3914 Saltmarsh Lp- 18-1236; NEW SFHt- Z
MAit O 1 uib
CITY O SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATIONlipApplicationNo: 1 8' 6 3-6
dDDocumentedConstructionValue: $ W(b lWe0f ZBf$Z.
Job Address: 3914 Saltmarsh Loop, Sanford (Wyndham Preserve lot 35) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0350 Residential ® Commercial
Type of Work: New X Addition Alteration Repair Demo Change of Use Move
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison
Phone:407-529-3135 Fax:
Name
Street:
City, State Zip:
Title: Permitting Manager
Email: mparkison(cDparksquarehomes.com
Property Owner Information
Phone:
Resident of property? :
Contractor Information
Name Park Square Homes/ Vishaal Gupta
Street: 5200 Vineland Rd Suite 200
No
Phone: 407-529-3000
Fax: 407-529-3001
City, State Zip: Orlando, FL 32811 State License No.: CRC1330351
Arch. / MJS Home Designs
Architect/Engineer Information
Arch. 407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789
Street: Eng./ PO Box 530783. Debary FL 32753 Fax:
City, St, Zip:
Bonding Company:
Address:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code
Revised- June 30, 2015 Permit Application
r S
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
11AJ--1_ a•, • 1 e
Signature ofOwner/Agent Date
Vishaal Gupta
Print Owner/Agent' ame
3 '1 182j_' —
Si at r of Notary -State of Flori a Date
Owner/Agent is Personally Ky n to Me or
Notary Public - Stale of Florida
Commission # GG 157861
My Comm. Expires Nov 5, 2021
Bonded through Nauonat Nola Win.
zt/ 3 18
Signature of Contractor/Agent Date
Vishaal Gu to
Print Contractor/ gent's Nam
Srgnat eofNotary- F ri to
MICHELLE PARKISON
Rrt . . • ; Notary Public - State of Florida
Commission # GG 157861
3 / My Comm. Expires Nov 5.2021r
Nondud through Nadonel Nolary Assn.
Contractor/Agen Is ersona y nown to a or
Produced ID Type of ID
Permits Required: Building® Electrical [g Mechanical g Plumbing® Gas[] Roof
Construction Type: Occupancy Use: K5 Flood Zone: K'ft
Total Sq Ft of Bldg:Min. Occupancy Load: I. N # of Stories: Z
New Construction: Electric - # of Amps 'Zoo
Fire Sprinkler Permit: Yes No 9 # of Heads
APPROVALS:
COMMENTS:
ZONING: 3ILVII& UTILITIES:
ENGINEERJNG:VQ_FIRE:
Ok to construct single family home
with setbacks and impervious area
shown on plan. 50. to 'to tMp.
20-1 S Sorceo-o - C, drL
Plumbing - # of Fixtures IQ( -
Fire Alarm Permit: Yes Nold-
WASTE WATER:
BUILDING: C4 '(" 8• K
Revised: June 30, 2015 Permit Application
s
CITY OF SANFORD
ul' (end BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: J.8 - / ,Q3 G Documented
Construction Value: S Job
Address: .:3 c)/ q 5,, i +m(A a h Loog Historic District: Yes No Parcel
ID: ResidentiaLo—commercial Type
of Work: New ErAddition Alteration Repair Demo Change of Use Move Description
of Work: 1
Plan
Review Contact Person: Title: Phone:
Fax: Email: Property
Owner Information Name
Phone: Street:
Resident of property? City,
State Zip: Contractor
Information Name
14W.V ,1,& Phone: 313 -910 3 403 e-A .23 2- Street: /
5 iDOPr , Fax: City,
State Zip:ampa_ Fl_ Q1,13 State License No.: Z413005I/OS Name:
Street:
City,
St, Zip: Bonding
Company: Address:
Architect/
Engineer Information Phone:
Fax:
E-
mail: Mortgage
Lender: Address:
WARNING
TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED
AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced
prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in
this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces,
boilers, heaters, tanks, and air conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised:
June 30, 2015 Permit Application
Is
NOTICE: In addition to the requirements of this'permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional -permits required from other governmental entities such as water _
management districts, state agencies, or federal agencies. -
at I will notify thg owner of the property of the requirements of Florida Lien Law, FS 713. Acceptance of permit is verification th
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplaitreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC• Valuation.Table in effect at the time the petinit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit*is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction anti ping./
J
Signature of Owner/Agent - Date '
Print Owmftent's Name
Signae,re of Notary -State of Florida Date
I
Owner/Agent is Personally'Knowrito Me or - - Produced
ID . Type of ID t
print
Contractor/Agent's Name signat, -
slateSun f dR.- 'Clair nate
f
Commission # GG151707 Expires:
October 15, 2021 Contractor/
Agent is Pe sonally Known to 'W Produced
ID Type BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building El Ele CtriCal Mechanical Plumbing0 Gas[] Roof Occupancy
Use: Flood Zone: Construction
Type: p y Total
Sq Ft of Bldg: Min. Occupancy Load: - *of Stories:_ New
Construction: Electric - # of Amps _ -Plumbing = # of Futures Fire
Sprinkler Permit: Yes No # of Heads r _
Fire
Alarm Permit:' Yes • No APPROVALS:
ZONING: ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
WASTE
WATER: BUILDING:
Permit
Application Revised:
June 30, 2015
IL
EAR
NEW RESIDENTIAL CONSTRUCTION
CONTRACT
AGREEMENT
JOB NAMB:
DATE: 6/21/2017 NY c
PERTY OWNER OR HIS AGENT: DRONEnr_r: ELECTRICAL CONTRACT REVISE F
PARK SQUARE HOMES mac: LEVEL I — WITH CFL BULBS FUEL: GAS/ELECTRICF;=—,, 5200 VINELAND RD MARKET: ORLANDO
mT—y LANDO STATB: FL Crry: SANFORD FL
WYNDHAM PRESERVE
SERVICE
PLAN SIZE SQ FT A/C SYSTEM PRICE
SEBRING 200A 2410
10-kW HEAT 240V, 60A
6,7$8.00
5-TON AC 240V, 50A
SORRENTO 200A 2078
8-kW HEAT240V, 50A 5,
465.00 4-
TON AC 240V, 40A SPRUCE
200A 2774 8-
kW HEAT 240V, 50A 7,
264.00 4-TON AC 240V, 40A SUNDANCE
200A 1730 5-
kW HEAT 240V, 35A 5,
081.00 3-
TON AC 240V, 30A TELLURIDE
200A 2637 10-
kW HEAT 240V, 60A 6,
601.00 5-
TON AC 240V, 50A TRIBECA
200A 1986 8-
kW HEAT 240V, 50A 5,
608.00 4-TON AC 240V, 40A TU5CANY
200A 2718 10-
kW HEAT 240V, 60A 6,
818.00 5-
TON AC 240V, 50A WALTON
Il 200A 1811 8-
kW HEAT 240V, 50A 5,
110.00 4-
TON AC 240V, 40A WELLINGTON
200A 3075 QN
2) SAW HEAT 24OV, 35A 7,
587.00 QTY
2) 3-TON AC 240V, 30A CONTRACTOR/
OWNER: EDMONSON
ELECTRIC: eaRP.-'•
T.Y.eVYOi1 eRY O... 1034
SkiDner Road • Tamn; Phone:(813)910-340 . Fax:(81 MIUDA
LIMNSBBaauDaRcs DATE:
DATE:
N.
nPefr..Cl.TeT 'Cm a ntsetrT.s.rn .r„ 10-
8546 • Www.EdmoWson66eMI/c com
1
CITY OF SANFORD
BUILDING & FIRE PREVENTION
D PERMIT APPLICATION
Application No: P :" 133 (o
p
Documented Construction Value: $
3gIq SJobAddress: _ Q,l kj'vlw- k L%p Historic District: Yes No
Parcel ID: Residential W.' Commercial
Type of Work: New W Addition Alteration Repair Demo Change of Use Move
Description of Work: f l UiYI i i/4 0 •f "0"1
Plan Review Contact Person: Title:
Phone: Fax: Email:
Property Owner Information
Name Phone:
Street: Resident of property?
City, State Zip:
Contractor Information
Name p
Phone: `7-, ' 7 a d
Street: Fax' `l0 7 _ l - V J_G
City, State Zip: i (; ,id I
Et 3 `( .7 I State License No. (-F-C-1 ym'T
Architect/Engineer Information
Name: Phone:
Street: Fax:
City, St, Zip: E-mail:
Bonding Company:
Add ress:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
t
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
Sig Lure o` on tor/Agcnl Ionic
JA I C 1 i'11 cc*
Print Contractor/Agent's Name
Of
Contractor/Agent is Personally
Produced ID Type of ID _
BELOW IS FOR OFFICE USE ONLY
FERN /
1851 • ii
Vol
tY 7
OFF 12M
Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof
Construction Type: Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes[] No
APPROVALS: ZONING:
COMMENTS:
of Heads Fire Alarm Permit: Yes No
UTILITIES:
ENGINEERING: FIRE:
WASTE WATER:
BUILDING:
Revised: June 30, 2015 Permit Application
b CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: 1 8'
Documented Construction Value: $ 150,537.00
Job Address: 3914 Saltmarsh Loop, Sanford (Wyndham Preserve lot 35) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0350 Residential ® Commercial
Type of Work: New X Addition Alteration Repair Demo Change of Use Move
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison Title: Permitting Manager
Phone: 407-529-3135 Fax: Email: mparkisonna,parksquarehomes.com
Property Owner Information
Name Phone:
Street: Resident of property? :
City, State Zip:
No
Contractor Information
Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000
Street: 5200 Vineland Rd Suite 200
City, State Zip: Orlando, FL 32811
Fax: 407-529-3001
State License No.: CRC1330351
Arch. / MJS Home Designs
Architect/Engineer Information
Arch. 407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789
Street: Eng./ PO Box 530783, Debary FL 32753 Fax:
City, St, Zip: E-mail:
Bonding Company: Mortgage Lender:
Address: Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 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.
41L 3.1. 16
Signature ofOwner/Agent Date
Vshaal Gupta
Print Owner/Agent' ame
3•-1• tg
Si at a of Notary -State of FloriDate Owner/
Agent i Notary
Public - Stale of Florida Commission
f1 GG 157861 My
Comm. Expires Nov 5, 2021 Bor&
d through NoWd Note; to
Me or J
3', • l8 Signature
of Contractor/Agent Date Vishaal
Gu to Print
Contractor/ gent's Nam 3'
1.18 SignatY
a of Notary- F n D to t •,
MICHELLE PARKISON Notary
Public -Stale of Florida Commission
If GG 157861 My
Comm. Expires Nov 5, 2021 Ni ,•
1'•• NonduJ N No4vy ft55n. Contractor/
Agen is ersona y nown to a or Produced
ID Type of ID A
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 # of Heads APPROVALS:
ZONING: ENGINEERING:
COMMENTS:
of
Stories: Plumbing - #
of Fixtures Fire
Alarm Permit: Yes No UTILITIES: ' -
WASTE WATER: FIRE:
BUILDING: Revised:
June 30, 2015 Permit Application
po 4-1877-1
City of Sanford
Planning and Development Services
Engineering — Floodplain Management
Flood Zone Determination Request Form
Name: Michelle Parkison Firm: Park Square Homes
Address: 5200 Vineland Road, Suite 200
City: Orlando State: FL Zip Code: 32811
Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com
Property Address: 3914 Saltmarsh Loop
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-0350
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
W-1 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)
O -ICE A US O L
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
The parcel is not in the: M 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 W, the best available information used to
determine the base flood elevation is:
BP# 18-1236
Reviewed by: Michael Cash, CFM Date: March 19, 2018
11 0 Application for Paved Driveway, Sidewalk or
Walkway Including Right -of -Way Use &
F-0.7.5 Landscaping in Right -of -Way
www.saniomn.gov Department of Planning & Development Services
300 North Park Avenue, Sanford, Florida 32771
Phone:407.688.5140 Fax:407.688.5141
This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the
City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or
sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a
driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other
jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the KrgvandtbNow.
size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbe weywdy.
1. Project Location/Address: act 1 y SG-S" Lmoq • 2f rEcnrd
2. Proposed Activity, D Driveway Walkway El Other:
3. Schedule of Work: Start Date Completion Date Emergency Repairs
4. Brief Description of work: Construction of new driveway for new single family residence
This application is submitted by.
Prop" OVA=
Signature: Print Name: Vishaal Gupta
Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811
Phone: (407) 529-3135 Fax: Email: mparkison(8parksquarehomescom Date: 3'-)- /8
Maintenance Responsibilities/Indemnification
The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This
shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization,
remove said installation/mprovement fully restonng the right-of-way to its previous condition In the event that any future construction of roadways,
utilities, storrnwater 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 councdpersons, 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 read and understand the above statement and by signing this application I agree to its terms.
Signature: Date:
This permit shall be posted on the site during construction.
Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection.
Pre -pour Inspection by: Date:
Application No:
Reviewed:
Public Works
Utilities
Approved:
Engineering
Site Inspected by:
Special Permit Conditions:
Official Use Only
Fee: Date:
Date:
Date:
Date: J ( 1
Date -
November 2015 Row use unveway.por
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: 2)- -7 - /8
1 hereby name and appoint: David Mercer
an agent of. Park Square Homes
Name of Company)
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
O The specific permit and application for work located at:
39 I y oJt-mo r Sln Ls _ a
Street Address)
Expiration Date for This Limited Power of Attorney:
License Holder Name: Vishaal Gupta
State License Number: CRC1330351
Signature of License Holder:
STATE OF FLORIDA
COUNTY OF Orange
The foregoing instrument was acknowledged before me this 1 day ofmcjm}- ,
206r 18, by Vishaal Gupta who is q(personally known
to me or o who has produced as
identification and who did (did not) take an oa
Signa ure
MICHELLE PARKISON Print or type name
Notary Public - State of Florida
Commission # GG 157861
Naga « My Comm. Expires Nov 5, zozl Notary Public - State of G` Hondod Ihwo Na11ono Nolay Am.
Commission No. G C-, \TE'Z8C01
My Commission Expires:
Rev. 08.12)
STATE OF FLORr \
DEPARTUIEAJT O-,USINESS•AND PROFESSIONAL REGULATION
CONSTRUCTION INDUSTRY LICENSING BOARD
C,n We 2601 BLAIR STONE ROAD
TALLAHASSEE FL 32399-0783
GUPTA, VISHAAL S
PARK SQUARE HOMES
5200 VINELAND ROAD
SUITE 200
ORLANDO FL 32811
Congratulations! With this license you become one of the nearly
one million Floridians licensed by the Department of Business and
Professional Regulation. Our professionals and businesses range
from architects to yacht brokers, from boxers to barbeque
restaurants, and they keep Florida's economy strong.
Every day we work to improve the way we do business in order
to serve you better. For information about our services, please
log onto Aww.myfloridalicanse.com. There you can find more
information about our divisions and the regulations that impact
you, subscribe to department newsletters and learn more about
the Departments initiatives.
Our mission at the Department is: License Efficiently, Regulate
Fairly. We constantly strive to serve you better so that you can
serve your customers. Thank you for doing business in Florida,
and congratulations on your new license! .
1, Cw STATE -OF
DEPART,D
PROFESS
CRC1330351 ram'
Srr•
CERTIFIED RESII k
GU PTA,. VI SI-L?E,rSr
PARK SQUARE iltl
CS•C.ERTfFIED.
850) 487-1395
DA.
BUSINESS AND
Z-CUL4TION
07/28/2016
Fir
EI ITIG'TOR
y1
dec the..proaisiops or Ch. 48'9.FS. .
HERE
RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY
STATE OF FLORIDA
DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION
CONSTRUCTION INDUSTRY LICENSING BOARD
W:
CAC1'330351
The RESIDENTIAL CONTRACTOR
Named-below•IS.CERTIFIED •
Under tfie pFovisions of Chapter 489 F.S.
Expiration date: AUG 31, 201-8
GUPTA, VISHAAL S- -
PARK SQUARE..kOME :-•
SUITE 200-
A` V CERTIFICATE OF LIABILITY INSURANCE
DATE(MMrporYYYY)
6/l/2017
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to
the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder in lieu of such endorsement(s).
PRODUCER
Brown 6 Brown of Florida, Inc.
