYIStDNS'cCOKTACY.09Pit
Florida
tj Product Approval
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FL14039-R2 Revision Ply Gem Windows
Category: Windows
Subcategory: Single Hung
National Accreditation & Management Institute
804) 684-5124
Approved
History
Appmveu uy v rn.. Ppwv uY vorn o:.a.. :.. o: a.. ,.r . .,,., ,. ., .. .._.._..,_...
Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone• 850-487-1824
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FL # FL14039-R2
Application Type Revision
Code Version 2014
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Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
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t
Ply Gem Windows
433 N. Main St.
Rocky Mount, VA 24151
614) 532-3596
luanne.harris@plygem.com
Adam Blomberg
ablomberg@plygemwindows.com
Windows
Single Hung
Certification Mark or Listing
National Accreditation & Management Institute
National Accreditation & Management Institute
Standard
AAMA/WDMA/CSA 101/I.S.2/A440
Method 1 Option A
04/22/2015
04/22/2015
04/25/2015
10/12/2017
Year
2005
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Florida Building Code Online Page 2 of 2
Summary of Products
FL # Model, Number or Name Description
14039.1 4712/4812 Single Hung 4712FL/4712F/4812F Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL14039 R2 C CAC NI010366.01-R2.Ddf
Approved for use outside HVHZ: Yes FL14039 R2 C CAC NI010366.02-R2.Ddf
Impact Resistant: No FL14039 R2 C CAC NIO10366.03-R3.1)df
Design Pressure: N/A FL14039 R2 C CAC NIO10366-R2.1)df
Other: See installation detail for sizes and ratings. FL14039 R2 C CAC NIO10367.02-RI.odf
FL14039 R2 C CAC NI010367.03-R1.Ddf
Quality Assurance Contract Expiration Date
08/31/2018
Installation Instructions
FL14039 R2 II PGW029 SS.odf
FL14039 R2 II PGW030 AT.odf
Verified By: Hermes F. Norero 73778
Created by Independent Third Party: Yes
Evaluation Reports
FL14039 R2 AE PER3050 SS 2015-04-19.Ddf
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 a -mail address released in response to a public -records request, do not send
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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
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Product Approval Accepts:
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https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtG... 11 /29/2017
ST i 4f oa f
INSTALLATION NOTES
1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN,
UNLESS OTHERWISE STATED.
2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF
ANCHORS TO BE USED FOR PRODUCT INSTALLATION.
3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF t1/21NCH OF
THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT
CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE
INSTALLATION ANCHOR TO THE NEXT.
4. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO
CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/ MASONRY, USE ONE (1) 3116
INCH ITW TAPCON PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 1114 INCH
MINIMUM EMBEDMENT.
5. FLANGE INSTALLATION: FOR INSTALLATION THROUGH STEELSTUD USE ONE (1) N10
SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS
MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE.
6. FIN INSTALLATION: FOR INSTALLATION THROUGH STEEL STUD USE ONE (1) N8
SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS
MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE.
7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING
BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING.
8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF
CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING.
DISSIMILAR MATERIALS MUST BE SEPARATED OR COATED.
9. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION
ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF
BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK.
10. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUC'IONS, AND ANCHORS SHALL NOT BE
USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH
SPECIFIED BY THE ANCHOR MANUFACTURER.
11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS
HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE
FOLLOWING PROPERTIES:
A. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
B. MASONRY- STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1(OR
GREATER).
C. STEEL- MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALLTHICKNESS OF 33
MILS. (20 GUAGE)
PLY GEM WINDOWS
471214812 SINGLE -HUNG (NON -IMPACT)
GENERAL NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND
MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA
BUILDING CODE (FBC) EXCLUDING HVHZ AND HAS BEEN
EVALUATED ACCORDING TO THE FOLLOWING:
AAMA/WDMA/CSA 101/1.5.2/A440-05
2. ADEQUACY OF THE EXISTING STRUCTURAL
CONCRETE/MASONRY, 2X AND METAL STUD FRAMING AS A
MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF
WITHSTANDING AND TRANSFERRING APPLIED PRODUCT
LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE
ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF
INSTALLATION.
3. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND
ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE
STRUCTURE. BUCK DESIGN AND INSTALLATION ISTHE
RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD
FOR THE PROJECT OF INSTALLATION,
4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC
AND MAY NOT REFLECT ACTUAL CONDITIONS FORA SPECIFIC
SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE
FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED
ENGINEER OR ARCHITECTSHALL PREPARESITE SPECIFIC
DOCUMENTS FOR USE WITH THIS DOCUMENT.
S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO
PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT
RESISTANCE.
6. WINDOW FRAME MATERIAL: ALUMINUM 6063-TS
7. GLASS MEETSTHE REQUIREMENTS OF ASTM E1300 GLASS
CHARTS. SEE SHEET 5 FOR GLAZING DETAILS.
8. DESIGNATIONS 7" AND "0"STAND FOR THE FOLLOWING:
X: OPERABLE PANEL
0: FIXED PANEL
TABLE OF CONTENTS
SHEET REV15ION SHEET DESCRIPTION
1 A GENERAL & INSTALLATION NOTES
2 ELEVATIONS ANCHOR LAYOUTS
3 4712FL VERTICAL & HORIZONTAL SECTIONS
4 4712F VERTICAL & HORIZONTAL SECTIONS
5 4812F VERTICAL & HORIZONTAL SECTIONS
PRODUCT
OVERALL SIZE DP RATING
PSF)
MISSILE IMPACT
RATINGWIDTHIHEIGHT
4712FL 48" 83.93" 50/-70 NOT RATED
4712FL 53" 72" 50/-60 NOT RATED
4712F 53" 72" 50/-60 NOT RATED
4712F 48" 83.93" 50/-60 NOT RATED
4812F 48" 84" 1 +50/-60 NOT RATED
4812F 48" 96" 1 +30 / -30 1 NOT RATED
Digitally signed by Hermes F. Norero, P.E.
Reason: I am approving this document
Date-- 2015.04.10 10:48:44-04'00'
a PLyWINDOWS
GEM
433 N. MAIN ST., PO BOX 559.
ROCKY MOUNT, VA 24151
PH: 540A84-6348 FX: 540-484-6683
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4 „X„
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SASH MAX.
WIDTH 51.25"
D.L.O MAX.
WIDTH 44.31"
D.L.O. MAX. F iHEIGHT
33.25"
UNIT
MAX.
HEIGHT
96.00"
SASH MAX.
HEIGHT
36.31"
SEE ANCHOR
SEE ANCHOR' SCHEDULE
SCHEDULE
ANCHOR LAYOUT
SEE ANCHOR
SCHEDULE
SEE ANCHOR
SCHEDULE
UNIT MAX.
WIDTH 48.00"
5
B F
3 4
D.L.O. MAX.
HEIGHT
45.56"
SASH MAX.
HEIGHT
35.88"
44H
C G- L "X"
3 4 5
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WIDTH 46.25"
ELEVATION
INSTALLATION QTY PER EMBEDMENT
EDGE HEAD SILL JAMB O.C. CORNER
ANCHOR TYPE SUBSTRATE DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCETYPELOCATIONIN.)
IN.) IN.) IN.) IN.) IN.)
8 SELF -TAPPING FIN 1 STEEL STUD 3 THREADS N/A 12 12 9 4
3/16" ITW TAPCON FLANGE 1 CONCRETE/MASONRY 1.25 2.5 20 20 4
10 SELF -TAPPING FLANGE 1 STEEL STUD 3 THREADS N/A 20 20 4
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ROCKY MOUNT, VA 24151
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4712 FIN
8 SELF -TAPPING SCREW
INSTALLATION ANCHOR
METAL STUD FRAMING
BY OTHERS
INTERIOR
1/4" MAX.
SHIM SPACE
METAL STUD FRAMING
BY OTHERS
8 SELF -TAPPING SCREW
INSTALLATION ANCHOR
1/4" MAX.
SHIM SPACE
8 SELF -TAPPING SCREW
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METAL STUD FRAMING
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433 N. MAIN ST., PO 80X 559.
ROCS' MOUNT, VA 24151
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5J JAMB - STEEL STUD FRAME
GLAZING DETAIL 1
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SHIM SPACE SHALL COMPLY WITH ASTM E 1300
GLA55 CHART REQUIREMENTS
METAL STUD FRAMING
BY OTHERS
8 SELF -TAPPING SCREW
3 THREADS MIN. INSTALLATION ANCHOR
ENGAGEMENT
VERTICAL SECTION
SILL- PRECAST CONCRETE
4812 FIN
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433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540484-6348-FX: 540-464-6683
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FL14253-R3 Affirmation Ply Gem Windows National Accreditation & Management Institute Approved
History Category: Windows 804) 684-5124
Subcategory: Fixed
Appmveu uy morn. pp-- Y
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:
disc,. im
Credit Card
Safe
1xknknAI fIr,riramhliiIriinn nra/nr/nr Ann Irt Acnx 11 /29/2017
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Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL14253-R3
Application Type Affirmation
Code Version 2014
Application Status Approved
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
0
Ply Gem Windows
433 N. Main St.
Rocky Mount, VA 24151
614) 532-3596
luanne.harris@plygem.com
Adam Blomberg
aboomberg@plygemwindows.com
Windows
Fixed
Certification Mark or Listing
National Accreditation & Management Institute
National Accreditation & Management Institute
Standard
AAMA/NWWDA 101/I.S.2-97
Year
1997
GI 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.
Documentation from approved Evaluation or Validation Entity 0Yes ONo ON/A
FL14253 R3 COC SA14253 SS 2015-04-10.odf
Product Approval Method Method 1 Option A
Date Submitted 05/06/2015
httr,c• / /vjv w flrnririahi H1riino-nro/nr/Dr aDD dtl.aSDX?Daram=wGEVXQwtDquD... 11 /29/2017
Florida Building Code Online Page 2 of 3
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
Summa
05/06/2015
05/16/2015
10/12/2017
FL # Model, Number or Name Description
14253.1 . 4701FL Fixed Window Builder Series 4701FL Fixed Window
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL14253 R3 C CAC NI008098-R4.Ddf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 10/31/2018
Design Pressure: +50/-50 Installation Instructions
Other: FL14253 R3 II PGW050-R1 SS.odf
Verified By: Hermes Norero 73778
Created by Independent Third Party: Yes
Evaluation Reports
FL14253 R3 AE PER2898 SS.Ddf
Created by Independent Third Party: Yes
14253.2 705 Fixed Windows Builder Series 705 Fixed Window
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL14253 R3 C CAC NI006190-R5.Ddf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 07/31/2018
Design Pressure: +50/-50 Installation Instructions
Other: FL14253 R3 II PGW047-R1 SS.odf
Verified By: Hermes Norero 73778
Created by Independent Third Party: Yes
Evaluation Reports
FL14253 R3 AE PER2899 SS.Ddf
Created by Independent Third Party: Yes
14253.3 705 Fixed Windows Builder Series 705 Fixed Window
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL14253 R3 C CAC NI006189-R5.odf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 07/31/2018
Design Pressure: +45/-45 Installation Instructions
Other: FL14253 R3 II PGW049-RI SS.Ddf
Verified By: Hermes Norero 73778
Created by Independent Third Party: Yes
Evaluation Reports
FL14253 R3 AE PER2900 SS.Ddf
Created by Independent Third Party: Yes
114253.4 1 705 Fixed Windows I Builder Series 705 Fixed Window
Limits of Use Certification Agency Certificate
Approved for use -in HVHZ: No FL14253 R3 C CAC NI006468-R5.Ddf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 10/31/2018
Design Pressure: +40/-40 Installation Instructions
Other: FL14253 R3 II PGW048-RI SS.Ddf
Verified By: Hermes Norero 73778
Created by Independent Third Party: Yes
Evaluation Reports
FL14253 R3 AE PER2901 SS.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:
0 ® eCii E
L.4-411--nu -Fl^r;Anhiiilriinri nrei/nr/nr nn tltl acnY7naram=wC;FVXOwtnnLln__- 11/29/2017
INSTALLATION NOTES:
1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR
LOCATION SHOWN, UNLESS OTHERWISE STATED.
2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE
MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT
INSTALLATION.
3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A
TOLERANCEOF±112 INCH OF THE DEPICTED LOCATION IN THE
ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OF
TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE
INSTALLATION ANCHOR TO THE NEXT.
4. FOR INSTALLATION THROUGH 2X BUCK USE #10 WOOD SCREW
OF SUFFICIENT LENGTH TO ACHIEVE 1112 INCH MINIMUM
EMBEDMENT INTO WOOD SUBSTRATE.
5. FOR INSTALLATION THROUGH 1X BUCK INTO
CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY,
USE 3116 INCH ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE
11/41NCH MINIMUM EMBEDMENT INTO CONCRETE/MASONRY
SUBSTRATE.
6. FOR INSTALLATION INTO STEEL STUD SUBSTRATE, USE #10
SELF -TAPPING TYPE INSTALLATION ANCHORS TO ACHIEVE 3
THREADS MINIMUM ENGAGEMENT THROUGH STEEL STUD.
7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL
FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM,
BRICK VENEER, AND SIDING.
8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE
MADE OF CORROSION RESISTANT MATERIAL OR HAVE A
CORROSION RESISTANT COATING.
9. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT
INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS.
EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR
EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK.
10. 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 BY THE ANCHOR
MANUFACTURER.
11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS
HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE
FOLLOWING PROPERTIES:
A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55.
B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 2700
PSI.
C. MASONRY- STRENGTH CONFORMANCETO ASTM C-90,
GRADE N, TYPE 1 (OR GREATER).
D. STEEL- MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM
WALLTHICKNESS OF 33MILS.
SERIES 4 701 FL ALUMINUM FIXED WI ND O W
GENERAL NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND
MANUFACTURED TO COMPLY WITH THE 2010 FLORIDA
BUILDING CODE, EXCLUDING HVHZ.
AAMA/N W W DA 101/I.S.2-97
2. ADEQUACY OF THE EXISTING STRUCTURAL
CONCRETE/MASONRY, 2X AND STEEL STUD FRAMING AS A
MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF
WITHSTANDING AND TRANSFERRING APPLIED PRODUCT
LOADS TO THE FOUNDATION 15 THE RESPONSIBILITY OF THE
ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF
INSTALLATION.
3. 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND
ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE
STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE
RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF
RECORD FOR THE PROJECT OF INSTALLATION.
4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE
GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR
A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION
TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN,
A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE
SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT.
S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO
PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT
RESISTANCE.
6. WINDOW FRAME MATERIAL: ALUMINUM 6063-T5
7. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS
CHARTS. SEE SHEET FOR GLAZING DETAILS.
B. DESIGNATIONS "X" AND "0" STAND FOR THE FOLLOWING:
X. OPERABLE PANEL
O: FIXED PANEL
TABLE OF CONTENTS
REVISION SHEET DESCRIPTION
A INSTALLATION d GENERAL NOTESrlziELEVATIONQANCHORLAYOUT
VERTICAL SECTIONS
HORIZONTAL SECTIONS 6 GLAZING DETAILS
COMPONENTS G BILL OF MATERIALS
DESIGN PRESSURE RATING
GLAZE TYPE DESIGN PRESSURE MISSLE IMPACT RATING
1 50/-50 PSF NOT RATEb
Digitally signed by Hermes F. Norero, P.E.
Reason: I am approving this document
Date: 2014.05.28 18:55:06-04'00'
m PLY GEMWINDOWS
433 N. MAIN ST., PO BOX 559.
ROCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 540-484-6683
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EXTERIOR FINISH
PERIMETER CAULK
BY OTHERS
O.A. WINDOW
HEIGHT
EXTERIOR
3/4" MIN.
EDGE DISTANCE
10 WOOD SCREW
INSTALLATION ANCHOR
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6 SHIM SPACE
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g VERTICAL SECTION
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BY OTHERS
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BY OTHERS
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BY OTHERS
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EXTERIOR FINISH
BY OTHERS
IX WOOD BUCK
3/16" ITW TAPCON BY OTHERS
INSTALLATION ANCHOR CONCRETE/MASONRY
2 1/2" MIN. EDGE BY OTHERS
DISTANCE CAULK BETWEEN
VERTICAL SECTIONq WOOD BUCK BY OTHERSIX
3 SILL-CONCRETE/MASONRY
FLANGE INSTALLATION
10 SELF -TAPPING SCREW
INSTALLATION ANCHOR
3 THREADS OF MIN.
ENGAGEMNT
1/4" MAX.
I- SHIM SPACE
SEE GLAZING
DETAIL
INTERIOR
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433 N. MAIN 5T., PO BOX 559.
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WIDTH
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FLANGE INSTALLATION
11/4" MIN. PLY GEM1/4" MAX. EDGE DISTANCE 056 WINDOWS
SHIM SPACE CONCRETE/MA50NRY BY OTHERS
2X WOOL) SUCK 433 N. MAIN ST.. PO BOX 559,
MOUNT, VA 24151
BY OTHERSBY
CAULK BETWEEN PH; 540-04-6348 FX: 540-48476683
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CHART DWG #: REQUIREMENTS.
PGW050-
SHEET.
