HomeMy WebLinkAbout2263 Kelmscott Ct 17-3184; NEW SFHCOUNTY OF SEMINOLE
IMPACT FEE STATEMENT
M-_iY4
STATEMENT NUMBER: 17100009
BUILDING APPLICATION #: 17-10000922
BUILDING PERMIT NUMBER: 17-10000922
DATE: December 15, 2017
UNIT ADDRESS: KELMSCOTT CT 2263 17-20-31-5VC-0000-0640 ' .
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 RD H-20 ORLANDO FL 32811
LAND USE: KENSINGTON RESERVE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 2263 KELMSCOTT COURT/ KENSINGTON RESERVE
LOT 64 SFR DETACHED
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
FIRE RESCUE N/A
00
LIBRARY CO -WIDE ORD
00
Single Family Housing
SCHOOLS CO -WIDE ORD
54.00 1.000 dwl unit 54.00
Single Family Housing 5,000.00 1.000 dwl unit 5,000.00
PARKS N/
LAW ENFORCE N/A
00
DRAINAGE N/A
00
00
AMOUNT DUE 5,759.00
STATEMENTRECEIVED BY Ie_4 G SIGNATURE:
PLEASE PRINT NAME)
DATE:
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. ***
DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT
2-FINANCE 4-LAND MANAGEMENT
NOTE**
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE
SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR
DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN
CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE.
COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST 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THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT***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 OF THE RECEIVING SIGNATURE DATE ABOVE
DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356.
REQUEST FOR TUG & PREPOWER AGREEMENT
ALL RESIDENTIAL PROPERTIES
Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford,
Seminole County, Winter Springs
Date: p d 1-1
Project Name:
Kensington Reserve
Building Permit #: i --I -4 31 I+
Project Address: Z24o K o L rnS C P Tf COU--f
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 NAME:
JURISDICTION:
CALLED INTO:
Rev. 02/10/15)
F
1
Robert Lattanzi - Ryan Homes Scott L Easterbrook - Palmer Electric
Print Nam of en. Contra
Signature of Gen. Contractor
CBC1257565
Gen. Contractor License #
Print Name of El. Contractor
ignature of El. Contractor
EC0003096
El. Contractor License #
Progress Energy Florida Power and Light on
N
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: 17-00003184
Parcel ID Number: 17-20-31-5VC-0000-0640
9`ii%i: I I'AL,i P ?al-_i1Ii`I(.)l._L- (i7(1i`dl `i'
F: K. Of- C:lf"CtIl:l' COUFZT & CONPTftOLLER
CLERK'S 2017129478
i'E(0I;.Tjia's 12f211121:1.17 1;11'V21' PI1 t?
ia_:(.aR:-ll:idG FEECi ,.it.iILI 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 #
64 of Kensington Reserve 2263 Kelmscott Court 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: Naine: 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 maybe served as provided by Section 713.
13(1)(a)7., Florida Statutes. Name:
Dayna Whitson Phone Number: 407-692-9820 Address:
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. VV
Signature
fpwner or Lessee, or Owner's or Lessee's Authon
d Officer/Director/Partner/Manager) Dayna
Whitson Assistant Secretary Print
Name and Provide Signatory's Title/Office) State
of Florida County of Orancie The
foregoing instrument was acknowledged before me this s day of by
Tracy McDonald Who is personalty known to me Y, OR'-) Name
of person making statement who
has produced identification type of identification produced: nw•
Tr,,, Cc ' LG IG&I M D(ihir^+I_t tJIY''
COMMISSION tt Fr-'925012 EXPIRES
October 06. 2019 1407)
3U'8 0'53 Flordariota ySen; Notary
r
r"a,
I2.Q G C 10 [3
Bid CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: '1 — 3 I s 4
Documented Construction Value: $
Job Address: 2263 Kelmscott Court, Sanford, FL 32773 Historic District: Yes No X
Parcel ID• 17-20-31-5VC-0000-0640 Residential X Commercial
Type of Work: New X Addition 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
r• Name NVR INC. dba Ryan Homes
Street: 4307 Vineland Rd #H20
City, State Zip: Orlando FL 32811
Phone: 407-692-9820
Resident of property? : _
Contractor Information
Name NVR, Inc, dba Ryan Homes Phone: 407-692-9820
Street: 4307 Vineland Rd # H-20 Fax: 407-692-9821
City, State Zip: Orlando FL 32811 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 COMMENCEMEN
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COl1 % /
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF' r D
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECOR / X\
COMMENCEMENT.` 7
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify
commenced prior to the issuance of a permit and that all work will be performed to meet standards of
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, puoK3---
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
caa-- 10-40& cuu 1011,0117
Signature of Owner/Agent DSignature of Contractor/Agent Dat Vicky
Otero Vicky Otero Print
Owner/Agent's Name Print Contractor/Agent's Name Signature
of Notary-Mtorida D e Signature of ota -St Ye ofFlorida Date T2ACY LE'
sGH MCDOPdJI LD MY COMMISSION
4 FF925012 h • • = EXPIRES October
06, 2019 1.007) M
0153 FloddallotarySemce con• Owner/Agent is
x Personally Known to Me or Contractor/Agent is ie Personally Known to Me or Produced ID Type
of ID Produced ID Type of ID BELOW IS FOR
OFFICE USE ONLY Permits Required: Building
R Electrical R Mechanical 2' Plumbing® Gas Roof Construction Type: J(
j Occupancy Use: 23 Flood Zone: X-5CE A7%'rk4A-eb
Total Sq Ft
of Bldg: 511, Min. Occupancy Load: of Stories: 2- New Construction: Electric - #
of Amps 2," Plumbing - # of Fixtures 2 Z Fire Sprinkler Permit:
Yes No [jr # of Heads APPROVALS: ZONING: l %
t l UTILITIES: COMMENTS: ENGINEERING: IMTG
l
Z"1"1 FIRE: Ok to construct
single family home with setbacks and
impervious area shown on plan.
5(• 0'/- i^" e Summerland - G) 6rL
Fire Alarm Permit:
Yes No WASTE WATER: BUILDING:
97 12,-
1 " ? Revised: June 30,
2015 Permit Application
REQUIRED INSPECTION SEQUENCE
RYAN HOMES SFR-DETACHED
Permit # i'7, 2-,,j Aq Address: 1C`L,L-AASG.sITi
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
30 50 Final Window
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
ELECTRICAL PERMIT
Min Max Inspection Description
10 Electric Underground
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
P TLUIVIBINGPERIVIIT a-h aWAI Hri,:, Min
Max Inspection Description 10
Plumbing Underground 20
Plumbing Tubset 10
1000 Plumbing Sewer 1000
Plumbing Final 1VIECHANICA,
L'PERMIT Min Max
Inspection Description 10 Mechanical
Rough 1000 Mechanical
Final REVISED: June
2014
1
12Q.c 1013 I Ir /7
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
D
Application No:
Documented Construction Value: $ 94,333
Job Address: 2263 Kelmscott Court, Sanford, FL 32773 Historic District: Yes No 0
Parcel ID: 17-20-31-5VC-0000-0640 Residential X Commercial
Type of Work: New X 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 Phone: 407-692-9820
Street. 4307 Vineland Rd # H-20 Fax.• 407-692-9821
City, State Zip: Orlando FL 32811 State License No.: CBC1257565
Architect/Engineer Information
Name: AB Design Phone: 407-774-6078
Street: 1441 N Ronald Reagan Blvd Fax:
City, St, Zip: Longwood FL E-mail: brian@abdesigngroup.com
Bonding Company:
N/A Mortgage Lender: N/A
Address: Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING -TWICE -FOR IMPROVEMENTS -TO -YOUR -PROPERTY. —ANOTICE -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 withthedate of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised:
June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
D / l
Signature of Owner/Agent D e Signature of Contractor/Agent Date
Vicky Otero Vicky Otero
Print Owner/Agent's Name Print Contractor/Agent's Name
f C6%=:;Z4 16(1 r,,I I 10 L9 1--7
Signature of Notary- t orida Ddte Signature of o -State of Florida Date
TRACY-LEIGH MCDONALD
MY COMMISSION # FF925012 .
EXPIRES Octobar 06. 2019
L407! 398-0' 53 f orsdaPiotayservice tow
Owner/Agent is i< Personally Known to Me or Contractor/Agent is x Personally Known to Me or
Produced ID Type of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof
Construction Type:
Total Sq Ft of Bldg:_
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No # of Heads
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes No
APPROVALS- ZON:TAT(:: WT,eviE WATER:
ENGINEERING: 113 BUILDING:
Revised: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING AND FIRE PREVENTION DIVISION
300 N. PARK AVENUE
SANFORD, FLORIDA 32772
PHONE: 407.688.5150
FAX: 407.688.5152
A y _ rltt ,_Pr;y
PLAN REVIEW COMMENTS (Ftri s 4i'
Application Number: 17-3184 Date: L
Project Description: New SFR Contact Name: Vicky Otero
Job Address: 2263 Kelmscott Ct Contact Email: voterona,nvrinc.com
Model: Summerland Lot #: 64
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. Please provide two (2) copies of Florida Product Approval. Only the installation instructions were submitted.
FBC 107
2. The Product Approval Specification Sheet is required to be site/lot specific. Only the products installed on the home are required to
be included.
Roofing Underlayment FL# and description is not listed on the specification sheet
Off -Ridge Vents FL# and description is not listed on the specification sheet
3. Please submit two (2) copies of Florida Product Approval and installation instructions for the off -ridge vents.
FBC 107
4. Please enlarge the HVAC duct layout as the one submitted is extremely too small and cannot be read clearly
FBC 107
5. The Jurisdiction number on the cover page of the Energy Calculations is required to show 691500 and the permit office is Sanford.
The Calculations submitted list 691000 as the jurisdiction and Seminole as the permit office.
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
Residential Plans Examiner
pp 0®
l 87 4
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: 2263 Kelmscott court
Property Owner: NVR, Inc. dba Ryan Homes
Parcel identification Number: 17-20-31-5VC-0000-0640
Phone Number: 407.692.9820 Email: votero@nvrinc.com
The reason for the flood plain determination is:
F 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)
In
r, OFFICIAL USE ONLY '
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
FE-1 The parcel is not in the: floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: floodplain floodway
If the subject property is determined to be flood zone 'A', the best available information used to
determine the base flood elevation is:
BP# 17-3184
Reviewed by: Michael Cash, CFM Date: November 21, 2017
Application for Paved Driveway, Sidewalk or
WalkwayIncluding Right -of -Way Use & 9 9 YevLandscapinginRight-of-way www.
sanfordfl.gov Department of Planning 8r Development Services 300
North Park Avenue, Sanford, Florida 32771 Phone:
407.688.5140 Fax:407.688.5141 This
permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City'
s regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk
construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a ® 0` driveway,
walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction'
s right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know wrw sbelow. size
and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig 1.
Project Location/Address: 2.
Proposed Activity: 2263
Kelmscott Court, Sanford, FL 32773 X
Driveway Walkway 3.
Schedule of Work: Start Date Completion Date 4.
Brief Description of Work: Construction of New Single Family Home Other:
Emergency
Repairs This
application is submitted by: Property
Owner. Signature:
Print Name: Vicky Otero Address:
4307 Vin land Rd #H-20 Orlando, FL 32811 Phone: (
407) 692-9850 Fax: Email: votero@nvrinc.com Date: D 's Ll% 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 instal lation/iimprovement 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 re$d and understand the above statement and by signing this application I agree to its terms. Signature:
Pre -
pour Inspection by: Application
No: _ Reviewed:
Public
Works Utilities
Approved:
Engineering
Site
Inspected by: Special
Permit Conditions: Date:
10/18/2017 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. Official
Use Only Fee:
Date:
Date:
Date:
Date:
Date:
i i17 Date: November
2015
ROW Use Driveway, pdf
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FIRST FLOOR PLAN
SCALE: 1/4 ELEVATION 'C' P-0•
IST FLR LIVING I/D90 SQ FT.
7ND FLR LIVING Ij31 SQ FT.
TOTAL LIVING 7,421 6Oi FT.
ENTRY 35 SQ FT.
GARAGE 459 SQ FT.
LANAI 260 50. FT.
TOTAL 3115 SQ FT.
CgfOIBR AFO CLACpp LAADB 9A9C 1M0 E170BUE
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I 117
KI-
a IGD Hi' 84' 5 74E0/-3016
7 70 3068 DR 36' 80' 4 7810/-3059
3 fl 75-8H 38' 63' 5 78.45/-31.46
4 33 7J 75-SH 16' 63' 9 7113/-3480
5 41 60685GD 14' 96' 5 76.17/-33.99
b 33 7) I5-SH 5 7113/-
34906Afl75-8FI L63 4 78.45/-30.%
WIND DESIGN CRITERIA
A. BASIC WIND SPEED MPH C3 SECOND CsUSTJ
WLT=150 / YASD=IIb MPH
B. MTETTIAL PRESSURE GOEFFIGENT•. 18
C. rzsK CATEGORY -TYPE n
D. EXP'OSIAiE GATEGORI' G
NOTE.
VALUES FOR COMPONENTS CLADDING PRESSURE ARE BASED ON
THE WIL DESIGN WIND SPEED. (39CR 5TH ED. (20141 ALLOWS THESE
PRESSURES TO BE MULTIPLIED BY 0b TO I`ET THE ALLOWABLE OR
NOMINAL TESTED VALUES USED BY PRODUCT MANIFAGTURERS.
4,_m, 5' 8'_3• B'_8' 8, 3• 5•
I I BEa, ro nAT01 M. LANAI
I I
I I COI.U`N WDTH
II II
I I
II' 8' 14' 4' 4' 0' I I
II
II
II
I I (7) 75-5FI 6m68 SGD
II
II
II
I 1
I
I
tt
I
I
cIRR DINE
Design
Grou 1.
14a1 N. RONALD REAGAN BLVD.
LONG W000. FL 32'/50
RN: ao-n"o7g
FAx407-7I430T8 w.
e wEdaslgngiou0 8
O
t
C
8UHD1V.
de LOT: KENSINGTON
RESERVE
LOT #
64) MODEL
SUMMERLAND
VERSION#
01) PROJECT:
2997.
000 PAGE:
FLOOR
PLAN
t
1. • G • :_• t. DATE:
1 O /1 O /1 9FIEET
3
OF
CtlPGfBR AID C AMNO WIND LOADS BASIG VRV E)POSUM
rM S SECOND COASTS
C+Y.L #
19 SIZE
Bum 0 NH rrD
wam ToldTIaN
1 15 1 30514 36' 61' 5 28.65/-3195
2 15 3051.51_1 36' 61' 5 28b5/-3126
2A 12 36' 48' S 21m/-38.10
2B 15
EGW3
36' 61' 5 28b5/-3185
15
614
36. 61' 5 28b5/-3185
SS
4 15
40
48' 16' 5 2843/-3W1
5 RS
1.96 36. 61' 4 28b5/-3II4
EGAE6151. 61' 4 28b5/-3U4
1 6 M''1_SN
36' 61' 4 2865/414
ECTRE55-TEPID
WIND DESIGN CRITERIA
A. BA51C WIND 5PEED MPH (3 5ECOND GU5T)
VULT=140 / VA5D=116 MPH
B. INTERNAL PRESSURE COEFFIGENT•. I8
C. RISK CATEGOIRY•TYFIE II
D. E>q-OBURE CATEGORY C
NOTE.
VALUES FOR COMPGNENT5 / CLADDING FW85URE ARE BASED ON
THE volt DESIGN WIND SPEED. FBC.K 5TN ED. (2014) ALLOWS THESE
PRES5UFTE5 TO BE MULTIPLIED BY 06 TO MEET THE ALLOWABLE OR
NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS.
NOTE: L PROR TO ORTULL INSTALLATION ON ALL FRAMING MR MM 2'-V FIaX1 THE RSSH
FLOOR WILL BE SFR4YED MD TREATED 11V'BORATE' A T801M TREATED SPRAY
42' H HALF U14LL iYE 4PAR SPACE
I VA' OEluEQ1 THE HANDRAIL
HANDRAIL • 36' AND THE WALL SHALL BE
I/2•
NAroRAL • 36'
NOTE,
HANDRAIL6 WITH A GR ULAR CI0O58 5ECTICN SHALL
HAVE AN 0JTSIDE DIAPETER OF AT LEAST
I i' (32 m) AND NOT OIEATER THAN 2 NC-IES (51 M1). F
THE HANDRAIL 15 NOT CRaMILAR IT SHALL HAVE A
F£IQ1I"E7ER Dt81&ON OF AT LEAST 4 NClEB (IO2 MM)
AND NOT C E:ATER THAN 6 i' (*c m) wrTH A MAXMM
CIBJ86 611=014 OF OM MICN CF 2 i' (51 m). EDom
SHALL HAVE A MNMH R4DW6 OF V VI NCH (025 MM).
RAILING DETAIL
2 BGAL.E. 3m • I'-0'
I DATA:
18 RISERS 07.55'
15 TREADS 010" +1" NOSING
AND RAIL \\
2xS LANDING
MIAX
2 0 a
2) 2X8 HEADERS AS 10, Lu
5HOILN ON SHEET 6 42- HIGH; WALL
W/ WALL OAP
I
PWDR. 2x12 5.YP. TIRE
ROOM 2x4 RE-INFORGING
I
EA. 2x12 5TRINCTER ` Xi
3) 2x12 SYP STRINGERS
SECURED W/ 12d 6'-8' O.G.
KICKPLATE 2x6 EFNDIr7G
3/4' T4G SUB FLOOR
GLUED 4 NAILED
2x6 • 24' O.C. MAX 77-1 __i -----
2x4 P.T. PLATE SECURE W/ 10d
CUT NAILS I6' OG. MAX
STAIR SECTION: 8'-8" BRIG.
1 SCALE: 1/2' • 1'-0'
r----- LINE OF IST FLOOR BELOW -- -- — — —--
I I
I I
B
I I
I I
1
301_0.
5--4-4
Y-2' 1 20'_8. 6'-2'
B
OI-56
I
Oq 4013 Fr.
n
m
5z
A.I.C.
H' SEAT O
Ott e'-o ctu i IUyv.`l(1
OWNERS SUITE ? v OWNERS
IS'-6'XI3'-0'
C
A
q a mcLG
A V e
DBL.
61UD Q' NDBL
DD1D
I SPACI.I 4 5H
e
ti' TUB
I
g I
I0'
jATHLBy
1 a BEDROOM 2
II'-2'xIO'-0'
a'-m• cL.
5
a
3'-8' m 4'_2• 4'_0• n 14'-4'
9 10' 2'
C j 9
V
v
O 1
BEDROOM 3
O6
litJ(
rTFX36— c
I ATTIC I R v
I
I — e
x I°
e'-° cLG
oaL ry
STUD n
vIR-15H
2xb DBL 5TUD
I
4'_6'
i0
W/ I0d X 3'
NAIL
IRMEL.2
0
I'-0' KT
4'-2' -0' 4'_0• 2'-4'
4-0 B°
3'-8' 6'-10'
Iyy
SS uit
STAGGERED
3TFr' 1 O1B'
i PTE2A BEDROOM 4 2X8 •
12'
Or_ DBLJ STUD
10'-
2'xll'-2' 8'-
0' cL r: I
10'-
10, 1.-8' 2'-10' 10'-
2'xl9'-2' LINE
OF IST 8'-01 CLG. v
FLOOR BELOW DBL.
2)
0 FSTUDOIL
LAV BATH2 lUB
B
Iti
a'-0' CL& 3051-
SH O 3051-SRIP HT
O j
LM
OF IST FLOOR BELOW J
10'-
6• 10'-10, 5'-
10' S'-10' 4'-4' 4'-4' 30'-
0' SECOND
FLOOR PLAN SCALE:
1/4 - 1'-0' ELEVATION 'C' A
R C H I T E C T S Design
Grou '
a 1441
N. RONALD REAGAN BLVD. LONGWOOD,
FL327M PH:
407-77"078 FAK407-
77"078 w
b0 71.gm033uP.rom w PAk: 25 m 11J
SUHDIV. de
LOT: KENSINGTON RESERVE
LOT #
64)
MODELSUMMERLAND VERSION#
01)
PROJECT#: 2997.
000
PAGE: SECOND
FLOOR
PLAN
DATE: 1-
0/1 O /1 sCALE: 1/
4"=1'—O" 81=T
4 or
9
10/18/2017 SCPA Parcel View: 17-20-31-5VC-0000-0640
Property Record Card
0MaPP CFA Parcel: 17-20-31-5VC-0000-0640
Owner: BRISSON WEST PROJECT I LLC
Property Address: 2263 KELMSCOTT CT SANFORD, FL 32773
Parcel Information Value Summary
Parcel 17-20-31-5VC-0000-0640
Owner BRISSON WEST PROJECT I LLC
Property Address 2263 KELMSCOTT CT 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
2 tJ
LQ
7
40
Seminole County GIS
35
6
40 40 40 40.52
63 64 65 66`
35 40 40 40 40
Legal Description
LOT 64
KENSINGTON RESERVE
PB 81 PGS 86-92
Taxes
2018 Working
Values
2017 Certified
Values
Valuation Method Cost/Market Cost/Market
Number of Buildings 0 0
Depreciated Bldg Value
Depreciated EXFT Value
Land Value (Market) 14,000 14,000
Land Value Ag
Just/Market Value ** 14,000 14,000
Portability Adj
Save Our Homes Adj 0 0
Amendment 1 Adj 0 I $0
P&G Adj 0 0
Assessed Value 14,000 14,000
Y
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
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund 14,000 0 $14,000
Schools
Y
14,000 0 — $14,000
City Sanford
SJWM(Saint Johns Water Management) ~
County Bonds
V-
14,000
14,000
14,000
0 $14,000
0 $14,000
0 $14,000
Sales
Description Date Book Page Amount Qualified Vac/Imp
No Sales
Find Comparable Sales ,
Land
Method Frontage Depth Units Units Price Land Value
LOT 1 $14,000.00 $14,000
Building Information
Y
Permits
Permit # Description Agency Amount CO Date Permit Date
http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=1720315VC00000640 1/2
10/18/2017
ti
SCPA Parcel View: 17-20-31-5VC-0000-0640
No Permits
Extra Features
Description Year Built Units Value New Cost
No Extra Features
http://parceldetaiI.scpafl.org/ParcelDetaiIInfo.aspx?PID=1720315VC00000640 2/2
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: - ) ---
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):
C
Expiration Date for This Limited Power of Attorney: May 20,2018
License Holder Name: Robert Lattanzi
State License Number:
Signature of License 11
STATE OF FLORIDA
COUNTY OF Orange
rR(-1,)S7Sr;S
0
The foregoing instrument was acknowledged before me this day of
200 17 , by Robert Lattanzi 11oiS person_a11T known
Co me or who has produced as
identification and who did (did not) take an oath.
Signature
Notary Seal) r0
G
Print or type Viame
r°
PnYF TRACY LEIGH MCDONALD I
My COMMISSION # FF925012
s•,;fvo;: EXPIRES October Ofi, 201:1
I407) 393 0'53 PloridaNcm,vSerfice ccar w.
Rev. 08.12)
Notary Public - State of L
Commission No.
My Commission Expires: jo
RECORD COPY
FORM R405-2014
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot64KensingtonReserveSummerlandCGRN Builder Name: RYAN HOMES
Street: 2263 KELMSCOTT COURT Permit Office: SANFO
aCity, 3 1 LSANFORDState, Zip: SANFORD, FL, 32773 Permit Number: UOwner: Jurisdiction: 691500DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2•°
1. New construction or existing New (From Plans) 9. Wall Types(2529.3 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=11.0 1264.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 996.67 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 268.67 ft2
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types (1384.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1384.00 ft2
6. Conditioned floor area above grade (ft2) 2421 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(261.2 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 605.25
a. U-Factor: Dbl, U=0.56 124.08 ft2
SHGC: SHGC=0.29
b. U-Factor: Dbl, U=0.54 97.13 ft2 12. Cooling systems kBtu/hr Efficiency
a. Central Unit 38.5 SEER:15.00
SHGC: SHGC=0.32
c. U-Factor: Dbl, U=0.60 40.00 ft2
SHGC: SHGC=0.32 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 38.0 HSPF:8.50
SHGC:
Area Weighted Average Overhang Depth: 3.771 ft.
Area Weighted Average SHGC: 0.306 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (1381.0 sqft.) Insulation Area EF: 0.950
a. Slab -On -Grade Edge Insulation R=0.0 1090.00 ft2 b. Conservation features
b. Floor over Garage R=11.0 291.00 ft2 None
c. N/A R= ft2 15. Credits Pstat
Glass/Floor Area: 0.108
Total Proposed Modified Loads: 68.15 PASSSSTotalBaselineLoads: 68.40
7
1 hereby certify that the plans and sp ifications covered by Review of the plans and 4:oAE STET
this calculation are in compliance the Florida Energy specifications covered by this
Code. calculation indicates compliance
with the Florida Energy Code.
PREPARED BY: '
K "T- Before construction is completed
DATE: - - this building will be inspected for
compliance with Section 553.908
I hereby certify that this4builn , as de ' ed, is in compliance Florida Statutes. I `
with C0rt) the Florida Energy iNE
OWNER/AGENT: BUILDING OFFICIAL:
DATE: 11/30/17 DATE:- t1
Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as
certified factory -sealed in accordance with R403.2.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017
this project requires an envelope leakage test report with envelope leakage no greater than 5.0 ACH50 (R402.4.1.2).
11/30/2017 11:58 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4
FORM R405-2014
PROJECT
Title:
Building Type:
Owner:
of Units:
Builder Name:
Permit Office:
Jurisdiction:
Family Type:
New/Existing:
Comment:
Lot64KensingtonReserveSum
User
1
RYAN HOMES
SANFORD
691500
Single-family
New (From Plans)
Bedrooms: 4
Conditioned Area: 2421
Total Stories: 2
Worst Case: No
Rotate Angle: 0
Cross Ventilation: No
Whole House Fan: No
Address Type:
Lot #
Block/SubDivision:
PlatBook:
Street:
County:
City, State, Zip:
Street Address
64
KENSINGTON RESE
2263 KELMSCOTT CO
Seminole
SANFORD ,
FL , 32773
CLIMATE
v Design Location TMY Site
IECC Design Temp
Zone 97.5 % 2.5 %
Int Design Temp Heating Design Daily Temp
Winter Summer Degree Days Moisture Range
FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2421 21062.7
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 Main 2421 21062.7 Yes 5 4 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Floor over Garage Main
2 Slab -On -Grade Edge Insulatio Main 115 ft 0
291 ft2
1090 ft2
11 0 0 1
0 0.38 0.62
ROOF
V # Type Materials
Roof Gable Roof
Area Area Color
Solar
Absor.
SA Emitt
Tested
Emitt Deck Pitch
Tested Insul. (deg)
1 Hip Composition shingles 1499 ft2 0 ft2 Medium 0.85 N 0.9 No 0 22.6
ATTIC
V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1384 ft2 N N
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) Main 30 Blown 1384 ft2 0.11 Wood
11/30/2017 11:58 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4
FORM R405-2014
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar BelowonrntToWallTypeSpace
1 W Exterior Frame - Wood Main 11 49 6 8 0 396.0 ft2 0 0.25 0.6 0
2 W Exterior Concrete Block - Int Insul Main 4.1 36 6 8 8 316.3 ft2 0 0 0.6 0
3 N Exterior Frame - Wood Main 11 29 6 8 0 236.0 ft2 0 0.25 0.6 0
4 N Exterior Concrete Block - Int Insul Main 4.1 8 6 8 8 73.7 ft2 0 0 0.6 0
5 E Exterior Frame - Wood Main 11 49 6 8 0 396.0 ft2 0 0.25 0.6 0
6 E Exterior Concrete Block - Int Insul Main 4.1 40 6 8 8 351.0 ft2 0 0 0.6 0
7 S Exterior Frame - Wood Main 11 29 6 8 0 236.0 ft2 0 0.25 0.6 0
8 S Exterior Concrete Block - Int Insul Main 4.1 29 6 8 8 255.7 ft2 0 0 0.6 0
9 Garage Frame - Wood Main 11 31 0 8 8 268.7 ft2 0 0.25 0.3 0
DOORS
Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 N Insulated Main None 25 3 6 8 20 ft2
2 Wood Main None 25 2 8 6 8 17.8 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
v Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening
1 W 1 Metal Low-E Double Yes 0.56 0.29 45.8 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5
2 W 2 Metal Low-E Double Yes 0.54 0.32 48.6 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds Exterior 5
3 N 3 Metal Low-E Double Yes 0.56 0.29 12.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
4 N 3 Metal Low-E Double Yes 0.56 0.29 30.5 ft2 1 ft 0 in 4 ft 1 in Drapes/blinds Exterior 5
5 E 5 Metal Low-E Double Yes 0.56 0.29 15.3 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5
6 E 6 Metal Low-E Double Yes 0.54 0.32 16.2 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds Exterior 5
7 S 7 Metal Low-E Double Yes 0.56 0.29 5.3 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
8 S 7 Metal Low-E Double Yes 0.56 0.29 15.3 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds Exterior 5
9 S 8 Metal Low-E Double Yes 0.6 0.32 40.0 ft2 11 ft 0 in 1 ft2 in None Exterior 5
10 S 8 Metal Low-E Double Yes 0.54 0.32 32.4 ft2 11 ft 0 in 1 ft2 in Drapes/blinds Exterior 5
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 459 ft2 459 ft2 58 ft 8.7 ft 3
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) .000276 1755.2 96.36 181.22 2484 5
11/30/2017 11:58 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4
FORM R405-2014
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump None HSPF:8.5 38 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit Split SEER: 15 38.5 kBtu/hr 0 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 60.9 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC Collector Storage
Cert Company Name System Model # Collector Model Area Volume FEF
None None ft2
DUCTS
Supply ---- Return ---- Air CFM 25 CFM25 HVAC #
V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool
1 Attic 6 605.25 Attic 121.05 Default Leakage Main Default) (Default) 1 1
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Cooling[ j
Heatin[X]
Jan [ ] Feb [ Mar
Jan [X] Feb XMar Apr
j Apr [
May [
X] Jun [X] Jul May [ ]
Jun [ ] Jul rj Au
Aug
Sep [ ] XjSe [ ]
Oct Oct
Nov
Nov
Dec
Dec
Ventin [
j Jan [ ] Feb [[X Mar X] A r [ Ma [ ] Jun [ ] Jul Au Se [X] Oct X Nov Dec Thermostat
Schedule: HERS 2006 Reference Hours Schedule
Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (
WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM
80 80 78 78 78 78 78 78 78 78 78 78 Cooling (
WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM
78 78 78 78 78 78 78 78 78 78 78 78 Heating (
WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM
68 68 68 68 68 68 68 68 68 68 66 66 Heating (
WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM
68 68 68 68 68 68 68 68 68 68 66 66 11/
30/201'7 11:58 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4
FORM R405-2014
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 100
The lower the EnergyPerformance Index, the more efficient the home.
2263 KELMSCOTT COURT, SANFORD, FL, 32773
1. New construction or existing New (From Plans) 9. Wall Types Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=11.0 1264.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 996.67 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 268.67 ft2
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1384.00 ft2
6. Conditioned floor area (ft2) 2421 b. N/A R= ft2
7. Windows`* Description Area
c. N/A R= ft2
a. U-Factor: Dbl, U=0.56 124.08 ft2
11. Ducts
a. Sup: Attic, Ret: Attic, AH: Main
R ft2
6 605.25
SHGC: SHGC=0.29
b. U-Factor: Dbl, U=0.54 97.13 ft2
SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency
c. U-Factor: Dbl, U=0.60 40.00 ft2 a. Central Unit 38.5 SEERA5.00
SHGC: SHGC=0.32
d. U-Factor: N/A ft2
13. Heating systems kBtu/hr EfficiencySHGC:
a. Electric Heat Pump 38.0 HSPF:8.50
Area Weighted Average Overhang Depth: 3.771 ft.
Area Weighted Average SHGC: 0.306
8. Floor Types Insulation Area 14. Hot water systems
Cap: 50 gallons
a. Slab -On -Grade Edge Insulation R=0.0 1090.00 ft2EF:
a. Electric
0.95
b. Floor over Garage R=11.0 291.00 ft2
c. N/A R= ft2
b. Conservation features
None
15. Credits Pstat
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant fe tur s
Builder Signature: Date: 11/30/17
Address of New Home: 22 3 KELMSC TT COURT 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. Contact the EnergyGauge Hotline at (321)
638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For
information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support
staff.
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
11/30/2017 11:58 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1
FORM R405-2014
Florida Department of Business and Professional Regulations
Residential Whole Building Performance and Prescriptive Methods
ADDRESS: 2263 KELMSCOTT COURT Permit Number:
SANFORD , FL, 32773
MANDATORY REQUIREMENTS See individual code sections for full details.
401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.1 through R402.4.4.
O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The
sealing methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in
accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction.
Where required by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air
changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with
a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section
553.993(5) or (7), Florida Statutes or individulas 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 party conducting the test and provided to the code official. Testing shall be
performed at any time after creation of all penetrations of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or
other infiltration control measures;
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended
infiltration control measures;
3. Interior doors, if installed at the time of the test, shall be open;
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed;
5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and
6. Supply and return registers, if installed at the time of the test, shall be fully open.
O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air.
O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm
per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or
AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
13 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.2.2 Sealing (Mandatory)0,ll ducts, air handlers, and filter boxes and building cavities that form the primary air containment
passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance
with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction
or rough -in testing below.
Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either 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" by either of
the following:
1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area
when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All
register boots shall be taped or otherwise sealed during the test.
2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested
at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be
taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm
85 L/min) per 100 square feet (9.29 m2) of conditioned floor area.
Exceptions:
The total leakage test is not required for ducts and air handlers located entirely within the building envelope.
2. Duct testing is not mandatory for buildings complying by Section R405 of this code.
11/30/2017 11:58 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 3
FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C)
or below 55°F (13°C) shall be insulated to a minimum of R-3.,
R403.3.1 Protection of piping insulation.
R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily
accessible manual switch that can turn off the hot-water circulating pump when the system is not in use.
R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.4.4 Water heater efficiencies (Mandatory).
O R403.4.4.1 Storage water heater temperature controls
R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls
capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum
temperature setting range shall be from 100°F to 140°F (38°C to 600C).
R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied
to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s)
of combustion types of service water heating systems to be turned off.
0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water
heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1.
R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water
heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation.
Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating.
R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment.
0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors
which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation
such as standard kitchen and bathroom exhaust systems.
R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the
calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
11/30/2017 11:58 AM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 2 of 3
FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and
shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This
selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the
load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data,
the design value for entering wet bulb temperature and the design value for entering dry bulb temperature.
Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of
equipment may be sized in accordance with good design practice.
O R403.6.1.2 Heating equipment capacity
R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section
R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load.
R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.6.1.
R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.6.1.
O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the Commercial Provisions in lieu of Section R403.
R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall
include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling
and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40oF.
R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and
inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy
requirements for portable spas shall be in accordance with ANSI/APSP-14.
O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted
outside the heater to allow shutting off the heater without adjusting the thermostat setting.
R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum
thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56.
Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights.
R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a
preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in
compliance with this equipment.
Exceptions:
1. Where public health standards require 24-hour pump operations.
2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or
at the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or
solar energy source computed over an operating season.
RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps.
Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps.
O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights
R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6.
O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or
concrete deck roofs do not have sufficent space, R-10 is allowed.
11/30/2017 11:58 AM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 3 of 3
FORM R405-2014
TABLE 402.4.1.
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot64KensingtonReserveSummerlandCGRN Builder Name: RYAN HOMES
Street: 2263 KELMSCOTT COURT Permit Office: SANFORD
City, State, Zip: SANFORD , FL, 32773 Permit Number:
Owner: Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT CRITERIA CHECK
Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope.
Exterior thermal envelope contains a continuous barrier.
Breaks or joints in the air barrier shall be sealed.
Air -permeable insulation shall not be used as a sealing material.
Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the
insulation and any gaps in the air barrier shall be sealed.
Access openings, drop down stairs or knee wall doors to unconditioned
attic spaces shall be sealed.
Corners and headers shall be insulated and the junction of the foundation
Walls and sill plate shall be sealed.
The junction of the top plate and the top or exterior walls shall be sealed.
Exterior thermal envelope insulation for framed walls shall be installed in
substantial contact and continuous alignment with the air barrier.
Knee walls shall be sealed.
Windows, skylights and doors The space between window/door jambs and framing and skylights and
framing shall be sealed.
Rim joists Rim joists are insulated and include an air barrier.
Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside
and cantilevered floors) of subfloor decking.
The air barrier shall be installed at any exposed edge of insulation.
Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently
attached to the crawlspace walls.
Exposed earth in unvented crawl spaces shall be covered with a Class I
vapor retarder with overlapping joints taped.
Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or
unconditioned space shall be sealed.
Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled
by insulation that on installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spaces.
Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be
air tight, IC rated, and sealed to the drywall.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in
exterior walls, or insulation that on installation readily conforms to available
space shall extend behind piping and wiring.
Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air
barrier installed separating them from the showers and tubs.
Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or
air sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall be
sealed to the sub -floor or drywall.
Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have
gasketed doors
11/30/2017.11:59 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1
wrightsoft® Manual S Compliance Report
Entire House
DEL AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
For: RYAN HOMES
2263 KELMSCOTT COURT, SANFORD, FL 32773
Design Conditions
Job: Lot64Kensin gtonReserv... Date:
06.03.15 By:
BENTLEY Outdoor
design DB: 92.5°F Sensible gain: 28737 Btuh Entering coil DB: 77.1°F Outdoor
design WB: 76.2°F Latent gain: 4718 Btuh Entering coil WB: 63.5oF Indoor
design DB: 75.0°F Total gain: 33455 Btuh Indoor
RH: 50% Estimated airflow: 1283 cfm Manufacturer'
s Performance Data at Actual Design Conditions Equipment
type: SplitASHP Manufacturer:
Goodman Mfg. Model: GSZ140421K+ASPT47D14A Actual
airflow: 1283 cfm Sensible
capacity: 32294 Btuh 112% of load Latent
capacity: 5934 Btuh 126% of load Total
capacity: 38228 Btuh 114% of load SHR: 84% Design
Conditions Outdoor
design DB: 42.3°F Heat loss: 26171 Btuh Entering coil DB: 69.3°F Indoor
design DB: 70.0°F Manufacturer'
s Performance Data at Actual Design Conditions Equipment
type: Split ASHP Manufacturer:
Goodman Mfg. Model: GSZ140421K+ASPT47D14A Actual
airflow: 1283 cfm Output
capacity: 33809 Btuh 129% of load Capacity balance: 33 OF Supplemental
heat required: 0 Btuh Economic balance: -99 OF Backup
equipment type: Elec strip Manufacturer:
Model: Actual
airflow: 1283 cfm Output
capacity: 7.2 kW 94% of load Temp. rise: 70 OF Meets
are all requirements of ACCA Manual S. 2017-
Oct-13 11:07:06 wrightsoft®
Right-Suite(E) Universal 2017 17.0.23 RSU23828 Page 1 m...
ndCGRN\Lol64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
Component Constructions Job: Lot64KensingtonReserv...
wrightsoft® p Date: 06.03.15
Entire House By: BENTLEY
DEL AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
For: RYAN HOMES
2263 KELMSCOTT COURT, SANFORD, FL 32773
Design Conditions
Location: Indoor: Heating Cooling
Orlando/Jetport, FL, US Indoor temperature (°F) 70 75
Elevation: 105 ft Design TD (°F) 28 18
Latitude: 280N Relative humidity (%) 30 50
Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8
Dry bulb (°F) 42 93 Infiltration:
Daily range (°F) - 16 ( M) Method Simplified
Wet bulb (°F) - 76 Construction quality Average
Wind speed (mph) 15.0 7.5 Fireplaces 0
Construction descriptions
Walls
12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2".gypsum board int
fnsh, 2"x4" wood frm, 16" o.c. stud
13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum
board int fnsh
Partitions
126-0sw: Frm wall, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4"
wood frm, 16" o.c. stud
Or Area U-value Insul R Htg HTM Loss Clg HTM Gain
ft Btu h/ft'-OF ft=-°F/Btuh BtuhW Btu Btu hW Btu
n 194 0.091 13.0 2.52 488 2.35 455
e 381 0.091 13.0 2.52 960 2.35 896
s 216 0.091 13.0 2.52 543 2.35 507
w 350 0.091 13.0 2.52 883 2.35 824
all 1140 0.091 13.0 2.52 2874 2.35 2682
n 54 0.201 0 5.57 300 4.37 235
e 336 0.201 0 5.57 1871 4.37 1469
s 184 0.201 0 5.57 1024 4.37 804
w 269 0.201 0 5.57 1495 4.37 1174
all 842 0.201 0 5.57 4690 4.37 3683
252 0.097 11.0 2.69 677 1.75 441
Windows
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4 ft
window ht, 1.17 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, n
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.08 ft
window ht, 4.08 ft sep.); 6.67 ft head ht
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, e
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.08 ft s
window ht, 1.17 ft sep.); 6.67 ft head ht W
all
2A-2om: 2 glazing, clr outr, air gas, mil no brk frm mat, clr low-e innr, e
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1
ft overhang (5.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht W
all
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, s
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (1.3 ft
window ht, 1.17 ft sep.); 6.67 ft head ht
12 0.540 0 15.0 179 15.9 191
31 0.540 0 15.0 456 15.9 486
15 0.540 0 15.0 228 39.2 598
15 0.540 0 15.0 228 16.2 247
46 0.540 0 15.0 684 39.2 1795
76 0,540 0 15.0 1141 34.6 2640
16 0.540 0 15.0 244 33.9 553
49 0.540 0 15.0 733 33.9 1660
65 0.540 0 15.0 978 33.9 2213
5 0.540 0 15.0 78 15.9 83
2017-Oct-13 11:07:06
4CCP
wrightSOW Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, s 33 0.540
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 11
ft overhang (5.3 ft window ht, 1.17 ft sep.); 6.67 ft head ht
2A-2omd: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, s 40 0.620
1/4" gap, 1/8" thk; NFRC rated (SHGC=0.25); 11 ft overhang (6.67 ft
window ht, 1.17 ft sep.); 6.67 ft head ht
Doors
11JO: Door, mtl fbrgl type n 20 0.600
11 DO: Door, wd sc type n 18 0.390
Ceilings
16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 1384 0.026
gypsum board int fnsh
Floors
20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, gar ovr 233 0.068
20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-2 ext ins, r-13 cav 58 0.068
ins, gar ovr
22A-cpl: Bg floor, light dry soil, on grade depth, carpet fir fnsh 115 0.989
wrightSOW Right -Suite® Universal 2017 17.0.23 RSU23828
Z&...ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
0 15.0 489 14.1 460
0 17.2 687 16.1 643
6.3 16.6 334 18.5 372
0 10.8 193 12.0 215
38.0 0.72 997 1.41 1955
13.0 1.88 439 0.98 228
13.0 1.88 109 0.98 56
0 27.4 3150 0 0
2017-Oct-13 11:07:06
Page 2
Project Summary Job: Lot64KensingtonReserv...
wrightsofte Date: 06.03.15
Entire House By: BENTLEY
DEL AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
7='Proaect16formation.
For: RYAN HOMES
2263 KELMSCOTT COURT, SANFORD, FL 32773
Notes: OPTION BATH 2@BED 4
RVSD 3-20-2017 NMB
L.S. 10-13-17 SRP
Weather:
Winter Design Conditions
Outside db 42 OF
Inside db 70 OF
Design TD 28 OF
Heating Summary
Structure 21719 Btuh
Ducts 4452 Btuh
Central vent (0 cfm) 0 Btuh
none)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 26171 Btuh
Infiltration
Method
Construction quality
Fireplaces
Area (ft2)
Volume (W)
Air changes/hour
Equiv. AVF (cfm)
Orlando/Jetport, FL, US
Simplified
Average
0
Heatin Cooling
242 242
20484 20484
0.41 0.21
140 72
Heating Equipment Summary
Make Goodman Mfg.
Trade GOODMAN; JANITROL; AMANA DISTI
Model GSZ140421 K
AHRI ref 8242633
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
Capacity balance point = 33 OF
Backup:
8.5 HSPF
38000 Btuh @ 47°F
27 OF
1283 cfm
0.049 cfm/Btuh
0.40 in H2O
Input = 7 kW, Output = 24539 Btuh, 100 AFUE
Summer Design Conditions
Outside db 93 OF
Inside db 75 OF
Design TD 18 OF
Daily range M
Relative humidity 50 %
Moisture difference 46 gr/lb
Sensible Cooling Equipment Load Sizing
Structure 21757 Btuh
Ducts 6980 Btuh
Central vent (0 cfm) 0 Btuh
none)
Blower 0 Btuh
Use manufacturer's data y
Rate/swing multiplier 1.00
Equipment sensible load 28737 Btuh
Latent Cooling Equipment Load Sizing
Structure 3223 Btuh
Ducts 1495 Btuh
Central vent (0 cfm) 0 Btuh
none)
Equipment latent load 4718 Btuh
Equipment Total Load (Sen+Lat) 33455 Btuh
Req. total capacity at 0.81 SHR 3.0 ton
Cooling Equipment Summary
Make Goodman Mfg.
Trade GOODMAN; JANITROL; AMANA DISTI...
Cond GSZ140421 K
Coil ASPT47D14A
AHRI ref 8242633
Efficiency 12.5 EER, 15 SEER
Sensible cooling 31185 Btuh
Latent cooling 7315 Btuh
Total cooling 38500 Btuh
Actual air flow 1283 cfm
Air flow factor 0.045 cfm/Btuh
Static pressure 0.40 in H2O
Load sensible heat ratio 0.86
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
WrliIhftOft' 2017-
Oct-13 11:age
1 gRight -Suite® Universal 2017 17.0.23 RSU23828 Page 1 ACCP....
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
wrightsoft® Right-J® Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
Job: LotWensingtonReserveSu...
Date: 06.03.15
By: BENTLEY
1 Room name Entire House GREAT RM
2 Exposed wall 273.0 ft 53.0 ft
3 Room height 8.3 ft 8.7 ft heat/cool
4 Room dimensions 1.0 x 576.8 ft
5 Room area 2464.8 ft2 576.8 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 V)/ 12C-Os 0.091 n 2.82 2.35 236 194 488 455 0 0 0 0
2A-2om 0.540 n 14.96 15.94 12 0 179 191 0 0 0 0
2A-2om 0.540 n 14.96 15.94 31 0 456 486 0 0 0 0
TL-D
13A-2ocs 0.201 n 5.57 4.37 74 54 300 235 35 15 82 64
11 11J0 0.600 n 16.62 18.51 20 20 334 372 20 20 334 372
y/ 12C-0sw 0.091 a 2.52 2.35 396 381 960 896 0 0 0 0
t-G PA-2om 0.540 e 14.96 39.23 15 0 228 598 0 0 0 0
Vu 13A-2ocs 0.201 e 5.57 4.37 352 336 1871 1469 283 266 1483 1165
G 2A-2om 0.540 e 14.96 33.86 16 0 244 553 16 0 244 553
12C-0sw 0.091 s 2.52 2.35 236 216 543 507 0 0 0 0
2A-2om 0.540 s 14.96 15.94 5 5 78 83 0 0 0 0
GG 2A-2om 0.540 s 14.96 16.18 15 13 228 247 0 0 0 0
13A-2ocs 0.201 s 5.57 4.37 257 184 1024 804 144 111 617 485
2A-2om 0.540 s 14.96 14.08 33 33 489 460 33 33 489 460
2A-2omd 0.620 s 17.17 16.08 40 40 687 643 0 0 0 0
Vj/ 12C-0sw 0.091 w 2.52 2.35 396 350 883 824 0 0 0 0
2A-2om 1 0.540 w 14.96 39.23 46 0 684 1795 0 0 0 0
Vf/ 13A-2ocs 0.201 w 5.57 4.37 318 269 1495 1174 0 0 0 0
G 2A-2om 0.540 w 14.96 33.86 49 0 733 1660 0 0 0 0
P 12B-Osw 0.097 2.69 1.75 270 252 677 441 113 95 256 167
L-D 11DO 0.390 n 10.80 12.03 18 18 193 215 18 18 193 215
C 1613-38ad 0.026 0.72 1.41 1384 1384 997 1955 6 6 4 8
F 20P-13c 0.068 1.88 0.98 233 233 439 228 0 0 0 0
F 20P-13c 0.068 1.88 0.98 58 58 109 56 0 0 0 0
F 22A-cpl 0.989 27.40 0.00 1093 115 3150 0 577 53 1452 0
6 c) AED excursion 484 208
Envelope loss/gain 17470 16832 5155 3281
12 a) Infiltration 4249 1375 865 280
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 4 920 3 690
Appliances/other 2630 230
Subtotal (lines 6 to 13) 21719 21757 6020 4481
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 21719 21757 6020 4481
15 Duct loads 20% 32% 4452 6980 23% 33% 1387 1491
Total room load 26171 28737 7407 5972
Air required (cfm) 1283 1283 13631 267
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wri htsoft` 2017-Oct-1311:07:06
9ARight -Suite® Universal 2017 17.0.23 RSU23828 Page 1
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
F - wrightsoft°' Right-M Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
Job: Lot64KensingtonReserveSu...
Date: 06.03.15
By: BENTLEY
1 Room name NOOK/KITCHEN STUDY
2 Exposed wall 38.0 ft 11.5 ft
3 Room height 8.7 ft heat/cool 8.7 ft heat/cool
4
5
Room dimensions
Room area
13.0 x 25.0 ft
325.0 ft2
1.0 x 155.0 ft
155.0 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number BtuhWft2-OF) BtU Wft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 y/ 12C-Osw 0.091 n 2.52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0
2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0
y/
f-D
13A-2ocs 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0
1 1 11 J 0 0.600 n 16.62 18.51 0 0 0 0 0 0 0 0
12C-Osw 0.091 a 2.52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0
V/ 13A-2ocs 0.201 a 5.57 4.37 0 0 0 0 0 0 0 0
l-C 2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0
12C-0sw 0.091 s 2.52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0
2A-2om
13A-20cs
0.540
0.201
s
s
14.96
5.57
16.18
4.37
0
113
0
73
0
407
0
320
0
0
0
0
0
0
0
0
2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0
2A-2omd 0.620 s 17.17 16.08 40 40 687 643 0 0 0 0
y/ 12C-Osw 0.091 w 2.52 2.35 0 0 0 0 0 0 0 0
t-G 2A-2om, 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0
W 13A-20cs 0.201 w 5.57 4.37 217 185 1029 808 100 84 466 366
L--G 2A-2om 0.540 w 14.96 33.86 33 0 489 1107 16 0 244 553
P
L-D
126-0sw 0.097 2.69 1.75 0 0 0 0 157 157 421 274
11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0
C 1613-38ad 0.026 0.72 1.41 0 0 0 0 0 0 0 0
F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 22A-cpl 0.989 27.40 0.00 325 38 1041 0 155 12 315 0
6 c) AED excursion 228 216
Envelope loss/gain 3653 3106 1446 1410
12 a) Infiltration 620 201 188 61
b) Room ventilation 0 01 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 1200 0
Subtotal (lines 6 to 13) 4273 4507 1634 1471
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 4273 4507 1634 1471
15 Duct loads 10 % 10 % 427 451 10 % 10 % 163 147
Total room load 4700 4957 1797 1618
Air required (cfm) 2301 221 88 72
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wri F tsoft" 2017-Oct-1311:07:06
9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
wrightsoft, Right-JO Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
Job: Lot64KensingtonReserveSu...
Date: 06.03.15
By: BENTLEY
1 Room name POWDER MASTER SUITE
2 Exposed wall 12.5 ft 30.0 ft
3 Room height 8.7 ft heat/cool 8.0 ft heat/cool
4 Room dimensions 4.5 x 8.0 ft 16.5 x 13.5 ft
5 Room area 36.0 ft2 222.8 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh/ft2-OF) 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 Vj/ 12C-Osw 0.091 n 2.52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0E-CG 2A ,2om 0.540 n 14.96 15,94 0 0 0 0 0 0 0 0
Vt/ 13A-2ocs 0.201 n 5.57 4.37 39 39 218 171 6 0 0 6
11 t-D 11J0 0.600 n 16.62 18.51 0 0 0 0 0 0 0 0
y 12C Osw 0 091 a 2.52 2.35 0 0 0 0 108 93 234 218
G 2A 2om 0.540 14.96 39.23 0 0 0 0 15 0 228 598
13A-2ocs 0.201
e
e 5.57 4.37 70 70 388 304 0 0 0 0
2A-2om 0.540 e_ 14.96 33.86 0 0 0 0, 0_ 0 0 0
12C-0s,w 0.091 s 2.52 2.35 0 0 0 0 132 11'7 294 275
2A-2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0
V------(GG' 2A-2om 0.540 s 14.96 16.18 0 0 0 0 15 13 228 247
13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0
2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0
2A-2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0
y/ 12C-Osw 0.091 w 2.52 2.35 0 0 0 0 6 0 0 0
G 2A-2om 0.540 w_ 14.96 39.23 0_ 0 0 0 0 0 0 0
W 13A-20cs 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0
G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0
P 1213-0sw 0.097 269 1.75 0 0 0 0 0 0 0 0
L-D 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0
C 1613-38ad 0.026 0.72 1.41 7 7 5 10 223 223 160 315
F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 22A-cpl _ 0.989 27.40 0.00 36 13 342 0 0 0 0 0
6 c) AED excursion 24 117
Envelope loss/gain 953 460 1145 1536
12 a) Infiltration 204 66 450 146
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 1 230
Appliances/other 0 1 600
Subtotal (lines 6 to 13) 1157 527. 1595 2512
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 1157 527 1595 2512
15 Duct loads 23 % 33 % 266 175 26 % 44 % 408 1100
Total room load 1423 702 2003 3611
Air required (cfm) 70 31 198 161
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wright50Tt" Ri ht-Suite® Universal 2017 17.0.23 RSU23828
2017-Oct-13 11:ge 3
P.
g Page 3
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
wrightsoft' Right-M Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
Job: Lot64KensingtonReserveSu...
Date: 06.03.15
By: BENTLEY
1 Room name MASTER WIC MASTER BATH
2 Exposed wall 5.0 ft 10.5 ft
3 Room height 8.0 ft heat/cool 8.0 ft heat/cool
4
5
Room dimensions
Room area
5.0 x 5.5 ft
27.5 ft'
1.0 x 102.8 ft
102.8 ftz
Ty Construction U-value Or HTM Area (ft2) Load Area (ftz) 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 Vj/ 12C-Osw 0.091 n 2.52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0
2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0
y/ 13A-2ocs 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0
11 L-D 11J0 0.600 n 16.62 18.51 0 0 0 0 0 0 0 0
y/ 12C-0sw 0.091 a 2.52 2.35 0 0 0 0 0 0 0 0
2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0
W 13A-2ocs 0.201 e 5.57 4.37 0 0 0 0 0 0 0 0
L-G 2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0
j 12C-0sw 0.091 s 2.52 2.35 40 40 101 94 36 31 78 72
F-( 2A-2om 0.540 s 14.96 15.94 0 0 0 0 5 5 78 83
G 2A-2om _ 0.540 s 14.96 16.18 0 0 0 0 0 0 0 0
VI/ 13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0
l
G 2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0
2A-2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0
Vt/ 12C-Osw 0.091 w 2.52 2.35 0 0 0 0 48 48 121 113
t-G 2A-2om , 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0
V/ 13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0
G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0
P
L-D
1213-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0
11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0
C 168-38ad 0.026 0.72 1.41 28 28 20 39 103 103 74 145
F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 22A-cpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 7 21
Envelope loss/gain 121 126 350 393
12 a) Infiltration 75 24 158 51
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 196 150 508 1444
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 196 150 508 444
15 Duct loads 1 26% 44% 50 66 26% 44% 130 194
Total room load 1 246 216 638 638
Air required (cfm) 112 10 31 28
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Ad- 2017-Oct-13 11:07:06
A
Right -Suite® Universal 2017 17.0.23 RSU23828 Page 4
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
wrightsoft, Right-J® Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
Job: Lot64KensingtonReserveSu...