2290 Lucien Way
Suite 400
Maitland FL 32751
NANTACT Julie Kwack
PHONE (407) 660-8282 FAX o. (407)560-2012
Eoae •7kwack@bborlando.com
INSURERS AFFORDING COVERAGE NAIC 0
INSURERA:Qnited Specialty Insurance Co.
INSURED
Park Square Enterprises, LLC, DBA: Park Square Homes
5200 Vineland Road, Suite 200
Orlando FL 32 811
INSURERB:Travelers Casualty Co. 41769
INSURER C Ameri sure Mutual Insurance Co 23396
INSURER D•Navi ators Specialty Insurance
INSURER E :
INSURER F :
COVERAGES CERTIFICATE NUMBER:CL1753111504 REVISION NUMBER:
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
INSR7R TYPE OF INSURANCE
DL U
POLICY NUMBER
POLICY EFF
MMIDD
POLICY EXP
MMI OMlYY OMITS
X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE 1,000,000
A CLAIMS -MADE OCCUR PR AGE TOI
RENTED
n e 300,000
MED EXP (Any one person) S ExcludedATNXTL17104106/1/2017 6/1/2018
PERSONAL dADVINJURY 1,000,000
GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE S 2,000,000
PRODUCTS - COMP/OP AGG 2,000,000
POLICY
PRO.
LOC
BI ! PO adNor Personal & Ad
OTHER.
AUTOMOBILE LIABILITY
COMBINED SINGLE LIMIT
a accident 1,000,000
BODILY INJURY (Per person) S
B X ANY AUTO
ALL OWNED SCHEDULED
OS
NON-OWNED
HIRED AUTOS AUTOS
BA-BB637451-17-SEL 6/1/2017 6/1/2018 BODILY INJURY (Per accident)
PROPERTY DAMAGE
Per accident
PIP -Basic 10,000
UMBRELLA UAB OCCUR EACH OCCURRENCE 5,000,000
X AGGREGATE S 5,000,000
A
EXCESS UAB CLAIMS -MADE STN1743932
DEC) I X I RETENTIONS 0 6/1/2017 6/1/2018
C
WORKERS COMPENSATION
AND EMPLOYERS' LIABILITY
ANY PROPRIETORIPARTNER/DCECUTIVE YINN
Mandatory I n NH) EXCLUOED7 H1
Mandatory In NH)
N/ A
WC2105269 6/1/2017 6/1/2018
X PER OTH-
TA T R
E.L. EACH ACCIDENT S 1,000,000
E.L. DISEASE - EA EMPLOYE S 1 000, 000
E.L. DISEASE - POLICY LIMIT 1,000,000Ityes, describe under
DESCRIPTION OF OPERATIONS below
A Excess Liability BUN1710005 6/1/2017 6/1%2018 Each Occurrence $4,000,000
4M xs of $5M Aggregate $4,000,000
DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached it more space is required)
Exess Liability - $5M XS of $9M
Carrier: Navigators Specialty Insurance Company
Policy #: IS17EXC8106411C
Effective: 6/1/2017 to 6/l/2018
Limits:
Each Occurence or Event - $5,000,000
City of Sanford
P.O. Box 1788
Sanford, FL 32772-1788
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
ACCORDANCE WITH THE POLICY PROVISIONS,
AUTHORIZED REPRESENTATIVE
D'Avanzo, CPCU, CPA "" /,-`'
W I VtA1-41.114 AL.UMLJ I.UMI'Vr%A I OWN- rn r ryr lw I cacr ou.
ACORD 25 (2014/01) The ACORD name and logo are registered marks of ACORD
INS025 ontao,t
Additional Named Insureds
Other Named Insureds
East Red Bug Road Development LLC Limited Liability Company, Additional Named Insured
Park Square Dellagio, LLC Limited Liability Company, Additional Named Insured
Park Square Enterprises, Inc. Corporation, Additional Named Insured
Park Square Homes Doing Business As
OFAPPINF (02/2007) COPYRIGHT 2007, AMS SERVICES INC
COMMENTS/REMARKS
General Aggregate - $5,000,000
Products Completed Operations Aggregate - $5,000,000
Inland Marine
Carrier: Amerisure Mutual Insurance Company
Policy #: IM2105271
Effective: 6/l/2017 to 6/l/2018
Limit.
Rented/Leased Equipment - $40,000 Max Limit Any One Item
Deductible:
1,000 per Occurrence
OFREMARK COPYRIGHT 2000, AMS SERVICES INC. I
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
Permit #
BUILDING PERMIT
Min Max Inspection Description
10 Form board / Foundation Survey
10 Slab / Mono Slab Pre our
20 Lintel / Tie Beam / Fill / Down Cell
30 Sheathing — Walls
30 Sheathing — Roof
40 Roof Dry In
50 Frame
60 Insulation Rough In
70 Drywall / Sheetrock
40 70 Lath Inspection
50 1000 Final Roof
50 1000 Final Stucco / Siding
80 1000 Insulation Final
1000 Final Single Family Residence
A AAroce-
ELECTRIC ARLP-,ERIVII'T': ,..
Min Max Inspection Description
10 Underground Electric
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power TUG
30 Electric Rough
1000 Electric Final
Inspection DescriptionMinMax
10 PlumbingUnderground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
MEW`C N+I_CALFP_<ERMI:T'• '-
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
GRANT IV)LOY? SEMI0i.E COUI•dTY
CLERK OF CIRCUIT COURT & COMPTROLLER
BK 91,21 Po 1649 (iPs:0
CLERK'S AV 2018048435
i':C 0RIDEI) '5,f0iir20ly 11 :Ij.?1 Pli RECtii,
071a 41G FEES z•10.11 i RECORDED
i,Y haevcre THIS
INSTRUMENT PREPARED BY: Name..
Tania Pickering Address:
5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE
OF COMMENCEMENT Permit
Number: 18-1236 Parcel
ID Number: 17-20-31-502-0000-0350 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
35 Wyndham Preserve Plat Book 81 / Pages 93-102 3914 Saltmarsh Loop, Sanford FL 32773 2.
GENERAL DESCRIPTION OF IMPROVEMENT: Construction
of a new single family residence 3.
OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name
and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest
in property: Fee Simple Fee
Simple Title Holder (if other than owner listed above) Name: Address:
4.
CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address:
5200 Vineland Road Suite 200 Orlando, Florida 32811 5.
SURETY (If applicable, a copy of the payment bond is attached): Name: N/A Address:
N/A Amount of Bond: N/A 6.
LENDER: Name: Fifth Third Bank Phone Number. Address:
505.0 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7.
Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.
13(1)(a)7., Florida Statutes. Name:
Phone Number. Address:
8.
In addition, Owner designates of to
receive a copy of the Lienors Notice as provided in Section 713.13(1 Xb), 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. I" ". '
A - Signature
of Owner or Lessee, or Ow**P Llffff 'I - Authorized
OlBcedDlrectorrPartn V gar State
Of r16- County of Vishaal
Gupta, Executive Vice President - Print
Name and Provide Signatory's Tide/Ofte) The
foregoing Instrument was acknowledged before me this 3 day of by
V/(S 14A&( Y//O/T9 Who is personally known to me%EI'OR Nerne
of p np rmternent who
has produced Identification 0 type of identification produced: N/Az ___ 9 .••.
IIY
COMMISSION 11 FF 209108 EXPIRES:
June 27, 2019 d'
Y
Ilott0etl11w Btitiat Nobry Somm 46441,10,
Notary Signature v 41
i /,•:
C
UN ,
FL RiOR "e Ry . DEPUTY
CLERK Date__,,,,,,
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
DocumentedCCConstructionValue: S _ % Q •
Job :address: j I . Historic District: l'es U No L::j
Parcel ED: L14 r
Residential Commercial
Type of \York: NeNv E .•addition alteration Repair 0 Demo Change of Use imove
Descriation of. Rork:
Plan Review Contact Person:
Phone: Fax: Email:
Property Owner Information
Name P ,,<ta 0 ' Phone:
Street:
City, State Zip:
Title:
Resident of property' :
l
Contractor Information
r I
i ':(
Phone: _G;• /-7 1
Street:Aj
t,
Fax:
City. State Zip: Y!! it''I'-'r, l % / / i State License.No.: i l.7'^
Name:
Street:
Cite. St. Zip:
Bonding Company:
address:
Architact/Engineer Information
Phone:
Fax:
E-mail: _
Ntortga e Lender:
Zk
address:
WAICNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CWI IENCENIENT -MAY RESULT IN 1'OUR
PAYING TWICE' 17011 IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COWIENCEME'NT MUST BE RECORDED
AND POSTED ON-1-1-IE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING:
CONSULT WITH YOUR LENDER' OR AN :\1••rORNEI' BEFORE RECORDING YOUR NO'ri :: OF CONI
IENCEMENT. 1C'
a Pc mi: io Cep iii^ woi' 2:id l::::a1.2ilC:ii i Ia l 3:;. I C...:!\' ihat no work, 0i e
a prior Guar f a •, and - !! :i ip T.i: ,'. to nn ei st:_ of v pa'.i:i..lCel: .Ji EO I!:e I... :iC C P_i:iii: ' . t]_: $.. 1['Oiri :Ci!I I'': r• "C i:'y: 0: all !a'. S i'C:n i!:fl.._ l"Qiiiii?1: :!t•:1 I
ibis jurisdiciien. I understand that a separate permit must be secured for electrical %%ork. plumbin_ siirs. wul!s, p(,o!s. furnaces.
boilers. heater:. tanks; and air conditioners. etc. FCC
IF.3 Shall be insc. ihcd m ith the date of applicaii: n and the code in er':ct as o' that thiv: 4:4 Cdition (3014'1 llorid:t I:uildi:r_ Cod; cJ
laa ; (t.
i N
NOTICE: In addition to dw requirements of this permit. there may be additional restrictions applicable to this Proper• that may be
found in the public records of this cowity. and there may be additional pen, uts required from other governmental entities such as rat_r
management districts, state agencies, or federal agencies.
Acceptance of permit is Verification that I Will notify the on•ner of tie property of the requirements of Florida Lien Law. FS 7 I..
The City of Sanford requires laymen of a plan revie% 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 fieur:d based on the current ICC Valuation Tablc in effect at the time the permit is issued, in
accordance With local ordinance. Should calculated charees fieured off the executed contract exceed the actual construction %•--hue.
credit Will be applied to \our permit fees When the permit is issued.
OWNEWS AFFIDAVIT: I cer-tify that all of the foregoing information is accurate and that all wort: %N.ill
be done in compliance With all applicable laws regulating construction a .o.ainc.
Ci_ BE
Owner/AM11 is Per,onallv Known to NI: or
Produced fD Typ: of ID
Coil.. .c:nA Mar.
Si` -.is -_:-off— ' a
j,.;
j; "••., S7EPHANIERALLO
Commisslon # FF 175017
rl Expires November 9.2018
s d j`` tiydrJTwUv/idnWvuv.+
fi
C'ontracw.-; ? v-.nt is ' Personally Known to \Ie or
Produced ID Type of [D
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical ',lecli_nica1 PlctMbii12
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - _ of :imps
Fire Sprinkler Permit: Yes \o -of H: ds
PPROVALS: ZO\i\G:
COMMENTS:
ENGINEERING:
UTILITIES:
FLu L:
Gas Roof
Flood Zone:
of Stories:
Plumbing - _ of Fixtures
Fire Alarm Permit: Yes \o
WASTE \V TER:
BLiILDI\G-
r 4,, 20i:
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 035 Sorrento C RHG - N Builder Name:
Street: 3914 Saltmarsh Loop
City, State, Zip: Sanford , FL ,
Permit Office: Cit of Sanlord
Permit Number: 1 8 _ 1 2 8VILO'4; 3 6 0
Owner: Park Square Homes Jurisdiction: 691500 3 ANFORoDesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2)
1. New construction or existing New (From Plans) 9. Wall Types (2612.7 sqft.)
c
Insulation
A
Ar 1E
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1302. F
b. Frame - Wood, Exterior R=11.0 1026.00 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 284.67 ft2
4. Number of Bedrooms 4 d. N/A R= It2
10. Ceiling Types (1517.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1517.00 It2
6. Conditioned floor area above grade (W) 2078 b. N/A R= f12
Conditioned floor area below grade (t12) 0
c. N/A
11. Ducts
R= ft2
R ft2
7. Windows(231.0 sqft.) Description Area a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 415.6
a. U-Factor: Dbl, U=0.55 135.00 ft2
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25 a. Central Unit 34.8 SEER:16.00
c. U-Factor: Dbl, U=0.54 32.00 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ff2 a. Electric Heat Pump 33.0 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 2.755 ft.
Area Weighted Average SHGC: 0,232 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (2078.0 sqft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1324.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 561.00 ft2 None
c. other (see details) R= 193.00 ft2 15. Credits Pstal
Glass/Floor Area: 0.111
Total Proposed Modified Loads: 63.12 PASSTotalBaselineLoads: 65.93
1 hereby certify that the plans and specifications covered by Review of the plans and n:14E S74. ,
this calculation are in compliance with the Florida Energy specifications covered by this FO
Digitally signed by MichaelCode. Michael Conway
calculation indicates compliance
Conway
Date:2018.03.0510:08:49 with the Florida Energy Code. ee i'6•. `: ,
PREPARED BY: _nS-rin• Before construction is completed
DATE: this building will be inspected for a
compliance with Section 553.908
I hereby certify that this buildin s design , is in compliance Florida Statutes. j,C
with the Florida Energy D WE
OWNER/AGEN BUILDING OFFICIAL'
5• DATE: f DATE:
Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1'and this project requires an
envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2).
Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors,
tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 On for whole house.
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017
PROJECT
Title: Lot 035 Sorrento C RHG - N Bedrooms: 4 Address Type: Lot Information
Building Type: User Conditioned Area: 2078 Lot # 35
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WYNDHAM PRESERV
of Units: 1 Worst Case: No PlatBook:
Builder Name: Rotate Angle: 225 Street: 3914 Saltmarsh Loop
Permit Office: City of Sanford Cross Ventilation: No County: Seminole
Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford ,
Family Type: Single-family FL ,
New/Existing: New (From Plans)
Comment:
CLIMATE
Design Temp Int Design Temp Heating Design Daily Temp
Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range
FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2078 19099.2
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 1st Floor 1324 12313.2 Yes 2 1 1 Yes Yes Yes
2 2nd Floor 754 6786 No 3 3 1 Yes Yes Yes
FLOORS
1r Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Floor over Garage 2nd Floor ---- ---- 193 ft2 11 0.29 0 0.71
2 Slab -On -Grade Edge Insulatio 1 st Floor 139.5 R 0 1324112 0.29 0 0.71
3 Floor Over Other Space 2nd Floor ---- ---- 561 IF 0 0.29 0 0.71
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
tt Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Hip Composition shingles 16971? 0 rig Dark 0.9 N 0.9 No 0 26.6
ATTIC
V Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1517 f12 N N
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
FORM R405-2017
CEILING
it Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1st Floor 30 Blown 1517112 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Belo wSpace
1 NE=>W Exterior Frame - Wood 2nd Floor 11 27 0 9 0 243.0 112 0 0.25 0.8 0
2 NE=>W Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0
3 SE=>N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
4 SE=>N Exterior Concrete Block - Int Insul 1 st Floor 4.1 10 0 9 4 93.31t2 0 0 0.8 0
5 SW=>E Exterior Frame - Wood 2nd Floor 11 27 0 9 0 243.0 ft2 0 0.25 0.8 0
6 SW=>E Exterior Concrete Block - Int Insul 1 st Floor 4.1 55 0 9 4 513.3 ft2 0 0 0.8 0
7 NW=>S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
8 NW=>S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0
9 S Garage Frame - Wood 1 st Floor 11 30 6 9 4 284.7 ft2 0 0.25 0.8 0
DOORS
fr Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 SE=>N Insulated 1st Floor None 4 3 8 24 f12
2 -=>S Wood 1st Floor None 46 2 7 8 20.7112
WINDOWS
Orientation shown is the entered orientation => changed to As Built rotated 225 degrees).