A OF 5
BILL OF MATERIALS
ITEM NO. DESCRIPTION PART NO. MATERIAL MANUFACTURER
I FRAME HEAD/SILL/JAMB 11080 ALUMINUM 6063-T5 PLY GEM WINDOWS
2 GLAZING BEAD 10601 ALUMINUM 6063-T5 PLY GEM WINDOWS
3 GLAZING BEAD INSERT V-166 VINYL PLY GEM WINDOWS
4 3/8" X 1/8" FOAM TAPE VINYL
5 3/4" O.A. INSULATED GLASS TEMP. GLASS
6 SHEAR CLIP 11587 ALUMINUM 6063-T5 I PLY GEM WINDOWS
OSHEAR CLIP
ALUMINUM 6063-T5
2
OFRAME HEAD/SILL/JAMB
ALUMINUM 6063-T5
1.875
0.5
2.437
OGLAZING BEAD
ALUMINUM 6063-T5
0.9B2
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ROCKY MOUNT, VA Z4151
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Florida Building Code Online Page 1 of 1
Busnes &Prafessional Regulation -
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BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
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Code Version 2014 FL# 15264
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Approved for use in HVHZ ALL Approved for use outside HVHZ ALL
Impact Resistant ALL Design Pressure ALL
Other ALL
Cnarrh Racul4c - Annliratinnc
FL# Tvve Manufacturer Validated By Status
FL15264-R1 Revision Ply Gem Windows
Category: Windows
Subcategory: Mullions
Locke Bowden
334) 300-1800
Approved
History
Approved oy uorn. Approvals oy vorn sxmu ue reweweu dnu iduneu uy uie -1 dnu, ui 11.1 1 uao Y-
Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Coovrioht 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:
eChoiA E
Credit Card
Safe
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3a
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Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL15264-R1
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived O
Product Manufacturer Ply Gem Windows
Address/Phone/Email 433 N. Main St.
Rocky Mount, VA 24151
614) 532-3596
luanne.harris@plygem.com
Authorized Signature Adam Blomberg
ablomberg@plygemwindows.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
G Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Hermes F. Norero P.E.
the Evaluation Report
Florida License PE-73778
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Locke Bowden
t 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
FL15264 R1 COI COI PLY GEM SS 2015-02-19.1)df
1710.5.3
Method 2 Option B
https://www.floridabuilding.org/pr/pr_app_dtt.aspx?param=wGEVXQwtDgv3... 11 /29/2017
Florida Building Code Online Page 2 of 2
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
Summary of Products
02/19/2015
02/24/2015
03/01/2015
04/15/2015
10/12/2017
FL # Model, Number or Name Description
15264.1 Series 4700 Fin Aluminum Mullions
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15264 R1 II PGW130 SS 2015-01-02.pdf
Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. Florida P.E. 73778
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: This product does not require an impact protective FL15264 R1 AE PER3064 SS 2015-01-02.1)df
system for wind borne debris region ZONE 3 or LESS. See Created by Independent Third Party: Yes
drawing PGW130 for design pressure tables, installation
details, and anchoring instructions.
15264.2 Series 4700 Flange Aluminum Mullions
Limits of Use
Approved for use in HVHZ: No
Installation Instructions
FL15264 R1 II PGW131 SS 2015-01-02.pdf
Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero, P.E. Florida P.E. 73778
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: This product does not require an impact protective FL15264 R1 AE PER3065 SS 2015-01-02.1)df
system for wind borne debris region ZONE 3 or LESS. See Created by Independent Third Party: Yes
drawing PGW131 for design pressure tables, installation
details, and anchoring instructions.
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:
Credit Card
Safe
https://www.floridabuilding.org/pr/pr_app_dtt.aspx?param=wGEVXQwtDgv3... 11 /29/2017
PLY GEM WINDOWS
4700 FIN MULLION
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FBC, SECTION 1710.5.3.
2. MULLION INSTALLATION DETAILS APPLY TO PLY GEM 4700 FIN ALUMINUM EXTRUDED MULL WITH ALUMINUM ANCHOR CLIP WHEN USED TO MULL WINDOWS WITH A HORIZONTALLY OR
VERTICALLY CONTINUOUS MULLION.
3. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS ZONE 3 OR LESS. INDIVIDUAL UNITS MUST BE IMPACT RATED.
4. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGION ZONE 4.
S. USE 410 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE MINIMUM EMBEDMENT OF 11/2" INTO WOOD FRAMING. (SEE CHARTS & NOTES ON SHEETS 4 & 5 FOR DESIGN PRESSURE
AND ANCHOR NOTES).
6. USE 3/16" ITW TAPCON SCREWS OF SUFFICIENT LENGTH TO ACHIEVE MINIMUM EMBEDMENT OF 11/4" INTO CONCRETE/MASONRY SUBSTRATE. (SEE CHARTS & NOTES ON SHEETS 4 & 5
FOR DESIGN PRESSURE AND ANCHOR NOTES).
7. 2X4 WOOD BUCKS TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE AND IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
8. SEE CHARTS & NOTES ON SHEETS 4 & 5 FOR DESIGN PRESSURE.
9. THIS MULLION IS ONLY VALID WHEN USED IN CONJUNCTION WITH APPLICABLE
PLY GEM PRODUCTS.
FHORIZONTALMULLSPAN
10. ALLWINDOWS USED WITH THIS MULLION SHALL BE QUALIFIED UNDER SEPARATE APPROVAL.
11. MULLION MATERIAL: 6063-T6 ALUMINUM.
12 CLIP MATERIAL: 6063-T6 ALUMINUM
13. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS
HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE
FOLLOWING PROPERTIES:
A. WOOD -MINIMUM SPECIFIC GRAVITY OF 0.55.
B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
C. MASONRY -STRENGTH CONFORMANCE TO ASTM C-90, MULL CLIP W/
GRADE N, TYPE 1 (OR GREATER).
ANCHORS,
TYP
TABLE OF CONTENTS
SHEET REVISION SHEET DESCRIPTION
1 A MULLION ASSEMBLY ELEVATIONS & NOTES
2 MULL VERTICAL& HORI. SECTION DETAILS AND ANCHORING
3 MULLION COMPONENT DETAILS
4 HORIZONTAL MULLION DESIGN PRESSURE CHARTS
5 VERTICAL MULLION DESIGN PRESSURE CHARTS
D TRANSOM
2 2 HEIGHT
WINDOW MULL CLIP W/
WIDTH ANCHORS,
B TYP
UNIT
HEIGHT
2 WINDOW
HEIGHT
HORIZONTALI
MULL SPAN
HORIZONTAL MULLION MULLION FOR
WINDOW WITH TRANSOM
OM
HT
WINDOW
WIDTH
2
VER'
OW MUL
HT SI
HORIZONTAL MULLION FOR
SIDE -BY -SIDE WINDOWS W/ TRANSOM
14 a
ICAL B
AN
MULL CLIP W/ C
ANCHORS, 2
TYP
WINDOW
HEIGHT
Ply G EM
WI %VS
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 540-484-6683
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VERTICAL (TWIN) MULLION FOR a N 3 ; _ _ z
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DWG #:
Digitally signed by Hermes F Norero, P.E. PG W 130
Reason: I am approving this document
SHEET: q
Date: 2015.01.02 13:05:38-05'00' 1 OF 5
SHEATHING 3/4"
EDGE
MIN. ®e PLC/ GEMBYOTHERSEDGEDISTANCE
INSTALLATION l" ANCHOR wDo%vs TWO (
2) PER ANCHOR CLIP 2X WOOD FRAME BY OTHERS 433
N. MAIN ST., PO BOX 559, SEE
NOTES 4 & 5 ON SHEET 1) 1 1/2" MIN. ROCKY
MOUNT, VA 24151 EXTERIOR
FINISH EMBEDMENT BY
OTHERS PH: 540-484-6348 FX: 540-484-6683 MULLION
FRAME 11/2" MIN. 11090
EMBEDMENT o M MULLION
CLIP 3/4" MIN. N o H o 11087-
2 EDGE DISTANCE ] = N MULLIONFRAME -.u a m 11090
Z = < O = W H
v 2 LL O.
A. WINDOW MULLION CLIP Z a w v HEIGHT
I #11087-2 " , m H EXTERIOR
INTERIOR a
w ¢
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O H p Z n 11II
q VERTICAL SECTIONZE p
w m m o a 2
HEAD-2X WOOD/CONCRETE/MASONRY _ INSTALLATION ANCHOR MULLANCHORCUP
TWO (2) PER ANCHOR CLIP W MULLION
FRAME SEE
NOTES 4 & 5 ON SHEET 1) 11090
SHEATHING O.
A. WINDOW BY OTHERS a EXTERIOR
INTERIOR
WIDTH EXTERIOR FINISH BY
OTHERS ()7 g
VERTICAL SECTION p HORIZONTAL SECTION 0 2
4700 FIN MULLION 2 JAMB - 2X WOOD FRAME H z 1^
O
MULL
ANCHOR CLIP Hd
HV
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Wuj NWLL
EXTERIOR
INTERIOR O.
A. WINDOW HEIGHT
1/4"-20 TEK SCREW 2
EACH SIDE) C) ZMULLION#
LIP # U
MULLION
N FRAME `,` 1
1/4" MIN. - ,,.I MULLION
EMBEDMENT
11090
1 ~ EXTERIOR
FINISH EXTERIOR
INTERIOR T-
CLIP BY
OTHERS - I #11091 INSTALLATION
ANCHOR II WINDOW FRAME i d'•' '' a
TWO (
2) PER ANCHOR CLIP SX WOOD FRAME SEE
NOTES 4 & 5 ON SHEET 1) BY OTHERS (OPTIONAL) CONCRETE/
MASONRY 2-1/2" MIN. ^ T m
BY
OTHERS EDGE DISTANCE I- -' WN Z a' Y U- F C
VERTICAL SECTION E VERTICAL SECTION a" u_ L Z 2
SILL- CONCRETE MASONRY 2 T-MULLION DWG'#: MULL
ANCHOR CLIP PG W 13 0 SHEET:
2 QF 1
PLy G EMVIiJpOV'5
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
HORIZONTAL MULLION
PH: 540-484-6348 FX: 540-484-6683
VERTICAL MULLION #11090 m
11090 1/4"-20 TEK SCREW Z m
T-CLIP (2 EACH SIDE)
11091 o a ~ o
0.210" DIA. 3/8" O
0.165" DIA.
m ¢
l 3/8" 7/16" o o T Z¢ m e17/8" I J 7/8" v
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11/16" 1 7/8" 2 5/8" f 1 "-
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Lu
15/16"
1/8"
Tm
ANCHOR CLIP #11087-2
6063-T6 ALUMINUM T-CLIP #11091 17-
6063-T6 ALUMINUM p
USED TO MULL VERTICAL MULLION C) TO HORIZONTAL MULLION H H
v
W w
DC
L
2 7/8"
yl
Z
1 3/16" 1 5/16"
O
LL -
4 $
4700 FIN MULLION (#11090)
6063-T6 ALUMINUM ' A/
N T T
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Z OL Nz ¢ H
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DWG #:
PGW130
SHEET: 3 OF 5
Maximum design pressure capacity chart
Series 4700 Horizontal mullion, single with transom (11090)
Design pressures are limited either by mullion or anchor screw or anchor clip capacity.
uair,hf ri.i I Inif wirith lint
DESIGN PRESSURE CHARTS
FOR CONTINUOUS HORIZONTAL MULLION
Window Transom 1870 21.0 24.0 27.0 30.0 33.0 1 36.0 39.0 42.0 45.0 48.0 53.0
24.0 12.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
30.0 15.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
36.0 18.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
42.0 ' 21.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
48.0 24.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
54.0 27.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 1 75.0 75.0 75.0 1 75.0 75.0
60.0 30.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 74.3
66.0 33.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 72.5
72.0 r 36.0 75.0 1 75.0 1 75.0 1 75.0 75.0 75.0 75.0 75.0 1 75.0 75.0 75.0 71.0
Maximum design pressure capacity chart (psO
Series 4700 Horizontal mullion, twin with transom (11090)
Design pressures are limited either by mullion or anchor screw or anchor clip capacity.
W.inhf linl I Inif wirifh (m)
Window Transom 36.0 42.0 48.0 54.0 60.0 66.0 72.0 78.0 84.0 90.0 96.0 106.0
24.0 12.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 71.0 61.1 52.7 43.3 32.0
30.0 15.0 75.0 75.0 75.0 75.0 75.0 75.0 67.3 57.2 49.2 42.7 35.1 25.9
36.0 18.0 75.0 75.0 75.0 75.0 75.0 67.5 56.5 47.9 41.2 35.8 29.7 21.9
42.0 21.0 75.0 75.0 75.0 73.7 68.8 58.3 48.7 41.4 35.6 30.9 25.8 19.0
48.0 24.0 75.0 72.0 65.7 60.9 57.3 51.4 43.0 36.4 31.3 27.2 23.0 16.9
54.0 27.0 70.0 62.1 56.3 51.9 48.5 45.8 38.5 32.6 28.0 24.3 20.7 15.2
60.0 30.0 61.8 54.6 49.2 45.2 42.0 39.5 34.9 29.6 25.4 22.0 18.9 13.9
66:0 - 33.0 55.3 48.7 43.8 40.0 37.1 34.7 32.0 27.1 23.2 20.1 17.4 12.7
72.0 1 36.0 50.0 43.9' 39.4 1 35.9 1 33.2 1 31.0 29.2 25.0 21.4 18.6 16.1 11.8
NOTES
1. THE DESIGN PRESSURES IN THIS CHART ARE FORTH MULLIONS LISTED HERE WHEN
USED WITH THE CLIP DETAILED IN THIS DOCUMENT.
2. FOR MULL CLIPS IN WOOD FRAMING INSTALLATION USE TWO (2) #10 WOOD SCREWS
AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A 11/2"
MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
3. FOR MULL CLIPS INCONCRETE/MASONRYINSTALLATION USE TWO (2) 3/16" ITW
TAPCON SCREWS AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE
A 11/4" MINIMUM EMBEDMENT INTO FRAMING, SEE SHEET 2 FOR DETAILS.
4. CHARTS APPLY ONLY TO 4700 FIN MULLION EXTRUDED MULLIONS AS SPECIFIED HERE
WHEN USED TO MULL WINDOWS IN AN OVER-UNDER ORIENTATION WITH A
HORIZONTALLY CONTINUOUS MULL.
5. READ WINDOW HEIGHT AND MULL SPAN IN INCHES. DESIGN PRESSURE VALUES ON
THIS CHART ARE POSITIVE AND NEGATIVE PSF.
6. DESIGN PRESSURE VALUES APPLY TO MULLION WHERE TWO OR MORE WINDOWS ARE
LISTED IN A SINGLE OPENING.
7. REFER TO PER 3064 FOR MORE MULLION SPECIFICATIONS.
NOTES
1. THE DESIGN PRESSURES IN THIS CHART ARE FOR THE MULLIONS LISTED HERE
WHEN USED WITH THE CLIP DETAILED IN THIS DOCUMENT.
2. FOR MULL CLIPS IN WOOD FRAMING INSTALLATION USE TWO (2)410 WOOD
SCREWS AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A 1
1/2' MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
3. FOR MULLCU SINCONCRETE/MASONRY INSTALLATION USE TWO (2) 3/16" ITW
TAPCON SCREWS AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO
ACHIEVE A 11/4" MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR
DETAILS.
4. CHARTS APPLY ONLY TO 4700 FIN MULLION EXTRUDED MULLIONS AS SPECIFIED
HERE WHEN USED TO MULL WINDOWS IN A SIDE -BY -SIDE ORIENTATION WITH
CONTINUOUS TRANSOM AND HORIZONTALLY CONTINUOUS MULL.
S. READ WINDOW HEIGHT AND MULL SPAN IN INCHES. DESIGN PRESSURE VALUES
ON THIS CHART ARE POSITIVE AND NEGATIVE PSF.
6. DE SIGN PRESSURE VALUES APPLY TO MULLION WHERE TWO OR MORE WINDOWS
ARE LISTED IN A SINGLE OPENING.
7. REFER TO PER 3064 FOR MORE MULLION SPECIFICATIONS.
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WINDOWS
433 N. MAIN ST., PO BOX 559.
ROCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 540-484-6683
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SHEET: 4 OF 5
Maximum design pressure capacity chart (pso
Series 4700 Vertical Mullion (Twin) (11090)
Design pressures are limited either by mullion or anchor screws or anchor clip capacity
Heiaht Unit Width linl
DESIGN PRESSURE CHARTS
FOR CONTINUOUS VERTICAL MULLION
in) 18.0 21.0 24.0 2T0' 30.0 33,0 36.0 39.0 42.0 45.0 48,01 53.0
24.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
30.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
36.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
42.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
48.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.6 75.0 75.0
54.0 75.0 75.0 75.0 75.0 75.0 75.0 73.0 70.3 68.2 66.7 65.7 64.9
60,0 75.0 75.0 75.0 75.0 70.0 65.9 62.5 59.9 57.7 56.0 54.7 53.3
62.0 75.0 75.0 75.0 72.2 67.1 63.0 59.7 57.0 54.9 53.1 51.3 49.1
66.0 75.0 75.0 73.0 66.7 61.8 57.5 53.6 50.4 47.9 45.7 44.0 41.8
72.0 75.0 71.6 63.2 56.8 51.7 47.6 44.3 Al 39.2 37.3 35.7 33.6
84.0 60.6 52.2 46.0 41.2 37.4 34.3 31.8 29.7 27.9 26.4 25.1 23.3
NOTES
1. THE DESIGN PRESSURES IN THIS CHART ARE FOR THE MULLIONS LISTED HERE WHEN
USED WITH THE CLIP DETAILED IN THIS DOCUMENT.