Date: 06.03.15
By: BENTLEY
1 Room name MASTER W.C. BED 2
2 Exposed wall 9.0 ft 10.5 ft
3 Room height 8.0 ft heat/cool 8.0 ft heat/cool
4 Room dimensions 3.5 x 5.5 ft 13.0 x 10.5 ft
5 Room area 19.3 ftz 136.5 ftz
Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load
number Btuhfftz °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 V)/ 12C-0sw 0.091 n 2.52 2.35 0 0 0 0 0 0 0 0
2A 2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0I4---GG 2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0
VE 13A-2ocs 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0
11 D 11JO 0.600 n 16.62 18.51 0 0 0 0 0 0 0 0
12C Osw 0.091 e 2.52 2.35 0 0 0 0 0 0 0 0t--G 2A-20m 0.540 e. 14.96 39.23 0 0 0 0 0 0 0 0,
t--G
13A-2ocs 0.201 e 5.57 4.37 0 0 0 0 0 0 0 0
2A-2om 0.540 e 14,96 33.86 0 0 0 0 0 0 0 0
v 12C-Osw 0.091 s 2.52 2.35 28 28 71 66 0 0 0 0
G 2A-2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0
2A-2om 0.540 s 14.96 16.18 0 0 0 0 0 0 0 0
V 13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0
2A-2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0
2A-2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0
1/u 12C-Osw 0.091 w 2.52 2.35 44 44 111 164 84 69 173 162
t-G 2A-2om 0.540 w 14.96 39.23 0 0 0 0 15 0 228 598
W 13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0
L-G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0
P 12B-Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0
L-D 11 DO 0.390 n 10.80 12._03 0 0 0 0 0 0 0 0
C 16B-38ad 0.026 0.72 1.41 19 19 14 27 137 137 98 193
F 20Pc13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 20P713c 0.068 1.88 0.98 0 0 0 0 0 0 0 0
F 22A-cpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 11 202
Envelope loss/gain 195 186 500 1154
12 a) Infiltration 135 44 158 51
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 1 0
Subtotal (lines 6 to 13) 330 230 657 1205
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 330 230 657 1205
15 Duct loads 26% 44% 84 101 26% 44% 168 528,
Total room load 415 330 8251 1733
Air required (cfm) 20 15 40 77
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2017-Oct-13 11
Fk wrilght50f'it Right -Suite® Universal 2017 17.0.23 RSU23828 Page 5
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
wrightsofir Right-M Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
Job: Lot64Kensing ton ReserveSu... Date:
06.03.15 By:
BENTLEY 1
Room name BED 3 BED 4 2
Exposed wall 10.5 ft 11.5 ft 3
Room height 8.0 ft heat/cool 8.0 ft heat/cool 4
Room dimensions 13.0 x 10.6 ft 10.5 x 11.5 ft 5
Room area 137.6 ft2 120.8 ftz Ty
Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number
Btuhfft? °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
12C-0sw 0.091 n 2.52 2.35 0 0 0 0 0 0 0 0 G
T2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 V
I L-
D 13A-
2ocs 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 1
1 11 J 0 0.600 n 16.62 18.51 0 0 0 0 0 0 0 0 12C-
0sw 0.091 a 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 V)/
13A-2ocs 0.201 e 5.57 4.37 0 0 0 0 0 0 0 0 G
2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 12C-
Osw 0.091 s 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 16.18 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 2A-
2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0 V/
12C-0sw 0.091 w 2.52 2.35 84 69 173 162 92 77 193 181 t--
G 2A-2om . 0.540 w 14.96 39.23 15 0 228 598 15 0 228 598 Vt/
13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0 Lam,
2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 P
12B-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 1---
D 11DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C
16B-38ad 0.026 0.72 1.41 137 137 98 193 121 121 87 171 F
20P-13c 0.068 1.88 0.98 0 0 0 0 79 79 148 77 F
20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F
22A-cpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 202 198 Envelope
loss/gain 500 1154 657 1224 12
a) Infiltration 158 51 173 56 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 0 0 Subtotal (
lines 6 to 13) 657 1205 829 1280 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 657 1205 829 1280 15
Duct loads 26 % 44 % 168 528 26 % 44 % 212 560 Total
room load 825 1733 1042 1841 Air
required (cfm) 40 77 51 82 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. Fk
wrightsoft- 2017-Oct-1311:07:06 k
Right -
Suite® Universal 2017 17.0.23 RSU23828 Page 6 ndCGRN\
Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
wrightsoft° Right-JO Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
Job: Lot64Kensington ReserveSu... Date:
06.03.15 By:
BENTLEY 1
Room name MASTER WIC 2 BATH 2
Exposed wall 7.0 ft 0 ft 3
Room height 8.0 ft heat/cool 8.0 ft heat/cool 4
Room dimensions 5.5 x 7.0 ft 5.5 x 10.5 ft 5
Room area 38.5 ft2 57.8 ft2 Ty
Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number
Btuhfft2-OF) 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
12C-Osw 0.091 n 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 2A-
2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 v
13A-2ocs 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 11
t-D 11J 0 0.600 n 16.62 18.51 0 0 0 0 0 0 0 0 V
12C-0sw 0.091 a 2.52 2.35 56 56 141 132 0 0 0 0 t-
G 2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 W
13A-2ocs 0.201 a 5.57 4.37 0 0 0 0 0 0 0 0 G
2A-20m 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 12C-
Osw 0.091 s 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 16.18 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 2A-
2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0 y/
12C-Osw 0.091 w 2.52 2.35 0 0 0 0 0 0 0 0 G
2A-2om - 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 N/
13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0 I--
G 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 P
12B-Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 D
11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C
16B-38ad 0.026 0.72 1.41 39 39 28 54 58 58 42 82 F
20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F
20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F
22A-cpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 10 j 4 Envelope
loss/gain 169 176 78 12
a) Infiltration 105 34 0 0 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 0 0 Appliances/
other 0 0 Subtotal (
lines 6 to 13) 274 210 42 78 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 274 210 42 78 15
Duct loads 26 % 44 % 70 92 26 % 44%1 34 Total
room load 344 302 1 52 1112 Air
required (cfm) 1 1 17 14 3 5 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft"
Right -Suite® Universal 2017 17.0.23 RSU23828 2017-
Oct-13 11Page 6 AC...
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N g
wrightsoffi Right-M Worksheet
Entire House
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
Job: Lot64Ken sing ton ReserveSu... Date:
06.03.15 By:
BENTLEY 1
Room name LAUNDRY LOFT 2
Exposed wall 0 ft 48.0 ft 3
Room height 8.0 ft heat/cool 8.0 ft heat/cool 4
Room dimensions 7.5 x 9.5 ft 1.0 x 379.8 ft 5
Room area 71.3 ft2 379.8 ft2 Ty
Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number
Btuh/ft2-OF) 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
Vj/j
12C-
0sw 0.091 n 2.52 2.35 0 0 0 0 152 125 314 293 2A-
20m 0,540 n 14.96 15.94 0 0 0 0 12 0 179 191 2A-
2om 0.540 n 14.96 15.94 0 0 0 0 15 0 228 243 y!
13A-2ocs 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 11
L-D 11J0 0.600 n 16.62 18.51 0 0 0 0 0 0 0 0 y/
L.-
G 12C-
0sw 0.091 a 2.52 2.35 0 0 0 0 232 232 585 546 2A-
2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 e 5.57 4.37 0 0 0 0 0 0 0 0 I--
G 2A-2om 0.540 e 14.96 33.86 0 0 0 0 0 0 0 0 12C-
0sw 0.091 s 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 15.94 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 16.18 0 0 0 0 0 0 0 0 13A-
2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 2A-
2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 2A-
2omd 0.620 s 17.17 16.08 0 0 0 0 0 0 0 0 12C-
0sw 0.091 w 2.52 2.35 0 0 0 0 0 0 0 0 2A-
2om - 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 t-
G 13A-
2ocs 0.201 w 5.57 4.37 0 0 0 0 0 0 0 0 2A-
2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 P
126-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 L-
D 11DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C
166-38ad 0.026 0.72 1.41 71 71 51 101 380 380 273 537 F
20P-13c 0.068 1.88 0.98 0 0 0 0 155 155 291 151 F
20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F
22A-cpl, 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 31 97 Envelope
loss/gain 51 701 1871 1863 12
a) Infiltration 0 0 720 233 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) 51 670 2592 2097 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 51 670 2592 2097 15
Duct loads 26 % 44-/.j 13 293 26 % 44 % 663 918 Total
room load 64 963 3255 3014 Air
required (cfm) 31 431 1160 135 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. wright5oft-
Right -Suite® Universal 2017 17.0.23 RSU23828 2017-
Oct-13 11Page 8 p`...
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N g
wrightsoft, Right-M Worksheet Job: LotWensingtonReserveSu...
Entire House
Date: 06.03.15
By: BENTLEY
DEL AIR HEATING & AIR
CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
1 Room name BATH 2
2 Exposed wall 16.0 ft
3 Room height 8.0 ft heat/cool
4 Room dimensions 10.5 x 5.5 ft
5 Room area 57.8 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area Load
number Btuhfft2-'F) Btu ft2) or perimeter (ft) Btuh) or perimeter
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 0.091 n 2.52 2.35 84 69 173 162
T 12C-Osw
2A-2om 0.540 n 14.96 15.94 0 0 0 0
2A-2om 0.540 n 14.96 15.94 15 0 228 243
T 13A-2ocs 0.201 n 5.57 4.37 0 0 0 0
1 1 11 J 0 0.600 n 16.62 18.51 0 0 0 0D
yJ 12C-0sw 0.091 a 2.52 2.35 0 0 0 0
I_.G 2A-20m 0.540 e 14.96 39.23 0 0 0 0
1/ 13A-2ocs 0.201 e 5.57 4.37 0 0 0 0
G 2A-20m 0.540 e 14.96 33.86 0 0 0 0
12C-0sw 0.091 s 2.52 2.35 0 0 0 0
2A-2om 0.540 s 14.96 15.94 0 0 0 0
GG' 2A-2om 0.540 s 14.96 16.18 0 0 0 0
13A-2ocs 0.201 s 5.57 4.37 0 0 0 0
2A-2om 0.540 s 14.96 14.08 0 0 0 0
2A-2omd 0.620 s 17.17 16.08 0 0 0 0
y/ 12C-Osw 0.091 w 2.52 2.35 44 44 111 104
G 2A-2om 0.540 w 14.96 39.23 0 0 0 0
V)/ 13A-2ocs 0.201 w 5.57 4.37 0 0 0 0
L--G 2A-2om 0.540 w 14.96 33.86 0 0 0 0
P 12B-Osw ' 0.097 2.69 1.75 0 0 0 0
L--D 11 DO 0.390 n 10.80 12.03 0 0 0 0
C 16B-38ad 0.026 0.72 1.41 58 58 42 82
F 20P-13c 0.068 1.88 0.98 0 0 0 0
F 20P-13c 0.068 1.88 0.98 58 58 109 56
F 22A-cpl 0.989 27.40 0.00 0 0 0 0
6 c) AED excursion 32
Envelope loss/gain 663 614
12 a) Infiltration 240 78
b) Room ventilation 0 0
13 Internal gains: Occupants @ 230 0 0
Appliances/other 0
Subtotal (lines 6 to 13) 903 692
Less external load 0 0
Less transfer 0 0
Redistribution 0 0
14 Subtotal 903 692
15 Duct loads 26% 44% 231 303
Total room load 1134 995
Air required (cfm) 1 1 56 44
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wri htsoft-
2017-Oct-1311:07:06
4C•
z= 9 Right -Suite@ Universal 2017 17.0.23 RSU23828 Page 9
ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
wrightsoft® Duct System Summary
Entire House
DEL AIR HEATING & AIR CONDITIONING
531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665
For: RYAN HOMES
2263 KELMSCOTT COURT, SANFORD, FL 32773
Job: LotWensingtonReserv...
Date: 06.03.15
By: BENTLEY
Heating Cooling
External static pressure 0.40 in H2O 0.40 in H2O
Pressure losses 0.06 in H2O 0.06 in H2O
Available static pressure 0.34 in H2O 0.34 in H2O
Supply / return available pressure 0.170 / 0.170 in H2O 0.170 / 0.170 in H2O
Lowest friction rate 0.275 in/100ft 0.275 in/ 100ft
Actual air flow 1283 cfm 1283 cfm
Total effective length (TEL) 124 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 c 112 3 5 0.461 4.0 Ox 0 VIFx 3.8 70.0
BATH 2 h 1134 56 44 0.354 5.0 Ox 0 VIFx 26.0 70.0
BED 2 c 1733 40 77 0.328 6.0 Ox 0 VIFx 18.8 85.0 st2
BED 3 c 1733 40 77 0.414 6.0 Ox 0 VIFx 12.1 70.0
BED 4 c 1841 51 82 0.380 6.0 Ox 0 VIFx 19.5 70.0
GREAT RM h 3703 182 133 0.285 8.0 Ox 0 VIFx 29.4 90.0 SO
GREAT RM-A h 3703 182 133 0.296 8.0 Ox 0 VIFx 24.7 90.0 SO
LAUNDRY c 963 3 43 0.447 4.0 Ox 0 VIFx 6.0 70.0
LOFT h 3255 160 135 0.411 7.0 Ox 0 VIFx 12.8 70.0
MASTER BATH h 638 31 28 0.312 5.0 Ox 0 VIFx 23.9 85.0 st2
MASTER SUITE c 3611 98 161 0.319 8.0 Ox 0 VIFx 21.6 85.0 st2
MASTER W.C. h 415 20 15 0.296 4.0 Ox 0 VIFx 29.7 85.0 st2
MASTER WIC h 246 12 10 0.309 4.0 Ox 0 VIFx 25.0 85.0 st2
MASTER WIC 2 h 344 17 14 0.306 4.0 Ox0 VIFx 26.1 85.0 st2
NOOK/KITCHEN h 4700 230 221 0.275 8.0 Ox 0 VIFx 33.8 90.0 st1
POWDER h 1423 70 31 0.288 5.0 Ox 0 VIFx 28.0 90.0 st1
STUDY h 1797 88 72 0.279 6.0 Ox 0 VIFx 32.0 90.0 st1
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type cfm) cfm) FR fpm) in) in) Material Trunk
SO Peak AVF 751 592 0.275 538 16.0 0 x 0 VinlFlx
st2 Peak AVF 219 305 0.296 559 10.0 0 x 0 VinlFlx
2017-Oct-13 11:07:07
wrightsoft® Right-Suite(g)Universal 2017 17.0.23 RSU23828 Page 1
ACCA ...ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
ReturnBrranchDetailTable
g
Name
Grille
Size (in)
Htg
cfm)
Clg
cfm)
TEL
ft)
Design
FIR
Veloc
fpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Matl Trunk
rb1 Ox0 1283 1283 0 0 0 0 Ox 0 VIFx
2017-Oct-13 11:07:07
WrIQhtSOW Right -Suite® Universal 2017 17.0.23 RSU23828. page 2
iCiA.:.ndCGRN\Lot64KensingtonReserveSummerlandCGRN.rup Calc = MJ8 House faces: N
FORM R405-2014
RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST
Florida Department of Business and Professional Regulation
Simulated Performance Alternative (Performance) Method
Applications for compliance with the 2014 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 (1 page) and an input summary checklist that can
be used for field verification (usually 4 pages/may be greater).
Energy Performance Level (EPL) Display Card (one page)
Mandatory Requirements(three 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)
EnergyGauge@ - USRCSB v5.1
10/13/2017 11:22:16 AM Page 1 of 1
D;T--------
INOTE TO BUILDERVUST PROVIDE UNRESTRICTED
1 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS ,
ITransfer ducts/grills sized in compliance
Iwith Florida Residential Building Code-M1602.4
balanced return air.
iEXCEPTIONS 1-3M. LAM
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DESCRIPTION AS FURNISHED: Lot 64, KENSINGTON RESERVE, as recorded in Plat Book 81, Pages 86
through 92, Public Records of Seminole County, Florida.
PLOT PLAN FOR / CERTIFIED TO: Ryan Homes/NVR Inc.
RECORD COPY
SWINSTEAD DRIVE (80' PRIVATE R/W)
S 89040' 51 " W
40.00'
An. WALL & UTIL. ESMT.
23.17' — — — — 23.17'
I LOT 64 1
3.5'x3.5' 26,05.00' AC
a
EXTENDED LANAI p 5.
00' 5.
00' 30.
0' 5.
00' PROPOSED
RESIDENCE p
O o MODEL: SUMMERLAND-C O 2
CAR GARAGE LEFT O O LOT
65 l(j I) L6 LOT 63 o ^
e ^ O ^ (
6
O ^
4
O ENTRY
5.
00' 8.
7 b
5.
00' `t
M
1.
00' vi
16"
DRIVE
LG'NJi`!G w_ 25.
5025.50, Ok to
construct single family home 10, UTIL,
ESMT with setbacks and impervious area 50.00-
rye. shown on plan. PC) — — — — — _ — — — — 4'
CONC. WALK r nn2r
an- G, GL CURB B.
B.)
N 89040' 51 " E 40.00'
KELMSCOTT COURT (
50' PRIVATE R/W) PROPOSED = FINSHED
SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT A SURVEY ov,wuvv
oclo or n rvnrvloncu FRONT = PER
DRAINAGEPLANSPLOTPLANAREACALCULATIONSREAR = 20' PROPOSED DRAINAGE
FLOW G O IMPERVIOUS COVERAGE = 2,335t SQUARE FEET OR 51.0 °ro SIDE = 5' FOR 40' LOTS LOT GRADING
TYPE B Q05 LOT CONTAINS 4,600i SQUARE FEET SIDE = 7.5' FOR 60' LOTS PROPOSED FINISH
FLOOR PER PLANS = 30.0' Q_O LIVING AREA CONTAINS 1,548t SQUARE FEET+ M-7-6 SIDE = ,10' FOR 75' LOTS Q CONC/
LAN.AI/POP,CH CONTAINS 787t SQUARE FEET j AL SIDE STREET = 25' CRUSEAWEYETR—.S'
COTT c A,S',S'OC., , INC. — LAND SURVEYORS LEGEND - LEGEND -
5400 E.
COLONIAL DR. ORLANDO, FL, 32807 (407)-277-3232 FAX (407)-658-1436 P = PLATP.OL. • POINT ON LINE NOTES: F
FIELDTYP. TYPICAL I.P.
IRON PIPE PR.C. = POINT OF REVERSE CURVATURE IRON ROD
P.C.C. POINT OF COMPOUND CURVATURE 1, THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C.M. =
CONCRETE MONUMENT = RADIAL CH PROFESSIONALSURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET LR. =
lit' I.R. w/pL8 4596 N.R.NR. -MOM-RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. RECOVERED
W.P. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE ANY BE OTHER RESTRICTIONS P.O.
I H. PONTOFBEGINNING CALL. CALCULATED PRX PERMANENT
OR EASEMENTINT
AFFECT THIS PROPERTY TS P.D.C. =
PONT OF COMMENCEMENT REFERENCE MONUMENT CENTERLINE FP. FINISHED
FLOOR ELEVATOM N&D NAIL
6 DISK BSL BUILDING SETBACK LINE 4. NO UNDERGROUND
IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 5. THIS. SURVEY
IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/W RIGHT-
OF-WAY BM. • BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT = EASEMENT B.
B. BASE BEARING 7. BEAR'NCS; ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN, • DRAINAGE B.
ELEVATIONS. IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL. UTILITY CL.
FC, =CHAIN
LINK FENCE 9. CERTIFICATE OF AUTHORIIA^ON No, 4598. WD.FC. WOOD
FENCE C/B = CONCRETE
BLOLK SCALE h--- i >< 2O' DRAWN BY: P.C. POOF
CURVATURE P.T. POINT
OF TANGENCY CERTIFIED BY.• DATE
ORDER No. OESC DESCRIPTION R .
RADIUS PLOT
PLAN 10-09-17 4282-17 L ARLENGTH D •
DELC TA REVISED
PLOT PLAN (MOVED AC) 10-12-17 C = CHORD C.B.
CHORD BEARING
NORTH THIS BUILDING/PROPERTY
DOES
NOT LIE WITHIN - ---- ------ —- THE ESTABLISHED 100 YEAR
FLOOD PLANE AS PER FIRM" M GRUSENM ER, R.L. ` 4714 ZONE "X" MAP j
12117CO09OF (09-28-07) J E 4% SCOTT,
R.L.S !!Y 4801
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
ca PH: 772-409-1010
FX: 772-409-1015
a www.AlTruss.com
o u- C
z
16 Q
a
4lm";"
E meTRUS _N 4_
i1 kfJ232"I E'ro. N
BUILDER: RYAN HOMES
PROJECT: KENSINGTON RESERVE
COUNTY: SEMINOLE
LOT/BLK/MODEL: LOT:64 / MODEL:SUMMERLAND / ELEV:C / GAR R
JOB#: 69967
MASTER#: XR5SUCE5
OPTIONS: EX LANAL:BATH #2
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job XR5SUCE5 A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce; FL 34946
Site Information:
Customer Info: RYAN HOMES Project Name: Scattered Lots
Lot/Block: Model: SUMMERLAND
Address: Subdivision:
City: County: Orange 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: FBC2014/TP12007 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 150 MPH
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes -102 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 61 G15-31.003,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
1 A0091050 FG2 10/2/17 13 A0091062 FL10 10/2/17 25 A0091039 CJ1 10/2/17
2 A0091051 FG3 10/2/17 14 A0091063 FL11GE 10/2/17 26 A0091040 CAA 10/2/17
3 A0091052 FG6 10/2/17 15 A0091029 A01 10/2117 27 A0091041 CJ2 10/2/17
4 A0091053 FL01 10/2/17 16 A0091030 A02 10/2/17 28 A0091042 CJ3 10/2/17
5 A0091054 FL02 10/2/17 17 A0091031 A03 10/2/17 29 A0091043 CJ3A 10/2/17
6 A0091055 FL03 10/2/17 18 A0091032 A04 10/2/17 30 A0091044 CJ4 1012/17
7 A0091056 FL04 10/2/17 19 A0091033 A05 10/2/17 31 A0091045 CJ5 10/2/17
8 IA0091057 FL05G 10/2/17 1 20 IA0091034 A06 10/2117 1 32 IA0091046 D05 10/2/17
9 A0091058 FL06GE 10/2/17 21 A0091035 A07 10/2/17 33 A0091047 E01 1012/17
10 A0091059. FL07 10/2/17 22 A0091036 B03 10/2/17 34 A0091048 E02 10/2/17
11 A0091060 FL08 10/2/17 23 A0091037 B03E 1012/17 35 A0091049 E03 1012117
12 A0091061 I FL09G 10/2117 24 A0091038 I B04 1 10/2/17 136 A0091064 I HJ5C 10/2/17
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses,
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, per ANSI/TPI-1 Sec. 2.
The Truss Design Drawing(s)(TDD[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 Anthony T.
engineering responsibility for the design of the single Truss depicted on the TDD only The
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.
g`ti'rsaAeoerii
at'« go Go483
V x
Amhcny T.
T. T—Do,
Reason: I am.:app,oving this dmument
Date: 2017.10M 08 d2:12-04'00'
B BCA2 2100 0000004C 1287DF I Page 1
of
2
A6*®
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job XR5SUCE5
No. Seal # Truss Name Date
37 A0091065 HJ6 10/2/17
38 A0091066 HJ7 10/2/17
39 AO091067 J3A 10/2/17
40 A0091068 J3E 10/2/17
41 A0091069 J5C 10/2/17
42 A0091070 J6 10/2/17
43 A0091071 J7 10/2/17
44 IA0091072 M6A 10/2/17
45 A0091073 M613 10/2/17
46 A0091074 MG7 10/2/17
47 A0091075 VM3 10/2/17
48 A0091076 VM5 10/2/17
49 STDL01 STD. DETAIL 1012/17
50 STDL02 STD. DETAIL 1012/17
51 STDL 03 STD. DETAIL 10/2/17
52 STDL04 STD. DETAIL 10/2/17
53 STDL05 STD. DETAIL 10/2/17
54 STDL06 STD. DETAIL 10/2117
55 STDL07 STD. DETAIL 10/2/17
56 STDL08 STD. DETAIL 1012117
57 STDL09 STD. DETAIL 10/2/17
58 STDL10 STD. DETAIL 10/2/17
59 STDL11 STD. DETAIL 10/2/17
60 1 STDL12 STD. DETAIL 10/2/17
61 STDL13 STD. DETAIL 10/2/17
62 STDL14 STD. DETAIL 10/2/17
63 STDL15 STD. DETAIL 10/2/17
64 STDL16 STD. DETAIL 10/2/17
Page 2 of 2
Job russ Truss Type Qty Ply RYAN HOMES
A0091029
XR5SUCE5 A01 Hip Girder 1 1
Job Reference (optional)
ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:18 2017 Page 1
I D:?sOQvl IzBGko2hFpRYibz=Opep-GjkrT3ZPOfa4FyUmLBD3AaPzPaRli U8sFa WAOpyXROx
r1-0-Q 7-0-0 12-4-9 17-7-7 23-0-0 30-0-0 ; 1-0-Q
1-0-0 7-0-0 5 4-9 5-2-13 5-4-9 7-0-0 1-0-0
Dead Load Defl. = 7/16 in
400 =
2x4 11 3x8 = 7x10 MT20H5= 4x4 = 2x4 II 4x10 =
17-7-7
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 0.85 Vert(LL) 0.33 10-12 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.72 10-12 500 240 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.13 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 164 Ito FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 31
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 74-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 2484/0-3-8 (min. 0-2-1)
7 = 2484/0-3-8 (min. 0-2-1)
Max Horz
2 = 59(LC 27)
Max Uplift
2 = 768(LC 4)
7 = 768(LC 5)
Max Grav
2 = 2484(LC 1)
7 = 2484(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-5117/1583, 3-20=-6339/2123,
20-21=-6339/2123, 4-21=-6339/2123,
4-22=-6339/2123, 22-23=-6339/2123,
23-24=-6339/2123, 5-24=-6339/2123,
5-25=-6362/2133, 25-26=-6362/2133,
6-26=-6362/2133, 6-7=-5113/1582
BOT CHORD
2-13=-1371/4631, 13-27=-1361/4641,
27-28=-1361/4641, 12-28=-1361/4641,
12-29=-2017/6362, 11-29=-2017/6362,
11-30=-2017/6362, 10-30=-2017/6362,
10-31=-1366/4636, 31-32=-1366/4636,
9-32=-1366/4636,7-9=-1376/4627
WEBS
3-13=0/438, 3-12=-751/2060,
WEBS
3-13=0/438, 3-12=-751/2060,
4-12=-706/489, 5-10=-716/487,
6-10=-764/2091, 6-9=0/428
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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 768 Ib uplift at
joint 2 and 768 Ito uplift at joint 7.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 363
lb down and 299 Ito up at 7-0-0, 128 Ito down and 146
Ito up at 9-0-12, 128 lb down and 146 Ito up at 11-0-12
128 Ito down and 146 Ito up at 13-0-12, 128 lb down
and 146 lb up at 15-0-0, 128 Ito down and 146 lb up at
16-11-4, 128 Ito down and 146 Ito up at 18-11-4, and
128 lb down and 146 Ito up at 20-11-4, and 363 Ito
down and 299 Ito up at 23-0-0 on top chord, and 270
Ito down at 7-0-0, 84 Ib down at 9-0-12, 84 Ito down at
11-0-12, 84 lb down at 13-0-12, 84 lb down at 15-0-0,
84 Ito down at 16-11-4, 84 to down at 18-11-4, and 84
Ito down at 20-11-4, and 270 Ito down at 22-11-4 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-6=-60, 6-8=-60, 14-17=-20
Concentrated Loads (lb)
Vert:3=-316(F) 6=-316(F) 11=-65(F) 13=-232(F)
9=-232(F) 20=-128(F) 21 =-I 28(F) 22=-1 28(F)
23=-128(F) 24=-128(F) 25=-128(F) 26=-128(F)
27=-65(F) 28=-65(F) 29=-65(F) 30=-65(F)31=-65(F)
32=-65(F)
Itaarq fleas! IWs,1NN nrx.. ns'41 ICC: iteSSd 1'SEttEPa GENEOi iFiMS d celolllogs (USTDA c mla*; 090 1"NKri—, I— 1nd1 knp nvadn W r!d sse,a tN,lnn Nslp l)—gfTW rid de lnin/ f. Tmk NI, P E. W— SMn Wor— Udas annvi;e sto.M r n! 1[-0, sd1
WieN°neca lnes,bH Fa nn luMlGUulerdd ls l,xsanp ygnat e_SM,.bhtgis'k dom'iDD eneswsae°ayaor:dk!vdnn,nl ngnn ra,pasndln Erne ksydne su¢etmsleplelaM1, TNW. lILl nek pw:.bdq!ukins. seWil% Anthony T. Tombo Ill, P.E.
cd nedk i M W11.;,h.... auxllndlM Orm. ke hnr annt±d ry!nxne tml'1 pee° rudne ltf. n!Ip rid ns l.d Wary mkWilll IleelNmddlle iNh ad sn xll.nme"m,,,edk1' gsmrrye.'sngmse Wbaml sleN k'leesNaesiliCAd 4 80083
IN twldrg earl dEammanxM,ss 44515t. Lucie Blvd. nWwf,
eke,,.dif at,nrcn egrduNtnwmndlN etnsE,d n!Tmsh.sgfgiFort Pierce, FL 34946 epyt ighl
2'P016AINaollwsses- Anlhmyl.lotho Ill, P.E. Repredodioo of this donoeol'a.onyto,.. is pmhihited without The wrinen it.6000 hat A-1 Roof hoses Aahonyl. lomho ill, P.E.
0Truss Truss Type QtY Ply RYAN HOMES A0091030I
XRSSUCES A02 Hip 1 1
Job Reference (optional)
Al ROOF I Ru55Es, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:1. 2017 Page 1
I D:?sOQvl IzBGko2h FpRYib=Opep-GjkrT3ZPOfa4FyU mLBD3AaPO?aRjiamsFa WAOpyXROx
1-0-q 6 9-0-0-0-5 15-0-0 21-0-0 23-11-11 30-0-0 a1-0-q
1-0-0 6-0-5 2-11-11 6-0-0 6-0-0 2-11-11 6-0-5
F
4.4 =
3x4 =
4.4 =
Dead Load DeFl. = 5/8 in
4x6 I I 3x8 = -
5x6 WB=
3x8 = 4x6 II
30-0-0
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 0.68 Vert(LL) 0.35 12-14 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 f BC 0.68 Vert(TL) 1.00 12-14 360 240
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.10 10 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix-S)
I Weight: 144 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, In
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min. 0-1-8)
10 = 1260/0-3-8 (min. 0-1-8)
Max Horz
2 = 74(LC 13)
Max Uplift
2 = 357(LC 8)
10 = 357(LC 9)
Max Grav
2 = 1260(LC 1)
10 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-716/253, 3-4=-2240/1542,
4-5=-2058/1428, 5-6=-1902/1375,
6-7=-1902/1375, 7-8=-2058/1428,
8-9=-2240/1542, 9-10=-716/253
BOT CHORD
2-14=-1257/1996,13-14=-1346/2184,
12-13=-1346/2184,10-12=-1263/1996
WEBS
4-14=-1561284, 5-14=-275/505,
6-14=-438/354, 6-12=-438/355,
7-12=-275/505, 8-12=-156/284
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=25ft;
Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever 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 357 lb uplift at
joint 2 and 357 lb uplift at joint 10.
8) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and %' gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
Fraag Il±vs! naaepils nli!w nr'w•i IDC' itDSSE;rSfttEl";; LEI[ni 1EINS a tCnDUICnS (USiDN{"AIRI'; IIXM1ntED64iA7 na. yury irvp naueaw! ut rttl nb a dii lnfs Desip hrvug;;[J end M Adnva f. iwve tl, ri. Wxeat Seee, Wx±ne. Udns anersis: sa1N a ne IL-0, a%
Ltd asm be!slW as ail IM rDOmet!ad hrtrvu D!np aqn 1- Spwdn Eyiun 5t ed ND u.ees el -0-1 d 61 Wit-!i-1 I-F—ei rrpenum lu beA p drat snple l•nc depeedun±iDDrn PLI, tsedf Ip nsoepa._iW le'nc, svmlilsy Anthony T. Tombo III, P.E. xardn mnlarwaninner,p,a:lmd rD.rrc.ne>,arfan-dpmxm!wlap!!Iprr.i xr d wlrc,;!luwr!l,Mhrcmyaaemml Eetapa,nanetm 1 ,+tlerfrtl4r! c,ArL,psrulq.fKKgR vMlnavdllHbriEeDxtl ya-hlad 4'90083nrWnDes}.unl.axvdrc. Rll ne;!xrx NnrtDDnlaa prmxa RWelivesnna lnldos( peal Sdrn ln§rnm HSQ p11'Ilap try ai Sl(euerrtweued to geerld play r. lvll drnse, nare;WS4, of od W.; 401 lrasC,J..Tns, Despasaru ai lrw,s uardamxx: bless
vMxisv Wiv.d ata(amw e.daea is yrt by dl putt, anlat. Re lass D±sap - 4451 Sc Lucie Blvd. pF,snaretllntld6 Dmp!, rrtssstdtn.r;padapWn;eq.aurped-:tlnrn±wemdmmdlarn l.
e r ht07016A IReol ilesses Aniham l.lonlr ill, P.E. Repetildi000l this trainee,irony farm, is prohibited without the written permission hem AA [act lasses- Anthony 1. lombr ill, P.E.
Fort Pierce, FL 34946
PY 9
Job Russ rUSSType ty y RYAN HOMES
A0091031
XR5SUCE5 A03 Hip 2 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7,640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:19 2017 Page 1
I D:?sOOvilzBGko2h FpRYibzzzOpep-kvl DgPa 1 nyiwt63yvukljnx8x_oRR5tOU EGIYFyXROw
r1-0-Q 7-1-8 11-0-0 19-0-0 22-10-8 , 30-0-0 ; 1-0-Q
1-0-0 7-1-8 3-10-8 8-0-0 3-10-8 7-1-8 1-0-0
500 MT20HS--
5x10 MT20HS--
Dead Load Der. = 5/16 in
4x6 11 3x4 =
4x4 =
3x4 = 4x6 [I
11-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.49 13-16 734 360
TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.80 13-16 449 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.09 9 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix-S)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min. 0-1-8)
9 = 1260/0-3-8 (min.0-1-8)
Max Horz
2 = 89(LC 12)
Max Uplift
2 = 339(LC 12)
9 = 339(LC 13)
Max Grav
2 = 1260(LC 1)
9 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1159/94, 3-4=-2182/1556,
4-5=-1972/1390, 5-6=-1807/1350,
6-7=-1972/1390, 7-8=-2182/1556,
8-9=-1159/94
BOT CHORD
2-13=-1255/1947, 12-13=-970/1807,
11-12=-970/1807, 9-11=-1260/1947
WEBS
4-13=-353/375, 5-13=-141/434,
6-11=-141 /434. 7-11=-353/375
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=25ft;
Cat. 11' Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever 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.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 339 lb uplift at
joint 2 and 339 lb uplift at joint 9.
9) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and %" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 129 lb FT = 0%
Nrodg tlasr tbneyilprni,wn,'A-1 IOCF 11',ml'SELLEI";, CE51ILRIMSaLONCIIICXS NSiOMI'"J!fl')A(rFCatECCFLII'1'..Yndysnip—ews ul rrd edesnnis Intl Dore E'rnx,g;IC1; nipre h6vf LPmh01,!.:.WI... A.t id. n,. galesdk,Y1a mpda A. IW, 1*
wrdna m pma::hn!.ndi n tDDwa add eG nwup agewtl sped hgt r n d ., oo y, see .optn do pal nd<y g p :ndint n kmW0. mglelasskpmdn1hMDOb rAvlPP n a m apan:.l aq k ,s.ankdt Anthony T. Tornbo
34946
E.
adned:nirmslr. tdidn'n spudM:ndne0x,a,mehensadndarnart Wlfipu.iynr.a ICn4 nl.I Iw"Sry nenalr @,appnd0r NWaaearlam0A,T "M." r<:iy,sarge.ng a wi"'.ed11n.te .yenil11h9 ,"i 80083
na WiN C,dperd f-W.-rtdn,arnun Cg oam pmk Wpwl s dntwq reap nd sdrq lr:'or on Icsn pcmidd if r is a sta are 1W rdral rrtaiae;naa;;<n ulnrcdmaadmtraa oasipa.in,t Drsep SyiurcW ima Mndemrr,adan 4451 Si. Lucie
aMwise kin:daYviedtmgedora nwradp 1p dlpran lnehd. Ihl—h phginn is A0l ne ldldngD,np .r fans Snk E.O.a Hda:q. all opad:ad txat d, as hail n tot t. Fort Pierce, FL
Opytighl lrl6 A -I geaf Lasses Aatheayl.lonholl131 hpeadadioo al phis domneet, in any fom. is prohibited aithoot the wd7ea pemissioa bean A 11.0 lmsses Anthony 1. lanba III, P.E.
Job I russ russType ty y RYAN HOMES
A0091032
XR5SUCE5 A04 Hip 2 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:20 2017 Page t
I D:?sOQvllzBGko2hFpRYibzzzOpep-05sbtlbfYGgnVGe9TcFXG?U LP03?AXH9iu?G4hyXROv
r1-0-q 6-5-13 13-0-0 17-0-0 23-6-3 30-0-0 31-0-Q
1-0-d 6-5-13 6-6-3 4-0-0 6-6-3 6-5-13 1-0-
4x6 It
4x611
Dead Load Defl. = 114 in
4x6 II 3.4 = 4x4 = 3x4 = 4x6 II
10-6-8
8-11-1
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) 0.42 11-13 861 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) 0.67 11-13 537 240
BCLL 0.0 Rep Stress Incr YES WB 0.24 Harc(TL) 0.11 9 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-S) Weight: 133 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
bVEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied.
I MiTek recommends that Stabilizers and required
I cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min.0-1-8)
9 = 1260/0-3-8 (min.0-1-8)
Max Horz
2 = 104(LC 12)
Max Uplift
2 = 358(LC 12)
9 = 358(LC 13)
Max Grav
2 = 1260(LC 1)
9 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1062/178, 3-4=-2243/1643,
4-5=-1926/1396, 5-6=-1537/1296,
6-7=-1926/1396, 7-8=-2243/1643,
8-9=-1062/178
BOT CHORD
2-13=-1351/2010, 13-22=-852/1537,
12-22=-852/1537, 12-23=-852/1537,
11-23=-852/1537, 9-11=-1357/2010
WEBS
4-13=-455/517, 5-13=-215/496,
7-11=-455/517, 6-11=-215/496
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=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever 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 358 lb uplift at
joint 2 and 358 lb uplift at joint 9.
8) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and %" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
Arna4 hose ter>ug+p nri!w ILr'S I ICCf IIUSSEi-SiItEP ;, GERIWTE1MS I i0011101S NSTCRi7t1Ri') A(01,^;Nu;;'f-tun. 1nT, i,vp unans! d rr:d rde, a M, In„ Duff, N!.N flaC W n. ko,., F. Tull m, ll td!rere S- Wu,.u. Unn, mbr.,i,e snrtd ue it IDD, Wy
Wilk- Poll, ledll—full TDDwl rdd s„I nik,p Lsr"dhE gime 'ie sed o, x; IDD gesed «aFn«dri ds:!s+.rnnm9rr:fer:tnirn trr me dnan l ;.yl t. dfed,ne rDDw.met?u etieu!ansunfna:, lnd q!dD'ec!:uenlaf Anthony T. Tombo ]II, P. E. meu, tln T-1 till.,A Iu.lnd'l0 ntln]:r,wll dgn,futnldg pe.uix>1:dha lttxlM.l.,in.:4nidmg mdeWlfll lle ollnddlllDD nl an A,Il o ell nu iaA l'f'. q,7«i infdlnuWlnny,tell5e k,nsfxsiiikh d #80083
U WilufI g d.00e,mr 411 n nun n It, TOD.In 1-1 .1 ?Mhdtl W"( 1 n en 1,* p IfSI'rddided n lk out SW lre—ul f«grand 10 TA I bh.i IN"Spullmu W do„ a to lrnc.nAr Ns, Dog E.1'au W I.,pdmrn ,, amass ort,+
ne Wue! or. i,men eqW K+n l.:ei4 Eg atl pro,, md!d. IE, Tn:: Ds v rn en i, Nol ae W6.7D,npn:. x :ms Slam ia:uen ,. p• ldk:eg. ul tgAdned rnn, n, n day.d n fn 1. 4451 St
Lucie Blvd. Cepyr i9hlS?
016 AI Wool Losses Aniheny l.lamla ill P.i. iepmlmtioa of lYisdommenl, is myfD,m, is prohi6iied withoenhe w!iBaa permission hen AI ReDILusses-.{mhony l.lanlo lll, P.E. Fort Pierce, FL 34946
Job russ Truss Type Qty Ply HOMESA0091033RYAN
XR5SUCE5 A05 Common 5 1b Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15.00.20 2017 Page 1
I D:?sOQvl IzBGko2hFpRYibzzzOpep-05sbtl bfYGgnVGe9TcFXG?U N703mARc9iu?G4hyXROv
1-0-Q 8-0-0 15-0-0 22-0-1 30-0-0 31-0-0
1-0-d 8-0-0 7-0-1 7-0-0 7-11-15 1-OTC
4x6 =
5.00 12
4x6 II
3.4 = 4x6 = 3x4 =
4x6 11
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 1 Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP N0.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required I
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min. 0-1-8)
10 = 1260/0-3-8 (min. 0-1-8)
Max Horz
2 = 118(LC 17)
Max Uplift
2 .__ 374(LC 12)
10 = 374(LC 13)
Max Grav
2 = 1260(LC 1)
10 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-933/161, 3-4=-2202/1597,
4-5=-1993/1525, 5-6=-1909/1550,
6-7=-1909/1550, 7-8=-1993/1525,
8-9=-2202/1597, 9-10=-933/161
BOT CHORD
2-14=-1290/1961, 14-23=-745/1369,
13-23=-745/1369, 13-24=-745/1369,
12-24=-745/1369, 10-12=-1294/1961
WEBS
6-12=-458/693, 8-12=-418/541,
6-14=-459/693, 4-14=-418/541
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
CSI. DEFL. in (loc) I/deft L/d
TC 0.64 Vert(LL) 0.4112-14 870 360
BC 0.96 Vert(TL) 0.7812-14 461 240
WE 0.61 Horz(TL) 0.10 10 n/a n/a
Matrix-S)
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Plate(s) at joint(s) 5, 6, 7, 2, 2, 12, 8, 14, 4, 10 and
10 checked for a plus or minus 0 degree rotation
about its center.
4) Plate(s) at joint(s) 13 checked for a plus or minus 4
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) w 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 374 lb uplift at
joint 2 and 374 lb uplift at joint 10.
8) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
Dead Load Der. = 318 in
1a
PLATES GRIP
MT20 244/190
Weight: 137 lb FT = 0%
Idrn
R:ne namalily rni!wnr'RI ICCF idlSSLtt9-:, r?AFIAiiE1dS5;"ACIIFJMNSTOIAi.J'!fl'!I(CFOK,C6VTIora.Cec^rlrsip pnartn olred edesunis inns WsipLrowwg;f; rd rrt Ad!ionv Llmlr Gl, L. idereaeS .t ldrre ne_'Jdessalom slrtelmn:ICA'.4
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asrd x of a RdJu ne yu xugdnee a ,Ce1wn MAu,daldu,n mu Ru q cY x .o-rde<In m lord .In:lAd6ntahvltPll treallnrddnainrdurad! ,rarM s dar 1 y rcerlanml r akr:tdlxncr.p<vAuryd w 80083
ie 141t4'g0 it,e rd:r,aamr Al rdr,dad bne AC dM le>iasand Phi do A Idq trot dsal Lax M 'elsO plAnkd it I1 fSN en te—a fegsurd Alford. MIW.,ib qsr-qt"—ato. 4q. toss 4upx. Trru Cesga tsfaeer .6tms doehaov, Wc, 4451 St. Lucie Blvd. dtwwke
tdh•l ifeuNca aga.duan iawm:q 4l dlpR<, brdnA R.0Omp fgier:-s 01 ne WIlgCeiyu t Snien s. rrd Slrfse;. Rllu/ed ::e teems n: as E:tiM it R.1 fort Pierce, Ft 34446 opyiighIC201b
A-IRacT,vsses- Anthonv l.lamha III, P.E. Repscdodian of ibis dommel,iA eny tom, is prohihiled Witham the wrinaa permission ham A -I Raatimses Anthonyl.fambo 111, P.E.
Job Truss cuss Type ty y RYAN HOMES
A0091034
XR5SUCE5 A06 Hip 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:21 2017 Page 1
I D:?sOQvl lzBGk02h FpRYibzzzOpep-g I P_55bHJaye6QCLOJmmoCOXCoTQvwGJxXlgd8yXROu
1-0-q 6-0-5 9-0-0 10-8-0 15-0-0 21-0-0 23-11-11 30-0-0 q1-0-Q
1-0-0 6-0-5 2-11-11 1-8-0 4-4-0 6-0-0 2-11-11 6-0-5
3x4 =
6x8
4x4 4x4 =
Dead Load Deft. = 5/6 in
eo w
4.6 II 3x8 =
5x6 WB=
3x8 = 4x6 11
9-0-0 21-0-0 30-0-0
9-0-0 12-0-0 9-0-0
Plate Offsets (X Y)-- [2:0-3-15 0-1-01, [5:0-2-12,Edge], [6:0-2-0 Edge] [12:0-3-15 0-1-0]
LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/defl L/d j PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) 0.35 14-16 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 1.00 14-16 359 240
BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.10 12 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-S) Weight: 150 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP.No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
j cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1260/0-3-8 (min.0-1-8)
12 = 1260/0-3-8 (min.0-1-8)
Max Horz
2 = 86(LC 13)
Max Uplift
2 = 336(LC 12)
12 = 413(LC 13)
Max Grav
2 = 1260(LC 1)
12 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-719/264, 3-4=-2245/1574,
4-5=-2087/1472, 5-7=-1702/1236,
7-8=-1908/1409, 8-9=-1903/1390,
9-10=-2059/1444, 10-11=-2240/1557,
11-12=-715/255
BOT CHORD
2-16=-1286/2002, 15-16=-1364/2178,
14-15=-1364/2178, 12-14=-1276/1995
WEBS
5-16=-239/467, 8-16=-454/335,
8-14=-336/358, 9-14=-275/503,
10-14=-158/281
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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever 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 336 lb uplift at
joint 2 and 413 lb uplift at joint 12.
8) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and Yz" gypsum sheetrock be applied directly to
the bottom chord.
9) Graphical purlin representation does not depict the
size or the orientation of the purlin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
iYrcnaq ILose tleroegel re,,.M'I. IOV IIUSSSi'.(((r; umA. FIRS 9(30ITIONS NSTOX VIr:. A(KN0C yf4r1—ferm ies'p—On' ue red ones a ON, I,-n ge Gewag(i0g; Net w AnMer 1. Tmh Gl, FOf, rce !n edm- Ja ,se sm dessieen he IIt, atr Vefurww
z edl,not hTokMtnld I- nl4q SN dn,gi 1. ol" TOD N ed aN'ercdte d elegeenegrr:pesfmxckkrvedMsie¢etmitef a Dn: z RLtfeusans NW ,leiy ievssalloidn Anthony T.Tonto, llt,P.E. a4
ese If s7.r sfrc rcllnliB Isle esle sn'gd N0 foe- htpd Ietune Galdl a fien m'S9 d:elt( Me Ix NN Me lu.l Whites; ok Yd fill Tle epl if he 00I'd e I'll! .s' IN n11 g. q, Iw IN, ' hhen .4 -e tll k.kN syasitOlr0 « 80083 ne
tM8ua0 I a orceGrc tl n tM. the t 14 .o FW' n'h f eit(e ..... en lrw .a I(SIJ Mtlielel lr t?led SNN ere d dlxg did Tq IIeM1x,here„cn; filmes Nlnles dem is ss .erpx,' ogn.q.enr w T—Yee ...x,udesr 4451 S . Lucie Blvd. tse
kuo;a.retrdrw rcpeH.;an-eq emf,N ml roxe, erd.d IMT sOavpfnheers01ft'WJMOesPes,mtressSpnm(•eceerunrhkoeg V.NdWIZ41- nineeten) Fort Pierce, FL 34946 Copyright
u; 2UI6 A -I Roof Trusses -Anthony l.lomho llh P.i. kepoduction of this iocument; in any Win. is plohibiled without the written permission hen A -I WTimes- Anthony]. lomho III, P.E.
Job 1 Russ Fruss Type Qty Ply RYAN HOMES
A0091035
XRSSUCES A07 Roof Special Girder 1 1
Job Reference (optional)
ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00,22 2017 Page 1
I D:?sOQvl IzBGko2hFpRYibzzzOpep-8UzM I Rcw4t4VkanXa 1 I?LQZd RCldel rSABU N9ayXROt
1-0-Q 6-5-7 10-5-0 14 4-0 18-6 4 23-0-0 26-1-3 30-0-0 41-0-Q
1-0-0 6-5-7 4-2-8 3-8-0 4-2-4 4-5-12 3-1-3 3-10-13 1-0-0
4x4 = Dead Load Der. = 7/16 in
6x6 11 3x8 =
6x10 MT40H3=
3x8 = 6x6 = 4x10 =
4-5-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl iTCLL20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.34 12-13 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.76 12-13 471 240
BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.16 10 1 n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2,T3: 2x4 SP N0.2
SOT CHORD 2x4 SP M 30 *Except*
B2: 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
SLIDER
Left 2x4 SP 11-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-9-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-4-5 oc bracing.
WEBS
1 Row at midpt 6-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1819/0-3-8 (min. 0-2-2)
10 = 2671/0-3-8 (min. 0-2-3)
Max Horz
2 = 86(LC 13)
Max Uplift
2 = 41 8)
10 = 777(LC 9)
Max Grav
2 = 1819(1 1)
10 = 2671(1 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (11 or less except
when shown.
TOP CHORD
2-3=-1334/18, 3-4=-3451/897,
4-5=-3203/878, 5-6=-3204/869,
6-7=-5693/1667, 7-8=-5693/1667,
8-9=-5517/1601,9-10=-5566/1640
BOT CHORD
2-15=-800/3100, 14-15=-1300/5058,
13-14=-1300/5059, 13-23=-1360/5134,
12-23=-1360/5134, 10-12=-1429/5025
WEBS
4-15=-257/294, 5-15=-537/2138,
WEBS
4-15=-257/294, 5-15=-537/2138,
6-15=-2863/935, 6-13=-355/920,
7-13=-285/189, 8-13=-340/687,
8-12=-170/1110, 9-12=-132/256
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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 468 lb uplift at
joint 2 and 777 lb uplift at joint 10.
9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13,
14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27,
28, 29, 30, 31, 32, 33, 34, 35, 36 has/have been
modified. Building designer must review loads to verify
that they are correct for the intended use of this truss.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 412
lb down and 299 lb up at 23-0-0 on top chord, and
1318 lb down and 441 lb up at 21-4-12, and 270 lb
down at 22-11-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B)-
7-0-0
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 160 lb FT = 0%
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-62, 5-6=-62, 6-8=-63, 8-11=-62,
16-20=-21
Concentrated Loads (lb)
Vert: 8=-316(B) 12=-232(B) 23=-1318(B)
2) Dead + 0.75 Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-52, 5-6=-52, 6-8=-52, 8-11=-52,
16-20=-21
Concentrated Loads (lb)
Vert: 8=-267(B)12=-212(B)23=-1148(B)
3) Dead + Uninhabitable Attic Without Storage: Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-21, 5-6=-21, 18-11=-21, 16-
20=-41 Concentrated
Loads (Ib) Vert:
8=-150(B) 12=-270(B) 23=-923(B) 4)
Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber
Increase=1.60, Plate Increase=1.60 Uniform
Loads (plf) Vert:
1-2=47, 2-5=24, 5-1 6-8=20, 8-10=25, 10-
11=15, 16-21 Horz:
1-2=-58, 2-5=-35, 5-6=36, 8-10=36, 10-11=26 Concentrated
Loads (lb) Vert:
8=221 12=-76(B)23=431(B) 5)
Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber
Increase=1.60, Plate Increase=1.60 Uniform
Loads (i Vert:
1-2=15, 2-5=25, 5-6=24, 6-8=37, 8-10=24, 10-
11=47,111 Horz:
1-2=-26, 2-5=-36, 5-18-10=35, 10-11=58 Concentrated Loads (
lb) Vert: 8=
199(B)12=-76(B)23=431(B) 6) Dead +
0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=
1.60, Plate Increase=1.60 Uniform Loads (
plf) Vert: 1-
2=4, 2-5=-6, 5-6=-5, 6-8=-10, 8-10=-5, 10-11=
5,16-20=-21 Horz: 1-
2=-25, 2-5=-15, 5-1 8-10=16, 10-11=26 Concentrated Loads (
Ibl Continued on
page z Nmirtq?hose
ihaareaFlrnlc*tle'A-1 N0`1mKSESi'SMR7,011[ INS a0XI)MOK MTNN I'UfrlIXNJW"Xoar lom. ftrdy i pnn tre ed Rae ad satlu tnsa Nedp aa.agllaa}altie Aennf LTmhal,?LId-,SSed Wwe tie_Uden Our- etchel atle ill, tidy surd usear 411
sedi 41 Dowh leld. Ale1-Nedp oiu- 4 fry dhEy Anthony T. Tombo III, P.E. A na d'
n T M Wld'a' Y i '>',hdth0 flue} .e all ee id !WW" hlitnu -nnx. otter Im.a91I[ lm bal l.11"uneal 1111 it ip dal tle iNi ed n. ndl ma`tle inss iad Nay q, anrrp.' hNe dl 'g ell' d spa hind 580083 ne4iurgN g I ,
teM alas >,adan t0 It9pr ksad;akl doIldgt r AYxanlabrm ofSijyalJe19r1PMSI(AuetderxaNfxgeedtka rllediwcnensp d,hnaaalmudlhinnsUespxresNesiplapir lI.,Naienererwuess 4451 St. Lucie Blvd. aaWwise fdn.! n
e tadno qe.! „xn a rraaq Iw dl runas'ndnl. 1Fe toss aei p Fryae s IAr!h kitlaq arsitaer, m toss Snlea egiati d at Irtllirg. All a{kl'.et Ircas wr os d:bea is fxl. fort Pierce, FL 34946 opyright 1d16 A-
IRaoffusses- Antli lootho ill, P.E. Replcdudion onhis domme0; In any form, is prohibited without the written pemissioa I A-1 Roalllusset Amheny 1. ianha ill; P.E.