V
Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 ne->W 2 Metal Low-E Double Yes 0.55 0.22 N 45.01? 1 ft 0 in 1 it 0 in Drapes/blinds None
2 se=>N 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 it 0 in 1 it 0 in Drapes/blinds None
3 se=>N 3 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 It 0 in 1 it 0 in Drapes/blinds None
4 sw=>E 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 it 0 in 1 it 0 in Drapes/blinds None
5 sw=>E 5 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 It 0 in 1 it 0 in Drapes/blinds None
6 sw=>E 6 Metal Low-E Double Yes 0.55 0.22 N 15.0 f12 1 it 0 in 1 ft 0 in Drapes/blinds None
7 sw=>E 6 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 110 in 1 it 0 in Drapes/blinds None
8 sw=>E 6 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 It 0 in 11 fl 0 in Drapes/blinds None
9 nw=>S 7 Metal Low-E Double Yes 0.55 0.22 N 15.0 it-' 1 it 0 in 1 it 0 in Drapes/blinds None
10 nw=>S 7 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 it 0 in 1 ft0 in Drapes/blinds None 11
nw=>S 8 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 it 0 in 1 ft0 in Drapes/blinds None 12 NW=>
S 8 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 it 4 in 1 It 0 in None None 3/5/
2018 10:06 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017
GARAGE
if Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 420 112 420 ft2 64 ft 9.3 It 1
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000409 2228.2 122.33 230.05 .3674 7
HEATING SYSTEM
fy System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:9 33 kBtu/hr 1 sys#1
COOLING SYSTEM
p System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 16 34.8 kBtu/hr 1044 cfm 0.75 1 sys#1
HOT WATER SYSTEM
fs System Type SubType Location EF Cap Use Se1Pnt Conservation
1 Electric None Garage 0.9 50 gal 70 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cert # Company Name
Collector Storage
System Model # Collector Model 4 Area Volume FEF
None None f12
DUCTS
v it
Supply ----
Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
HVAC #
Heat Cool
1 Attic 6 415.6 ft 2nd Floor 103.911 Prop. Leak Free 2nd Floor --- cfm 62.3 cfm 0.03 0.50 1 1
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
FORM R4(15-9f117
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
CoolingH Jan
HeatinJan Feb
HFebMar
Mar
Apr
fAprMay
May4 Jun Jun
Jul
Jul
Au
AuI
jX]
Se Sep
Oct
Oct
Nov
Nov
Dec
Dec
Ventin
Jan Feb Mar X] Apr May l Jun Jul Aug Se Oct Nov Dec Thermostat
Schedule: HERS 2006 Reference Hours Schedule
Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (
WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM
80 80 78 78 78 78 78 78 78 78 78 78 Cooling (
WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM
78 78 78 78 78 78 78 78 78 78 78 78 Heating (
WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM
68 68 68 68 68 68 68 68 68 68 66 66 Heating (
WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM
68 68 68 68 68 68 68 68 68 68 66 66 3/
5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
ADDRESS: 3914 Saltmarsh Loop Permit Number:
Sanford, FL,
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing
methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(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.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air Ieakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5
MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
R403.1 controls.
SECTION R403 SYSTEMS
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105OF (41°C)
or below 55°F (139C) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 - FBC 61h Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend o1 at least 31/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 100°F to 140OF (38°C to 60°C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following cntena:
1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Ouality, shall be the maximum rates allowed for residential applications.
No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMU
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 - FBC 61h Edition (2017) Complia Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less
than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
G403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.80C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandatorg)he energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights.
3/5/2018 10:06 AM EnergyGaugeO USA - FlaRes2017 - FBC 61h Edition (2017) Complia Page 5 of 5
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 96
The lower the EnergyPerformance Index, the more efficient the home.
1. New construction or existing
2. Single family or multiple family
3. Number of units, if multiple family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (W)
7. Windows" Description
a. U-Factor: Dbl, U=0.55
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58
SHGC: SHGC=0.25
c. U-Factor: Dbl, U=0.54
SHGC: SHGC=0.25
d. U-Factor: N/A
SHGC:
Area Weighted Average Overhang Depth
Area Weighted Average SHGC:
3914 Saltmarsh Loop, Sanford, FL,
New (From Plans) 9. Wall Types Insulation Area
Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1302.00 f12b. Frame - Wood, Exterior R=11.0 1026.00 I
1 c. Frame - Wood, Adjacent R=11.0 284.67 IF
4 d. N/A R= ft2
10. Ceiling Types Insulation Area
No a. Under Attic (Vented) R=30.0 1517.00 f12
2078 b. N/A R. f12
c. N/A R= 112
Area
11. Ducts R ft2
135.00 1t2 a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 415.6
64.00 ft2
12. Cooling systems kBtu/hr Efficiency
32.00 ft2 a. Central Unit 34.8 SEER:16.00
ft2
2.755 ft.
0.232
8. Floor Types Insulation Area
a. Slab -On -Grade Edge Insulation R-0.0 1324.00 f12
b. Floor Over Other Space R-0.0 561.00 1`12
c. other (see details) R= 193.00 f12
13. Heating systems
a. Electric Heat Pump
14. Hot water systems
a. Electric
b. Conservation features
None
15. Credits
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code comp ja eau .
Builder Signature: Date:
Address of New Home:,,y LtDOo City/FL Zip: S
kBtu/hr Efficiency
33.0 HSPF:9.00
Cap: 50 gallons
EF: 0.9
Pstat
O,tTY16 S74 p
p 9 e t
O
va
V
l
cov w>r
v5
Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at
techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of
certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building
Commission's support staff.
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
Prot SJob: Lot 035 Sorrento C RHG - N wrightsoft`
Project Summary Date: 03/05/2018 Entire
House By. LF/RI/SWAT/MC One
Stop Cooling and Heating 7225
Sardscove CourL Water Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoohrg com License: CAC032444 Proiect
Information For:
Park Square Homes 3914
Saltmarsh Loop, Sanford, FL Notes:
Weather:
Orlando Intl AP, FL, US Winter
Design Conditions Summer Design Conditions Outside
db 42 OF Outside db 92 OF Inside
db 68 OF Inside db 74 OF Design
TD 26 OF Design TD 18 OF Daily
range M Relative
humidity 50 Moisture
difference 49 grAb Heating
Summary Sensible Cooling Equipment Load Sizing Structure
20454 Btuh Structure 20882 Btuh Ducts
2266 Btuh Ducts 4681 Btuh Central
vent (0 cfm) 0 Btuh Central vent (0 dm) 0 Btuh none)
none) Humidification
0 Btuh Blower 0 Btuh Piping
0 Btuh Equipment
load 22720 Btuh Use manufacturer's data n Rate/
swing multiplier 0.97 Infiltration
Equipment sensible load 24898 Btuh Method
Simplified Latent Cooling Equipment Load Sizing Construction
quality Average Fireplaces
0 Structure 4048 Btuh Duds
971 Btuh Central
vent (0 dm) 0 Btuh Heatingg
Coolingg none) Area (
tt2) 2117 2117 Equipment latent load 5019 Btuh Volume (
ft3) 19452 19452 Air
charges/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 29917 Btuh Equiv.
AVF (cfm) 133 68 Req. total capacity at 0.75 SHR 2.8 ton Heating
Equipment Summary Cooling Equipment Summary Make
Trane Make Trane Trade
TRANE Trade TRANE Model
4TWR6036H1 Cond 4TWR6036H1 AHRI
ref 7562981 Coil TEM6AOC36H31++TDR AHRI
ref 7562981 Efficiency
9 HSPF Efficiency 13.0 EER,16 SEER Heating
Input Sensible cooling 26100 Btuh Heating
output 33000 Btuh @ 47°F Latent cooling 8700 Btuh Temperature
rise 0 OF Total cooling 34800 Btuh Actual
air flow 0 cfm Actual air flow 1160 cfm Air
flow factor 0 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static
pressure 0.50 in H2O Static pressure 0.50 in H2O Space
thermostat Load sensible heat ratio 0.84 Capacity
balance point = 32 OF Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. t -
pw wrightsoft- 2018-Mar-05 0937:12 Righ-
SLiteGUriversal 20l8 l8.O.11 RSU25029 Page 1 rrerto
C RHG - Mot 035 Sorrerb C RHG - Krup Caic - MR Horne faces: N
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Coat, W irter Park. FL 32792 Phone: (407) 629 - 6920 Fax (407) 629.9307 Web: wwwOreStopCoolirg com License- CAC032444
Job: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1 Room name Entire House PWDR
2 Exposed well 2535 4 12D 4
3 Room height 9.2 4 d 93 4 heaVood
4 Room dimensions 45 x 75 4
5 Room area 21173 IF 338 W
Ty Construction
number
U-welue
BWh4R`q
Or HTM
BWW
Area (4)
or perimeter (4)
Load
Bbih)
Area (II)
or perimeter (4)
Load
BWh)
Heat Cod Gross WPIS Heat Cod Gross NrP/S Heat Cool
6 W
Vj1
L-
12B-Osw
13A-4ors
4A5.2om
OD97
0.143
05W
ne
ne
ne
253
3.73
1435
2.82
2.90
22.14
243
414
45
243
369
0
615
1377
646
685
1068
996
0
0
0
0
0
0
0
0
0
0
0
0
1lgq//
11
12B409ry
4A5-2om
O.097
05W
se
se
253
1435
222
21 A2
270
15
243
2
615
215
685
321
0
0
0
0
0
0
0
0
I—G 4B5.2lm
13A-flocs
11 D0
O.540
0.143
03W
se
se
se
14.09
3.73
10.18
21.90
2.90
1227
12
93
24
3
69
24
169
258
244
263
200
294
0
42
0
0
42
0
0
156
0
0
121
0t—D
12B-0sw
4A5.20m
O.097
WNW
9w
sw
253
1435
282
21 A2
243
15
224
2
567
215
631
321
0
0
0
0
0
0
0
0
485.21m
4A5.20m
0-w
0.143
0550
sw
sw
sw
14.09
3.73
14.35
2081
2.90
21 A2
4
512
15
1
485
2
56
1808
215
83
1403
321
0
70
0
0
66
0
0
245
0
0
190
0TE
13A-4ocs
4B5.2bn
48S21n
0540
O-W
9N
9N
14.09
14.09
2081
24A9
4
8
1
0
56
113
83
193
0
4
0
0
0
56
0
96
Vp
1--C
12B-09w
4A5.2om
4B5-21m
OA97
0550
0540
nw
nw
nw
253
14.35
14.09
2.82
22.14
2359
270
15
4
251
0
0
635
215
56
707
332
94
0
0
0
0
0
0
0
0
0
0
0
0VC'
3A-40cs
4A5.2om
4A5-2omd
0.143
0.550
0580
nw
nw
rw
3.73
14.3.5
1&14
2.90
22.14
27.72
279
30
64
185
0
0
690
431
969
536
664
1774
0
0
0-
0
0
0
0
0
0
0
0
0
q 12C-09w OA91 238 151 284 263 625 396 0 0 0 0
T—D 11D0 0390 n 10.18 1227 21 21 210 253 0 0 0 0
C 16B-30ad UK 084 1.76 1517 1517 1267 2668 0 0 0 0
F 19C-19mcp 0.049 0.44 031 194 194 86 60 0 0 0 0
F 22A 1pm 1.180 3080 OAO 1324 140 4296 0 34 12 370 0
6 c) AED excursion 705 20
Envelope lossion 16652 15739 828 427
12 a) brblbabon 3802 1373 183 66
b) Room %entilabon 0 0 0 0
13 Internal On& Ooarpanls@ 2W 9 2070 0 0
Applianoesbther 1700 0
Subtotal Pines 6lo 13) 20454 20882 1010 493
Less exlemal load 0 0 0 0
Less transfer 0 0 0 0
Redistibubon 0 0 865 428
14 Subtotal 20454 20882 1875 921
15 Duct loads 111% 229/6 2266 4681 11% 22% 208 206
Total room load I 227201 25563 2082 1127
Air required (dm) 0 1160 0 51
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
F} w_r`gFvtsoft- 2018-Mar-050957:12
Right-SuteOUriversal2018 18.0.11 RSU25029 Page 1
rrerlo C RHG - Mot 035 Sorrento C RHG - Nnp Calc - KW Horse faces: N
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Cont. W irser Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolug.com License. CAC032444
Job: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1 Room name STC1 LNDY
2 Exposed wall 17.0 11 0 A
3 Room height 9.3 A healkod 93 fl healicool
4 Room dimensions 45 x 17.0 It 6A x 75 Q
5 Room area 765 V 45D W
Ty Co dion
C
U-value
BblhAlr-`F)
Or HTM
Bluh4M
Area (W)
or perimeler (4)
Load
BWh)
Area (W)
or perimeter (11)
Load
B61h)
Heat Cod Gross NAPS Heat Cod Gross NAS Heat Cod
6 W
yl
L- G
12B-09w
13A-4ors
4A5.20m
OA97
0.143
0550
ne
no
ne
253
V3
1435
2,82
2.90
22.14
0
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
v 12B40W OA97 se 253 2,82 0 0 0 0 0 0 0 0
11 GL2 4A5.2om 0-9W e 14.35 21.42 0 0 0 0 0 0 0 0
yl
D
485-2bn
13A-4oc5
11 D0
0540
0.143
03W
se
se
se
14.09
3.73
10.18
21.90
2.90
1227
0
0
0
0
0
0
0
0
0-
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-09w
4AS-20m
OD97
0550
9w
sw
253
14.35
2.82
21.42
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
485-2tm
13A4ocs
4A5.20m
0540
0.143
0550
sw
sw
sw
14.09
3.73
14.35
20.81
2.90
21 A2
0_
158
0
0
154
0
0
575
0
0
446
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-21m 0540 sw 14.09 20b1 0 0 0 0 0 0 0 0
485-26n 0-w SN 14.09 M9 4 0 56 96 0 0 0 0
12B•Osv
4A5-2om
485-2bn
OD97
0-9W
0540
nw
rtw
rnw
253
1435
14.09
2B2
22.14
2359
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
13A-40cs
4A5-20m
4A5-2omd
0,143
0550
OSW
nw
rnv
rnw
3.73
1435
15.14
2M
22.14
27.72
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
q 12C-09w 0.091 238 151 0 0 0 0 56 35 83 53
0 11DO 0-M n 10.18 1227 0 0 0 0 21 21 210 253
C 16&30ad O.032 0.84 1.76 0 0 0 0 0 0 0 0
F 19C•19cscP OA49 0.44 031 0 0 0 0 0 0 0 0
F 22A-Ipm 1.180 30.80 0.00 77 17 524 0 45 0 0 0
6 c) AED excursion 15 20
Envelope lossrgain 1155 558 294 286
12 a) trfilbabon 259 93 0 0
b) Room verfilabon 0 0 0 0
13 Irrtemalgains Omupanls@ 230 0 0 0 0
Appliarloesbther 0 500
Subtotal pines 61013) 1414 6511294 786