2. FOR MULL CLIPS IN WOOD FRAMING INSTALLATION USE TWO (2)#10 WOOD SCREWS
AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A 11/2"
MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
3. FOR MULL CLIPS INCONCRETE/MASONRY INSTALLATION USE TWO (2)3/I6"ITW
TAPCON SCREWS AT EACH ANCHOR CLIP, MUST BE OF SUFFICIENT LENGTH TO ACHIEVE
A 11/4- MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
4. CHARTS APPLY ONLY TO 4700 FIN MULLION EXTRUDED MULLIONS AS SPECIFIED HERE
WHEN USED TO MULL SIDE -BY -SIDE WINDOWS WITH VERTICALLY CONTINUOUS
MULL.
S. READ WINDOW WIDTH AND MULL SPAN IN INCHES. DESIGN PRESSURE VALUES ON THIS
CHART ARE POSITIVE AND NEGATIVE PSF.
6. DESIGN PRESSURE VALUES APPLY TO MULLION WHERE TWO OR MOR E WINDOWS ARE
LISTED IN A SINGLE OPENING.
7. REFER TO PER 3064 FOR MORE MULLION SPECIFICATIONS.
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433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 540-484-6683
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SHEET: 5 OF 5
PLY GEM WINDOWS
4700 FLANGE MULLION
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FBC, SECTION 1710.5.3.
2. MULLION INSTALLATION DETAILS APPLY TO PLY GEM 4700 FLANGE ALUMINUM EXTRUDED MULL WITH ALUMINUM ANCHOR CLIP WHEN USED TO MULL WINDOWS WITH A HORIZONTALLY
OR VERTICALLY CONTINUOUS MULLION.
3. APPROVED IMPACT PROTECTIVE SYSTEM 15 NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS ZONE 3 OR LESS. INDIVIDUAL UNITS MUST BE IMPACT RATED.
4. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGION ZONE 4.
S. USE p10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE MINIMUM EMBEDMENT OF 11/2" INTO WOOD FRAMING. (SEE CHARTS & NOTES ON SHEETS 4 & 5 FOR DESIGN PRESSURE
AND ANCHOR NOTES).
6. USE 3/16" ITW TAPCON SCREWS OF SUFFICIENT LENGTH TO ACHIEVE MINIMUM EMBEDMENT OF 11/4" INTO CONCRETE/MASONRY SUBSTRATE. (SEE CHARTS & NOTES ON SHEETS 4 & 5
FOR DESIGN PRESSURE AND ANCHOR NOTES).
7. 2X4 WOOD BUCKS TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE AND IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
B. SEE CHARTS & NOTES ON SHEETS 4 & 5 FOR DESIGN PRESSURE.
9. THIS MULLION IS ONLY VALID WHEN USED IN CONJUNCTION WITH APPLICABLE HORIZONTAL
PLY GEM PRODUCTS.
MULL SPAN
10. ALL WINDOWS USED WITH THIS MULLION SHALL BE QUALIFIED UNDER SEPARATE APPROVAL.
11. MULLION MATERIAL: 6063-T6 ALUMINUM.
12. CLIP MATERIAL: 6063-T6 ALUMINUM
13. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS
HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE
FOLLOWING PROPERTIES:
A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55.
B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 2
C. MASONRY- STRENGTH CONFORMANCE TO ASTM C-90, MULL CLIP W/
GRADE N, TYPE 1 (OR GREATER). ANCHORS,
TYP
TABLE OF CONTENTS
SHEET REVISION SHEET DESCRIPTION
1 A MULLION ASSEMBLY ELEVATIONS A NOTES
2 MULL VERTICAL 6 HORI. SECTION DETAILS AND ANCHORING
3 MULLION COMPONENT DETAILS
4 HORIZONTAL MULLION DESIGN PRESSURE CHARTS
5 VERTICAL MULLION DESIGN PRESSURE CHARTS
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TRANSOM
HEIGHT
2
7 VER
WINDOW MUL
HEIGHT Sp
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HORIZONTAL MULLION FOR
SIDE -BY -SIDE WINDOWS W/ TRANSOM
PLyGEM
TRANSOM
HEIGHT
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
WINDOW MULL CLIP W/
WIDTH ANCHORS,
UNIT
TYP
HEIGHT
2 WINDOW
HEIGHT
1 1
I HORIZONTAL I
MULL SPAN III~~~
HORIZONTAL MULLION FOR
WINDOW WITH TRANSOM
WINDOW
WIDTH
2
TICAL B
LION 2
AN
MULL CLIP W/ C
ANCHORS,
TYP
WINDOW
HEIGHT
VERTICAL (TWIN) MULLION FOR
SIDE -BY -SIDE WINDOWS
Digitally signed by Hermes F Norero, P.E.
Reason:I am approving this document
Date: 2015.01.02 13:06:22-05'00'
PH: 540-464-6348 FX; 540A84-6683
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SHEET: 1 OF 5
SHEATHING
BY OTHERS
INSTALLATION ANCHOR
TWO (2) PER ANCHOR CLIP
SEE NOTES 4 & 5 ON SHEET 1)
EXTERIOR FINISH
BY OTHERS
MULLION FRAME
11084
f MULLION CLIP
I #11087-2
O.A. WINDOW
HEIGHT
I EXTERIOR
3/4" MIN.
EDGE DISTANCE
2X WOOD FRAME BY OTHERS
1 1/2" MIN.
EMBEDMENT
INTERIOR
A VERTICAL SECTION
2 HEAD -ZX WOOD/CONCRETE/MASONRY
MULL ANCHOR CLIP
MULLION FRAME
11084
EXTERIOR
INTERIOR
g VERTICAL SECTION
2 4700 FLANGE MULLION
1 112" MIN.
EMBEDMENT
3/4" MIN.
MULLION FRAME
EDGE DISTANCE
11084
MULLION CLIP
11087-2
INSTALLATION ANCHOR
TWO (2) PER ANCHOR CLIP
SEE NOTES 4 & 5 ON SHEET 1)
SHEATHING
O.A. WINDOW BY OTHERS
WIDTH EXTERIOR FINISH
BY OTHERS
D) HORIZONTAL SECTION
2 JAMB -2X WOOD FRAME
MULL ANCHOR CLIP
EXTERIOR INTERIOR
O.A. WINDOW
HEIGHT 1/4"-20 TEK SCREW
2 EACH SIDE)
MULLION CLIP MULLION FRAME
11087-2 1 1/4" MIN. #11084
MULLION
EMBEDMENT
EXTERIOR FINISH
EXTERIOR INTERIOR
BY OTHERS
T-CLIP
I #11091
INSTALLATION ANCHOR II
TWO (2) PER ANCHOR CLIP 1X WOOD FRAME WINDOW FRAME
SEE NOTES 4 & 5 ON SHEET 1) BY OTHERS (OPTIONAL)
CONCRETE/MASONRY 2-1/2" MIN.
BY OTHERS EDGE DISTANCE
C VERTICAL SECTION E VERTICAL SECTION
2 SILL- CONCRETE MASONRY 2 T-MULLION
MULL ANCHOR CLIP
A° PLY GEMWINDOWS
433 N. MAIN 5T., PO BOX 559.
ROCKY MOVNT, VA 24151
PH: 540484-6348 FX: 540-484-6683
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SHEET: 2 OF 5
PLyGEM
WINDOWS
433 N. MAIN ST., PO BOX 559,
ROCK`/ MOUNT, VA 24151
HORIZONTAL MULLION
VERTICAL MULLION #11084
PH: 540-484-6348 FX: 540-484-6683
11084 1/4"-20 TEK SCREW
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ANCHOR CLIP #11087-2
6063-T6 ALUMINUM T-CLIP #11091 to
6063-T6 ALUMINUM 7-
USED TO MULL VERTICAL MULLION 0 z
TO HORIZONTAL MULLION V')
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4700 FLANGE MULLION (#11084)
6063-T6 ALUMINUM
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DWG #:
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SHEET: 3 OF 5
DESIGN PRESSURE CHARTS
FOR CONTINUOUS HORIZONTAL MULLION
Maximum design pressure capacity chart
Series 4700 Horizontal mullion, single with transom (11084)
Design pressures are limited either by mullion or anchor screwor anchor clip capacity.
11n;f ..w Hfh tm%
WindowTransom1670-T 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 1 45.0 48.0 24.
0 12.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 30,
0 15.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 36.
0 18.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 fl5. 42.0 21.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 48.
0 24.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 540
27.0 750 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 60.
0 30.0 1 75.0 75.0 1 75.0 75.0 75.0 75.0 75.0 1 75.0 1 75.0 75.0 1 75.0 74.3 66.
0 33.0 75.0 75.0 75.0 75.0 75.0 1 75.0 1 75.0 75.0 1 75.0 175.0 75.0 72.5 72.
0 36.0 75.0 75.0 75.0 75.0 75.0 1 75.0 1 75.0 75.0 1 75.0 1 75.0 1 75.0 1 71.0 Maximum
design pressure capacity chart (psO Series
4700 Horizontal mullion, twin with transom (11084) Design
pressures are limited either by mullion or anchor screw or anchor clip capacity. Window
Transom 36.0 42.0 48.0 1 54.0 1 60.0 66.0 1 72.0 1 78.0 84.0 90.0 96.0 106.0 24.
0 12.0 75.0 75.0 75.0 75.0[48.
5 75.
0 74.6 63.4 54.5 44.2 36.3 26.8 30.
0 15.0 75.0 75.0 75.0 75.0 71.7 60.1 51.0 43.9 35.9 29.4 21.7 36.
0 18.0 75.0 75.0 75.0 75.0 60.2 50.4 42.8 36.8 30.4 24.9 18.3 42.
0 21.0 75.0 75.0 75.0 73.7 52.0 43.5 36.9 31.8 26.5 21.7 15.9 48.
0 24.0 75.0 72.0 65.7 60.9 45.9 38.4 32.5 28.0 23.5 19.2 14.1 54.
0 27.0 70.0 62.1 56.3 51.9 41.1 34.4 29.1 25.0 21.2 17.3 12.7 60.
0 30.0 61.8 54.6 49.2 45.2 37.3 31.2 26.4 22.6 19.3 15.8 11.6 66.
0 33.0 55.3 48.7 43.8 40.0 34.2 28.5 24.2 20.7 17.8 14.5 10.7 72.
0 36.0 50.0 43.9 39.4 35.9 31.0 26.4 22.3 19.1 16.5 1 13.5 1 9.9 NOTES
1.
THE DESIGN PRESSURES IN THIS CHART ARE FOR THE MULLIONS LISTED HERE WHEN USED
WITH THE CUP DETAILED IN THIS DOCUMENT. 2.
FOR MULLCLIPS IN WOOD FRAMING INSTALLATION U5ETWO(2) 410WOODSCREWS AT
EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A 11/2- MINIMUM
EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS. 3.
FOR MULL CLIPS IN CONCRETE/MASONRY INSTALLATION USE TWO (2)3116"ITW TAPCON
SCREWS AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A
11/4- MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS. 4.
CHARTS APPLY ONLYTO 4700 FLANGE MULLION EXTRUDED MULLIONS AS SPECIFIED HERE
WHEN USEDTO MULL WINDOWS IN AN OVER-UNDER ORIENTATION WITH A HORIZONTALLY
CONTINUOUS MULL. 5.
READ WINDOW HEIGHT AND MULL SPAN IN INCHES. DESIGN PRESSURE VALUES ON THIS
CHART ARE POSITIVE AND NEGATIVE PST. 6.
DESIGN PRESSURE VALUES APPLY TO MULLION WHERE TWO OR MORE WINDOWS ARE LISTED
IN A SINGLE OPENING. 7.
REFER TO PER 3065 FOR MORE MULLION SPECIFICATIONS. NOTES
1.
THE DESIGN PRESSURES IN THIS CHART ARE FOR THE MULLIONS LISTED HERE WHEN
USED WITH THE CLIP DETAILED IN THIS DOCUMENT. 2.
FOR MULL CLIPS IN WOOD FRAMING INSTALLATION USE TWO 12)#10 WOOD SCREWS
AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A 1 112"
MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS. 3.
FOR MULL CLIPS IN CONCRETEIMASONRY INSTALLATION USE TWO (2) 3/16" TN TAPCON
SCREWS AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE
A 11/4" MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
4.
CHARTS APPLY ONLYTO 4700 FLANGE MULLION EXTRUDED MULLIONS AS SPECIFIED
HERE WHEN USED TO MULL WINDOWS IN A SIDE -BY -SIDE ORIENTATION WITH
CONTINUOUS TRANSOM AND HORIZONTALLY CONTINUOUS MULL. 5.
READ WINDOW HEIGHT AND MULL SPAN IN INCHES. DESIGN PRESSURE VALLI ES ON
THIS CHART ARE POSITIVE AND NEGATIVE PSF. 6.
DESIGN PRESSURE VALUES APPLY TO MULLION WHERE TWO OR MORE WINDOWS ARE
LISTED IN ASINGLE OPENING. 7.
REFER TO PER 3065 FOR MORE MULLION SPECIFICATIONS. a
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SHEET:
4 OF 5
Maximum design pressure capacity chart (pso
Series 4700 Vertical Mullion (Twin) (11084)
Design pressures are limited either by mullion or anchor screws or anchor clip capacity
1-4.1n Fri I Inif \A/irifh tin)
DESIGN PRESSURE CHARTS
FOR CONTINUOUS VERTICAL MULLION
in) 18.0 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42A 45.0 48.0 1 53.0
24.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
30.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
36.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
42.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
48.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
54.0 75.0 75.0 75.0 75.0 75.0 75.0 73.0 70.3 68.2 66.7 65.6 64.5
60.0 75.0 75.0 75.0 74.6 68.3 63.3 59.3 56.1 53.5 51.4 49.8 47.9
62.0 75.0 75.0 75.0 69.6 63.6 58.9 55.1 52.0 49.5 47.4 45.8 43.9
MO 75.0 75.0 67.7 60.9 55.6 51.3 47.9 45.1 42.7 40.8 39.3 37.3
6870 75.0 71.9 63.6 57.2 52.1 48.1 44.8 42.1 39.9 38.1 36.5 34.6
F-7-2.0-T 74.0 63.9 56.5 50.7 46.2 42.5 39.5 37.1 35.0 33.3 31.9 30.0
84.0 52.2 45.0 39.7 35.6 32.4 29.7 27.6 25.8 24.3 23.1 22.0 20.5
NOTES
1. THE DESIGN PRESSURES IN THIS CHART ARE FORTH E MULLIONS LISTED HERE WHEN
USED WITH THE CLIP DETAILED IN THIS DOCUMENT.
2. FOR MULL CLIPS INWOOD FRAMING INSTALLATION USE TWO (2) 010 WOOD SCREWS
AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A 11/2"
MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
3. FOR MULL CLIPS IN CONCRETE/MASONRY INSTALLATION USE TWO (2) 3116" RW
TAPCON SCREWS AT EACH ANCHOR CUP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE
A 11/4" MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
4. CH ARTS APPLY ONLY TO 4700 FLANGE MULLION EXTRUDED MULLIONS AS SPECIFIED
HERE WHEN USED TO MULL SIDE -BY -SIDE WINDOWS WITH A VERTICALLY CONTINUOUS
MULL
5. READ WINDOW WIDTH AND MULL SPAN IN INCHES. DESIGN PRESSURE VALUES ON THIS
CHART ARE POSITIVE AND NEGATIVE PSF.
6. DESIGN PRESSURE VALUES APPLY TO MULUON WHERE TWO OR MORE WINDOWS ARE
LISTED IN A SINGLE OPENING.
7. REFER TO PER 3065 FOR MORE MULLION SPECIFICATIONS.
A
L\11 j I
If. i5 GEM
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433 N. MAIN IT., PO BOX 111,
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FL# Type Manufacturer Validated By Status
FL12194-R5 Revision Aluminum Coils, Inc.
Category: Panel Walls
Locke Bowden
334) 300-1800
Approved
History
Subcategory: Soffits
vpPrweu uy
Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824
o
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
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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 .
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FL # FL12194-R5
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
Product Manufacturer Aluminum Coils, Inc.
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9743
grahman@aluminumcoilsinc.com
Authorized Signature Gareth Rahman
grahman@aluminumcoilsinc.com
Technical Representative Paul Frost
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9742
PFrost@aluminumcoilsinc.com
Quality Assurance Representative
Address/Phone/Email
Category Panel Walls
Subcategory Soffits
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
D 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
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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 2014 FBC
04 T4 Soffits - FINAL.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021
Design Pressure: +80/-90 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC
04 T4 Soffits - FINAL.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:
Credit Card
Safe
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5,rrl r—
Mji
TECHNICAL SERVICES, LLC
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL33647
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014)
Manufacturer: ALUMINUM COILS, INC. Issued August27, 2015
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
www.aluminumcoilsinc.com
Manufacturing: Tampa, FL
Quality Assurance: PRI Construction Materials Technologies (QUA9110)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code.Sections: 1404.5.1, 1710.9.4
Properties: Wind Resistance
REFERENCES
Ent-ty 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.