Job Truss Truss Type Qty Ply RYAN HOMES
A0091035
XR5SUCE5 A07 Roof Special Girder 1 1
Job Reference (optional)
Al RUUF I FtUSSLS, f-UK I HILRGL, I-L 34946, deslgn(gDaltruss.com
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 8=292(B)12=-51(B)23==441(B)
7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=5, 2-5=-5, 5-6=-6, 6-8=7, 8-10=-6, 10-11=4,
16-20=-21
Harz: 1-2=-26, 2-5=-16, 5-6=15, 8-10=15, 10-11=25
Concentrated Loads (lb)
Vert: 8=271(B)12=-51(B)23=441(B)
8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=27, 2-5=37, 5-6=20, 6-8=20, 8-10=20,
10-11=10, 16-20=-11
Harz: 1-2=-38, 2-5=-48, 5-6=31, 8-10=31, 10-11=21
Concentrated Loads (lb)
Vert: 8=226(B)12=-76(B)23=431(B)
9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=10. 2-5=20, 5-6=37, 6-8=37, 8-10=37,
10-11=27,16-20=-11
Harz: 1-2=-21, 2-5=-31, 5-6=48, 8-10=48, 10-11=38
Concentrated Loads (Ib)
Vert: 8=183(B) 12=-76(B) 23=431(B)
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=27, 2-5=37, 5-6=20, 6-8=20, 8-10=20,
10-11=10.16-20=-11
Harz: 1-2=-38, 2-5=-48, 5-6=31, 8-10=31, 10-11=21
Concentrated Loads (lb)
Vert 8=226(B) 12=-76(B) 23=431 (B)
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th
Parai!el: Lumber Increase=1,60, Plate Increase=1.60
Uniform Loads (plf)
Vert 1-2=10, 2-5=20, 5-6=37, 6-8=37, 8-10=37,
10-11=27,16-20=-11
Harz: 1-2=-21, 2-5=-31, 5-6=48, 8-10=48, 10-11=38
Concentrated Loads (Ib)
Vert: 8=183(B)12=-76(B)23=431(B)
12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=17, 2-5=7, 5-6=-10, 6-8=-10, 8-10=-10,
10-11=-0, 16-20=-21
Harz: 1-2=-38, 2-5=-28, 5-6=11, 8-10=11, 10-11=21
Concentrated Loads (lb)
Vert: 8=299(B)12=-51(B)23=441(B)
13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-0, 2-5=-10, 5-6=7, 6-8=7, 8-10=7,
10-11=17,16-20=-21
Harz: 1-2=-21. 2-5=-11, 5-6=28, 8-10=28, 10-11=38
Concentrated Loads (lb)
Vert: 8=256(B) 12=-51(6) 23=441(B)
14) Dead: Lumber Increase=0.90, Plate Increase=0.90
Pit. metal=0.90
Uniform Loads (plf)
Vert: 1-5=-21, 5-6=-21, 6-8=-21, 8-11=-21, 16-20=-21
Concentrated Loads (lb)
Vert: 8=- 1 22(B) 12=- 1 52(B) 23=-637(B)
15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) Left): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-33, 2-5=-41, 5-6=-40, 6-8=-44, 8-10=-40,
10-11=-33, 16-20=-21
Harz: 1-2=-19, 2-5=-11, 5-6=12, 8-10=12, 10-11=19
Concentrated Loads (lb)
Vert: 8=21O(B)12=-51(B)23=174(B)
16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) Right): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:22 2017 Pag9e 2
I D:?sOQvl IzBGko2h F pRYibzzzOpep-8UzM I Rcw4t4VkanXa 1 I?LQZdRCIde I rSABU N9ayXROt
Standard
Vert: 1-2=-33, 2-5=-40, 5-6=-41, 6-8=-31, 8-10=41,
10-11=-33, 16-20=-21
Horz: 1-2=-19, 2-5=-12, 5-6=11, 8-10=11,
10-11=19
Concentrated Loads (lb)
Vert: 8=1 94(B) 12=-51 (B) 23= 1 74(B)
17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) 1st Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-23, 2-5=-31, 5-6=-44, 6-8=-44, 8-10=-44,
10-11=-37, 16-20=-21
Harz: 1-2=-29, 2-5=-21, 5-6=8, 8-10=8, 10-11=15
Concentrated Loads (lb)
Vert: 8=215(B) 12=-51(B) 23=174(B)
18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) 2nd Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-37, 2-5=-44, 5-6=-31, 6-8=-31, 8-10=-31,
10-11=-23, 16-20=-21
Harz: 1-2=-15, 2-5=-8, 5-6=21, 8-10=21; 10-11=29
Concentrated Loads (Ib)
Vert: 8=183(B) 12=-51(B) 23=174(B)
19) 1st Dead + Roof Live (unbalanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-62, 5-6=-22, 6-8=-23, 8-11=-22,
16-20=-21
Concentrated Loads (Ib)
Vert: 8=-412(B) 12=-232(B) 23=-1318(B)
20) 2nd Dead + Roof Live (unbalanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-22, 5-6=-62, 6-8=-63, 8-11=-62,
16-20=-21
Concentrated Loads (Ib)
Vert: 8=-316(B) 12=-232(B) 23=-1318(B)
21) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-52, 5-6=-22, 6-8=-22, 8-11=-22,
16-20=-21
Concentrated Loads (Ib)
Vert: 8=-340(B)12=-212(B)23=-1148(B)
22) 4th Dead + 0.75 Roof Live (unbalanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-22, 5-6=-52, 6-8=-52, 8-11=-52,
16-20=-21
Concentrated Loads (lb)
Vert: 8=-267(B) 12=-212(B) 23=- 1 148(B)
23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=47, 2-5=24, 5-6=25, 6-8=20, 8-10=25,
10-11=15,16-20=-11
Harz: 1-2=-58, 2-5=-35, 5-6=36, 8-10=36,
10-11=26
Concentrated Loads (Ib)
Vert: 8=-193(B)12=-177(B)23=-568(B)
24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=15, 2-5=25, 5-6=24, 6-8=37, 8-10=24,
10-11=47, 16-20=-11
Harz: 1-2=-26, 2-5=-36, 5-6=35, 8-10=35,
10-11=58
Concentrated Loads (lb)
Vert: 8=-214(B) 12=-1 77(B) 23=-568(B)
25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal)
Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=4, 2-5=-6, 5-6=-5, 6-8=-10, 8-10=-5,
10-11=5,16-20=-21
Harz: 1-2=-25, 2-5=-15, 5-6=16, 8-10=16,
10-11=26
Standard
Concentrated Loads (lb)
Vert: 8=-120(B) 12=-153(B) 23=-558(B)
26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal)
Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=5, 2-5=-5, 5-6=-6, 6-8=7, 8-10=-6,
10-11 =4, 16-20=-21
Harz: 1-2=-26, 2-5=-16, 5-6=15, 8-10=15,
10-11=25
Concentrated Loads (lb)
Vert: 8=-142(B)12=-153(B)23=-558(B)
27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
1 st Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=27, 2-5=37, 5-6=20, 6-8=20, 8-10=20,
10-11=10,16-20=-11
Harz: 1-2=-38, 2-5=-48, 5-6=31, 8-10=31,
10-11=21
Concentrated Loads (Ib)
Vert: 8=-186(B) 12=-177(B) 23=-568(B)
28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
2nd Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pin
Vert: 1-2=10, 2-5=20, 5-6=37, 6-8=37, 8-10=37,
10-11=27,16-20=-11
Her--: 1-2=-21, 2-5=-31, 5-6=48, 8-10=48,
10-11=38
Concentrated Loads (Ib)
Vert: 8-229(B) 12=-177(B) 23=-568(B)
29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
3rd Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=27, 2-5=37, 5-6=20, 6-8=20, 8-10=20,
10-11=10.16-20=-11
Harz: 1-2=-38, 2-5=-48, 5-6=31, 8-10=31,
10-11=21
Concentrated Loads (Ib)
Vert: 8=-186(B) 12=-177(B) 23=-568(B)
30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal)
4th Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 1-2=10, 2-5=20, 5-6=37, 6-8=37, 8-10=37,
10-11=27, 16-20=-11
Harz: 1-2=-21, 2-5=-31, 5-6=48, 8-10=48,
10-11=38
Concentrated Loads (lb)
Vert: 8=-229(B) 12=- 177(6) 23=-568(B)
31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal)
1st Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=17, 2-5=7, 5-6=-10, 6-8=-10, 8-10=-10,
10-11=-0, 16-20=-21
Harz: 1-2=-38, 2-5=-28, 5-6=11, 8-10=11,
10-11=21
Concentrated Loads (lb)
Vert: 8=-114(B)12=-153(B)23=-558(B)
32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal)
2nd Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-0, 2-5=-10, 5-6=7, 6-8=7, 8-10=7,
10-11=17, 16-20=-21
Harz: 1-2=-21, 2-5=-11, 5-6=28, 8-10=28,
10-11=38
Concentrated Loads (lb)
Vert: 8=- 1 57(B) 12=- 1 53(B) 23=-558(B)
33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6
MWFRS Wind (Neg. Int) Left): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
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Job fuss Truss Type Qty Ply RYAN HOMES
A0091035
XR5SUCE5 A07 Roof Special Girder 1 1
Jab Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:22 2017 Page 3
I D:?sOQvIlzBGko2hFpRYibzzzOpep-8UzM I Rcw4t4VkanXa 1 I?LQZdRCldel rSABU N9ayXROt
LOAD CASE(S)
Standard
Uniform Loads (plf)
Vert: 1-2=-33, 2-5=-41, 5-6=-40, 6-8=-44, 8-10=40,
10-11=-33,16-20=-21
Horz: 1-2=-19, 2-5=-11, 5-6=12, 8-10=12, 10-11=19
Concentrated Loads (lb)
Vert: 8=-198(B) 12=-193(B) 23=-885(B)
34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6
MWFRS Wind (Neg. Int) Right): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-33, 2-5=-40, 5-6=-41, 6-8=-31, 8-10=41,
10-11=-33, 16-20=-21
Horz: 1-2=-19, 2-5=-12, 5-6=11, 8-10=11, 10-11=19
Concentrated Loads (lb)
Vert: 8=-214(B) 12=-1 93(B) 23=-885(B)
35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6
MWFRS Wind (Neg. Int) 1st Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-23, 2-5=-31, 5-6=-44, 6-8=-44, 8-10=44,
10-11=-37, 16-20=-21
Horz: 1-2=-29, 2-5=-21, 5-6=8, 8-10=8, 10-11=15
Concentrated Loads (Ib)
Vert: 8=-1 93(B) 12=-1 93(B) 23=-885(B)
36) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6
MWFRS Wind (Neg. Int) 2nd Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-37, 2-5=-44, 5-6=-31, 6-8=-31, 8-10=-31,
10-11=-23, 16-20=-21
Horz: 1-2=-15, 2-5=-8, 5-6=21, 8-10=21, 10-11=29
Concentrated Loads (lb)
Vert: 8=-226(8) 12=-193(B) 23=-885(B)
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2016 A I Reef trusses Anthony 1. 1embo lIL P.E. Rapt dettien of Ibis dommeol, is any form, is pmhihiled without the writtenper mission hem AT Roof busses battery 1. lomho Ill, P.E.
Job Truss I russ Type Qty Ply RYAN HOMES
A0091036
XR5SUCE5 803 Common 6 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15.00.23 2017 Page 1
I D:?sOQvl lzBGk02h FpRYibzzzOpep-cgXkW ndYrBCMMjMj8kpEtd6yeb4dN u EcPrExhOyXROs
1-0-0 6-5-7 10-8-0 14-10-8 21-4-0 22-4-01
1-0-0 6-5-7 4-2-8 4-2-9 6-5-8 1-0-0
4x4 =
3x8 11 5.8 = 3x8 11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.17 10-17 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(TL) 0.44 10-17 584 240
BCLL 0.0 Rep Stress Incr YES WB 0.23 Harz(TL) 0.04 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-S)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 913/0-3-8 (min. 0-1-8)
8 = 913/0-3-8 (min. 0-1-8)
Max Horz
2 = 86(LC 16)
Max Uplift
2 = 274(LC 12)
8 = 274(LC 13)
Max Grav
2 = 913(LC 1)
8 = 913(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-918/81, 3-4=-1431/1072,
4-5=-1128/853, 5-6=-1128/853,
6-7=-1431/1072, 7-8=-918/82
BOT CHORD
2-10=-829/1269,8-10=-834/1269
WEBS
5-10=-384/602,6-10=-366/434,
4-10=-366/434
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vu1t=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever 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 274 lb uplift at
joint 2 and 274 lb uplift at joint 8.
7) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and ''/z" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
Dead Load Dell. = 114 in
PLATES GRIP
MT20 2441190
Weight: 96 lb FT = 0%
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Job Truss Truss Type Oty Ply RYAN HOMES
A0091037
XR5SUCE5 B03E Common Supported Gable 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:23 2017 Page 1
I D!?sOQvl IzBGko2hFpRYibzzzOpep-cgXk WndYrBCM MjMj8kpEtd602b Ig NxtcPrExhOyXROs
1-0-0, 10-8-0 21-4-0 22-4-q
1-0-0 10-8-0 10-8-0 1-0-0
4x4 =
3x611 .,. 11 — - — so la n 16 3x611
5x6 =
21-4-0
21-4-0
Plate Offsets (X,Y)— [2:0-3-7 0-2-4] [14:0-3-710-2-41,[20:0-3-0 0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 14 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 14 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 14 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 110 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP Nc.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-7,
Right 2x4 SP No.3 1-6-7
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.
REACTIONS. All bearings 21-4-0.
lb) - Max Harz
2= -86(LC 13)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
21, 22, 23, 19, 18, 17, 14 except
24=-111(LC 12), 16=-105(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
2, 20, 21, 22, 23, 24, 19, 18, 17, 16,
14
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
7-8=-115/269, 8-9=-115/269
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=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) . 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.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 21, 22, 23, 19, 18, 17, 14 except Qt=lb)
24=111, 16=105.
11) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 2.
12) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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Job Truss Truss Type Qty Ply RYAN HOMES
A0091038
XR5SUCE5 B04 Common 4 1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 PHni: 7,640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:24 2017 Page 1
I D:?sOQvl IzBGko2h FpRYibzzzOpep-5t56j6eAcVKDztxwiSKTQre6j?Vl6LM Id VzU DSyXROr
1-0-0, 6-5-7 10-8-0 14-10-8 21-4-0
1-0-0' 6-5-7 4-2-8 4-2-9 6-5-8
4.4 =
4.6 II 5x8 = 4x6 11
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2014/TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
SLIDER
Left 2x4 SP No.3 1-6-0,
Right 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required I
icross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 = 887/Mechanical
2 = 953/0-3-8 (min. 0-1-8)
Max Horz
2 = 95(LC 12)
Max Uplift
8 = 227(LC 13)
2 = 255(LC 12)
Max Grav
8 = 887(LC 1)
2 = 953(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-911/60, 3-4=-1494/1051,
4-5=-1179/836, 5-6=-1179/837,
6-7=-1498/1055, 7-8=-949/107
BOT CHORD
2-9=-841/1325, 8-9=-845/1330
WEBS
5-9=-377/622, 6-9=-385/434,
4-9=-379/429
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
10-8-
1-0,0-3-01
CSI. DEFL. in (loc) I/deft L/d
TC 0.41 Vert(LL) 0.14 9-12 999 360
BC 0.60 Vert(TL) 0.39 9-12 659 240
WB 0.24 Horz(TL) 0.03 8 n/a n/a
Matrix-S) i
2) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C, Encl., GCpi=O.13; MWFRS (envelope)
and C-C Extencr(2) zone: cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
D O L=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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 8=227, 2=255.
8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13,
14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26
has/have been modified. Building designer must
review loads to verify that they are correct for the
intended use of this truss.
9) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and i/2" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-62, 5-8=-63, 10-14=-21
2) Dead + 0.75 Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-52, 5-8=-52, 10-14=-21
3) Dead + Uninhabitable Attic Without Storage: Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-21, 5-8=-21, 10-14=41
4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1:
Lumber Increase=1.60, Plate Increase=1.60
Dead Load Dell. = 1/4 in
PLATES GRIP
MT20 244/190
Weight: 94 lb FT = 0%
Standard
Uniform Loads (plf)
Vert: 1-2=111, 2-5=66, 5-8=66, 10-14=-11
Horz: 1-2=-122, 2-5=-77, 5-8=77
5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=56, 2-5=66, 5-8=66, 10-14=-11
Horz: 1-2=-67, 2-5=-77, 5-8=77
6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-4, 2-5=47, 5-8=-47, 10-14=-21
Horz: 1-2=-17, 2-5=27, 5-8=-27
7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-37, 2-5=-47, 5-8=-47, 10-14=-21
Harz: 1-2=17, 2-5=27, 5-8=-27
8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=47, 2-5=24, 5-8=25, 10-14=-11
Horz: 1-2=-58, 2-5=-35, 5-8=36
9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=15, 2-5=25, 5-8=24, 10-14=-11
Horz: 1-2=-26, 2-5=-36, 5-8=35
10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=4, 2-5=-6, 5-8=-5, 10-14=-21
Horz: 1-2=-25, 2-5=-15, 5-8=16
11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=5, 2-5=-5, 5-8=-6, 10-14=-21
Horz: 1-2=-26, 2-5=-16, 5-8=15
12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=27, 2-5=37, 5-8=20, 10-14=-11
Horz: 1-2=-38, 2-5=-48, 5-8=31
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cr' ere, FL 34946
PydjhI ID 20I6A-1 toot Imses Aathoar T.Tomho Ill; P.E. Reprodwiso of this dotumeot iaaoY Ism: is pohih0ed wdou?thew, inea pemissioa Iron A-!hof Trusser Aathaal T.Tamho IIIJ.t.
Job I rust I rusS Type uty Ply RYAN HOMES
A0091038
XR5SUCE5 B04 Common 4 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15,00:24 2017 Page 2
I D:?sOQvl lzBGko2h FpRYibzzzOpep-5t56j6eAcVKDzb(wiSKTQre6j?Vl6LMId VzU DSyXROr
LOAD CASE(S)
Standard
13) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=10, 2-5=20, 5-8=37, 10-14=-11
Horz: 1-2=-21, 2-5=-31, 5-8=48
14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=27, 2-5=37, 5-8=20, 10-14=-11
Horz: 1-2=-38, 2-5=-48, 5-8=31
15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=10, 2-5=20, 5-8=37, 10-14=-11
Horz: 1-2=-21, 2-5=-31, 5-8=48
16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf).
Vert: 1-2=17, 2-5=7, 5-8=-10, 10-14=-21
Horz: 1-2=-38, 2-5=-28, 5-8=11
17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-0, 2-5=-10, 5-8=7, 10-14=-21
Horz: 1-2=-21, 2-5=-11, 5-8=28
18) Dead: Lumber Increase=0.90, Plate Increase=0.90
Pit. metal=0.90
Uniform Loads (plf)
Vert: 1-5=-21, 5-8=-21, 10-14=-21
19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) Left): Lumber Increase=1.60, Plate
increase=1.60
Uniform Loads (pit)
Vert: 1-2=-33, 2-5=-41, 5-8=-40, 10-14=-21
Horz: 1-2=-19, 2-5=-11, 5-8=12
20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) Right): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-33, 2-5=-40, 5-8=-41, 10-14=-21
Horz: 1-2=-19, 2-5=-12, 5-8=11
21) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60,
Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-23, 2-5=-31, 5-8=-44, 10-14=-21
Horz: 1-2=-29, 2-5=-21, 5-8=8
22) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60,
Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-37, 2-5=-44, 5-8=-31, 10-14=-21
Horz: 1-2=-15, 2-5=-8, 5-8=21
23) 1 st Dead + Roof Live (unbalanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-62, 5-8=-23, 10-14=-21
24) 2nd Dead + Roof Live (unbalanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-22, 5-8=-63, 10-14=-21
25) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber
Increase=1.25, Plate,lncrease=1.25
Uniform Loads (plf)
Vert: 1-5=-52, 5-8=-22, 10-14=-21
26) 4th Dead + 0.75 Roof Live (unbalanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-5=-22, 5-8=-52, 10-14=-21
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Busses Anthony 1.lombo lll, P.E. Reprcilwhon of this do—of,ineny form, is pmbibiled without the written pemdssion ham A-1 Real Busses Anthony T. lomho Ill, P.E.
Job I russ Truss Type Qty Ply RYAN HOMES
A0091039
XRSSUCES CJ1 Comer Jack 6 1
Jab Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:25 2017 Page 1
ID:?sOQvilzBGko2hFpRYibzzzOpep-23fUxSeoNoS4bl W6F9dz2BLBP_arrJus9j1 mvyXROq
1-0-0 0-11-11
1-0-0 0-11-11
1 -
1.5x4 =
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 0.17 Vert(LL) 0.00 5 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 5 Ito 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 0-11-11 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) 3 =
10/Mechanical 4 =
5/Mechanical 5 =
150/0-3-8 (min. 0-1-8) Max
Horz 5 =
40(LC 8) Max
Uplift 3 =
10(LC 1) 4 =
5(LC 1) 5 =
86(LC 8) Max
Grav 3 =
11(LC 8) 4 =
11(LC 3) 5 =
150(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=25ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and
C-C Exterior(2) zone; cantilever left and right 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)
Bearing at joint(s) 5 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 100 lb uplift at joint(
s) 3, 4, 5. 8) "
Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of
this truss. LOAD
CASE(S) Standard
wwn
ROOF it"ZrS:trtr;Olem;ltRMs}tOlOnan iusrnb: Jfl)I[rR4f i761 I:a. rnd iu}t„nob, ui rttlttl udtrrvss ksiQ irtraq;ia „1 r!nh„!r. irnhpl, ilhrwt:1M Wwt „r_!dntnit"m udd r dt rt9, m} wi<
ruo yMe„4A , dlnnt oOff! ,dd i,tlm 7ntp5gn t ww [y e w dwm mO >m a alRm nt!udn t try sr„:!M rx. uni ¢ 1 r r0du d ro w wmrt?n stunam,m}sw: trtlq re„t,ttleuu Anthcny T. Tombo Ill, P.E. drstdritMIw1rnstet,y„u IndlSeOnn. ne },nrswt!d }n tx A,Ifi} yar -t ae tithe llC tl:II(ttl; Iwd lnlhN wk ai l"I I. 1lE npE,d a'W pe 1 ,tll rI4 Mdy 4,mrge. s!hhn„na enny sEdlkk .y„d!ilfrd Ztmwtl
O y d.wsM„RId!„!o.4,rO ltsr}„a „F-h nt!{d"U.. .54wdornn,{ISh}41mid9rli„ISNitr.rrf...f.pEldtt„0 ci yn,,ter!„a,nlnt.„ernt;dsstrtt,:Ennni"s,0 }„„wrrm,uEtatmrn, ktr «80083
wkt»
istklin.dln bd¢o i,W r.m by dlwm "O'd. Ile rnss O.i 4A `
t 4451 er Lucie Blvd. epr.
ynty!tn-slnrm{„Id OtOy,:r,o ti„ssnnm:rprcte!etwrndrry. ul,erdlsdinr,nro!i.omtrrbl. fort Pierce, FL 34946 opynght
4: 10IhAiReotLnsses Amhonyl.lomho 111, P.E. Repmdonino olthis Women], in ony form. is prohibited withoollhewritlen peimissionhent A i Roollmsses- Anthony 1, lomholll,P:f.
Job Truss Truss Type Qty Ply RYAN HOMES
A0091040
XR5SUCE5 CJ1A Corner Jack 2 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:25 2017 Page 1
I D:?sOQvl IzBGko2hFpRYibzzzOpep-Z3fUxSeoNoS4b 1 W 6F9riz2BM IP_IrrJus9j 1 mvyXROq
1-0-0 0-11-11
1-0-0 0-11-11
2x4 =
0-11-11
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 0.10 Vert(LL) 0.00 5 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 5 lb FT = 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 = 10/Mechanical
2 = 124/0-8-0 (min. 0-1-8)
4 = 3/Mechanical
Max Horz
2 = 38(LC 8)
Max Uplift
3 = 7(LC 12)
2 = 72(LC 8)
Max Grav
3 = 10(LC 1)
2 = 124(LC 1)
4 = 11(LC 3)
FORCES. (lb)
Max. Camp./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=25f;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C=C Exterior(2) zone; cantilever left and right
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 100 lb uplift at
joint(s) 3, 2.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Naoag fl:ose Mraa3ilr rnka W11100E 3S6CSEIEEI-,;i{AE114 INSai0100 IFSNSIDB;:JRI';!([FOM;%N;!fi'Gm. inry kvgr ornanrs ulndruesattic Inss Oesip Crr mq;@7; ni ra Itlhaai r.iwp&1,;.Idneue: Wue rse. 'lelnsotind;: shtelmtYeICA, n+(f
wtek,e sees AM k h, be r0akae,dll A,I-nupEage i Sr dhhI er 4eled a urtg0 Infelent, rllls Othe¢rdn miegnme3n;t :lhn rn snyadn:eteln,:lepatzd Gow. ado au. n e ensr ea:1 rag !r c,:Nswlm Anthony T. Tombo 111, P.E. We.
dea %r MIlmg-h ryeNltrdr.0—,r.Net' I ad ipm,, ts, &W6.1 tesq.,i. d•Ittm ltNMSlnelkd5eguderdltl-I RerlrndOil TN iuraeU.ssOMeins!mdrgemdlin rp,tMld edN gsrdl 2 sryeddllhd «80083 NPildlagdefg,e.
d raemr at-d emar camminaaeseapder do IimegE 1 skint+ns m 1[snps[ara trMMSltRuenln dfugurdpduo. r?ttrr:saere;;an,ulmrswrnksd,alns,c,pn.r,ssorsgn:nemuarl.s4451 St. Lucie Blvd. anerwlseldwaiseummogea'r wmEr
dl plies cnkd.11e toss o.up Egie.n is a fxma Oesige i Synem.r; nnuuj laNe;. ul urytd'.eetrmsans e:Feea a t?ht. fort Pierce, FL 34946 opy[ight i0701h
Ai Raot Lasses AnthmLlamblll,P.E. Rep, datimd[his lomment, in rayfarm, is pohihiled withom the written pe'neiwan hant AA tool trusses Anthonyllonha 111, P.E.
Job Truss Truss Type Qty Ply RYAN HOMES
A0091041
XR5SUCE5 CJ2 Comer Jack - 4 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:26 2017 Page 1
ID:?sOQvIlzBGko2hFpRYib=Opep-1 FDt8ofQ76axDB51psMxVGkX7pKjaIZ25pSbILyXROp
L 1-0-0 1-5-11
1-0-0 1-5-11
2x4 =
1-5-11
1-5-11
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 7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 7 999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 6 Ib FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-5-11 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 = 25/Mechanical
2 = 137/0-8-0 (min. 0-1-8)
4 = 15/Mechanical
Max Horz
2 = 47(LC 8)
Max Uplift
3 = 19(LC 8)
2 = 119(LC 8)
4 = 16(LC 9)
Max Grav
3 = 25(LC 1)
2 = 137(LC 1)
4 = 21(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=25ft;
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 100 lb uplift at
joint(s) 3, 4 except (jt=lb) 2=119.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Nnaxq N IW egill rni=.n - I IDCf 1.11, IRIEr,, I-MII'.1i1M SiONCfIIJkS NSiCM, dR1 4FIF.;h';JG9 8i'laa snry ieslg rc.nrtss u/nel Fnesu Das',nss C4+iqF Gow (tDC, ml ar Anna+rq.74n441,,. Id one h.wFre ne Jdns warns!=,a an M IN'), odq
@qek una4PotR 'WI iel n t D, lF Aa x 1 N uq uumor il,, slndh hj w d iTN aeseda" «In- an A,s iaq aigap s*,n 6x aYF Wrp d to sl¢el ss leahl ant TDD olR-1. Nk wq. n-'ta; Iu1®q la amultr, Anthony T. Tornbo 111, P.E. ad ,eA: 1 gGll', I elai'dfhdb0 Lk7 !s tY et q tf+e.alf q q ". d: Itt :II(W. I klwl&egFelea1P11. RFgImAAlkeDP 1 nell Ike. I.i gawq loge.-:wMlmieadMttaF;lll espesiliGhA « 80083 nFn-IalgD
qna. a mmn. tl AF v n. thMadMym nd,naeh r1,No" ual a t,!- >7 uShOe ,kdk,t?'aaad Sit :Fw f.p dq aao. r glana,Mra,xa;alnesnalAadnet SSCaf¢H.119 MapNigfn4.41 Y5aieiatlarn;nkes 44St Si. 0083Lucie BIVd. dkiwbe ieln.dr4Gdrar. egre.l,.,e'axrifaglr Al kuh,n+A+el. Re mess D.s fg'enF sM7l ni lulfa:7 Des7ns Ssfem:.,:eFn 4. at hb6eq. dll<gAd.eim snees l>+tae4 ialPo1. Fort Pierce, FL 34946
oppight PGld A -I
PeotLasses"Anthony l.lamho lll. P.E. Repecdatlmn oNhls dniunent:a any iorm. is prohibited without the written pemlissioa from A -I Foafimsses-AlAhony i. ionbo 111, P.E.
Job I russ Truss Type Qty Ply RYAN HOMES
A0091042
XRSSUCES CJ3 Comer Jack 6 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: TW s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:26 2017 Pagge 1
ID:?sOQvllzBGko2hFpRYibzzzOpep-1 FDt8ofQ76axDB5lpsMxVGkVJpJaaIZ25pSbILyA0p
1-0-0 2-11-11
1-0-0 2-11-11
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 0.21 Vert(LL) 0.00 4-5 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.01 4-5 999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 11 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 2-11-11 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)
3 = 69/Mechanical
4 = 28/Mechanical
5 = 194/0-3-8 (min. 0-1-8)
Max Harz
5 = 74(LC 12)
Max Uplift
3 = 57(LC 12)
5 = 71(LC 8)
Max Grav
3 = 69(LC 1)
4 = 51(LC 3)
5 = 194(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-166/257
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Plate(s) at joint(s) 2 checked for a plus or minus 0
degree rotation about its center.
3) Plate(s) at joint(s) 5 checked for a plus or minus 9
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) Refer to girder(s) for truss to truss connections.
7) Bearing at joint(s) 5 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 5.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
aae.y en„ n ,orahit .... m'A-1 "'I rrnsB i'snlEr, 21Eu TEkds a ODIUM UST It{ Mll"; Aa10A1E06s r7I-Tae. raft dap .-tors .1 net toss. As, Tns, Mn faew.l;rod; m n, Aaknf T. Tmk.111, r:. Id.., that w.,— oars, aw..;te add. n, ¢n, mh
HlTek trnwapWesswl7R esdl n te0wh odd As Ems hags pe sy,adn Ee9 ea, tk sed an,n,Nh,nresed,narethae d,i, ydessned ntinwry nspet di¢la me detyed R.,iere In:s lryie,lmnr rhh wr xla ttN. tt de pnsmtlnt.l dng ndn'ea. r 1e41ff Anthony T. Tombo 111, P.E.
0 ru 06, T., Ia nr wld.t' I'. ntrrdbllnd140..., ne 1—twk'dryd Nt.18rE ine..14.r,Ad0.,tt.d. Its mt ne lad worry kW TH1 nellmd d ne Thh nd nr hdbu d 141nu. M4.1!-!!%M,I,,1 Wd ed wont kdl nnsnevlilBf9 w80083
n wtghflae, td Er e.aa_ Al asammnnr N nin. aeons mhpitrl an tddgt tan dad bnnn;uAi yAlNdhf nwsuAat,a. ad .shod tdtnn rnr A6w n aandemm nl rdu do Tn,sh apa. T.,hrs* bti and Tm, waiwea, ks, 4451 S'. Lucie Blvd.
aw.tut,Eash,rommgaivcair,mathEmwsr,a,d,d.tt,Ent.o,dpurr,,,I,Orhwf.gowTacarn„stnrnE10..1r kdk:eq.All ,plduaIt ,r,d.Eoil4F41. Fort Pierce, Ft 34946
Opy,igh1 7016AIRwl Ltsses Amheoy 1. Lmho Repredettieo of this doraneat, is toy tom. is prohibited withmnhe.,into pemissioa hem A-1 Roof lsesses Aodte,ryl. lomho 111, P.E.
Job fuss Truss Type City Ply RYAN HOMES
A0091043
XR5SUCE5 CJ3A Corner Jack 2 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:27 2017 Pagge 1
I D:?sOQvl lzBGk02h FpRYi bzzzOpep-VSn FL8g2uQioq Lg VNatA2TGiN DfYJIpBJTC8gnyXR00
1-0-0 2-11-11
1-0-0 2-11-11
2x4 =
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 0.13 Vert(LL) 0.01 4-7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.01 4-7 999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 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 2-11-11 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
jMiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
3 = 64/Mechanical
2 = 199/0-8-0 (min.0-1-8)
4 = 30/Mechanical
Max Horz
2 =
Max Uplift
75(LC 12)
3 = 46(LC 12)
2 = 125(LC 8)
4 = 30(LC 9)
Max Grav
3 = 64(LC 1)
2 = 199(LC 1)
4 = 45(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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
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 100 lb uplift at
joint(s) 3, 4 except Ot=lb) 2=125.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Nramq neau rk,ovtSlX r•.,u«He':-I ICGE MUSSES S[LLEI"; UERIXi iE1NSK(OXDIIICXS NSIOMf2llR1';I(KN7'A iU6N.Elff'lam.1'<rm/inip pam,drsWntl,aesa rqs Iress'hill, OrnwgAC); snl m, Ad I.T.M.111,P,E.lelnex, 3en Wsu au. Udass RiarMasmtelane It-0, ardy
wraakrw XaanrD».,dl n e 1t as<onsDtcpap„ t , sr!dN E'pul, 1,ud mryTD med, a w rt n,Xrdnsmsl pknuXr,:pndlto1rIn, et pdMe mjl,Tr 1,potlanrkTUDM.aM,f0P ra,k ¢ sarl-14,14 Iftu,WaWl AnthcnyT. Totnbo 111, P.E. a6's,dn uf.MWm, u, t dwe ka a .am d to a,¢«Iut estax axr dn,Itt,,lurd IrsIX Xtaaewitnl tE„ttnaddn .:,dis„n ta.,rnn.i t axgswpG' nuawmh t Eeusen,mt,a tiund : BOOB3 n,
tanenD g, XI r.a t:l sd sr 4.33 en twx Wpikh rn Iu1ag1 X e5mnlairn ,kSQ K04.1 Nr IN WSkA«,r0-4 tx punt pern. I''M I Isnae, ds reSW,M Wea X,dnI,ss.espr.r:.s Oesiy,.gru W I., Y.a.fiaxx:.4" dkr.:
s,idm.iin roam wine ;an ...amt A, an n<, md,d. Tiel—Dxi 4451 St. Lucie Blvd. pEq,
n,isX7t4ataeagD„rps-,a rrassgaaEeaikndsnX,edet. Aurrydoli:ten,wr,nae!nknt?I 1. (opyr
fight t016 A d Raal Losses -Anthony 1.lawha Ill, P.E. Reptaimtiaa of Ibis iaXamm , in any lam. is prohibited withoal the written Petmissioa hem A I Roolhasses - Anth iiy l.lomho llt R.E. fort
Pierce, FL 34946
Job Truss Truss Type Qty Ply RYAN HOMES
A0091044
XR5SUCE5 CJ4 Comer Jack 4 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
1-0-0
2x4 =
Run. 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00,28 2017 Page 1
I D:?sOQvl IzBGko2hFpRYibzzzOpep-zeLdZUhgfjgfSVFhxHOPahpsRc_42C2LY7xhM EyXROn
3-5-11
3-5-11
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 0.17 Vert(LL) 0.02 4-7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.01 4-7 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 12 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 3-5-11 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 = 75/Mechanical
2 = 22210-8-0 (min. 0-1-8)
4 = 36/Mechanical
Max Horz
2 = 79(LC 8)
Max Uplift
3 = 57(LC 8)
2 = 178(LC 8)
4 = 36(LC 8)
Max Grav
3 = 75(LC 1)
2 = 222(LC 1)
4 = 53(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=25ft;
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 100 lb uplift at
joint(s) 3, 4 except (jt=1b) 2=178.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
drenmg NLnu .......... nugds nrie.11e'kl IODE 11{ISSd j"SEEEEN n!FX[di tE1MS a CDNDIIIONS NSiOM CdIRi') tIXNPa1ED6M3l' lord Nndy 4sip Nerw[ws nl red [dn a s Inss Ces7N[ Dr[wwgjiDO+,. a1Me NrtNony rFwh BI, = Wearc[ SMd Wae ea. Ddess di[r!ns[ ssddm rk[ 108, only
wt!Nuaernpb sNAlNsusedtnEDDxle ds"I—DeupErep[e{.4.41hEpn!;wudamyJDDnernedanu[mv,atheNrdumde[pamg[e:pesNanmrnetesradner[pet,ssmine4se*TODW:unktNlrrNacmmNnactda7 tms,rnaNilmr Anthony T.Tombo111,P.E. ad
n[d:' 1 tAldmgt sNni'a rydde D.m,Ne ]rnrs[AI-.dry[d>rth!Dnliug hsyen.utx a'ddCx ltt,n!IK nI!Inslmd!ei iKl Re aNlmd[f Ce iDD ed anfl tle .nA N.qq, tfage.0 nlldaMlnrbg sb[Il be iRe .spesiNiDNA 80083 le
hillagD qo al Cunn[thr.. 111 [rte st[x le de'GD nirb y! snN gasli dtl littiegt q nSd[h lder eua;NfSf)pRiitlel lytil neSKN [re nlnacd hr gnerd gntao. t?tl Edise,gere,„sm, KlResdlrt;mdtn[Isns D!npa,im,s Desrp:ginnal Cross Ntsai[mn, ed!ss 4451 Si. Lude 81A. ANerwl;[
kiins,![tmrcn ege.dsm'[ rrdq NN dl[ k-sia"t thetas D!ip6g'nnis NJf tk MElNurg Desigrt!r, or GnsStslm ira,rerAmidlig. Allapid-[!d I[rms nr [s d: nei ie l?I1. Fort Pierce, FL 34946 opysight
lb. 2016A.l Ruof hum, Aothunyl.lmbn Ill, N. Repmdmtion of Ibis iomneo, in my form, is prohibited without the written permis4rt hem A-1 Roof lrusses Anthonyl. Jumbo Ill, P.E.
Job rusS Truss Type Qty Ply RYAN HOMES
A0091045
XR5SUCE5 CJ5 Comer Jack 6 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15,00,28 2017 Page 1
I D:?sOQvl IzBGko2hFpRYibzzzOpep-zeLdZU hgfjgfSV FhxHOPahpodczs2C2LY7xhM EyXROn
1-0-0 4-11-11
1-0-0 4-11-11
4-11-11
Plate Offsets (X Y)-- 2:0-2-12,0-2-6]
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 0.41 Vert(LL) 0.03 4-5 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 4-5 877 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz(TL) -0.02 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-S) Weight: 17 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, except end
verticals.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 = 129/Mechanical
4 = 54/Mechanical
5, = 268/0-3-8 (min.0-1-8)
Max Horz
3 = 114(LC 12)
Max Uplift
3 = 47(LC 12)
5 = 132(LC 12)
Max Grav
3 = 129(LC 1)
4 = 88(LC 3)
5 = 268(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-228/462
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
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) Bearing at joint(s) 5 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 100 lb uplift at
joint(s) 3 except Qt=1b) 5=132.
8) This truss design requires that a minimum of 7/16"
structural woad sheathing be applied directly to the tap
chord and %" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
nn.nmgfl HB ydlrreriea He':'IODF tIKS i"SEttEt'-.:iEee:1E1NSe:D01113P NSI09"Ngt'; 4ECNM,'%6Ln"I, 0,6uppanne, udndre:sa IN, ins,Oup[eavaq,l0u;ul. hewy I7W, i:l,:. Wecote a i Ww,— M] „tat -'tM an iW 111 Wr.
Vo nnetw0 d hr IW TDDw4 Wd. 1 Tr.s Dmq,bay.i.,. *.M j- 14 ,al oar W ea M ;ha, of f1i pd 'ua.yn-1 i,s?ees lilhd se trw dHe rp, loss lry O,d„Hr'D W of I? I ihat,'x as renal I.4 Onus, h0dar Anthony T. Tombo 111, P.E.
ado, dW i s,W oq WII.j i,He. pn wind IN0 ISe1 wk d idafd W&I npe d , it me Wad ie le,i lwl5et tde m 1111, It, opnd d He TDD ed nr odd 'H, dd q " raq wl— a Ir 'r 11! oe k "'iffislyd r 80083
ntaldD pe ed'Wnthr tlm -r NUIW,[D eh yaa adpwl' wH I""( I nSam h'w an kS(puDldhf t?MS{(l ere nhtaud hr gnrrd Pilo e. T%Ilefln, Hr re,Ico,Hilm„ni Beret dtmlrts eetpe. lr hupE,jeur W lrms}tat¢thie, ud,ts 44515t. Lucie Blvd. xkrxit,
ld n.a>retnuaa apeci s is wm'agtr dl yes,, enleel. TWT Map[errteibk]f He Wtllag Des pe 4slem'.ry useram hdtg. mc,tid gee twnu,u defied le l%t Fort Pierce, FL 34946 epyiighIC20I6AIReofhasses
Aothanvl.lamho SILF.E. Repodanion oflhisdommaat,ie any from, is pwhihiled without he wrinen permission ham A Roof Lasses- AnthonyLlomholl1j.1.
Job Truss russ Type ty y RYAN HOMES
A0091046
XR5SUCE5 DOS Flat Girder 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com - Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:29 2017 Page 1
I D:?sOQvilzBGko2h FpRYi bzzzOpep-Rqu?mgiJQ 1 yW4egtU?we7uMxbO B Hn VgUnnh FvgyXROm
11-0-12 5-4-8 10-7-4 15-10-0 21-2-8 22-3-4
1-0-12 5-4-8 5-2-12 5-2-12 5-4-8 1-0-12'
Dead Load Der. = 7/16 in
4x6 = 1.5x4 11 - 4x8 = 3x4 1.5x4 1) 4x6 =
1 2 3 4 g T 6 7 8
Nl
Lj
ee
13 11 .,,, 10 ° e
5x8 =`
u
Sx6 WB=
V
1.5x4 11
5-4-8
5x8 =
21-2-8
9
3x3 II
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 0.53 Vert(LL) 0.27 11 933 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.68 11 367 240
BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.07 9 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 105 Ib FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 `Except*
W2: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-11 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-4-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
14 = 983/0-7-4 (min. 0-1-8)
9 = 983/0-7-4 (min. 0-1-8)
Max Horz
14 = 39(LC- 6)
Max Uplift
14 = 238(LC 4)
9 = 238(LC 5)
Max Grav
14 = 983(LC 1)
9 = 983(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-14=-906/257,2-15=-2801/578,
15-16=-2801/578, 3-16=-2801/578,
3-17=-2801/578, 17-18=-2801/578,
18-19=-2801/578, 4-19=-2801/578,
4-20=-2801/567, 20-21=-2801/567,
5-21=-2801/567, 5-6=-2801/567,
6-22=-2801/567, 22-23=-2801/567,
7-23=-2801/567, 7-9=-906/258
BOT CHORD
13-26=-772/3764,26-27=-772/3764,
12-27=-772/3764,12-28=-772/3764,
11-28=-772/3764,11-29=-772/3764,
29-30=-772/3764,30-31=-772/3764,
10-31=-772/3764
WEBS
2-13=-547/2730, 3-13=-306/151,
WEBS
2-13=-547/2730, 3-13=-306/151,
4-13=-992/214, 4-10=-992/216,
6-10=-306/151, 7-10=-548/2730
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.0psf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp B; 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
chard live load nonconcurrent with any other live
loads.
5) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except Qt=lb) 14=238, 9=238.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 31
Ib down and 23 Ib up at 2-0-0, 31 Ib down and 23 Ib
up at 4-0-0, 31 Ib down and 23 Ib up at 6-0-0, 31 Ib
down and 23 Ib up at 8-0-0, 31 Ib down and 23 Ib up
at 10-0-0, 31 Ib down and 23 Ib up at 11-2-8, 31 Ib
down and 23 Ib up at 13-2-8, 31 Ib down and 23 Ib up
at 15-2-8, and 31 Ib down and 23 Ib up at 17-2-8, and
31 Ib down and 23 Ib up at 19-2-8 on top chord, and
14 Ib down at 2-0-0, 14 Ib down at 4-0-0, 14 Ib down
at 6-0-0, 14 Ib down at 8-0-0, 14 Ib down at 10-0-0,
14 Ib down at 11-2-8, 14 Ib down at 13-2-8, 14 Ib
down at 15-2-8, and 14 Ib down at 17-2-8, and 14 Ib
down at 19-2-8 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-7=-60, 7-8=-60, 9-14=-20
Concentrated Loads (lb)
Vert: 5=-5(B) 15=-5(B) 16=-5(B) 17=-5(6) 18=-5(B)
1 9=-5(B) 20=-5(B) 21 =-5(B) 22=-5(B) 23=-5(B)
24=-10(B) 25=-10(B) 26=-10(B) 27=-10(B)
28=-10(B)29=-10(B)30=-10(B)31=-10(B)
32=-10(B)33=-10(B)
I —el Fnase 6nmg5hmi!a d,'Ad IDCFIWSSd SEIIEI"r E1ElIC iEtMSICCICIIIOMS NSiDd"dl!FI';AfyRCbCD6V,q'nm. finds i,up pnarhn e1 red,dmndi,lnsasi1,G:vmq{rDO;nIF.a. AnieaY Liwh Gl, rE ldenn<a ikd W.—
TO twee r!pne,ad.pd ml,rnmegmpe,lihntrNoingedthsnotm,sdrpmlaod,mDnn, cm, rru.mecnipmenpn,,ndageda-,SsId'1ih Anthony T.Tombo111,?.E.
md.0 dlM, tr ss lnw Gnldrg-lar P.W40d 160—,9e Ornr M1 d,1,a,r1h, 6.r161 p,c nax Vdtne lit. Me 1tht k!k4Mo ad,W 1111 il, epmd dpe sP6 rN e.ndl,s, d lh lms mdlnl!awly, W,I,,.,Wl W Mrtal still hen, ngnidlih a » 80083
M pilliq 6„pn nl'mmta AJ me, ,n!aa M too .1th pmm agaNE sd a, 1."4nq nsd,tr V.... 1131) wid'i al Im d SW ere,de-al txgt!,rd lnlae. pllIdLn;d,re;pe;JOmn ee 1-. dlh lw Paslpu.'nu mip Eaiemui 1-1 gadem,n, edm 4451 St. Lucie Blvd.
a6nals,Idn!ix,ummegnd,lmi,.malhdl M<;ied,ed.1W."0-sip Flinn i,NOT* lauag ae,in:cn Ns Srd,e Eade,n slim Adk.y. ulogiaeminm.,eitnwuE4I. Fort Pierce, FL 34946
cpyeighl 01016 Al leaf basses Aulany l.lnmho 111, P.E. liepradadioa of this dommee6 is anyimm. is pmhihiled without It, wrinen pe,mission ham A-11oa1 basses AMhany l.lan6o III, P.E.
Job n1SS FUSS Type ty y RYAN HOMES
A0091047
XRSSUCES E01 Hip Girder 1 1
Job Reference (optional)
ROOF TRUSSES, FORT PIERCE, FL, 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:30 2017 Page 1
ID:?sOQvIlzBGko2hFpRYibzzzOpep-v1 SN_AixBL4NhoO42iRtg6u8QQZpWxOeORQoR6yXR01
1-0-q 5-6-0 10-3-14 15-0-0 19-8-2 24-60 30-0-0 31-0-q
1-0-0 5-6-0 4-9-14 4-8-2 4-8-2 4-9-14 5-6-0 1-0-0
Dead Load Dell. = 11/16 in
3x8 =
3x8 =
3x6 = 2x4 11 7x10 MT20HS= 2x4 II 3x6 =
5-6-0 10-3-14 15-0-0 19-8-2 24-6-0 30-0-0
5-6-0 4-9-14 4-8-2 4-8-2 4-9-14 5-6-0
Plate Offsets (X,Y)-- 3:0-3-1 Edge],[4:0-3-8 0-1-81[6:0-4-0 Edge] 17:0-3-1 Ed e] [10:0-2-8 0-1-8] [12:0-5-0 0-4-8] [14'0-2-8 0-1-8]
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 0.39 Vert(LL) 0.99 12 363 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 1.17 12 309 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WS 0.67 Horz(TL) 0.20 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 172 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 31 'Except*
T2,T3: 2x6 SP 240OF 2.0E
SOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-0-13 oc bracing.
WEBS
T-Brace:
2x4 SYP No.3 - 4-14, 6-10
Fasten (2X) T and I braces to narrow edge of web with
1Od (0.131"xY) nails, 6in o.c.,with 3in minimum end
distance.
Brace must cover 90% of web length.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 1924/0-8-0 (min.0-1-9)
8 = 1924/0-8-0 (min.0-1-9)
Max Horz
2 = 39(LC 32)
Max Uplift
2 = 1572(LC 4)
8 = 1481(LC 4)
Max Grav
2 = 1924(LC 1)
8 = 1924(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-5407/4401, 3-19=-5208/4294,
19-20=-5210/4294, 4-20=-5212/4295,
4-21=-8682/7122, 21-22=-8682/7122,
5-22=-8682/7122, 5-23=-8682/7122,
23-24=-8682/7122, 6-24=-8682/7122,
6-25=-5212/4250,25-26=-5210/4249,
7-26=-5208/4249, 7-8=-5407/4362
BOT CHORD
2-14=-4130/5105,14-27=-6319/7784,
27-28=-6319/7784,13-28=-6319/7784,
BOT CHORD
2-14=-4130i5105, 14-27=-6319/7784,
27-28=-6319r7784, 13-28=-6319/7784,
13-29=-6319/7784, 29-30=-6319/7784,
12-30=-6319/7784,12-31=-6303/7784,
31-32=-6303/7784, 11-32=-6303/7784,
11-33=-6303/7784, 33-34=-6303/7784,
10-34=-6303/7784, 8-10=-4085/5105
WEBS
3-14=-1089/1279, 4-14=-2813/2234,
4-13=-141/251, 4-12=-778/978,
5-12=-457/331, 6-12=-795/978,
6-11=-143/251, 6-10=-2813/2265,
7-10=-1089/1279
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=25ft;
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
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 3, 7, 2, 14, 4, 13, 12, 51 111 10
and 8 checked for a plus or minus 0 degree rotation
about its center.
6) Plate(s) at joint(s) 6 checked for a plus or minus 2
degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) * 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.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 2=1572, 8=1481.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 199
lb down and 241 lb up at 5-6-0, 67 lb down and 102 lb
up at 7-6-12, 67 lb down and 102 lb up at 9-6-12, 67
lb down and 102 lb up at 11-6-12, 67 lb down and 102
lb up at 13-6-12, 67 lb down and 102 lb up at 15-0-0,
67 lb down and 102 lb up at 16-5-4, 67 lb down and
102 lb up at 18-5-4, 67 lb down and 102 lb up at
20-5-4, and 67 lb down and 102 lb up at 22-5-4, and
199 lb down and 241 lb up at 24-6-0 on top chord,
and 104 lb down and 185 lb up at 5-6-0, 43 lb down
and 75 lb up at 7-6-12, 43 lb down and 75 lb up at
9-6-12, 43 lb down and 75 lb up at 11-6-12, 43 lb
down and 75 lb up at 13-6-12, 43 lb down and 75 lb
up at 15-0-0, 43 lb down and 75 lb up at 16-5-4, 43 lb
down and 75 lb up at 18-5-4, 43 lb down and 75 lb up
at 20-5-4, and 43 lb down and 75 lb up at 22-5-4, and
104 lb down and 185 lb up at 24-5-4 on bottom chord.
The design/selection of such connection device(s) is
the responsibility of others.
12) Warning: Additional permanent and stability
bracing for truss system (not part of this component
design) is always required.
13) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-7=-60, 7-9=-60, 2-8=-20
Concentrated Loads (lb)
Vert: 3=-1 52(B) 7=-1 52(B) 14=-84(B) 12=-31 (B)
5=-64(B) 1 0=-84(B) 19=-64(B) 20=-64(B) 21 =-64(B)
22=-64(B)23=-64(B)24=-64(B)25=-64(B)
26=-64(B)27=-31(B)28=-31(B)29=-31(B)
31(B)31=-31(B)32=-31(B)33=-31(B)
34=-31(6 )
R.nmq lkouiWaeglyaniea Ae'41 IOOF IIUSsSj'SEttEI^,.-{1HtiiHtrS 6;OIOIIIOM: fUS10F1'01fEi AMIKIDGWN-I-inY ftvynm :nn ni rw xr:s *, Ins, Dun, I r ;!M;nl mp Ann,n1E.T.... III, P:.Id,r-ilrildfre.n.8nnstivnamfatai,Tro-
Allekuwmx9laf Illy ed for Im loom lndd 4 I Dsiro Eap ju., SN anybj rt. 1 d ,rDD p n,m pfem, d N srnuimi np-alreResnn 1. nn R:a 94 s111r ins, in U,d„1W TOD WtI1 16e cn'a nsnnpne., Inrnr ["Isilm,s Miliry Anthcny T. Tomho 111, P.E. zdnedwi ,fna MH'r,'s li spor,i,ulnd%r0 Lk ].eK,onl ar ne Lali'pf nn.-e [xF,rt d. Itt, m: IV rime lI WSot Fok m 1111 11F nlrrndd b TDDnd asuldfurtlr ins,.n!Id,l wrc r},imoie,'a Yliroa no anal silt der 4a' Ulnn tFpildrgo
pe of .Fdnr. tl n mofanRe'Dondmpfvtlxnarlya,lrr dtlo1.," (mmmu.bIonla6r m list! pIsi'miuT.odSlrtenffW :ix enFidpdun. r>Ild:nu,grrF,;ea..111nftFtlraFidminf,:F:nrF-r,;o.t n:opnnrFNln.tuatom n:aaF:: « B0083 alnwisFldiud
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Pierce,
FI- 34946 oppigh1 1016A
l p:ni Lasses Anihenr l.lamha lltoi. Repicdrtlion eNhis dommcot,any foam.it pfohihiled withuunhe wrinm pelnixion has A I pool Lnssec-Anthony 1. lambo ill, P.E.
Job Fruss ruSS Type City y RYAN HOMES
A0091048
XR5SUCE5 E02 Hip 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 03 08:13:43 2017 Page 1
D:7sOQvl IzBGko2hFpRYibzzzOpep-HS plyjyzl hYHZo7dAr7TiAyB_Afb4VwSHq_ioPyXBu6
1-0-Q 7-6-0 15-0-0 22-6-0 30-0-0 31-0-Q
r1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0
5x10 MT20HS--
4.00 12
5x10 MT20HS=
Dead Load Defl. = 7/16 in
3x6 = 1.1x4 11 5x8 = 1.5x4 11 3x6 —
7-6-0 7-6-0 7-6-0 7-6-0
Plate Offsets (X,Y)— [9:0-4-0,0-3-0]
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 0.88 Vert(LL) 0.56 9-10 644 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.73 9-10 493 240 MT20HS 187/143
BCLL 0.0 * Rep Stress Incr YES WB 0.43 Horz(TL) 0.15 6 n/a n/a
BCDL 10.0 Code FBC2014lTPI2007 Matrix-S) Weight: 126 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.
BOT CHORD
Rigid ceiling directly applied.
WEBS
1 Row at midpt 3-9, 5-9
MI eTkrecommendsthatStabilizersandrequired
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 1260/0-8-0 (min. 0-1-8)
6 = 1260/0-8-0 (min. 0-1-8)
Max Horz
2 = 37(LC 12)
Max Uplift
2 = 640(LC 8)
6 = 553(LC 8)
Max Grav
2 = 1260(LC 1)
6 = 1260(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2745/2899, 3-4=-3482/3768,
4-5=-3482/3768, 5-6=-2745/2898
BOT CHORD
2-10=-2638/2539, 9-10=-2655/2547,
8-9=-2656/2547, 6-8=-2639/2539
WEBS
3-10=-296/281, 3-9=-1007/1118,
4-9=-496/335, 5-9=-1007/1118,
5-8=-296/281
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=25ft;
Cat. II; Exp B; 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
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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 640 lb uplift at
joint 2 and 553 lb uplift at joint 6.
9) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and %" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
Ztaaaay
mate tsntDey re,a«ne •t l rocr ilus:s tscu[r;. cta[u; tads s maDmoRs msted{'rrrr; l[CNfe'i;C6N lP n. rnar eedrt oorweius m aN tart a t raet Ceuq Gew;TDc; m nt tnaar r. tart III, °:. idaexe s,el edge.a. udtstxNr i.t mrtta nt rm, aly
Wrek.aaern*plaes sldlMnNlt ntl'Dwle edd pstcats wttp sgttw j, e-$teedtr Engt tf 'le rd e, aq mD w dt , arrytae d,lt tsdessiar ttgamtg atte,; h lh to lk eestadMtit¢e Tast lepdel aloe tDCW -me!r rtnl. ll asa ss ntnac;l dxq Ne sdldiliry Anthony T. Tombo 111, P.E.
real to d Ct 1 la a1 toliq 1' npei'nll. d t4 D»en, be Nmr .6"ad po or toe W16.1 Cestper''. tx snod 9-i K. alK ero tact WhIM red, W rtlt !le m.4 of ne TOD tN ar Val tse me"ass tar 9' 4 urge,- hllm eNN-IshlluMe r.spttliM'd w 80083
nerlltagoetgaenfiotsentraomessnennn•ODtdtNta]iata,lyaltr t t-mef[nmutnsur<t.lraant.usrNenteNortnasutomrtmtadrayat dpdea.t%fllefiasnerespruaflreesWlmt,dmmts tipa. oana.ttatraarattwed:rMK.aNtt 44515t.Lucie Blvd.
pler»Ittwta iY otatrM e9ed+ea t.m t, dlprtle. stdrN. Th'T ,t o.tnt,r-"- Not*lNtleg onlg,7e.mrats srnen'sliar war eNu,et. ul r:tad-:Nnr sttts D.rmile ttbl. Fort Plerce, FL 34946
opytigh1C2016AIRoofLusies Anthonyl.leahoIll,P.E. Repl011911 naflhisduUpent,inanyform,isprnhihile6withoutthewrittenpennisvonhemAIRoofbusses AnthonyLlonho111,P.E.
Job Truss Truss Type City Ply RYAN HOMES
A0091049
XR5SUCE5 E03 Hip 1 1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
11-0-0 9-0-0
3x6 =
7.640s Oct 72
I D:?sOQvl IzBGko2h FpRYibzzzOpep-
4x8 =
1.5x4 II 4x8 =
1.5x4 II
9
0
3x8 = 3x4 = 1.5x4 11
9-0-0
Dead Load Dan. = 5/16 in
3x6 =
9-0-0 15-0-0 21-0-0 30-0-0
9-0-0 6-0-0 6-0-0 9-0-0
Plate Offsets (X,Y)-- 3:0-5-0,0-2-0] [5:0-5-0 0-2-0]
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 0.76 Veri 0.39 8-17 919 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.53 10-11 685 240
BCLL 0.0 Rep Stress Incr YES WB 0.38 Harz(TL) 0.13 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007
1
Matrix-S) Weight: 125 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.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection. in
accordance with Stabilizer Installation guide.
REACTIONS. Ib/size)
2 = 1260/0-8-0 (min. 0-1-8)
6 = 1260/0-8-0 (min. 0-1-8)
Max Horz
2 = 44(LC 17)
Max Uplift
2 = 636(LC 8)
6 = 543(LC 8)
Max Grav
2 = 1260(1 1)
6 = 121 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2567/2712,3-4=-2804/3070,
4-5=-2804/3070, 5-6=-2567/2712
BOT CHORD
2-11=-2445/2355, 10-11=-2460/2363,
9-10=-2462/2363, 8-9=-2462/2363,
6-8=-2446/2355
WEBS
3-11=-320/299, 3-10=-473/638,
4-10=-371/228, 5-10=-473/638,
5-8=-320/299
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=25ft;
Cat. 11; 1 6; 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
3) Provide adequate drainage to prevent water
ponding.
4) The solid section of the plate is required to be
placed over the splice line at joint(s) 3, 5.
5) Plate(s) at joint(s) 3 and 5 checked for a plus or
minus 4 degree rotation about its center.