Lew eAemal load 0 0 0 0
Less trarder 0 0 0 0
Redistribution 1414 651 284 183
14 Subtotal 0 0 578 969
15 Dud loads 11% 22 0 0 0 11% 220/6 64 217
Total room load 0 0 642 1187
Air required (dm) 1 0 0 0 54
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wr`gF ts !=- 2018-Mar-050957:12
RigWSute®Unversal201818.0.11 RSLI25029 Page
rrerlo C RHG • N&ot 035 Sorrerso C RHG - Krup Calc = M18 House taces N
wrightsofte Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court Wirter Park FL 32792 Phone. (407) 629. 6920 Fax. (407) 629. 9307 Web: wAw 0reStopCoobrg.com License. CAC032444
Job: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1 Room name Krr DINE
2 Exposed wall 105 4 95 II
3 Room height 93 4 heatb001 93 II heaU000l
4
5
Room dimensions
Room area
14D x 105 11
147.0 W
ID x 147.0 II
147.0 IF
Ty Construmon
number
U-value
BIuh4l-T)
Or HTM Area (I12)
or perimeter (4)
Load
BWh)
Area (fF)
or perimeter (A)
Load
BWh)
Heat Cod Gross NAS Heat Cool Gross NiP/S Heat Cool
6 W
y/
C
12B-09w
13A-40cs
4A5-2om
OD97
0.143
O-9W
ne
ne
ne
253
3.73
14.35
2.82
2.90
22.14
0
98
0
0_
98
0
0
364
0
0
283
0
0
88
15
0
73
0
0
274
215
0
212
332
11
121309N
4A5-2om
OD97
0550
se
e
2S3
1435
2.82
21A2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
v r
I--D
Q5-21m
13A-4ors
11ID0
0-w
0.143
0390
se
se
se
14.09
3.73
10.18
21-90
2.90
1227
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1213-0sv
4A5-2om
OD97
0.&%
9w
sw
253
1435
2.82
21 A2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4135-21m
13A-4ors
4A5.20m
0540
0,143
0550
sw
9w
sw
14.09
3.73
14M
20$1
2.90
21.42
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
485.21m
4B5.21m
0540
0540
9v
sw
14.09
14.09
20.81
24.09
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
I--(;
12B-09w
4M5 tom
4135-21m
OA97
0-CM
OS40
r1w
nw
nw
253
1435
14.09
2b2
2214
2359
0"
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
012
Vj1
I_ (
13A-40ts
4A5-20m
4A5-2omd
0.143
0550
OS60
nw
nw
nw
3.73
1435
15.14
2.90
22.14
27.72
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
01--1
q 12C•09w 0.091 238 151 130 130 309 196 0 0 0 0
D 11 DO 03W n 10.18 1227 0 0 0 0 0_ 0 0 0
C 16B-30ad 0.032 0.84 1.76 0 0 0 0 56 56 47 98
F 19C•19oscp OA49 0.44 031 0 0 0 0 0 0 0 0
F 22A•Ipm 1.180 30.80 0.00 147 11 323 0 147 10 293 0
6 c) AED excursion 44 18
Envelope lossrgain 997 435 828 625
12 a) Irfilbabon 160 58 145 52
b) Room ventilation 0 0 0 0
13 b*malgains Oocupanls@ 230 0 0 0 0
AppliartoeSfMer 1200 0
Subtotal (lines 6 to 13) 1157 1693 973 678
Less exlemal load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 63 41 113 73
14 Subtotal 1220 1733 1086 751
15 Dud loads 1 11% 220/6 135 389 11% 22% 120 168
Total room load I 13551 2122 1 1207 919
Air required (dm) 0 96 0 42
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
4'Ir w_ rtgFetsofC- 2018•Mar-050957:12
Rrgtt-SuteSUnversal201818.0.11 RSLI25029 Page
A .-rrer$o C RHG • Ntot 035 Sorrerto C RHG • N.rtp Calc. KW House taxes N
wrightsofC Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Coon, W irter Park FL 32792 Plore: (407) 629 - 6920 Fax: (407) 629.9307 Web. wNwOreStopCoohrg corn License CACD32444
Job: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1 Room name GRT IvBED
2 Exposed yell 325 4 395 4
3 Room height 93 4 heatool 93 4 heaVaool
4 Room dimensions 1.0 x 2815 4 145 x 175 4
5 Room area 2815 IF 253,8 IF
Ty Construction
number
U-value
BhrMR-n
Or HTM
Bbrh"
Area M
or perimeter (4)
Load
BWh)
Area (4)
or perimeter (11)
Load
BWh)
Heat Cod Gross NAS Heat Cod Gross NAS Heat Cod
6 W
Vy
C
12B-Osw
13A-40CS
4A5.2orn
OD97
0.143
055o
no
no
no
2.53
3.73
1435
2.82
2.90
22.14
0
158
30
0
128
0
0
478
431
0
371
664
0
70
0
0-
70
0
0
260
0
0
202
0
11
12B-0sw
4A5.2om
0A97
0550
se
se
2.53
1435
2.82
21.42
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.2tm _ _
13A-4oce
11 DO
0540
0.143
0390
se
se
se
14.09
3.73
10.18
21.90
2.90
1227
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0t-D
12B-0sw
4A55-2om
OD97
0.550
9ry
sw
253
14.35
2A2
21.42
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t--G 4B5-21n
13A-40ts
0540
0.143
9w
9m
14.09
3.73
20M
2.90
0
0
0
0
0_
0
0
0
0
163
0
148
0
551
0
428
4A5-20m 0550 SN 1435 21 A2 0 0 0 0 15 2 215 321
485-21rn
485-21n
0540
0540
sov
sic
14.09
14.09
20.81
24.09
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ti12B-0sw
4A5.20m
4B5-2hn
OD97
0550
0540
nw
nw
rrw
2.53
1435
14.09
2.82
22.14
2359
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
q/ 13A-4oc s
4A5.2om
4A5-2omd
0.143
0.550
0580
nw
nw
rrw
3.73
1435
15.14
2.90
22.14
27.72
144
0
64
80
0
0
299
0
969
232
0
1774
135
30
0
105
0
0
391
431
304
664
0I-C'
12C-09w 0A91 238 151 0 0 0 0 0 0
0
0 0
11 DO 03W n 10.18 1227 0 0- 0 0 0 0 0 0
C 168.30ad 0A32 0.84 1.76 282 282 235 495 254 254 212 446
F 19C 19rscp 0.049 0.44 031 0- 0- 0 0 0 0 0 0
F 22A-Ipm 1.180 30.80 OAO 282 33 1001 0 254 40 1217 0
6 c) AED excursion 279 256
Envelope lossrgain 3413 3816 3278 2621
12 a) trlMIMon 495 179 601 217
b) Room ventilation 0 0 0 0
13 Intemalgains O=P"@ 230 0 0 2 460
Apphanossrother 0 0
Subtotal Ames 6 to 13) 3907 3994 3879 3298
Less extemalload 0 0 0 0
Lessransler 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 3907 3994 3879 3298
15 DuoIoads 1 11% U%j 433 895 11% 220% 430 739
Total room load I I 43401 4890 4308 4037
Air required (dm) 0 222 1 0 183
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wrrtgl+ our- 2018-Mar-050957:12
A •"" ^^ Rfghl-Sute®Unversal201818,011 RSU25029 Page
xrerto C RHG - NtLot 035 Sorrerto C RHG - Rr p Calc - KM House laces: N
wrightsofr Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Coot Wirter Park FL 32792 Phone. (407) 629. 6920 Fax: (407) 629. 9307 Web: womOreSlopCoolirg.00m License: CAC032444
Job: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1
2
3
Room name
Exposed Mall
Room height
woo
0 ft
93 ft heat/000l
METH
13.0 4
9.3 A heat/000l
4
5
Room dimensions
Room area
35 x 6A 4
21.0 W
65 x 13.0 R
845 tip
Ty Construction
number
U-value
BW1 V-9
Or HTM
BtuhMM
Area (W)
or perimeter (Q)
Load
BWh)
Area (W)
or perimeter (It)
Load
BWh)
Heat Cool Gross NiPIS Heat Cool Gross NAIS Heat Cool
6
11
W
y/
v
I--G
G
12B-09N
13A4=
4A5.2om
128-09N
4A5-2om
4B5.2tm
13A-flocs
11 D0
12B-096v
4A5-2om
4135-21n
13A-4ocs
4A5.2om
4B5.2fm
485.21m
12B-09N
4A5-2om
4B5-2lm
13A-40ts
4A5.20m
4A5-2omd
12C-09w
11D0
1613-30ad
19C-19cscp
22A-Ipm
O.097
0.143
055o
0497
0550
O.540
0.143
03W
OD97
05W
0.540
0.143
0550
0540
0540
O.097
05W
O-W
0.143
05W
05W
OD91
0390
0.032
0.049
1.180
ne
no
ne
se
se
se
se
se
sw
sw
5w
9N
9N
sw
9w
rw
nw
nw
nw
rry
nw
n
2.53
3.73
14.35
2.53
1435
14.09
3.73
10.18
253
1435
14.09
3.73
1435
14.09
14.09
253
1435
14.09
3.73
14.35
15.14
238
10.18
084
0.44
3080
282
2.90
22.14
222
21A2
21.90
2.90
1227
282
21 A2
2081
2.90
21.42
2081
24.09
2.82
22.14
23.59
2.90
22.14
27.72
151
1227
1.76
031
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
21
0--
21
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
21
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
18
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
37
0
0
0
0
0
0
0
0
0
0
0
0
0
121
0
4
0_
0
0
0
0
0
0
0
0
68
0
85
0
0
0
0
0
0
0
0
0
0
0
117
0
1
0
0
0
0
0
0
0
0
0
68
0
13
0
0
0
0
0
0
0
0
0
0
0
436
0
56
0
0
0
0
0
0
0
0
0
57
0
400
0
0
0
0
0
0
0
0
0
0
0
339
0
83
0
0
0
0
0
0
0
0
0
120
0
0
4
G
I
N/
II----GG
Iqf- D
C
F
F
6 c) AED excursion 1 17
Envelope loss/gain 18 36 950 559
12 a) Infirbation 0 0 198 71
b) Room ventilation 0 0 0 0
13 Internal gains Occupants@ 230 0 0 0 0
Appliance943lher 0 0
Subtotal (lines 6 to 13) 18 36 1148 630
Less extemalload 0 0 0 0
14
Lesstranster
Redistribution
Subtotal
0
0
18
0
0
36
0
749
1897
0
353
983
1151 Duct loads 1 11% 22"/6 2 8 IN 221/6 210 220
Total room load
Air required (dm)
19
0
44
2
2107
0
1203
55
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018•Mar-050957,12
RiglFSute®Uriversal201818.0.11 RSLI25029 Pages
rrerto C RHG • Mot 035 Sorrento C RHG • NJcp Calc - M18 House faces N
wrightsoft' Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court, Wirier Park, FL 32792 Phore, (407) 629 - 6920 Fax. (407) 629. 9307 Web, wwwOreStopCoolirq com License, CAC032444
Job: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1 Room name KWIC H
2 Exposed well 0 11 55 0
3 Room height 9.3 11 heaV000l 93 11 heattool
4
5
Room dimensions
Room area
1.0 x 609 11
609 IF
1.0 x 1722 4
1729 W
Ty Construction
number
U-value
BWh4F--9
Or HTM
BWl14R)
Area (12)
or perimeter (II)
Load
BWh)
Area (w)
or perimeter (m
Load
Bluh)
Heat Cod Gross NIPS Heat Cod Gross NrP/S Heat Cool
6 W
y/
l-'
1213-09w
13A-4o s
4A5.20m
0A97
0.143
0550
ne
ne
ne
253
3.73
1435
2.82
290
22.14
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
2T11
12B-09v
4A5-2om
0.097
0550
se
se
253
1435
2.82
21.42
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-21M
13A-4ors
11 DO
0S40
0.143
0390
se,
se
se
14.09
3.73
10.18
2190
2.90
1227
0
0
0
0
0
0
0
0
0
0
0
0
0
51
24
0
27
24
0
101
244
0
79
294
yl
t D
ql
E
1213-0s6v
4A5.2om
OD97
0-w
sw
sw
253
1435
2.82
21.42
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0C
485.21m
13A-4=
4A5.2om
0.540
0.143
0-w
sw
sv
sw
14.09
3.73
1435
20,81
290
21 A2
0
0
0
0
0
0
0--
0
0
0
0
0
0
0
0
0
0
0
0.
0
0
0
0
0
485-21n
4B5-21m
0540
0540
sw
sw
14.09
14.09
20,81
24.09
0
0
0
0
0
0
0
0-
0
0
0
0
0
0
0
0
1p 12B-Osw
4A5-20m
485-21m
OD97
0550
0S40
rlw
nw
nw
253
1435
14.09
282
22.14
2359
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I--G
II----GG
y/
I-C
13A-4o s
4PS2om
4A5.2omd
0.143
o550
0580
nw
nw
mw
3.73
1435
15.14
290
22.14
27.72
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0C
Ij 12C-09w 0.091 238 151 0 0 0 0 98 98 232 147
D 11 DO 0390 n 10.18 1227 0 0 0 0 0 0 0 0
C 16&30ad 0.032 0.84 1.76 43 43 36 76 0 0 0 0
F 19C-19cscp 0.049 0.44 031 0 0 0 0 0 0_ 0 0
F 22A-Ipm 1.180 30.80 0.00 61 0 0 0 173 6 169 0
6 c) AED excursion 2 14
Envelope lossugain 36 74 747 506
12 a) Infiltration 0 0 84 30
b) Room %enfilation 0 0 0 0
13 Inlemalgains Omuparns@ 230 0 0 0 0
Applianossuother 0 0
Subtotal (lines 6 to 13) 36 74 831 536
Less external load 0 0 0 0
Lesstranster 0 0 0 0
Redistribution 171 110 831 536
14 Subtotal 207 184 0 0
151 Duct loads 1 11% 22'/e 23 41 11% 229% 0 0
Total room load 230 226 0 0
Air required (dm) 0 10 10 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
L tsoTt- 2018-Mar-050957:12
Righ-Suite®Uriversal201818.0.11 RSU25029 Page
rerto C RHG - NLot 035 Sorrento C RHG - Nsup Cale a MJ8 House faces' N
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Cou% W uter Park FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629 - 9307 Web: wvwKOneStopCooing.com License: CAC032444
Jab: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1 Room name BED2 BED3
2 Exposed well 25.0 It 25D tf
3 Room height 9A f1 heaftol 9.0 A heaticool
4
5
Room dimensions
Room area
135 x 115 It
1553 IF
1.0 x 164D ff
164.0 fF
Ty Construction U-value Or HTM Area (W) Load Area (III Load
number(BWMFVqI fthfln or perimeter (I) Bbrh) or perimeter (4) Btuh)
Heat Cool Gross NrP/5 Heat Cool Gross NrP/S Heat Cod
6 W
y/
1
12B.0 w
13A-4o s
4A5.2om
0.097
0.143
0550
ne
ne
ne
2.53
3.73
14.35
2.82
2.90
22.14
104
0
0
104
0
0
262
0
0
292
0
0
126
0
0
126
0
0
319
0
0
355
0
0G
G
I-G
11
12B-0sw
4A5.2om
0.097
0550
se
se
253
14.35
2.82
21.42
0
0
0
0
0
0
0
0
99
15
84
2
213
215
237
321
4B5-21m
13A-4ocs
11DO
0.540
0.143
0390
se
se
se
14.09
a73
10.18
21.90
2.9D
1227
0_
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
y/
D
12B4sw
4A5.20m
OD97
0550
sw
sw
253
14.35
222
21.42
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.21m
13A-4ocs
4A5-20m
0540
0.143
0550 sw
sN
s+
v 14,
09 3.
73 14.
35 2081
2-%
21.
42 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
T-G 485-
21m 4135-
2171 0S40
0540
sw
sw
14.
09 14.
09 2081
24.
09 0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
12&
09w 4A5.
2om 485.
21M 0.
097 0550
0540
rtw
nw
nw
253
14.
35 14.
09 282
22.
14 2359
122
15
0
107
0
0
270
215
0
300
332
0
0
0
0
0
0
0
0
0
0
0
0
0
Vj!
I-
fC 13A-
40Cs 4A5-
20m 4A5-
2omd 0.
143 05M
0580
nw
nw
rtw
3.
73 1435
15.
14 2.
90 22.
14 27.
72 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
R
12C-09w 0.091 238 151 0 0 0 0 0 0 0 0 I--
D 11D0 0390 n 10.18 1227 0 0 0 0 0 0 0._ 0 C
16&30ad 0A32 084 1.76 155 155 130 273 164 164 137 288 F
19C-19cscp 0A49 0.44 031 0 0 0 0 99 99 44 31 F
22A-Ipm 1.180 3080 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 841 58 Envelope
lossbain 877 1281 928 1290 12
a) Infiltration 368 133 368 133 b)
Room venfitgon 0 0 0 0 13
Internal gains Oocuparns@ 230 1 230 1 230 Appliancesrother
0 0 Subtotal
pines 6 to 13) 1245 1644 1296 1653 Less
external load 0 0 0 0 Lewransfer
0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 1245 1644 1296 1653 15
Duct 11% 22% 138 369 11% 22'/- 144 371 Trial
room load 1383 2D13 1440 2024 Air
required (dm) I 1 0
91 0 92 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. wr`
gF tsoft- 2018-Mar-050957:12 I
A '"""' -- Right-Sute®Unversal201818.0.11 RSU25029 Pagel nerto
C RHG - MLot 035 Sorrento C RHG - N.rtp Calc - KW House faces. N
wrightsoftRight-J® Worksheet Entire
House One
Stop Cooling and Heating 7225
Sardscove Court. W rrter Park, FL 32792 Phone: (407) 629.6920 Fax. (407) 629 - 9307 Web: wwwOra topCoolirg com License: CAC032444 Job:
Lot 035 Sorrento C RHG - N Date:
03/05/2018 By.