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.
ALC15001 FL12194-R3 Page 1 of 3
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.
CjjALUMINUM COILS, INC KSoffits0TECHNICALSERVICES, LLC PRODUCT
DESCRIPTION 16"
Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inchsections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration
and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension
drawings. 12"
T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels 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/lin.ft for the 'center vent' configuration. See Appendix D for dimension
drawings. ALCI5001
FL12194-R3 Page 2 of 3 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.
CREEKr
s 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.
V Y R.
7 .,
ti
0.cENs.Fs 2 15.0 .27
V
07:05:00o74021N
3 • STATE OF •:41/ Z —
04'001
V P N Zachary R. Priest, P.E.
Florida Registration No. 74021
0NA`. 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 of 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 (7 pages)
2) APPENDIX B — Installation Drawings (12 pages)
3) APPENDIX C — Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALQ15001 FL12194-R3 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services, LLC.of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK .
TECHNICAL SERVICES, LLC
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 follows:
ALC15001
a. 12" T4 Soffit— 12-inch o.c.
Fastener Fastener
Location Location
1 1
b. 12" T4 Soffit— 4-inch o.c.
Fastener Fastener Fastener Fastener
Location
1
Location Location
1
Location
1
c. 16" Q4 Soffit —16-inch o.c.
Fastener Fastener
Location Location
1 1
FL12194-R3 1 of 7
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
d. 16" Q4 Soffit— 8-inch o.c.
Fastener Fastener Fastener
Location Location Location
Approved.Systern 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-# I Approved Systems for 24-inch Overhang with J-Channel
Approved Systems for 12-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel
MDP
No. Width
psfl
Substrate F-Channel
Attachment Substrate Panel Attachment Fascia Cap
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
12F-1
16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inchpp
0.072-inch dia. x min. 3/16-
t40.0
24-inch o.c.nch
O.C.oc
head dia. trim nail
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.) ruin. 1 3/4-inch long x
12F-2
16=inch Wood crown staples in diamond pattern Wood crown staple spaced 8-Inch O.C. 0.072-inch dia, x min. 1/4-inch 48
spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2
Inch o.c.
12F-3
Max.
Masonry One (1) 14 ga. long T nail 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 48ch16-inch incspaced8-inch o.c. Wood crown staple spaced 8-inch o.c.
and securing each panel lap head dia. trip nail spaced 48- 64.2
inch o.c.
ALC15001 FL12194-R3 Page 2 of 7
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 12-inch overhang with JI-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psfl
Substrate
F-Channel
Attachment
Panel Attachment Substrate Panel Attachment Fascia Cap
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. 1 314-inch long x
12J-1
Max.
16-inch
Wood staples in diamond long x 3/8-inch head diameter
screw spaced 16-inch o.c.
WoodI 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch
head dia. trip nail spaced 48-
48
64.2patternspaced24-
inch o.c. connecting soffit to J-channel
spaced 8-inch o.c.,
inch o.c.
Approved Systems for 16-Inch overhang with. F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psfl
Substrate F-Channel
Attachment
Substrate Panel Attachment Fascia Cap
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 staples spaced max.
0.072-inch diameter
finishing nail with min. 3/16- 53.312-Inch spaced max. 8-Inch o.c. 4-inch o.c. and securing each inch head spaced
panel lap 12-inch o.c.
Max. Three (3) 18 ga. 1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x
0.072-inch diameter
16F-2
12-inch
Wood inch leg staples in diamond pattern Wood
4-Inc leg staples spaced max.
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.x
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
16F-3
16-inch
Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 0.072 inch dia. x min.
3/16-inch head dia. trim nail
t25.6
inch o.c. O.C.
spaced 36-inch o.c.
16F-4
Max.
Wood
Three (3) min. 3/4-inch x 1/4-inch
crown staples in diamond pattern Wood
One (1) min 3/4-inch x 1/4-inch
One (1) min. 1 3/4-inch long
x 0.072-inch dia, x 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 FL12194-R3 Page 3 of 7
This evaluation report Is provided for State of Florida product approval under Rule 61=-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 16-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psfl
Substrate F-Channel
Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga. 1/4-inch. crown x
One (1) min. 1.75-inch x
16F-5
Max.
16-Inch Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter
finishing nail with min. 3/16- 43.3spaced8-inch o.c. Inch o.c. and securing each inch head spaced
panel lap 16-inch o.c.
Max. Three (3) 18 ga.1/4-Inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x
0.072-inch diameter
16F-6 16-inch Wood inch leg staples in diamond pattepattern Wood Wood leg staples spaced 4-
inch o.c. and securing each finishing nail with min. 3/16- 43.3
spaced 16-inch o.c.
panel 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 psfl
Substrate J-Channel
Attachment Substrate Panel Attachment Fascia Cap
Attachment
Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch
16J-1
16-Inch
Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5
spaced 24-inch o.c.. crown staple spaced 8-Inch o.c. min. 1/4-inch head dia. trip 31.4
nail spaced 48-inch o.c.
ALC15001 FL12194-R3 Pace 4 of 7
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 Psi
Substrate F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
No.2 SYP
staples spaced
Three (3)18 ga.1/4-
inch crown x 1-inch anchored to 12-inch o.c. securing
each panel lap One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
0.072-inch diameter
24F-1
Max.
12-inch
Wood leg staples in
rafter with one
1) min. 2.25- Wood inch crown x 1-inch
leg staples spaced 8- finishing nail with min. 801-90
diamond pattern inch x 7d ringinchOne (1) min. 1.75-inch
i 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 staples 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
24F-2
Max.
12-inch Wood
inch x 11 ga.
smooth shank
anchored to
rafter with one
each panel lap
Wood inch crown x 1-inch 0.072-Inch diameter
finishing nail with min.
80/
roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch leg staples spacedaced 8-
inch o.c. 3/16-inch head spaced 76.6
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 staples spaced
No.2 SYP 12-inch o.c. securing
One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
24F-3
Max.
12-inch Masonry
One 1 14 a. 518- g
inch long T nail
anchored to
rafter with one
each panel lappp
Wood
inch crown x 1-inch 0.072-inch diameter
finishing nail with min.
80/ 80/
spaced 8-inch o.c. 1) 7d x.2.25- One (1) min. 1.75-inch leg staples spaced 8- 3/1.6-inch head spaced
inch ring shank x 0.072-inch diameter inch op
12-inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001 FL12194-R3 Page 5 of 7
This evaluation. report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
No.2 SYP
staples spaced
Three (3)18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter
24F-4
16-inch
Wood leg staples in min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801.60
diamond pattern Incnch x 7d ring
One (1) min. 1.75-inch inch o.c, and securing 3/16-Inch head spaced
spaced 16-Inch o.c.
shank nail x 0.072-Inch diameter each panel lap 16-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 staples 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
24F-5
16-inch
Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60
roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-Inch head spaced
16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-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 staples 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
24F-6
16-Inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60
spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced
inch ring. shank x 0.072-inch diameter each panel lap 16-Inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001 FL12194-R3 Page 6 of 7
This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with J-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Batten J-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
Nominal 1 x2 No.2 SYP
scabbed between
rafters with one (1)
min. inch x 7d One (1) 18 ga.i/4-inch
Nominal 1x2
ring shankgshank nail crown x 1-inch leg
No.2 SYP
anchored to
Three (3) 18
9 a.1/4-inch crown
straight -nailed through
the.rafter into the end
staples spaced
12-Inch o.c. securing 1One (1) 18 ga. /s
One (1) min. 1.75-inch
24J-1
Max. rafter with one x 1-inch leg ofthe batten or two (2) each panel lap inch crown x 1-inch x 0.072-inch diameter
12-inch 1. . min225- sta staplesin diamond pmin. 2.25-inch x 7d One
O() min. 1.75=inch Wood
leg
staples spaced finishing nail with min. t60 inch
x.7d ringpattern spaced 16- ppring shank nails toe 1
x
0.0.72-inch diameter 8-inch o.c. 3/16-inch. head spaced 12-
inch Shanknailincho.c. nailed on either side of finishing nail with min. o.c. 24
inch o.c; the batten at each batten/
rafter 3/1 6-Inch head spaced intersection.
Max. 4-inch o.c. rafter
spacing is 24-
inch o.c. Nominal
1 x2 No.2 SYP scabbed
between rafters
with one (1) min.
2.25-inch x 7d One (1) 18 ga.1/4-inch Nominal
1x2 ring
shank nail crown x 1-inch leg No.
2 SYP anchored
to Three
3 18 ga.
1/4-inch crown straight -
nailed through the
rafter into the end staples
pp 12-
inch o.c. securing One (
1) 18 ga. /,- inch
crown x 1-inch One (1) min. 1.75-inch 24J-
2 Max.
rafter with one x 1-inch leg of the batten or two (2) l l paneleachlegWoodstaples spaced x
0.072-inch diameter finishing
nail with min. 53.3 16-inch. 1) min. 2.25- inch
x 7d ringpattern staples
in diamond p
spaced 16- min.
2.25-inch x 7d ring
shank nails toe- one
0.
0722 min. 8-
inch o.c. and securing
eachpanel 3/16-inch head spaced shank nail
Inch o.c. nailed on either side of x -inch diameter finishing nail
with min. lap 16-Inch
o.c. 24 inch
o.c. the batten at each batten/rafter
3/16-Inch head spaced intersection. Max.
4-inch o.c. rafter spacing
is 244nch O.
C. ALC15001 FL12194-
R3 7of7 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 6
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/'8" head dia. nail with min. IN,!
engagement(for wood substrate) or
min.. 0-097" dia. T-nail or stub nail
with min, 57V engagement(for concrete
or block substrate),. spaced as noted
above.
FASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
12F-1 &
12F-3 F" CHANNEL
Wood, Concrete
or Block 'Wall
STAPLE SOFFIT TO
FASCIA BOARD #T50
3/8" X 3/8" STAPLE
16" O.C.
FASCIA LIP 1 /4°
PAINTED S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER 12" PIECE
SOFFIT & FASCIA DETAIL
ALC15001 FL12194-R3 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 ate not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
n' dM ` SOFFIT STAPLEOPENRAFTER
DIAMOND PATTERN
3/4- X 1/4- i 1 ; D ETAI LCROWNSTAPLES
USING A DIAMOND —.r ..--
ire'T
srs
PATTERN FACIA BOARD
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.S.
F" CHANNEL CAN BE PAINTED S.S. 48"
INSTALLED WITH THE O.C.
FASCIA CAP
NAILING FLANGE UP OR 3/4- X 1 /4" DOWN
CROWN STAPLE
SOS_ max. 12-inch span
WOOD SOFFIT
SUBSTRATE
SOFFIT & FASCIA
D ETAI L
ALC15001 FL12194-R3 Page 2 of 12
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quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
mrv:
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
12J-1
na:
3/4' X 1/4' CROWN STAPLE -24"
ON CENTER USING A DIAMOND PATTERN
ALUMINUM COILS, INC
Soffits
Appendix B
3,1•3 W \ SOFFIT STAPLE
11 DIAMOND PATTERN
FACIA BOARD
I, J„. „E„
I DETAIL
sr ts
ASCIA CAP
3/4" X 1/4" CROWN FACIA BOARD
STAPLE "8" ON CENTER 1-3/4' TRIM NAIL
J—CHANNEL 1-3/4" TRIM NAIL PAINTED S.S.
screwed to soffit
PAINTED S.S. 48withone(1) 08 x
1/2" x 3/8" head. O.C. FASCIA CAP
diameter screw, 3/4" X 1/4'
16" o.c. CROWN STAPLE
SOFFIT —max. 12-inch span
WOOD OR BLOCK
SUBSTRATE
SOFFIT & FASCIA
D ETAI L
ALC15001 FL12194-R3 Page 3 of 12
This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 }" TRIM NAIL FASCIA BOARD
PAINTED S.S.
FASCIA CAP
SOFFIT
1"4CROWN STAPLE OPEN
RAFTER FASCIA
BOARD IL
GA 5/O' 1•NAN 1617-
1 SOFFIT & FASCIA 16F-
5 DETAIL FASCIA
CAP; REFER TO
SOFFIT L FASCIA F"
CHANNEL--'-" HANNELDETAIL
SOFFIT;
MAX. 16" SPAN
MASONRY
SUBSTRATE
ALC15001
FL.12194-R3 4of12 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.
16 F-3
CREEK
TECHNICAL SERVICES, LLC
No. I Installation Detail
Min, 318" head dia. nail with min. 1',4"
engagement(for wood substrate) or
min. 0..09711 dia. T-nail or stub nail
with min. 5/8" engagement(for concrete
or block substrate); spsced as, noted
above-.
ASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
F" CHANNEL
Wood , concrPt-
or Block.1,
FASCIA LIP 1/4"
STAPLE SOFFIT TO
ASCIA BOARD #T50
8" X 3/8" STAPLE
16" O.C.
PAINTED S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALUMINUM COILS, INC
Soffits
Appendix B
ALC15001 FL12194-R3 Page 5 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.
xer
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
SOFFIT STAPLETK7WMOPENRAFTER
3/4" x 1/4• ; ;
DIAMOND. PATTERN
LUSNCROG"A DIAMOND % --••--II a/8 XTVEHIDETAIL
PATTERNarms i FACIA
BOARD ` i FASCIA
CAP 16
F-4 3/
4` X 1/4` CROWN FACIA BOARD 8"
1-3/4" TRIM NAIL T—'F' STAPLE
ON CENTER 1-
3/4" TRIM NAIL PAINTED S.S. CHANNEL
CAN 8E PAINTED S.S. 48" INSTALLED
WITH THE O.C. FASCIA CAP NAILING
FLANGE UP OR DOWN
3/4" X 1 /4" CROWN
STAPLE I
SOFFIT -max.. 16-inch span WOOD
soFFITj SUBSTRATE
t_ SOFFIT & FASCIA DETAIL
ALC15001
FL12194-R3 Page 6 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.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 J" TRIM NAIL FASCIA BOARD
PAINTED S.S.
FASCIA CAP
SOFFIT
1'4" CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
VW CROWN
STAPLES SOFFIT &FASCIA
USING,A DIAMOND
16F-2 &
PATTERN; REFER TO DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN
DETAIL
FASCIA CAP; REFER / \
lo
TO SOFFIT &FASCIA 3„
F" CHANNEL------""*' HANNEL
DETAIL 'g
SOFFIT; MAX. 16"
SPAN
W000
SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001 FL12194-R3 Page 7 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.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
OPEN RAFTER
S ` SOFFIT STAPLE
015?
k
DIAMOND
DETAIL
PATTERN
FACIA BOARD
STARES /
3/4" X 1/4" CROWN STAPLE "24"
JNMAIL
ON CENTER USING -A DIAMOND PATTERN
FASCIA CAP16J-1
3/4" X 1/4" CROWN1FACIA
STAPLE "8" ON CENTER
BOARD
CHANNEL TRIM NAILPAINTEDP1-3/4"
S.S. 48"
O.C. FASCIA CAP
3/4" X 1/4"
CROWN STAPti.E
SOFFIT —max. 15-inch span
S
WOOD OR BLOCK SOFFIT & FASCIA
SUBSTRATE
D ETAI L
ALC15001 FL12194-R3 Page 8 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.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 } TRIM NAIL FASCIA BOARD
PAINTED S,S.
1'x CROWN'
STAPLES FASCIA CAP
USING A DIAMOND SOFFIT
PATTERN; REFER TO CROWN STAPLE
SOFFIT STAPLE
DIAMOND PATTERN
DETAIL
1 }" TRIM NAIL
FASCIA BOARDPAINTEDS.S.
SOFFIT & FASCIA
DETAIL
24F-1 8
24F-4 Pxt' CROWN STAPLE --
FASCIA CAP; REFER
TO SOFFIT R FASCIA
DETAIL / \
Nominal 1'x2' SYP
6"
F-CHANNEL
378'jBattenAnchoredtoSOFFIT; MAX. 21" IRafterswithoneTd
Ring Shank Nail at
every Rafter /
WOOD SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALCI5001 FL12194-R3 Page 9 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.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
S'ystern No. Installation Detail
i }" TRIM HAIL FASCIA BOARD
PAINTED S.S.
14' SMOOTH SHANK
ROOF NAILS
FASCIA' CAP
SOFFIT
1"x}" CROWN STAPLE
1 }" TRIM NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT & FASCIA
24F-2 & DETAIL
24F-5
1"x}" CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT 1 FASCIA
DETAIL
Nominal Vx24 SYP
F-CHANNEL
Batten Anchored to SOFFIT; MAX, 24"
Rafters with oe 7d
Ring Shank Nainl at
every Rafter
WOOD SUBSTRATE
ALC15001 FL12194-R3 Page 10 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 d"u.ration 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.
nY .
CREED
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 J" TRIM NAIL FASCIA BOARD
PAINTED S.S.
14GA J" T-NAILS FASCIA CAP
SOFFITJ 1'4" CROWN STAPLE
1 " TRIM NAIL
FASCIA BOARD
PAINTED S.S.
SOFFIT &FASCIA •
24F-3 & DETAIL
24F-6
1"4" CROWN)STAPLE7
FASCIA CAP; REFER
TO SOFFIT L FASCIA
DETAIL
Nominal 1"xY SYP
F-CHANNEL
Batten Anchored to SOFFIT; MAX. 24"
Rafters with one Td
Ring Shank Nail at
every Rafter
MASONRY
ALC15001 FL12194-R3 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.