6) Plate(s) at joint(s) 2, 9, 11, 10, 4, 8 and 6 checked
for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) w 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.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 636 lb uplift at
joint 2 and 543 lb uplift at joint 6.
10) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and %" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
drnag-N Ik oghlyeCr.He"7-110Qf110S 1SEttEI".:EAHa: iEIAIS EIOXOIIIOL'(11Si0M"JYEi A(rMON"t gGM Y""Wre<Snmx;tp pa.xxs xdxpp¢pesx txsLm M=Ar apwrg,IOg pnlM Annonr r.mip el _.n .m +m pebr¢rx Jplesp amn isp stxe[mt1e i00 pnp-
C.,th rxmr o sWl- eel tle TO..e rdld 1 I MI. ain¢ ite, Smaft f i *e, xle ar 100 p ai' n —fus dtn An f fi, t S.p if in, itt Nis Irnl M'O I ¢. t I TR d¢'m to Fws.I d" adit ai. unkiiiry
mer;¢d aGnln r esppr n 40 nxlw.prs a dgero,ih¢61ti g d¢Ittr:¢lu c, r:e. r minl lk¢pp¢IAaiOG e a oils Il
AnthonyT 90083Tornbl,RE. t
r a n r'. illm rar urpnxr ypptEnn .«80083 8r
pildxg0 g 1 rtx 41 m¢ rpn Re [O Imr...¢dpvkl stYtipegt r rx aph Fpwnnx NSl',ry.1ri1¢l it pop St(Apreid«¢axix gererpl inh 111 psnx,npr,cn,tlm¢s Mime dui¢ I.u:.sixp." , Ouir Elm", W I., llcah—, xkss xhxwis¢
w,a prpoxrrn a;,¢.e",m ¢wmmi riwresr. prdrd RC stoup ag-xx sail a¢W11,ig M:i7, S, I¢m s; r¢r, ;., 104ei. All rern ee 1-'.¢nrbre- I?f1. 4451
erce,
FL Blvd. fort
Pierce, FL 34946 ppyiight?
01h A-(Pao(Cusses-Amhony l.lomha llh P.E. Pepmdadion of this document; is anyfalm. is prohihiled wrthounhe wrinen amausspo hem A -I gaol CusszsAnthony]. loothe ill, P.E.
o toss russ ype ty y RYAN HOMES
A0091050
XR5SUCE5 FG2 FLOOR 1 2 Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
1.5x4 II 1.5x4 II
1 3x6 =
2x4 II
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2014[TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 'Except'
W1: 2x6 SP No.2, W5: 2x4 SP No.2
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.
REACTIONS. (lb/size)
14 = 1341/0-3-8 (min. 0-1-8)
8 = 3036/0-3-8 (min.0-1-13)
11 = 5612/0-3-8 (min.0-3-5)
Max Grav
14 = 1357(LC 3)
8 = 3049(LC 4)
11 = 5612(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-14=-1391/0, 1-2=-1803/0, 2-3=-1803/0,
3-4=-1803/0, 4-5=-2621 /0, 5-6=-2621 /0,
6-7=-2621/0, 7-8=-1150/0
BOT CHORD
13-15=011803, 12-15=0/1803, 12-16=-1056/
0, 11-16=-1056/0, 11-17=-1056/
0, 10-17=-1056/0, 10-18=0/
2621, 9-18=0/2621, 8-9=0/416 WEBS 1-13=
0/
2084, 4-12=0/3052, 4-11=-3725/0, 4-10=0/
4279, 5-10=-351/0, 7-9=0/2383 NOTES- 1) 2-
ply
truss to be connected together with 10d 0.131"x3")
nails as follows: Top chords connected
as follows: 2x6 - 2 rows staggered at 0-
9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected
as follows: 2x6 - 2 rows staggered at 0-
6-0 oc. Webs connected as
follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-
11 2x4 - 1 row at 0-7-0 oc. Run: 7.620
s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:32 2017 I D:?sOQv1IzBGko2hFpRYib=
Opep-sPa8PrkBjyL4x6YSA7TLIX_USECp_giwTlwV 3x12 = 1.5x4
II 2.4 11
THD46 2-2-
9
10-1-3
CSI. DEFL. in
loc) I/deft L/d TC 0.36
Vert(LL) 0.04 9-10 999 360 BC 0.75
Vert(TL) 0.07 9-10 999 240 WB 0.73
Horz(TL) 0.00 8 n/a n/a Matrix-M) 2)
All loads
are considered equally applied to all plies, except if noted
as front (F) or back (B) face in the LOAD CASE(S)
section. Ply to ply connections have been provided to
distribute only loads noted as (F) or B), unless otherwise
indicated. 3) Unbalanced floor
live loads have been considered for this design.
4) Plates checked
for a plus or minus 0 degree rotation about its
center. 5) "Semi -rigid
pitchbreaks with fixed heels" Member end fixity model
was used in the analysis and design of this truss.
6) Recommend 2x6
strongbacks, on edge, spaced at 10-0-0
oc and fastened to each truss with 3-10d 0.131" X
3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means. 7) Use USP
THD46 (With 16d nails into Girder & 1 Od nails into Truss)
or equivalent spaced at 2-3-0 oc max. starting at 2-
1-12 from the left end to 12-4-12 to connect truss(es)
FL08 (1 ply 2x4 SP) to back face of bottom chord. 8)
Fill all
nail holes where hanger is in contact with lumber. LOAD CASE(
S)
Standard 1) Dead +
Floor
Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00 Uniform Loads (plf)
Vert: 1-7=-
100, 8-14=-10 Concentrated Loads (lb)
Vert: 8=-1442(
B) 9=-1442(B) 15=-1442(B) 16=-1442(B)
17=-1442(B)18=-1442(6) 2-6-5
1.5x4 II
3x6 = 30 11 THD46
12-7-
8
2-6-5
PLATES GRIP MT20
244/190
Weight: 129 lb
FT = 0% Nwaay Peosr'krou{
SIYrni!"A.....00E.rdSSdi'lEttEi",;dERflliiEiNfaCOId1Il0A1NSiUN{Zll1E1';t(RR KE9Gury1-tors.1ndYIrdpevrta!wsdrtdruesrldsLmshsi{rGrrrnq;lbG;rrlrrtIenmYr.iewhAI,°'..WmareS)eaWdeeu.IJtlessafNrgiseAoteimn!IL4,wh 4ird nnnrorpdes sWla!
ndfune thDwbr adid esermsPrup E renpe, SreWnfgi !er rte d .x tPh ¢posed, oa carrnrn dtd Ndnwmt er{inenq rrspe¢s 1. n m tw kspdid sie¢e toss iq dN on ne tOdW aaer l%-I. rh dr pts-ousAudingw iue s,seibdfry Anthony T. Tombo III, P.E. d nodLti SrnsM
wY WI1m{ir egwupfndne nrw,e'r hai edl -d (ddtY Wlk {o ryr,u¢e MdGk IIC n!lu el n: letti teldop Wed l%1 tpr e{p Wdne ipldoq hell nrdWims wdeUr{day stage: usMlamad6rsie{sdll den sWirth4 « 80063 MWiegorn{aer dlaerrmnANMel
9W4Iheoeddpwsxm.1pdkr 9ft. h y(mr"al5*nhro oa.rrfnpuiidaYl?rwfdlaenen«dfnq!errdpdne.r1,iemnnrre;µmoan!emin:ndth1—C-P..lemongE,rinrrdlm,Nodwwr,edns 4451StLucie Blvd. is!West s,,W.9ed!gmi...
rogndlEwe!i orf.tt!Imso!upUp— i,eofhWifugMran.ulm,s!,w:atsads,i"—s;All cauli:dno, ur11twdirrrl l. Fort Pier ce,P_ 34946 uppiRM 2(116A ERaolRnsses-Arnhem l.lomho llh
P.E. Repradostion of this iommeor,inrny form, is prohibited without the wri%eu oermission her. A -I toolbusses Amhonyl. lomho III, P.E.
Job rusS I rusS Type Q typly RYAN HOMES
A0091051
XR5SUCE5 FG3 FLAT GIRDER 1 2 Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:33 2017 Page 1
I D:?sOQvl IzBGko2hFpRYibzzzOpep-Kc8 WcBlpUGTxZG7ejq_a Hk WdmdeGj Pa4iPfS2RyXROi
21 8 4-3-4 5 9-12 7-9-8 10-1-0
2-3-8 1-11-12 1-6-8 1-11-12 2-3-8
3x6 = 3x8 = 3x6 =
4-3-4
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 ' Rep Stress Incr NO
BCDL 10.0 Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
W1: 2x6 SP No.2
BRACING-
TOPCHORD
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.
REACTIONS. (lb/size)
10 = 567/0-7-4 (min.0-1-8)
7 = 1545/0-3-8 (min.0-1-8)
9 = 2201/0-3-8 (min.0-1-8)
Max Uplift
10 = 131(LC 4)
7 = 245(LC 4)
9 = 84(LC 4)
Max Grav
10 = 567(LC 1)
7 = 1545(LC 1)
9 = 2201(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-10=-593/187, 2-12=-85/915,
3-12=-85/915, 3-13=-85/915,
4-13=-85/915, 4-14=-613/50,
5-14=-613/50, 6-7=-643/130
BOT CHORD
8-9=-50/613, 7-8=-288/1883
WEBS
3-9=-773/25, 4-9=-1789/157, 4-8=-74/593,
2-9=-905/2, 5-8=-1405/264,
5-7=-2068/317
NOTES-
1) 2-ply truss to be connected together with 1 Od
0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at
0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
5-9-12 10-1
CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TIC 0.45 Vert(LL) 0.01 7-8 999 360 MT20 244/190
BC 0.35 Vert(TL) 0.02 7-8 999 240
WB 0.24 Horz(TL) 0.01 7 n/a n/a
Matrix-M) Weight: 113 lb FT = 0%
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
B).uniess otherwise indicated.
3) lv'ind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encf., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60
plate grip DOL=1.60
4) Provide adequate drainage to prevent water
ponding.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 9 except Qt=lb) 10=131, 7=245.
9) Load case(s) 2, 14, 15, 16, 17, 18 has/have been
modified. Building designer must review loads to verify
that they are correct for the intended use of this truss.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 390
lb down and 211 lb up at 0-2-12, 65 lb down and 19 lb
up at 1-0-0, 134 lb down and 63 lb up at 3-0-0, 208 lb
down and 124 lb up at 5-0-0, and 282 lb down and 84
lb up at 7-0-0, and 1442 Ito down and 431 lb up at
8-6-8 on top chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00
Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-16=-170, 6-16=-60, 7-10=-20
Concentrated Loads (lb)
Standard
Vert: 1=-390 11=-65 12=-134 13=-208 14=-282
15=-1442
2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor:
Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-16=-190, 6-16=-80, 7-10=-20
Concentrated Loads (lb)
Vert: 1=-324 11=-56 12=-116 13=-181 14=-246
15=-1261
14) Dead: Lumber Increase=0.90, Plate Increase=0.90
Pit. metal=0.90
Uniform Loads (plf)
Vert: 1-16=-170, 6-16=-60, 7-10=-20
Concentrated Loads (lb)
Vert: 1=-127 11=-27 12=-63 13=-101 14=-140
15=-717
15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (pin
Vert: 1-16=-125, 6-16=-59, 7-10=-20
Concentrated Loads (lb)
Vert: 1=80 11=13 12=42 13=83 14=48 15=189
16) Dead + 0:75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-16=-125, 6-16=-59, 7-10=-20
Concentrated Loads (lb)
Vert: 1=80 11 =1 3 12=42 13=83 14=48 15=189
17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-16=-125, 6-16=-59, 7-10=-20
Concentrated Loads (lb)
Vert: 1=80 11=13 12=42 13=83 14=48 15=189
18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +
0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-16=-125, 6-16=-59, 7-10=-20
Concentrated Loads (lb)
Vert: 1=80 11=13 12=42 13=83 14=48 15=189
1lrx q Fln"U!'lliif A, 'A I IOOF![US:iS i"SELtE1 ; 6EIIIl 111ASI MACHO (UPOVD151" NCNilwl;'%V -Il;n. ferry in".—.nm ni r,e d. I, N, lrnsf Milo Ia...; W It eAnionr 1. ilnk lil, i.Iellren!`; Wnl lu. lcflss winniu sMNri6e It-0, s+1F
LIl11LC!<mr no NN . I n DDu DQ Nit lSt lrvsS DtUgI SgvN ; Sp.IdhFgs! 31tll d. mTD[ a f M a qi All A - !& eq l:ftrtl hfx itl Wol If q I tq'J!t ), of OD I,ea qP,i qal tF$a effe O.S. "I q( IQ1 S'n@gDAq AnthonyAthT. Tombo tit, ..E. Alwof
N idl4h nsIwltklle.!- ID........binaltk0.tn,dx7.nrswtl N llna in.[aIR l [ il:u a A ItE .11x IMllx.iawLSs;freelF1', iF qM IdReiO.niol.+ll/ slats! ,.mAd l .q, ye.' thlla!lrNbttblskelik h usgnsilWlA « 80083 A..".I
pf N,t.
w dl
tl!
rdghofwil-in'
d III satlllulpgt WIIh!
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r
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I.El.t! ItimSlfsnl
II11MelxlslitllbM. I.
R1wMrc;;w:dlmnWlnl:At! Lss.eugw ra;sDingleelrtleiwlmllt!!lhmix.rtlss 4451 St. Lucie Blvd. xWvne Ni6:lnt!(Mmeged+sm-l.:Awl fldplts pallet 14l loss 0lup[gi¢n is p0l he[riBay Den7aar,i!IrzssSlslu;putts e:x!gNl:aq. tll rsNL!l urns n!ls M. it l.Ni. Fort Pierce, FL 34946 opyaigh107016 A
Neal hisses Anthony Llamlo llh P.E. Repwdettign of this iamneel,.e eny form, is pmhihilee withoel the xntl<a pnnissioo htn A -I NeD(hDsses-lntheay l.lonho lll, P.E.
Job fuss rUSS Type ty y RYAN HOMES
A0091052
XR5SUCE5 FG6 FLAT GIRDER 1 2 Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:33 2017 Page 1
I D:?sOQvI IzBGko2h FpRYib=Opep-Kc8WcBlpUGTxZG7ejq_aHkWbgdZBjGk4iPfS2RyXROi
3-2-14 6-2-0 9-1-2 12-1-6 15-0-8 17-11-10 2-8
1; 3-2-14 2-11-2 2-11-2 3-0-5 2-11-2 2-11-2 3-2-14
1.5x4 11 4x8 = 1.5x4 11 1.5x4 II 3x6 = 4x8 =
1 5x6 = 2 3 4 19 5 6 7
Dead Load Defl. = 3/4 in
1.5x4 II 5x6 =
8 20 9
4x4 11
J" V — Sx10 MT20HS= — — — 4x4 II
2x4 11
14 6-2-0
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 ' Rep Stress Incr NO
BCDL 10.0 Code FBC2014(TP12007
LUMBER -
TOP CHORD 2x4 SP M 31 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.2 *Except*
W1: 2x6 SP No.2, W3: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-7-5 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
18 = 2278/0-7-4 (min. 0-1-8)
10 = 2194/0-7-4 (min. 0-1-8)
Max Grav
18 = 2447(LC 2)
10 = 2365(LC 2)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-18=-2062/0, 1-2=-6160/0, 2-3=-6160/0,
3-4=-12747/0, 4-19=-12747/0,
5-19=-12747/0, 5-6=-12747/0,
6-7=-12747/0, 7-8=-6068/0, 8-20=-6068/0,
9-20=-6068/0, 9-10=-1962/0
BOT CHORD
17-18=0/718, 16-17=0/10934,
15-16=0/10934, 14-15=0/10934,
13-14=0/12747, 12-13=0/10918,
11 -1 2=0/10918, 10-11=01699 WEBS
1-
17=0/5700, 2-17=-522/0, 3-17=-5013/0, 3-
15=0/281, 3-14=0/1903, 4-14=-669/0, 5-
13=-664/0, 9-11=0/5623, 7-13=0/1920, 8-
11=-510/0, 7-12=0/293, 7-11=-5093/0 NOTES-
1)
2-ply truss to be connected together with 10d 0.
131"x3") nails as follows: Top
chords connected as follows: 2x6 - 2 rows staggered
at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom
chords connected as follows: 2x6 - 2 rows staggered
at 0-9-0 oc. Webs
connected as follows: 2x4 - 1 row at 0-9-0 oc. 9-
1-9 CSI.
DEFL. in (loc) I/defl L/d TC
0.64 Vert(LL) 0.2313-14 999 360 BC
0.68 Vert(TL) 1.0013-14 249 240 WB
0.80 Horz(TL) 0.08 10 n/a n/a Matrix-
M) 2)
All loads are considered equally applied to all plies, except
if noted as front (F) or back (B) face in the LOAD
CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or B),
unless otherwise indicated. 3)
Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=
116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed ; Lumber DOL=1.60 plate
grip DOL=1.60 4)
Provide adequate drainage to prevent water ponding.
5)
All plates are MT20 plates unless otherwise indicated.
6)
Plate(s) at joint(s) 18, 1, 6, 9, 10, 17. 2, 3, 15, 14, 4, 5,
13, 11, 7, 8 and 12 checked for a plus or minus 0 degree
rotation about its center. 7)
Plate(s) at joint(s) 16 checked for a plus or minus 3 degree
rotation about its center. 8)
This truss has been designed for a 10.0 psf bottom chord
live load nonconcurrent with any other live loads.
9) *
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. 10) "
Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of
this truss. LOAD
CASE(S) Standard
1)
Dead + Roof Live (balanced): Lumber Increase=1.00 Plate
Increase=1.00 Uniform
Loads (plf) Vert:
9-20=-60, 10-18=-20 Trapezoidal
Loads (plf) Vert:
1=-170-to-19=-230, 19=-230-to-20=-170 PLATES
GRIP MT20
244/190 MT20HS
187/143 Weight:
225 lb FT = 0% Aaaag
nose Annlil,max M'U I00fitt!23 Sf!IEYk Erh[tA!iflYS601d08A1rl NSihN(TJIa', 1r[k 1;%.y:'TI'k7. faalkrp eermeMs nl red Mnrdis ins, hsiry k.xq;t', ri ne ldl.y Ciwh@I, yi. W,rea, Ski ld,n .7&ss di„Tse srdelrikeit-0, ml{ milk
urean 71m, slit k.d M as rW R k,ft U, irrs h,dp bp-iLr _*.00,fgi.!r.*,ud"0THrxnem raapene dri xdnsunl ewAnmq,e;Feeuh'.m htoo en, d M si.¢e fms eeyiaeer M tDDWr, vin i?Ll. ile Oip nfmrers; 6Wq mltlins, saMilaf Anthony T. Tombo ti[, P.E. mi ned
to,i Marytdim.,, Ile regrdk6n d tk Unt,6e 1. edknd q,dxtk Wtfik 4, tfm arrdOf"lL rk n(Wdo 1.0 kilhim Wo.1M1I Ik,gpddlki6'l rimhddn, dne irns. nde6goo4,MMq.. a,hhmrrikanld.hk@ensryedlialyd w80083 wwti+q
he 1 d.n4amr /e,des er,xkda •[o- nimf,mces mdp.kr mn, kaaqu k rssm to. m usn piislk lr Trl r/1Wk ere„M,akMtn,rd pikrt.. 17F1[dixsik nsryns:lamn,k lnrc doe ir.sa,ipx.in;s Desap sj nn Wlmspmd,MR, ales 4451 St. Lucie Blvd. ukn*isder,
aal,Udrod aged vfcn 1. xmat ly dl emtie-udnA to tnss m,ip fgne i, sOt ne kufag oniq,,ec,tnss srnen:ra:cen ct r,kdu:q. ut,q,k lnuros aeos dda,dktna. Fort Plerce, FL 34946 Oppight 1016A-
I Raof Lasses Amheoyl. lo.ho Ill. P.I. Repodedion of this dom.eet ie eny far., is prohibited withaeuhe wrineo pemissiao ham A-1 Roof bases Anthenyl. la.ho 111, P.I.
Job Truss russ Type ty y RYAN HOMES
6
Job Reference (optional)
Al KUUr I KUJJtb, tUK I HtM t, rL s4y46, ciesign(cIlaltruSS.Com
0-1-8
H 2-6-0 1 1i9:9
3x4 =
4 5 6
A0091053
1
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industdes, Inc. Mon Oct 02 15:00:34 2017 Page 1
I D:?sOQvl IzBGko2hFpRYi b=Opep-ooiupXI RFZboAQirHYVpgy3kl 1 raSjmDw3OOatyXROh
0-8
Dead Load Defl. = 5/16 in
3x4 =
3x6 FP= 3x8 =
7 A 9 10 11
le'? 21a o
Y
3x6 = 3x8 = 3x12 MT20HS FP-- 3x4 = 3x4 = 3.8 = 3x6 =
LOADING (psf) SPACING-- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP M 30(flat) 'Except*
T2: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-10-15 oc
purtins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 13-14.
REACTIONS. (lb/size)
12 = 1146/0-7-5 (min.0-1-8)
18 = 1146/0-7-5 (min.0-1-8)
Max Grav
12 = 1146(LC 1)
18 = 1146(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3711 /0, 3-4=-3711 /0, 4-5=-4896/0,
5-6=-4896/0, 6-7=-4896/0, 7-8=-3715/0,
8-9=-3715/0, 9-10=-3715/0
BOT CHORD
17-18=0/2158, 16-17=0/4621,
15-16=0/4621, 14-15=0/4896,
13-14=0/4625, 12-13=0/2169
WEBS
2-18=-2386/0, 2-17=0/1717, 3-17=-263/0,
4-17=-1006/0, 4-15=-93/768,
5-15=-449/33, 10-12=-2398/0,
10-13=011710, 7-13=-1005/0, 7-14=-153/719
NOTES- 1) Unbalanced floor
live
loads have been considered for this design. 2) All
plates are
MT20 plates unless otherwise indicated. 3) All plates are
1.5x4 MT20 unless otherwise indicated.- 4) Plate(s) atjoint(
s) 16 checked for a plus or minus 5 degree rotation about its
center. 5) Plate(s) at
joint(s) 19, 1, 21, 12, 11. 8, 18, 2, 17, 3, 4, 15, 5, 10, 13,
9, 7, 14 and 6 checked for a plus or minus 0 degree rotation about
its center. 21-2-8 CSI.
LUMBER - TOP CHORD
2x4
SP
M 30(flat) 'Except* T2: 2x4 SP No.
2(flat) BOT CHORD 2x4 SP
M 30(flat) WEBS 2x4 SP No.
3(flat) BRACING- TOPCHORD Structural wood
sheathing
directly
applied or 5-10-15 oc purtins, except end verticals.
BOT CHORD Rigid ceiling
directly applied
or 10-0-0 oc bracing, Except: 2-2-0
oc
bracing: 13-14. REACTIONS. (lb/size) 12 =
1146/0-7-
5 (min.0-1-8) 18 = 1146/0-7-
5 (min.0-1-8) Max Grav 12 = 1146(
LC 1)
18 = 1146(LC 1)
FORCES. (lb) Max. Camp./
Max. Ten. -
All forces 250 (lb) or less except when shown. TOP CHORD
2-3=-
3711 /0,
3-4=-3711 /0, 4-5=-4896/0, 5-6=-4896/0,
6-7=-4896/0, 7-8=-3715/0, 8-9=-3715/0,
9-10=-3715/0 BOT CHORD 17-18=
0/2158,
16-17=0/4621, 15-16=0/4621,
14-15=0/4896, 13-14=0/4625,
12-13=0/2169 WEBS 2-18=-2386/
0,
2-17=0/1717, 3-17=-263/0, 4-17=-1006/0,
4-15=-93/768, 5-15=-449/33,
10-12=-2398/0, 10-13=011710, 7-
13=-1005/0, 7-14=-153/719 NOTES- 1) Unbalanced floor
live loads have been
considered
for this design. 2) All plates are MT20 plates
unless otherwise
indicated. 3) All plates are 1.5x4 MT20 unless
otherwise indicated.- 4) Plate(s) atjoint(s) 16 checked for
a plus or minus 5 degree rotation about its center. 5) Plate(s)
at joint(s) 19, 1,
21, 12, 11. 8, 18, 2, 17, 3, 4, 15, 5, 10, 13, 9, 7, 14 and
6 checked for a plus or minus 0 degree rotation about its center. 21-2-
8 CSI. DEFL. in (loc) I/
deft L/d
TC 0.72 Vert(LL) 0.4713-14
532 360 BC 0.92 Vert(TL) 0.7613-14
329 240 WB 0.82 Horz(TL) 0.11 12
n/a n/a Matrix) 6) "Semi -rigid pitchbreaks including heels" Member
end
fixity model was used in the analysis
and design of this truss. 7) Recommend 2x6 strongbacks, on
edge, spaced at
10-0-0 oc and fastened to each
truss with 3-10d 0.131" X 3") nails. Strongbacks to be
attached to walls at their outer ends or restrained by
other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/
190 MT20HS 187/
143
Weight: 104
lb FT = 0%
F, O%E
Sparcq Nauipuli.!.?"l, ht'A.I"'f iNSi[
FI^,,tEF[n[1EINS1 .ICIID;eS tUS10Mf;4![P;U.KN1h'ti+.5Mi1P Ita. 5nmpsge onzunen plpettpnrhist rs Uesift Gewul t[UU;nlro Amoy f.lwhCI,.'`_Idnnet5'rlWwe ne. Utlni pkrriv sl!Mrhe Nerd—ld.,lid Klph M4Ill," s:almrCtpp5ynple 1'.
dlr l: z 'k d lUUnrntosna!qhp.dd!xd!rweieginenyle;pon/ClhtpneoenQdle ie el+sslepnelnINNUW '.adoltLl. @ee!urnnnpr;bdgr don,,rpklilpr Anthony T. Tombo ITI, P.E. rd4o 1 14.1i 80083 se rt rspouxlndYeOxm. he l.nrsrll to
In tplly t pp io;xoreddhe lK. a!lK Mrs 1pei Yaldq nkMltl-' Ilegmrdd W"M nl a.rell rt!zlle'mr iaAd q, wiq. ciwgau YNm si kcml stop xlk! !spetiliMd w MWlfrfU le, 1 wp AIMe pW. lo,TV nlnt
plum nipAl nuhtf kill ..... ISaen kpnmr KSli pAIM Sr 1?WSKA ere!d-1 he ynerd pdtm M 169:x, do re,;aa 1'ImtsM do.a h 1 ssCesipp.in.r 0esya;el:anrrd lmt Mndomlp, less slMwae lelmadan ttnrm ege:l osn'o •reol rS
di one iortlnd. 1ltlnss Uxiprpietno A7r he Hied Ungn!r,a Ltss Sntem:wieepwpr N&d:ry. AII.F42,41-spen d!Md a 4451 St. Lucie Blvd. An111. Fort Pierce, FL 34946
opy!ight21016A 1 ReolLossestdonr
Mambo
III.
P.t. Repmdnrtion of
this domnenl; in eny fmm. is plohihiied wilhoonhe written pmnissioe hem A -I Roof LMsses Amhony l.lonho lll, P.E.
Job I russ rusS Type Qty Ply RYAN HOMES
A0091054
XRSSUCE5 FL02 Floor 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
0-1-8
He
2
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:34 2017 Page 1
ID:?sOQvIlzBGko2hFpRYibzzzOpep-ooiupXIRFZboAQirHYVpgy3i?1 sySj5Dw3OOatyXROh
i 2-5-0 i 1-8-0
Dead Load Dell. = 3/16 in
I
236 0
2
e
0
3x6 = 3x8 = 3x8 MT20HS FP-- 30 = 3x8 = 3x6 = 44 =
R INSIF-'
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1%0
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2014/TP12007
CSI.
TC 0.87
BC 0.84
WB 0.80
I (Matrix)
DEFL. in (loc) I/deft
Vert(LL) -0.47 14-15 >509
Vert(TL) -0.67 14-15 >355
Horz(TL) 0.08 13 n/a
L/d
360
240
n/a
LUMBER -
TOP CHORD 2x4 SP M 30(flat) *Except*
5) "Semi -rigid pitchbreaks including heels" MemberT2: 2x4 SP No.2(flat)
end fixity model was used in the analysis and designBOTCHORD2x4SPM30(flat) *Except*
of this truss.
B2: 2x4 SP M 31(flat) 6) Recommend 2x6 strongbacks, on edge, spaced at
WEBS 2x4 SP No.3(flat)
10-0-0 oc and fastened to each truss with 3-1Od
BRACING -
TOP CHORD 0.131" X 3") nails. Strong backs to be attached to
Structural wood sheathing directly applied or 6-0-0 ccStSt walls at their outer ends or restrained by other means.
r except end verticals.
7) CAUTION, Do not erect truss backwards.
BOT CHORD
8) Hanger(s) or other connection device(s) shall be
Rigid ceiling directly applied or 6-0-0 cc bracing.
provided sufficient to support concentrated load(s) 850
lb down at 21-0-4 on top chord. The design/selection
REACTIONS. (lb/size) of such connection device(s) is the responsibility of
13 = 2103/0-3-8 (min.0-1-8)
others.
9) In the LOAD CASE(S) section, loads applied to the
19 = 1039/0-7 4 (min. 0-1-8) face of the truss are noted as front (F) or back (B).
Max Grav
13 = 2103(LC 1)
19 = 1074(LC 3) LOAD CASE(S)
FORCES. (lb)
Standard
1) Dead +Floor Live (balanced): Lumber
Max. Comp./Max. Ten. - All forces 250 (lb) or less except Increase=1.00, Plate Increase=1.00
when shown.
Uniform Loads (plf) TOP CHORD Vert: 12-19=-10, 1-11=-100
12-22=-884/0, 22-23=-884/0, Concentrated Loads (lb)
11-23=-884/0, 2-3=-3391/0, 3-4=-3391/0, Vert: 11=-850(F)
4-5=-4269/0, 5-6=-4269/0, 6-7=-3333/0,
7-8=-3333/0, 8-9=-3333/0, 9-10=0/758
BOT CHORD
18-19=0/2010, 17-18=0/4269,
16-17=0/4269, 15-16=0/4269,
14-15=0/4112, 13-14=-137/1894,
12-13=-758/0
WEBS
10-13=-1067/0,2-19=-2222/0,
2-18=0/1526, 3-18=-303/49, 4-18=-1213/0,
9-13=-2329/0, 9-14=0/1673, 8-14=-257/0,
6-14=-950/0, 6-15=-169/740,
5-15=-301/8, 10-12=0/1149
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
21-2-8
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 106 lb FT = O%F, O%E
Nmo reen tWeugdt e,ie. ne'ai mar dttssrsnt9 ; cEan;nlws a coegmoe:eustoraraum'; unar,.m' Io,e. rm 1 doge Faders nl nd eeks n lw, trus 0evge Ge.,q(to9; cd .laiear [.imn &I.';. Wrcme SnM Wxe ne. Udex ain.ise surds iYe ldC,
ViTtkirew .11-ldl ^R esdl a IN wu ldd e,e lm, Devp 5qn (e. Sream, hpue Ile sW TID rereim,mnerhme 0Im pd—1 eegeeenq ral-01v er me Mite d It. le¢,, loss lepnee o, 4e TD W., order RN. iSedes prssmbwe W14 Wins, snnllliy Anthony T. Tombo ltl, P.E.
mdre d his 1., In my lwldeq i, litp' iihdN U.,Me7enrteell'dq dertae Wlgq deuprc.eoer tildLSe lt(, "+e lw don leW ldNq coded tttl Re gpeW dlk ipb eN en nele neddeims. ndelatimdlley,ixep. esMlaudwmbr sbdlklle rsyruliel{A ."i 80083 atwsagmngeea:
nnearcRgme tau4e'eodmpmnadpddi xnWell smenemsagtil— Igpwi,ds[rnewSueere"k dh:S4451 St, Lucie Blvd. edsewf,eddmd>tetaMmepedrlwur•
emgtte;lee,InbwedIIe(msMupuruenisYOlne{rilfo7gnlga:calmsS+slmicyuerefmlediieg.A6apd1!dmmmeesr.5pluf'N Fort Pleree,FL 34946 Opytight iC R016AIReoi
pusses Anthanrl. lmmbo Ill. P.E. Replcdonieo of Ibis domment, 4 eny fora is embibiled without the written permission Iran A4 Roof busses Anthmnyl.Tomballl,R.E.
Job Truss Truss Type Qty Ply RYAN HOMES
Al NUUr I KUJJt6, t-UK I rltH t, rL 34y4b, aeslgnqvaltruss.com
0-1-8
H I -
6-0 2i4-12 'r 18-0
A0091055
1
Job Reference optional)
Run: 7.640 s Oct 7 2015 PHnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:35 2017 Page 1
ID:?sOQvIlzBGko2hFpRYibzzzOpep-G_GG1tm3OtjfoZH1 rF02M9creRDgBAgN9j8Z6KyXROg
2-0-0 i 2-3-0 0 1
Dead Load DeB. = 3/16 in
3x6 = 3x4 = 3x4 = 3x6 FP= 3x8 = 3x3 II 3x3 =
2 3 d S a 7 a o 1n 11
30 =
12 1a
26
l9
3x4 = 3x8 = 3x8 MT20HS FP-- 3x8 = 3x8 = 3x6 =
3x3 =
19-11-4 25-9-0
19-11-4 5-9-12
Plate Offsets (X,Y)-- [1:Edge,0-0-12], [4:0-1-8,Edge], (18:0-2-8,Edge], [24:0-1-8,0-0-12], [26:0-1-8,0-0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.39 18-20 >609 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.58 18-20 >405 240 MT20HS 1871143
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.08 17 n/a n/a
BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 127 Ib FT = O%F, 0%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat) 'Except`
4) Plates checked for a plus or minus 0 degreeT1: 2x4 SP No.2(flat)
rotation about its center. CHORD 2x4 SP M 30(flat)
5) Provide mechanical connection (by others) of trussVVEBS2x4SPNo.3(flat)
BRACING- to bearing plate capable of withstanding 100 lb uplift at
TOP CHORD joint(s) except Ot=lb) 14=139.
Structural wood sheathing directly applied, except end 6) "Semi -rigid pitchbreaks including heels" Member
verticals. end fixity model was used in the analysis and design
BOT CHORD of this truss.
Rigid ceiling directly applied or 6-0-0 oc bracing.
7) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1Od
REACTIONS. (lb/size) 0.131" X 3") nails. Strong backs to be attached to
23 = 1012/0-7-5 (min. 0-1-8) walls at their outer ends or restrained by other means.
17 = 1729/0-3-8 (min. 0-1-8) 8) CAUTION, Do not erect truss backwards.
14 = 52/0-3-8 (min. 0-1-8)
Max Uplift
LOAD CASE(S)
14 =-139(LC 3)
StandardMaxGrav
23 = 1021(LC 3)
17 = 1729(LC 1)
14 = 204(LC 4)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-3177/0, 3-4=-3177/0, 4-5=-3875/0,
5-6=-3875/0, 6-7=-2708/0, 7-8=-2708/0,
8-9=-2708/0, 9-10=0/1199, 10-11 =0/1 197,
11-12=-127/359
BOT CHORD
22-23=0/1899, 21-22=0/3875,
20-21=0/3875, 19-20=0/3598,
18-19=0/3598, 17-18=0/1158,
16-17=-359/127, 15-16=-359/127,
14-15=-359/127
WEBS
2-23=-2099/0, 2-22=0/1413, 3-22=-296/21,
4-22=-976/0, 9-17=-2419/0, 9-18=0/1743,
7-18=-258/0, 6-18=-1012/0, 6-20=0/700,
5-20=-282/0, 11-17=-1141/0,
12-14=-183/536
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 1.5x4 MT20 unless otherwise indicated.
Atrwq iltau Mn.7u:r.,l;.l1t';:i IDCF IIVSiS i'SfttEh'y CENuAt TuAs a rDAD110PA(USTDMMM..; U 4141 MPT 4..Sam hvp urtumrscd rtee,mxnon Toss Mile 6-MfTD0;adn,Aahay rToh UI,!. W1met Shea Woe m. Udtss t it t sheer it, R-0, adi
T6 araNWi ,D dI n pow ad As, rrm D,up oyana t Sr dry Eegfa V ea wmo a sM t4tm Ater grAnulee tag;tttnag it:gta:ana6r,he dm pAme, tdtT s eroe . nt rDD .w rP 1. tlt d,phstagews. lateaq ele mahnm Anthcny T. Tombo 111, P.E. 4a:taN1 W, t wle -r sim9liaa(Meo allo N.,aat drpilsht«ugA pa to,e.si0h,IK. tlu me«thmW"a NeNot rnl lherrnwifnt-DDmaa+Md ene.n.1,1.et,giWli,,:hrgtmWaaWWan still No tnain0 «80083 xwlt D,
g e,t.raatlaeuteaMDDdhpmx aalpwlitt9ft, uaags pmam tram ,« gunheirTraeswae aaaagltehgamrt.r Ihr.,,a,a.aeTntstdrm anaTtn,c,pasrt;:a,7Etgtbatarmcuaatmra.a:: AN stwad;
ythtax 0wI,-m hNowe; t'O'd. ANT-Dtu 4451 St. Lucie Blvd. tDt, a,
g pogaeahrlr Wuyotsips,xrmsSntaEaeietaAnEWM,tg.m eantihnatrsh.odal.>f_T Fort Pierce,
FL 34946 oppight 1916A
10.nof 1msses Anthony l.lamho lll. P.E. Repmdmtionol this document, is env Earn. is prohibitedwithoonhe written pemi,tioohem A -I Roof Losses- Anthony l.Tomho Ill, R.E.
0 Russ rus5 ype ty y RYAN HOMES
A0091056
XR5SUCE5 FL04 FLOOR 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
0-1-8
HI
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:35 2017 Page 1
ID:?s00vIlzBGko2hFpRYibzzzOpep-G_GG1tm3OtjfoZH1 rF02M9ctiRAkBF5N9j8Z6KyXROg
0--0 2-4-0
r
0148
Dead Load Deft. = 3/16 in
3x4 = 3x4 =
2 3 4 5 6 3x4 = 7
7
L
12 11 10 9
3x4 = 3x6 =
13-5-0
13-5-0
Plate Offsets (X Y)— [1:Edge 0-0-12] [4:0-1-8 Edge] [6:0-1-8 Edge] [14:0-1-8 0-0-12] [16:0-1-8 0-0-12]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.43 11-12 >369 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.99 j Vert(TL) -0.63 11-12 >249 240
BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.03 8 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 67 lb FT = O%F, 0%nE
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size)
13 = 721/0-6-14 (min. 0-1-8)
8 = 714/0-3-8 (min. 0-1-8)
Max Grav
13 = 721(LC 1)
8 = 714(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1980/0, 3-4=-1980/0, 4-5=-1623/0,
5-6=-1623/0
BOT CHORD
12-13=0/1266, 11-12=0/1623,
10-11=0/1623, 9-10=0/1623, 8-9=0/1623
WEBS
2-13=-1399/0, 2-12=0/790, 3-12=-378/0,
4-12=0/615, 4-11=-286/0, 6-8=-1778/0,
6-9=0/262
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are 1.5x4 MT20 unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
dma4 llau iWsngSld nekr tle'A I ICCF itlISSESrSEttEI ; 4EAfl1i iEiNS 6 ECe691CA; (USiaN,"tllRM; I[6MTM EDGAL9(I' Ism. f0lop emarws ud red Mss a tks irex 6eslp 0,"llDa"; al h Arlhmr i. irate UI, I.E. Iahaxr Skn wme.se. Udns dk,,iu smda dr I[d, dy
uddm w :Mnswl ssdlatlr a6x ,dd dsrtrvssaedpngan(l.r., gnidnEng4+ee.Head Qy onreo :msm upeasanrpdnanl nalgiapnninntxmrenpd 5 sir elr„6gied:,m o6w.,wnrnl. terenpn gWA.Aq 6nn,.MAHm Anthony T. Tombo III, P.E.
at ne dos I.,M ar!W14q i, M q sialindt40nn, me ]wnr wla dgen uth Wlm qa ipa is Ce seldsle llL d.11(nl do Taal wltaq indeed lfll k igmd dlk tab ud nr Held Red lk ims, intsAnq sanE; q, mgr ufi9nu ae nnbq s6dl k de"'W Athivd $ 80083 n
Wllg6 ye wE+sec All ws nsn4fn160n1.pactuusadpdd- 40.I.g[ q rnWd Eawamatf9gaddplil.010,."Nwdlmgwdqddw 4451 St. Lucie Blvd. mam,;
eddnd raramgrdaxnie egnmpu<:nded rimsmphpreai,R91R4fg6rup.non,s,dasamdrnErYdaq.ul ui.dnmsaendama. Fort Pierce, FL 34946 opyiightC29I6AIRaoflmsses
Aathanv Llom6o III, ?.I. Repmdodion at dommem,ia any fom is peohihiled without the wriden pemissian horn A-1 Roof Lasses- Anthony I. Tanta ill, P.E.
o Trussruss russ ype ty y RWAN HOMES
A0091057
XR5SUCE5 FLOOR GIRDER 1 1
Job Reference (optional)
1 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
0-1-8
Kun: r.b4u s uct r 2U15 Print: 1.64U s Oct 12015 Mi I ek Industries, Inc. Mon Oct 02 15:00:36 2017 Pagel
ID:1sOQvl IzBGko2h FpRYibzzzOpep-kApfE DninBrWQjsDPzYHvN85LrV8wl_WONt7emyXROf
3x6 = 3x6 =
4-1-8
4-1-8
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.69 Vert(LL) 0.03 5-6 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.05 5-6 868 240
BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 5 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 24 Ito FT = 0 % F, 0 % E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-8 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
5 = 791/Mechanical
8 = 525/0-3-4 (min.0-1-8)
Max Grav
5 = 791(LC 1)
8 = 525(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-927/0
BOT CHORD
7-8=0/927, 6-7=0/927, 5-6=0/927
WEBS
2-7=0/279, 3-5=-1107/0, 3-6=-270/0,
2-8=-1107/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1Gd (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Standard
Vert: 5-8=-7, 14=-67
Concentrated Loads (lb)
Vert:3=-1032
fdMit(ONDaanry ?`.aa,t p.r !i,ne,?dt'fl IC3f IRRSiS(YtfLEIj.6EilAtC"AI(Vit7M;"IUitY;t(pl'.((CDEAE!I xu.!mh hs 1. prxubsdreN nitsnItis La,s pts,Par:'ur.0, W Ik kno. 1. t" III. ff. tot. Sod tol ttt. Udn;rtna:.t smNnnt -0, ar
V. w,v pn n11 ir. top nt thil 1'.1t ll,,:, I'ft Spedy hw n ed . it, test sa n.eprw,e d st pta!,ad ttyny m wo.an r tninON ittsl:t.:s b,la a 1110 Ntnf tM:. T4h,,pnnartu. wtdy whn:.:.u n ;hony T. Tcmbc lIi, P.E. mtr,, d ni ., kmr 1.4 'h ,!n NI`!dlh u.an.'Fe Crantwmil td tvtivgi yn,a2e m5ed dot 11 'le 6; mde bdu.ey uaW hl thypxd dlh-DDntmr odd ,td 6, Ln,, saJ." W t w to.W Yn;n minty Kt npesil l d « Tomb M
beset&den tm(atltua Ul nn N .a&1DD eMMpttve, nitwll .Ih kdk {Jepetd sden naank Pit'edh k W ii(A ktt+.pe, i 1. .no Pile., I! I tell., 1ht,pt4j.,, imt,9.%InsDe,ipt.r,, Des.. Eq..WiR Markmtn. mess Ma+
wlradhe.tetn tgtn epn. u:ayh sl pan anrN I80083 tf•en D.0 tinp,40nt.M hut..y h,gnr:a I! i, stems d M Weft. ADl mim J. .testk ids InL 4451 St. Ltfdl Blvd. (cpyti#hn0t01hAdRoo:`
GussesAntbonYl.lomhoIll: P.E. Reproda(tinesofthis dommeat,iatiny tots: isptoAihiltdrithoutthe .rineapnmissionfront Ailoot lrosset-Anthony l.Tomb* III,P.E. FOlt Pierce, FL 34946
Job TruSs rustType ty y RYAN HOMES A0091058
XR5SUCE5
FLO6GE Floor Supported Gable 1 1 Job
Reference (optional) Al
KUUt- I KUb1tZI, P-UK 11'It KGt, t-L d4`Jae, deslgn(alaltnlss.com 0--
8 Run:
7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00,36 2017 Page 1 ID : ?
sOQvilzBGko2hFpRYibzzzOpep-kApfEDninBrW QjsDPzYHvN8EprkMwpYWONt7emyXROf O-8
r4-7_
0 4-7-
0 LOADING(psf)
SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.
0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.
0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.
0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 22 n/a n/a BCDL 5.
0 Code FBC2014lTP12007 Matrix) Weight: 111 Ito FT = 0%F, 0%E LUMBER - TOP
CHORD
2x4 SP No.2(flat) BOT CHORD
2x4 SP No-2(fiat) WEBS 2x4
SP No.3(flat) OTHERS 2x4
SP No.3(flat) BRACING - TOP
CHORD
Structural wood
sheathing directly applied or 10-0-0 oc purlins, except
end verticals. BOT CHORD
Rigid ceiling
directly applied or 10-0-0 oc bracing, Except: 6-
0-
0 oc bracing: 34-35,33-34,31-33,30-31,29-30. REACTIONS. All
bearings 24-7-0. lb) - Max
Uplift All uplift
100 lb or less at joint(s) 22 Max
Grav
All reactions
250 lb or less at joint(s) 42, 41,
40, 39, 38, 37, 36, 35, 34, 33, 31, 30,
29, 28, 27, 26, 25, 24, 23 FORCES. (lb)
Max. Comp./
Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- 1)
All
plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates
checked for a plus or minus 0 degree rotation about its
center. 3) Gable
requires continuous bottom chord bearing. 4) Truss
to be fully sheathed from one face or securely braced against
lateral movement (i.e. diagonal web). 5) Gable
studs spaced at 1-4-0 oc. 6) Provide
mechanical connection (by others) of truss to bearing plate
capable of withstanding 100 lb uplift at joint(s)
22. 7) "Semi -
rigid pitchbreaks with fixed heels" Member end fixity model
was used in the analysis and design of this truss. 8)
Recommend
2x6 strongbacks, on edge, spaced at 10-0-
0 oc and fastened to each truss with 3-10d (0.131" X 3")
nails: Strongbacks to be attached to walls at their outer ends
or restrained by other means. LOAD CASE(
S) Standard wary
P1mr
naeq,Hr irnert;be'Ad tJJi idSSES,itll'}16EA1Flt ReYi t (CICCF9S ifKiCst,"pl?.1^ 1(rnCosECoMEht' 4r:. !adr dnye Pnsda, mdreN ears • Iti Uns h,ip de"ir} E>,; d M kdAet I. trere m. P [. tdnru S4t1 wrae nr. Cdrss sM1a+ur:aiN a M 0, rdm AUiN;wrox
pmssialhrsrl!m dx ECFh6r ediR urllnstks:pEeprai(i.e, SpeneNP Em}e,M l4r sraamw[ri rrpnsdsaerept»edMP v,oaa ee}mraa}rtsprsimihq.MNupdM,g1t1—ImA4aNeINwh.W.m-i. Re d!ip unrp:w. Mixq ortnas, sathnn Anthony T. Tombo 111, P.E. eN asrdltis
less tt<ur Ssitir}ISM rtpe!8C4idnru w,.MCera,uasiai:Nr}aia2r}aNam Ce,ipw,aMUMeddMHi. ielk syMk:d mNdry uwrWtKl.:'hes xadtlr roComrheN asrdMEns;a;ptntrwYu}, 4aye.-sWLxnx W%uie}spllkfk•npniluAd «80083 Mtaanfusttew(w—,
tow, sd HNaana;kSFp ,ed61hadload}rd,ar tt!I ktiaes Mle,pevld9esWMesdnm lm,exipa.I,n,Oas Egiad W'IrssYoM ma,nw 445' St. Lucie Blvd. aMxise k'aa+M
r;ai vpxi ryneerM}iP dl purrs araree ik Lre Eesp h}ivai, mClMireary hrsipa:L•rx irsns Erymaamre4[u}. th crkcUN Ora, ae utdMslr3. For Pierce, FL 34946 Copyti'M A t01
A A -I too Lusses Anthony L lomhu lll, P.E. teptodmdion of I is dommeas, is toy form, is prohitited xiskam the rrsittem permission from 0 toot ]tosses - Whey 1, Tomho I112 F.E.
Job Truss Truss Type Qty Ply RYAN HOMES
A0091059
XR5SUCE5 FL07 Floor 6 1
Job Reference (optional)
rs i -r i res ..... rvn i ri rts,c, - . uqo, oesig.r a riruss.com
0-1-8
H1 2-6-0-I
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:37 2017 Page 1
ID : ?sOQvlIzBGko2hFpRYibzzzOpep-CN N 1 SZoKYUzN 1 tRQyg3WSahFfFu2f7ofd 1 dgBCyXROe I
l 1 2-0-0 -i
F 3x4 =
4x8 =
3x4 = _ 3x3 = 3x3 = 3x6 FP= o
o e c c 1 a - 4x8 =
0-
1H-8 Dead
Load Delf. = 318 in 3.
6 = 4x8 = 302 MT20HS FP= 3x6 = 3x6 = 4x8 = 3x6 = 1.
5x4 SP- LOADING (
psf) SPACING- 2-0-0 TCLL
40.0 Plate Grip DOL 1.00 TCDL
10.0 Lumber DOL 1.00 BCLL
0.0 Rep Stress Incr YES BCDL
5.0 Code FBC2014/TP12007 LUMBER -
TOP
CHORD 2x4 SP M 30(flat) BOT
CHORD 2x4 SP M 31(flat) WEBS
2x4 SP No.3(flat) `Except' W2:
2x4 SP No.2(flat) BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 4-9-8 cc purlins,
except end verticals. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (
lb/size) 22 =
1335/0-7-4 (min. 0-1-8) 14 =
1329/0-3-8 (min. 0-1-8) Max
Grav 22 =
1335(LC 1) 14 =
1329(LC 1) FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-4511 /0, 3-4=-4511 /0, 4-5=-6556/0, 5-
6=-6556/0, 6-7=-6653/0, 7-8=-6567/0, 8-
9=-6567/0, 9-10=-6567/0, 10-
11=-4551/0, 11-12=-4551/0 BOT
CHORD 21-
22=0/2565, 20-21=0/5823, 19-
20=0/5823, 18-19=0/6653, 17-
18=0/6653, 16-17=0/6653, 15-
16=0/5848, 14-15=0/2618 WEBS
2-
22=-2835/0, 2-21=0/2152, 4-21=-1451A 12-
14=-2876/0, 12-15=0/2137, 10-
15=-1434/0, 10-16=0/878, 8-
16=-317/157, 4-19=0/889, 5-
19=-313/160, 6-19=-776/422, 6-
18=-252/254,7-16=-762/435, 7-
17=-258/248 NOTES-
1)
Unbalanced floor live loads have been considered for this
design. 2)
All plates are MT20 plates unless otherwise indicated. 3)
All plates are 1.5x4 MT20 unless otherwise indicated. 4)
Plate(s) at joint(s) 20 checked for a plus or minus 5 degree
rotation about its center. 24-
7-0 Id-
7-n CSI.
DEFL. in (loc) I/defl L/d TC
031 Vert(LL) 0.7017-18 417 360 BC
0.81 Vert(TL) 1.0917-18 266 240 WB
0.61 Horz(TL) 0.15 14 n/a n/a Matrix)
5)
Plate(s) at joint(s) 20, 23, 1, 25, 13, 9, 22, 2, 21, 3, 4,
14, 12. 15, 11, 10, 16, 8, 19, 5, 6, 18, 7 and 17 checked
for a plus or minus 0 degree rotation about its center.
6) "
Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of
this truss. 7)
Required 2x6 strongbacks, on edge, spaced at 10-
0-0 cc and fastened to each truss with 3-1Od 0.
131" X 3") nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means. 8)
CAUTION, Do not erect truss backwards. LOAD
CASE(S) Standard
PLATES
GRIP MT20
244/190 MT20HS
1871143 Weight:
124 lb FT = 0%F, 0%E Nw:
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FL 34946
o russ truss ype ty y RYAN HOMES
A0091060
XR5SUCE5 FLO8 FLOOR 6 1
Job Reference (optional)
n i nvvr i nuoow, rvrc i nercue, ru ,r,aYo, uesiyuL,a n,uaa.wm
0-1-8
H'
3x3 11
1.5x4 = 5x10 = 5.6 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:37 2017 Page 1
ID:?sOQvilzBGko2hFpRYibzzzOpep-CNN 1 SZoKYUzN1 tRQyg3WSahM WFuNf7jfdl dgBCyXROe
1-8-0 ,1 2-0-12 ,i 1-8-0
3x6 FP= 3x6 FP-
5x6 = 5x10 =
Dead Load Defl. = 3/8 in
5x6 = 5xto = U8 MT20HS FP—
3x8 MT20HS FP-- 5x10 = Sx8 : =
5x6 =
5x6 =
If
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.63 19-20 499 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) 0.99 19-20 319 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.12 15 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 222 lb FT = 0%F, O%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
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.
REACTIONS. (lb/size)
24 = 1448/0-7-4 (min.0-1-8)
15 = 1448/Mechanical
Max Grav
24 = 1448(LC 1)
15 = 1448(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-5456/0, 3-4=-5480/0, 4-5=-8308/0,
5-6=-8308/0, 6-7=-8308/0, 7-8=-8675/0,
8-9=-8327/0,9-10=-8327/0,
10-11=-8327/0,11-12=-5530/0,
12-13=-5506/0
BOT CHORD
23-24=0/3101, 22-23=0/7228,
21-22=0/8675, 20-21=0/8675,
19-20=0/8675, 18-19=0/8675,
17-18=0/8675, 16-17=0/7263,
15-16=0/3168
WEBS
13-15=-3427/0, 2-24=-3367/0,
13-16=012555, 2-23=0/2573, 12-16=-264/0,
3-23=-265/0, 11-16=-1870/0,
4-23=-1888/0, 11-17=0/1156, 4-22=0/1172,
10-17=-303/68, 5-22=-301/70,
8-17=-1019/319, 7-22=-1034/304
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) Refer to girder(s) for truss to truss connections.
6) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
7) Required 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1Od
0.131" X X) nails. Strong backs to be attached to
walls at their outer ends or restrained by other means.
8) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
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eN,;mmy nya.„+yi dwn,,.,,,w :ur,au w[, ,nuimuucya .t,usrnnEq eddmwey. dt y uNw.,.,adm,d.m;. Forl Pierce, FL 34946 Copyright.At016A-
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Job TruSs rUSS ype ty y RYAN HOMES A0091061
XR5SUCE5
FL09SG FLOOR 1 1 Job
Reference (optional) HOOF
MUSSES, FORT PIERCE, FL 34946, desigrl(a1truss.cdm Plate
0-
1-8 HI-
2-6 0 Run:
7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00,38 2017 Page 1 I
D:?sOQvl IzBGko2hFpRYibzzzOpep-gZxPfvpyJo5Ef10cWOal_oE VGeE WOVPpd1M DjeyXROd i
1-8-0-i' 2-5-12 4,
6 II 4x6 II A1A
FP_ IvA FP- 13
MSH422
Dead
Load Dell. = 7/16 in 5.
8 = 5x10 = 3x12 MT20HS FP-- 3x12 MT20HS FP-- 5x8 = 500 = 5x8 = 1.
5x4 SP= 1.5x4 SP= 19
5x8
26-
7-12 26-
7-12 8:
0-3-0,Edge], [11:0-3-0,E( 1el,
124:Edae,0-3-01. [25:0-1 Edge], [
1 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in loc) Weft L/d PLATES GRIP TCLL
40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.73 19 431 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) 1.15 19 275 240 MT20HS 187/143 BCLL
0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.14 15 n/a n/a BCDL
5.0 Code FBC2014/TP12007 Matrix) Weight: 222 lb FT = O%F, O%E LUMBER -
TOP
CHORD 2x4 SP M 31(flat) BOT
CHORD 2x4 SP M 31(flat) WEBS
2x4 SP No.3(flat) BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 6-0-0 cc purlins.
except end verticals. BOTCHORD
Rigid
ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 24 =
1627/0-7-4 (min. 0-1-8) 15 =
1994/0-3-8 (min. 0-1-8) Max
Grav 24 =
1627(LC 1) 15 =
1994(LC 1) FORCES. (
lb) Max.