LF/RI/BP/AT/MC 1
Room name TO12 BED4 2
Exposed wall 75 4 245 11 3
Room height 9A 4 heaVmol 9.0 tt heaftol 4
Room dimensions 6.0 x 6A f1 1A x 137D I1 5
Room area 36.0 W 137.0 1F Ty
Construction number
U-
value Bl
uW19 Or
HTM Bl
uh" Area (
w) or
perimeter (I) Load
Btuh)
Area
012) or
perimeter M Load
Bl
uh) Heat
Cool Gross NIPS Heat Cool Gross NrP)S Heat Cod 6
W yJ
C
12B-
0s6v 13A-
4ocs 4A5-
2om 0.
097 0.
143 0550
ne
ne
ne
253
3.
73 14.
35 2s2
2.
90 22.
14 14
0
0
14
0
0
34
0
0
38
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
Vf/
I-
G 1112B-
0sw 4A5-
2om 0.
097 0550
se
se
253
1435
282
21.
42 54
0
48
0
122
0
135
0
117
0
111
0
281
0
313
0
Lei
yr
t-
O 4B5.
21m 13A-
4ors 11
DO O.
540 0.
143 0.
390 se
se
se
14.
09 3.
73 10.
18 21.
90 2.
90 1227
6
0
0
1
0
0
85
0
0
131
0
0
6
0
0
1
0
0
85
0
0
131
0
0
v
l E-
C 1213-
09v 4A5-
2om OD97
0550
aN
sw
253
14.
35 282
21
A2 0
0
0
0
0
0
0
0
104
15
89
2
224
215
249
321
G
4B5.
2tm _ 13A-
4ocs 4A5.
2om 0540
0.
143 0550
sw
sw
sw
14.
09 3.
73 14.
35 20s1
2.
90 21
A2 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-
2hn 4B5-
21m 0540
0540
9w
sw
14.
09 14.
09 20s1
24.
09 0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
1213-
0sw 4A5-
2om 4B5.
21n 0.
097 0550
0.
540 rw
nw
rrw
253
14.
35 14.
09 2.
82 22.
14 2359
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-
4ocs 4A5-
2om 4A5-
2omd 0.
143 0550
0580
nw
nw
rrw
3.
73 1435
15.
14 2.
90 22.
14 27.
72 0
0
0_
0
0
0_
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
12C-
09N 0.091 2.38 151 0 0 0 0 0 0 0 0 11D0
0390 n 10.18 1227 0 0 0- 0 0- 0 0 0 C
16B-30ad 0.032 0b4 1.76 36 36 30 63 137 137 114 241 F
19C-1905[p O.049 0.44 031 36 36 16 11 22 22 10 7 F
22A•tpm 1.180 30s0 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 45 16 Envelope
loss/gain 286 424 929 1279 12
a) Infiltration 110 40 361 130 b)
Room ventilation 0 0 0 0 13
Intemalgains: Ocauparrls@ 230 0 0 1 230 Appliancesbther
0 0 Subblal (
lines 6 to 13) 397 464 1290 1639 Less
exlemal load 0 0 0 0 Lesstrander
0 0 0 0 Redistribution
0 0 98 541 14
Subtotal 397 464 1387 2179 15
Dud loads 1 11% 22% 44 104 11% 220/6 154 489 Total
room load 441 568 1541 2668 Air
required (dm) 0 26 1 1 0 121 Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. L
t ol!- 2018•Mar-050957.12 cA """" '^^
Riglt-SuteOUreversal201818.0.11 RSU25029 Page lrerto
C RHG - N1Lot 035 Sorrerto C RHG - N.rup Calc -" House taces' N
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Coup. Wirter Par14 FL 32792 Phone: (407) 629 - 6920 Fax (407) 629.9307 Web: wAwOneStopCoolirg com License: CAC032444
Job: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1 Room name LOFT STC2
2 Exposed%61I 12.0 t 155 4
3 Room height 9.0 it heaVcool 9A fi heallco0l
4 Room dimensions 1.0 x 191.0 ft 45 x 11.0 fi
5 Room area 191 A IF 49S IF
Ty ConsDvdron
number
U-value
Bb1h4 n
Or HTM
Bbih"
Area (II)
or perimeter (fi)
Load
Btuh)
Area (Il)
or perimeter (I)
Load
Bluh)
Heat Cod Gross NAPIS Heat Cool Gross NiP/S Heat Cod
6 W
y!
C
12B-09m
13A-4ocs
4A5-2om
OD97
0.143
05W
he
no
ne
2S3
3.73
1435
2.82
2.90
22.14
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
U
0
0
0
0
0
0
0
0
Vy
G11
12B-0sw
4A5-2om
O.097
05%
se
se
253
14.35
2,82
21 A2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I-f
t-D
4B5-2bn
13A-4ors
11D0
0540
0.143
0"
se
se
se
14.09
3.73
10.18
21.90
2.90
1227
0
0
0_
0_
0
0
0
0
0
0
0
0
0
0
0
0.
0
0
0
0
0
0
0
0
12B-09w
4A5-2om
OD97
O K%
9w
9w
253
14.35
2.82
21 A2
0
0
0
0
0
0
0
0
99
0
95
0
241
0
268
0
485.21m
13A4ots
4A5-2om
0540
0.143
OS50
9w
9w
9w
14A9
3.73
1435
20.81
2.90
21 A2
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
1
0
0
56
0
0
83
0
0
4B5.2tm
4B5.21m
0540
O.540
9w
9m
14D9
14.09
20,81
24.09
0
0
0
0_
0
0
0
0
0
0
0
0
0
0_
0
0
12B-09w
4A5.20m
4B5.2hn
O.097
0.550
0540
rrw
rtw
rrw
253
14.35
14.09
2.82
22.14
2359
108
0
4
104
0
0
263
0
56
293
0
94
41
0
0
41
0
0
103
0
0
114
0
0
G
I--G
1q! 13A4=
4A5-20m
4A5-2omd
0.143
0550
05M
rtw
nw
rrw
3,73
14.35
15.14
2.90
22.14
27.72
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0C
IL-0
12C-09w 0.091 238 1.51 0 0 0 0 0 0 0 0
11 DO 0390 n 10.18 1227 0 0 0 0 0 0 0 0
C 16B.30ad 0.032 0.84 1.76 191 191 160 336 50 50 41 87
F 19C•19cstp 0.049 0.44 031 3 3 1 1 0 0 0 0
F 22A-Ipm 1.180 30.80 0.00 0_ 0 0 0 0 0 0 0
6 c) AED excursion 26 17
Envelope lossrgain 480 750 441 569
12 a) Infiltration 177 64 228 82
b) Room ventilabon 0 0 0 0
13 Internal gains Omrparrts @ 230 0 0 0 0
Appliancesrotlner 0 0
Subtotal Pines 6ID13) 657 814 669 651
Less edemal load 0 0 0 0
Lewtranber 0 0 0 0
Redistribution 764 1187 669 651
14 Subtotal 1421 20D2 0 0
15 Duclloads I IN 229% 157 449 11% 229/6 0 0
Total room load I I 15791 2450 0 0
Air required (dm) 0 111 10 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Ii- w_ r`gFstsolt- 2018-Mar-050957:12
Right-Sute4DUriversal201818.0.11 RSU25029 Page
rrerto C RHG - MLot 035 Sorrento C RHG - N np Calc- KO Horse tapes: N
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court, W ircer Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoohrg.mm License: CAC032444
Job: Lot 035 Sorrento C RHG - N
Date: 03/05/2018
By. LF/RI/BP/AT/MC
1 Room name
2 Exposed well 0 A 45 A
3 Room height 9D A heaVcool 9.0 A heatbool
4
5
Room dimensions
Room area
2.5 x 3.0 A
75 IF
45 x 45 A
203 IF
Ty Corkstrumon
number
U-value
Bt uhV--q
Or HTM Area (A?)
or perimeter (A)
Load
BWh)
Area (II)
or perimeter (A)
Load
Bl uh)
Heat Cod Gross NrP/S Heat Cod Gross N/P/S Heat Cool
6 W
y/
I--G
12B-09k
13A-4ocs
4A5-2om
O.097
0.143
05W
ne
ne
no
253
3.73
14.35
282
2.90
22.14
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0_-
0
0
0
0
0
0
0
0
V1/
I--G
L
11
12B.09N
4A5-2om
0.097
0550
se
se
253
1435
282
21.42
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
485-2tn
13A-4o s
11 DO
0540
0.143
0390
se
se
se
14.09
3.73
10.18
21.90
29D
1227
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
v
Y--D
1213-09w
4A5.20m
OD97
0-9W
sw
sw
253
1435
282
21.42
0
0
0
0
0
0
0
0
0
41
0
41
0
103
0
114
0
485-21m
13A-40cs
4A5-2om
0540
0.143
05W
9N
sw
sw
14.09
3.73
14.35
2081
2.90
21.42
0-
0
0
0
0
0
0-
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-2tm
4115.21m
0540
0.540
9w
9N
14.09
14.09
2081
24.09
0 0 0
0
0
0
0
0
0
0
0
0
0
0
G
12B-Osw
4A5-2om
4B5-2tm
0.097
05W
O.540
rw
nw
nw
253
1435
14.09
282
22.14
2359
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0l--G
1q/ 13A-4ocs
4A5-20m
4A5-2omd
0.143
05W
05M
nw
nw
ryw
3.73
14.35
15.14
220
22.14
27.72
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
q 12C-09w 0.091 238 151 0 0 0 0 0 0 0 0
L-D 11D0 0390 n 10.18 1227 0 0 0 0 0 0 0 0
C 16B-30ad 0.032 084 1.76 8 8 6 13 20 20 17 36
F 19C-19rscp_ 0.049 0.44 031 8 8 3 2 0 0 0 0
F 22A-Ipm 1.180 3080 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 0 28
Envelope lossbain 10 15 119 122
12 a) Infiltration 0 0 66 24
b) Room ventilation 0 0 0 0
13 Internal gains: Ooaupents@ 230 0 0 4 920
Appliancesbther 0 1 0
Subtotal (lines 6 to 13) 10 15 186 1066
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 10 15 186 1066
14 Subtotal 0 0 0 0
15 Dud loads 1 11% 229% 0 0 11% 220/6 0 0
Total room load 0 0 0 0
Air required (dm) 0 0 0 0
Calculations approved by ACCA to meet all requirements of Manual J 8ttt Ed.
L tsoft- 2018-Mar-050957.12
Righ-SuteOUriversal201818.0.11 RSLI25029 Page 10
srerao C RHG - MLot 035 Sorrertlo C RHG - N.rua Cale- MJ8 House laces: N
wrightsoftRight-J® Worksheet Entire
House One
Stop Cooling and Heating 7225
Sardscove Cowl W irter Park, FL 32792 Ptore. (407) 629 - 6920 Fax• (407) 629. 9307 Web. wwwOreStopCoolirg.com License. CAC032444 Job:
Lot 035 Sorrento C RHG - N Date:
03/05/2018 By-
LF/RI/BP/AT/MC 1
Room name BTH2 2
Exposed wall 0 Q 3
Room height 9.0 4 heakool 4
Room dimensions 6.0 x 55 II 5
Room area 33.0 W Ty
Construction number
U-
value Bb1hMLn
Cr
HTM Area (11) or
perimeter (11) Load
BtrJh)
Area
or
perimeter Load
Heat
Cod Grass NrPIS Heat Cool Gross NrP/S Heat Cod 6
W 128.0sv OD97 ne 253 2.82 0 0 0 0 y/
13A-40CS 0.143 ne 3.73 2.90 0 0 0 0 4A5-
2om 0550 ne 14.35 22.14 0 0 0 0 L-C 12134
w 0.097 se 253 2.82 0 0 0 0 11
4A5.2om OS50 se 14.35 21.42 0 0 0 0 4135.
21m O.540 se 14.09 21.90 0 0 0 0 yr
13A-4ors 0.143 se 3.73 2.90 0 0 0 0 L_
D 11D0 0.390 se 10.18 1227 0 0 0 0 Vpl
12B-09w 0.097 sw 253 282 0 0 0 0 G
4A5-20m 0.550 sw 1435 21.42 0 0 0 0 Ili
4B5-21m 0540 Sw 14D9 2081 0 0 0 0 0.
143 9w 3.73 2.90 0 0 0 0 4A5.
2om OS50 sw 1435 21.42 0 0 0 0 T=13A-
4ocs 4B5.
2lm 0540 9w 14.09 2081 0 0 0 0 485.
21m O.540 sN 14.09 24.09 0 0 0 0 128-
09N 0.097 r1w 253 282 0 0 0 0 4AS-
20M 0550 rtw 1435 22.14 0 0 0 0 4B5-
2bn 0-w r1w 14.09 2359 0 0 0 0 1q/
13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 I
C
4AS2om
OSW nw 14.35 22.14 0 0 0 0 4A5-
2omd 05M r1w 15.14 27.72 0 0 0 0 q
12C-09w 0.091 238 151 0 0 0 0 L-
D 11D0 0390 n 10.18 1227 0 0 0 0 C
16B-30ad 0.032 084 1.76 33 33 28 58 F
19c igmcp 0.049 0.44 031 27 27 12 8 F
22A-tpm 1.180 30.80 0.00 0 0 0 0 6
c) AED excursion 2 Emodopelossigain
40 65 12
a) Nitration 0 0 b)
Room eentilabon 0 0 13
trnemal gains OoNpants @ 230 0 0 Apphancesb1her
0 Subtotal
Pines 6 to 13) 40 65 Less
external load 0 0 Lessaarder
0 0 Redistribution
3 4 14
Subtotal 42 69 15
Dug loads I IN v*/6l 5 15 Total
room load I I 47 184 Air
required (dm) 0 4 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. r`
gF tsoR- 2018-Mar-050957:12 Righ-
SLiteSUriversa12018 18.0.11 RSU25029 Page 11 Jrerio
C RHG - Mot 035 Sorrento C RHG - Krup Cale - MJB Horse tares. N
Static Pressure and Friction Rate Job: Lot 035 Sorrento C RHG - N
wrightsoft• Date: 03/05/2018
Entire House By. LF/RI/BP/AT/MC
One Stop Cooling and Heating
7225 Sardscove Court Wirier Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web wwwOneStopCoolirg oom License. CAC032444
For: Park Square Homes
3914 Saltmarsh Loop, Sanford, FL
Heating Cooling
in H2O) in H2O)
External static pressure 0.50 0.50
Pressurelosses
Coil 0 0
Heat exchanger 0 0
Supply diffusers 0.03 0.03
Return grilles 0.03 0.03
Filter 0.10 0.10
Humidifier 0 0
Balancing damper 0 0
Outer device 0 0
Available static pressure 0.34 0.34
Total•
supply Return
ft) ft)
Measured length of run -out 25 0
Measured length of trunk 31 0
Equivalent length of fittings 185 0
Total length 241 0
Total effective length 241
FrictionRate
Heating Cooling
in/100ft) in/1001t)
Supply Duds 0.141 OK 0.141 OK
Return Duds 0.141 OK 0.141 OK
Fitting Equivalent LengthDetails
supply 4X--35,11 A=20,11 J=15,11 G=5,11 G=5,11 G=5,11 G=5,11 M=20,11 G=5,11 G--5,11 G--5,11 Gam, USR1=55:
TotalEL=185
Return TotalEL=O
Ad- wrightsoft• 2018-near-050957.13
Right•SuiwGUriversal2018 18.011 RSU25029 Page 1
ACC_rrerlo C RHG - Mot 035 Sorrento C RHG - Krup Calc = MJ8 House laces. N
DS SJob: Lot 035 Soarento C RHG. N wrightsoft•uctstemumma
Date: 03/05/2018 Entire House
BY LF/RUMAT/MC One Stop
Cooling and Heating 7225 Sards=
e CotrL Wirter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web wwuOrteStopCoolirg.com License: CAC032444 Project• • For:
Park
Square Homes 3914 Saltmarsh
Loop, Sanford, FL External static
pressure Pressure losses
Available static
pressure Supply / return
available pressure Lowest friction
rate Actual air
flow Total effective
length (TEL) Heating 0.
50
in H2O 0.16
in H2O 0.34
in H2O 0.170 /
0.170 in H2O 0.141
in/100ft 0 cfm
241 Supply
Branch
Detail Table Cooling 0.