CREEK
TECHNICAL, SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I i' TRIM NAIL FASCIA BOARD
PAINTED S.S.
1'xCROWN FASCIA
CAP STAPLESUSING
A DIAMOND SOFFIT PATTERN;
REFER TO SOFFIT
STAPLE CANTILEVERED I-Xj' CROWN STAPLE DIAMOND
PATTERN RAFTER DETAIL
FASCIA
BOARD i
TRIM NAIL SOFFIT &
FASCIA PAINTED
S.S. DETAIL. 24J-
1 & 1"
x}" CROWN STAPLE 24J-
2 FASCIA CAP; REFER \ TO
SOFFIT LFASCIA DETAIL /
Nominal
1"n SYP battens (( scabbed
between rafters and SOFFIT; MAX. 24" 1-
CHANNEL secured withh oone (1) 7d ring ahank hall
stralght-nalled through the
rafter Into the end WOOD SUBSTRATE
of the batten two (2) / dng stank
nails toe-nailele d on / either side
of the bottom at the battentrafter Intersection /
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001 FL12194-
R3 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.
a
CREEK
TECHNICAL SERVICES, LLC
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soffits
Appendix C
The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following
provisions:
1. Wind speeds for risk category I, 11, 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-f? 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.
ALCI5001 FL12194-R3 Page 1 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.
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix
eig
77
ALC15001 Fu2194-n of
This evaluation report is provided for State of Florida product approval under Rule n1orO'3. The manufacturer shall notify CREEK Technical Services, LLCofany product changes nr quality
changes throughout the duration for which this report is valid. This evaluation report does not express norimply warranty, installation, recommended use, orother product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
hiW.ih&W,'essufes forfSoffits;in .Ez osure C - -
r Meant Baslc W eetlandlS m h , Buildln
Heir
rr
1204 t 130i.
k
140i 150 +1e60 170 180 190i r '2001htsft
a, y
4u Z-1. / L0.4 U.O 33.b 3t5.0 43..5 1 -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
4
30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5
50 26.2 30.8 MY 41.0 46.6 52.6 59.0 65.8 72.9
Enclosed
Negative
60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
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
5
30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9
40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8
50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9
60 33.6 1 -39.4 45.7 52.5 59.7 67.4 75.5 842 1 -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
4
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 1.6.0 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 46.7Enclosed.
Positive
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
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
5
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 1.8.8 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 FL12194-R3 Page 3 of 4
This evaluation report is provided -for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
pt J, esi' nhWlndtP.ressaresrfor -z7-- ......
1BUilidlingl; 12 iW.iiklF9jie 6dW6l5h
120 1,30 4011 150 1:90V. 20
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
4 T60 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5
40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 1 -81.6
50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9Enclosed
Negative
31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6
Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1
25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4
5
30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7
40 36.2 42..5 49.3 56.6 64.4 72.7 81.5 90.9 100.7
50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8
60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1
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
4
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 1 221 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 54.4Enclosed
Positive
60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1
Loads): 20 16.7 1 M 22.7 26-0 29.6 33A 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
5
30 17.9 21.0 24.3 27.9 1 31.8 35.9 40.2 44.8 1 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23-0 26.7 30.6 34.8 39.3 44.1 49.1 54.4
60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56A
ALC15001 FL12194-R3 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.
L
R KCEEK
TECHNICAL. SERVICES, LLC
3/8" F-Channel
3/8" J-Channel
3/4" —
1/8" HEM
1 5/e"
T
3/4"
3/8"
ISOMETRIC VIEW
3/8" PROFILE
ISOMETRIC VIEW
3/8" PROFILE
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001 FL12194-R3 Page 1 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.
CREEK
TECHNICAL SERVICES, LLC
Fascia
5 3/4
7/8"
1/8" HEM
6"FASCIA
7" BLANK
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001 FL12194-133 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.
e
CREEK
TECHNICAL SERVICES, LLC
16" Q4 Soffit
25 TYP.
0.125 TYI
ALC15001
18" BLANK
3 / 8 PROFILE
2.625 REF.
50 TYP.
o 00000
00000
Ci
a0000
000000
00000
NTO n/:R PATTERN (rLll. SP.AI F1
LOUVERS FORMED IN SAME DIREOTION AS RIBS)
FL12194-R3
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.
CREEK
TECHNICAL, SERVICES, LLC
12" T4 Soffit
3 1/8"1 7/8" 1 3 1/8" 7/8" 1 3 1/B"
5/16"
1/2" 1/2" 1/2" 1/2" 1/2"
E1/8" 3/8"
25 T'P.
0.125 T'P.
13.75" BLANK
3/8" PROFILE
2.625 REF.
50 T P..
n n j
ooaoaoCi
000ao
000000
ooaao
1YIOF I fl NFR PATiFRN fFIII I . c. a F1
LOUVERS FORMED IN SAME D)REc11oN A5 RIDS)
END of REPORT
ALUMINUM COILS, INC
Soffits
Appendix D
ALC150O1 FL12194-R3 Page 4 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 thee 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 1
q
dEfe- PRSsionalRegulatrn -`-1 =
Yj6$PRf{61 Ei ABOttS€UBPA a18I916fF5' COFSTACT,CBWt
b
a
fie Product Approval
USER: Public User
Product Approval Menu > Product or Aoolication Search > Application List
Search Criteria Refine Search
Code Version 2014 FL# 5444
Application Type ALL Product Manufacturer ALL
Category ALL Subcategory ALL
Application Status ALL Compliance Method ALL
Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL
Product Model, Number or Name ALL Product Description ALL
Approved for use in HVHZ ALL Approved for use outside HVHZ ALL
Impact Resistant ALL Design Pressure ALL
Other ALL
C.-k De d*I _ An lin *;^ c
FL# Type Manufacturer Validated By Status
FL5444-Rll Revision CertainTeed Corporation -Roofing
Category: Roofing
Subcategory: Asphalt Shingles
John W. Knezevich, PE
954) 772-6224
Approved
History
NPPruveu uY vorn. nPPwvan Y
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:
M W ® 9 E
Credit Card
Safe
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Florida Building Code Online Page 1 of 2
BCIS Home i Log In i User Registration Hot Topics i Submit Surcharge Stars & Facts Publications ; FBC Staff 1 BCIS Site Map i Links Search
Florda
m' Product Approval
USER: Public User
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL5444-R1i
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
Product Manufacturer CertainTeed Corporation -Roofing
Address/Phone/Email 20 Moores Road
Malvern, PA 19355
610) 893-5400
mark.d.harner@saint-gobain.com
Authorized Signature Mark Harner
mark.d.harner@saint-gobain.com
Technical Representative Mark D. Harner
Address/Phone/Email 18 Moores Road
Malvern, PA 19355
610) 651-5847
Mark.D.Harner@saint-gobain.com
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Asphalt Shingles
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Ci Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Robert Nieminen
the Evaluation Report
Florida License PE-59166
Quality Assurance Entity UL LLC
Quality Assurance Contract Expiration Date 03/09/2020
Validated By John W. Knezevich, PE
V Validation Checklist - Hardcopy Received
Certificate of Independence FL5444 R11 COI 2017 01 COI Nieminen.odf
Referenced Standard and Year (of Standard) Standard Year
ASTM D3161, Class F 2009
ASTM D3462 2009
ASTM D7158, Class H 2O08
Equivalence of Product Standards
Certified By
Sections from the Code
https://www.floridabui[ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgta... 11 /29/2017
Florida Building Code Online Page 2 of 2
Product Approval Method Method 1 Option D
Date Submitted 06/06/2017
Date Validated 06/08/2017
Date Pending FBC Approval 06/09/2017
Date Approved 08/08/2017
Date Revised 09/07/2017
Summary of Products
FL # Model, Number or Name Description
5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural
Shingles asphalt roof shingles
Limits of Use
Approved for use in HVHZ: No
Installation Instructions
FL5444 R11 II 2017 06 FINAL ER CERTAINTEED Asphalt
Shingle FL5444-R11.pdf
Verified By: Robert Nieminen, PE PE-59166
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A Created by Independent Third Party: Yes
Other: Refer to ER Section 5 for Limits of Use Evaluation Reports
FL5444 R11 AE 2017 06 FINAL ER CERTAINTEED Asphalt
Shingle FL5444-R11.pdf
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:
ee'
Credit Card
Safe
https://www.floridabuilding.org/pr/pr_app_dtt.aspx?param=wGEVXQwtDgta... 11 /29/2017
s H,.06
I TRINITY I ERD
EVALUATION REPORT
CertainTeed Corporation
20 Moores Road
Malvern, PA 19355
EXTERIOR RESEARCH & DESIGN, LLC.
Certificate of Authorization #9503
353 CHRISTIAN STREET, UNIT#13
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 3532.09.05-R11
FL5444-R10
Date of Issuance: 09/22/2005
Revision 11: 12/08/2016
SCOPE:
This Evaluation Report is issued under Rule 51G20-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for
use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described
herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein.
DESCRIPTION: CertainTeed Asphalt Roofing Shingles.
LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein
and FBC 1507.2.7.1 / R905.2.6.1
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced
Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this
Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the
referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report
relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words `Trinity) ERD Evaluated" may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at the job site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 12.
Prepared by:
Robert J.M. Nieminen, P.E.
Florida Registration No. 59165, Florida DC4 ANE1983
The facsimile seal appearing was authorized by Robert Nieminen,
P.E. on 12/08/2016. This does not serve as an electronically signed
document. Signed, sealed hardcopies have been transmitted to the
Product Approval Administrator and to the named client
CERTIFICATION OF INDEPENDENCE:
1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for
which the evaluation reports are being issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
TINITY I ERD
ROOFING SYSTEMS EVALUATION:
SCOPE:
Product Category: Roofing
Sub -Category: Asphalt Shingles
Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have
demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and 51h Edition
2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards.
Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein.
2. STANDARDS:
Section Property Standard Year
1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009
1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009
1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08
3. REFERENCES:
Entity Examination Reference Date
UL (TST 1740) ASTM D3161 94NK9632 05/15/1998
UL (TST 1740) ASTM D3161 99NK26506 11/23/1999
UL (TST 1740) ASTM D3161 03CA12702 05/27/2003
UL (TST 1740) ASTM D3161 03CA12702 06/16/2003
UL (TST 1740) ASTM D3161 03NK29847 10/03/2003
UL(TST 1740) ASTM D3161 04CA11329 05/24/2004
UL (TST 1740) ASTM D3161 04CA32986 12/03/2004
UL (TST 1740) ASTM D3161 05NK07049 04/15/2005
UL (TST 1740) ASTM D3161 05NK16778 05/12/2005
UL (TST 1740) ASTM D3161 05CA16778 05/12/2005
UL (TST 1740) ASTM D3161 05NK14836 05/22/2005
UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005
UL (TST 1740) ASTM D3462 R684 09/21/2005
UL (TST 1740) ASTM D7158 05NK08037 06/28/2006
UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009
UL (TST 1740) ASTM D3462 10CA41303 10/07/2010
UL (TST 1740) ASTM D3161 10CA41303 10/08/2010
UL(TST 1740) ASTM D7158 10CA41303 10/27/2010
UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013
UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014
UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014
UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014
UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015
UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016
U L LLC (TST 9628) ASTM D3462 4787380357 10/13/2016
UL LLC (TST 9628) ASTM D7158 4787380357 11/08/2016
UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016
UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017
Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1131
Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 2 of 12
TRINITY ERD
4. PRODUCT DESCRIPTION:
4.1 CT201"', XTT"' 25, XTT°' 30 and XTT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles.
4.2 Arcadia", Belmont", Carriage House Shanglee, Grand Manor Shangle°, Landmark'", Landmark TM IR,
Landmark TM Pro, LandmarkT"" Premium, Landmark' TL, Landmark` Solaris and LandmarkTM' Solaris IR are
fiberglass reinforced, laminated asphalt roof shingles.
4.3 NorthGate TM is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle.
4.4 Presidential Shake TM, Presidential ShakeT"" IR, Presidential Shake TLT" and Presidential SolarisT"" are
fiberglass reinforced, architectural asphalt roof shingles.
4.5 Hatteras'", Highland SlateT"' and Highland Slate TM IR are fiberglass reinforced, 4-tab asphalt roof shingles.
4.6 PatriotT"" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated
appearance through an intermittent shadow line with contrasting blend drops for color definition.
4.7 Presidential Accessory, Accessory for Hatteras, Shangle RidgeT'", Shadow Ridge—, Cedar Crest—, Cedar
Crest" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip
and ridge installation.
4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions.
5. LIMITATIONS:
5.1 This is a building code evaluation. Neither Trinity]ERD nor Robert Nieminen, P.E. are, in any way, the
Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was
used for permitting or design guidance unless retained specifically for that purpose.
5.2 This Evaluation Report is not for use in the HVHZ
5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials
Directory for fire ratings of this product.
5.4 Wind Classification:
5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM
D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones
UP to Va,d = 150 mph (V,,it = 194 mph). Refer to Section 6 for installation requirements to meet this wind
rating.
5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge
and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class
F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NIP 1 adhesive or
Henkel PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application
instructions, for use in wind zones up to Vasd =150 mph (Volt =194 mph).
5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less.
Calculations by a qualified design professional are required for conditions outside these limitations.
Contact the shingle manufacturer for data specific to each shingle.
5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed
asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris') exceeds the
calculated uplift force (FT) at a maximum design wind speed Of Vasd = 150 mph (Vult = 194 mph) for
residential buildings located in Exposure D conditions with no topographical variations (flat terrain)
having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for
installation in these conditions using the installation procedures detailed in this Evaluation Report and
CertainTeed minimum requirements, subject to minimum codified fastening requirements established
within any local jurisdiction, which shall take precedence.
5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building
Code and F.A.C. Rule 61G20-3.
Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-1111
Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 3 of 12
6. INSTALLATION:
6.1
6.1.1
6.2
6.2.1
6.2.2
6.3
6.4
6.4.1
V I RINITYERD
Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle
manufacturer's minimum requirements.
Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide
Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or
R905.2.3.
Installation of asphalt shingles shall comply with the CertainTeed Corporation current published
instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6
and the minimum requirements herein.
Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC
1507.2.6 or R905.2.5. Staples are not permitted.
Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions.
CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the
limitations set forth in FBC Section 1510 and CertainTeed published installation instructions.
CT20'", XTT" 25, XT` 30, XTT"' 30 IR:
LOW AND STANDARD SLOPE
ENGLISH 12" 12" 12"
r--.(305 mm) (305 mm)—• .(305 mm)--
1" (25 mm) — hunt 1"(25 mm)
5 5/s" (145 mm) —
g t12 Uor Norwood
Plani
T
METRIC 131/a' 131/8" 131/8"
1"(25mm) Sealant 1"(25mm) J — --
6 t/s„
T
Figure113. Usefournailsforetoyfrdlsbingle.
STEEP SLOPE
Use four nails and six spots of asphalt roofing cement* for every full
shingle (Figure 11-4). Asphalt roofing cement meeting ASTM D4586
Type H is suggested.
I•
Roofing Cement
Apply 1 " (25 mm) spots of asphalt roofing cement
under each tab corner.
Figure 114: Usefour nails andsiz spots ofaspbalt cententon steep skpes
CAMON: Excessive use of roofing cement can cause shingles
to blister.
Hip & Ridge for CT201'", XTT" 25, XTT" 30, XTI 30 IR: Cut Shingles
25 mm) I I -2" (50 mm) Remove
r
18
l t—f
i — — — t — — l
Cap Cap Cap 305 mm)
Shingle Shingle Shingle 1
Figure 11-24.• Cut tabs, then trim back to make rap sbmgles
English dimensions shown).
12 (305 mm)---
p Fgo0"
125 mm)
Z iQ`No yooaQ
Figure II-25:Installation of caps along the hips and ridges.
6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic° NP11" adhesive or Henkel "PLO Polyurethane
Roof & Flashing Sealant", in accordance with CertainTeed requirements.
Exterior Research and Design,LLC.
Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION
Evaluation Report 3532.09.05-R11
FL5444-R10'
Revision 11: 12/08/2016
Page 4 of 12
QIOTRINITYIERD
6.5 ARCADIAT"':
LOW AND STANDARD SLOPE STEEP SLOPE
Use SIX nails for every full shingle located as shown below Use SIX nails and FOUR spots of asphalt roofing cement for every full
shingle as shown beloiv. Apply asphalt roofing cement 1"(25 mm)
from edge of shingle. Asphalt roofing cement meeting ASTM D 4586
Type H is suggested.
V (2.5 min) 1' (25 mm) -- +
Nail Line
Nail
V(25 MM)
Nail Line
Figure 2. Use six nails for eveq fall shingle. `' L J,
Figure 3: Use six nails and four spots of asphalt
roofing cement oaz steep slopes.
6.5.1 Hip & Ridge for Arcadia•'": Cedar CreStTM, Cedar CrestT IR
Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch
from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum
inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle,
place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge.
For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T1" adhesive or Henkel "PLO
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal
Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the
top piece and extending approximately 4-inch along the sides of the headlap along a line %to 1-inch from
each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab
sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or
PL adhesive between the shingle layers.