Camp./Max. Ten. - All forces 250 (lb) or less except when
shown. TOP
CHORD 2-
3=-6287/0, 3-4=-6312/0, 4-5=-9945/0, 5-
6=-9945/0, 6-7=-9945/0, 7-8=-10856/0, 8-
9=-10765/0, 9-10=-10765/0, 10-
11=-10765/0, 11-12=-7964/0, 12-
13=-7939/0 BOT
CHORD 23-
24=0/3520, 22-23=0/8482, 21-
22=0/10856, 20-21=0/10856, 19-
20=0/10856, 18-19=0/10856, 17-
18=0/10856, 16-17=0/9733, 15-
16=0/4471 WEBS
13-
15=-4837/0, 2-24=-3822/0, 13-
16=0/3799, 2-23=0/3023, 3-23=-269/0, 11-
16=-2206/0, 4-23=-2343/0, 11-
17=0/1121, 4-22=0/1588, 10-17=-405/0, 8-
17=-640/790, 7-22=-1750/0, 7-
20=-17/371, 8-19=-266/55 NOTES-
1)
Unbalanced floor live loads have been considered for this
design. 2)
All plates are MT20 plates unless otherwise indicated. 3)
All plates are 3x6 MT20 unless otherwise indicated. 4)
The solid section of the plate is required to be placed over
the splice line at joint(s) 21, 18. 5)
Plate(s) at joint(s) 21 and 18 checked for a plus or minus
5 degree rotation about its center. 6)
Plate(s) at joint(s) 21, 18, 25, 24, 1, 15, 14, 9, 6, 13, 2.
16, 23, 12, 3, 11. 4, 17, 22, 10, 5, 8, 7, 20 and 19 checked
for a plus or minus 0 degree rotation about its center.
7) "
Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of
this truss. 8)
Required 2x6 strongbacks, on edge, spaced at 10-
0-0 oc and fastened to each truss with 3-1 Od 0.
131" X 3") nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means. 9)
CAUTION, Do not erect truss backwards. 10)
Use USP MSH422 (With 1 Od nails into Girder & 1
Od nails into Truss) or equivalent at 20-3-4 from the left
end to connect truss(es) FL05G (1 ply 2x4 SP) to front
face of top chord, skewed 0.0 deg.to the left, sloping
0.0 deg. down. 11)
Fill all nail holes where hanger is in contact with lumber.
12)
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 + Floor Live (balanced): Lumber Increase=
1.00, Plate Increase=1.00 Uniform
Loads (plf) Vert:
15-24=-10, 1-14=-100 Concentrated
Loads (lb) Vert:
11=-725(F) danaq
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e.Nrl lwdraee urdtel. Itetess Wsip 6rineis Mgt ue Wil oeei 4451 St. Lucie Blvd. rq pe:,r irnsSnlaaaafndarld4y. as tpm;td mes ne is itLei ie ltl l. opyiightS 7016 A -I
goof busses Anthenvl.Tenho Ill, P.E. Reptodutlion of this iomnent; in my form, is prohibited without the written odnission from A-1 goal busses Anthony 1. loathe 111, P.E. fort Pierce, FL 34946
Job russ rusS Type Uty Ply RYAN HOMES
A0091062
XR5Si FL10 Floor 1 1
Job Reference (optional)
n , fwvr , rxw ca, rvrc i r,erci,e, r .vfnvo, uesynL,a i u uss.com
0-1-8
H1 2-6-0
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:38 2017 Page 1
I D:?sOQvl IzBGko2h FpRYibzzzOpep-gZxPfvpyJo5Ef1 OcWOal_oEN VeCYOXLprhM DjeyXROd
2-2-8 1-3-0 2-0-0 1-3-0W
Dead Load i = 5/16 in
1.5x4 II 3x4 =
1.5x4 = 3x8 = 1.5x4 11 3x6 FP= 1.5x4 11 3x3 = 1.5x4 11 3x6 = 3x6 II 5x6 =
1 2 3 4 5 6 7 8 9 10 11 12
3x6 = 3x8 = 3x4 = 1.5x4 II 3x6 = 3x6 FP= 4x8 =
0
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2014ITP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except*
T2: 2x4 SP M 31(flat)
BOT CHORD 2x4 SP M 31(flat) *Except`
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-10-3 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ili
12 = 1133/0-3-8 (min.0-1-8)
20 = 1128/0-7-4 (min.0-1-8)
Max Grav
12 = 1133(1 1)
20 = 1128(1 1)
FORCES. (Ili
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-3609/0, 3-4=-3609/0, 4-5=-4525/0,
5-6=-4525/0, 6-7=-4525/0, 7-8=-3864/0,
8-9=-3864/0, 9-10=-1201/0,
10-11=-1099/0, 11-12=-1201/0
BOT CHORD
19-20=0/2127, 18-19=0/4419,
17-18=0/4525, 16-17=0/4525,
15-16=0/2915, 14-15=0/2915
WEBS
12-14=0/1595, 2-20=-2351/0, 2-19=011638, 9-14=-
1895/0, 9-16=0/1099, 4-19=-896/0, 4-18=-
227/589, 7-17=-42/275, 7-16=-
116510 NOTES- 1)
Unbalanced
floor live loads have been considered for this design.
2) Plate(
s) at joint(s) 15 checked for a plus or minus 5 degree rotation
about its center. 3) Plate(
s) atjoint(s) 21, 1, 5, 12, 14, 20, 2, 11, 19, 9, 3, 16, 4,
8, 18, 6, 17 and 7 checked for a plus or minus 0 degree rotation
about its center. 4) "Semi -
rigid pitchbreaks with fixed heels" Member end fixity model
was used in the analysis and design of this truss. CSI.
DEFL.
in (loc) I/deft TC 0.
90 Vert(LL) 0.4818-19 495 BC 0.
92 Vert(TL) 0.7918-19 301 WB 0.
78 Horz(TL) 0.03 12 1 Matrix) 5)
Recommend
2x6 strongbacks, on edge, spaced at 10-0-
0 oc and fastened to each truss with 3-10d 0.131"
X 3") nails. Strong backs to be attached to walls at
their outer ends or restrained by other means. 6) Gap
between inside of top chord bearing and first diagonal or
vertical web shall not exceed 0.500in. 7) CAUTION,
Do not erect truss backwards. LOAD CASE(
S) Standard 1)
Dead +
Floor Live (balanced): Lumber Increase=1.
00, Plate Increase=1.00 Uniform Loads (
plf) Vert: 13-
20=-10, 1-12=-103 L/d
PLATES GRIP 360 MT20
244/190 240 n/
a
Weight: 101
Ib FT = O%F, O%E ifwra4 8ne
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fmon9WW!f.mnjhpolFmk,mdfd.TrI."DwynInto ux!sCOF6etdI1k70eciper,ailnssSnlw tcndaldHeg.91-01zlitxnsI'm hmduin-t Fort Pierce, FL 34946 epyiigh1C2016AIheol Busses Artheny T. lom6o 111,
P.E. liep,edudioo of this dometeol, in ony form. is prohibited wi1i The written permission from A-1 too[bosses Anthony 1. lomho 111, P.E.
Job Truss Truss Type Qty Ply RYAN HOMES
r, i mu-! MU-3, rUM I —Mrt M, rL swuao, eesignma rtruss.wm
0-A-8
A00910fi3
3x6 FP= 3x3 =
0 1 2 3 T 4 5 6 7 8 9 10 11 7 12 13 14 15 16 17 0
o1238
v
O
at
a`
P.'i^:ffL........wwwfi:AA\,.,.,...!...ahL.}\'°4,'f,11 ^`\Vr,:' f..f....,... r;•;,iMfw4..n..4.....•A.. yj6Yf ":L•fP : y :N/. ..,72i' ''^^,^'` \?'::i''i?i.:,:j n.._....}......1. .......!.,........?•,/Y,'
ti4;' f^11.3.•%$'y^iis`'1\'%:::p sfq•'.\ti.'•:.f\4.•:.'i"•:'Q': b.f,KkFRn'!.!.}!.•:FRR>i vN:•.:SARi1.:3.•:•.•.::1.•.fA.A°•.•: 1
Y 37
34
33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6
FP-= 3x3
dace
unsecs 17,,yt-- 11:toge,u-u--tzl Iso:u-i-a u-u-1Z1 13/:u-3-8 u-u-izl LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL
40.0 Plate Grip DOL 1.00 TIC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL
10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL
0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 18 n/a n/a BCDL
5.0 Code FBC2014ITP12007 Matrix) Weight: 89 lb FT = O%F, O%E LUMBER -
TOP
CHORD 2x4 SP No.2(flat) BOT
CHORD 2x4 SP No.2(flat) WEBS
2x4 SP No.3(flat) OTHERS
2x4 SP No.3(flat) BRACING -
TOP
CHORD Structural
wood sheathing directly applied or 10-0-0 oc purlins,
except end verticals. BOT
CHORD Rigid
ceiling directly applied or 10-0-0 oc bracing. REACTIONS.
All bearings 20-1-8. lb) -
Max Grav All
reactions 250 lb or less at joint(s) 34,
18, 33, 32, 31, 30, 29, 28, 27, 25, 24,
23, 22, 21, 20, 19 FORCES. (
lb) Max.
Comp./Max. Ten. - All forces 250 (lb) or less except when
shown. NOTES-
1)
All plates are 1.5x4 MT20 unless otherwise indicated. 2)
Plates checked for a plus or minus 0 degree rotation about
its center. 3)
Gable requires continuous bottom chord bearing. 4)
Truss to be fully sheathed from one face or securely braced
against lateral movement (i.e. diagonal web). 5)
Gable studs spaced at 1-4-0 oc. 6) "
Semi -rigid pitchbreaks with fixed heels" Member end fixity
model was used in the analysis and design of this truss.
7)
Recommend 2x6 strongbacks, on edge, spaced at 10-
0-0 oc and fastened to each truss with 3-1Od (0.131" X
3") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means. LOAD
CASE(S) Standard
w«.
q perse nw.r{d1 ie.. x'LI r73f lY.R1E'. tt(i8 ; 6ti]It ?ft!li t (OWn!;IS iVi(04 fW!rt^, I[[entiWvfl^n.. !.:h kvp parm rm rn! tort! m m: toss Yup i...1 ":[9! of ne Iwb.! 1. ?uw m./ t. tAer«. ikm Mwe me. !biers Mxw:!.:!uNm ne =d. wq Wia:
rawx pues sui k «rd!w:h. IDG n ie rs<n. I; r has D¢:p ty,«ni e, Sra.dy iaymxt ne sni. m! iPg npnsws a u;rysae 4 nt p«numd eqx+ap:npna:An!. manp d a+nyle less 1peld m ne 1[0 mh. wed Itld. h unp.ssm:pms. t. cuRims. sseuu:h AnthonyT. TomGc ]tl, P.E. w.m:lksl:mslrmtsiEq r sws'NM'4D+ w nrlr .irgm dnymi a.l.ld 9e p .Yeun,ma', Ir ,tee, !.dr-8gnosud n-i. ur:.a m[awmeru.,,da.t:n,:rlu+, !«yenwwxadxxq lu!kae pe Maa w 80083 WI.nmtk,".W(e6r—Ill mn sm.r: tie 11d0Ui—v drhi en Wool Bawl dhdan:41plbW WA .4 t6A Hx dhe9 0pato.Tp:l.tee:neitipbnl.esul Meadxtnrhrip..L s he:p,.r.. its.,! Wwinvo, xxs; 445: St. LUcfe Blvd. .!laise 40.4il,!-.nep!ngn..rngbxl y.nrsiem.N.!a.l•ns Gr ;p tyim«is ACIMb4p Pesip._ai ssrne.,eeue Inridlnr. O.Vnual. as wea Mme. n;.. Upytgkto20W-Ipooffiusses
Anthony 1. Combo lN, P.E. Reproduction of tlis document: in toy Into: is prohibited without the wrinen ptionsvon from A I Roolhnssel- Aot!ooyl.Umb.IIL .L Fort Pierce,
FL 34946
O rUSSTruss ype ty y RYAN HOMES
A0091064
XR5SUCE5 HJ5C Roof Special Girder 1 1
Job Reference (optional)
Al KUur I KUssts, r-UK I HLKUt, t-L J4a4e, aeslgn(daltruss.com
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
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)
2 = 370/0-10-15 (min. 0-1-8)
6 = 284/0-11-5 (min. 0-1-8)
Max Horz
2 = 127(LC 19)
Max Uplift
2 = 296(LC 4)
6 = 185(LC 4)
Max Grav
2 = 370(LC 1)
6 = 284(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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right 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) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 296 lb uplift at
joint 2 and 185 lb uplift at joint 6.
6) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:40 2017 Page 1
I D:?sOQvIlzBGko2hFpRYi bzzzOpep-dy394bgCgPLyuL9?epcD3DJrIS2zsdQ6J?rKoXyXROb
7-0-0 ,
Dead Load Defl. = 1/16 in
1.5x4 II
CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TC 0.40 Vert(LL) 0.09 6-9 832 360 MT20 244/190
BC 0.29 Vert(TL) 0.10 6-9 762 240
WB 0.04 Horz(TL) 0.00 2 n/a n/a
Matrix-M) Weight: 26 lb FT = 0%
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 74
lb down and 17 lb up at 1-4-9, 74 lb down and 17 lb
up at 1-4-9, and 36 lb down and 43 lb up at 4-2-8,
and 36 lb down and 43 lb up at 4-2-8 on top chord,
and 56 lb down and 2 lb up at 1-4-9, 56 lb down and 2
Ib up at 1-4-9, and 12 lb down and 42 lb up at 4-2-8,
and 12 lb down and 42 lb up 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: 1-4=-60, 5-7=-20
Concentrated Loads (lb)
Vert: 12=3(F=2, B=2) 13=-12(F=-6, B=-6)
duial ELn, Oumlilr misvM'Ia IOGF i1USS[SfSEt(EI"at'rnh1E1MS6(OIi61I0Mi(USiOkPIURI'JE(C6C.Nl[06MtM'Iea. Yndr uvp!,rwds, ul red uwu ti, inx Besiph!vgO4C, xleeldiooYr iwh O, !.i. id!ruu i,eo kdn s. Udns ek,rriu s,dNrih l[d, Wp
Nlle aw,M rimestki E•xNwtle(Chnk,dii lteGrss D!dp:,[eQ.„a{r.e_SEeotlh EryimM ae udnem lUDmnsed,autry,'euldn!ydmd,W e!¢merry u,reeuMMl, ixOeda dee stepe inu Rp0elxM(te Wr;mdm RL111l defTtt, pn i!edq e!m!!,,,Iw, Anthony T. Tombo 111, P.E.
ad!ud4, irnsw agwlrn•1 ,i i tNWalin d'k Orw,t,e heu em -d ryw Ndtt wlBq kUQe as iondd De 111 rn lt(eN tle leaf ldl611 ak[d ltl 1. Ih rypmd dtleioa,d mr ndl ea dde stet!. ad!ru1uW 4,b!rye. Idle eN kmy Eehktte rspeeuli0hd « 80083
d,wugoesfq,!m(ewm.Mdesa,wukroo!Nmiaone aydar dn,Edq(n!danmwnm uurpsrEeEllrNsuearw!aNxl!dlwamareeaa.re;x ulmawea dlmtnscssy!e.r,u!,ge(gierwta,aa!m.aen 4451 St. Lucie Blvd.
dk,slse hl+oane(Wrm qel eom .:n gpol Ne,mdmr, mioss hwp 60 Fort Plerce, FL 34946
epytigh1C-2016AIReoibesses-Anihamy l.lem6o tit P.E. Reprobdiee ONES iommenbheny lore.isp!ohihiled wilhoo the written permission hen A-1 Roof lwsses Anthenyl.lon6ollO.1.
Job Truss I russ Type Qty Ply RYAN HOMES
A0091065
XR5SUCE5 HJ6 Diagonal Hip Girder 2 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industdes, Inc. Mon Oct 02 15:00:40 2017 Page 1
I D:?sOQvI lzBGko2hFpRYib=Opep-dy394bgCq PLyuL9?epcD3DJmgS?esd l6J?rKOXyXROb
1-5-0 7-8-9
1-5-0 7-8-9
2.83 12
10 m
3 D1t8A Load Doff. = 3/16 in
3x4 =
7-8-9
7-8-9
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 0.72 Vert(LL) 0.23 4-7 404 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) 0.25 4-7 362 240
BCLL 0.0 Rep Stress Incr NO WE 0.00 Horz(TL) 0.01 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 26 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 4-8-13 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 = 173/Mechanical
2 = 466/0-10-15 (min.0-1-8)
4 = 81/Mechanical
Max Horz
2 = 111(LC 19)
Max Uplift
3 = 125(LC 4)
2 = 374(LC 4)
4 = 81(LC 4)
Max Grav
3 = 173(LC 1)
2 = 466(LC 1)
4 = 118(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=25ft;
Cat. 11; 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 125 lb uplift at
joint 3, 374 lb uplift at joint 2 and 81 lb uplift at joint 4.
7) 'Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 19
lb down and 19 lb up at 2-1-0, 19 lb down and 19 lb
up at 2-1-0, and 42 lb down and 57 lb up at 4-10-15,
and 42 lb down and 57 lb up at 4-10-15 on top chord,
and 4 lb down and 23 lb up at 2-1-0, 4 lb down and 23
lb up at 2-1-0, and 17 lb down and 52 lb up at
4-10-15, and 17 lb down and 52 lb up at 4-10-15 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 4-5=-20
Concentrated Loads (Ib)
Vert: 10=-7(F=-4, B=-4) 11=-15(F=-8, B=-8)
Nramq ................. stRrr.giltue»w tle'1 IOCf itUSSiS rSEtlEI"6EAEItE tEIMS a:CADUIOtS NSIDX{alRi';IIXXBY(D64:AI'irs.f+rm 4up u rdrs ui rtrirduuaistoss Desip Wr.w,"D^,,'nl re. trntnt t. irrl+lil. f. Wtrere iar.Iwu++u. Udex am—, staid. ie ItO,wy
Ltd ourcm Ires sMgY eseeMOe lCDuurdd ;s+ims Drug aqurp e_Str dry Eyi+a Ye ud uew toD et. sws usurtlu± dur pdndrrletpnrlq rr;grulshu /. iu Wwd¢t irgr i,ss ltgatl t,nr'Dcw/. rru nt«s,aemsrogm: Irrtag wr wrtatr Anthcny T. Tombo 111, P.E.
mt+sedn nlnsrldNmssIS t-aiaofNDxrr.dw9..r,wlt-drd GeRdar gent mud:IK'sil(W.rirdYW."ode.TA1.Rt:gnddlke"W y+eil+crrlk"ns nNqw[.&1W.g.lwea.1Mmysullxknyrsiliik0 «80083
dA..nMwisskgD q r l.uatur All verwu lh'DDW M Fos-mf pier dh Mien t nidrn firer m YSI', r:N'slN er IN aSlft ere ldwtru hr gurrd 10 n. r?I l lrh,oM,almrr, di .1 ln,e d t» Lm.rs Iw.7-Dvpr q rrW 1., Yafim±x. wcss 4451 Si. Lucie Blvd. klintd
as r (wren oqe±d rpw 1 rrnaq iy dl p±At,'ndnl. IEt fuss Dai p yneu is dlf IM Mildm/ Deng+es, o. foss S7sre Etciun m rr IrUbnp. tll ugld±[t terns nt rs d:fitei+I%i. tFort Pierce, FL 34946 opyligM
I01hAIRool Losses Aathany Llanhn ill. P.E. Replodoaiea of this dommem, umy lmm. is ptohihiled wilhoanhe wriata pmmisvoo hen A -I Roof Losses -Anthony l.lonho ill, P.E.
Job rusS FrussType Qty Ply RYAN HOMES
A0091066
XR5SUCE5 HJ7 Diagonal Hip Girder 3 1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
1-5-0 ,
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:41 2017 Page 1
I D:?sOQvIIzBGko2h FpRYib=Opep-58dYHwrgbjTpW UkBB W7ScQrvbsGxb4GFXfbuKzyXROa
4-11-0 9-10-1 . 1.
Dead Load Oefl. = 5/16 in
9-10-1
9-10-1
Plate Offsets (X,Y)-- 12:0-0-8,0-1-121
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 0.85 Vert(LL) 0.18 5-8 639 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.48 5-8 241 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.06 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 43 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x6 SP N0.2
SLIDER
Left 2x4 SP No-3 1-5-7
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 9-1-11 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 = 272/Mechanical
2 = 474/0-4-9 (min. 0-1-8)
5 = 196/Mechanical
Max Horz
2 = 170(LC 4)
Max Uplift
4 = 139(LC 8)
2 = 136(LC 4)
Max Grav
4 = 272(LC 1)
2 = 474(LC 1)
5 = 243(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-728/757
NOTES-
1) Wind: ASCE 7-10; Vuit=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right 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 139 lb uplift at
joint 4 and 136 lb uplift at joint 2.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 79
lb down and 95 lb up at 1-4-9, 79 lb down and 95 lb
up at 1-4-9, 40 lb down and 55 lb up at 4-2-8, 40 lb
down and 55 lb up at 4-2-8, and 63 lb down and 55 lb
up at 7-0-7, and 63 lb down and 55 lb up at 7-0-7 on
top chord, and 7 lb down and 9 lb up at 1-4-9, 7 lb
down and 9 lb up at 1-4-9, 12 lb down at 4-2-8, 12 lb
down at 4-2-8, and 32 lb down at 7-0-7, and 32 lb
down at 7-0-7 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, 5-6=-20
Concentrated Loads (lb)
Vert: 7=63(F=31, 13=31) 11=-88(F=-44, 13=44)
12=-4(F=-2, B=-2) 13=-51(F=-25, B=-25)
ewagnmefm.gdrreeie.W taroarlra53 SnlBaa(ata;1(dNStmdonentmsrcdzum;uddoalrDaQVIramadt.emodmrWnei.ae«m,lnssudd.G.my;[Da;mdn drinrl.tit.dtr!,tde ,5'..1W...user,rkmr<prd.ae¢a,.ry wtA
ow<mr flees sWl!s osKn tk tuDmrr rdit;s. tnss aeut. intnea(le,sKutlty hsi,eer^ 9esednaq IDDreeruene aae spnae d In aresrtw rW. q stemtum tz ne enact ss¢e rnss lepeet on Re'DD Wt, sder RV1_ 5 Anwnswpa: W4 o.ftu,, smadlor Anthony T. Tombo 111, P.E. and
nr d hs truss In ss IiIiys 11erestusiii!indHe Orw a:]man whntl ger NElr wlatr4 per i.m RddWltl. oa ll(Whl.ml tw6ig m4 ed Osl Re etp..ddWiaO nd nr neU.udWtmseuddig rmuliq, smrep. ushgmu Wk.ag shellkroe respesiNMd ;r 80083 W
tulsig DmipuWtsmw'm dt.rn vs.mr 6 ma Wm tee"." prd nrWtkoq(nap uSden kiwmmx,mSQ 01hkefar lfl W Sl(A ere ft-1 I. peed 1W TIINId- W rnpralilmes W WresdW 1—Oenpx. inns Derip 14-W Inns Yed.aew, less 44515t. Lucie Blvd. rleralseklred
ir.r.n+gedrsw n.rGrr tl edaW<. mded.11etms onip upenis darW knrq oesipecm rmsstmn;atmdat tkr s. ulrgm,K nmr me.r ddmd .nit Fort Pierce, FL 34946 opyligh1
I016AIRao(Lustes Anthanyl. lamho Ill, P.E. Repsodmtionuhhis document, in any form, is prohibited without the wrihen permission kcm A-] Roof Lasses Anthony]. lomba Ill, P.E.
Job Truss Truss Type Qty y RYAN HOMES
A0091067
XR5SUCE5 J3A Jack -Open 10 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: TW s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:42 2017 Page 1
I D:?sOQvilzBGko2h FpRYibzzzOpep-ZKBwVGsTM 1 bg8eJ N IDfh9eOGPGnOKXW PmJ KRsQyXROZ
1-0-0 3-0-0
1-0-0 3-0-0
2x4 =
3-0-0
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 0.07 Vert(LL) 0.00 7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.01 4-7 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 11 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
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 = 65/Mechanical
2 = 200/0-8-0 (min. 0-1-8)
4 = 30/Mechanical
Max Horz
2 = 56(LC 12)
Max Uplift
3 = 32(LC 12)
2 = 40(LC 8)
Max Grav
3 = 65(LC 1)
2 = 200(LC 1)
4 = 46(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp B; 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 32 lb uplift at
joint 3 and 40 lb uplift at joint 2.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
rang Hau Har;ill reen. ne'Id IOC(IUSSSi SfltEl-, «
80083D4En[
IIL IEIXS a iOWRNIS (US10M SflEI'; 1(CX9a' (DUFI'If' le. fain &sipaanaews nd ad aan a Ma loss hsife hewG(ia;) nl n Idnay I. hale ql,'.i. Yarceae lied Werz ne. Udess etiunse sMel a ne I[-0, a>f/ WTNaaaae
Glanrsl1i; Mlv Ao T004hada se irn;Desle i gaer il.e.. Speodtr hI.W"eadman' 1DU peseosa tp del pdessiae: npami¢p sesYa;nihn to mekvptiros Silo, 1nleleNum roo d. aNr lt.I lied san eapea;,h lq<Ipas, takdl6Y Anthony T. Tombo 111, P.E. ad
nedt''.Asirvuma:.tnl9a is tl.... pniulindne .nnne].eesanuiNI'll xna We'll lf rcie ^am n.d xlu. e!elu In.Iac11n16ns code al In 1. Re eGYn ddlhiDD al ny hell nedne loss ialNiapwalny sWge.'sNimaeN Yeaep sEell EenrieswulilUyd netdei Onpnaol:arrma aDenessaaeune GDnlmpuoanra!(aaecenanehae;(e YeenaaeaLniram uSf;wi;
nlNGrineNSuluenlaeuNlapeeualalan. 1aI11eMndera,DaslilaeseN/de.atalrnsCwnpx,'re,sDesgibpieeaWlrmsawimaa,aless 4451 St. Lucie Blvd. pM.ue Wianlire(earm eQeelvK+ie.rrtap Et diMn mded.
lEehm Daup Eepeea i; e91 ne ldlfag 0esipau,a ton SnTm(e.iaaaeq hibeq. IemMisNmas oenf*mlie tgt Fort Pierce, FL 34946 topyiight 7016A Ipool horses Aatheny Llambo lll. P.E. pepedu(
tion oftdocument, in nny from. is pmbibited without The written permission ham A Iltooi hosses ATdM1ony Llonba lll, P.E.
Job Truss Truss Type Qty Ply RYAN HOMES
A0091068
XR5SUCE5 J3E Monopitch Supported Gable 2 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 PHnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:42 2017 Page 1
ID:?sOQvIlzBGko2hFpRYibzzzOpep-ZKBwVGsTM1 bg8eJNIDfh9eOGoGmUKXWPmJKRsQyXROZ
1-0-0 2-11-12
1-0-0 2-11-12
2x4 = 1.5x4 II
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 0.11 Vert(LL) 0.00 1 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.00 1 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix) 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 2-11-12 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 gui(e.
REACTIONS. (lb/size)
4 = 103/2-11-12 (min. 0-1-8)
2 = 184/2-11-12 (min. 0-1-8)
Max Horz
2 = 54(LC 12)
Max Uplift
4 = 28(LC 12)
2 = 42(LC 8)
Max Grav
4 = 103(LC 1)
2 = 184(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=25ft;
Cat. 11; Exp B; 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) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 28 lb uplift at
joint 4 and 42 lb uplift at joint 2.
9) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 2.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
audy.:.axe aw ¢I±rx e.m'sI tort rusts^stttttl.ssrast itriac 50R fi(GitOd{U!Ct,uracn[oosstArxw.lw:n kuypnrirc Wraw„aau!,ms dsxxpnDr;an.sass r.rwm.e[.sdwewe unrtdws rsr. muss dne.,t:mw!. ne ix,t
pilil ip9NNpiwtf fid tl vUl il!k IDDn NYEn. u.1n coign fig-il.;.;SplOdry;e}w!HI.IYtfHiNei!iDS!ir!1!H1SMe!!p ldnt tlfU!JNd!ll1PleCt tt!IH!d Snwgoavixa 1%fn11l llrfS imimi. of 100.4. mew 111 e. Cb 1pfltl m!MriNSIaiQ (MMNi, SkdAus Anthony T. Tombo 111, P.F.
wsss>'mr+tsws=arrn!,N..mDdwu.come.erwwdyedau ugD!!,:.®a!,sdsea:,yea,anrn:daaycwW;Ptl.tMuaxddne'6JWmhN+srdneGas,m!Wisykr6pe:;txyeinuemxakwysNU6ene:npe!ituhd w80083
net=:ym aest xax lUmMsd iuOlhDdn pm¢sWgaldwtdn ksaq npmd'Adtum k:"plDmdpTmf IXAwrrdeexdlrsledt R ikAenn eptde4eesWimmdn I!nrD!iper,6rt!mux qunariarYod>Tan des! 445t St. Lucie Blvd.
m+sums.e:xm„o.e.r,yir:Ipnn+ra«!a Irr,nm!.p[ynris¢snsHwye!rar,:!>r!mt.admway u x a:N;en.racuW,m:. Fort Pierce, FL 34946
oppithl02016A4toot lresses Anthony 1.TomhDIII, H. Iepiodartionofrhisdoremeat,ittoy Into, ispsohihitedwitAomthe wrineopumissioahoorAI[not Imsses-Anthony 1.Tomlin III, F.L
Job Russ Truss Type Qty Ply RYAN HOMES
A0091069
XR5SUCE5 15C Monopitch 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:43 2017 Page 1
ID:?sOQvilzBGko2hFpRYib=Opep-1 Xllics57KjXlouZJxAwhrxPyf5t3zVY?z4_OsyXROY
1-0-0 4-11-15
1-0-0 4-11-15
1 SxA II
1.5x4 II
4-5-12
4-5-12
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip COL 1.25 TC 0.21 Vert(LL) 0.02 6-9 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.02 6-9 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-S) I 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.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 262/0-8-0 (min. 0-1-8)
6 = 198/0-3-8 (min.0-1-8)
Max Horz
2 = 114(LC 12)
Max Uplift
2 = 80(LC 12)
6 = 83(LC 12)
Max Grav
2 = 262(LC 1)
6 = 198(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-6=-144/275
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
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) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 80 lb uplift at joint
2 and 83 lb uplift at joint 6.
6) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and %" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
Aror4 H lu Rua+{il,rnh+ne'1 IOCF!IIISS3i'SittEl';C{A[Ili1EINS6 EOMUIII7%!.fUSiOM'ARI';I(KMUNti06411T'IDrn. SaMusip pu.nnss udretl!!wrrYs inss Bainkauy;Ip;nl rrt 1nimY f. ilab ql,yi. Wxex!ia.. Wue lsl. Udeft lnsrmu salad enrh IN, 1
mr Centex b by skl n iCDw h+dA 1 IMiD 9p agn { Sn dR nqi ! d m roU p M yM ldnl Kd wd xgxx ry,tldlt Bian Ix IhWW d M ie0I f rodllM TOB W! rMr RII 'a n n uaeran: IxlM r iee kNlry Anthony T. Tombo III, P.E. siSlndMOM7itWle/ {n fil Wlfi lC 9 h d e114' IKu/M lxcl lnlnli laded tql R!!r{rlW dM'DB etl n. mall tMir.ss inA ling wnlgtaran' hllrn daxa{ xllhel'!'pmiellUld a 80083 M
Qdlduy0 }!! ul D!vinx llldm s! W. MaD W W F—s Wy kl ra 1""( unx Salk lniorum xSl pek; sM/ lY M.1 SIG ae ft ddx dnrrd pd—. r!I{MntsIII rlsamdilxmdldu dtulrxs Co,p..1-Danp Es{uexw lmlYndwxx. dxs nl
Wx!i",Ud q,t"nl.,da{IStlr l,;.,Od. lh to:sDlA,s rayllxie7lMMivaY Dls,{llcr rrlfs srde.:Hiexldn, Mie lr. lUspweld ar.s almtlindari{. 44515t. ,
FL Blvd. Fort
Pierce, FL 34946 tepyrghtS1R16AIRoaipussesAnthonyl.lonbo Ill. P.t. Replaiwionof Ibis domnemt in any form, is probihiled without The wrihen permission hem A -I Real lmsses-AntEony 1, lanho ill, P,E.
Job Truss Truss Type City Ply RYAN HOMES
A0091070
XR5SUCE5 J6 Jack -Open 11 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com
1-0-0
2x4 =
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15,00*44 2017 Page 1
I D:?sOQvl IzBGko2h FpRYibzzzOpep-Vj IgwytjuerN NyTmteh9E3TW?3N5oROhEcpYxlyXROX
5-6-0
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 0.45 Vert(LL) 0.10 4-7 652 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.08 4-7 826 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 1 n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-S) Weight: 19 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 = 124/Mechanical
2 = 320/0-8-0 (min. 0-1-8)
4 = 51/Mechanical
Max Horz
2 = 111(LC 8)
Max Uplift
3 = 92(LC 8)
2 = 249(LC 8)
4 = 54(LC 8)
Max Grav
3 = 124(LC 1)
2 = 320(LC 1)
4 = 83(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=25ft;
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 92 lb uplift at
joint 3, 249 lb uplift at joint 2 and 54 lb uplift at joint 4.
7) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and '/2" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
draaq tins! Ihweyel!!!riea tle'Fl IOCF i1tlSSiS i :fltEYa 4Eltttli 7EIkS a wtaatedf NSiONt71y1'; lICW7Nls6Na1' turf. lent hsiQ tmretrrs ui nd eeksm ttis inss Wsip lLewyitDp; d lae IAeoat I, iwla I:t, ° =! Son hdre m. ddns whnrise sttlelatle IC-0, wti
NalAwrrrgke:,eat, Red lam rh'!nde!dt ssernn o!:tP re!r(.e_spenm,E.p!x n!r:e,!myma!!un!ma«upa!eon!o<ae!suw!a!!+„rynsy!na n rmen pam!rup!tmseepann roawt:ma.rn-t. n!ae!nsmµnc; i!wycuaaen, sesuint Anthcny T. Tombo III, P.E.
rdnedri lmsfaat4il4eenn g ilihddwarm.G!ehmse4kn.el geaxtl G+IagGeupn.ieu4amAd4uI1Cr5!11(nloelxalWtlrgm4dlfl-I tlerypn AgelUBWmneUne!'IMIms.®ddatznfiq,stye.msf!paixdbaatskdlkMen!pniFAtlrd w 80083
ae pilNrg aalpw ad (auuaa-ait ne reraM 2 olm 7!aaaa!WpWue wn t wgcmi na sdeniraas,o;uSn Kunm!r tPl uesut ne r!wwd n!gn!d punn. rnt hnns a n: oumnwtmE!wm trRs hsipx. Tres, oe:ga:,pnrwt sua,or!r. wins 4451 St Lucie Blvd.
dewwise ed nd ar a teeren aged m e.-art Eg di irae; ndrd Ih fins O.'71sion. o NOT ne latdag aeslaax, r mss Spnr rcg-d ery 1wel. ull n{itdired k!rs re n Eein!i ie Itri. fort Pierce, EL 34946
apylightm 101hAIRaofLusses Anihany i.lanha ill. P.E. Repodmtiss of this dammeab is soy farm, is prohibited without the written permission ham A-1 Roof Lasses- Amhsayl.lonbolll'I'l.
Job russ Truss Type Qty Ply RYAN HOMES
A0091071
XR5SUCE5 J7 Jack -Open 10 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:45 2017 Page 1
I D:?sOQvl IzBGko2hFpRYibzzzOpep-zvs27luLfyzE?62yQMCOmGOb WTevXuGrSGZ5TIyXRO W
1-0-0 7-0-0
1-0-0 7-0-0
4x6 II
7-0-0
7-0-0
Dead Load Deft. = 3/16 in
Plate Offsets (X Y)-- 2:0-3-4 0-0-12)
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 0.85 Vert(LL) 0.20 5-8 411 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) 0.27 5-8 304 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 2 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix-S) Weight: 26 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
SLIDER
Left 2x4 SP No.3 1-6-0
BRACING -
TOP CHORD
Structural wood sheathing directly applied
BOT CHORD
Rigid ceiling directly applied.
REACTIONS. (lb/size)
4 = 188/Mechanical
2 = 342/0-3-8 (min. 0-1-8)
5 = 85/Mechanical
Max Horz
2 = 156(LC 12)
Max Uplift
4 = 136(LC 12)
2 = 92(LC 12)
Max Grav
4 = 188(LC 1)
2 = 342(LC 1)
5 = 124(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-363/0
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
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 136 lb uplift at
joint 4 and 92 lb uplift at joint 2.
7) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and %' gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
hasrcq 1L•ou nrr,o,r, renew ik iIOOF190isFtErh CERR1i INS s i ROMP, fUSTOR{'ftl ", AfwkAkkv Me, Vuh hdna ft, nl rtd aMatM 1n„001, Grs fI,G%; W wAnion? F. TwhUI, i. idmar W. w. Nne dhrmse mhi r Ih 10, Wy
wR— n-hn.e:,eMmrow ,dns:T eso,unsq„ I sn,.dlrEe,ieeM4,vd ar,Too ue axeE ,Eaexan,Rrrl,.na y,,: wanMcetr,.oa ..el„hpaee,m,oa+:a'aarrla Thee. .Iwq dnr,,:ul AnthenyT.Tombo111,P.E.
W ne d",i M A.,I N 0"i 0, 0yw,he hnr-Un—M tuenlhq Oesne,.n.e mildCe ItLmlit W.IsIkd*udeal lfll_Re eTnMdlle'ODWn.+,ll,,,xlle•m, ioAd'1.mE,q, me ie,'s hllrn mMeiydllkk ,.ynvFi4lyd «80083
le wnwhn}.e e :m dIM a enu,5e •1O nlM mm f aH III xn lwlhy em,u,n sum war no kRi Kit' Wi.IPo mIRl ere rduerd M;,e,d phrce. ra.Ihbxc pe re,xo;tlm,sed lNes dtb lrn,Ceup, in:, Oesq:q eeu eN TmtWWem,w, ud,n 4451 Si. Lucie Blvd. AMais,i6,A)'rWrx equfvycn-a+rain, t, dl wt-um,d. R, ILns Own EW i,R]T MWWI0 sner.0 TmsSnleu:ceirtna,n luR eq. All ornd-:ee tnm,e,n hvn le In.). Fort Pierce, FL 34446
dntWVI.1onho Ill,P.t. Reprcdmtinn of this doNnenl, in any fora, is plohihiletl without the written pelnissionfron A -I Roof Lessen Anthony 1. Tomho lit, P.E.
Job Truss Truss Type Qty Ply RYAN HOMES
A0091072
XR5SUCE5 M6A Half Hip 1 1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:45 2017 Page 1
I D:?sOQvllzBGko2h FpRYi bzzzOpep-zvs271 uLfyzE?62yQMCOmG011 Tm 7XtnrSGZ5TIyXRO W .
1-0-0 5-0-0 5-11
1-0-0 5-0-0 0-11 4
3x4 =
1.5x4 II
Svd II 4 5
2x4 = 1.5x4 II
4-8-0
4-8-0 4-(h 0-114
Plate Offsets (X Y)-- 4:0-2-0 0-2-111
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 0.24 Vert(LL) 0.04 7-10 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) 0.03 7-10 999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-S) 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, except end
verticals.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 240/0-8-0 (min. 0-1-8)
7 = 283/0-8-0 (min. 0-1-8)
Max Horz
2 = 117(LC 12)
Max Uplift
2 = 149(LC 8)
7 = 141(LC 8)
Max Grav
2 = 240(LC 1)
7 = 283(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-7=-170/319
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever 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) 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 anv other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 149 lb uplift at
joint 2 and 141 lb uplift at joint 7.
7) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and '/2" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
Am+ fl s der q. l7 rnkn nr'4 I iCC(itliS5i5S SEttft EA[tAi TEIMSe(ClUIIICN; NS1011p'IfFI';AIXI a°:U6N_hf'fom Yuarkvp oamrbs ulrsd!nuattis inns Bes Sr GewagitY!ul ay. Annenpfiwhdl,+E lderenrS0.•!tWa!m lldnsoHn.se stddnn!ILAI; aily
Wid anewrybes Sidi 6!xk hrne lCDule+did !s!fms hstp Erg— (Is. Swe lts Eq !r ne doe nor toore?useat, n«!tHtin!41-ad.—I!V—gng.'I nnlutxthl n M ott imsf pad. tk TD dr,.k UP rq d!w!m afen:l emg ndmns,,Haulm Anthony T. Tombo 111, P.E. 90063
ndnedhrnlculkldasnepreelndneOwna,px9wnrsrtMd±dgrnrnkaldiCeiper.irae nand#.titt.r5!IQnlm!lanlMilAgmdendRtl tk!aiM+ddneiP@uln.nit Me'ms.ddingww4drgamshhmunfkemi(eliletle!spesidW+d w n!
wuigo qne. tunrm! At n!,vraennc'CCnetbpmxss apdd ndnelelagla+.... hr,ramn ttspostlinetirlwWStLAnetdaeadt!rgn!rdtatenn. rett[mm,nen;L elmnmdmndn!Tmsc spa lnssoagn;gieeanlTmsYnnfimta,d!ss 4451 St. Lucie Blvd, atawiseddm.
dxetnnrxe e.d,anewragildiproe;In,dnl iretnsso.sipFalin!!ictottkidtdayunip!r.mrrrssSrnea:rciareedn,iedtin;. AllrrgtalaedrtrasxemdcimJrL°F1. Fort Pierce, Ft_ 34946 opyiigh127016
A -I XnaiLusses- Anthony 1.1o.be III, P.E. Nepodmima of this document, in any farm. is prohibited witted the written permission hum AA iloefltosses- Anthony 1. lenho ill, P.E.
Job Truss Truss Type Qty Ply RYAN HOMES
A0091073
XRSSUCE5 M613 Monopitch 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:46 2017 Page 1
I D:?SOQvI IzBGko2h FpRYibzzzOpep-R6QRLevzQF55cGd8_3jdJUZvSt6yGJM_hwle?ByXROV
1-0-0 5-11-4
1-0-0 5-11-4
i
2x4 = 1.5x4 11
4-4-0
4-4-0
8-
0 4-
5-11 4
1-3-4
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 0.26 Vert(LL) 0.04 6-9 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.03 6-9 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-S) Weight: 23 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.
BOT CHORD
Rigid ceiling directly applied.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. lb/size)
2 = 235/0-8-0 (min.0-1-8)
6 = 300/0-8-0 (min. 0-1-8)
Max Horz
2 = 129(LC 12)
Max Uplift
2 = 151(LC 8)
6 = 139(LC 9)
Max Grav
2 = 235(LC 1)
6 = 300(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-6=-221 /466
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust)
Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever 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) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 151 lb uplift at
joint 2 and 139 lb uplift at joint 6.
6) This truss design requires that a minimum of 7/16"
structural wood sheathing be applied directly to the top
chord and %3" gypsum sheetrock be applied directly to
the bottom chord.
LOAD CASE(S)
Standard
Sfnaaq N k q.:grniewnr'AIUGF'IUSStsi'SFItEE",:edaAi iE1NSA(OADIIIOM; (USiDN "'11!fl;A(XFUiY FD6&T'tom-rtrry&vp anwdes n/rtnl rdesa ldslnss D<sye Gnweq;IUU, me nw Aeie,Y r. ixeh el,s'Ide"ae Aea Wee nu life,w g1ttl rl m ne IDD,oxr
Tik— w Ea WI t n i'okee eit 4,,1 sDeupbpee ,*p Egn wr dorehroD u w areyna etnexd,:nerimpurnq""er:unpins e:wnmrInfer, s Itdli,*M. w " rru n a a Enn..n"er uen seftEim Anthcny T. Tombo itl, P.E. ma.;eAh slttmeWill I' r rndneUn",ee3—, n,idrdareWhrC re,ntusen.dt.IK,nsWne..ledAdt6gad,wTH1RrgpnaldneTia leendd olW.ns•adel,b rury rJdleeroelk—IsWl r"sinesltind
Ye t4dago cl, a o=edm AI a , nnnn •oommt,aaxnr prier ern Ao kgA t nsu(en LTa m ,uu pArinee ur tpiasul ere rdm dlw gored redeu. rArlen rr;mElmrs.t do r,dnr irKe .es r r .nss onsn:ee e"ewt uednmrw. edess w 60083
nxwi;r kt lneltdron eqe du,a awmmr Ey dl tear, esdeed Iteinss Dssip Enter, Is air InPwllaq Orsipsr. ni rnss Srslem Erexei deg haaig. ANrg1M?releaswees e nt.D t. 4451 St. Lucie Blvd.
o ht r, tOIA A -I Rao busses Amhony LlombodILP.t. Reproduction of Ibis deruneat, in any [aim, is plabibiled uritheuuhe written permission ham A -I toot busses- Anthonyl.lomholll,P.t.
Fort Pierce, FL 34946
PY 9
Job rusS Truss Type Qty Ply RYAN HOMES
A0091074
XR5SUCE5 MG7 Jack -Closed Girder 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inca Mon Oct 02 15:00:46 2017 Page 1
I D:?sOQvl IzBGko2h FpRYib=Opep-R6QRLevzQF55cGd8_3jdJ UZn Et_XGLW_hwle?ByXRO V
3-5-13 7-0-0
3-5-13 3-6-3
1.5x4 II
7x8 = 3x6 11
7-0-0
7-0-0
Dead Load Dell. = 3116 in
Plate Offsets (X,Y)-- 1:0-0-0,0-3-31
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 0.79 Vert(LL) 0.14 3-6 586 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.32 3-6 258 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.03 1 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 37 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x8 SP 240OF 1.8E
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 5-11-12 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 = 1814/0-3-8 (min. 0-1-8)
3 = 1338/Mechanical
Max Horz
1 = 138(LC 8)
Max Uplift
1 = 484(LC 8)
3 = 421(LC 8)
Max Grav
1 = 1814(LC 1)
3 = 1338(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=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right 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 484 lb uplift at
joint 1 and 421 lb uplift at joint 3.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 868
lb down and 246 lb up at 0-10-12, and 867 lb down
and 247 lb up at 2-10-12, and 867 lb down and 247 lb
up at 4-10-12 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, 3-4=-20
Concentrated Loads (lb)
Vert: 6=-868(F) 7=-867(F) 8=-867(F)
wew17'wseMre.{ddiinie.ai'klt)tiS,,S[S('1ttiEd^.6i:!iFtPEW,Z09092SlW.Wit, bipia—W,mered Y;,MIT m.asnp n aq:,':h0;siheSshxrttirmriN.PE.teMeae rdfdneae.n;Nfx in;mdnnei4d,a:i s4tea:
mww pd ssutd sd IDhNA edn as I w tee f. spnMn Ea sa ne smWmfm ,p sros«d;y+r.ed kps,,.,>;ew eya. s} sun Kme a.pdas :i uii wane cn wr..asm. rownp e,,,.r..,. a ,us.: a n, Anthony T. Tombo 111, P.E. ni
uednist ss i. urGsiy ste sy(a NDYdix ar,ne Ctui,Mui dyW 2s 4nldy De ipw.wne ateddne lG. ne lk andne nsdwml un ed P61. kyrre.dw tk:GS darhid,e4a,fnss abkyhw.;,.dwye. mW;mw,d xwy'ND, 1k spnile Yd «80083 S,
WC4oilmxmd(ne- atla.r s brie[. iDO mdiN pwas aA 0,w, a it Weil5.poa wydt m &i:', p44sid h.':p i6(a ae txeiexdd.9 nerd pi-7` ir.; ne irpuolron .1daes d 9e lrns Onip., I..liega Iniuero I—ft rw ts: wiess 445; Sr. Lucie Blvd. rtld.
ise i^udh..amen yted ryn6-.ny'y ld dl ipnes edM.netes:t.ipfyne><arrrnet ih~yD s'pu,a r s:>irce Ntlnnd iminr. a0eexadaruaerz OhwaV`!. Fo,+Ple,ce, FL 34946 opydyltV
2016 A -I Roof trusses AntMaayl. tanbolfl:?,[ Rhprododlao of nis do(YnRhl, io ley fo& is prohibited witloutthe w(itten poneissionhem A-1 Roof Tresses- Adlonyl. iocba IIL P.F.
Job rusS Truss Type ty Ply RYAN HOMES
A0091075
XR5SUCE5 VM3 Valley 1 1
Job Reference (optional)
AT KUUI- I KU35t J, I -UK I NItKGt, FL J4`J4o, aeslgn(wla iimss.Gorn
2xa
Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Oct 02 15:00:47 2017 Page 1
I D:?sOQvl lzBGk02h FpRYibzzzOpep-wl_pY_vbBZEyEPCLYn Essh56SHVC?nl8wa2CXdyXROU
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip COL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 8 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 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 90/2-11-6 (min. 0-1-8)
2 = 67/2-11-6 (min. 0-1-8)
3 = 22/2-11-6 (min. 0-1-8)
Max Horz
1 = 46(LC 12)
Max Uplift
1 = 22(LC 12)
2 = 53(LC 12)
Max Grav
1 = 90(LC 1)
2 = 67(LC 1)
3 = 45(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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
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 22 lb uplift at
joint 1 and 53 lb uplift at joint 2.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
ya aqIh41
nu
awtgkrie ie as dl GOnde<SESs SEC..I, CEh3Kl:?tNid(?500`iS CPiiJC:"Wtii'7 tCKKC#tiOzMEK"wu!a:hlevppaxeirt sl reN zr!et tE; inn7es p kat,e£"[d; zdit!!#gl.:nitlil,PE idxeat SkNlfse IIe. tleltu ehar. e InNx M1e: 1, pr I uet .,
e Incsb I tsN4 ald@ae +sid d el s 4;uEq a .a sr dh coat 1..! bs p.sws.et ps dS r .,Heel ap spsaim a .pdMsurNt ssdM NaM i9 q.k IN n p t : aN wan Knr AnthonyT. Tornbo Ill, P.E. 9
e'6 sI. sly —gn prsae suaec•,dn!uexd<c!a od ialdgbeqaaeedds'aeQ:,atIS.adnkdir.pgnkPNn-1 K„ d eNma dhe.oar ser+ss,"n..mq. almsawlnel.etth-psd::h0 z80083 de p;!iq h!:_.d(
W.. It,w l—tie IN.It yi e:ci µ+ilal-f ou, day ape :de¢ad m k pAsid1 Pl and skt ae lm flwr ul fac 1F-.kFie.ih e,WAll et.4 drift 9`.. ss lei pet in rk..,gnea W ,! Illuil—ts,.teu 4451 5t, Lucie Blvd. mayaed!tes.t,a,-tna.
dtpea,.nyu,.lpnesa,.eN. kr at. ph ayarrin,et age, !.«ee„>rm E:et!aa.! daq. a ,ef.aa,aeaa:vaalr;. =oa Pierce, FL 34946 npyriyht V201.1&oatl!usses
Anthony 1. temba ill; P.E. teprodeaieo of this documea!, in toy farm: is psobibaed without the w ition pe!mission from A I toot Trusses Anthrvi T,Tcmbo IlLP.t.
Job Truss Truss Type ty y RYAN HOMES
A0091076
XR5SUCE5 VM5 Valley 1 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015. MiTek Industries, Inc. Mon Oct 02 15:00:47 2017 Page 1
ID:?sOQvilzBGko2hFpRYibzzzOpep-wl_pY_vbBZEyEPCLYnEssh51 WHSu?n18wa2CXdyXROU
2x4 O 1.5x4 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 0.43 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 16 lb FT = 0%q
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 5-0-0 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 uide.
REACTIONS. (lb/size)
1 = 164/4-11-6 (min.0-1-8)
3 = 164/4-11-6 (min. 0-1-8)
Max Horz
1 = 83(LC 12)
Max Uplift
1 = 41(LC 12)
3 = 75(LC 12)
Max Grav
1 = 164(LC 1)
3 = 164(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=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
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 41 lb uplift at joint
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
1 and 75 lb uplift at joint 3.
Zhgndeg.%`
artst duw'¢b lent*#'bite)ritlyl[S,ittCEA°nEAtIdCCEII6dC80C: RS CUi10M"W*Ir tC[RGAtCOa.YER .q ta F MvprgRxtms RdM a'hnd 7tup vxfd*;IPS mylkt.aentC amit lli PE. ide:ew S&d dd.es C,lis dkn* bui de dtxr
diI33:W 3ryIntSSixiiftif'a IUPt3I3R'IS.tsllnsfDes:pEepnt'3,Syn fyEt$tFYLdISNINW:Q eMistdiseceil»tdRepxt:undnyntrgy synsgiunw&iw:ipd&tinydl :w;wmmllivoh.. Tlil ntn 3 cte,.aRr ia,«ssr.'tyRq Anthony T.Tombo111,P.E.
W Kt d!6is l.KSlq u!Ragy seu Aili?rddi siee,yle Cttn tduri ftytdx 0.t(nllgg7Kper q'le ttdexldtt kE. Rtl4 Yd!kl td Rx qey We,of %t. qg dx'dt'G3 n1mAM tddt tSrts, msidai kred y.. higt. idJPgItRMYttiey sblikde •tspnilRYd » 80083
fit dnay0e u. mdtnhsrx dli r yu itde lOPmAdep es aetlpil la:diu 3siay ,aym>'@'Sdeh it izdi kt', ynOsSdH NM;k:tat idxnHiu yen+d y6Et. Ir.'tolinstkiKpR kw,,uifwtid. tierss0eupn,liKr6e::FE"noi F..,M dxmw :edest 4451 St, Lucie Blvd.
nq.i,tfrmE.isa^mq xftr.q,rityhapmKi„N.tkttaEY„ytfynixarsydt&KPrpr:.t,uSrn s4..am3+laq.MwwizaI—ginentdgm:.=crt Pierce, FL 34946
cyyriyht 201h A-1 toothossed ARthetyl. Tomho Ill: P.F. tepoducsiol otthis QOfemettin tRy lam IS pioAtlltd.dotlnhe.,iiten Permission holyAI toot Teniei-Anthony T. Todo III. P.E.
JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION STDTL01 I •
J
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 King Jack w/ (3) 16d Toe
Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
Attach End Jack's
Attach Corner Jack's
w/ (4) 16d Toe Nails @ TC Q w/ (2) 16d Toe Nails @ TC &
3) 16d Toe Nails @ BC 2 BC (Typ)
0
1
r`
ach Corner Jack's
2) 16d Toe Nails
TC & BC (Typ)
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FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
ALTERNATE GABLE END BRACING DETAIL
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
MUK11 LIN I AL UKALt
SEE SECTION A -A)
TRUSSSES @
24' O.C.
1'-3'MAX. 0 \
HITECT
ALL -Al
ROM ;+..• :,,:. r
run vsI I
IT
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARC
TO DESIGN THE CEILING DIAPHRAGM AND I
ATTACHMENT TO THE TRUSSES TO RESIST
OUT OF PLANE LOADS THAT MAY RESULT F
THE BRACING OF THE GABLE ENDS.
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.
VERTICALNAILINGSCHEDULE:
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 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUST
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
T^" TURAL
TRUSS
1.1 1., 5TU0
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
o 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.
o 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
44` — I — —
FOF
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4" X 4.5") 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
S. 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 1 TRUSSED VALLEY SET DETAIL I STDTL06 I •-
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEY TRUSS
TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6'> O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
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.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
P r2
SEE DETAIL "A"
BELOW (TYP.)
BASE TRUSSES
GABLE END, COMMON
TRUSS, OR GIRDER
VALLEY TRUSS TRUSS
TYPICAL)
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
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY)
WS3 (1/4" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
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I' DULY 17, 2017 I TRUH GHDW ND VELOCITVALLEY SETDYI AIL I STDTL07
J'
nnnnrmir'
s
e
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-1
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 PSI
MAX SPACING = 24" O.C. (BASE AND VA
JUrUR I IINU I RUOJCJ UIRCU I LT UIVUCR VNLLCT I RUJJCJ IV UJ I DC 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 H
ITO THIS FACE UP TO A NON -
BEVELED MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM
CHORD BOTTOM CHORD CLIP
MUST BE APPLIED TO THIS
FACE WHEN PITCH EXCEEDS
6/12 (MAXIMUM 12/
12 PITCH) ono
W>,•
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FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C.
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
STDTL08
VERTICAL 2X6 SP OR SPF
STUD 2 DIAGONAL
BRACE
4) - 16d
NAILS 16d NAILS
SPACED S' O.C.
2) lOd NAILS
INTO 2X6 2X6 SP OR
SPF #2
2X4 SP OR
SPF #2 TYPICAL HORIZONTAL
BRACE NAILED TO
2X4 VERTICALS
SECTION A -A W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
11 BLOCKING WITH (5) - 10d NAILS
4) Bd NAILS MINIMUM, ROOF
8
3X4= PLYWOOD SHEATHING TO r SHEATHING
2X4 STD SPF BLOCK 1
DIAGONAL BRACING ** L - 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. 10d
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS
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. TRUSSES @ 24' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4' - 0' O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) -
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) -
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 10d NAILS.
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 0.131'X3.0' AND 0.131'X3S' COMMON WIRE NAILS HORIZONTAL BRACE
RESPECTIVELY, SEE SECTION A -A)
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
END WALL
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 #3 / 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
2X4 SP #31 STUD 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 #2 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 3-11-3 6-2.9 9-3-13
DIAGONAL BRACES OVER 6' - 3- REOUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REOUIRE 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
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
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.