50
in H2O 0.16
in H2O 0.34
in H2O 0.170 /
0.170 in H2O 0.141
in/100ft 1160 cfm
Name Design
Btuh)
Htg
cfM)
CIg
cfm)
Design
FR
Diam
in)
H
x
W in) Dud
Matl
Actual
Ln (
ft)
Ftg.Egv
Ln (ft)
Trunk BED2 c
2013 0 91 0.225 6.0 Ox 0 MFx 26.1 125.0 st6 BEDS c
2024 0 92 0.214 6.0 Ox 0 MFx 24.1 135.0 s16 BED4 c
2668 0 121 0.233 6.0 Ox 0 MFx 25.7 120.0 st6 8TH2 c
84 0 4 0.258 4.0 Ox 0 VIFx 16.7 115.0 st6 DINE c
919 0 42 0.167 5.0 Ox 0 VIFx 33.1 170.0 s15 GRT c
4890 0 222 0.157 8.0 Ox 0 MFx 41.5 175.0 st5 Krr c
2122 0 96 0.177 7.0 Ox 0 VIFx 32.1 160.0 st4 LNDV c
1187 0 54 0.184 5.0 Ox 0 MFx 24.6 160.0 st4 LOFT -A
c 2450 0 111 0.240 6.0 Ox 0 VIFx 21.6 120.0 s16 MBED c
4037 0 183 0.141 8.0 Ox 0 VIFx 56.2 185.0 s15 MBTM c
1203 0 55 0.145 5.0 Ox 0 MFx 54.5 180.0 st5 MTol C
44 0 2 0.151 4.0 Ox 0 MFx 45.6 180.0 S15 MWIC A
c 226 0 10 0.149 4.0 Ox 0 MFx 43.0 185.0 st5 PWDR c
1127 0 51 0.168 5.0 Ox 0 MR 37.1 165.0 st4 Top c
568 0 26 0.229 4.0 Ox 0 MFx 23.3 125.0 st6 wrightsoft• 2018-
Mar-05 0957•13 r....w. _,...,..,
Rigtt•StiteSUriversal20l8 t8.0.11 RSU25029 Page 1 ACCA .. rrerto
C RHG - N•Lot 035 Sorrerto C RHG - N.rtq Calc - KM Howe Laces N
Supply Trunk Detail Table
Name
Trunk
Type
Htg
c(m)
Clg
Ctm)
Design
FR
Veloc
pm)
Diam
in)
H x W
in)
Duct
Material Trunk
s14 PeakAVF 0 201 0.168 577 8.0 0 x 0 VInIFIx st3
st3 PeakAVF 0 201 0.168 256 12.0 0 x 0 VInIFIx st2
st2 PeakAVF 0 715 0.141 669 14.0 0 x 0 VnIFIX st1
s11 PeakAVF 0 1160 0.141 656 18.0 0 x 0 VInIFIx
s15 PeakAVF 0 514 0.141 654 12.0 0 x 0 VnIFIX st2
s16 PeakAVF 0 445 1 0.214 567 12.0 0 x 0 VnIFIX st1
Name
Grille
Size (in)
Htg
C(m)
Clg
c(m)
TEL
ft)
Design
FR
Veloc
pm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Mal Trunk
rb1 Ox 0 0 1160 0 0 0 0 Ox 0 VIFx
wrightsoft' 2018-Mar-050957:13
A ...., ....,..
Riga-Srite®Umersal201818.011 RSU25029 Page 2
rrerto C RHG - N&ot 035 Sorrerto C RHG - N.rrp Calc = KM Florae taces N
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 035 Sorrento C RHG - N Builder Name:
Street: 3914 Saltmarsh Loop Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attics aces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with
sealed. a material having a thermal resistance of R-3 per inch
Knee walls shall be sealed. minimum.
Exterior thermal envelope insulation for framed walls
shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawispace walls
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
Narrow cavities cavities shall be filled by insulation that on
installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spa s.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior wall tubs shall separate them from the showers and tubs. be insulated.
Electrical/phone box or The air barrier shall be installed behind electrical or communication
exterior walls boxes or air -sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall
be sealed to the sub -floor or drywall.
Concealed When required to be sealed, concealed fire sprinklers shall only be
sprinklers sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
between fir nnronklar cover Mate,; and walig or cailonric
a. In addition, inspection of log walls shall be in accordance with the provisions of IGG-400.
3/5/2018 10:06 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
10X6
52 cfm
EFIVTW
Job #: Lot 035 Sorrento C RHG - N
Performed by LF/RI/BP/AT for:
Park Square Homes
Sanford, FL
Level 1
One Stop Cooling and Heating
7225 Sandsoove Court
Winter Park, FL 32792
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
www.OneStopCooi ng .00m
DV VTW
Scale: 1 : 58
Page 1
Comfort Budder by Wrightsoft
18.0.10 RSU30040
2018-Feb-0614:30:26
Sorrento\Sorrento B RHG - M.rup
24X18
DIRECT
1160 cfm
SUPPLY
FLEX
DIRECT TC
AH U
DAMPER 1-12"
DAMPER 2 -14"
BYPASS -12"
Job #: Lot 035 Sorrento C RHG - N
Performed by LF/RI/BP/AT for:
Park Square Homes
Sanford, FL
Level 2
Sup Riser
12"
One Stop Cooling and Heating
7225 Sandsoove Court
Winter Park, FL 32792
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
www.OneStopCooi ng .00m
Scale:1 : 58
Page 2
Comfort Budder by Wri htsoft
18.0.10 RSU30040
2018-Fet}0614:30:26
Sorrento\Sorrento B RHG - M.rup
lUk- S W4atr-AAI?-X
t.c1 D t en v
oT 3
RECORD COPY
vile
v
y-y
2
4
l h
qN
N
h
Y
3'e,
wig
34
uT:rnun rnpv
I"
DESCRIPTION AS FURNISHED: Lot 35, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
LOT 49 ; LOT 50
1
N89040'51 'E '
9
40. 00
1
10 6 1P I$ -1236
ZONIN DATE -
26.80' LOT 35 26.e0' Ok to construct single family home
3.o'ITa.o'
with setbacks and impervious area
AC I . shown on plan.
L
50. b of- ;FVTA.
5.00'
14.7 Cu 1 a Sorrento - L, , CTKLAW
5.00'
15.3'
PROPOSED RESIDENCE
F=1 c 2 OCAR SGARAGE RIGHT W
6 ai 0 0
LOT 36 °' LOT 34
O.•,
in
COV'D.
ENTRY
5.00'
9.3'
n
p 0.
20.7'
5.00'
W DRIVE
35.20'
SETBACKS AS FURNISHED
FRONT = 25'(•)
REAR = 20'
SIDE - 5' (40' LOT)
7.5' (60' LOT)
10' (75' LOT)
SIDE STREET = 25' (60' & 75' LOT)
15' (40' LOT)
25' FRONT' SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN
2) IN SUCCESSION AT 20' AND A MINIMUM
OF (2) IN SUCCESSION AT 25'
PROPOSED = FINSHED SPOT OWE ELEVATIONS
P R RA ACE PLANS
10' UTIL ESMT
25.20'
156.00' I
P.C.-
0
WALK
z
777CUB
N89R40 51 'E
40.00'
SALTMARSM LOOP
PRIVATE ROAD (50' R/W)
PLOT PLAN ONLY
PLOT PLAN AREA CALCULATIONS NOT A SURVEY
TOTAL LOT AREA 4,680 t SQUARE FEET
E D IN _
PROPOSED DRAINAGE FLOW
LOT GRADING TYPE A
PROPOSED F.F. PER PLANS = 30.5' QQL
FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK
DRIVE 403/ 110- 51,31 SQUARE FEET FOUNDATION/PAD 1,744 t SQUARE FEET
WALKS 37/ 200- 2371 SQUARE FEET REAR PATIO 112 t SQUARE FEET
SOD 2,309/ 130 a 2,439 t SQUARE FEET
FRONT PORCH DECK
POOL DECK
62 t SQUARE FEET
N/A t SQUARE FEET
NOTE FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED
CR USE)Vff °YER -SCOTT ASSOC, INC. - LAND SURVEYORS
LCGUND - LCGCHD -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436PPLATZL. • POINT ON LINE
NOS'
rIP. I.R. FIELDIRON UPC
IRON ROD
ITP. •TYPICAL
PRz. • POINT Or RCVCRSC CURVATURE
FL • ROINT Of rNmgWD CURVATURE 1. THE UNDERSIGNED WES HEREBY CERTIFY THAT THIS SURVEY MEETS INC STANDARDS OF PRACTICE SET FORTH BY THE FLORIOA BOARD OF
NAIL RADIAL PROFESSIONAL SURVLYDRS AND MAPPERS W CHAPTER S1-17 FLOR04 ADMINISMIIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATULS
SET 1/2' ICTC /LAMENTSCtIF. • 1/2' IR •/DID I596 NR NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S 51GHAiVRE AND ORIWNII. ROUSED SEAL THIS SURVEY AYP OR COPES ARE NOT VALID.
REc. RCCOVCRCD V.P. • VITHESS OINT A THIS SURVEY WAS PREPARED FROM TIRE WFORMA110N FURNISHED TO THE SURVEYOR MERE MAY BE OTHER RESTRICTIONS
P.OR POINT OF DCGINNIMO CALL CALCIMTCD OR EASEMENTS THAT AFFECT TIPS PROPERTY,
MAC. POINT Or COMNC/CE I IRA • PERMANENT REFERENCE MONUMENT
rF. • FLOOR 1D1
A, NO UNDERGROUND IMPR*V W MS HAVE BEEN LOGIEO UNLESS OTHERWISE SHOWN.
MNLD MAIL &I DISINCKNAILDDISK SUILDIFINISHCD K LINEWILDINGSCTDACK LINE 3. THIS SURVEY IS PREPARED TOR THE SOLE BENEFIT OF THOSE CERunro, TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY.
RN RIGHT-0or-VAY IN. • i[NCIWIIRKIN. 0. O4UEN5IONS SHOWN FOR THE LOCATION OF OAPROVEMENFS NEAEON SHOULD NOT BE USED 1O RECONSTRUCT BOUNDARY LINES.
CSMT. CASENCNT IA DASC DARING 7. BEARWCS. ARE EASED ASSUMED DATUM AND ON INC LINE SHOWN AS BASE BEAMNG (BB.)
DRAIM. DRAINAG E G ELEVATIONS. IF SHOW, ARE BASED ON NA110IM GEODLTC VERTICAI. DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL.
CLFC. UTILITY CHAINLINK FCNCC P. CERTUTATE OF AVIMOM7ATION No• l3D& VD.
FC. D VOODFENCE C/
D CO/ C"TI DIOCK SCALE 1-- I' - 20 --t DRAWN BY: ••• P.
C. PTPOINT Or CURVATURE POINT
Or TANGENCT CERTIFIED BY. DATE ORDER No. DESC.
DESCRIPTION AAD
PLOT PLAN 02-23-2018 1099-18 IIRADIUSRCLCNGtND
DELTA C
CHORD CA
t1aDRD SEARING NORTH
THIS
BUILDING\PROPERTY DOES NOT UE WITHIN THE
ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TO X. CRUSE EYER• R.L.S. 1 4714 S .
SCOTT, R.LS 1 4801 ZONE
X. MAP 1 12117CW90 F (09-28-07)
I
Filename: PARK SQUARE SORRENTO 2,078SF.rrr
RECORD COPY
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
2 2 1
Lighting Summary Standard 3,527 3,527
Optional4,506 3,527 I ----Ovens------------- Ranges & Range
No. No? Nameplate Line Neutral 1
1 8000 2
0 0 Range/
Oven Summary Standard 6,400 4,480 # 1 8- 1 2 3 6 Optional-
8,000 4,480 Dryers '
SANFORD
DryerNo. No. Nameplate Line Neutral 1
1 5000 3
0 Dryer
Summary Standard 5,000 3,500 Optional
5,000 3,500 Heating
and Cooling: Actual Number = 2 Name
M? Ph No Amps Volts VA HP Line Neutral 1
M 1 1 14.0 240 3,360 0 1
M 1 1 2.0 240 480 0 1
M 1 1 5.0 240 1,200 0 1
1 1 1 14 240 1 3,360 0 2
M 1 1 14.0 240 3,360 0 2
M 1 1 2.0 240 480 0 2
M. 1 1 5.0 240 1,200 0 2
1 1 1 14 240 1 3,360 0 Heat/
Cool Summary Standard 16,800 0 Optional
16,800 0 Fixed
Appliances: Actual Number = 6 Name
M? Ph No Amps Volts VA HP Line Neutral DISP
1 1 120 600 600 600 DISH
1 1 120 1200 1,200 1,200 MICRO
1 1 120 1200 1,200 1,200 WH
1 1 18.5 240 4,440 0 OPT
POOL 1 1 10 240 2,400 0 OPT
POOL HEAT 1 1 31 240 7,440 0 Fixed
Appliance Summary Standard 12,960 2,250 Optional
17,280 2,250 Other
Appliances: Actual Number = 0 Name
M? Ph No Amps Volts VA HP Line Neutral Other
Appliance Summary Standard 0 0 Optional
0 0
Ir
25%of Max Motor:
Line is Std Only; Neutral for Both
Maximum Phase Amps Volts
1 14 240
Heat/Cool Phase Amps Volts
1 14 240
Fixed Appl. Phase Amps Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard Only 840 0
SUMMARY -
Standard Line Neutral
Total Total = 45,527 13,757
Maximum Amperage = 190 57
Service Voltage = 240 Service Phase = 1
Optional Line Neutral
Total Total = 36,714 13,757
Maximum Amperage = 153 57
Service Voltage = 240 Service Phase = 1
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RECORD COPY
RE: P2078AC-T - Park Sq Hms/ Sorrento-AorC 2078 MiTek USA, Inc.
Site Information:
6904 Parke East Blvd.
Customer Info: PARK SQUARE HMS. Project Name: P2078AC-T Model: SORRENT6aTM78-Aor660 lvTrayClg. Lot/
Block: 35 Subdivision: WYNDHAM PRESERVE 40 Address:
3914 SALTMARSH LOOP City:
SANFORD State: FLORIDA Name
Address and License # of Structural Engineer of Record, If there is one, for the building. Name:
License #: Address:
City:
State: General
Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions): Design
Code: FBC2017/TPI2014 J 1 DING+ Design Program: MiTek 20/20 8.1 Wind
Code: ASCE 7-10 Wind Speed: 140 mph Roof
Load: 40.0 psf SA`tFORD Floor Load: 55.0 psf of
This
package includes 49 individual, • n Drawings and 0 Additional Drawings. Wth
my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms
to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No.
Seal# Truss Name I Date E12 Truss Name Date 1
T12944419 Al 1/12/18 30 B6 1/12/18 2
IT12944420 A1T 1/12/18 113 IT12944431 IC1 1/12/18 3
IT12944421 I A2T 11/12/18 114 1 T12944432 1 C2 11/12/18 4
IT12944422 JA3T 1/12/18 115 IT12944433 IC3 1/12/18 5
T12944423 JA4T 1/12/18 116 1 T12944434 I CJ 1/12/18 6
IT12944424 JA5T 1/12/18 117 IT12944435 ICA 1/12/18 17
IT129444251131 11/12/18 118 IT12944436ICJ3 11/12/18 1 18
IT12944426IB2 11/12/18 119 IT12944437ICJ3T I1/12/18 19
IT12944427163 11/12/18 120 IT12944438ICJ4 11/12/18 110
IT12944428 164 11/12/18 121 _ 1T12944439 ICJ5 11/12/18 I11
IT12944429 1135 11/12/18 122 1T12944440ICJ5T 11/12/18 This
item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed
copies of this document are not considered signed and sealed and the signature must be verified on any electronic
copies 1A_
1256 The
truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters provided
by Mid -Florida Lumber Acquisitions, Inc.. Truss
Design Engineer's Name: Magid, Michael My
license renewal date for the state of Florida is February 28, 2019. IMPORTANT
NOTE: The seal on these truss component designs is a certification that
the engineer named is licensed in the jurisdiction(s) identified and that the designs
comply with ANSI/rPI 1. These designs are based upon parameters shown (
e.g., loads, supports, dimensions, shapes and design codes), which were given
to MiTek. Any project specific information included is for MiTek's customers file
reference purpose only, and was not taken into account in the preparation of these
designs. MiTek has not independently verified the applicability of the design parameters
or the designs for any particular building. Before use, the building designer should
venfy applicability of design parameters and properly incorporate these designs into
the overall building design per ANSlrrPI 1, Chapter 2. January
12,2018 Magid,
Michael 1 of 2
RE: P2078AC-T - Park Sq Hms/ Sorrento-AorC 2078
Site Information:
Customer Info: PARK SQUARE HMS. Project Name: P2078AC-T Model: SORRENTO - 2078 AorC / Tray Clg.