20S turn) (305 min)
P sure —'
Hand -sealing adhesive
4"
1/4" -,ILL . ......
3/4" — I•t—
1"
Dab of asphalt
cement between
I" shingle layers
Exterior Research and Design, L.I.C. Evaluation Report 3532.09.05-1111
Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 5 of 12
fit TRlNI Y I ERD
6.6 BELMONT'"':
Low and Standard Slope Steep Slope (greater than 21:12):
2:12 to 21:12): Use SEVEN nails and EIGHT spots of
Use FIVE nails for every full Belmont shingle, asphalt roofing cement.* for every full
located as shown below_ Belmont shingle_ Apply asphalt roofing
11 cement 1" (25mm) from edge of shingle_
38 + See below_ Asphalt roofing cement meeting
ASTM D4586 Type II is suggested.
I- -(25mm) 1•(25mm)--I
Ya• 06 NO) 9 5i6' Lj 22 mm)
o Addrfroml Mils if required }}
516• (16 m'n1
i
7' (25mm) Roofing C menl
6.6.1 Hip & Ridge for Belmont":
6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles.
6.6.1.2 Option 2: Shangle° Ridge
Figure 17-18. Shangle® Ridge.
18' Exposure Remove tape
1
from the right side
and fasten
SECOND
Fasten the_
l
left side 85/8'
RIGHT
FIRST J LEFT
Figure 17-19. Installation of Shangle® Ridge shingles
on hips and ridges.
6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPl'M " adhesive or Henkel "PL®
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements.
Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111
Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 6 of 12
TRINITY I ERD
6.7 CARRIAGE HOUSE SHANGLE" AND GRAND MANOR SHANGLE":
LOW AND
STEEP SLOPE
STANDARD SLOPE
Use five nails for every full Shangle.
6.7.1
6.8
L21L
25 mm)
5/81, 85/8"
16 mm) (mm)
Figure 17-4.• Use fire nails for etrq fill Grand Alanor Sbangle,
Carriage (louse Shangle, or Centennial Slate.
Use seven nails and three spots of asphalt roofing cement for every
full Grand Manor Shangle. Use five nails and three spots of asphalt
roofing cement for every full Carriage (louse Shangle and Centennial
Slate. Apply asphalt roofing cement 1" (25 mm) from edge of shingle
Figure 17-5). Asphalt roofing cement meeting ASTM D4586 1y1)e II
is suggested.
T (38 mm)
1,. or less 1,
r-(25 mm). 25 mm)
5/8
16 mm)il 220 mm)
25 mm)69ftaling Cement
Figure 17 5. Wien installing Grand Alanor Shangles on sleep slolres,
use seven nails and three spots of asphalt roofing cement.
Hip & Ridge for Carriage House Shangle" and Grand Manor Shangle: Refer to instructions herein for
Shangle" Ridge hip and ridge shingles
LANDMARK TM, LANDMARKT"" IR, LANDMARK TM PRO, LANDMARKTM PREMIUM, LANDMARKrm TL, LANDMARK TM
SOLARIS, LANDMARKT"" SOLARIS IR, NORTHGATE:
LOW AND STANDARD SLOPE
METRI( DIMENSIONS
12" 143/4" 12"
305 mm) r (375 mm)---(305 mm)-
1--1" (25 mm) Release Tape 1" (25 mm)--I
11/2-F" Naie.
Area
Exterior Research and Design, I.I.C.
Certificate ofAuthorization #9503
LANDMARK TL
NorthGate:
WIDE
NAILING 12" 14 W
A9FA - (305 mm) - 1— (375 mm)
1" (25 mm)
13t/2" 131, 131/Y'
1—(343 mm)--—(330 mm)— —(343 mm)—{
1_--1" (25 mm) 1" (25 mm)--I
Figrtre 13.4- Usefour nailsfor erer,-frill shingle.
12,
s- (305 mm)
line I t" (25
NaSng areas for low and standard slopes (from 2:12 to 21:12)
Nal beMven upper d lawes Imes as shown above.
FBC NON-HVHZ EVALUATION
Evaluation Report 3532.09.05-1111
FL5444-R10
Revision 11:12/08/2016
Page 7 of 12
STEEP SLOPE
Use six nails and four spots of asphalt roofing cement for every full
laminated shingle. See belong. Asphalt roofing cement should meet
ASTD1 D4586 Type 11. Apply I" spots of asphalt roofing cement unde
each corner and at about 12" to 13" in from each edge.
METRIC DIMENSIONS
I+-
12"—
305 mm)
1"(25 mm)
Nail Area I
For Sleep
I-
25 mm
t'
143/4" 12"—
375 mm) (305 mm)
1 (25 mmm)-'
Ipn.RP. Tana
Cement
STEEP
SLOPE
1"
25 mm;
TRINITY I ERD
LANDMARK TL
r131/2" 13" 13112"
343 mm) (330 mm) (343 mm)
1--1 "(25 mm) 1 "(25 mm)-l
I _ I
Figure 13 3: Use six nails amifour spots of
asphalt—fingcementon steep slopes
NorthGate:
12" 14-3/4" 12"
305 mm)-- (375 mm-10-—(305 m*-1
Nailin mits
mm) beiwee% {
nP3
wer 11'(25 mm)--1K
1 1\
1 \
Nailing areas for steep slopes (greater Than 21:12)
and "Stone -Nailing"
Nail between lower 2 nail lines as shown above.
6.8.1 Hip & Ridge for Landmark'"" Landmark'"' IR LandmarkT" Pro Landmark'' Premium, Lan dmark T' TL,
Landmark'" Solaris, Landmark'` Solaris IR, NorthGate:
6.8.1.1 Option 1: Shadow RidgeTI or NothGate Accessory
12'
305mm) (250mm)
6
415/16' 415/16
6'
150mm) (150mm) (
125mm) (125mm)
Notch for
Centering
5 f
mm) \ Notches forAlignrremto
the Top Edge of the Pre ious
7
Cap for 5' (1 25mm) Expos ure I180n
English Dimension
Shadow RidgeTM'
Exterior Research and Design, I.I.C.
Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION
Notch for
Centering
13 m rt37mm) Notches for Alignment to 57 /8"
the Top Edge of the Previous 1 m)
Capfor5518°(141mm)ExposureL 1
Metric Dimension
Shadow Ridge'""
Evaluation Report 3532.09.05-R11
FL5444-R10
Revision 11: 12/08/2016
Page 8 of 12
F)10
J TRINITY I ERD
9 27t32'
250 mm)
15t1 G (t25 mm)
13 1/8"
333 mm)—
Centring Natch I 6 518'-If-6 5/8'
168 mm) 168 mm
1S 1.14'
337mm)
T
CenteringAlignttxselignI
i t 131l4' Notch
75 18
Edge at (337 mm)
t94mm) Align these
previous GIMSe notches to to
7 5/8'
edge of
P (194 mm)
previous course. .
NorthGate Ridge NorthGate Accessory
305mm)- I
Laying Notch
I •I I .
I
I I II I
5' (125mm) I I I
F Posu2
Figure 13-20: Use laying notches to center sbingks on hips and
ridges, and to hcate the correct exposure.
6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic° NPiT` adhesive or Henkel "PLO
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements.
6.8.1.3 Option 2: Refer to instructions herein for Cedar Cresfl, Cedar Crest" IR hip and ridge shingles.
Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111
Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444 1110
Revision 11: 12/08/2016
Page 9 of 12
QvoITRINi-rYIERD
6.9 PRESIDENTIAL SHAKE TM, PRESIDENTIAL SHAKE TM IR, PRESIDENTIAL SHAKE TUm, PRESIDENTIAL SOLARISTM:
LOW AND STANDARD SLOPE: STEEP SLOPE:
For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and
shingle as shown below. apply 1' diameter spots of asphalt roofing cement under each shingle tab.
After applying 5 nails In between the nailing guide lines, apply 4 nails 1'
Nailing ;: 40" above tab cutouts making certain tabs of overlying shingle coves nails
Guide Lines (1016 rem)
51/4'
133 rem)
14 1/4"
7. 1 1/2' 38 mm) (362 mm)
I
NOTE: Apply nails on painted guideline.
Figure 16-6.• Fastening Residential andFresidential TL Sbake
1' diameter asphalt roofing cement
sbingles on low and standard slopes.
Figure 16-7. Fastening hesidanUd and Presidential T/L Sbake
sbingles on steep s%peS.
6.9.1 Hip & Ridge for Presidential Shake'm Presidential Shake'"' IR, Presidential Shake TUm, Presidential
SolarisTM:
6.9.1.1 Option 1: Presidential Accessory
PRESIDENTIAL ACCESSORY
Presidential accessory shingles can be used for covering hips and
ridges. Apply shingles up to the ridge (expose no more than 7' from
the bottom edge of the "tooth." Fasten each accessory with two fas-
teners. The fasteners must be 13/4' long or longer, so they penetrate
either 3/4' into the deck or completely through the deck. Presidential
accessory comes in two different sizes: Accessory produced in
Birmingham, AL is 12' x 12"; Portland, OR produces 97/8' x 131/4'
accessory.
6.9.1.2 For ASTM D3161, Class F performance use BASF "SonolasticO NP1"" adhesive or Henkel "PLO
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements.
6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest"m IR hip and ridge shingles.
6.10 I HATTERASTm:
LOW, STANDARD AND STEEP SLOPE:
Figure 15.3' Faslelring 11atleras Sbiugles on
Loin and Standard lopes
For low and standard slopes, use fire nails for each full
Hatteras shingle m• shown abort
mm)
Figure 15.1- Fastening 11auemsAftWes orr Sleep lopes
For steep slopes, use fire nails and eight spots of asph It roofing
cement for each full Ilmteras shingle as shown abort Apply V
25mm) diameter spots of roofing cement (ASMI D 45861Cpc II
suggested) under each tab corner. Press shingle Into place; do not
expose cement.
CAUTION: Too much roofing cement can cause shingles to buster.
Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11
Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 10 of 12
6.10.1 Hip & Ridge for Hatteras*'":
6.10.1.1 Option 1: Accessory for Hatteras
2
Figure 15-14: 18 three:piece units separate to make
54 Hatteras Accessory shingles.
6.10.1.2 Option 2: Cut Hatteras Shingles
230 min) I
I I
I I
I IWI 460mm)
Cap Cap Cap
Shingle Shingle Shingle
Figure 15-20: Cut Hatteras sbingles to make cover cap.
t TRINITY I ERD
Fas e'
460 min} o h
203 min)
931a'
Figure 15-21: Installation of caps along hips and ridges.
6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastice NP1T" adhesive or Henkel "PLm Polyurethane
Roof & Flashing Sealant", in accordance with CertainTeed requirements.
6.11 HIGHLAND SLATETM, HIGHLAND SLATET'" IR:
LOW AND STANDARD SLOPE: STEEP SLOPE:
Mlanti-Dade requires
SIX nails (two nails
installed over center
clout as stawnl.
Figure 11-3. Use FIVE nails for every mgbkmd Slate sbingle.
Use FIVE nails and EIGHT spots of asphalt roofing cement* for each
full Highland Slate shingle. For Miami -Dade, SDI nails are required.
Apply I' diameter spots of asphalt roofing cement under each tab
corner. Asphaltroofing cement meeting ASTM D4586 Type II is suggested.
MemiFDade regrerns
sands (hso nab
insbOad overrsder
cutout 0 sheen}
Figure 1134A, Use IM nails and eigbt spots ofaspbalt
roofing cement under eacb tab corner.
CAUTION: Excessive use of roofing cement can cause shingles
to blister.
6.11.1 Hip & Ridge for Highland Slater", Highland Slate— IR: Refer to instructions herein for Cedar Crest*"', Cedar
Crest*" IR or Shangle RidgeT"' hip and ridge shingles.
Exterior Research and Design, LLC.
Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION
Evaluation Report 3532.09.05-1111
FL5444-R10
Revision 11: 12/08/2016
Page 11 of 12
TRINITY I ERD
6.12 PATRIOT'"":
LOW AND STANDARD SLOPE STEEP SLOPE
Use POUR nails for every full shingle located as shown below.
S/alant
t56mmj
333nm) (319crtnj (333mm)
Use POUR nails and four spots of asphalt roofing cement for every full
shingle as shown below. Asphalt roofing cement meeting A5fM D4586
Type D is suggested Apply 1"(25 mm) spots of asphalt roofing
cement as shown.
CAUTION: ENcessive use of roofing cement can cause shingles to blister.
6.11B' I "
t• (S rtm) 1• (25 m}+1
Ao[II[p eem[nl
l
12-IN +j-+- 13-113• - + - 12•LV -.-I01ra) (M-) (32M)
6.12.1 Hip & RidRe for Patriot'"": Refer to instructions herein for Cedar Crest'", Cedar Crest'"" IR, Shadow Ridge",
NorthGate or Shangle Ridge"" hip and ridge shingles.
7. LABELING:
7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the
Accredited Quality Assurance Agency noted herein.
7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table
1507.2.7.1 / R905.2.6.1.
BUILDING PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this
product.
9. MANUFACTURING PLANTS:
Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA
requirements.
10. QUALITY ASSURANCE ENTITY:
UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com
END OF EVALUATION REPORT -
Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11
Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 12 of 12
Florida Building Code Online Page 1 of 1
121
BCIS Home Login User Registration Hot Topics ; Submit Surcharge i Stats & Facts Publications i FBC Staff i BCIS Site Map Links I Search
Florida
jjt j Product Approval
F8 USER: Public User
w
Product Approval Menu > Product or Application Search > Application List
Search Criteria Refine Search
Code Version 2014 FL# 15216
Application Type ALL Product Manufacturer ALL
Category ALL Subcategory ALL
Application Status ALL Compliance Method ALL
Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL
Product Model, Number or Name ALL Product Description ALL
Approved for use in HVHZ ALL Approved for use outside HVHZ ALL
Impact Resistant ALL Design Pressure ALL
Other ALL
FL# Typer Manufacturer Validated By Status
FL15216-R2 Revision InterWrap, Inc.
Category: Roofing
John W. Knezevich, PE
954) 772-6224
Approved
Histor
Subcategory: Underlayments
rppruveu vY - ...... .--.-...... ------ -
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:
Credit Card
Safe
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aomra Product Approval
X1USER: Public User
roz•9;rr:,
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL15216-R2
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived CJ
Product Manufacturer InterWrap, Inc.
Address/Phone/Email 32923 Mission Way
Mission, NON -US 00000
551) 574-2939
mtupas@interwrap.com
Authorized Signature Eduardo Lozano
elozano@interwrap.com
Technical Representative Eduardo Lozano
Address/Phone/Email 32923 Mission Way
Mission, NON -US 00000
778)945-2891
elozano@interwrap.com
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Underlayments
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 Robert Nieminen
the Evaluation Report
Florida License PE-59166
Quality Assurance Entity Intertek Testing Services NA, Inc.
Quality Assurance Contract Expiration Date 11/17/2018
Validated By John W. Knezevich, PE
C, Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
FL15216 R2 COI 2015 01 COI Nieminen.odf
1507.2.3
1507.5.3
1507.8.3
1507.9.3
1507.9.5
T1507.8
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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 2 Option B
04/28/2015
04/29/2015
05/04/2015
06/23/2015
10/10/2017
FL # Model, Number or Name Description
15216.1 RhinoRoof Underlayments Synthetic roof underlayments
Limits of Use
Approved for use in HVHZ: No
Installation Instructions
FL15216 R2 II 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216-
R2.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Robert Nieminen PE-59166
Design Pressure: N/A Created by Independent Third Party: Yes
Other: See ER Section 5 for Limits of Use. Evaluation Reports
FL15216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216-
R2.Ddf
Created by Independent Third Party: Yes
Fick 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:
Mm ® [
Check
Credit Card
Safe
https://www.floridabui[ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3... 11 /29/2017
0T
EVALUATION REPORT
Interwrap, Inc.
32923 Mission Way
Mission, BC V2V-6E4
Canada
EXTERIOR RESEARCH & DESIGN, LLC.
Certificate of Authorization #9503
353 CHRISTIAN STREET, UNIT #13
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 140510.02.12-112
FL15216-R2
Date of Issuance: 02/17/2012
Revision 2: 04/27/2015
SCOPE:
This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen,
P.E. for use of .the product under the Florida Building Code and Florida Building Code, Residential Volume. The
products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code
sections noted herein.
DESCRIPTION: RhincRoof Underlayments
LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted
herein.
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced
Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of
this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product
changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this
Evaluation Report relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or
its distributors and shall be available for inspection at the job site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 3.
Prepared by:
Robert J.M. Nieminen, P.E.
Florida Registration No. 59166, Florida DG4 ANE1983
The facsimile seal appearing was authorized by Robert Nieminen,
P.E. on 04/27/2015. This does not serve as an electronically signed
document. Signed, sealed hardcopies have been transmitted to the
Product Approval Administrator and to the named client
CERTIFICATION OF INDEPENDENCE:
1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for
which the evaluation reports are being issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
I TRINITY I ERD
ROOFING COMPONENT EVALUATION:
1. SCOPE:
Product Category: Roofing
Sub -Category: Underlayment
Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the
intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following
Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein.