FEBRUARY 17, 2017
T-BRACE / I -BRACE DETAIL I STDTL09
WITH 2X BRACE ONLY
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS 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 2X6 10d 6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
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 20 T-BRACE 20 I -BRACE
2X6 2X6 T-BRACE 2X6 I -BRACE
2X8 2X8 T-BRACE 2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 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
USE METAL FRAMING J
ANCHOR TO ATTACH
TO BOTTOM CHORD
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').
r
ATTACH TO VERTICAL
WITH (
N IBLS (0.1313)X X)
L ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS. ATTACH TO CHORD
FASTEN TO TOP AND WITH (2) #12 X 3'
BOTTOM CHORD WITH WOOD SCREWS
2) - 10d NAILS (0.131' (0.216' DIA.)
X 3') IN EACH CHORD
L ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
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)
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
LATERAL TOE -NAIL DETAIL
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
0J
135 93.5 85.6 74.2 72.6 63.4
162 108.8 99.6 86.4 84.5 73.8
ri
128 74.2 67.9 58.9 57.6 50.3
caZOJ 131 75.9 69.5 60.3 59.0 51.1
n 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 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
STDTL11
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12
a
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA. SP OF HF SPF SPF-S
FEBRUARY 5, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
i.Dx1+
TYP 2x2 NAILER ATTACHMENT I STDTLI3
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
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
STDTLI4
4) 12d
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
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STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15FEBRUARY17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
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 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.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
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO 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 ENO 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.
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE. FL 34W
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 1.15
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 (.148' OIA. 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 400 SPACED 24'
O.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
k
J
1 GOOF
TRUSSES
A FLORIDA CORPORATION
Important (Votes / Please Review Prior to Truss Installation:
1 ) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007;
WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses",
and `SCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood
Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof
Trusses. Spanish versions are also available.
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building
designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies.
4) If provided by truss manufacturer, any engineered beams provided have been sized using information design
guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and
bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by
truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces, adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs
to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic
access opening should be located between trusses unless otherwise noted.
8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder.
9) Attached drawings are standard details that cover most installation standards. Structural details provided by the
building designer supersede any attached details.
10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should
be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the
structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must
be provided by the building designer.
1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan
and/or individual truss design drawings.
1 2) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials,
erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed
engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 772-409-1015 Fax www.A1truss.com
P
0STRUCTURAL0MNNFC:T0R S"
Ai IV ek' Companyi
Hangers
Allowable Load (Ibs)
DF-L/SP LSL LVL PSL SPF JOIST
LISP160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T1 JUS24 1881, 655 750 820 510 4) - lOd (Header)
FL821.39, 2) - lOd (Joist)
11-
0510.01,
RR 25779
LU524 670 765 825 490 4) - 10d (Header)
2) -10d (Joist)
T2 JUS26 1881, 850 975 1060 1115 4) - 10d (Header)
FL821.42, 2) - lOd (Joist)
11-
0510.01,
RR 25779
LU526 865 990 1070 1165 4) -10d (Header)
2) -10d (Joist)
T3 MSH422 1831, 2025 2025 2025 22) - 10d (Face - Face Max Nailing)
FL822.36, 6) - 10d (Face -Top Max Nailing)
08- 6) - 10d (Joist -Face Max Nailing)
0303.06, 6) - 10d (Joist - Top Max Nailing)
RR 25836
4) - 10d (Top - Top Max Nailing)
13116-R
THA422 2245 2245 2245 6) -16d (Carried Member - Face Mount)
6) -10d (Carried Member - Top Flange)
22) -16d (Face - Face Mount)
2) -16d (Face - Top Flange)
4) -16d (Top - Top Flange)
THA1422 1835 1835 1835 2) -10d x 1-112 or 2 -10d x 1-112 (Carried Member)
20) -10d or (2) - lod (Face)
4) -10d (Top)
T4 THD26 1781, 2485 2855 3060 2170 18) - 16d (Face)
FL13285.35, 12) - lOd x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU26 2940 3340 3600 1555 11) -10d x 1-112 (Carried Member)
20) -10d x 1-112 (Carried Member- Max Nailing)
20) -16d x 1-112 (Carrying Member)
20) -16d x 1-112 (Carrying Member -Max Nailing)
ON
V'_
S
STRUCTURAL
1411,4 COININl=rTORS'
A Welk' Company
Hangers
Allowable Load (lbs)
DF-L / SP LSL LVL PSL SPF I -JOIST
160% USP
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T5 THD26-2 1781, 2540 2920 3175 2285 18) - 16d (Face)
FL13285.35, 12) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHU526-2 2785 3155 3405 1550 14) -15d (Face)
6) -16d (Joist)
HTU26-2 2940 3340 3600 2175 20) -10d (Carried Member - Max Nailing)
20) -16d (Carrying Member - Max Nailing)
T6 THD28 1781, 3865 3965 3965 2330 28) - 16d (Face)
FL13285.35, 16) - 10d x 1-1/2 (Joist)
06-
0921.05,
RR 25843
HTU28 3820 4340 4680 2140 26) - 10d x 1-112 (Carried Member- Max Nailing)
26) - 16d (Carrying Member - Max Nailing)
T7 THD28-2 1781, 3950 4540 4935 2595 28) - 16d (Face)
FL13285.35, 16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHU528-2 4210 4770 5140 2000 22) -16d (Face)
8) -16d (Joist)
HTU28-2 3820 4340 4680 3485 26) - lad (Carried Member - Max Nailing)
26) -16d (Carrying Member- Max Nailing)
T8 THD46 1781, 2540 2920 3175 2285 18) - 16d (Face)
FL13285.35, 12) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHU546 2790 3160 3410 1550 14) - 16d (Face)
6) -16d (Joist)
TW
SP
STRUCTURAL
C QNNFC.TC?RS`
A MiTck" Company
Hangers
Allowable Load (Ibs)
DF-L/SP LSL LVL PSL S P F I -JOIST
160% LISP
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T9 THD48 1781, 3950 4540 4935 2595 28) - 16d (Face)
FL13285.35, 16) - 10d (Joist)
06-
0921.05,
RR 25843
13116-R
HHUS48 4210 4770 5140 2000 22) - 16d (Face)
8) -16d (Joist)
T10 THDH26-2 1881, 3915 4505 4795 2235 20) - 16d (Face)
FL821.75, 8) - 10d (Joist)
06-
0921.05,
RR 25779
13116-R
HGUS26-2 4355 4875 5230 2155 20) -16d (Face)
8) -16d (Joist)
T11 THDH26-3 1881, 3915 4505 4795 2235 20) - 16d (Face)
FL821.75, 8) - 10d (Joist)
06-
0921.05,
RR 25779
HGUS26-3 4355 4875 5230 2155 20) - 16d (Face)
8) -16d (Joist)
T12 THDH28-2 1881, 6535 7515 8025 2665 36) - 16d (Face)
FL821.77, 10) - 16d (Joist)
RR 25779
13116-R
HGUS28-2 7460 7460 7460 3235 36) -16d (Face)
12) -16d (Joist)
T13 THDH28-3 1881, 6770 7785 8025 2665 36) - 16d (Face)
FL821.75, 10) - 16d (Joist)
06-
0921.05,
RR 25779
HGUS28-3 7460 7460 7460 3235 36) -16d (Face)
12) -16d (Joist)
ap
S P
STRUCTURAL
CONNECTORS*
A Wek` Company
Fastener Comparison Table
Connector Schedule
Group Label LISP Stock No Required Fasteners Reference No Required Fasteners
4) - 10d (Header) 4) - 10d (Header)
T1 JUS24 LUS24
2) - 10d (Joist) 2) - lod (Joist)
4) - 10d (Header) 4) - 10d (Header)
T2 JUS26 LUS26
4) - 10d (Joist) 4) -10d (Joist)
22) - 10d (Face - Face Max Nailing) 6) -16d (Carried Member - Face Mount)
6) - 10d (Face - Top Max Nailing) 6) -16d (Carried Member - Top Flange)
T3 MSH422 6) - 10d (Joist - Face Max Nailing) THA422 22) -16d (Face - Face Mount)
6) - 10d (Joist - Top Max Nailing) 2) -16d (Face - Top Flange)
4) - 10d (Top - Top Max Nailing) 4) -16d (Top - Top Flange)
11) -10d x 1-112 (Carried Member) 18) - 16d (Face)
12) - lod x 1-1/2 (Joist) 20) - 10d x 1-112 (Carried Member - Max Nailing)
T4 THD26 HTU26
20) -16d (Carrying Member)
20) - 16d (Carrying Member --Max Nailing)
18) - 16d (Face) 14) -16d (Face)
T5 THD26-2 HHUS26-2
12) - lod (Joist) 6) -16d (Joist)
28) - 16d (Face) 26) - 10d x 1-112 (Carried Member - Max Nailing)
T6 THD28 HTU28
16) - 10d x 1-1/2 (Joist) 26) - 16d x 1-112 (Carrying Member - Max Nailing)
28) - 16d (Face) 22) -16d (Face)
T7 THD28-2 HHUS28-2
16) - 10d (Joist) 8) - 16d (Joist)
18) - 16d (Face) 14) - 16d (Face)
T8 THD46 HHUS46
12) - 10d (Joist) 6) -16d (Joist)
28) - 16d (Face) 12) -16d (Face)
T9 THD48 HHUS48
16) - 10d (Joist) 8) - 16d (Joist)
20) - 16d (Face) 20) -16d (Face)
T10 THDH26-2 HGUS26-2
8) - 16d (Joist) 8) -16d (Joist)
20) - 16d (Face) 20) -16d (Face)
T11 THDH26-3 HGUS26-3
8) - 16d (Joist) 8) -16d (Joist)
36) - 16d (Face) 36) -16d (Face)
T12 THDH28-2 HGUS28-2
10) - 16d (Joist) 12) -16d (Joist)
36) - 16d (Face) 36) -16d (Face)
T13 THDH28-3 HGUS28-3
10) - 16d (Joist) 12) -16d (Joist)
Fj
dt
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TRUSS LOAD ALERT BOX
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NOTE: ALL TRUSS TO WALL AND/OR TRUSS TO
LEDGER CONNECTIONS BY BUILDER
UNLESS NOTED OTHERWISE)
NOTE: ALL CEILING- DR'OPS BELOW BEAM ARE
BY BUILDER (UNLESS NOTED OTHERWISE)
NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO
SHOW TRUSS I.D. AND TRUSS LOCATION ONLY.
THE BUILDING DESIGNER IS REPSONSIBLE FOR THE
STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE.
REFER TO THE INDIVIDUAL TRUSS ENGINEERING
DRAWINGS FOR GRAVITY AND UPLIFT LOADS.
FOR BRACING & ERECTION DETAILS REFER
TO BCSI-03 AND/OR ENGINEER OF RECORD
REPRESENTS THE LEFT SIDE OF
EACH TRUSS DRAWINGa
A; JUS24 H%. THD46
B= JUS26 1 . MSH422
THD26 0 MUS26
THD28
THD26-2
THD28-2
JUS46
LOADING ROOF FLOOR WIND LOAD
o LIVE LOAD 20 40 ASCE 7-10
00
DEAD LOAD 10 10 150 MPH EXP C.
o LIVE LOAD 10* 0 CATEGORY II
DEAD LOAD 10 5 ENCLOSED
TOTAL LOAD 40 55 FBC - 2010
DURATION FACTOR 1.25 1.00 TPI - 2007
REV DATE I BY I REMARKS
It is understood that above
conditions have been reviewed APPROVED
are acceptable for the
APPROVED AS NOTED
fabrication at trusses,
elevations,pitches, overhangs, REVISE AND RESUBMIT
fascias,ceiling
elevations/pitches, bearing REJECTED
conditions & all detail pertaining
to this truss placement plan. No
back charges will be accepted
DATE
without previous written
approval from an A-1 Roof
Trusses representative. REVIEWED BY
PLAN DATE I ARCH: --/--/-- STRUCT:-/--/---
CUSTOMER I RYAN HOMES
J013 NAME SUMMERLAND "C" avAaf R/aHr
OPTION(S) ErT. CANA// 805-BAW 2
Job t! _ MASTER' XR5SUCE5
LINE 118.44. iA FLORIDA CORPORATION
EY LINE 17.2.
Ph 772-409-1010 / Fax 772-409-1015
xa,.•.,,.u...M http.,IYWww,altruss.com
Permit # # 1 7 4
Project Location Address
RECORD COPY
City of Sanford
Building and Fire Prevention
Product Approval Specification Form
G
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
Sliding Ply Gem 4780 SGD 14634.2 - R1
Sectional Wayne Dalton 9100 - #0600 / #0607 9174.11 8174.20 - R11
Roll U
Automatic
Other
2. Windows
Single Hung Ply Gem 4712 4812 14039.1 14039.2 - R2
Horizontal Slider
Casement
Double Hung
Fixed
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 SoffitPanels 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
Underla ments 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
Applicant's Name Vicky Otero
Please Print)
June 2014
Florida Building Code Online Page 1 of 1
Nila
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Professional 06anon
ppvaaoelEi,Aeout:oePn ppPRpIgIB10H9:'rCOFtTACT:ppPR
FI rida
rUe, Product Approval
USER: Public User
4bl i:i 4i''Wr.'.
l.i;da ryct;ty:
Product Approval Menu > Product or Application Search > Application List
Search Criteria
Code Version 2014
Application Type ALL
Category ALL
Application Status ALL
Quality Assurance Entity ALL
Product Model, Number or Name ALL
Approved for use in HVHZ ALL
Impact Resistant ALL
Other ALL
c_-l' D_c 1*c _ An lir.fin
Refine Search
FL# 15000
Product Manufacturer ALL
Subcategory ALL
Compliance Method ALL
Quality Assurance Entity Contract Expired ALL
Product Description ALL
Approved for use outside HVHZ ALL
Design Pressure ALL
FL# T " Manufacturer Validated By Status
FL15000-R2 Revision Therma-Tru Corporation
Category: Exterior Doors
Subcategory: Swinging Exterior Door Assemblies
Ryan ]. King, P.E.
813) 767-6555
Approved
History
Approvep oy unrK. Approvais oy v K snau oe reweweo dnu rduueu uy uie r- 11 11Lc 1 y.
Contact Us :: -01 Blair Stone Road. Tallahassee FI. 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, 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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Florida Building Code Online Page 1 of 3
r
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IAIW-k
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USER: Public Usero -
n
Product Approval Menu > Product or Aoolication Search > Application List > Application Detail
FL # FL15000-R2
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
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
CJJI 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.
ems Validation Checklist - Hardcopy Received
Certificate of Independence FL15000 R2 COI Certificate Of Independence.pdf
Referenced Standard and Year (of Standard) Standard Year
AAMA/WDMA/CSA101/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 Eauiv 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
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method 1 Option D
05/29/2015
06/28/2015
07/05/2015
08/19/2015
FL # Model, Number or Name Description
15000.1 a. "Fiber -Classic" or "Smooth -Star" 68 "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.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 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.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.)
15000.2 b. "Fiber -Classic" or "Smooth -Star" 68 "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.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 15000.2 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.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 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.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.)
15000.4 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.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 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4.1)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.)
15000.5 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.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 15000.5 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 "Y' 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 15000.6.1)df
additional use limitations, installation instructions and Created by Independent Third Party: Yes
product particulars. (This product approval requires the use
of "]" 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. 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 ® NO-] eCk
Credit Card
Safe
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THERMA TRU DOORS
118 INDUSTRIAL DR., EDGERTON, DH 43517
FIBER CLASSIC / SMOOTH STAR"
INSWING FIBERGLASS DOOR w/ WOOD FRAMES
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 "HVHP' requiring wind bome debris protection this product is
required to be protected with an impact resistant covering that complies with Section 1609.1.2 of 37.50' MAX.
the FBC. OVERALL WIDTH
5. For 2x stud framing construction, anchoring of these units shall be the some 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. Inswing configurations do 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 an overhang
or canopy such that the angle between the edge of canopy or overhang to sill is less than 45
degrees.
TABLE OF CONTENTS
SHEET k DESCRIPTION
1 Typical elevations, design pressures & general notes
2 Door panel details (Smooth star)
3 Door panel details (Fiber classic)
4 Sidefite panel details L glazing details
5 Venlcal cross sections
6 Horizontal cross sections
7 Horizontal cross sections
8 Buck Anchoring
9 Frame anchoring
10 Frame anchoring
1 I Astragal details
12 Bill of materials & Components
SINGLE INSWING UNIT
x
DOUBLE W/SIDELITES INSWING UNIT
Oxxo
68.50" MAX.
OVERALL WIDTH
SIN W/SIDELITESINSWIN NI7
oxo
74.50" MAX. OVERALL
FRAME WIDTH
3
D
DOUBLE INSWING UNIT
xx
DESIGN FRElSt1RE RATING . ,
UNIT ,PR WH, ERE WATER fIITRAT. N
REQU/REMENTISNOTNw»>PEt?
SINGLE 67.0 67.0
DOUBLE 55.0 55.0
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a1 HORIZONTAL CROSS SECTION
4 SIDELITE PANEL
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1.717' {
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13
TEE NOTE I
1. The sidelite is direct set into the jamb with (10) item - 7.•
V .. #4 a #8 x 2" pfh. wood screw. There ore (4) a 7
each vertical jamb, from the top down at 13.5".
3 t
31", 48.5" & 66". There are (2) at the header of 4" in
from the outside corners of the frame. There are
2) item #13 a #8 x 2 1 12" pfh. wood screw at the
sill, 4" in from the outside corners.
VERTICAL CROSS SECTION r2'1 VERTICAL CROSS SECTION
DOOR PANEL 5 SIDELITE PANEL
DATE: 02124112
SCALE: N.T.S.
M. BY: JK
CHK. BY: LFS
DRAVANG NO.:
FL— 150DD.2
sHEEr _$ OF L2 __ ,
24 EXTERIOR
8 7
27 2,
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EXTERIOR
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13 0.15'MIN.
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43 SEE NOTE 1 34
9 10 37 U, z
33
1 GI
R,
EXTERIOR HORIZONTAL CROSS SECTION
Vie' 6 @ HINGE JAMB TO SIDELITE
Z'
INTERIOR
1. The s idelite is direct set into the jamb with (10) item
4 3 a #6 x 2" pfh. wood screw. There are (4) at
36 each vertical jamb, from the top down at 13.5",
35 31", 48.5" & 66". There are (2) at the header at 4" in
DATE. 02/24/12fromtheoutsidecornersofthefrome. There are
SCALE N.T.S. 17 6 (2) item J13 a #8 x 2 , /2" pfh. wood screw at the
50 53 16 sill, 4" in from the outside corners. DwG. BY; JK
CHK. BY: LFSa) HORIZONTAL CROSS SECTION
DRAWIN— @SIDELITEBUCKFL15000.
2 1SHEET 6
OF 12
1-1/4"MIN.
EMB. (TYP.)
13
77 15'MIN. 1. The sidelite is direct set into the jamb with (10) item
43 #8 2" There
N
z36i i C-SINK a x pfh, wood screw. are (4) at
z°
each vertical jamb, from the top down at 13.5', V.•., per. o
31 ", 48.5" & 66". There ore (2) at the header at 4" in i... ., ,
i1AA
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21 C-SINK
17 13 J m3543
U
mEXTERIOR
34 8
SEE NOTE 1
33 8 7 NG143 N
10
o
v
EXTERIOR
o a
INTERIOR
o
36 o
13 30 10
9 16 oz
12 50 DATE: 02 24 12
SCALE: N.T.S.
INTERIOR
18 DWG. sr: JK53
CHX® LFSHORIZONTALCROSSSECTION21HORIZONTALCROSSSECTIONDRAWINGDRANGFL—
15000.2 7
STRIKE JAMB TO SIDELITE 7 HINGE JAMB TO BUCK SHEET
7 OF 12
4" 4"
I
II so TrP. II II
II II II
IIII II MASONRY
MULLION MULLION OPENING
II SHOWN FOR 11 MULLION I II
REFERENCE 1 SHOWN FOR I REFERENCE
I
II I2X
BUCK ASTRAGAL 11
SHOWN FOR II I II
REFERENCE II II II
II II II
II II au
IIIIIIII
II II II
II II II
II II II
II II mo
DOUBLE
DOOR W/SIDELITES BUCK ANCHORING MASONRY
OPENING
2X
BUCK CONCRETE
ANCHOR NOTES: I.
Concrete anchor locations at the comers may be adjusted to maintain the min. edge
distance to mortar jolnts. 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
ANCHOR M1N. MIN CLEARANCE MIN CLEARANCE: TYPE
SIZE:: EMBEDMENT TO MASONRY iQ ADJACENT EDGE _.
ANCHOR; ITW ®
1
4" TAPCONELCO ®
1/
4" ULTRACON2X
BUCK
OPENING
4
4"
II
II II
II
50 TYP• II I
Ih /I11 I
MULLIONS II II
SHOWN FOR 11 I
REFERENCE
LI
II
II II
II II
II a II
II II
II II
II II
II II
II 0
SINGLE
DOOR W/SIDELITES BUCK ANCHORING sn
TYP I
I Id
I
I I
I
ASTRAGAL II
SHOWN FOR 1
REFERENCE I
I I
I I
I I
I I
I I
I I
I I
I I
I z
fillf
1 `
h v
2
C 71
a
U E!
o DOUBLE
DOOR BUCK ANCHORING 2X
BUCK
MASONRY
OPENING
2
O 71[
HA I I]::l/lN TRN:[7i7Qt1 SCALE
N.T.S. DWG.
BY: JK CHK.
BY: LFS DRAWING
NO.: FL—
15000.2 SHEET
S OF 12
h MASONRY
OPENING
FRAME
2X BUCK _
SEE
DETAIL
VIEW "B" —"B''
B„ ,A.,
4"
3413,E
I
II I I 7OET1'
IL' W/
2X BUCK INSTALLATION
SEE 52
W/1X BUCK „2„ INSTALLATION
TYP.
HEAD & JAMBS.
43
TYP. SEE
DETAIL "
1 " TYP. SILL 14 A„
DOUBLE
DOOR W/SIDELITES CONCRETE
ANCHOR NOTES: 1.
Concrete anchor locations at the comers 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
ANCH(SR::::: MIN:: MIN CLEARANCE M,IN; CLEARANCE: iYpE
S IE EM99 MEN7 iO MASONRY TO ADJACENT EDGE. ';%
ANCHOR,::i .::i;: ITW ®
TAPCON
1
4 1-1/4" 2" 4" ITW
TA
CONS 3/16" 1-1/4" 3" 1-1/2" YYUUL/
JL.KCYV IN31ALLAIIUN NUICJ3L KCYVIIV31ALLAIIUNNUIM; 1.
Maintain a minimum 5/8" edge distance, I" end distance, & 1"o.c. spacing of wood
screws to prevent the splitting of wood. MASONRY'
OPENING
FRAME
2X
BUCK _ SEE
DETAIL "
4" A"
7
T 1X I
I W/
2X BUCK I
I —I INSTALLATION
52
W/1X BUCK INSTALLATION
c
U O
43
TYP. SEE
DETAIL
5„
TYP.
SILL 14 VIEW "
C" —"C" SINGLE
DOOR W/SMELITES Cl
10 10
DETAIL "1" THROW
BOLT AT
THE THRESHOLD 10
W/
2X BUCK 13 56
DETAIL "
5" INSTALLATION W/
1X BUCK 55 0
INSTALLATION
SEE
NOTE 2 DETAIL "
2" ATTACH
ASTRAGAL THROW BOLT STRIKE
PLATE TO FRAME AS
SHOWN. j.
z
o m d o
ro z U
N M
JJ
VUZlE
903 UW 0. aa
w
o E
vZ ycLiCl, N
N
1
VIEW '
A" —"A" 13
13
DETAIL "
3" 13
0
13
DETAIL "
4" 02/
24/12 cLr:
N.T.S. BY:
JK BY:
LFS WING
NO.: FL-
15000.2 L
or 12
B„ A..
3"
I
r
I• I I I I l I6..
13 W/2X BUCK
INSTALLATION SEE DETAIL
82 W/1X BUCK 2" MASONRYT INSTALLATION
TYP. HEAD &
OPENING JAMBS.
FRAME v U
O
2X BUCK
SEE DETAIL 14 TYP. SILL
SEE
DETAIL "3"
B„ A.,
VIEW "B"-"B'"
DOUBLE DOOR
CONCRETE ANCHOR NOTES:
1. Concrete anchor locations at the corners may be adjusted to maintain the min.
edge distance to mortarjoints.
e 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
I
maintain the min. edge distance to mortarjoints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
e 3. Concrete anchor table:
ANCHOR. ANCHQk MlN `: MIN: CLEARANCE .:::MIN. CLEARANCE;
TYPE SIZE EMBEDMENT TO MASONRY TO ADJACENT i
EDGE.:.; ANCHOW..
ITW
1/4" 1-1/4" 2" 4"
TAPCON
ITW
TA CON- 3/16" 1-1/4" 3"
WOOD SCREW INSTALLATION NOTES:
1. Maintain a minimum 518" edge distance, I" end distance, & I" o.c. spacing of
n wood screws to prevent the splitting of wood.
d
In 02
No0to6m
13 W/2X BUCK
INSTALLATION _ U n
N
CO z
U o
52 W/1X BUCK
MASONRY INSTALLATION _ u $ co z m °cw
OPENING TYP. HEAD & ` a N m a a00- JAMBS. -
FRAME U c o
v z
Lj
2X BUCK d
4j SEE DETAIL"
I
5.
14 TYP. SILL - N
cD
SEE DETAIL 1 o 0
4°
V) M z
s3 m Q
x w
0.. A' o
0
VIEW "C"-"C'VIEW 'A"-';4" 0~
SINGLE DOOR a a
m
13
v
0
10
N
W/2X BUCK d z
INSTALLTION 12
13 DETAIL "1"
w o
n
W/1X BUCK 54 10 THROW BOLT
AT THE THRESHOLD
INSTALLTION DETAIL "3„ o
10 a
W/2X BUCK 13
INSTALLATION
N_
DETAIL "5°
W/1X BUCK 55 56 w
INSTALLATION o
W/2X BUCK 13 _ o
INSTALLTION z
W 1 X BUCK
DATE: 02/24/12
INSTALLTION 55 Ste: N.T.S.
MO. BY: JK a
GHK. BY: LFS 3
DETAIL "A„
DETAIL "2"
DRAWING NO.:
ATTACH ASTRAGAL THROW BOLT
FL-15000.2STRIKEPLATETOFRAME c
AS SHOWN.
SHEET l0 OF 12
N
r ,
79.25' L). *
2 Qt`0= rn
V',•••• aJ 6
18.88" 18.5' 23" 14.38' ' —{
0 in
1 j 1111
S O m ZO
O
O I 09
0 z 3EmztiL
nl
oro9 W
o a `o a
TYP. V
a
z
mam
d
E o
27 27 a
TYP. TYP.
J
LC4.5" 4.5"
Is
o
3.25' 3.25" w , w
Hm hQ
U
Q
KO
o.7s" o.7s'
1.910"
a a
jMm
V
m
V
24
0.063"
0N
Zo
24A SEE NOTE 1 e
x L
j
o
24
Q
a uz
O F
0.126"--o1-0:
02/24/12 z
1 ASTRAGAL DETAIL SCALE: N.T.S.
3NOTE:
DWG. BY: JK m
1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP cHK. er: LFS ;
AND THE BOTTOM. DRAWING NO, ¢
N
FL-15000.2 0
SHEET 11 OF 12
N
Item DESCRIPTION Material
I
SMOOTHSTAR DOOR SKIN .070" MINIMUM THK. FIBERGLASS &
FIBER CLASSIC DOOR SKIN A 10" MIN. THK. FIBERGLASS BY
THERMA-TRU wilh yield strength Fy(min.)=6,000 psi
FIBERGLASS
2 FC TOP RAIL WO00 COMPOSITE
3 FC LATCH STILE WOOD COMPOSITE
4 FC HINGE STILE PONOEROS4 PINE, SG=0.43 WOOD
5 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' LC. PFH WOOD SCREW STEEL
11 SS BOTTOM RAIL WOOD COMPOSITE
11 110 x 2' LG. PFH WOOD SCREW STEEL
13 18 x 2-1 2" LG. PFH W00D SCREW STEEL
14 1 4" x 2-I 4" ITW PFH CONCRETE SCREW STEEL
15 SIDEURE BOTTOM BOOT .090" EXTRUDED VINYL VINYL
16 1 2X BUCK SG >= 0.55 WOOD
17 MAX. 1 4' SHIM MATERIAL WOOD
18 KWIKSEF PASSAGE LOCK - SIGNATURE SERIES
19 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM.IWOOD
20 HEADER PONDEROSA PINE, SG=0.43 WOOD
21 STRIKE JAMB PONDEROS4 PINE, SG=0.43 WOOD
22 HINGE JAMB PONDEROSA PINE, SG=0.43 WOOD
23 KWIKSET DEADBOLT - SIGNATURE SERIES 780
24 HURRICANE ASTRAGAL ALUM.
24A ASTRAGAL FLUSH BOLT STEEL
24B ASTRAGAL FLUSH BOLT RETAINER ALUM.
26 SS HINGE STILE PONDER0S4 PINE, SG=0.43 WOOD
27 110 x 1-1 2" LG. PANHEAO SHEET METAL SCREW STEEL
28 INSWING DOOR BOTTOM SWEEP VINYL
30 FC SS WOOD LOCK BLOCK PONDEROSA PINE SG=0.43 WOOD
JI SS LATCH STILE WOOD COMPOSITE
J2 1 8 THK. CELLULAR, GLAZING TAPE STIK-11 TAPE
33 PLASTIC UP LITE FRAME BTS BTS
34 PLASTIC LIP LITE FRAME (TCM) TCM
35 BLANK JAMB PONDEROSA PINE, SG=0.43 WOOD
36 SIDELITE SIDE STILE PONDEROSA PINE, SG=0.43 WOOD
37 JIO x"1-3 4" LG. PFH WOOD SCREW STEEL
38 SS TOP RAIL WOOD COMPOSITE
40 SILICONE CAULK SILICONE
41 8-10 x 1-I 2" PLASCREW FOR ITEM 34 STEEL
42 SIDELITE TOP & BOTTOM RAIL PONDEROSA PINE SG=0.43 WOOD
43 18 x 2" LG. PFH WOOD SCREW STEEL
50 1 4" x 2-3 4" PFH ELCO OR ITW CONCRETE SCREW STEEL
51 1X BUCK SG >= 0.55 WOOD
52 1 4' x 3-3 4" ITW PFH CONCRETE SCREW STEEL
53 MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI
301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE
54 1 4' x 3-I 4"ITW PFH CONCRETE SCREW STEEL
55 3 16' x 3-1 4' ITW PFH CONCRETE SCREW STEEL
56 ASTRAGAL STRIKE PLATE STEEL
4,563'
1.063'
cAi9 z
fin' '•.
j111111 Pi
M
0 212235 D FRAME p°
FINGER JOINTED PONDEROSA PINE, SG=0.43
IINSWING DOOR BOTTOM SWEEP
EXTRUDED VINYL .080"
WALL MAX. .034" WALL MIN.
2.141
F91" --{
17`
INSWING SIDELITE
BOTTOM BOOT
0.09" EXTRUDED VINYL WALL
5.75 Y'
v
Em
LpU "r
a
caBZ
c I,Ia
DATE: 02/24/ 12
SCALE: N.T.S.
1SELF ADJUSTING SADDLE THRESHOLD
OWG D'` JK
ALUMINUM/VINYL .045" WALL ALUM. CHK, m': LFS
080" THK. WALL VINYL TYP. DRAWING NO.:
FL-15000.2
Florida Building Code Online Page 1 of 1
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for use in HVHZ ALL Impact
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14634 4
Product
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Type 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
vv:. „
r .,r,.. ,,vw •a r yr uie -1 1'M w111' 1. 1. -L-1e1y. 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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www.floridabuilding.org/pr/pr_app_Ist.aspx 11 /29/2017
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o Product Approval
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Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL14634-R2
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived ED
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
W 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
2 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.pdf
Standard
AAMA/NWWDA 101/I.S.2
ASTM E 330
Method 1 Option D
Year
1997
2002
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Florida Building Code Online Page 2 of 2
Date Submitted 04/22/2015
Date Validated 04/30/2015
Date Pending FBC Approval 05/12/2015
Date Approved 06/23/2015
Date Revised 10/12/2017
Summary of Products
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.Ddf
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.Ddf
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.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: +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.Ddf
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 PER3055 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.Ddf
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.Ddf
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(i), 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:
gn .;;
Credit•
Safe
t i ur.i t F+I E I`icusl
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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 IS THE
MINIMUM NUMBER OF ANCHORSTO BE USED FOR PRODUCT
INSTALLATION.
3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A
TOLERANCE OF t1/2 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 1/161NCH OR GREATER OCCURS.
SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR
BETTER.
S. FOR INSTALLATION INTO WOOD FRAMING, USE H12 WOOD SCREWS
OF SUFFICIENT LENGTH TO ACHIEVE 11/2 INCH MINIMUM
EMBEDMENT.
6. FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY,
OR DIRECTLY INTO CONCRETE/MASONRY, USE 1/41NCH 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.
B. 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 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 3000 PSI.
C. MASONRY -STRENGTH CONFORMANCE TO ASTM C-90.
MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI.
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 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. 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
L A INSTALLATION A GENERAL NOTES
2 ELEVATION A ANCHOR LAYOUT
3 VERTICAL SECTIONS
4 HORIZONTAL SECTIONS A 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/-50 PSF NOT RATED
RISER
0 PLY GEM4VINDOWS
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540-484-634B FX: 540-484-6683
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PLY GEMWITILZY,'s
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA Z4151
PH: 540-484 6348 FX: 540-484-6683
m
UNIT MAX.
WIDTH 96.00" ~ V) V it $ T
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D.L.O. MAX PANEL MAX
0 v EllWIDTH41.66" y WIDTH 45.5"
H a p¢
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CORNERS TYP. w r o o Z
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INSTALLATION
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ANCHOR
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HEIGHT 4 4
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O.C. TYP ~IO.C. TYP ~I
1/4" ELCO TAPCON
INSTALLATION ANCHOR
CAULK BETWEEN
CONCRETE/MASONRY &
1X WOOD BUCK BY OTHERS
EXTERIOR FINISH
BY OTHERS
PERIMETER CAULK
BY OTHERS
iX WOOD BUCK
O.A. DOOR
BY OTHERS
HEIGHT SEE GLAZING
I DETAIL
EXTERIOR
2 1/2" MIN. EDGE
DISTANCE
CONCRETE/MASONRY
BY OTHERS
2 1/2" MIN.
EMBEDMENT
A.
1/4" MAX.
SHIM SPACE
g VERTICAL SECTION
3 HEAD - CONCRETE/MASONRY
EXTERIOR
O.A. DOOR
GLAZINGSEEHEIGHT
DETAIL
INTERIOR
INTERIOR
12 WOOD SCREW
INSTALLATION ANCHOR
Bd ROOFING NAIL
INSTALLATION ANCHOR
OPTIONAL)
CAULK BETWEEN
FIN & 2X WOOD STUD
BY OTHERS
CAULK BEHIND
FLASHING & OVER
NAILS BY OTHERS
EXTERIOR FINISH
BY OTHERS
PERIMETER CAULK
O.A. DOOR
BY OTHERS /
HEIGHT
EXTERIOR
SEE GLAZING
DETAIL
PERIMETER CAULK
BY OTHERS
PERIMETER CAULK
BY OTHERS
CONCRETE/MASONRY - ' 2 1/2" MIN.
BY OTHERS - 4 EMBEDMENT
1/4" ELCO TAPCON
INSTALLATION ANCHOR
2 1/2" MIN. EDGE
DISTANCE
A VERTICAL SECTION
3 SILL - CONCRETE/MASONRY
PLY GEMWINDOWS
433 N. MAIN 5T., PO BOX 559,
ROCKY MOUNT. VA 24151
PH: 5404B4-6348 FX: 540-464-6683
a m
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DISTANCE ui N o
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BY OTHERS o zwSdmw
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m a
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SHIM SPACE
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ij
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3 HEAD - 2X WOOD FRAME
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W063 SHEET:
3 OF 4 F:
1 1/2" MIN.
EMBEDMENT
12 WOOD SCREW
INSTALLATION ANCHOR
3/4" MIN. EDGE
DISTANCE
2X WOOD FRAME BY OTHERS
8d ROOFING NAIL
INSTALLATION ANCHOR
OPTIONAL)
CAULK BETWEEN FIN h 2X
WOOD STUD BY OTHERS
EXTERIOR FINISH BY OTHERS
CAULK BEHIND FLASHING 6
OVER NAILS BY OTHERS
PERIMETER CAULK BY OTHERS
SEE GLAZING DETAIL 1
O.A. DOOR
WIDTH
HORIZONTAL SECTION
JAMB-2X WOOD FRAME
p HORIZONTAL SECTION
4 INTERLOCK
1/4" MAX.
SHIM SPACE
2 1/2" MIN.
EMBEDMENT
2 1/2" MIN. EDGE
DISTANCE
CONCRETE/MASONRY
BY OTHERS
t, 1/4" ELCO TAPCON
INSTALLATION ANCHOR
CAULK BETWEEN IX WOOD BUCK d
CONCRETE/MASONRY BY OTHERS
EXTERIOR FINISH BY OTHERS
PERIMETER CAULK BY OTHERS
SEE GLAZING DETAIL 1
O.A. DOOR
WIDTH
HORIZONTAL SECTION
4 JAMB - MASONRY/CONCRETE
5/8" O.A. INSULATED GLASS
EXTERIOR
INTERIOR
I .75"GLA55
I BITE
GLAZING DETAIL 1
NOTE:
GLASS THICKNESS AND TYPE
SHALL COMPLY WITH ASTM E 1300
REQUIREMENT GLA55 CHARTS.
PLY GEM1^, Idl1U''1vS
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540-484-6348 FX: 540-484-6683
V)
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SHEET:
4 OF 4
Florida Building Code Online Page 1 of 1
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Refine Search
FL# 9174
Product Manufacturer ALL
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Approved for use outside HVHZ ALL
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FL# Type 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
vpprovea Dy UUrK. Approvals Dy UnrK snau De reviewea ano raoneo Dy ure rw dnui Ur uie wnu numvu a ue1c»aiy.
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Copvriaht 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:
Eg
Credit Card
Safe
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Florida Building Code Online Page 1 of 6
IProfessonal RegulationMON 4 ,._.
x.,®...._ a,.s ._. -; tFBPit {idt _ABOUY:D9PR OBPR.DI ISIGN9 rCONTAC1 tl6PR
bProduct ApprovalreUSER: Public User
W rtn:CJpi;:
Product Aooroval Menu > Product or Application Search > Application Lis[ > Application Detail
FL #
Application Type
Code Version
Application Status
Comments
Archived
FL9174-R11
Revision
2014
Approved
set to re -apply per applicants request 4/28/15-rb
13
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
10 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
9 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
https://www.ftoridabui[ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufI... 11 /30/2017
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
SummarV 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
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +26.90/-30.80
FL9174 R11 II 0228 318958 P7.pdf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WD3am1bSupplementP16 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.pdf
FL9174 R11 AE Eval Rept 9100 rl s.odf
FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf
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
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +15.30/-17.00
FL9174 Rll II 0229 318959 P8.pdf
FL9174 Rll II Track Supplement Chart P10.1)df
FL9174 R11 II WD3ambSupplementPl6 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 Rll AE ASTM A 653.odf
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
9174.3 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
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
FL9174 R11 II 0230 318960 P10.0f
FL9174 R11 II Track Supplement Chart P10.odf
FL9174 Rll II WDJambSupplementPl6 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.odf
Created by Independent Third Party: Yes
9174.4 5120 / 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
Approved for use outside HVHZ: Yes
FL9174 Rll II 0231 318996 P5.pdf
FL9174 Rll II Track Supplement Chart P10 pdf
Impact Resistant: Yes
Design Pressure: +30.00/-33.50
FL9174 R11 II WDJambSupplementP16 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 FL9174 Rll AE ASTM A 653.pdf
replacement door. FL9174 Rll AE Eval Rept 9100 rl s.pdf
FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.1)df
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
Impact Resistant: Yes
FL9174 R11 II 0234 319022 P5.pdf
FL9174 R11 II Track Supplement Chart PSO.pdf
FL9174 Rll II WD3ambSuoplementP16 s.pdf
Design Pressure: +43.20/-49.60 Verified By: John E. Scates P.E. FLORIDA PE 51737
Other: 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 3 of 6
Evaluation Reports
FL9174 R11 AE ASTM A 653.odf
FL9174 R11 AE Eval Rept 9100 rl s odf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.6 5120 / 6100 / 9100 #0235 16' 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 Rll II 0235 319023 P6.1)df
Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf
Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10 odf
Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoolementPI6 s odf
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 Reot 9100 rl s.pdf
FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.pdf
Created by Independent Third Party: Yes
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.
IS' 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 Ddf
FL9174 R11 II WD)ambSu[)DlementP16 s.odf
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.odf
FL9174 R11 AE FL09174,r9 Affirmation for FBC 5th 2014s.odf
Created by Independent Third Party: Yes
9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing
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: +18.50/-20.70
Other: Doors with glazing shall not be used in the
Installation Instructions
FL9174 Rll II 0233 319000 PS.pdf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WDJambSuoplementPl6 s odf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
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.Ddf
FL9174 Rll AE Eval Rept 9100 rl s.pdf
FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.odf
Created by Independent Third Party: Yes
9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing
available in top or intermediate section.
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +30.00/-33.50
Other:
Installation Instructions
FL9174 R11 II 0236 319024 P6.Ddf
FL9174 Rll II 319040 P1 Post.pdf
FL9174 R11 II Track Suoplement Chart P10.odf
FL9174 R11 II WD3ambSuoolementP16 s.Ddf
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.pdf
FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.1)df
Created by Independent Third Party: Yes
9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing
available in top or intermediate section.
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:
Installation Instructions
FL9174 Rll II 0237 319025 P6.pdf
FL9174 R11 II 319040 P1 Post.odf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WD3ambSupplementP16 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 653.1)df
FL9174 R11 AE Eval Regt 9100 rl s.Ddf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf
Created by Independent Third Party: Yes
9174.11
https://www.floridabui[ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufI... 11 /30/2017
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.pdf
FL9174 R11 II WDJambSupplementP16 s.odf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
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.pdf
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
9174.12 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
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +41.00/-46.30
Other:
Installation Instructions
FL9174 R11 II 0601 319027 P4.pdf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 R11 II WDJambSuoDlementP16 s pdf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
Evaluation Reports
FL9174 Rll AE ASTM A 653.pdf
FL9174 R11 AE Eval Rent 9100 rl s Ddf
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
0602
16' Max width. 10' Max height. Max section height 24". Glazing
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 0602 319028 P5.pdf
FL9174 R11 II Track Supplement Chart P10.pdf
FL9174 Rll II WD3ambSupplementPl6 s.odf
Verified By: John E. Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
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.pdf
FL9174 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
9174.14 5120/5140/6100/9100/9400/9600
0603
16' Max width. 10' Max height. Max section height 24". Glazing
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. +23.00/-25.00
Other: Doors with glazing shall not be used in the
Installation Instructions
FL9174 R11 II 0603 319029 P5.ndf
FL9174 R11 II Track Supplement Chart P10 pdf
FL9174 R11 II WD3ambSupplementP16 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.pdf
FL9174 R11 AE Eval Rept 9100 rl s.pdf
FL9174 Rll AE FL09174 r9 Affirmation for FBC Sth 2014s.pdf
Created by Independent Third Party: Yes
9174.15 5120/5140/6100/9100/9400/9600
0604
16' Max width. 8' Max height. Max section height 24" Glazing
available in top or intermediate section.
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.
Installation Instructions
FL9174 Rll II 0604 319030 P5.pdf
FL9174 R11 II 319040 P1 Post.Ddf
FL9174 R11 II Track Supplement Chart P10 Ddf
FL9174 R11 II WDJambSupplementP16 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 T5120/5140/6100/9100/9400/9600
0605
18' Max width. 10' Max height. Max section height 24". Glazing
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.Ddf
FL9174 R11 II Track Supplement Chart P10.Ddf
FL9174 R11 II WDJambSupplementP16 s.pdf
Verified By: John E Scates P.E. FLORIDA PE 51737
Created by Independent Third Party: Yes
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl... 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
replacement door.
FL9174 R11 AE ASTM A 653.odf
FL9174 R11 AE Eval Rept 9100 rl s.Ddf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf
Created by Independent Third Party: Yes
9174.17 5120/5140/6100/9100/9400/9600
0606
18' Max width. 8' Max height. Max section height 24" Glazing
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: +30.00/-33.50
Other: Doors with glazing shall not be used in the
Installation Instructions
FL9174 R11 II 0606 319032 P6.odf
FL9174 R11 II 319040 P1 Post.odf
FL9174 R11 II Track Supplement Chart P10 odf
FL9174 Rll 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
replacement door.
Evaluation Reports
FL9174 R11 AE ASTM A 653.01'
FL9174 R11 AE Eval Rept 9100 rl s odf
FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.01'
Created by Independent Third Party: Yes
9174.18 5120/5140/6100/9100/9400/9600
0609
18' Max width. 8' Max height. Max section height 24" Solid only -
no glazing available.
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:
Installation Instructions
FL9174 R11 II 0609 319035 PS.pdf
FL9174 R11 II 319040 P1 Post.pdf
FL9174 Rll II Track Supplement Chart P10.Ddf
FL9174 R11 II WDJambSupplementP16 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 Reot 9100 rl s.pdf
FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.odf
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
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
Installation Instructions
FL9174 R11 II 0608 319034 P4.pdf
FL9174 R11 II Track Supplement Chart P10.Ddf
FL9174 Rll II WD3ambSupplementP16 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
structure is designed as partially enclosed or door is a
replacement door.
Evaluation Reports
FL9174 Rll AE ASTM A 653.1)df
FL9174 Rll AE Eval Rept 9100 rl s odf
FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf
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
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25.90/-28.80
Other: Doors with glazing shall not be used in the
Installation Instructions
FL9174 Rll II 0607 319033 P5.1)df
FL9174 R11 II Track Supplement Chart P10 odf
FL9174 Rll 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
structure is designed as partially enclosed or door is a
replacement door.
Evaluation Reports
FL9174 RlI AE ASTM A 653.odf
FL9174 R11 AE Eval Reot 9100 rl s.Ddf
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 32322 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:
https://www.floridabui[ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufI... 11 /30/2017
tll SL
1. SHORT GLAZED PANEL OPTION - .090' MINIMUM
SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER
13 GA HORIZ ANGLE -
WITH A MINIMUM OF (6) b8x1" SCREWS INSTALLED IN
TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT
DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN 13 CA FLAG ANGLE -
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 16 GA MIN HORIZ-
RESISTANT AND DOES NOT MEET THE REQUIREMENTS TRACK
FOR WIND-BORNE DEBRIS REGIONS.
5/16x1-5/8'-
2. LONG GLAZED PANEL OPTION - NOT AVAILABLE LAG SCREWS
WITH THIS OPTION CODE. MIN 3 AS
SHOWN)
3. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM
OF 6" O.C. MUST OVERLAP TOP AND BOTH ENDS OF 16 GA MIN VERT-
PANELS MINIMUM 7/16' TO MEET NEGATIVE
TRACK
PRESSURES.
5/16 LAG
4. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. T EACHSCREEWWAATJAMB
BRACKET 5.
SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE
POLYURETHANE FOAM INSULATION CHEMICALLY 1/4-204/16" TRACK - BONDED
TO 30 GA MINIMUM FACER STEEL AND A BOLT
AND 1/4-20 HEX POLYLAMINATEOR32GASTEELBACKER. END CAP NUT
AT EACH JB JAMB TO
HAVE A MINIMUM 1.4" DEPTH. BRACKET
LOCATION 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 15 GA STIFFENED - STRUCTURE.
JAMB BRACKETS SEE
SCHELDULE FOR 8.
LOUVER OPTION - MINIMUM LOUVERS IN OUANITY, LOCATION, 040" MOLDED
FRAMES SCREWED TOGETHER WITH A MINIMUM AND TYPE OF (
6) #Bx1" SCREWS INSTALLED IN THE BOTTOM SECTION.
LOUVERS ARE NOT IMPACT RESISTANT AND DO
NOT MEET THE REQUIREMENTS FOR WIND-BORNE KEY LOCK OR SLIDE LOCK - DEBRIS
REGIONS. -LOUVERED SECTION REQUIRES BOTH ENDS (NOT REQUIRED OPERATOR
STILE TO BE FACTORY INSTALLED AT THE WITH OPERATOR - SEE NOTE CENTERLINE
OF THE DOOR. 4). SLIDE LOCK SHOWN FOR CLARITY
NOTE: (
4) SECTION SOLID DOOR
SHOWN. SEE SHEET 2 FOR
U-BAR LOCATIONS ON DOORS
WITH OTHER SECTION QUAN11TIES
AND SEE NOTE 1 ON
THIS SHEET FOR GLAZING OPTIONS. SUPERIMPOSED
DESIGN PRESSURE LOADS
ON SUPPORTING STRUCTURE MAX
DOOR
DOOR HEIGHTUNIFORM LOAD EACH JAMB (PLF) WIDTH
16'-
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 rce4uirceu
ury u mu n t innry urt EgUAL
TO 12'-0". JAMB
BRACKET SCHEDULE EC
OF SECTIONSNO.
OF JAMB BRACKETS
EACH
JAMB) TRACK
TYPELOCATION
OF C N RUNE 0 JAM BRACKETS
MEASURED FROM BOTTOM OF
TRACK (ALL DIMENSIONS t 2') 4
6 01 JB , 13" 01 , 25-1 2" JB), 34" JB , 45-1 4' 01 , 63' JB h46FATJB), 10" (JB), 21-3/4" (JB), 29-3/4" (JB), 42" (JO). 63-1/4" (JB) 5
8 01 JEI), 13" (QI), 23" (JB), 34- (JB), 47-1/4" (QI), 58- (JO), 67" (QI), 75- (JB) 5
8 FAT JB , 10' (JB), 21-3 4" JO), 29-3 4" JB), 4B" JB , 57-1 4" JB , 66" (JB), 75-1 2' (JB) HIGH
UFT ROOF PITCH SEE NOTE BELOW REVISIONS
ADDED
SUPERIMPOSED SIGN
PRESSURE LOADS 4
SUPPORTING FRUCTURE
AND ARIFIED
NUMBER OF STENERS
AND CENTER NOES
REQUIRED FOR ARROWER
DOOR WIDTHS. RB
5/10/06 2
MODIFIED NOTE 8 TO FATE
THAT LOUVERS RE
NOTIMPACT SISTANT.
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. CREASED
MAX HEIGHT 0
8'-9 ADDED HIGH FT
AND ROOF PITCH RACK
NOTE. RT
4/29/09 5
UPDATED TITLE BLOCK RT
5/4/10 JB)
FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK PATH 1/4-20x9/16" TRACK BOLT AND NUT. 01)
FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. ALL
DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. STATIC
PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A w
DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" DATE NAME s
TEST (PSF): +38.85/-43.20 MAX HEIGHT: B'-9" DRAWN I 3/B/D6 GIRT Dalton
IMPACT/CYCLIC RATED (YES/NO): NO MAX SECTION HEIGHT: 21 CHECKED 4/6/06 MRB J3121
FAIRGAIE. EDRE SHEET 1 OF MODELS 5140/9400/9600 2 CARROLLTON, 51737XTx
308/ A DIVISION OF OVERHEAD DOOR CORP DRAWING PART NO. REV. 5007 FL
PE
51737 TX PE 5630B/F2203 3395 ADDISON
DRIVE PROFESSIONAL ENGINEER'
S SEAL WNDLOACONS RDCTIEDONLYFOR PENSACOLA, FLORIDA 32514 WINDLOAD SPECIFICATION OPTION CODE 0607 319033 P5 VER850 474-9890
13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE
FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED
PRE -PUNCHED HOLES '-
TOP FIXTURE
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) 1/4-14x7/8" /
CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS I
FOR STANDARD TRACK AND (3)
G
1/4-14x7/8" SELF DRILLING
CRIMPTITE SCREWS FOR LOW
HEADROOM TRACK (2 OF MICH D:
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 END
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
CRIMPTIE 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
MOTE- 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.
18 GA HINGE ATTACHED PLACE U-BAR OVER
WITH (6) 1/4-204/8" INTEGRAL RIB AND ATTACH
CRIMPTITE SCREWS (2 OF
NTH 1SCREWS6l/88" WHICH ARE FACTORY
CRIMPTITE RU
ATTACHED, 3 OF WHICH
PRE -PUNCHED HOLES AT
ARE FIELD INSTALLED INTO EACH INTERMEDIATE HINGE
LOCATION 1 THRU FLANGETOPLEAF, AND 1
INSTALLEDFIELDWHICHISFEINSTOF U-BARBOTTOM THRU PRE -
PUNCHED HOLE L HINGE
LEAF
AND 1 THRU IN U-
BAR) WEB OF U-BAR AND INTEGRAL RIB
OF SECTION) DETAIL C
12 GA
BOTTOM BRACKET FACTORY ATTACHED
WITH D 3)
1/
4-14x5/8' PLACE U-BAR OVER INTEGRAL RIB 'NTH CRIMPTITE SCREWS
NOTCH DOWN TO CLEAR BOTTOM BRACKET AND
ATTACH THRU END CAP AT EACH
END WITH (1) 1/4-14x7/8" SELF DRILLING
CRIMPTITE SCREW AS SHOWN AND
USE (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE
SCREW ACROSS THE BOTTOM OF
THE BOTTOM U-BAR AT EACH PRE -
PUNCHED HOLE AT EVERY DETAIL D
HINGE LOCATION. USE (1) 1/4-20x5/8" CRIMPTITE SCREW
AT ALL OTHER PRE -PUNCHED
HOLE LOCATIONS. JOHN E.
SCATES, PE 3121 FNRGATE
DR. CARROLLTON, TX
75007 FL PE
51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'
S SEAL PROVIDED ONLY FOR VERIFICATION OF
NINDLOAD CONSTRUCTION DETAILS. agpd' Dalton
DIVISION
OF
OVERHEAD DOOR C 3395 ADDISON
DRIVE PENSACOLA, FLORIDA
32514 REVISIONS P1
ADDED
SUPERIMPOSED DESIGN PRESSURE
LOADS ON SUPPORTING
STRUCTURE AND
CLARIFIED NUMBER
OF FASTENERS AND
CENTER HINGES REQUIRED
FOR NARROWER DOOR
WIDTHS. MRB 5/
10/06 P2 MODIFIED
NOTE 8 TO STATE THAT
LOUVERS '.. ARE NOT
IMPACT RESISTANT. GRT
6/
6/07 P3 MODIFED
JAMB BRACKET SCHEDULE
FOR 5) SECTION
DOORS FAT OPTION.
ADDED LHR NTH (6)
3", 18 GA, TRACK DETAIL
SHEET 2. GRT 4/
17/08 80 KSI
U-BARS i LOCATED OVER
P4 ADDED TEXAS LICENSE INTEGRAL RIBS
AS NUMBER TO TITLE BLOCK. SHOWN CHANGED
LOUVER NOTE. INCREASED MAX
HEIGHT 4) SECTION
DOORS LL TO 8'-9". ADDED HIGH WITH (5)
3", 18 GA, f LIFT AND ROOF PITCH 80 KSI
U—BARS TRACK NOTE. LOCATED OVER
GRT 4/29/09 INTEGRAL RIBS
AS SHOWN P5
UPDATED TITLE BLOCK GRT 5/
4/10 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) 1/4-140/8" SELF DPoLUNG
CRIMPTITE SCREWS AT EACH END CAP EXCEPT BOTH
U-BARS ON BOTTOM SECTION - SEE DETAIL B
AND D THIS SHEET), (2) 1/4-14x5/8" CRIMPTITE SCREWS
APPROXIMATELY MIDWAY BETWEEN END OF
DOOR AND INTERMEDIATE HINGE LOCATION, AND (1)
1/4-14x5/8" CRIMPTITE SCREW APPROXIMATELY 8"
FROM EACH ENO. FOR DOOR MOTHS 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 MOTHS LESS
THAN OR EQUAL TO 12'-D", 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/
4-14x5/8" CRIMPTITE SCREWS. 3. 18
GA U-BARS SHALL BE STAMPED "46" APPROXIMATELY 8'
FROM EACH END. STATIC PRESSURE
RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): +
25.90/-28.80 MAX WIDTH: 16'-0" 1 1 DATE NAME TEST (PSF): +
38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 1 3/8/06 1 GRT IMPACT/CYCLIC
RATED (YES/NO): NO MAX SECTION HEIGHT: 21" ICHECKED 4/6/06 1 MRB MODELS 5140/
9400/9600 SHEET 2 of 2 DRAWING PART
N0. REV. WINDLOAD SPECIFICATION
OPTION CODE 0607 319033 1 P5
SPLICE PLATE LOCATION
r
SEE SCHEDULE
14"
MAX
12"
MAX
12"
MAX I
I 12"
MAX
12"
MAX
CLIP DETAIL
CLIP LOCATIONS
SEE SCHEDULE
13 GA MIN
CONTINUOI
WALL ANG
11 GA MIN
CLIP SEE
SCHEDULE
TYPICAL CLIP
BOLTING DETAIL
13 GA MIN
CONTINUOUS
WALL ANGLE-T=
2) 1 /4" X
7/16 SEMI j
TUBULAR _
RIVITS i
11 GA MIN
CLIP SEE
SCHEDULE-
R SW
0.28"
2
12"
MAX VT RACK 13 GA MIN
CONTINUOUS
WALL ANGLE
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 56305/F2203
PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR
VERIFICATION OF WINDLDAD CONSTRUCTION DETAILS.