Lot/Block: 35 Subdivision: WYNDHAM PRESERVE 40
Address: 3914 SALTMARSH LOOP
City: SANFORD State: FLORIDA
INo. Seal# ITruss Name Date
23 T12944441 1D1 1/12/18
24 T12944442 JD2 1/12/18
25 IT12944443 ID3 1/12/18
26 IT12944444 JE1 12/18
27 IT12944445 IE2 1/12/18
I28 IT12944446 I F1 11/12/18 I
129 IT12944447 I F2 11/12/18 I
I30 IT12944448 I F2A 11/12/18 I
31 IT12944449 F3 1/12/18
32 IT12944450 JF3G 1/12/18
33 IT12944451 JF4 1/12/18
34 IT12944452 IF4A 1/12/18
135 IT12944453 I F5 11/12/18 i
136 IT12944454 I F6 11/12/18 I
137 IT12944455 I F7 11/12/18 I
138 IT12944456 I FT1 11/12/18
I39 IT12944457 I FT2 1/12/18 I
40 IT12944458 IFT3 1/12/18 I
141 IT12944459 I FT4 11/12/18 I
I42 IT12944460 I J3 11/12/18 I
I43 IT12944461 1,17 11/12/18 I
44 IT12944462 I RT 11/12/18 I
I45 1T12944463J KJ2 11/12/18 I
146 IT12944464 1KJ3 I1/12/18
147 IT12944465 I KJ7 11/12/18 I
148 IT12944466 I KJ7T 11/12/18 I
49 IT12944467 I M1 11/12/18 I
2of2
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
T72944419
P2078AC-T At COMMON 6 1 1 ReferenceJob
Mid -Florida Lumber, Barlow. FL. 8 130 s Sep 15 2017 MiTek Industries. Inc. Fn Jan 12 07:49:OD 2018 Page 1
ID:LwgEfgAb9YkKlRKdr2TZXPzS7xJ-HoMyHE3CoXIY W bbOp2GIP4vaCw3LyeTYIABlpzw9on
rl 7-11-11 1S-0.0 1 22-0.5 30.0.0 1:24
1-0-0 7-11.11 7 5 7-0-5 7-11-11 1-0-0t
2
1
40 =
4x4 =
6.00 12
30 = 06 = 30 =
10.2-3 19.9.13 30.0-0
10-2-3 9.7-11 10.2-3
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Gnp DOL 1.25 TC 0.75
TCDL 10.0 Lumber DOL 1.25 BC 0.76
BCLL 0.0 ' Rep Stress Inv YES WB 0.34
BCDL 10.0 Code FBC2017/TP12014 Matnx-MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 20 SP No.3
REACTIONS. (lb/sae) 2=1260/0-8-0, 6=1260/0 1-0
Max Horz 2-164(LC 11)
Max Uplift 2=328(1-C 12), 6=328(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2096/624, 3-4-1893/637, 4-5=18931637, 5-6=2096/624
BOT CHORD 2-10=441/1873, 8-10=205/1211, 6-8-455/1821
WEBS 4-8=217/820. 5-8=-467/270. 4-10=217/820, 3-10=4671270
Scale - 1:53.5
5
40 =
DEFL. in (loc) Udell L/d PLATES GRIP
Vert(LL) -0.35 8-10 >999 240 MT20 2"/190
Vert(CT) -0.5010-13 >721 180
Horz(CT) 0.06 6 n/a n/a
Weight. 137 lb FT = 20e,6
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9-1-5 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h-25ft; B=45111; L=30ft; eave=4ft; CaL
11; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Intenor(1) 2-0-0 to 15-", Exterior(2) 15.0-0 to
18-0.0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL-1 60
3) 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, with BCDL = 10 Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (n=lb)
2=328,6=328.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
Q WARNING - Vanity daslgn parameters and READ NOTES ON TM AND INCLUDED NITEK REFERENCE PAGE 11110674711 rev. IAV.WOIS BEFORE USE.
Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not
a truss system. Before use, the budding designer must verily the applicability of design parameters and property incorporate this design silo the overall is
building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the RM
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, D5849 and BCSI Building Component 6904 Parke East Shod.
Safety Information available from Truss Plate Imunne. 218 N. Lee Street. Suds 312. Alexandria, VA 22314. Tamps, FL 38610
b Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078rP2 T12944420
078AC-T A1T SPECIAL 1 1
t
Mid-Flonda Lumber, Banow, FL.
2-b-0 2 7-4-0 t 2-0 8 15-0-0
2-5-0 0 -0 4.8.8 .11.8
a)
8.130 s Sep 15 2017 MTek Industries, Inc. Fn Jan 12 07:49:01 2018
ID
4-9.13 4-9-13
5x8 =
Scale = 1.55.9
REFER TO NOTE #1
FOR SCAB CONNECTION. 4x6 II
4 26
30
8
7x6 4
6.00 ,2 3 3x4 .
50
25 7
6
3x4 11
2 27
t\
15
14 9 10
6x8 = 102x4II „
2x4 II 4x14 — 13 12
1.Sx4 II 3x4 = 1 5x4 II 3x10 = 04 =
2S-0 2 7 4-0 12-0.8 15-0-0 22-2.12 30-0-0
2-5-0 0-4$.8 4AA 2-11A 7.2.12 7-9.4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(ILL) -0.19 15-21 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.39 15-21 >908 180
BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(CT) 0.22 9 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 200 lb FT = 200%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc puriins.
1-3: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-3-10 oc bracing.
BOT CHORD 2x4 SP No.2 *Except'
2-14: 2x6 SP No.1, 4-13. 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-3 2x6 SP No.1 one side
REACTIONS. (lb/size) 1=1204/0-8-0, 9=1249/0-8-0
Max Horz 1=162(LC 10)
Max Uplift 1=276(LC 12), 9=325(LC 12)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-545/195, 2-3=2793/796, 3-4=1944/613, 4-5=1891/670, 5 6=1395/505,
6-8=20141619, 8-9=22131648
BOT CHORD 2-15=608/2552, 14-15=606/2531, 11-12-35711565, 9-11=501/1945
WEBS 3.15=521407, 3-14=989/319, 12-14=16511157, 5-14 =353/1191, 6-12 =560/245,
6-11=-85/451, 8-11-297/165
NOTES-
1) Attached 8-6-3 scab 1 to 3, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131"x3-) nails spaced Sr o.c.except . starting at 1-11-3
from end at joint 1, nail 2 row(s) at 2" o.c. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft; L=30fl; eave=oft; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-3-0, Interior(1) 3.3-0 to 15.0 , Extenor(2) 15-0-0 to
16-0-0 zone,C-C for members and forces rS MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) 1 considers parallel to grain value using ANSI/rPI 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 Ile uplift at joint(s) except (jt=lb)
1=276,9=325.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARMNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,110-7473 rw 111110MIS BEFORE USE.
Design valid for use only with Mrelt® connectors This design IS bond only upon parameters Mown, and Is for an indmilual budding component. not
a truss system. Before use, the budding designer must cony the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indrvtdusi truss web and/or Nob members only. Addis onal temporary and permanern bracing M
is always required for suabrlity, and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the to
fabrication, Storage. deWnry, erection and bracing of trusses and truss Systems, sea ANSIRPII Quality Criteria, DSB 89 and SCSI Building Component 6904 Parke East 8W.
Safely Information evadable from Truss Plate Insidute. 21e N Lee Street. Suds 312. Alexandria, VA 22314 Tampa, Ft. 38610
Job Truss Truss Type Oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944421
P2078AC-T A2T SPECIAL 1 1
Go a
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07:49:02 2018 Page 1
1 D:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-DAdCNzFJjOnOngl_8E4kkg9DgObTplgm7dHg4w9ol
2.5-0 2- 7-" 1280-8 17.0.0 23-2-12 30-0 0 t
2-N lY $ 4$8 4$8 I1 4-0-0 62-t2 6-9.4
i
4x4 =
6.00 12
axe
4 27 28 5
Scab = 1.56.0
REFER TO NOTE #1
FOR SCAB CONNECTION.
28
7x8 G 26
3x4
3 6
25 rl
ib
3x4 II
2 30
t
13 7
14 -
6 ]$
5 0
20 I I
20 II 4xt4 - 20 II 12 tt 10 9
1x4 II tx4 II 3xt0 = tx4 II 40 =
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 Inv YES
BCDL 10.0 Code FBC2017frP12014
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
1-3: 2x6 SP No.1
BOT CHORD 20 SP No.2 *Except'
2-13: 2x6 SP No.1, 12-16: 2x4 SP No.3
WEBS 20 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-3 2x6 SP No.1 one side
REACTIONS. (lb/size) 1-1215/0-", 7=1257/0-8-0
Max Horz 1 =142(LC 10)
Max Uplift 1 =273(LC 12). 7=323(LC 12)
CSI. DEFL. in (loc) Waft Ud PLATES GRIP
TC 0.84 Ven(LL) -0.19 14-21 >999 240 MT20 2441190
BC 0.82 Vert(CT) -0.3914-21 >909 180
WB 0.82 Horz(CT) 0.22 7 n/a n/a
Matrix -MS Weight: 195 Ili FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-5 15 oc puriins.
BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-536/200, 2-3=2826/830, 3-4v1893/623, 4-5 =1609/593, 5-6=1605/553,
6-7-22161666
BOT CHORD 2-14=644/2588, 13-14=642/2569, 9.10=513/1919, 7-9=513/1919
WEBS 3-14-34/416. 3-13=10641361. 4-13=-146/561, 6 10=-650/260, 6-9=0/284,
10-13=292/1373, 5-13=106/491
NOTES-
1) Attached 8-6-3 scab 1 to 3. front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131"xW) nails spaced Sr o.c.except : starting at 3-8-12
from end at joint 3, nail 2 row(s) at 2" D.C. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wind ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft, eave=4h; Cat.
II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-" to 3-3-0, Interior(1) 3-3-0 to 13 M, Exterior(2) 13-0-0 to
2D-0.0, Interior(1) 20-0-0 to 3140-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
4) Provide adequate drainage to prevent water policing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 24)-0 wide
will fit between the bottom chord and any other members.
7) Beanng at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should venty
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b)
1=273, 7=323. Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verify design peramerers and READ NOTES ON TN/S AND INCLUDED MTEK REFERENCE PAGE MF7473 rev. IM312013 BEFORE USE.
Design valid for use only with Wake, connectors. This design is based only upon parameters sham, and is for an individual budding component, not
a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall MR
building design. Bracing Indicated IS to prevent buckling of individual truss web and/or Uwrd members only. Additional temporary and permanent bracing
is sways required for stability and to prevent collapse with possible personal injury and proDeM damage. For general guntance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSBd! and SCSI Building Component 6W4 Parlor East Blvd.
Safety Intor istion available from Truss Plate Institute. 218 N Lee Street, Suite 312, Nexandns, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Py Park Sq His/ Sortento-AorC 2078
T!25P2078ACTA3TSPECIAL11
Job Referenci
Mid -Florida Lumber. Banow. FL. 8.130 s Sep 15 2017 Mi7ek Industries, Inc. Fn Jan 12 07:49:03 2018 Page 1
ID:L"ElgAb9YkKfRKdr2TZXPzS7xJ-hNSbaJGxUjv1P KAiybzH2iPZOxtYGSvEGPrM8zw9ok
2-5,0 2- 8 8 ,2 t t-0-0 2 0 B 79-0-0 24-2-12 IV1
2.5 0 0 41 4-2.4 4-z-4 t-0 8 6 t t-0 52-,2 5
6.00 F12 5x5 =
150 II
REFER TO NOTE 81 4 ' 26 27 28
4xa =
296
Scale = 1.52.2
20 II 12 71 10
x4 II 3x4 II 5x8 = tx4 II 04 =
2S-0 ,2 t t-0-0 2-0 8 19-0.0 24.2-12 30-04
2-5.0 4-2 4 4a-4 1.0.6 6,11.8 5-2-12 5.9-4
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 Ina YES
BCDL 10.0 Code FBC2017lrP12014
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
1-3: 2x6 SP No.1
BOT CHORD 20 SP No.2 'Except'
2-13: 2x6 SP No.1, 5-12. 2x4 SP No.3
WEBS 20 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-3 2x6 SP No.t one side
REACTIONS. (lb/size) 1-1204/0-8-0, 8=1249/0-8-0
Max Horz 1=121(LC 10)
Max Uplift 1=276(LC 12), 8-325(LC 12)
CSI. DEFL. in (loc) I/den Ud
TC 0.83 Ven(LL) 0.20 14-20 999 240
BC 0.81 Ven(CT) 0.4014-20 894 180
WB 0.53 Horz(CT) 0.22 8 n/a n/a
Matnx-MS
PLATES GRIP
MT20 244/190
Weight: 196 lb FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc puriins.
BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ili) or less except when shown.
TOP CHORD 1-2=530/204, 2-3=2870/870, 3-4-3046/1018, 4-5=1919/696, 5-6=1921/701,
6-7=1764/610, 7-8=2237f702
BOT CHORD 2-14=683/2631, 13-14=423/1806, s13=-419/215, 10.11-555/1946, 8-10=555/1946
WEBS 3-14 =543/267, 4-13--165/547, 11-13-347/1380, 6-13=155/574, 6-11=12/281,
7-11=503/217, 4-14=417/1255
NOTES-
1) Attached 7-11-3 scab 1 to 3, front face(s) 2x6 SP No.t with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except . starting at 31-13
from end at joint 3, nail 2 row(s) at 2" D.C. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25R; 8=45111; L=30tt, eave=4tt, Cat.
11, Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-3-0, Inierior(1) 3-3-0to 114)-0, Exterior(2) 11-0-0 to
224)-0. Interior(1) 22-0-0 to 31-0-0 zone,C-C for members and forces 1L MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1 considers parallel to grain value using ANSI7rPl 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (j1=1b)
1=276, 8=325. Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verify das/gn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE WF747.1 rev. 10/0=015 BEFORE USE.
Design valid for use only, with Mrek® connectors This design is based only upon parameters sham, and is for an individual building comllonerd, not
a truss system Before use. the building designer must very the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buWing of individual buss web andloma rchordmembersonlyAdditionaltemporaryandpermanentbraang IN'JI T" is
always required for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the r laUl fabrication,
storage, delivery. erection as bracing of trusses and truss systems, see ANSlrP11 Quality Criteria, DSB-S9 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Insteute. 21a N. Lee Street. Su4e 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944423
P2078AC-T A4T SPECIAL 1 1
Job Reference loptionall
Mid -Florida Lumber, Barlow. FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Jan 12 07:49:04 2018 Page 1
ID:L"ElgAb9YkK02Kdr2TZXPzS7xJ•9ZIzo1HaF1lk18vMFf6CpFFaJpDTHh72Sw8Ouazw9oi
2-5-0 2- S9 12 9-0-0 12 0 6 1684 21.0-0 252.12 30 0.0 1
2-5-0 0 3 2 4 32 3-0 e 4 S12 1 S12 4 2.12 4$4 1-0-0
3
Scab - 1:51 3
REFER TO NOTE #1
FOR SCAB CONNECTION. 5xe =
1.bx4 n Jx4 = axe =
26 4 5 27 6 2829 7
30
6.00 12
3x1 r-
3 1.5x4 i
8
2x4 II
2 31
Y
1 11 B Iq7815
6x8 =
t0 ) 4
6x8 =
2x1 II 3x4 =
20 II
13 12 11
1.Sx1 II 20 II 4x10 = 3x4 = 3x8 =
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 Ina YES
BCDL 10.0 Code FBC2017/TPI2014
LUMBER -
TOP CHORD 20 SP No.2 'Except'
1-4: 2x6 SP No.1
BOT CHORD 20 SP No.2 'Except'
2-14. 2x6 SP No.2, 5-13: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-4 2x6 SP No.1 one side
REACTIONS. (lb/size) 1=1204/0.8-0, 9=1249/0-8-0
Max Hors 1=100(LC 10)
Max Uplift 1=276(LC 12), 9=325(LC 12)
CSI. DEFL. in loc) ,I/defl Ud PLATES GRIP
TC 0.83 Verl(LL) -0.19 14 >999 240 MT20 244/190
BC 0.98 Vert(CT) -0.3911-25 912 180
WB 0.69 Horz(CT) 0.22 9 n/a n/a
Matrix -MS Weight. 202 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc puffins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing,
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=530/206, 2-3=3264/1021, 3-4-2428/796, 4-5=2418/840. 5-6=2408/838,
6-7-1941/718, 7-8=1923/651, 8-9=22251752
BOT CHORD 2-16=858/3068, 15-16=858/3068, 14-15-536/2123, 11-12=-432/1669, 9-11=-607/1967
WEBS 3-16=53/295, 3-15=1100/380, 4-1 5=- 171/628, 4-14=1621508, 12-14=-493/1812,
6-14 =154/611, 6-12=-078/250, 7-12=157/473, 7-11=-48/395, 8-11 =3491199
NOTES-
1) Attached 10.2-10 scab 1 to 4, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131' xr) nails spaced 9" o.c.except : starting at
1-11-3 from end at joint 1, nail 2 row(s) at 2" o.c. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasil=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=30ft; eave=oft, Cat.