2. STANDARDS:
Section Properties Standard Year
1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006
1507.8.3, 1507.9.3, 1507.9.5 on Heating
1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005
1507.9.3 Heating, Liquid Water Transmission,
Breaking Strength, Dimensional Stability
3. REFERENCES:
Ent Examination Reference Date
ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011
ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011
ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014
ITS (QUA1673) Quality Control Inspection Report 11/17/2014
4. PRODUCT DESCRIPTION:
4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM
D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be
produced in various other sizes.
5. LIMITATIONS:
5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of
Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or
design guidance unless retained specifically for that purpose.
5.2 This Evaluation Report is not for use in the HVHZ.
5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test
report from accredited testing agency for fire ratings of this product.
5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced
within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation
combined with supporting data for the prepared roof covering.
5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows:
TABLE 1: ROOF COVER OPTIONS
Asphalt Wood Shakes Slate or
Underlayment
Shingles
Nail -On Tile Foam -On Tile Metal
Shingles Simulated Slate
RhinoRoof U20 Yes No No Yes Yes No
5.6 Exposure Limitations:
5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation.
6. INSTALLATION:
6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions
subject to the Limitations set forth in Section 5 herein and the specifics noted below.
6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the
requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of
prepared roof covering to be installed.
Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112
Certificate of Authorization #9503 F1.15216-112
Revision 2: 04/27/2015
Page 2 of 3
TRINITY I ERD
6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove
any dust and debris prior to application.
6.4 RhinoRoof U20:
6.4.1 Fasteners:
For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or
those noted in 6.4.2. The use of staples is prohibited.
For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter
plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of
staples is prohibited.
6.4.2 Single Laver; Roof Slope > 4:12:
End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap,
Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions.
For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24
hours up to maximum 30-days, use of every fastening location printed on the surface is required.
When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached
pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs,
remove the cap nail and patch the hole in accordance with Interwrap published instructions.
6.4.3 Double Laver; 2:12 < Roof Slope < 4:12:
End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch.
Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width
sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum
half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application.
BUILDING PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product.
8. MANUFACTURING PLANTS:
Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements.
9. QUALITY ASSURANCE ENTITY:
Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321
END OF EVALUATION REPORT -
Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2
Certificate of Authorization #9503 F1.15216-112
Revision 2: 04/27/201S
Page 3 of 3
Florida Building Code Online Page 1 of 1
erne ;!
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Florida
kt Product Approval
6 - USER: Public User
Product Approval Menu > ProduR or Application Search > Application List
Search Criteria Refine Search
Code Version 2014 FL# 16568
Application Type ALL Product Manufacturer ALL
Category ALL Subcategory ALL
Application Status ALL Compliance Method ALL
Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL
Product Model, Number or Name ALL Product Description ALL
Approved for use in HVHZ ALL Approved for use outside HVHZ ALL
Impact Resistant ALL Design Pressure ALL
Other ALL
FL#
y
yTvoe Manufacturer Validated By Status
FL1656 - Revision MILLENNIUM METALS INC. Steven M. Urich, Approved
RI Category: Roofing PE
Subcategory: Roofing Accessories that are an Integral Part of the 717) 317-8454
History
Roofing System
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Contact Us :: 2601 Blair Stone Road Tallahassee FL 32392 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 .
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FL # FL16568-R1
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived 1
Product Manufacturer MILLENNIUM METALS INC.
Address/Phone/Email 1333 HAINES STREET EXP
JACKSONVILLE, FL 32202
877) 358-7663
tmccogan@aol.com
Authorized Signature James Buckner
jimmy@cbuckinc.net
Technical Representative Tonya Steele
Address/Phone/Email 10200 Eastport Road
Jacksonville, FL 32218
904)358-8366
tonyac@mmi2000.net
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Roofing Accessories that are an Integral Part of the Roofing System
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
9 Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed James L. Buckner, P.E. @ CBUCK, Inc.
the Evaluation Report
Florida License PE-31242
Quality Assurance Entity Keystone Certifications, Inc.
Quality Assurance Contract Expiration Date 09/22/2026
Validated By Steven. M. Urich, PE
R Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
FL16568 R1 COI CertOfIndep.Ddf
1709.2
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Florida Building Code Online Page 2 of 2
Product Approval Method Method 2 Option B
Date Submitted 03/02/2015
Date Validated 03/02/2015
Date Pending FBC Approval 03/05/2015
Date Approved 04/15/2015
Rummary of Products
FL # Model, Number or Name Description
16568.1 MMI-2" Off Ridge Vent Steel off ridge vent for shingle roofs mechanically attached
to Plywood Deck. 4', 6', 8', 10' Nominal Lengths
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16568 R1 II 01 MMI-2 OffRidoeVent-ASTME330-
Steel EVALREPORT.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No Verified By: James L. Buckner, P.E. @ CBUCK, Inc. P.E.
Design Pressure: +N/A/-75 31242
Other: Refer to evaluation report for conditions and Created by Independent Third Party: Yes
limitations of use. Refer to manufacturer's installation Evaluation Reports
instructions as a supplemental guide. FL16568 R3 AE 01 MMI-2 OfFRidgeVent-ASTME330-
Steel EVALREPORT.pdf
Created by Independent Third Party: Yes
16568.2 MMI-2B Off Ridge Vent Steel or Aluminum Off Ridge vent with Detachable Baffle for
shingle roofs mechanically attached to Plywood Deck. 4', 6',
8', 10' Nominal Lengths
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16568 RI II 02 MMI-2B OffRidaeVenr-TAS
Approved for use outside HVHZ: Yes 100 EVALREPORT.odf
Impact Resistant: N/A Verified By: James L, Buckner, P.E. @ CBUCK, Inc. P.E.
Design Pressure: N/A 31242
Other: Refer to evaluation report for conditions and Created by Independent Third Party: Yes
limitations of use. Refer to manufacturer's installation Evaluation Reports
instructions as a supplemental guide. FL16568 R1 AE 02 MMI-2B OffRidgeVent-TAS
100 EVALREPORT.pddf
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 Stat m nt :: 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:
W&WNotm® k" is
Credit•
Safe
r lUlfll\Uh I'Ic''IC
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S_K ' • r1111 4 TNT
Splrctalty Structural EnglneaL=rinq CBUCK, Inc. Certificate of Authorization #8054
Evaluation Report
MMI-213" Off Ridge Vent with Detachable Baffle
Ridge Vent Assembly
Manufacturer:
Millennium Metals, Inc.
10200 Eastport Road
Jacksonville, FL 32218
877) 358-7663
for
Florida Product Approval
FL 16568.2 R1
Florida Building Code Sth Edition (2014)
Per Rule 61G20-3
Method: 2 - B
Category: Roofing
Sub - Category:
Product:
Material:
Support:
Roofing Accessories that are an Integral
Part of the Roof System
MMI-2B" Off Ridge Vent with Detachable Baffle
Steel or Aluminum
Wood Deck
Prepared by:
James L. Buckner, P.E., SECB
Florida Professional Engineer # 31242
Florida Evaluation ANE ID: 1916
Project Manager: Youry Demosthenes
Report No. 15-104-MMI-2B-ORV-ER_14
Date: 2 / 26 / 15
Contents:
Evaluation Report Pages 1— 7
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No 31242
0lij
STATE OF
LORID
Y!l1111111
Digitally Signed by: James L. Buckner, P.E.
CBUCK, Inc.
2015.03.02 10:57:51-05'00'
1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403
Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net
Sppcicglty shlic l-wal Enq>In*1E=rinq
Manufacturer: Millennium Metals, Inc.
FL #: FL 16568.1 R1
Date: 2 / 26 / 15
Report No.,: 15-104-MM-2B-0RV-ER_14
Page 2 of 7
CBUCK, Inc. Certificate of Authorization #8064
Product Name: "MMI-213" Off Ridge Vent with Detachable Baffle
Product Category: Roofing
Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System
Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b)
Product/System "MMI-213" Off Ridge Vent with Detachable Baffle
Description: Steel or Aluminum off ridge vent for shingle roofs mechanically attached to
Plywood Deck.
Product Assembly as Refer to Page 4 of this report for product assembly components/materials &
Evaluated: standards:
1. Off Ridge Vent
2. Fasteners
3. Roof Cement
Support: Type:
Wood Deck
Design of support and its attachment to support framing is outside the scope of
this evaluation.)
Description:
15/32 (min.) or greater plywood,
or Wood plank (min. specific gravity of 0.42)
Slope: 2 : 12 or Greater
FL #: FL 16568.1 R1
Date: 2 / 26 / 15
Report No.: 15-104-MM-2B-ORV.-ER_14.
Page 3 of 7
SpE=clahj Structural Engineering CBUCK, Inc. Certificate of Authorization ##8064
Performance Standards: The following test protocols were performed to demonstrate compliance with the
intent of the code as this product is not addressed specifically in the code.
TAS-100(A)-95 - Wind and Wind Driven Rain Resistance and/or Increased
Windspeed Resistance of Soffit Ventilation Strip and Continuous or Intermittent
Ventilation System Installed at the Ridge Area.
Code Compliance: The product described herein has demonstrated compliance with Florida Building
Code 5th Edition (2014), Section 1709.2.
Evaluation Report This product evaluation is limited to compliance with the structural requirements of
Scope: the Florida Building Code, as related to the scope section to Florida Product
Approval Rule 61G20-3.001.
Limitations and Scope of "Limitations and Conditions of Use" for this evaluation:
Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical
documentation, specifications and installation method(s) which include
Limitations and Conditions of Use" throughout the report in accordance with
Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is
the authority to approve products under "Optional Statewide Approval'.
Option for application outside "Limitations and Conditions of Use"
Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific
approval by the local authorities having jurisdiction in accordance with the
alternate methods and materials authorized in the Code". Any modification of
the product as evaluated in this report and approved by the Florida Building
Commission is outside the scope of this evaluation and will be the
responsibility of others.
This product has been evaluated to a maximum height of 33 feet.
This product shall not be installed on roof slopes less than 2 : 12.
Refer to applicable building code for ventilation requirements.
Design of support system is outside the scope of this report.
Fire Classification is outside the scope of Rule 61G20-3, and is therefore not
included in this evaluation.
This evaluation report does not evaluate the use of this product for use in the
High Velocity Hurricane Zone code section. (Dade & Broward Counties)
Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in
accordance with the Florida Building Code and Rule 61G20-3.005 (3) for
manufacturing under a quality assurance program audited by an approved quality
assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA
1824).
FL #: FL 16568.1 R1
Date: 2 / 26 / 15
Report No.: 15-104-MM-2B-ORV-ER_14
Page 4 of 7
S 7C cic:slttj Structural Eng1neer1nq CBUCK, Inc. Certificate of Authorization #8064
Components/Materials Ridge Vent: "MMI-213" Off Ridge Vent with Detachable Baffle
by Manufacturer): Material Type 1: Steel
Thickness: 26 gauge (min.)
Yield Strength: 40 ksi min.
Corrosion Resistance: In compliance with FBC Section 1507.4.3:
ASTM A792 coated, or
ASTM A653 G90 galvanized steel
Material Type 2: Aluminum
Thickness: 0.025" (min.)
Alloy Type: 3105-H14
Corrosion Resistance: In compliance with FBC Section 1507.4.3:
ASTM B209
Nominal Dimensions:
Width: 24„
Height: 4-1/2-
Lengths: 2' , 4', 6', 8' and 10'
Fastener(s):
Base Fastener:
Purpose: Attaches Ridge Vent Base Flange to Deck
Type: Annular Ring Shank Roofing Nails
Size : 11 gauge x 1-1/2"
Corrosion Resistance: Per FBC Section 1506.5
Standard: Per ASTM F 1667
Alternate Fastener:
Purpose: Attaches Ridge Vent Base Flange to Deck
Type: Hex -Head Wood Screw
Size : #10 x 1-1/2" (min.)
Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4
Standard: Per ANSI/ASME B18.6.4
Roof Cement:
Type: Asbestos -free asphalt based roof cement w/ SBS rubber
Application Size : 1/4" thick minimum
Standard: Per ASTM D 3019 Type III and ASTM D 3409
Speciaftj Structural Engineering CBUCK, Inc. Certificate of Authorization #8064
Installation: Installation Method:
Refer to drawings on Pages 6-7 of this report.)
Prepare deck opening by trimming any shingles & nails that may interfere with
ridge vent installation.
Apply roof cement to the underside, back and side flanges of the ridge vent.
Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install
cement in compliance with manufacturer's installation guidelines.)
Position vent flange beneath loosened shingles and align with deck opening.
Slide baffle onto lower roof vent flange and secure with nails or screws spaced
4" o.c.
Attach vent top and side flanges to deck with nails or screws spaced 4" o.c. and
1-1/2" from each end.
Minimum fastener penetration thru bottom of support, 3/16".
Install the "MMI-213 Off Ridge Vent with Detachable Baffle" assembly in compliance
with the installation method listed in this report and applicable code sections of FBC
5th Edition (2014). The installation method described herein is in accordance with
the scope of this evaluation report. Refer to manufacturer's installation instructions
as a supplemental guide for attachment.
Referenced Data: 1. TAS 100(A)-95 Test
Architectural Testing, Inc.(FBC Organization #TST ID: 1527)
Report #: D0249.01-450-18, Report Date: 8 / 29 / 13
2. Quality Assurance
By Keystone Certifications, Inc. (QUA ID: 1824)
Millennium Metals Licensee # 423
3. Certification of Independence
By James L. Buckner, P.E. @ CBUCK Engineering
FBC Organization # AN 1916)
FL #: FL 16568.1 R1
Date: 2 / 26 / 15
Report No.: 15-104-MM-2B-ORV-ER_14
Page 6 of 7
Specialty Structural Engine2princ) CBUCK, Inc. Certificate of Authorization #8064
Installation Method
Millennium Metals, Inc.
MMI-213" Off Ridge Vent with Detachable Baffle Attached to Wood Deck
Profile Drawings
F_1/7"
I2-1/8"I 18-1 /4" I 3"
Side View (Not To Scale)
Typical Fastener(s)
11 Gauge Ring Shank Roofing Nail
OR
10 min. Wood Screws
MMI-2"
Steel Off Ridge Vent
Typical Fastener(s)
11 Gauge Ring Shank Roofing Nail
OR
10 min. Wood Screws
Detachable Baffle
Two piece system that slides
into lower flange of vent and
secured with fasteners
spaced 4" o.c.
Plywood Deck
Lower Slope
Front)
Typical Side View (Not To Scale)
Higher Slope
Back)
x
FL #: FL 16568.1 R1
Date: 2 / 26 / 15
Report No.: 15-104-MM-2B-ORV-ER_14
Page 7 of 7
Spedalty Sh-uC1 al Engineering U5ULA, uic. LeruJIwie uj siuuiunZuuun r+ovo4
Installation Method
Millennium Metals, Inc.
MMI-213" Off Ridge Vent with Detachable Baffle Attached to Wood Deck
1 1I/2" o.c.
t
1 1/2" 4" o.c.
4" o.c. Typical, Maximum
Typical Fastener(s)
11 Gauge Ring Shank Roofing Nail Base Flange
OR
10 min. Wood Screws
Top Plan View (Not To Scale)
Typical Fastening Pattern)
MP,
Nominal Lengths
4 R.
8 Ft.
Detachable Baffle
Two piece system
i' i' that slides into lower
flange of vent and
secured with fasteners
4" spaced o.c.
Typical Fastener(s)
y' -11 Gauge Ring Shank Roofing Nail
OR
10 min. Wood Screws
Typical Ridge Vent Assembly
Isometric View (Not To Scale)
dd
ME=--F,o.L Ss I " C; .
10200 Eastport Road Jacksonville, F132218
877-358-7663
Off Ridge Vent Installation (with or without detachable baffle)
A. Preparation
To prepare roof for installation it will be necessary to determine how many and what type of vents will be
needed for the project.
Off Ridge Ventilation should be installed as evenly as possible across the roof section. The roof vent should be
installed a minimum of 6" off the peak of the ridge. Cut out sizes are located below in Table 1-1.
IMPORTANT NOTE: DO NOT CUT INTO RAFTERS OR TRUSSES.
When installing vents on an existing shingle roof remove shingles from the sides and top of the opening.
Remove any nails that interfere with installing the vent. This typically includes nails that are to be 3" within the
body of the vent. Shingles and existing nails should remain on the bottom slope up to the cut opening.
Roof cement is necessary around the perimeter of the underside of the vent to seal it to the underlayment or
shingles. The cement should also be installed on the vent completely cover back and side flanges. The cement
should be thick and should extend 2" onto the underlayment. The lower portion of the vent should already
have shingles installed up to the cut opening. The lower portion of the vent should sit on the roof cement.
Shingles should be installed on the back and side flanges of the vent. All nail areas should be covered with
cement.
B. Opening & Positioning
The cut opening should be positioned a minimum of 10" from the back flange. This allows a minimum
clearance of 2-1/2" from the roof to the top of the vent. The vent should be centered horizontally over the
openmg.
Table 1-1
Off Ridge Vent Installation Chart
Len th Net Free Area (sq in) Cut Out Size
4' 115 46" x 2-1/2"
6' 175 70" x 2-1/2"
8' 235 94" x 2-1/2"
10, 295 118" x 2-1/2"
C. Fastening of the Off Ridge Vent
1) If using detachable baffle, attach the baffle by sliding it onto the lower flange of roof vent.