TYPICAL CLIP
RIVETING DETAIL
TYPICAL CLIP
WELDING DETAIL
TRACK
3) 1 /4"-20 TRACK
OR CARRIAGE BOLT
WITH 1/4"-20 NUT
TRACK
1) 1 /4"-20 TRACK
OR CARRIAGE BOLT
WITH 1 /4"-20 NUT
11 GA MIN CLIP
SEE SCHEDULE
1) 1/4"-20 TRACK
OR CARRIAGE BOLT
WITH 1/4"-20 NUT
TRACK
DESIGN PRESSURE CHART
MAX
DOOR
WIDTH
MAX PSF
9'-0" 46.0 PSF -52.0 PSF
16'-0" 46.0 PSF/-52.0 P
18'-0" 46.0 PSF/-52.0 P
TRACK SUPPLEMENT
SF ague®
SF Balton
3395 ADDISON DRIVE
CHART PENSACOLA, FLORIDA 32514
850) 474-9890
REVISIONS
2 2 INCH
TRACK —CLIPS —TEXAS
WALL ANGLE 12 FOOT
JPDATED
BPJ 6/11/03
3 UPDATED FORMAT.
NCREASED 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
OPT 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 do CLIP
SCHEDULES.
DLP 9/06/07
P6 UPDATE MOUNTING
DETAIL DRAWINGS.
GRT 10/05/07
P7 UPDATED CHARTS TO
ELIMINATE THE USE OF
THE #8 CLIP (REPLACED
WITH #9 ACROSS THE
BOARD).
DLP 1D/24/D7
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.
GIRT 12/11/06
P10 UPDATED TITLE
BLOCK
GIRT 6/2/10
DATE
DRAWN
SHEET 1 OF 2
DRAWING PART NO. REV.
307494 P10
2 3/4" f1"
EDGE DIST
5/16" x 1-5/8"
LAG SCREW OR
EQUIVALENT INTO
MIN 2 x 6 NO.2
SPF (G=0.42) OR _
BETTER AT EACH
HOLE OR PAIR OF
HOLE LOCATIONS
E60XX MIN.
1 /8 2-24
1/8 V 2-24
MIN 3/16" THICK
STEEL FOR MOUNTIN
WALL ANGLE
TRACK CLIP
1 /4-2Ox9/16"
TRACK BOLT AND
1/4-20 HEX NUT
MOUNTING TO WOOD JAMB DETAIL
2 3/4"
MIN EDGE DIST
d
A,
Ld
a" d
CONCRETE MOUNTING DETAIL
JOHN E. SCATES, PE
3121 FAIRGATE DR.
CARROLLTON, TX 75007
FL PE 51737 TX PE 56308/F2203
PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR
VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS.
MOUNTING TO STEEL DETAIL
OPTIONAL: WALL ANGLE MAY BE \
ATTACHED TO SUPPORTING STEEL
WITH MIN. (1) 1/4-20x7/8" 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
HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE
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'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22
MODELS 5200 8000 8024 8100 8124 8500 2" THICK
DOOR
HEIGHPLATECLIP #'S FROM BOTTOM TO TOP SPLICE
7'-0" 5, 6, 6, 7, 7, 9 12
8'-0" 5, 6, 6, 7, 7, 9, 9 12
9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14
10'-O" 5, 6, 6, 7, 7, 9, 9, 9, 11 14
11'-0" 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" 1 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 PLATE #
7'-0" 4, 4, 4, 4, 5, 6 8
8'-O" 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 12
MODELS 9100 9400 9600 9700 9800 1" THICK
DOOR
HEIGHT
CLIP #'S FROM BOTTOM TO TOP 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
0'- 10" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 6
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
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
P5 UPDATE MOUNTING
DETAIL DRAWINGS.
GRT 10/05/07
P7 UPDATED CHARTS TO
ELIMINATE THE USE OF
THE #8 CLIP (REPLACED
WITH #9 ACROSS THE
BOARD).
DLP ID/24/07
PS UPDATED STEEL
MOUNTING DETAIL
MRB 04/11/08
P9 EXPANDED 1-1/2" TO
1-3/8" DOOR THICKNESS
CHART UP TO 14' HIGH.
GIRT 12/11/08
P10 ADDED MODEL 8700.
UPDATED TITLE BLOCK
GIRT 6/2/10
agn DATE NAME
9
v
DRAWN 8/21/07 CRT
CHECKED 8/21/07 MR811®
SHEET 2 OF 2
3395 ADDISON DRIVE
PEN
850)A4FLORIDA 74032514
9890
DRAWING
PART
NO. 307494 REV.
P10
TRACK
SUPPLEMENTCHART
A Division of Overhead Door Corporation
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 NOTE a
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 1 9 7 6
780 9 7 6
800 1 9 7 1 6
o'; cEaa ioFoA /iFV
No. 51737
C STATE O ;sty
FCOR P' N
I/SSIONA; % 1111
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.
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.
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. 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 56308/1`2203 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)NIE s
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
11 I I I I
p`j`N F TF /ii
4o. 51737
0 ; STATE OF ; Q `
i ` '•LORI ('sue
1IIII1\
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 = 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. 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)N01EI
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 11 1 13 1 16
780 10 13 16
800 10 13 15
F r' /,ice
W. 0737
00 STATE OF •(-`
f-0,
s PLO
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 = 16ft
LOAD PER JAMB = 30psf x 16fU2 = 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.
ADoroved 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/F2203 Revision P16
SCHEDULE4
3/8" 0 SIMPSON TITEN HD SCREW ANCHORS
MAXIMUM SPACING OF ANCHORS PER JAMB (IN)
LOAD PER
JAMB(LB/FT) NOTE
2500 PSI
CONCRETE NOTE I
4000 PSI
CONCRETE NOTE 1
2000 PSI GROUT
FILLED CMUNOTE2
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 N/A
800 1 16 17 N/A
0" - ENaF rFs/
No. 51737
i
0 STATE OF / I -
i 0` •••FIOR QP 6
IIII11
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 2-3/411.
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 = 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.
Aooroved
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/F2203 Revision P16
SCHEDULE 5
3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR
MAXIMUM SPACING OF ANCHORS PER JAMB (IN)
LOAD PER
JAMB LB/FT NOTE4
2500 PSI
CONCRETE NOTE I
4000 PSI
CONCRETE NOTE'
2000 PSI GROUT
FILLED CMUNOTE2
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 18 18 8
780 1 18 18 1 8
800 1 17 17 1 8
1. BASED ON 3/8"0 HILT] KWIK BOLT EXPANSION ANCHOR WITH A 1-3/4" 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 HILTI 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 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 09:58:27-06'00'
John E. Scates, P.E.
3121 Fairgate Dr.
Carrollton, TX 75007
FL PE 51737 TX PE 56308/1`2203 Revision P16
ayne
nalton
3395 ADDISON DRIVE
PENSACOLA, FLORIDA 32514
850) 474-989CI
p y EN3F•4' i
A
No. 51737 ••'
0 :•• STATE OF
Digitally signed by John E. Scates, P.E.
Date: 2015.02.20 09:58:53-06'00'
J N E SCATES PE
3121 -RGATE DR.
CARRIX1TCK 1X 75M7
R PE 51737 T PE 5—/Ff2D3
PROFfSpONAL ENPNEERS SEAL PRDMDFD DNLY Fdt
VEWOCARON <K WNDLDAD CDNSTRUC110N DETAILS
1
6• MAX.
FASTENERS PER
SCHEDULES 1 THRU 4
SEE DETAILS 1, 2, AND 3
REQUIRED FOR VERTICAL
POST REINFORCING
SYSTEMS.
STRUCTURAL GRADE If
MAXIMUM
WMBER FOR DOOR
ATTACHMENT TO
HEIGHT
SPACING WOOD SUBSTRATE
OR MINIMUM 2,1
FOR ATTACHEMENT
TO CONCRETE AND
GROUT FILLED CMU,
TIP.
6' MAX.
DOOR WIDTH
MINIMUM 2.6 /3 Q HEADER LOCK
SOUTHERN PINE BRACKET
LUMBER.
2_7/4•J
2) 7/8" SIMPSON RTEN 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
DETAII1
MINIMUM TSDD PSI CONCRETE
NDjE;_ MAXIMUM DESIGN LOAD
CAPACITY OF 2085 LBS.
MINIMUM 2.6 A3 t HEADER LOCK
SOUTHERN PINE BRACKET
WMBER.
4• J
4) 3/8" SIMPSON TITEN NO SCREW
ANCHOR WITH A 1-1/4" WASHER AND
A MINIMUM EMBEDMENT DEPTH OF
2-3/4" AND A MINIMUM EDGE
DISTANCE OF 4'.
MINIMUM Pcl RoI Ir n FD ruu
NOTE-- MAXIMUM DESIGN LOAD
CAPACITY OF 2400 LBS.
MINIMUM 2x6 /3 (L HEADER LOCK
SOUTHERN PINE BRACKET
LUMBER.
1-i/2• J
4) 3/8" DIA. LAG SCREWS
WITH 1-1/4" D.D. WASHERS.
LAG SCREWS SHALL HAVE A
MINIMUM PENETRATION OF
1-9/32" INTO THE MAIN
SUPPORT MEMBER.
DETB LI
WOOD SUPPORT STRUCTURE
NDTF. MAXIMUM DESIGN LDAD
D
CAPACITY OF 2430 CBS. RAWN
SHEET I OF 2 r
DRAWING PART NO. I REV.
JAMB CONNECTION SUPPLEMENT 324620 1 P16
ayne
a1ton
3395 ADDISON DRIVE
PENSACOLA, FLORIDA 32514
850) 474-9890
LOAD OF THE STRUCTURE. DESIGN 2 3/4'
OF SUPPORTING STRUCTURE SHALL MIN EDGE DIST
BE THE SOLE
RESPS
Y OF
THE PROFESSIONAL ORD
FOR THE STRUCTUR,
d.
a. d .
3/8' SIMTEN HD,
2-3/4' ED. MIN6'
BETWBRACKETONJAMB BR1/
4-2.TRACK BD1/120
TRACK
DIRECT CONCRETE MCUNTINF DETAL
ti 4No.51737
O STATE OF
z/SS ONA; 00`` IIIII
Digitally signed by John E. Scates, P.E
Date: 2015.02.20 09:59:26-06'00'
JOHN E —TES. PE
3121 TANGATE DR. R
PE $— T% PE—08/12203 PROFESSIONAL
ENGINEER'S SEAL FRONDED ONLY FM VFR—
ATOM OF .—AD CONSTRDCTON -- MIN
2 • 4 SPF (G-0.42) OR BETTER WALL STUD ISMAX
ALLOWABLE FASTENER LOAD MAY EXCEED THE
DESIGN LOAD OF THE STRUCTURE DESIGN OF
SUPPORTING STRUCTURE SHALL BE THE SOLE
RESPONSIBILITY OF THE PROFESSIONAL OF RECORD
FOR THE STRUCTURE -1 5/16-
LAG SCREW WITH 1-9/
32' EMBED IN CENTER OF STUD (3
1/47 FOR EACH JAMB BRACKET
LOCATION J JAMB BRACKET
1/4-
20A9/16- TRACK BOLT
AN O 1/4-
20 HEX NU SHEET 2
OF Z ICHECKEDI DRAWING PART
NO, REV. JAMB CONNECTION
SUPPLEMENT 324620 P16
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FL14039-R2 Revision Ply Gem Windows National Accreditation & Management Institute Approved
History Category: Windows 804) 684-5124
Subcategory: Single Hung
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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(i), 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 ® ecln¢k
Credit Card
Safe
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Florida Building Code Online Page 1 of 2
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Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL14039-R2
Application Type Revision
Code Version 2014
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
MW
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
https://www.floridabuilding.org/pr/pr_app_dtt.aspx?param=wGEVXQwtDgtG... 11 /29/2017
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.pdf
Impact Resistant: No FL14039 R2 C CAC NI010366.03-R3.pdf
Design Pressure: N/A FL14039 R2 C CAC NI010366-R2.Ddf
Other: See installation detail for sizes and ratings. FL14039 R2 C CAC NI010367.02-RI.pdf
FL14039 R2 C CAC NI010367.03-Rl.pdf
Quality Assurance Contract Expiration Date
08/31/2018
Installation Instructions
FL14039 R2 II PGW029 SS.pdf
FL14039 R2 II PGW030 AT.pdf
Verified By: Hermes F. Norero 73778
Created by Independent Third Party: Yes
Evaluation Reports
FL14039 R2 AE PER3050 SS 2015-04-19.pdf
Created by Independent Third Party: Yes
aad 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:
eCkck
Credit Card
Safe
I
https://www.floridabui[ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtG... 11 /29/2017
Sr r4-ooye-_
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±1/2INCH OF
THE DEPCTED 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 STEEL STUD USE ONE (1)#10
SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS
MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE.
5. FIN INSTALLATION: FOR INSTALLATION THROUGH STEEL STUD USE ONE(1)48
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.
B. 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 101NT 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:
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 15 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 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:ALUM/NUM6063-TS
7. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS
CHARTS. SEE SHEET 5 FOR GLAZING DETAILS.
8. DESIGNATIONS "X"AND '0" STAND FOR THE FOLLOWING:
X: OPERABLE PANEL
0: FIXED PANEL
TABLE OF CONTENTS
REV15ION SHEET DESCRIPTION
1 A GENERAL 6 INSTALLATION NOTESMSHEET2ELEVATIONSANCHORLAYOUTS
3 4712FL VERTICAL HORIZONTAL SECTIONS
4 4712F VERTICAL 8 HORIZONTAL SECTIONS
5 4812F VERTICAL h HORIZONTAL SECTIONS
PRODUCT
OVERALLSIZE DP RATING
PSF)
MISSILE IMPACT
RATINGWIDTHIHEIGHT
4712FL 48" 83.93" 50/-70 NOTRATED
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" 50 / -60 N OT RATED
4812E 48" 96" 30 / -30 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'
On PLY GEMWINDOWS
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540484-6348 FX: 540-484-6683
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ELEVATION
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D.L.O. MAX. Kos D
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33.25"
UNIT
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96.00"
SASH MAX.
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SEE ANCHOR
SEE ANCHOR SCHEDULE
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SEE ANCHOR
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5
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DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE
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8SELF-TAPPING FIN I STEEL STUD 3THREADS 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 STEEL5TUD 1 3THREADS N/A 20 20 4
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ROCKY MOUNT, VA 24151
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4812 FIN
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NOTE:
1/4" MAX. GLA55 THICKNESS AND TYPE
SHIM SPACE SHALL COMPLY WITH ASTM E 1300
GLASS CHART REQUIREMENTS
1/4" MAX.
SHIM SPACE
8 SELF -TAPPING SCREW -
INSTALLATION ANCHOR
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1. ONE (I) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN,
UNLESS OTHERWISE STATED.
2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED ISTHE MINIMUM NUMBER OF
ANCHORS TO BE USED FOR PRODUCT INSTALLATION.
3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF it/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. FIN INSTALLATION: FOR INSTALLATION THROUGH 2X WOOD FRAME USE ONE (1) #8
WOOD SCREW, 10D COMMON NAIL OR 11 GAUGE ROOFING NAILOF SUFFICIENT
LENGTH TO ACHIEVE 1112 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE.
5. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 2X WOOD FRAME USE ONE (1)
10 WOOD SCREW OF SUFFICIENT LENGTH TO ACHIEVE 1112 INCH MINIMUM
EMBEDMENT INTO WOOD SUBSTRATE.
6. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING
BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING.
7. 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.
8. 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.
9. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS
HEREIN ARE BASED ON. SUBSTRATE MATERIALS WITH THE
FOLLOWING PROPERTIES:
A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0.55.
471214812 SINGLE -HUNG (NON -IMPACT)
AS TESTED
GENERAL NOTES
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND
MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA
BUILDING CODE (FBC) EXCLUDING HVHZAND HAS BEEN
EVALUATED ACCORDING TO THE FOLLOWING:
AAMA/WDMA/CSA 101/I.S.2/A440-05
2. ADEQUACY OF THE EXISTING STRUCTURAL 2X STUD
FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM
CAPABLE OF WITHSTANDING ANDTRANSFERRING APPLIED
PRODUCT LOADS TO THE FOUNDATION 15 THE
RESPONSIBILITY OF THE ENGINEER ORARCHITECT OF RECORD
FOR THE PROJECT OF INSTALLATION.
3. 2X BUCKS SHALL BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO THE STRUCTURE. BUCKDESIGN
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 15 REQUIRED TO
PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT
RESISTANCE.
WINDOW FRAME MATERIAL: ALUMINUM 6063-TS
6. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS
CHARTS. SEE SHEET FOR GLAZING DETAILS.
7. DESIGNATIONS "X"AND "O"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
OVERALLSIZE DP RATING
PSF)
MISSILE IMPACT
RATINGWIDTHHEIGHT
4712FL 48" 83.93" 50/-70 NOTRATED
4712FL 53" 72" 50/-60 NOTRATED
4712F 53" 72" 50/-60 NOT RATED
4712F 48" 83.93" 50/-60 NOT RATED
4812F 48" 84" 50/-60 NOT RATED
4812E 48" 96" 30/-30 NOT RATED
Digitally signed by Hermes F. Norero, P.E.
Reason: I am approving this document
Date: 2015.04.10 10:47:11-04'00'
01 PLy GEMWINDOWS
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540-184-6348 FX: 540-484,6683
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01.0 MAX.
WIDTH 49.44"
3 4
UNIT
MAX.
HEIGHT
72.00" H
4 „X„
a E
3 4
SASH MAX. _
WIDTH 51.25"
ELEVATION
UNIT MAX.
WIDTH 48.00"
D.L.O MAX.
WIDTH 44,31"
34
D.L.O. I MAX.
5 3
HEIGHT
5 3
33.I25" UNIT
1 MAX.
HEIGHT
96.00"
SASH MAX.
HEIGHT
36.31"
SEE ANCHOR
SEE ANCHOR SCHEDULE
SCHEDULE
ANCHOR LAYOUT
D.L.O. MAX.
HEIGHT
45.56"
H „X„ C Ga. La. 4
3 4 5
SASH MAX.
WIDTH 46.25"
SEE ANCHOR ELEVATION
SCHEDULE
SEE ANCHOR
SCHEDULE
INSTALLATION QTY PER EMBEDMENT
EDGE HEAD SILL JAMB O.C. CORNER
ANCHOR TYPE
TYPE LOCATION
SUBSTRATE
IN)
DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE
IN.) IN.) IN.) IN,) IN.)
8 WOOD ANCHOR FIN 1 WOOD 1.5 0.75 12 12 9 4
101) COMMON OR it
FIN 1 WOOD 1.5 0.75 12 12 9 4GAUGEROOFINGNAIL
10 WOOD ANCHOR FLANGE 1 WOOD 1.5 0.75 20 20 4
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433 N. MAIN ST., PO BOX 559,
RO= MOUNT, VA 24151
PH: 540-484-6348 FX: 540484-6683
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SHEET: 2 OF 5
10 WOOD SCREW
INSTALLATION ANCHOR
CAULK BETWEEN
CONCRETE/ MASONRY & 2X
WOOD BUCK BY OTHERS
CONCRETE/ MASONRY BY OTHERS
2X WOOD BUCK—\
BY OTHERS
EXTERIOR FINISH
BY OTHERS
STRUCTURAL GRADE
O.A. SILICONE BY OTHERS
WINDOW
HEIGHT —
EXTERIOR
i
O.A.
WINDOW
HEIGHT
1
3/4" MIN. EDGE DISTANCE
1 1/2" MIN
EMBEDMENT
1/4" MAX.
SHIM SPACE
77SEE LAZING
DETAILI INTERIOR
VERTICAL SECTION
3 HEAD-2X WOOD BUCK
4712 FLANGE
SEE GLAZING
EXTERIOR DETAIL
STRUCTURAL GRADE -
5ILICONE BY OTHERS
EXTERIOR FINISH -
BY OTHERS
2X WOOD BUCK BY OTHERS -
CAULK BETWEEN
CONCRETE/ MASONRY & 2X
WOOD BUCK BY OTHERS
CONCRETE/ MASONRY
BY OTHERS
11I9—Im
a ... ..'
V
VERTICAL SECTION
SILL-2X WOOD BUCK
4712 FLANGE
1 1/2" MIN.
1/4" MAX. EMBEDMENT
SHIM SPACE
CAULK BETWEEN
INTERIOR CONCRETE/ MASONRY & 2X
WOOD BUCK BY OTHERS
r
CONCRETE/ MASONRY
BY OTHERS
2X WOOD BUCK
BY OTHERS
10 WOOD SCREW
INSTALLATION ANCHOR
3/4" MIN.
EDGE DISTANCE
SEE GLAZING
DETAIL 1EXTERIOR FINISH EXTERIOR
BY OTHERS STRUCTURAL
GRADE O.
A. 5ILICONE
BY OTHERS WINDOW
WIDTH
HORIZONTAL
SECTION 3
JAMB - 2X WOOD BUCK 4712
FLANGE 1/
4" MAX. 11/
2" MIN. SHIM SPACE EMBEDMENT '
I 2X
WOOD BUCK BY OTHERS INTERIOR #
10 WOOD SCREW INSTALLATION
ANCHOR 1/
4" MAX. SHIM
SPACE INTERIOR
SEE
GLAZING DETAILS
3/
4" MIN. EDGE
DISTANCE SHEATHING ---
BY
OTHERS EXTERIOR
FINISH BY
OTHERS STRUCTURAL
GRADE SILICONE
BY OTHERS O A WINDOW — —
WIDTH
HORIZONTAL
SECTION JAMB -
2X WOOD FRAME 4712
FLANGE PLY
GEM WIDOWS433
N. MAIN 5T., PO BOX 559, ROCKY
MOUNT, VA 24151 PH:
540-484-6348 FX: 540-484-6683 m
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CAULK BETWEEN
CONCRETE/ MASONRY & 2X -
WOOD BUCK BY OTHERS
CONCRETE/ MASONRY BY OTHERS -
2X WOOD BUCK -
BY OTHERS
EXTERIOR FINISH
BY OTHERS
PERIMETER CAULK
BY OTHERS
O.A.
WINDOW
HEIGHT
j SEE GLAZING
DETAIL
i
O.A.
WINDOW
HEIGHT
11/2" MIN.
EMBEDMENT
SOD COMMON NAIL OR it
GAUGE ROOFING NAIL
INSTALLATION ANCHOR
1/4" MAX.
SHIM SPACE
INTERIOR
1:) VERTICAL SECTION
a % HEAD-2X WOOD BUCK
4712 FIN
SEE GLAZING
DETAIL
PERIMETER CAULK -
BY OTHERS
EXTERIOR FINISH -
BY OTHERS
2X WOOD BUCK BY OTHERS -
CAULK BETWEEN
CONCRETE/ MASONRY & 2X
WOOD BUCK BY OTHERS
CONCRETE/ MASONRY
BY OTHERS
INTERIOR
r 1/4" MAX.
SHIM SPACE
3/4" MIN. EDGE
DISTANCE
1 1/2" MIN.
EMBEDMENT
E VERTICAL SECTION
SILL- 2X WOOD BUCK
4712 FIN
3/4" MIN.
EDGE DISTANCE
2X WOOD BUCK BY OTHERS
8 WOOD SCREW
INSTALLATION ANCHOR
8 WOOD SCREW
INSTALLATION ANCHOR
1/4" MAX.
SHIM SPACE
1 1/2" MIN.
EMBEDMENT
SHEATHING--
BY OTHERS
EXTERIOR FINISH
BY OTHERS
PERIMETER CAULK
BY OTHERS O.A.
WINDOW --
WIDTH
HORIZONTAL SECTION
I, JAMB-2XWOOD FRAME
4712 FIN
rH-- VERTICAL SECTION
MEETING RAIL
INTERIOR
SEE GLAZING
DETAIL
EXTERIOR
PLy GEMWINDOWS
433 N. MAIN ST., PO BOX 559.
ROCKY MOUNT, VA 24151
PH: 540.484-6348 FX: 540-484-66B3
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SHEET: 4 OF 5
CAULK BETWEEN
CONCRETE/ MASONRY & 2X -
WOOD BUCK BY OTHERS
CONCRETE/ MASONRY BY OTHERS -
2X WOOD BUCK -
BY OTHERS
O.A.
WINDOW
HEIGHT
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f
O.A.
WINDOW
HEIGHT
EXTERIOR FINISH
BY OTHERS
PERIMETER CAULK
BY OTHERS
1 1/2" MIN.
EMBEDMENT
8 WOOD SCREW
INSTALLATION ANCHOR
1/4" MAX.
SHIM SPACE
I...
T
3/4" MIN.
EDGE DISTANCE
2X WOOD BUCK BY OTHERS
SOD COMMON NAIL OR 11
GAUGE ROOFING NAIL
INSTALLATION ANCHOR
1 1/2" MIN. \
EMBEDMENT
SHEATHING ---
BY OTHERS
SEE GLAZING 3/4" O.A. INSULATED EXTERIOR FINISHOETAILIGLASSBYOTHERS
EXTERIOR INTERIOR PERIMETER CAULK
DOW 1199 _ PY OTHERS
SILICONE \
VERTICAL SECTION
HEAD-2X WOOD BUCK /
4812 FIN
I/2" MIN. GLASS
BITE
GLAZING DETAIL 1
NOTE:
SEE GLAZING GLASS THICKNESS AND TYPE SHALL COMPLY
DETAIL 1 WITH ASTM E 1300 GLASS CHART
REQUIREMENTS
EXTERIOR INTERIOR
PERIMETER CAULK
BY OTHERS
EXTERIOR FINISH
BY OTHERS a ... . .
2X WOOD BUCK BY OTHERS
CAULK BETWEEN 1 1/2" MIN.
CONCRETE/ MASONRY & 2X EMBEDMENT
WOOD BUCK BY OTHERS
CONCRETE/MASONRY M VERTICAL SECTIONBYOTHERS
C SILL-2X WOOD BUCK
4812 FIN
1/4" MAX.
SHIM SPACE
3/4" MIN. EDGE
DISTANCE
8 WOOD SCREW
INSTALLATION ANCHOR
1/4" MAX.
SHIM SPACE
INTERIOR
SEE GLAZING
DETAIL
0—i4' EXTERIOR
O.A.
WINDOW
WIDTH
00 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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DETAILS
EXTERIOR FINISH
EXTERIOR BY OTHERS
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SHEET: 5 OF 5
Florida
Product Approval
M 'USER: Public User
Product Approval Menu > Product or Application Search > Application List
Search Criteria Refine Search
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
Search ReciiltC - Annlicatinnc
FL# Tvve Manufacturer Validated By Status
FL15264-RI Revision Ply Gem Windows
Category: Windows
Subcategory: Mullions
Locke Bowden
334) 300-1800
Approved
History
i'Piv uy morn. .vyyiwen uy .." -U I Vle BU do ra LIIICU py Lne rV anu/pr Cne lAm 51pn jr necessary.
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:
Rhec IN
Credit
Safe
https: //www.ftoridabuilding.org/pr/pr_app_tst.aspx 11 /29/2017
Florida Building Code Online Page 2 of 2
Date Submitted 02/19/2015
Date Validated 02/24/2015
Date Pending FBC Approval 03/01/2015
Date Approved 04/15/2015
Date Revised 10/12/2017
Summary of Products
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 2015-01-02.1)df
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 RI AE PER3064 SS 2015-01-02.Ddf
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 Installation Instructions
Approved for use in HVHZ: No FL15264 R1 II PGW131 SS 2015-01-02 Ddf
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.Ddf
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.
Pack 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:
M® eClk
Credit Card
Safe
https://www.ftoridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3..._ 11/29/2017
d PLy'%M
WINDOWS
PLY GEM \ D TRANSOM
III O KYMAINMOUNT, VABOX241559WINDOWSHEIGHTROCKYMOUNT, VA 24151
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 #10 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
FORDESIGN 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
PLYGEM PRODUCTS. HORIZONTAL _
MULL SPAN
10. ALLWINDOWS USED WITH THIS MULLION SHALL BE QUALIFIED UNDER SEPARATE APPROVAL.
11. MULLION MATERIAL:'6063-T6 ALUMINUM,
12. CLIP MATERIAL: 6063-T6ALUMINUM
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 OF3000 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
I A MULLION ASSEMBLY ELEVATIONS 6 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
E
2
WINDOW
MULL CLIP W/
WIDTH ANCHORS,
UNIT B \ TYP
HEIGHT
2 WINDOW
HEIGHT
HORIZONTAL
MULL SPAN
HORIZONTAL MULLION FOR
WINDOW WITH TRANSOM
I
TRANSOM
HEIGHT
D
WINDOW
2
WIDTH A
2
7 VERTICAL
WINDOW MULLION
HEIGHT SPAN
MULL CLIP W/
ANCHORS,
TYP
HORIZONTAL MULLION FOR
SIDE -BY -SIDE WINDOWS W/ TRANSOM
B
2 WINI
HEII
PH: 540-484-6348 FX: 540-484-6683
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BY -SIDE WINDOWS " DWG #:
Digitally
signed by Hermes F Norero, P.E. PGW130 Reason:
I am approving this document : Date:
2015.01.02 13:05:38 -05'00' SHEET1 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
11090
MULLION CLIP
11087-2
O.A. WINDOW
HEIGHT
3/4" MIN.
EDGE DISTANCE
2X WOOD FRAME BY OTHERS
1 1/2" MIN.
f EMBEDMENT
EXTERIOR INTERIOR
A) VERTICAL SECTION
2 HEAD-2X WOOD/CONCRETE/MASONRY
MULL ANCHOR CLIP
MULLION FRAME
11090
EXTERIOR INTERIOR
K-B-- VERTICAL SECTION
2 4700 FIN MULLION
1 1/2" MIN.
EMBEDMENT
3/4" MIN.
MULLION FRAME
EDGE DISTANCE
11090
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
p HORIZONTAL SECTION
2 JAMB - 2X WOOD FRAME
MULL ANCHOR CLIP
1 EXTERIOR INTERIOR
O.A. WINDOW
HEIGHT 1/4"-20 TEK SCREW
2 EACH SIDE)
MULLION CLIP MULLION FRAME
11087-2 11/4" MIN. #11090
MULLION ...
EMBEDMENT11090f"cEXTERIORFINISHEXTERIORI INTERIOR
BY OTHERS - T-CLIP
INSTALLATION ANCHOR
I I I #11091
TWO (2) PER ANCHOR CLIP IX WOOD FRAME WINDOW FRAME
SEE NOTES 4 & 5 ON SHEET 1) BY OTHERS (OPTIONAL)
CONCRETE/MASONRY 2-1/2" MIN.
BY OTHERS EDGE DISTANCE
VERTICAL SECTION rE-- VERTICAL SECTION
2 SILL- CONCRETE MASONRY 2 T-MULLION
MULL ANCHOR CLIP
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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WINDOWS
433 N. MAIN 5T., PO BOX 559,
ROCKY MOUNT, VA 24151
HORIZONTAL MULLION PH: 540-484-6348 FX: 540-484-6683
VERTICAL MULLION #11090
11090 1/4"-20 TEK SCREW Z
T-CLIP (2 EACH SIDE) HO Z o
11091 i om
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6063-T6 ALUMINUM T-CLIP #11091 Lo
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USED TO MULL VERTICAL MULLION E i zO
TO HORIZONTAL MULLION N
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1 3/16" 1 5/16"
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17/16"
3/8" A r.
4700 FIN MULLION (#11090)
6063-T6 ALUMINUM
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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 (11090)
Design pressures are limited either by mullion or anchor screw or anchor clip capacity.
Heinht (in1 I Init irifh tin)
Window Transom 33.0' 36s'0 39:0'. 92'0, : 45:0 1 48.`0 530
12A,1s, 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
u 15 0."a 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 l: 1,83 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
742 0' ' t21 Of 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
98:0--;, 24.6R4 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
540'; 27:Or : 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
60:0.6, 30 Qt; ', 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%'" rr33'0' `'-; 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 = 36:0:' 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 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.
HFIinht (in) I Inif -i'ifh tin)
Window Transom 36.0„ 42:0 48:0'• 34.0`..00.0. 66.0.1 72.0 C780::"184:0' 90.0_'96.'0"'106.0
24.0`.:'',120.;- 75.0 75.0 75.0 75.0 75.0 75.0 75.0 71.0 61.1 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 1 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.-o' 21:0+:' 75.0 75.0 75.0 73.7 68.8 58.3 48.7 41.4 35.6 30.9 25.8 79.0
48:0,, 24';0^ ; 75.0 72.0 65.7 60.9 57.3 51.4 43.0 WA 31.3 27.2 23.0 16.9
270,:;' 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 9.215 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 40.11 37.1 34.7 32.0 27.1 23.2 20.1 17.4 12.7
72i0 " 36 0 50.0 1 43.9 1 39.4 1 35.9 33.2 31.0 1 29.2 25.0 21.4 18.6 16.1 11.8
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 INWOOD FRAMING INSTALLATION USE TWO (2)#10 WOODSCREWS AT
EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A 1112" MINIMUM
EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS. 3.
FOR MULL CLIPS INCONCRETE/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 AN OVER-UNDER ORIENTATION WITH A HORIZONTALLY
CONTINUOUS MULL. S.
READ WINDOW HEIGHTAND 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 TOPER 3064 FOR MORE MULLION SPECIFICATIONS. NOTES
1.
THE DESIGN PRESSURES IN THIS CHARTARE FOR THE MULLIONS LISTED HERE WHEN
USED WITH THE CLIP DETAILED IN THIS DOCUMENT. 2.
FOR MULL CLIPS INWOOD FRAMING INSTALLATION USE TWO (2)#10 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 MULL CLIPS IN CONCRETE/MASONRY INSTALLATION USE TWO (213/IS" 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.
CH ARTS 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 5.
READ WINDOW HEIGHT AND MULL SPAN IN INCHES. DESIGN PRESSURE VALUES ON
THIS CHART ARE POSITIVE AND NEGATIVE PER 6.
DE SIG NPR ESSURE VALUES APPLY TO MULLION WHERE TWO OR MORE WINDOWS ARE
LISTED IN A SINGLE OPENING. 7.
REFER TO PER 3064 FOR MORE MULLION SPECIFICATIONS, a
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433
N. MAIN ST., PO BOX 559, ROCKY
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SHEET:
4 OF 5
DESIGN PRESSURE CHARTS
FOR CONTINUOUS VERTICAL MULLION
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 (in)
in) 18.0 21i0 24.0 27,0 _: 30.-0' 33.0 30.0 39.0 4ZO_ 45.0 48.0 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.Ot 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
4ZA% 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
48:01 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
54A 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.a 75.0 71.6 63.2 56.8 51.7 47.6 44.3 41.5 39.2 37.3 35.7 33.6
84.0; " 60.6 52.2 46.0 41.2 17.4 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. FOft MULL CLIPS INWOOD FRAMING INSTALLATION USE TWO (2) 910 WOOD SCREWS
AT EACH ANCHOR CUP. 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)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 APPLYONLY T047DO FIN MULLION EXTRUDED MULLIONS AS SPECIFIED HERE
WHEN USED TO MULL SIDE -BY -SIDE WINDOWS WITH A VERTICALLY CONTINUOUS
MULL,
S. READ WINDOW WIDTH AND MULL SPAN IN INCHES. DESIGN PRESSURE VALUES ON THIS
CHART ARE POSITIVE AND NEGATIVE PSF.
6. DESIG N PRESSURE VALUES APPLY TO M ULLION WHERE TWO OR MORE WINDOWS ARE
LISTED IN A SINGLE OPENING.
7. REFER TO PER 3064 FOR MORE MULLION SPECIFICATIONS.
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433 N. MAIN 5T., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540484-6348 FX: 540-464-6683
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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 TOM ULL WINDOWS WITH A HORIZONTALLY
OR VERTICALLY CONTINUOUS MULLION.
3. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FORTH IS 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.
5. 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 1 1/4" INTO CONCRETE/MASONRY SUBSTRATE. (SEE CHARTS & NOTES ON SHEETS 4 & 5
FORDESIGN PRE55URE 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. HORIZONTAL
MULL SPAN
10. ALLWINDOWS USED WITH THIS MULLION SHALL BE QUALIFIED UNDERSEPARATE APPROVAL.
11. MULLION MATERIAL: 6063-T6 ALUMINUM.
12 CLIP MATERIAL: 6063-TG 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 OF3000 P51.
C. MASONRY, -STRENGTH CONFORMANCE TOASTMC-90, MULL CLIPW/ GRADE
N, TYPE 1 (OR GREATER). ANCHORS, TYP
TABLE
OF CONTENTS SHEET
REVISION SHEET DESCRIPTION I
A MULLION ASSEMBLY ELEVATIONS 6 NOTES 2
MULL VERTICAL 4 HORI. SECTION DETAILS AND ANCHORING 3
MULLION COMPONENT DETAILS 4
HORIZONTAL MULLION DESIGN PRESSURE CHARTS 5
VERTICAL MULLION DESIGN PRESSURE CHARTS HORIZONTAL
MULLION FOR SIDE -
BY -SIDE WINDOWS W/ TRANSOM VER
MUL
Sf
PLy
0 WIND04YSD
TRANSOM 433
N. MAIN ST., PO BOX 559, 2
HEIGHT ROCKY MOUNT, VA 24151 WINDOW
AMULL
NCHORS, WIDTHANCHORS, UNIT
B \
TYP HEIGHT
Z
WINDOW HE11GHT
1
HORIZONTALI
MULL
SPAN HORIZONTAL
MULLION MULLION FOR WINDOW
WITH TRANSOM WINDOW
WIDTH
2
ICAL
B ION
2 AN
MULL
CLIP W/ C ANCHORS,
2 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:
540-484-6348 FX: 540-484-6683 Z
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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
1 MULLION CLIP
11087-2
O.A. WINDOW
HEIGHT
O.A. WINDOW
HEIGHT
3/4" MIN.
EDGE DISTANCE
2X WOOD FRAME BY OTHERS
11/2" MIN.
F EMBEDMENT
EXTERIOR V INTERIOR
VERTICAL SECTION
2 HEAD -2X WOOD/CONCRETE/MASONRY
MULL ANCHOR CLIP
MULLION FRAME
11084
EXTERIOR INTERIOR
VERTICAL SECTION
2 4700 FLANGE MULLION
EXTERIOR INTERIOR
I MULLION CLIP
It #11087-2 11/4" MIN.
MULLION
EMBEDMENT
11084 ' ' • ::.
EXTERIOR FINISH
BY OTHERS N' INSTALLATION ANCHOR
TWO (2) PER ANCHOR CLIP 1X WOOD FRAME
SEE NOTES 4 & 5 ON SHEET 1) BY OTHERS (OPTIONAL)
CONCRETE/MASONRY 2-1/2" MIN.
BY OTHERS EDGE DISTANCE
r-C- VERTICAL SECTION
SILL- CONCRETE MASONRY
MULL ANCHOR CLIP
11/2" MIN.
EMBEDMENT
r
3/4" MIN.
MULLION FRAME 1
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
HORIZONTAL SECTION
2 JAMB -2X WOOD FRAME
MULL ANCHOR CLIP
1/4"-20 TEK SCREW
2 EACH SIDE)
MULLION FRAME
11084
EXTERIOR INTERIOR
T-CLIP7A111111" 11091
WINDOW FRAME
E VERTICAL SECTION
2 T-MULLION
Ply GEM
WINDOWS
433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540484-6348 FX: 540-484-6683
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PLy G EM
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433 N. MAIN 5T., PO BOX 559.
ROCKY MOUNT, YA 24151
HORIZONTAL MULLION
VERTICAL MULLION #11084
PH: 540-084-6348 FX: 540-484-6683
11084 1/4"-20 TEK SCREW
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SHEET: 3 OF 5
Maximum design pressure capacity chart
Series 4700 Horizontal mullion, single with transom (11084)
Design pressures are limited either by mullion or anchor screw or anchor clip capacity.
I-Icinh} fin\ I Init wirith tin)
DESIGN PRESSURE CHARTS
FOR CONTINUOUS HORIZONTAL MULLION
Window Transom F 18.0 " 21.0 24.0 270' A0i0 33.0 36.'V 39.0" 42.V, 45:0 48.0 53.10
12:Ot'"`, 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
150';y' 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
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
75.0 75.0 75.0 75.0 75.0 75.0 75.075.0 75.0 75.0 75.0 75.0M2475.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
27 O,'75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0
3P0<,"°:' 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 74.
3310, --, 75.0 75.0 55.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 1 72.5
75.0 1 75.0 75.0 1 75.0 1 75.0 1 75.0 75.0 1 75.0 1 75.0 1 75.0 75.6 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.
I IFarmnw7 ,
Window Transom 36:0, t42:0- r.48.p: 54.0 60i0 66 0.°'„72:0- 78 Ot 84 0'. 90 0 ; i 96s0 ` 1106.-0,-
12. 0: " 75.0 75.0 75.0 75.0 75.0 75.0 74.6 63.4 54.5 44.2 36.3 26.8
15.'o 75.0 75.0 75.0 75.0 75.0 71.7 60.1 51.0 43.9 35.9 29.4 21.7
18:0'r 75.0 75.0 75.0 75.0 73.2 60.2 50.4 42.8 36.8 30.4 24.9 18.3
21 0:," 75.0 75.0 75.0 73.7 63.3 52.0 43.5 36.9 31.8 26.5 21.7 15.9E,420-T,
24 0:- 75.0 72.0 65.7 60.9 55.9 45.9 38.4 32.5 28.0 23.5 19.2 14.1
27 0- ` 70.0 621 56.3 51.9 48.5 41.1 34.4 29.1 25.0 21.2 17.3 12.7
30 0' 61.8 54.6 49.2 45.2 42.0 37.3 31.2 26.4 22.6 19.3 15.8 11.6
33.055.3 48.7 43.8 40.0 37.1 34.2 28.5 24.220.7 17.84.5
36.0 - 50.0 43.9 39.4 35.9 33.2 31.0 26.4 22.3 19.1 16.5 13.5 9.9
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 INWOOD FRAMING INSTALLATION USE TWO (2) NIG 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) 3/16" ITN
TAPCON SCREWS AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE
A 11/4" MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET Z FOR DETAILS.
4. CHARTS APPLY ONLY TO 4700 FLANGE 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 TOPER 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 INWOOD FRAMING INSTALLATION USE TWO (2)#10 WOOD
SCREWS AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHI EVE A 1
1/2" MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
3. FOR MULL CLIPS IN CONCRETE/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 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.
S. 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 3065 FOR MORE MULLION SPECIFICATIONS.
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433 N. MAIN ST., PO BOX 559,
ROCKY MOUNT, VA 24151
PH: 540484-6348 FX: 540-484-6683
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SHEET: 4 OF 5
DESIGN PRESSURE CHARTS
FOR CONTINUOUS VERTICAL MULLION
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
Heiaht Unit Width (in)
in) 180 , 21:0 < 24:0,r 27.0 30 O:. 33s0 36:0. ' 39 ff ': r,°42'0 ; 45,.0, :. 48i0.. 51.0
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
YO.'O 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
480 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 1 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
66.0`` 75.0 75.0 67.7 60.9 55.6 51.3 47.9 45.1 42.7 40.8 39.3 37.3
e68 0, 75.0 71.9 63.6 57.2 52.1 48.1 44.8 42.1 39.9 38.1 36.5 34.6
TfO +;. 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)#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 IN CONCRETEIMASONRY INSTALLATION USE TWO (2) 3/16" IN
TAPCON SCREWS AT EACH ANCHOR CLIP. MUST BE OF SUFFICIENT LENGTH TO ACHIEVE
A 1114" MINIMUM EMBEDMENT INTO FRAMING. SEE SHEET 2 FOR DETAILS.
4. CHARTSAPPLYON LYT04700 FLANGE MULLION EXTRUDED MULLION5AS SPECIFIED
HERE WHEN USED TO MULL SIDE -BY -SIDE WINDOWS WITH A VERTICALLY CONTINUOUS
MULL.
S. READ WINDOW WIDTH AND MULL SPAN IN INCHES. DESIGN PRESSURE VALUES ON THIS
CHART ARE POSITIVE AND NEGATIVE PSF.
6. DESIGNPRESSURE VALUES APPLY TO MULLION WHERE TWO OR MORE WINDOWS ARE
LISTED IN ASINGLE OPENING.
7. REFER TO PER 3065 FOR MORE MULLION SPECIFICATIONS.
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Florida
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Code Version 2014 FL# 12194
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Co h Ramd*c - Annlira*innc
FL# Type Manufacturer Validated By Status
FL12194-R5 Revision Aluminum Coils, Inc.
Category: Panel Walls
Subcategory: Soffits
Locke Bowden
334) 300-1800
Approved
History
rppiuveu uy uorrt. rppruvd uy uorn sndii ue revieweu dnu rauneo uy ure r ano/or cne i mmisston it necessary.
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 .
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in M ettmck
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i PrOT6$Mong,11, ulation
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ra Product Approval
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Product Approval Menu > Product or Application Search > Aoolication List > Application Detail
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@aluminumeoilsinc.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
EJ 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
FA— Validation Checklist - Hardcopy Received
Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4
Soffits - FINAL.pdf
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
Q4 T4 Soffits - FINAL.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021
Design Pressure: +80/-90
Other: See Evaluation Report for limits of use.
Created by Independent Third Party: Yes
Evaluation Reports
FL12194 R5 AE ALC15001 2 Evaluation Report 2014 FBC
04 T4 Soffits - FINAL Ddf
Created by Independent Third Party: Yes
Back Next
Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
eC-
Credit Card
Safe
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ScF')ZI T
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A'
R 911111=1111 K
TECHNICAL SERVICES, L-LL.0
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014)
Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
www.aluminumcollsinc.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
Enti 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 (rST5878) 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 0.0194nch 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.
CREEKALUMINUM COILS, INC
soffits
TECHNICAL SERVICES, LLC
PRODUCT DESCRIPTION
16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 16-
inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent'
configuration and 11.1 in2/lin.ft and for the 'center vent configuration. See Appendix D for
dimension drawings.
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels 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.
ALC15001 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.
CREEK
Tt CHNICAL 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 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer.
RY R, p ,,
G t EN 2015.08.27
No 74021 7, :0
04100' 53:. STATE OF /
4 O R t O N%Zachary R. Priest, P.E.
i S Florida Registration No. 74021
NP`t>> Organization No. ANE9641
CERTIFICATION OF INDEPENDENCE
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation_
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX 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 SP'F (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by othersinaccordancewithFBCrequirementstomeettheminimumdesignrequirementsfortheproject.
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 areas 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 Location Location Location
1 1 1 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 otherproductattributesthatarenotspecificallyaddressedherein.
GREED
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
d. 16" Q4 Soffit— 8-inch o.c.
Fastener Fastener Fastener
Approved.System Numbers:and Definitions
12F-# Approved Systems for 12-inch 0. erhang with F-Channel
12J-# Approved Systems for 124nch Overhang with J-Channel
16F- # Approved Systems for 16-inch Overhang with F-Channel
16J- # Approved S stems for 16-inch Overhang with J-Channel
24F-# Approved S stems for 24-inch Overhang with F-Channel
24J-# 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`x3/8-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) min, 1 3/4-ihch long x
12F-Z
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 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-inch 48
16-inch 8spaced8-inch o.c. 8-inch crown staple spaced 8-inch o.c,
and securing each panel lap head dia. trip nail spaced 48- 64.2
inch o.c.
ALC15001 FL121.94-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
Max.
Three (3) min. 3/4-
inch x 1/4-inch crown One 1 min. #8 x 1/2-inch
One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x
12J-1
16-inch Woad staples in diamond
3/ long x 3/8-inch head diameter
screw spaced 16-inch o.c. Wood 1inch crown staple 0.072-inch dia. x min. 1/4-inch head
dia. trip nail spaced 48- 48
64.
2 patternspaced24- inch
o.c. connecting soffit to J-channel spaced spaced8-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. 12-
inch 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- f53.3 spaced max., 8-Inch o.c. 4-inch o.c, and securing each panel lap
inch head spaced 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 1-inch leg staples spaced max. 4-inch
o.c. and securing each finishing nail with min. 3/16- t53.3 spaced 16-
inch o.c. panel lap
inch head spaced 12-inch
o.c. Max.. e (
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 x 0.072 inch dia. x min. 25.6
inch o.
c. O.C. 3/16-
inch head dia. trim nail spaced 36-
inch o.c. Max. Three (
3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4
16-inch
Wood crown staples in diamond pattern Wood One (1) min 3/4-inchx 1/4-inch x 0.072-inch dia. x min. 1/4- 27 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-
133 Page 3 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 16-inch. overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width
ipsfl
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
Max. One (1) 14 ga. 5/8-inch long T nail
spaced 8-inch o.c. Wood 1-inch leg staplesspacedaced 4- 0.072-inch diameter
finishing nail with min. 3/16- 43.3inchIncho.c. and securing each head spacedpanellap16-inch o.c.
Max.
Three 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 g ales18 in clinchinchlegstaplesindiamond pattern Wood 1-inch leg staples spaced 4-
inch o.c. and securing each finishing nail with min. 3/16- t43.3
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
ipsfl
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.
ALCI5001 FL12194-R3 Page 4 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.
GREED ALUMINUM COILS, INC
SoffitsTECHNICALSERVICES, LLC
Appendix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel
MDPNo. Width
Substrate F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
psi
Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
Threerinch
g-incha. 1-inch
No.2 SYP
anchored to
staples spaced
12-inch o.c. securing
One (1) 18 ga. 1/4- One 1O min. 1.75-Inch x
24F-1 Max.
12-inch Wood
crown xcrown
leg staples in rafter with one
1) min. 2.25-
each panel lap
Wood inch crown x1-inch 0.072-inch diameter
finishingg nail with min. 80/-90
diamond patternp inch x 7d ring One 1 min. 1.75-Inch leg staples spaced 8-
inch 3/16-inch head spaced
spaced 16-inch o.c.
shank nail x 0.072-inch diameter o.c.
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-
inch x 11 ga.
No.2. SYP
anchored to
12=inch o.c. securing
each panel lap One (1) 18 ga. 1/4- One (1) min. 1.75-Inch x
24F -2
Max.
1.2-inch Wood smooth shank rafter with one 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 staplespes spaced 8- 3/16-inch head spaced 76.6
16-inch o.c. inch ring shank x 0.072-inch diameter inch o.c.
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
Max. One (1) 14 ga. 5/8-
No.2 SYP
anchored to
72-inch o.c. securing
each panel lap p One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
inch diameter24F-3
12-inch Masonry inch long T nail rafter with one Wood inch crown x 1-inch
finishing finishing nail with min. 80/
spaced 8-inch o.c. p 1) 7d - One min. leg staples spaced 8-
3/1.6-inch head spaced T6.6
inch ring shankgshank 72x0.072-inch diameter diameter inch o.c.
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 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty,. installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
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- anchored to 12-inch o.c. securing One (1) 18 ga.-1/4- One (1)min. 1.75-inch x
24F-4
Max.
Wood
inch crown x 1-inch
leg staples in
rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter
16-inch
diamond pattern
1) min. 2.25-
inch x 7d ring One (1) min. 1.75-inch
Wood leg staples spaced 8-
inch o.c, and securing
finishing nail with min.
3/16-inch head spaced
80/-60
spaced 16-Inch o.c.
shanknail x 0.072-Inch diameter each panel lap 16-Inch o.c. 24-
inch o.c. finishing nail with min. 3/
1.6-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. 80/-60 roofing
nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3116-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. 80/-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.
CREED
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 ipsTl
Batten J-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
Nominal 1x2 No.2 SYP
scabbed between
Nominal 1x2
rafters with one (1)
min. 2.25-inch x 7d One (1) 18 ga.1/4-inch
No.2 SYP Three (3) 18 ring shank nail
straight-nailedteaeritth
crown x 1-inch leg
staples spaced
anchored to ga.1/4=inch crown the.rafter into the endend 12-inch o.c. securingg One (1) 18 ga.'/l- One (1) min. 1.75-Inch
24J-1
Max. ratter with one x 1-inch leg of the batten or two (2) each panel lap inch Brown x 1-inch x 0.072-inch diameter
12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d
One min.
Wood
le staples acedgpp finishing nail with min. 60
inch x.7d ring pattern spaced.16- ring shank nails toe- 72x0.072-inch diameter diameter 8-inch o.c. 3/16-inch head spaced
shank Hall inch o.c. nailed on either side of finishing nail with min. 12-inch o.c.
24 inoh o.c: the batten at each
batten/rafter 3/16-inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c.
Nominal 1x2 No.2 SYP
scabbed between
Nominal 1x2
rafters with one (1)
min. 2.25-inch x 7d One (1) 18 ga.1/4-inch
No.2 SYP Three (3) 18 ring shank nail
straight -nailed through
crown x 1-inch leg
staples spaced One ' - 1) 18 ga. /a
anchored to ga.1/4=inch crown the rafter into the end 12-inch o.c. securing 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) each panel lap
Wood leg staples spaced x 0.072-inch diameter
16-inch. 1) min. 2.25- staples in diamond min. 2.25-inch x 7d
One (1) min. 1.75-inch 8-inch o.c. and finishing nail with min. 53.3
inch x 7d ring pattern spaced 16- ring shank nails toe-
nailed on either side of x 0.072-inch diameter securing each. panel 3/16-inch head spaced16-inchshankHall
24-inch o.c.
inch o.c.
the batten at each finishing nail with min. lap o.c.
batten/rafter 3/16-Inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c.
ALC15001 FL12194-R3 7 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 B
INSTALLATION
Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations.
System No. I Installation Detail
Min. V8" head dia. nail with min. 11,41!
engagement(for wood substrate) or
min. 0.09711 dia. T-nail or stub nail
with min. 578'! engagement(for concrete
or block substrate),. spaced as noted
above.
ASC1A .SLIP BOARD
FASCIA TRIM
12F-1 & I I I I \—"F"
SOFFIT (OVERHANG WIDTH VARIES)
12F-3CHANNEL
Wood, Concrete
or Block 'Wall
FASCIA LIP 1 /4"
STAPLE SOFFIT TO
FASCIA BOARD #T50
3/8" X 3/8" STAPLE
16" O.C.
PAINTED S.S.
1 3./4" TRIM NAIL
MIN. 5 NAILS PER 12" PIECE
SOFFIT & FASCIA DETAIL
ALCI5001 FL12194-R3 Page 1 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System. No. [ Installation Detail
12 F-2
3/4" X 1/4"
CROWN STAPLES
USING A DIAMOND
PATTERN I
F" CHANNEL CJW BE
INSTALLED WITH THE
NAILING FLANGE UP OR
DOWN
WOOD
SUBSTRATE
ALUMINUM COILS, INC
Soffits
Appendix B
OPEN RAFTER n, `, SOFFIT STAPLE
tj DIAMOND PATTERN
D ETAI L
31' lETVEEpl)
STAPLES /
FACIA BOARD
FASCIA CAP
3/4" X 1/4" CROWN FACIA BOARD
STAPLE "8" ON CENTER 1-3/4" TRIM NAIL
1-3/4" TRIM NAIL PAINTED S.S.
PAINTED S.S. 48"
O.C. FASCIA CAP
3/4" . X 1 /4"
CROWN STAPLE
SOFFIT max. 12-inch span
SOFFIT`n
SOFFIT & FASCIA
DETAIL
ALCIS001 FL12194-R3 Page 2 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL SERVICES, LLC
System :No. I Installation, Detail
12J-1
OPEN RAFTER
3/4" X 1 /4" CROWN STAPLE "24"
ON CENTER USING A DIAMOND PATTERN
ALUMINUM COILS, INC
Soffits
Appendix B
3/9' KTWMN `, SOFFIT STAPLE
DIAMOND PATTERN
FACIA BOARD 1,„, ,1 DETAIL
STAPLES
AACIA CAP
I 3/4" X 1 /4" CROWN
J—CHANNEL
STAPLE "8" ON CENTER
screwed to soffit 1-3/4" TRIM. NAIL
with one(1) #8 x PAINTED S.S. 48"
1/2" x 3/8" head. O.C.
diameter screw,
16" o.c.
WOOD OR BLOCK
SUBSTRATE
SOFFIT —max. 12-inch span
1-3/4" TRIM NAILI FACIA BOARD
PAINTED S.S.
FASCIA CAP
3/4" X 1/4"
CROWN STAPLE
SOFFIT & FASCIA
DETAIL
ALC1.5001. 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC -
Soffits
Appendix B
System No. Installation Detail
1'1" TRIM NAIL FASCIA BOARD
PAINTED S 5,
i
FASCIA CAP
SOfFI
OPEN RAFTER 1"4' CROWN STAPLE
FASCIA BOARD
14 GA 5/6" T-HAR
16F-1 SOFFIT &FASCIA
16F-5
DETAIL
FASCIA CAP; REFER
TO SOFFIT L FASCIA
F" CHANNEL--"*' HANNEL DETAIL
SOFFIT; MAX. 16"
SPAN
MASONRY
SUBSTRATE
ALC15001 FL.12194-R3 Page 4 of 12
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CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
16 F-3
Min. 318"" head dia. nail. with .min. 1W"
engagement(ior wood substrate) or
min. 0.0.97" dia. T-nail or stub nail
with min. 5/8" engagement(for concrete
or block substrate); spaced as. noted
above.
ASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
F" CHANNEL
Wood, Concrete
or Block.0
FASCIA LIP 1 /4"
STAPLE SOFFIT TO
A.SCIA BOARD #T50
8" X 3/8" STAPLE
16" 0. C.
LPAINTED 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 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 otherproductattributesthatarenotspecificallyaddressedherein-.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
OPEN RAFTER ; n„ `, SOFFIT STAPLE
3/4" x 1/4' ; ;DIAMOND. PATTERN
CROWN STAPLES DETAIL
USING A DIAMOND
PATTERN FACIA BOARD
16F-4 6
FASCIA CAP
3/4" X 1/4" CROWN
8"
BOARD
F" CHANNEL CAN BE
STAPLE ON CENTER
1-3/4" TRIM NAIL
S.S. 48"
FASCIA
PPAINTED
INSTALLED WITH THE O.C.
NAILING
CAP
FLANGE UP OR 4TRIMMLFACIADOWN3/4" X 1/4"
CROWN STAPLE
SOFFIT -'max. 16-inch span
WOODSSUBSTRATE
SOFFIT & FASCIA
DETAIL
ALCI5001 FL12194-R3 Page 6 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportIsvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS,. INC
Soffits
Appendix IS
System No. Installation Detail
1 }" TRIM NAIL FASCIA BOARD
PAINTED S.S.
FASCIA CAP
SOFFIT
CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
Vx} CROWN
USING,A DIAMOND-\ SOFFIT & FASCIA
1617-2 & PATTERN: REFER TD DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN
DETAIL
FASCIA CAP; REFER \
TO SOFFIT L FASCIA 3„
F" CHANNEL DETAIL 8
3l8'11
SOFFIT; MAX. 16" 1
SPAN
WOOD
SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC1.5001 FL12194-R3 Page 7 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatareriotspecificallyaddressedherein.
CREEK
TECHNICAL SERVICES, LLC
System. No. I Installation Detail
16J-1
3/4" X 1/4" CROWN STAPLE "24"
ON CENTER USING A DIAMOND PATTERN
WOOD OR BLOCK
SUBSTRATE
OPEN RAFTER
1-3/4" TRIM NAIL
PAINTED S.S. 48"
O.C.
SOFFrr-max. 16-inch span.
ALUMINUM COILS, INC
Soffits
Appendix B
SKWUN SOFFIT STAPLE
DIAMOND PATTERN
FACIA BOARD LDETAILsrncs
ASCIA CAP
3/4" X 1/4" CROWN
STAPLE "8 ON CENTER 1-3/4" TRIM NAIL
PAINTED S.S.
SOFFIT
FACIA BOARD
FASCIA CAP
3/4" X 1/4"
CROWN STAPLE
SOFFIT & FASCIA
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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
0
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. installation Detail
1 }' TRIM NAIL FASCIA BOARD
1'x4' CROWN'
PAINTED S.S.
STAPLES FASCIA CAP
USING A DIAMOND SOFfiT
PATTERN; REFER_ TO
SOFFIT STAPLE 1"x}" CROWN STAPLE
DIAMOND PATTERN
DETAIL
1 }" TRIM NAIL
PAINTED S,S. FASCIA BOARD
SOFFIT & FASCIA
24F-1 & DETAIL
24F-4
1'x}' CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT L FASCIA \
DETAIL /
Nominal 1"x2' SYP B~
Batten Anchored to SOFFIT; MAX. 3/ejF-CHANNEL Rafters with one Td
Ring Shank Nail at
every Rafter
W000 SUBSTRATE /
SOFFIT STAPLE
DIAMOND PATTERN
ALC1.5001 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty,. installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL.SERVICES,, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 }" TRIM NAIL FASCIA BOARD
PAINTED S.S.
IA' SMOOTH SHANK
ROOF NAILS FASCIA' CAP
SOFFIT
1"x2' CROWN STAPLE
1 }" TRIM NAIL
PAINTED S.S. FASCIA BOARD
SOFFIT & FASCIA
24F-2 & DETAIL
24F-5
1"x}" CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT 1 FASCIA
DETAIL
Nominal 1"x24 SYP
F-CHANNEL
Batten Anchored to SOFFIT; MAX. 24"
Rafters with one Td
Ring Shank Nail 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
i }" TRIM NAIL FASCIA BOARD
PAINTED S.S.
14GA i' T-NAILS FASCIA CAP
SOFFI7
I-x}" CROWN STAPLE
TRIM NAIL1 -\
S.S. FASCIA BOARD
SOFFIT & FASCIA
24F-3 & DETAIL
2417-6
I"x}' CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT 5 FASCIA
DETAIL
Nominal 1'x2' SYP
F-CHANNEL
Batten Anchored to SOFFIT; MAX. 24"
Rafters with one Td
Ring Shank Nail at
every Rafter
MASONRY
ALCI5001 FL12194-R3 Page 11 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. Instaiiation Detail
1 i" TRIM NAIL FASCIA BOARD
1,4" CROWN
PAINTED S.S.
STAPLES FASCIA CAP
USING A DIAMOND SOFFIT
PATTERN; REFER TO
SOFFIT STAPLE CANTILEVERED" 1"xi" CROWN STAPLE
DIAMOND PATTERN RAFTER
DETAIL
FASCIA BOARD
TRIM NAIL SOFFIT & FASCIA
24J-1 &
PAINTED S.S. DETAIL.
24J-2 1'xi" CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT L FASCIA
DETAIL
Nortiinel 1" x 2" SYP battens
scabbed between rafters and SOFFIT; MAX. 24"
J-CHANNEL secured with one (1) 7d ding
shank nail straight -nailed
through the rafter Into the and
WOOD SUBSTRATE of the batten or two (2) 7d
ring s(rank nails toe -nailed on
either side of the baHern at the
batten/rafter 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
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 followingprovisions:
1. Wind speeds for risk category I, II, lll, 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-ft? 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„ ii is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4'of the FBC.
8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional.
9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is
smaller, but not less than either 4% of the least horizontal dimension or 3-ft.
ALC15001 FL12194-R3 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL. SERVICES, LLC
ALUMINUM COILS, INC
Soffits
ADDendix C
esi n Wind R, s7# res" for Soffits ih' Ex
4 Mean Bas(cW,ind'S
T¢YPe 'z 2. ,` n . 130 k 423
20 -16.9 -19.8 -22.9 -26.3
osure B t
20170'180 s 190 LJ
30.0 33.8 37.9 42.2 46.8
25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
4
30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
40 18.3 21.5 24.9 28,6 32.5 36.7 441.2 45.9 50.8
Enclosed
50 19.5 22.9 26.5 30:5 34.7 39.1 43.9 48.9 54.1
Negative
60 20.5 24.0 27.8 32..0 36.4 41.1 46.0 51.3 56.8
Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
5
30 2.0.8 24..4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
40 22.6 26.5 30.7 35.3 40.1 4.5.3 50.8 56.6 62.7
50 24.1 28.2 32.8 3T6 42.8 48.3 54.1 60.3 66.8
60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
4 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
Enclosed.
50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31..3 34.7
Positive
60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
5
30 10:8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7
60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
ALC15001 FL12194-R3 2of4
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 C
sue.. Desr rn WindPr sesur,esr.Soffits inE_z os u're C "-" `-"`
P-
60 i170, F1L80 ,.190 ,200 .
s" .r..
43..5
P k
7Ta e
Hei
4
ht,ft . k
20
T : , :.." 140,
xr_,.....s,.J
2:1.7 -25.4 -29.5
8150 e N
33.8 38.5 48.7 54.3 60.2
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8
4
30 23.6 27.7 32.1 36.9 41.9 47.3 511 59.1 65.5
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5
50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9
NNEnclosede (
Negativeegativ
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 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
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 46.7
Positive. 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 ALUMINUM COILS, ING
Soffits
TECHNICAL SERVICES, LLC
Appendix C
ZoneRoof..':
n
µ
Mead`, Basic
L2 , °. , 13.Q .. ra1T40Hetht` f3 . , ,150 ... , m- .
20 -
26-0 -30.5 -35.4 -40.6 dS
eedm hIYL,,<.., r in ...<,.., ..:, ...,.
160 !
718 i190 $200 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
30
27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40
29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 Enclosed
50
30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Negative
60
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 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 Enclosed
50
19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Positive
60
20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Loads):
20 16..7 19.5 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 38.9 413 48.0 5
30
17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40
18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50
19.6 23..0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60
20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56:1 ALC15001
FL12194-R3 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 productattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL, SERVICES, LLC
3/8" F-Channel
3/8"
3/8" J-Channel
s-- 3/4"
1/8" HEM
1 5/e"
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 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout ther duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
Fascia
GREED
TECHNICAL SERVICES, LLC
S 3/4"
7/8"
1/8" HEM
6"FASCIA
7" BLANK
1/4"
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
ALCI5001 FL12194-R3 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL SERVICES, LLC
16" Q4 Soffit
25 TYP.
0.125 TYP.
18 BLANK
3 / 8 PROFILE
50 TYP.
00000a^.
aooaa
ooa000
a0000
WIOF I (H IJFR PATTERN (F111 I SP+J F1
LOUVERS FORMEO IN SAME OIRECBON AS RIBS}
ALUMINUM COILS, INC
Soffits
Appendix D
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 dbration 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
7/8" 3 1/8" 7/81, 1 3 1/8"
5/16"
1/2" 1/2" 1/2" 1/2" 1/2"
3/8"
13.75" BLANK
3/8" PROFILE.
2.625 REF.
50 TYP..
25 TYP.
0.125 TYP,
a0000a
a0000
N
w
00000a
f0
000ao
WIDF I DtNFR PAITFRN (FLI I CC+I F1
IOlNERS FORMED IN SAME DIRECTION AS RIBS)
END OF REPORT
ALC15001 FL12194-R3
ALUMINUM COILS, INC
Soffits
Appendix D
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 orqualityassurancechangesthroughouttheedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein.
Florida Building Code Online Page 1 of 1
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5444
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FL5444-RII Revision CertainTeed Corporation -Roofing
Category: Roofing
Subcategory: Asphalt Shingles
John W. Knezevich, PE
954) 772-6224
Approved
History
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary.
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 eCheck
Credit•
Safe
wrr '. r aar.i •..
ACt1Ur'lCi'1F 1 R" GMW c'We".
https://www.ftoridabuilding.org/pr/pr_app_Ist.aspx 11 /29/2017
Florida Building Code Online Page 1 of 2
Comments
Archived [ j
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
0 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
W Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
FL5444 R11 COI 2017 01 COI Nieminen.odf
Standard
ASTM D3161, Class F
ASTM D3462
ASTM D7158, Class H
Year
2009
2009
2008
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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
06/06/2017
06/08/2017
06/09/2017
08/08/2017
09/07/2017
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 Installation Instructions
Approved for use in HVHZ: No FL5444 R11 II 2017 06 FINAL ER CERTAINTEED Asphalt
Shingle FL5444-R11.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166
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.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:
W M Cluck
Credit Card
Safe
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SNIYV6LG.S
rNo
JTRINITYIERD
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 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 51h 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. 59166, Florida DCA ANE1983
The facsimile seal appearing was authorized by Robert Nieminen,
P.E.on12/08/2016. 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) ERD 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.
TRINITY I ERD
ROOFING SYSTEMS EVALUATION:
1. 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 5th Edition (2014) Florida Building Code and 5th 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 05NK22800 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
UL 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, LLC. Evaluation Report 3532.09.05-Rll
Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 2 of 12
6. INSTALLATION:
6.1
6.1.1
6.2
6.2.1
6.2.2
6.3
6.4
6.4.1
6.4.1.1
no
V TRINITYIERD
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 153.0 and CertainTeed published installation instructions.
GT20'°", XT'` 25, XT'` 30, XT` 30 IR:
ENGLISH 12" 12" 12"
305 mm} (305 mm)- .(305 mm)
1" (25 mm) _ Sealantlant 1 " (25 mm)
J.
5 5/a" (145 mm)
5 i/2'!oi Norwood
Plant
METRIC I ._ 13118" 131/B" — .— 131/B" -
r-
1"(25 mm) Sealantlant 1" (25 mm) i
61M„
Figure 113. Usefour nailsfor every frdl shingle.
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 II is suggested.
I• -
ftoofing Cement
Apply 1" (25 mm) spots of asphalt roofing cement
under each lab corner.
Figure 114 Usefour nails rmdsrX spots ofasplrrlt cement on steep skpes.
CAUTION: Excessive use of roofing cement can cause shingles
to blister.
Hip & Ridge for CT20", XT" 25, XT" 30, XT'" 30 IR: Cut Shingles
25 mm) I+ I 1— 2" (50 mm) Remove
71
I—-— -— Ill — — —
2' 11
Cap Cap Cap 305him)
Shingle Shingle Shingle 1
Figure 11-24.• Cut tabs, then trim back to make cap sbingles
English dimensions shown). im°` N°
pOap\anl
Figure 11-25.- Installation of caps along The hips and ridges.
For ASTM D3161, Class F performance use BASF "Sonolastic° N131'"I" adhesive or Henkel "PLO 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 I FL5444-R10
Revision 11: 12/08/2016
Page 4 of 12
6.5
6.5.1
ARCADIAT"°:
LOW AND STANDARD SLOPE STEEP SLOPE
Use SIX nails for every full shingle located as shown below Use SLY nails and FOUR spots of asphalt roofing cement.for every full
shingle as shown below. Apply asphalt roofing cement 1"(25 nim)
from edge of shingle. Asphalt roofing cement meeting ASThI D 4586
Type R is suggested.
Nail Line
Nail
Nail Line
V (25 mm) V (25 mm) —
Figure 2: Use six nails for eueq full shingle.
Hip & Ridge for Arcadia TM: Cedar Crest1m, Cedar CrestTM IR
P(25 mm) t'125 mm)—
J it G CJ
Figure 3: Use sir nails and four spots of asphalt
roofing cement on steep slopes.
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° NP1TM" 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.
Exterior Research and Design, LLC.
Certificate of Authorization #9503
6.
I
12,
Su "
3d5 mmi
FBC NON-HVHZ EVALUATION
Hand -sealing adhesive
4"
1/4" IL -------
314"
J
Dab of asphalt
cement between
shingle layers
Evaluation Report 3532.09.05-Rii
FL5444-R10
Revision 11:12/08/2016
Page 5 of 12
TRINITY I ERD
6.6 BELMONTi"':
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
i cement 1" (25mm) from edge of shingle_
t
Wa' 06 n rn)
6.6.1
6.6.1.1
6.6.1.2
6.6.1.3
o Additional nails if required_ —`
SIB' (t 6 mn)
i
See below- Asphalt roofing cement meeting
ASTM D4586 Type II is suggested.
4
1"(25mm) RoofingC-Menl
Hip & Ridge for BelmontTI:
Option 1: Refer to instructions herein for Cedar Crest1m, Cedar CrestT" IR hip and ridge shingles.
Option 2: Shangle° Ridge
Figure 17-18: Shangleo Ridge.
18 Exposure Remove tape
from the right side
and fasten
SECOND
theFastenth'
left side 85/8
RIGHT
FIRST /
LEFT
Figure 17-19. Installation of Shangle® Ridge shingles
an hips and ridges.
For ASTM D3161, Class F performance use BASF "SonolasticO NP1TM11 adhesive or Henkel "PL°
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements.
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 6 of 12
6.7
6.7.1
6.8
TRINITY ERD
CARRIAGE HOUSE SHANGLE° AND GRAND MANOR SHANGLE°:
LOW AND STEEP SLOPE
STANDARD SLOPE
Use five nails for every full Shangle.
25 mm) (251mm)
F
5/8"
16 mm) (220
Figure 17-4. Use fits nails for every full Grand Alanor Sbangle,
Carriage (louse Shangle, or Centennial Slate.
Use seven nails and three spots of asphalt roofing cement for every
hill Grand Manor Shangle. Use five nails and three spots of asphalt
roofing cement for every full Carriage House Shangle and Centennial
Slate. Apply asphalt roofing cement 1" (25 rem) from edge of shingle
Figure 17-5). Asphalt roofing cement meeting ASn, I D45861j1)e 11
is suggested.
I -(25 m
5/8 . 11,\
1"
25mm)t ---
38 mm)
or less +1,.
25 mm)
8E
220
Figure 175. Wben installing Grand Aranor Sbangtes on sleep slopes,
use seven nails and three spots ofaspbalt 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, LANDMARK TM IR, LANDMARK TM PRO, LANDMARK TM PREMIUM, LANDMARKTm TL, LANDMARK TM
SOLARIS, LANDMARK TM SOLARIS IR, NORTHGATE:
LOW AND STANDARD SLOPE
METRIC DIMENSIONS
12" 143/4" 12"
305 mm)-+(375 mm)—[--(305 mm)-
L 1Fi?3§`V"'.w•. :>-=C.-._,_5v4 r°'+:E_r„.r••`'.c2.-:-.
1-1" (25 min) Releas Tape 1" (25 Ill in)
Nailable
Area
LANDMARKTL
NorthGate:
131/2" 13" 131&'
343 mm)- —(330 mm)-—(343 mm)—)
1_--1" (25 mm) 1" (25 mm)—
FAI
Figure 13.4: Use four nails for ever)- furllsbingle.
wlor
NAILING 12" 14314' Ir
AREA I-- (305 mm) (375 mm) — .— (306 mm) -.-I
r Neiirxl tlrnits
1" (25 mm)
Uppxna fne P (25m_m)—..
Laver nail ine
4p,:y.yy
Naiing areas for lour and standard alopoa (ham 2,12 to 21.12)
Nall between upper & {Sw tines as shown above.
Exterior Research and Design,LLC. Evaluation Report 3532.09.05-1111
Certificate ofAuthorization 119503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 7 of 12
STEEP SLOPE
Use six nails and foie• spots of asphalt roofing cement for every full
laminated shingle. See below. Asphalt roofing cement should meet
ASTM D4586 Type Il. Apply 1" spots of asphalt roofing cement unde
each corner and at about 12" to 13" in from each edge.
METRIC DIMENSIONS
Imo—
12"—
305 mm)
1"(25 mm)
Nail Area i
For Steep
1"—I I+
25 mm) L?
143/4" 12"—
315 mm) (305 mm)
1"(25mm) '
IeaseTaoe 1
Cement
hl-
LANDMARK TL
131/2"
343 mm)
13"
330 mm)
131/2"—•
343 min)
1"(25 mm) 1 "(25 mm)- 4
Figure 13 S: Use six nails and four spots of
asphalt—fingeement on steep slopes.
NorthGate:
STEEP 12" 14-314" 12"
SLOPE I 1MnS mm1j1-rn-Ir —fans &
Nailing areas for steep slopes (greater than 21:12)
and "Stoml-Nailing"
Nail between lower 2 nail lines as shown above.
6.8.1 Hip & Ridge for Landmark TM, LandmarkTm IR, Landmark"" Pro LandmarkT" Premium LandmarkT"' TL
LandmarkT" Solaris, Landmark" Solaris IR, NorthGate:
6.8.1.1 Option 1: Shadow Ridge TM or NothGate Accessory
12" 97/8"
305mm) (250mm)
6 6"
415/16' 415/16
150mm) (150mm) (125mm) (125mm)
Notch for
Centering
12° R
305mm)
Notches for Alignme nt to
the Top Edge of the Previous 7
Capfor5'(125mm)Exposure (i80n
English Dimension
Shadow Ridge —
Exterior Research and Design, I.I.C.
Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION
Notch for
Centering
131/4°
337mm)
Notches forAlignment to
Lthe Top Edge of the Previous
75/8°
i
Capfor55/V(141mm)Exposure (1 m)
Metric Dimension
Shadow Ridge -
Evaluation Report 3532.09.05-1111
FL5444-R10
Revision 11: 12/08/2016
Page 8 of 12
9 27=
n Ell {125 mm)
cent•.rin g Natth
131/4'
337 mrn)
Align these
notches to top
Ledge
or
Previous MUMS
NorthGate Ridge
QOC-) TPuNITYIERD
131/8"
r—(333 mm)—
6 5111-
168r, 68 mm)I(168 mm)
I}}I ? Centering
7g 131/4" Notch
19t mrst) (337 mm)
Align these/
notches to to
7 5/8'
li 1 edge of
p (19mm) I
previous
course. . NorthGate
Accessory 12'
I 305mm)`
I Laying
Notch I
I II I 5. (
125mrn) ExPasure
I Figure
13-20.• Use tayingnotches to center shingles on Ines and ridges,
and to hcate the correct exposure. 6.
8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic° NP1TM" 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 Crest", Cedar Crest" IR hip and ridge shingles. Exterior
Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate
ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision
11: 12/08/2016 Page
9 of 12
OTRINITYIERD
6.9 PRESIDENTIAL SHAKE""", PRESIDENTIAL SHAKETm 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 naffs 1'
Nailing 1. 40" _--;; above tab cutouts malting certain tabs of overlying shingle cover nailsGuideLines (1016 mrn)
51rf, — 133 mm) . .
141/4"
11/2' 38 mm) (362 mm) • • — — 1j
r---- —-- —+ i 1
NOTE: Apply nails on painted guideline.
Figure 16-6.• Fasterdngh-esi&ntial andPresidmtiat TL Shake V diameter asphalt roofing cement
shingles on low and standard slopes.
Figure 16-7.• Fastening Presidential and Presidential T/L Shake
shingles on steep slopes.
6.9.1 Hip & Ridge for Presidential ShakeT1, Presidential Shake""' IR Presidential Shake TLT`" Presidential
SolarisT":
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 NPV "' adhesive or Henkel "PL11
Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements.
6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest"", Cedar Crest" IR hip and ridge shingles.
6.10 I HATTERASTM:
LOW, STANDARD AND STEEP SLOPE:
Figure 15.3: Fasleningllalteras Shingles on
Low and Standard Slopes
For lo"c:nd standard slopes, use Gre nails for each full
Ifatterts shingle a, shown atxme.
Exterior Research and Design, I.I.C.
Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION
mm)
Figure 154r Fastening 1laltems.Sbingles oa .41eep Slopes
For steep slopes, use five mils and eight spas of asphalt roofing
cement for each full flattens shingle as shave abo"r. Apply I-
25mm) diameter spas of roofing cement (MMI D 4586I)Te II
suggested) under each tab corner. Press shingle Into place; do not
expose cement.
CAUTION: Too much roofing cement can cause shingles to blister.
Evaluation Report 3532.09.05-1111
FL5444-R10
Revision 11: 12/08/2016
Page 10 of 12
P 0 KINI-9-Y ERD
6.10.1 Hip & Ridge for Hatteras'":
6.10.1.1 Option 1: Accessory for Hatteras
i?vaj°2::;•:r
2
Figure 15-14.-18 tbree:piece units separate to make
54 Hatteras Accessory shingles
6.10.1.2 Option 2: Cut Hatteras Shingles
g1.
230 men) I
I I
mm).{ aSohg" g{4iiQ e>
nj
460mm)
Cap Cap Cap Cap
CzaOm Shingle Shingle Shingle Shingle — 9
Figure 15-20, CutHatteras shingles to make cover cap. Figure 15-21: Installation of caps along hips and ridges.
6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1"' adhesive or Henkel "PLO Polyurethane
Roof & Flashing Sealant", in accordance with CertainTeed requirements.
6.11 HIGHLAND SLATE"", HIGHLAND SLATET"' IR:
LOW AND STANDARD SLOPE: STEEP SLOPE:
m ) I PO—)
Use FIVE nails and BIGHT spots of asphalt roofing cement" for each
full Highland Slate shingle. For Miaml-Dade, SIX nails are required.
Apply I' diameter spots of asphalt roofing cement under each tab
corner. Asphalt roofing cement meeling ASTM D4586 Type II is suggested.
Miami-Daderoquires
SIX ne ls (hvo nails •(ZSmm)
installed over center
cutout as shown). 11-,D1de raqui-
SD:ne'19 (hb llah
Insulted TrCenter
M.A n ih-N
Figure 11-3: Use FIVE nadsforevery Algblrnrd Slate shingle.
Figure ll 3 Use FIVB nails and eight spots ofrrsphalt
roofing cement under each tab comer.
CAUTION: Excessive use of roollng cement tan cause shingles
to blister.
6.11.1 Hip & Ridge for Highland Slate'", Highland Slate'"' IR: Refer to instructions herein for Cedar Crest'", Cedar
Crest'` IR or Shangle Ridge'" hip and ridge shingles.
Exterior Research and Design, LLC. Evaluation Report 3532.09.05-RII
Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10
Revision 11: 12/08/2016
Page 11 of 12
TRINrry ERD
6.12 PATRIOTTM.
LOW AND STANDARD SLOPE STEEP SLOPE
Use POUR nails for every full shingle located as shown below. Use POUR nails and four spots of asphalt roofing cement for every full
shingle as shown below Asphalt roofing cement meeting iMM D4586
Type II is suggested. Apply 1'(25 mm) spots of asphalt roofing
Sealant cement as shown.
i ! _ CAUTION: Excessive use of roofing cement can cause shingles to blister.
113'~
F=1.—mn} j---- j 1'(25nmr—
156mm) IT Ij
313-
1,0 (333mm) (
333mm) T—
tT1' (25
von) 1' (25 rci]-i(155vrtnJRoollnp
Cement)
12 01 -+
1MErm)
12am +I pisc) (mRm) Nam) 6.12.
1 Hip & Ridge for PatriotT": Refer to instructions herein for Cedar Crest", Cedar CrestT"" IR, Shadow RidgeT1, NorthGate or
Shangle RidgeT" 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. 8. 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 CIA 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 3532.09.05-1111 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
I Professional Re elation lI1
frarlfs>rx,asai{r+I ,nerttct+&Islofrsr car rAccfdepg
d'
a _ Floridi
Product Approval USER:
Public User 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 Rparrh
Pp dtc - Annliratinnc FL#
Type Manufacturer Validated By Status FL15216-
R2 Revision InterWrap, Inc. Category:
Roofing Subcategory:
Underlayments John
W. Knezevich, PE 954)
772-6224 Approved
History
u --
ny" -uy v ', 'I— .c i-c - 1111 ieu i ice I uiC 1U1 eiiu/uI LI I l Ilillll»IUII It nCCeS y. Contact
Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The
State of Florida is an AA/EEO employer. Copvriaht 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: ECheck ..
Credit
Card Safe
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Florida Building Code Online Page 1 of 2
FL # FL15216-R2
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived Ca
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
0. 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
R 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 Installation Instructions
Approved for use in HVHZ: No FL15216 R2 II 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216-
R2.DdfApprovedforuseoutsideHVHZ: 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
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:
M rCluck IM
Credit Card
Safe
Im
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UNDCi-L,g-1 14 -
r—
EVALUATION REPORT
Interwrap, Inc.
32923 Mission Way
Mission, BC V2V-6E4
Canada
SCOPE:
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
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: RhinoRoof 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 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 "Trinityi 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. 59156, Florida DCAANE1983
The facsimile seal appearing was authorized by Robert Nieminen,
P.E. on 04/27/201S. 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 ERD 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.
V 9 RIN8T1' 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:
Enti Examination Reference Date
ITS(TSf1509) 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 11 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
Underlayment
Asphalt
Nail -On Tile Foam -On Tile Metal
Wood Shakes Slate or
Shingles 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-R2
Certificate of Authorization #9503 FL15216-RZ
Revision 2: 04/27/203.5
Page 2 of 3
YD
TRINrry 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.
7. 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 CIA 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, LLC. Evaluation Report 140510.02.12-R2
Certificate of Authorization #9503 FL15216-112
Revision 2: 04/27/2015
Page 3 of 3
Florida Building Code Online Page 1 of 1
rajj ss6E.
Professonal Ra u!M; i on IV.,
ems, ,08Pk MOIkE+ ABSWI:DBpRI,UBPfl olillsoNs MACY 081,R FI
rida i
Product Approval Q
USER: Public User u'.
l ksltlLll'n, Product
Approval Menu > Product ar 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 Searrh
Results - Annlicatinns FI #
Tvoe Manufacturer Validated -By Status FL16568-
Revision MILLENNIUM METALS INC. Steven M. Urich, Approved RI
Category: Roofing PE History
Subcategory: Roofing Accessories that are an Integral Part of the 717) 317-8454 Roofing
System Hpprovea
oy ucrn. ,vpprovais oy unrK snail oe rewewea ano raaneo oy cne ru ano/or cne commission it necessary. 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
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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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply
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Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL16568-R1
Application Type Revision
Code Version 2014
Application Status Approved
Comments
Archived
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
1,71 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
0 Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
FL16568 RI COI CertOfindeD.Ddf
1709.2
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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
Rummnry of Prnrinrtc
Method 2 Option B
03/02/2015
03/02/2015
03/05/2015
04/15/2015
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 RS II 01 MMI-2 OffRidoeVent-ASTME330-
Steel EVALREPORT.DdfApprovedforuseoutsideHVHZ: 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 R1 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 R1 II 02 MMI-2B OffRidgeVent-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 OffRidaeVent-TAS
100 EVALREPORT.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. 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 mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
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Speclafi,w Sfi1 aI EngIrleprinq CBUCK, Inc. Certificate of Authorization #8064
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 16568.2 111
Florida Building Code 5th Edition (2014)
Per Rule 61G20-3
Method: 2 - B
Category: Roofing
Sub - Category: Roofing Accessories that are an Integral
Part of the Roof System
Product: MMI-2B" Off Ridge Vent with Detachable Baffle
Material: Steel or Aluminum
Support: 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
r'nntontc-
Evaluation Report Pages 1-7
Secure Stow* Seat la ElectranlcSuW"1
1L BIUC / L. //,
i
P'• c risF'• 'ccp''
No 31242
w=
0,
STATE OF Z
FCORIDP. •• G`
r/11111111111
c.
Dlgilally Signed by: lames 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
Sg3eac,aNStructural Eng,r*PrIng CBUCK, Inc. Certificate of Authorization #8054
Manufacturer: Millennium Metals, Inc.
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.)
Slope:
Description:
15/32 (min.) or greater plywood,
or Wood plank (min. specific gravity of 0.42)
2 : 12 or Greater
a
FL #: FL 16568.1 R1
Date: 2 / 26 / 15
Report No.: 15-104-MM-2B-ORV-E;R_14.
Page' 3 of 7
Speclaltj Structural Enginevrinq . 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
Uo"U0 Report No.: 15-104-MM-2B-ORV-ER_14
erinqnnLQ Page 4 of 7
SpP—_Oa Structural Encalneering 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:
a 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:
A 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
FL #: FL 16568.1 R1
Date: 2 / 26 / 15
C 0n Report,No.: 15-104-MM-2B-ORV-ER_14
Page 5 of 7N
Specially Sh uctural 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-26 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-M-ER_14
nQ Page 6 of T
Spp —_1csH . C'trV=h Jwc!3' Eng1nek=r1nq CBUCK, Inc. Certificate of Authorization #8064
Installation Method
Millennium Metals, Inc.
MMI-213" Off Ridge Vent with Detachable Baffle Attached to Wood Deck
4 1/2"
3"
5-1/2"
Profile Drawings
12„
18-1 /4"
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
m
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)
1010
Higher Slope
Back)
FL #: FL 16568.1 R1
Date: 2 / 26 / 15
Report No.: 15-104,-MM-H-OW-ER_14
Page 7 of 7
SpEac—IIC3ftj SfirL=9'ureg9 Engirwk=riing CBUCK, Inc. Certificate of Authorization #8064
Installation Method
Millennium Metals, Inc.
MMI-213" Off Ridge Vent with Detachable Baffle Attached to Wood Deck
1 1/2" o.c.
1 1/2" 4" o.c.
4' o.c. Typical, Maximum
Typical Fastener(s)
11 Gauge Ring Shank Roofing Nail
OR Base Flange
10 min. Wood Screws
Top Plan View (Not To Scale)
Typical Fastening Pattern)
Nominal Lengths
4 Ft.
8 Ft. ,ode .••
r - •: ...
10 Ft.
Detachable Baffle
y. - - Two piece system
that slides into lower
flange of vent and
secured with fasteners
spaced 4" o.c.
Typical Fastener(s)
11 Gauge Ring Shank Roofing Nail
0 min. Wood Screws
Typical Ridge Vent Assembly
Isometric View (Not To Scale)
n, / MILLENNIUM
METALS, INC. 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 '/4" 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 opening.
Table
1-1 Off
Ridge Vent Installation Chart Length
Net Free Area (sn 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" x2-1/2" 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 heASTMF1667 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 * Alundn—,
is only available with delacbable btiffle due to Florida ProduclApprovnL Page
1
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FL# Tyne 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
w . ..> -..,-... ,.r .. , -- . -o. .". a-yr ' - ram., a .w ' i wiom 'un a ue- 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:
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Florida Building Code Online Page 1 of 2
Comments
Archived [
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
R 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
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 Indeoendence.odf
Standard
ACI 318
ACI 530
ASTM A416
ASTM A615
Year
2011
2011
2006
2009
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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
07/03/2015
07/03/2015
07/09/2015
08/20/2015
10/14/2017
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.odf
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 Sin Lintel Load Tables.odf
FL17867 RO AE Letter of Evaluation.Ddf
FL17867 RO AE Ouality Control Manual.Ddf
Created by Independent Third Party: Yes
Back Next
Contact Us :: 2601 Blair Stone Road Tallahassep, 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:
WE iChRk
Credit Card
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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.
Frarrtinn
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, Inc. — 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
r -,
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
e JL YOocumented Construction Value: $ j 159
I 1r
Job Address: 2 '1" 1 Historic District: Yes Now
Parcel ID: Residentialvcommercial
Type of Work: New Addition Alteration Repair Demo Change of Use Move
Description of Work: Plumbing New Residential Construction
Plan Review Contact Person: Khrissy or Jamie Title: Clerical
Phone: 407-323-7515 Fax: 407-323-8954 Email: info@api-orlando.com
Property Owner Information
Name S Phone:
Street: Resident of property? : 04
City, State Zip:
Contractor Information
Name Advantage Plumbing; Inc. Phone: 407-323-7515
Street: PO Box 1117
Fax: 407-323-8954
City, State Zip: Sanford, FL 32772 State License No.: CF-0057881
Architect/Engineer Information
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Phone:
Fax:
E-mail: _
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. 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 1053 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
e
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me
or Produced ID Type of ID
IZ 22 I
Signature of Contractor/Agent Date
A. Thomas Smith
Print Contractor/Agent's Name ]
J
rg&reofNta.WryState of Floric& Mttmered watnicke-Smith
T41sklgl
Y NOTARY PUBLIC
STATE OF FLORIDA
CWT,# GG136869
Expires 8121/2021
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: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
of Stories:
Plumbing - # of Fixtures
of Heads Fire Alarm Permit: Yes No
UTILITIES:
FIRE:
WASTE WATER:
BUILDING:
Revised: June 30, 2015 Permit Application
CITY OF SANFORDBUILDING $ FIRE PREVENTION
PERMIT APPLICATION
Application No:
Job Address: Documented Construction Value: $ r L'
3 Parcel
ID: Historic District: Yes[] 1\o Ej Type
of WorkAdditi New ResidentialT on
Alteration
Commercial E] Description of
Work: Q Repair Demo Change of Use Move El' - Q()n0rr-, n .. . Plan Review
Contact Person: Phone: Name
a
Street: City,
State
Zip: Street: City,
State
Zip: Name: Street:
City,
St,
Zip: Bonding Company:
Address: Fax:
Email:
Property
Owner
Information Title: Phone:
H
o - (i7` q C Resident of
property? 3Z: k7Contractor Information
r, i` , t ,
t j Phone: 'mot)% 712 Fax: L(
1 % . r State
License
No,: F C( Architect/Engineer
Information Phone: Fax:
E-
mail:
Mortgage Lender:
Address: WARNING
TO
OWNER: YOUR FAILURE TO PAYING TWICEFORIMPROVEMENTSTORECORDA NOTICEOA NOTICE OF ENT M RECORDED ANDPOSTEDONTAEJOBSITEBEFORETHEFIRSTINSPECTION.E COM
MAY
RESULT IN YOUR RECORDED CONSULTWITH
YOUR LENDER ORCOMMENCEMENT T MUSTN COMMENCEMENT.
A) ATTORNEY BEFORE IF YOU INTEND TO OBTAIN RECORDING YOUR
NOTICE OF Application is
hereby made to obtain a e commenced prior
to the issuance of a permit and that all work will be performed to meet standards of al permit todotheworkandinstallationsasindicated. 1 certify that no work or installation has in thisjurisdiction. a understand
that a separate permit must be secured for electrical w°ork, furnaces, boilers, heaters, tanks, and air conditioners, etc. 1 laws
regulating construction plumbing, signs,
wells, pools, FBC 105.
3 Shall be inscribed with the date of application and the code in effect as of that date: 5ib Edition (2014) Florida Building Code Permit Application
NOTICE: In addition to the requirements of this permit, there mayfoundinthepublicrecordsofthiscounty, and there ma managementdistricts, state agencies, or federal agencies. Y be additional restrictions applicable to this Property ybeadditionalpermitsrequiredfromothergovernmentalentitiessuchas water PPrtythatmaybeAcceptance
of permit is verification that I will notify the owner of the property TheCitofPPrt3of the requirements of Florida Lien Law, FS 713. YSanfordrequirespaymentofaplanreviewfeeatthetimeofeinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueThe
actual construction value will be r
Permit submittal. n
copy of the executed contracts
required figuredbasedonthecurrentICCValuationTableineffectattheetimeatheepermituediaccordancewithlocalordinance. Should calculated charges figured I
time of submittal, creditwillbeappliedtoyourpermitfeeswhentheeg
off the executed contract exceed the actual otruction issued,
in permitisissued. value,
OER'S AFFIDAVIT: I certify that all of the foregoing information bedoneincornliancewithal! a oration is accurate and that all work will papplicable
laws regulating
construction and zoning. Signature
of pier/Agent Date
DwnedAgcnt'
i\s 'ame Stgnatwe
of Notary_State of Florida Date
Owner/
Agent is Personally Known to Me or ProducedIDTypeofII) Permits
Required: Construction
Type: Total
Sq Ft of Bldg: New
Construction: gent
Date Date c
P
t ontractor/Agent s Name Signature
of Notary -State of florida 1 7 Dateo'
YPOe PAMELASTERNUS i COMMission
tt GG 110622 1 of
F,oP or
Expires August 7, 2021 ; 17
nw &,19o, t o,ary Sarvke3 . Contractor/Agent is Personally ProducedIDKnown to Me or Type
of ID BELOW
IS FOR ®FF.ICE USE ONLY llulldingU
ElectriialEl Mechanical Occupancy
Use: Min.
Occupancy Load: Electric - #
of Amps_ Fire
Sprinkler Permit: Yes 0 No APPROVALS:
ZONING: ENGINEERING:
COMMENTS:
PlumbingD
Gas[ Roof [] Flood
Zone: of
Stories:__ Plumbing - #
of Fixtures of
Heads Fire Alarm Permit: Yes [] No[] UTILITIES:
WASTE
WATER: Fes'
BUILDING:
Revised:
June 30, 2015 Pc'
Tn" Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
JAB 3 O 201$ Application No: -
G" D- ocumen_ted Construction Value:
Job Address: M,0, r5 rf e'(A ' Historic District: Yes No
Parcel ID: ResidentiaQ Commercial L
Type of Work: Newo Addition Alteration Repair Demo Change of Use Move
Description of Work:
Plan Review Contact Person: L
Phone: `tU1- WG-360U _
Title:
Email: k1{aQ.&wlw -Y, &T7-\
Property Owner Information
Name Phone:
Street: _-
ti _ _
Resident of property? GO
City, State Zip: _ +
Contrici<or Information
Name-=y.: G,
t-tiY' ! Phone:qo
Street: . Cod d/ u Fax: ` 10_7- 2 a -A ~ S S
City, State Zip: 5ai't,`t t' 't - % State License No.: -,4 ' O
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 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: 514 Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
4VOTICEnIn 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 verifioation 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
be done in compliance with all applicable laws regulating construction and
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID,
Name
7,at,aKwork will
Sig nature ofNokry-Staid-of Florida / Date
CHERYL D AKERS
MY COMMISSION # FF998962
EXPIRES June 05, 2020
407),x98:0153 ttot(daN`oia[yScytct:tom ,
Contractor/Agent"is _%efI'ersonally 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: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
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:
Revised: June 30, 2015 Permit Application
TATEWIDE 1-888-831-2665 State Certification CAC032448Q* E )"E La -A 1, R,
HEATING , AIR CONDITIONING
SEASIDE OPT OFFICE 4.0 15.0 4 5,926.00
SEASIDE OPT POWDER 4.0 15.0 5 5,901.00
C 5;747.00;a6'
SUMMERLAND OPT BATH 2 3.5 15.0 5 53894.00
SUMMERLAND OPT BDRM 5 3.5 1 15.0 5 6,0,1.9.00
NOTE: PRICING BASED ON NEW CODE & IS VALID FOR 6 MONTHS.
THE DUCT LEAKAGE TEST WAS REQUIRED TO PASS NEW CODE.
Equipment to be GOODMAN 15 SEER Heat Pump
Pricing includes bath duct with standard bath fans, (1) dryer vent box, (1) dryer venting through roof,
programmable thermostat (TH6320U1000DAG), and a 2"d year warranty.
Plans with asterisk also have 2-zone damper systems.
Add price for breakered heat strips, add $35.00 for each unit.
Add price for combustion air for gas dryers, add $90.00 per dryer.
Option price to add 7" range vent, add $150.00 each.
For any interior kitchen hood that has a fan greater than 400cfm — Please add $ 475.00 for a Broan MD8TU.
For any interior kitchen hood that has a fan greater than 1000cfm — Please add $ 875.00 for a Broan MD8TU & MD65.
For any interior kitchen hood that has a fan greater than 1500cfm — Special provisions must be made.
Add $235.00 for increased range vent size if any makeup air is necessary.
DEL -AIR must be notified of any interior hood that greater than 400cfm BEFORE rough -in.
Ducting to be fiberglass flex system. Supply air outlets to be Stamped Grilles.
Del -Air to provide supplies and transfer returns per the hvac duct
layout.
Electrical line voltage to equipment by builder. Low voltage wire to equipment and thermostat
by DEL -AIR. Concrete pad to support outside unit by others. Underground 4" chase for air
conditioning lines by plumber. Platform by Builder.
Warranty: Includes two year labor service by DEL -AIR. Parts & components warranty per
manufacturer's limited warranty.
Payment Schedule: 50% due on rough -in, balance due on equipment set and trim out. Net 7 days.
All invoices beyond 7 days will be charged 2% interest per month.
Customer Initials
In.u-
r:TI crt1P1c 1 . 1_Ic i- CA( -n3d-1 IR
31 COMA'O 41A%
S:rn fn i d. IT 32 771
0117) 3 .44:OOI,
RYA'htHOMES' STANDARD5EfttES
P4lAN ,4 ` y TONNAGE=r S£ER Fi4NS s145EEii'PRICE
OLD" 15#SEER
y''ADttFRIGE
L" TTYAtVSFER
µD€ptlC7'
idElAt15SEER
TRANSFER70TAL
AMELIATH41SLANDPALM TOWNHOM8) 2.5 15'0 4,708.00 190,00 20000 4;798.00 B15CAYNE
BAY 3.0 / 1.5 150 4 7 905.00._ 190.00 150.00 7,945.00 BISCAYNE
BAY OPT GUEST SUITE 3.5 / 1.5 15,0- 5 8,134.00 5190.00 50.00 8,274 00: BISCAYNE
BAY OPT STUDY 3.5 / 1.5 15.0 4 8,095.00 190.00 S0,00 8,235.00 BISCAYNE
TH (ISLAND PALM TOWNHOMES) 2.5 25.0 4_. 4,777.00 190.00 100,00 4,867.00 BONITA
SPRINGS VERSION-2 3.S 15.0 3 4,156.00 190.00 150.00 4,196.00 BONITA
SPRINGS VERSION 2 OPT BONUS 3.5 15.0 3 6,487.00 190.00 150.00 6,527,00 BONITA
SPRINGS VERSION 2 OPT SITTING RM 3.5 15.0 3 4,222.00 190.00 150,00 4,262.00 CORACSPRINGS
3.0 15.0 3 4,455,00 190.00 100.00 4,545.00 CYPRESS
GARDEN 4.0 15.0 4 5,552.00 190.00 8200.00, 5,542.00 DORAL ='
T 1 15.0 4 4,736.00 190.00 Y 4 826:Ot} ESTERO
BAY " 2.0 % 2.5 15.0 4 7,143.00 190.00 150.00 7,183,00 ESTERO
BAY OPT 1ST FL BDRM . 2.5/2.5 15:0 4 7,388.00 190.00 200.00 7,378.00 ESTERO
BAY OPT BDRM 5 2:0 / 2.5 15.0 4 7,464.00 190.00 200.00 7,454.00 ESTERO
BAY OPT HOME OFFICE 2.5/2.5 15.0 _ 4 7,399.00 190.00 150.00 7,439.00 ESTERO
BAY OPT STUDY 2.0 /2,5 15-.0 4 7,288.00 190.00 150.00 7,328.00 JASMINE
COVE VERSION 1 2.5 15.0 2 4,278.00 190.00 100.00 4,368.00. JASMINE
COVE VERSION 1 OPT LUXURY OWNER'S SUITE 3.0 15.0 3 4,514.00 190,00 100.00 4,6D4 00 JASMINE
COVE VERSION 1 OPT SITTING RM' 3,0. 15.0 3 4,419.00 190.00 100.00 4,50900: LARGO1
3.0 _ 15.0 4 5,490.00 190.00 150,00 5,530.00 LAUDERDALE
3.5 15.0 3 4,788.00 190.00 100.00 4,878.00 LAUDERDALE
OPT BONUS 5.0 15,0 3 6,643,00 190.00 100.00 6,733.00F LAUDERDALE
OPT BONUS BATH 5:0 15.0 4 6,778.00 190.00 150.00 6.818 00 LAUDERDALE
OPT BONUS BDRM 5.0 15.0 4 6;889.00 190,00 150.00 6,929.60 PALMDALE
2.0/2.5 15.0 4 7,98900 190.00 150.00 8,029.00, PONTE
VEDRA 2.5 15.0 3 4,622.00 190.00 100.00 4,712.00 SANDPIPER
POINT VERSION 2 3.0 15.0 2. 4,210.00 190.00 150.00 4,250.00 SANDPIPER
POINT VERSION 2 OPT IST FL BDIW/BDRM 5 3.0 15.0 3 4,399.00 190.00 200.00 4,389.00 SANDPIPER
POINT VERSION 2 OPT LUXURY OWNDER'S SUITE 3 3.5 15.0 3 4,861.00 190.00 150W 41901.00 SANDPIPER
POINT VERSION 2 OPT OWNER'S BATH I 3.0 15.0, 2 4,255.00 190.00 150.00 4,295.'00 SANDPIPER
POINT VERSION 2 OPT SITTING RM 3.5 15.0 2 4,625.00 190.00 150.00 4,665t00 SANDPIPER
POINT VERSION 2 OPT STUDY 3.0 15.0 2 4,293.00 190.00 150.00 41333100 SANIBEL
VERSION I 2.0/2.5 15.0 4 8,058.00 190-00 150.00 8,098s00, SANIBEL
VERSION 1 OPT 15T FL BDRM 2.5/2.5 15.0 5 8,760.00 190.00 200.00 8,750.00 SANIBEL
VERSION 1 OPT BATH 2 2,0 / 2.5 15;0 5 8,233.00 190.00 150.00 8,273.00 SANIBEL
VERSION 1 OPT GUEST SUITE 2.5'11.5 15:0 5 8,416.00 190.00' 5200.00 8,406.00 SANIBEL
VERSION 1 OPT MORNING RM 2.5 /2.5 15.0 4 8,415.00 190.00 150,00 8,455.00 SANIBEL
VERSION 1 OPT STUDY 2.0 f`2 S 15.0 4 8,160.00 190.00 150,00 8,200.00 SANTA
ROSA 3.5 15.0 4 5,306,00 190,00- 0.00 5,496.00 SANTA
ROSA OPT BDRM 4 3.5 15.0 4 5,386.00 190.00: ' S0.00 5,526.00 ANTA
ROSA OPT MORNING RM 3.5 15.0 4 5,410.00 190.00 50.00 5,600.60 SANTA
ROSA OPT STUDY 3.5 15.0 4 5,391,00 190.00 0.00 5,581.00 '
Revisioul
Response to Comments FEB 2 2 2018`
dy.
City of Sanford
Building & Fire Prevention Division
Ph: 407.688.5150 Fax: 407.688.5152
Email: building@sanfordfl.gov
Permit # / 7 — U (Zr l Submittal Date
Project Address: Z 2— &,3
Contact: lC
Ph: " I (C1oC Fax:
Email: f i% N Cp`;/)
Trades encompassed in revision:
Building
Plumbing
General description of revision:
Elec al
Mechanical
Life Safety 0 /
l
Waste Water
Department
Utilities
Waste Water
Planning
Engineering
Fire Prevention
ROUTING INFORMATION
Approvals
11 Building 'Gr 17. 1 - 1s
NOTE T BUILDERNUST PROVIDE UNRESTRICTED
11 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS
Transfer ducts/grids sized in compllance
with Florida Residentlal Bullding Code-M1602.4
balanced return air.
EXCEPTIONS 1-3 EXT.
V4r a.o.
I I
I I
Am
I
I
I
t
14x8 1wcd DRU
135
I
Ox10 2wcd
I
20
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GREAT ROOM
r'-s• ci.a I s
I II
I
14x8 1wcd it
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ENTRY
W-
6, au s.
s;
a-- 3.
5 TON W/8KW @240V 1PH 2 CAR GARAGE platform
by bldr
W-
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plen scale
24x14
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S SIM 1608
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8x4
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RECORD
COPY o
3'
bath duct e c to
roof cap N w/
fan Z
o M Nutone
GR 6RNBTEnN N
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7s 0 BEAT - " O
ILLS. X
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VC
a OWNER'
S
lw Iwcd
y 4' S
4W
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1wcd 75 BEDROOM
2 a'-o•
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3 M75 II6' O
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6 W4'
12x611wcd 135
5'
3"
bath
duct to roof
cap w/fan
Nl;Itone
696RNB 7' Must
have
a minimum clearance of 4 inches around the air handler per the State Energy code. A.11 duct has an r=6 insulation value. ra—g
6 s•
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10?c6 '
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a
DESCRIPTION AS FURNISHED: Lot 81, KENSINGTON RESERVE, as recorded in Plat Book 81, Pages 86
through 92, Public Records of Seminole County, Florida.
BOUNDARY FOR / CERTIFIED TO: Pink Conch Shell, LLC; NVR Inc. dbo Ryan Homes; Stewart Title
Guaranty Company; NVR Settlement Services, Inc.
LOT 83 LOT 78
N 89040'51 " E
REC. 1/2" I.R. 45.00' REC. 1/2" I.R. i
4596 4596
I - - -----
O
6 J 'l•
LOT 81
47.80' 47.80'
3.5'x3.5'
AC PAD
9.0'
CONC. cry 7.50' 7.50' 30.0,
W
w
LOT 8,2 0 0 o LOT 80
O
rn o
o TWO STORY O ^I
O 1 RESIDENCE T O
O v F.F.= 29.94'
y7.50'
21.3'
16'
BRICK r
25.20'
DR.
f—
25.20—
P.C. OF 10 UTIL ESMT
LOT 82
G--------------- -- - - --
45.00'
REC.1/2„ 1 R
4' CONC. WALK REC. 1/2" I.R.
4596
4596
OFF N 89040'51 ' E OFF
45, 00'
h
KELHS'COTT COURT
50' PRIVATE R/W)
PROPOSED = FINSHED SPOT GRADE ELEVATIONS FRONT 25
PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS REAR = 20'
1= PROPOSED DRAINAGE FLOW \"Ot O IMPERVIOUS COVERAGE = 1,723t SQUARE FEET OR 33.37 SIDE = 5' FOR 40' LOTS
TS
LOT GRADING TYPE A F OeOy LIVING AREALOTAINS
CONTAINS
1,2 n4± SQUARE FEET SIDE 70' FOFEET SIDE7.5'OR 5' S PROPOSED
FINISH FLOOR PER PLANS = 2919, QQ CONC/LANAI/PORCH CONTAINS 509t SQUARE FEET SIDE STREET = 25' CRUSE'
NHETYER-SCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND -
LEGEND - 5400
E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P •
PLAT P.O.L. • POINT ON LINE F
FIELD TYPE = TYPICAL NOTES" IP. =
IRON PIPE PR.C. • POINT OF REVERSE CURVATURE THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE SUND4RDS OF PRACTTCE SET FORTH BY THE FLORIDA BOARD OF A •
IRON ROD P.CA. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CiNPTER SJ-17 ROR18A ADMIMSTRADVE CODE PURSUANT TO SECTION 472,027. FLORIDA STATUES C.
H. CONCRETE MONUMENT = RADIAL 2, UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL MSED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. MRSETUP. _ {/2' IR. w/MLB 4596 NR. NUN -RADIAL v,
P. •WITNESS POINT 3, THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REC. • RECOVERED O,
B, POINT Of BEGINNING CALC. - CALCULATED P.
U.C. POINTOF CDNMENCEMENY PAN. = PERMANENT REFERENCE MONUMENT OR
EASEMENTS THAT AFFECT THIS PROPERTY, 4.
NO UNDEROROUNO IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 4
CENTERLINE Fl, • FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFR OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. NLD
a NAIL L DISK B.SL. BUILDING SETBACK LINE SA. •
BENCHMARK S. DIMENSIONS SHOWN FOR THE LOCARON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/
4 •RIGHT -Of -WAY ESMT.
EASEMENT B.B. -BASE BEARING Z OFARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN.
DRAINAGE S. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED, UTIL.
UTILITY CLFC. =
CHAIN LINK FENCE 9.
CERrin ATE OF AMOR17AT70H No. 4596. WRFC
WOOD FENCE CIB
CONCRETE BLOCK - SCALE H I" - 2U' •- DRAWN BY: MLT P.
C. POINT OF CURVATURE P.
T. •POINT OF TANGENCY DATE ORDER NO. CERTIFIED
BY; _.__.. DESCRIPTION
REsc. • RADIUS PLOT PLAN 10-13-2017 4407-17 L
ARC LENGTH 0 •
DELTA FORMBOARD FOUNDATION/ELEVS, 00-00-00 239•-I8 C
CHORD C.
R. CHORD BEARING FINAL/ELEVS. 04- 17-18 2330-18 NORTH
THIS
BUILDING/PROPERTY DOES NOT UE WITHIN - --------J-- THE
ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' OM .CRUSE EVER, R.L.S. ,(` 4714 ZONE "
X• MAP d T2117CO09OF (09-28-07) S
W SC R.L.S 1 4801
Revision
Response to Comments :, "
MAR - 1 2 88
Permit # Submittal Date
Project Address: 2 Z.
Contact: . r07- '= /C.
Ph: _ 1-37`-/ Fax:
Email:
Trades encompassed in revision:
1p'-B'—uilding
Plumbing
Electrical
Mechanical
Life Safety
Waste Water
Department
Utilities
Waste Water
Planning
Engineering
Fire Prevention
Building
City of Sanford
Building & Fire Prevention Division
Ph: 407.688.5150 Fax: 407.688.5152
Email: building@sanfordfl.gov
General description of revision:
40 VL 11 , " ID/llj
44o SQ E / //I'
1f
ROUTING INFORMATION
Approvals
5F -:, • 16 (S
CITY OF SANFORD
P.O. BOX 1788
SANFORD FL 327721788
C E R T I F I C A T E O F O C C U P A N C Y
P E R M A N E N T
Issue Date
Parcel Number . . .
Property Address .
Subdivision Name . . .
Legal Description . . .
Property Zoning . . . .
Owner . . . . . . . . .
Contractor . . . . . .
4/19/18
17.20.31.5VC-0000-0640
2263 KELMSCOTT CT
SANFORD FL 32773
RYAN HOMES
RYAN HOMES
407 692-9820
Application number 17-00003184 000 000
Description of Work NEW SINGLE FAMILY HOME - DETACHED
Construction type . . . VB
Occupancy type . . . . RESIDENTIAL USE GROUP
Flood Zone . . . . . . NONE
Approved . . . . . . .
Building Official
VOID UNLESS SIGNED BY BUILDING OFFICIAL
In accordance with this Certificate of Occupancy, all inspections for compliance
with Florida Building Code 2014 for occupancy and use have been performed and
approved.
If the construction project was permitted and built under the owner/builder
contractor exemption of Florida State statute 489.103; refer to state statute
regarding limitations on renting, lease or sale of this property.