Care should be taken to see it is flush with front flange of vent. Secure as indicated on
drawing.
2) Fasten the top, side, and lower flange with a minimum of 1-1/2" ring shank nail 4" on
center. The nail should be 1-1/2 inches from the edge of the flange and 1-1/2" from the
comers of the vent.
Nail must beASTMF1667 compliant in accordance with Florida Building Code Section 15.
Millennium Metals manufactures off ridge vents in the following gauges of steel & aluminum
Aluminum available with detachable baffle only), which meets the requirements of the 2010 Florida
Building Code (chapter 15).
26 gauge (.0179 min) AZ50 Acrylic Coated Galvalume Steel
26 gauge (.0179 min) ASTM A-653 Steel G-90 Commercial Steel Type B
26 gauge .0179 min ASTM A-755 Ptd Steel Commercial Steel Type B
Ptd Aluminum (.025 min) ASTM B-209 *
Ahmdw— is only amikbk with detachable baffle due to Florida Product ApprovaL
Page 1
Florida Building Code Online Page 1 of 1
77.
pia
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FL#
v
VTvoe Manufacturer Validated By Status
FL17867 New Lott's Concrete Products
Category: Structural Components
Subcategory: Products Introduced as a Result of New Technology
Thuy H Huynh
813) 645-0166
Approved
pprovep uy uorn. Ppwv y _....... ....----
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32392 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:
echcik
Credit Card
Safe
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BCIS Home i LogInUser Registration j Hot Topics Submit Surcharge i Stats & Facts i Publications i FBC Staff It BCIS Site Map ; Links Search Florida
Product
Approval t'
USER: Public User Product
Approval Menu > Product or Application Search > Application List > Application Detail FL #
FL17867-RO Application
Type New Code
Version 2014 Application
Status Approved Comments
Archived
1 Product
Manufacturer Lott's Concrete Products Address/
Phone/Email P.O. Box 77125 Winter
Garden, FL 34777 407)
656-2112 precast98@aol.
com Authorized
Signature John Hoy jhoy@florida-
engineer.com Technical
Representative Address/
Phone/Email Quality
Assurance Representative Address/
Phone/Email Category
Structural Components Subcategory
Products Introduced as a Result of New Technology Compliance
Method Evaluation Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer A
Evaluation Report - Hardcopy Received Florida
Engineer or Architect Name who developed John Hoy the
Evaluation Report Florida
License PE-55312 Quality
Assurance Entity Keystone Certifications, Inc. Quality
Assurance Contract Expiration Date 11/01/2023 Validated
By Thuy H Huynh 9
Validation Checklist - Hardcopy Received Certificate
of Independence Referenced
Standard and Year (of Standard) Equivalence
of Product Standards Certified
By Sections
from the Code FL17867
RO COI Letter of Independence.cdf Standard
Year ACI318
2011 ACI
530 2011 ASTM
A416 2006 ASTM
A615 2009 https://
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Florida Building Code Online Page 2 of 2
Product Approval Method Method 1 Option D
Date Submitted 07/03/2015
Date Validated 07/03/2015
Date Pending FBC Approval 07/09/2015
Date Approved 08/20/2015
Date Revised 10/14/2017
Summary of Products
r l
FL # Model, Number or Name Description
17867.1 Lintel 8" Precast/ Prestressed Lintels
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL17867 RO II Installation Instructions. pdf
Approved for use outside HVHZ: Yes Verified By: John Hoy PE 55312
Impact Resistant: N/A Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: FL17867 RO AE 8in Lintel Load Tables.odf
FL17867 RO AE Letter of Evaluation.pdf
FL17867 RO AE Quality Control Manual.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:
ghEc
Credit Card
Safe
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a
5 G U i l (A rl S
di Tomorrow's July
2, 2015 LOTT'
S CONCRETE PRODUCTS — PRECAST LINTEL INSTALLATION INSTRUCTIONS Preparation
1.
Remove any laitance, loose aggregate, and anything that could prevent mortar from bonding
with the precast lintel. 2.
Remove any loose material from the grout spaces that is deleterious to masonry grout. Erection
1.
Erect precast lintels with a nominal 4in bearing for filled lintels and a nominal 6.5in bearing
for unfilled lintels. 2.
It is recommended that shoring be supplied at mid span for all lintels greater than 14ft in length.
All shoring is the responsibility of the general contractor. 3.
Construct all concrete masonry above the precast lintel in accordance with ACI 530, Reinforcement
Placement 1.
Place reinforcement in the bottom of the "U" of the precast lintel as indicated on the construction
documents. 2.
Place reinforcement within the top of the precast lintel (if no concrete masonry above the lintel)
as indicated on the construction documents. Provide minimum concrete coverage in
accordance with ACI 315 and secure reinforcement to prevent movement during the grouting
process. 3.
Place all reinforcement within concrete masonry in accordance with ACI 530 and the construction
documents. Grout
Placement 1.
Place concrete masonry grout in accordance with ACI 530. Florida
Engineering Solutions,.lno. — CA No. 26300 — (Mail): PO Box 1238 (Physical): 12620 Curley St. — Ste 105 San
Antonio, FL 33576 — Ph: 352 / 588 — 5311 Fx: 352 / 588 — 5411 Web:
www.florida-engineer.com
CITY OF SANFORD
BUILDING $ FIRE PREVENTION
PERMIT APPLICATION
Application No: 18-0264
Documented Construction Value: $ 3,550.00
Job Address: 3616 Crawley T)nwn T.nnz ufnrd FT. Historic District: Yes No 12
Parcel ID: Residential 13 Commercial
Type of Work: New ® Addition Alteration Repair ElDemo Change of Use Move
Description of Work: Plumbing New Residential Construction
Plan Review Contact Person: Jamie Blackwell
Phone: 407-323-7515 Fax: 407-323-8954
Name Ryan Elomes
Street:
City, State Zip:
Name Advantaje Plumbing, Inc.
Street: PO Box 1117
City, State Zip: Sanford, FL 32772
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Clerical
Email: info()api-orlando.com
Property Owner Information
Phone:
Resident of property' : _ NO
Contractor Information
Phone: 407-323-7515
Fax: 407-323-8954
State License No.: CF-CO57881
ArchitectlEngineer Information
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 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. Q %
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code
Revised: June 30, 2015
Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this pmperty 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effiect at the time We pemtit is issued, inaccordancewithlocalordinance. 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 willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning.
sure of0%.- /Agent D.t
Print owner/Agent s Name
Sigoalwe of Notary -State of Florida Date
y""-"""m
Owner/Agent is Personally known to Me
or Produced ID Type of )D
5 -
3/20/ 18
Signature of Confteror/Agent Data
A Thomas Smith
Print Cwvhu or/Agent's Name
0/18
igaa rc o 'otary- ofth L Wam",Smdh Date
NOTARY PUBLIC
u
STATE OF FLORIDA
Carrwn# OG131
1 0 Expires 821/2021
Contra ctgr/Agent is X Pesonally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building[] Electrical[] Mechanical[] Plumbing
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min, Occupancy Load:
New Construction: Electric - # of Amps
Gas Roof
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes [] No
APPROVALS: ZONING: UTILITIES: WASTE WATER
ENGINEERING: FIRE: BUI DING:
COMMENTS:
Revised: June 30, 2015
Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
All PERMIT APPLICATIONA
Application No:
Documented Construction Value: $ ; ` --9 °:' " 1 0
Job Address: " (PNa Historic District: Yes Nog
Parcel ID: ResidentiaQ Commercial
Type of Work. NewL0 Addition Alteration Repair Demo Change of Use Move
Description of Work:1R,-_-,1A11 Co-m;n1p_t,P_ ArAc-1`i1n`t1r,r- [1,. L
f
Plan Review Contact Person: KAel
Phone: Lk-1 _461 8001J Fax:
Name
Street:
City, State Zip:
Name
Street:
City, State Zip:
Name:.
Street:
City, St, Zip:
Title:
Property Owner Information
Phone: d A -
Resident of property? : 00
Contractor Information
hone:- ii CJgtJ' - 30c
sg16' S e" v Fax:
C2 CL Cza 77 t State License No.:
Architect/Engineer Information
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. 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: Sue 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 at work will
be done in compliance with all applicable laws regulating construction and zo
Signature of Owner/Agent Date
iJttr'_11_`I N 'P1: Qyl S:_T-ZtXz3c tPrint Owner/Agent's Name P .. t,ConI for/A cnt's Name g ry -Sta
tofFlorida at Signature.of Notary -State of Florida Date Si nature of No 0Q0*°$4'.. CHERYL
D AKERS MY COMMISSION # FF998962
EXPIRES June 05,
2020 Q07 't98o-0'
j5J_ F,rortCallolayySerAce.tnm Owner/Agent is
Personally Known to Me or Contractor/Agent §_!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: Occupancy
Use: Flood Zone: Total Sq Ft
of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - #
of Amps _ Plumbing - # of Fixtures Fire Sprinkler Permit:
Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES:
WASTE WATER: ENGINEERING: COMMENTS: FIRE:
BUILDING:
Revised:
June 30,
2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: f _ ? L
Documented Construction Value: $ J
Job Address:
Historic District: Yes No Parcel ID•
Residential l COmmercialElTypeofWork: Ne4w q Addition Alteration Re airAp Demo Chan e f U Description of Work:
Plan Review Contact Person:
Phone:
Na
Street:
Cityi State Zip
g o se Move
Title:
Fax: Email:
Property Owner Information
Phone:
Resident of property:L
j' E Contractor information
Name t'i, no Pry( V—p
t
Street:
Phone:
Fax: " ! F -7
City, State Zip: r
State License No.: _13(
Architect/Engineer Information
Name:
Phone:
Street:
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 YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH 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 hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 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
Pcmlit 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ]CC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. 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 willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning.
Signature of Owner/Agent
Print Owner/Agent's Name
Date
Signature of Notary -State of Florida pate
Wggnature of Contractor/Agent Date
n
DCO S ( br
Pnnt Contractor/Agent's Name
i SignatureofNotary-State, of Florida Date
ot ar?oe, PAMELASTERNUS
N Commission # GG 110622
eY Expires August7,2021
Owner/Agent is Personally Known to Me or Contractor/Agen' ' Personally Known to Me orProducedIDTypeofIDProducedIDTofID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building
Construction Type:
Total Sq Ft of Bldg:
Electrical Mechanical Plumbing Gas Roof
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No
APPROVALS: ZONING: UTILITIES: WASTE WATER:
ENGINEERING: FIRE: BUILDING:
COMMENTS:
ReNriSed: June 30, 2015
Permit Application
UNIVERSAL UES Project No: 0110.1700732.0000 1
Workorder No: 9366956-1
ENGINEERING SCIENCE: Report Date: 3/28/2018
Consultants In: Geotechnical Engineering • Environmental` li nces
Geophysical Services • Construction Materials Testing • Threshold Inspection
Building Inspection • Plan Review • Building Code Administration
3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106
In -Place Density Test Report
Client: UES Technician: Christian Acevedo
4307 Vineland Road, Suite H2O /L
Orlando, FL 32811 Da?
1
te Tested: 03/28/2018
Project: Kensington Reserve, House Lot Testing
Area Tested: Lot#46-3616 Crawley Down Loop
Material: Native
Reference Datum: 0 = Bottom of Footing
Type of Test;
Field: ASTM D-2937 Drive Cylinder Method
Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
Maximum
Density
pcf)
Dptimum
Moisture
Field Dry
Density
pcf)
Field
Moisture
Soil
Compaction
co)
Native
Depth
inch)
Pass
or Fail
1 West Footing 0-1 ft 105.4 12.2 105.3 7.1 100 N/A Pas:
2 East Footing 1-2 ft 105.4 12.2 106.7 7.6 101 N/A Pas:
3 North Footing 1-2 ft 105.4 12.2 107.5 7.7 102 N/A Pas:
4 WNW Corner of Pad (TOF) 1-2 ft 105.4 12.2 105.5 8.3 100 N/A Pas:
5 Southeast Corner of Pad (TOF) 2-3 ft 105.4 12.2 107.6 8.7 102 N/A Pas:
Remarks: TOF (Top of Fill)
Tn nn4<,hhnh o m.d..ol nmfen4:nn M / /nian rn oYn n/:nn4n /h. D-hlin and --h— oil r —4nomo..hm:Hnd on nnnF.dn nl;ol nrnnndv of-- nl:nn/n and
DESCRIPTION AS FURNISHED: Lot 46, KENSINGTON RESERVE, as recorded in Plat Book 81, Pages 86
through 92, Public Records of Seminole County, Florida.
BOUNDARY FOR / CERTIFIED TO: Ryan Homes/NVR Inc.
LOT 25
S 00D 19' 09" E '
1 60.00'
t 1
LOT 45
M
T
O
Cl
CO
I LOT 46
24.80'
10.00'
10.00'
24.80'
10.00'
10.00' {-
I I I
126.20" 25.20' 25.20'
10' UTIL. ESMG
6.8.) S 000.19' 09" E
60. 00,
w
LOT 47
CO
2
Ly 112.44'
CPC)
E
2
CRAWLEY DOWN LOOP
50' PRIVATE R/W)
PROPOSED - FISHED SPOT GRADE ELEVATIONS FRONT - 25'
PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS REAR - 20'
l= PROPOSED DRAINAGE FLOW
40IMPERVIOUS= 950UAREFEUARE FEET OR 43.4X
SIDE 7.SSIDE5' F-FOR 60OR40' Ca 0TST5y,?y 0
LOT GRADING TYPE A Q
CONTAINS 6.900tCOVERAGE
LIVING AREA CONTAINS 2,463t SQUARE FEET SIDE - 10' FOR 75' LOTS
PROPOSED FINISH FLOOR PER PEAKS = 27.0' QtA CONC/L4NA1/PORCH CONTAINS 5661 SQUARE FEET SIDE STREET = 25'
GRUS'NMEYER-SCOTT ASSOC., INC. - LAND SURVEYORS
LEAN° - LEmm 5400 E. COLONIAL DR. ORLANDO, FL 32807 (407)-277-3232. FAX (407)-658-1436
P • PLAT PdL a POW M LINE
TiP. .. T»TrAi
IISDY PIDC PAL . PORR 6 Rf:/EASC CUMATIYE F am, i. iFff'NAERSb:tiD GOES NDIIDT'CERIBY 7HAT iH6 $I/RiEY PEER 71$ 57ANDYNDS CF PAACOLE SEF FDRRY &' 1NE ilk 80M1IA OFID. .
LR. . BAR PLC . FYIDY[ 6 CDiORID f]IIIVATUBC
CONfNETE I(MEENT FAR RARVL
PROfEf1L 51F1 YOY6 AIA 1NPPERS IN U' NPIER SJ-I] iLLRDOA ADiBfY45fRATRE GD!)f PURSYUTT TO SEC 4720ZT, FL07®A STAKES
SURVFTRAS SEAD4LWE A1E) Mew SFA4 TM SURVEY W M WPIES ARE NOT KILA.
CAET tA. . t2' FR NYJ 49/G PACC..
1. iNEE55 ]f MI17
7. TX6 SIWiLY tl415 PREPAIED TROY Tif[£ AAON FLO94S M TD THE SLOPIE L MW ANY BE OIN9! RESTMC1IOk5
YR
O.N. EGDlNIO CALL a CALCULATID
PAN. • RW lERT REFERENCE MY W
011 OISE]IE#+5 RNT AFFECF INKS f91aPENiY.. -
4 NO TWO BNRO"DUS WAC ®l LOCUM LWXSS O'RIERIN$ S%RM'AIlE. . POOR OF CmRIElW4M'
TF. 'a FWtSYER FLmR ¢RV TiLbI S 7W5 SIDMT IS FI76MFED MR Di SOLE BENEW CF RASE LII07YED f0 NO SHWLO NOT 8E RE1hD UP01f BT ANY OMER [N1RY.
R/af R{fiNM a . RdOBMPoE
L E
LL .SASE 1EAiRlf
B 0111FNSAYS SNOIIN FCA ifs IDdl10N OF R®ROM]2M5 HENEON ShtlUID NOT BE UIpSED TO BYADAARY [DYES.
7:. 05UM ARE SASm AATRE6 DYTIW FJA ON THE LINE 4ADN AS BASE BfARDA Y:B)' ESNI. a GAg1ENi
BMM RUQNFiE A ELVAUM($ F SNORT( ARE M= ON NAnaWJ- GEOOERG VERRCAL OOW Cr /B]A EXCESS OTMMW NOIFO.
OA¢a fGC, MCC
CFRfR OF AURRD TM WISM
VRGC . V FENCEHLO 5ptle— I' - 20 '— 1 oaAwY 6Y:
C/E • E=nR ZP.G - FOmT OF 0A7E ORDER NnTAMMacRSP®Yi 6' TANGETIY'
BFYlYO•T1RI
CERTIFIED
PLOT PLAN 11-14-17 4981-17
n TwENCIN FORMBOARD FOUNDAT10N/FLEVS, 00-90-08 1834-18
C O
ca - auRA EENRNr.
NORTH
THIS SUADM%PROPEI / OCE.S NOT UE WITHN
734
THE ESTAW.GNED 700 TEAR FLOOD PLANE AS PER T" wSW is d 4Bv1 , ZONE ^
A' MAP f 1Z I XCC1SOF (09-28-67).