II, Exp B; End., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-3-0, Interior(1) 3-3-0 to 9-0-0, Exterior(2) 9-0-0 to
24-0-0, Interior(1) 24440 to 31-0-0 zone,C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10 0 list bottom chord live load nonconcurrent with any other live bads.
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 vide
will rd between the bottom chord and any other members.
7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift at joint(s) except 01=lb)
1=276, 9=325. Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE M I-7473 rev. f011=015 BEFORE USE.
Design valid for use only with Mrek® connectors This design is based only upon parameters shown, and is for an individual budding Component, not
a truss system. Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall is
building design, Braung indicated is to prevent buckling of individual truss Web and/or Chordmembers only. Additional temporary and permanent bracing M/IMT'
is always required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the 16 11
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 Quality Criteria. OSB49 and SCSI Building Component 690e Perlis Fast Blvd.
Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 38610
Job Truss Truss Type Perk Sq Hms/ Sorrento-AorC 2078Oty
T12944424
P2078AC-T A5T SPECIAL 1 JPly 1
o(optionall
Mid•Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07 49,05 2018 Page 1
I D: Lv.gEfgAb9YkKlRKdr2TZXPz S7xJ-dIJL 771 COL9bfl UYpNeRMTnIXDhSO61Cheuy00zw9oi
2-5-0 2- 7-0-0 12-0 8 t4 1-0 18 7.2 23-0-0 26-2-12 360-0 1
2 5-0 4 4 4 5-0 B 2-3 6 4 32 4 4•t0 3.2.12 3t1 4 1-0-0
6 Go 12
5x8 =
3.4 11 5x8 - 1.50 If 4x8 =
3 26 27 4 28 5 29 30 6 31 32 7
IPA
Scab = 1:52.2
a
101 I
4x4 =
1.5x4 II
74 33 13 34 35 12 36 37
11
C
2x1 11 1 Sx4 II 1.50 II 6xe = SxB = 3x4 = 3x4 =
2S-0 2• 7-0-0 12-0B 14J-0 1&7.2 23-0-0 L ,L 30-0-0 22D .e 4-4.8 5-0A 2.3A d-32 4-14 32-12 LOADING (
psf) SPACING- 2-0-0 TOLL
20.0 Plate Grip DOL 1.25 TCDL
10.0 Lumber DOL 1.25 BCLL
0.0 Rep Stress Inv NO BCDL
10.0 Code FBC2017rrP12014 LUMBER -
TOP
CHORD 20 SP No.2 'Except' 1-
3: 2x6 SP No.2 BOT
CHORD 2x4 SP No.2 'Except' 4-
14: 20 SP No.3 WEBS
20 SP No.3 CST.
DEFL. in (loc) Wall L/d TC
0.80 Verl(LL) 0.1116-22 999 240 BC
0.49 Vert(CT) 0.2116-22 809 180 WB
0.79 Horz(CT) 0.09 13 n/a n/a Matrix -
MS REACTIONS. (
lb/size) 1=396/0-8-0, 9=669/0-". 13=3116/0-8-0Max
Horz 1=80(LC 6) Max
Uplift 1=126(LC 8). 9=-211(LC 8), 13=945(1-C 8) Max
Grav 1=404(LC 17), 9=731(LC 18), 13=3116(LC 1) PLATES
GRIP MT20
244/190 Weight:
160 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing direly applied or -1-3-8 oc purlins. BOT
CHORD Rigid ceiling direly applied or 44-7 oc bracing. WEBS
1 Row at midpt 3-15 FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=451/256, 3-4=293/1264, 4-5 =310/1306, 5-0=72/301, 6.7-72/301, 7-8=930/291, 8-
9=-1151/311 BOT
CHORD 2-16 =187/412, 15-16-189/438, 4-15=d09/215, 12-13=1708/577, 11-12=210/813, 9-
11 =217/1012 WEBS
3-16=121/488, 3.15=-1873/578, 1315=1840/637, 5-15=231/635, 5.13=2125/701, 7-
11=80/643, 8-11=282/114, 6-12=520/267, 5.12=-606/2064, 7-12-1049/290 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=3.Opsf; h=25ft; B=451t; L=30ft, eave=4h, Cat. 11,
Exp B: End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1,60 3)
Provide adequate drainage to prevent water ponding. 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live bads. 5) '
This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
rd between the bottom chord and any other members. 6)
Beanng at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity rapacity
of bearing surface. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (j1=lb) 1=
126, 9=211, 13=945. 8)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 139 lb up at 7-
0-0, 80 lb down and 91 Ile up at 9-0-12, 80 Ile down and 91 Ile up at 11.0-12, 97 Ile down and 106 lb up at 13-0.12, 97 Ile down and 106
lb up at 15-0-0, 97 lb down and 106 lb up at 16-11-4. 97 Ile down and 106 lb up at 18-114, and 97 lb down and 106 lb up at 20-
11-4. and 189 Ile down and 206 lb up at 23-0-0 on top chord, and 340 Ile down and 158 Ile up at 7-0-0. 66 Ile down at 13-0-12, 66 Ib
down at 15-0-0. 66 lb down at 16-11-4, 66 Ile down at 18-11-4, and 66 Ile down at 20.11-4, and 327 Ib down and 97 Ib up at 22-
114 on bottom chord. The design/selection of such connection device(s) is the responsibility o1 others. 9)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies WARNING •
verily design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE W7473 ray. l=W015 BEFORE USE. Design
valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a
truss system Before use. the building designer must vent' the applicability of design parameters and property incorporate this design imo the overall building
design Bracing indicated is to prevent buckling of individual Truss Web and/or chord members only. Additional temporary and pemianem bracing MA.T" rs
always required for slablky and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 a 1A. fabrication,
storage, delivery, ereclion and bracing of trusses and truss systems, "a ANSVTPIt Quality Criteria, DSO-e9 and SCSI Building Component 6904 Parke East Blvd, Safety
Information available from Truss Plate Instatne, 218 N. Lee Street, Suite 312. MexanOna. VA 22314. Tamps, FL 38610
b Truss Truss Type Oy Py Park Sq Hmst Sorrento-AorC 2078
T12944424T078AGrP2A5TSPECIAL11
a
Mid-Flonda Lumber, BartaW, FL. e.t su s sep to zut f hill i eK maustnas. Inc. rn ,ran 1u urv ntrbcute rage c 10:
LwgEfgAb9YkKfRKdr2TZXPzS7xJ-dIJL"COL9b9UYpNeRMTnIXDhSO6tChauy00zw9oi LOAD
CASE(S) Standard 1)
Dead + Root Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (pit) Vert
1-21=-02, 3-21-60, 3-7=-6Q 7-10=60, 1520=20, 14-23=20 Concentrated
Loads (lb) Vert:
3=80(F) 7=142(F) 16=340(F) 11=327(F) 26=80(F) 27-80(F) 28=97(F) 29=97(F) 30=97(F) 31=97(F) 32=97(F) 33=41(F) 34=41(F) 35=41(F) 36=
41(F) 37=41(F) 0
WARNING • Vedly dasfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1100167473 rev. faWMI5 BEFORE USE. Design
valid for use only with Pill rekO Connecors. This design is based only upon parameters shown, and is for an indwrdual buildup Component, rat a
truss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall buildup
design. Bracing indicated is to prevent bucKM of indmdual truss web and/or word members only Additional temporary and permanent bracing is
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the log fabrication,
storage, delivery, erepnon and bracing of trusses and truss systems, see ANSIPTIM Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safety
information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 30610
b Truss Truss Type City Park Sq Hms/ Sorrento-AorC 2078
rP2 T12944425
078AC-T B1 SPECIAL 1 JPly 1
Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Jan 12 07:49:06 2018 Page 1
I D.LwgEfgAb9YkKf RKdr2TZXPzS7xJ-6x%DLIgneHSGR21N49gvgKvfdwnldSLwEdVzTzw9oh
rr -01 6-7-4 I 12 8-0 I is." 120-0 0 I 274•0 8-0-0,
1-00 6-7-4 6012 5" 180 7-" 1-0-0t
30 = 30 =
3x4 =
4x4 =
10 9
3x10 = 1,50 II 3x4 =
Stab a 1.49 0
9.5-4 i 18-4-0 20-0-0 27-"
9-5-4 8,10.12 1-0 0 7-"
Plate Offsets (X.Y1- 12:0-0-4.Edoel.16:0-5-4.0-2-01.17:0-2-0.Edge]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.22 10-12 999 240 MT20 2"/190
TCDL 10.0 Lumber DOL 1,25 BC 0.93 Vert(CT) 0.41 10-12 800 180
BCLL 0.0 Rep Stress Incr YES WB 0,57 Horz(CT) 0.06 7 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Weight: 132 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1140/0-3-8, 7=1140/0-3-8
Max Horz 2=135(LC 10)
Max Uplift 2=299(LC 12), 7=299(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1909/608, 3-4=1661/573, 4-5=213Of792, ". 1799/629, 6-7=1914/608
BOT CHORD 2-12=-425/1673, 10.12=216/1145, 9-10= 448/1641, 7-9=-445/1635
WEBS 3-12=-409/235, 4-12--141/631, 4-10=-403/1080, 5-10=1085/436, 6.10-83/522
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling direly applied or 2-2-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45111; L=27ft; eave=oft; Cal.
II; Exp B: End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14)-0 to 240-0, Interior(1) 240-0 to 12-8-0. Exterior(2) 12-8-0 to
15-8-0. Intenor(1) 184-0 to 28-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live bads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of vnthstanding 100 lb uplift at joint(s) except (p=1b)
2=299, 7=299.
Printed copies Of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10IM013 BEFORE USE.
Design valid for use only win MTeli® connectors This design is based only upon parameers shown, and is for an individual building component, not
a truss system Before use, the building designer must wiry the applicability of design parameters and properly Incorporate this design wo the overall
buildup design Bracing Indicated is to prevent buckling of individual truss web ondlor chord members only. Additional temporary and permanent bracing IVAwT.Jlwr
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the U5sI1l c 5
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DS849 and SCSI Building Component 6904 Parke Fag Blvd
Safety Information available from Truss Plate InslnNe. 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tamps, FL 36610
Job Truss Truss Type Oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944426
P2078AC-T B2 SPECIAL 1 1
Iall
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07:49:07 2018 Page 1
I0:LwgEfgAb9YkKfRKdr2TZXPzS7x,Ya8R5OhJSYyPJubdxtmgvRul411 J4U4W9uN2Wxw9og
1-0-0I 6-7-4 I 12Jj 0 20-4-0
1-0 0 6.7-4 6-0 12 7$0
4x4 =
13 11 10 9
3x5
10 II 3x4 =
3x8 = 30 = 10 II 3x4 =
I
6-7-4
I
12 8-0 20-4-0 122-0-0 I 27-0.0
6.7.4 6-0.12 741.0 1.8.0 5-0-0
LOADING (psf) SPACING- 2-00 CSI.
TCLL 20.0 Plate Grip DOL 1.2.5 TC 0.80
TCDL 100 Lumber DOL 1.25 BC 0.73
BCLL 0.0 ' Rep Stress Ina YES WB 0.56
BCDL 10.0 Code FBC2017frP12014 Matrix -MS
Seats = 1:49.0
DEFL. in (loc) I/dell Ud PLATES GRIP
Vert(LL) -0.1210.11 >999 240 MT20 244/190
Vert(CT) -0.29 10-11 >999 180
HOrz(CT) 0.08 7 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD
4-5: 20 SP No.1 BOT CHORD
BOT CHORD 20 SP No.2 WEBS
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1140/0.3-8, 7=1140/0-3.8
Max Horz 2-135(LC 10)
Max Uplift 2=299(LC 12), 7=299(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1957/588, 3-4=1398/494, 4-5=1413/470, 5 6=2153/718, 6-7=2007/634
BOT CHORD 2-13=-412/1688, 11-13=412/1688, 10-11=-607/2187, 9.10=48911742, 7-9= 486/1739
WEBS 3.13=0/252, 3-11-6131243, 4-11-1997767, 5-11=10671425, 5-10=590/256,
6-10=226/803
Weight: 134 lb FT = 200A
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 7-6-14 oc bracing.
1 Row at midpi 5.11
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B-4511, L=27ft, eave=oft; Cat.
II; ExpiB; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-0-0, Interior(1) 2-0-0 to 12-8-0. Extenor(2) 12-8-0 to 15-
8 , Intenor(1) 20-4-0 to 28-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=
1.60 3)
Provide adequate drainage to prevent water pending. 4)
This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads. 5) '
This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ( arlb) 2=
299, 7=299. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies 0
WARNING - Varfly dasign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 100=015 BEFORE USE. Design
valid for use only with MRelt® connectors. This design is based only upon parameters shown, and is for an mdn idusl budding component. not a
truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall buildingdesignBragindicatedistopreventbuiydingofindividualSassweband/or chord members only Additional temporary and permanem bracing IIS4ir isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheWfabrication,
storage, delivery. arecron and bracing of trusses and truss systems, see ANSVMI Quality Criteria, DSB-09 and BCSI Building Component Beal Parke East Blvd Safety
Information available from Truss Plate Institute, 210 N. Lee Street. Suite 312. Nexandna, VA 22314. Tamps, FL 36610
Job Truss Truss Type city Ply Park Sq Hms/ Sorrento-AorC 2078
712944427
P2078AC-T 83 SPECIAL 1 11 Job Reference (optionall
Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fn Jan 12 07:49:07 2018 Page 1
I D,LwgEfgAb9YkKIRKdr2TZX PzS7xJLa8RSOhJSYyPJubdxwtgvRutBm 1 J3U2L V9uNZVvtW9og
7-0-01 4 7-012-M
1 22--0 24 0 0+ 27-0 0 8-0.0,
t-0-0 4.7-0 4-0.6 4.0-8 9.8-0 1$-0 3-0-0
04 =
30 =
30 =
3x8 = 7x6 = 30 = 3xe 11 40 =
5 11-14 12-M 22-" 24-0 0 27-0-0
5-11.14 64&2 9$0 1A-0 3-6A
LOADING (psf) SPACING- 2 0 0 CSI. DEFL.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL)
TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT)
BCLL 0.0 Rep Stress Iner NO WB 0.66 Horz(CT)
BCDL 10.0 Code FBC2017frP12014 Matrix -MS
in (loc) Vdefl Ud
0.12 13 >999 240
0.2412-13 >999 180
0.08 9 n/a n/a
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
9-13, 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 2-1166/0-3-8, 9=152110.3-8
Max Hors 2=135(LC 6)
Max Uplift 2-307(LC 8), 9=-411(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2095/506, 3-4=1963/507, 4-5=1406/409, 5 6=1427/403, 6-7=2165/547,
7-8=3013f745, 8-9=26741659
BOT CHORD 2-15=379/1832, 14-15=273/1510, 13-14=373/1890, 12-13=689f3080, 11-12-540/2425,
9-11=528/2377
WEBS 4-15=77/393, 4-14=-456/174, 5-14=250/950, 6-14=845/271, 7-13=1243/332,
7-12=679/196,8-12=-180/920,8.11=-123/491,6-13=-82/504
Scale = 1 49.0
PLATES GRIP
MT20 244/190
Weight: 151 lb FT = 20%
Structural wood sheathing direly applied or 3-4-7 oc purlins
Rigid ceiling directly applied or 8-10-8 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25tt; B=45111, L=27tt, eave=4h; Cat.
II; Exp S; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (j1=1b)
2=307, 9=411.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 407 lb down and 133 lb up at
25.3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, bads 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: 1-5-60, 5-7=-60, 7-8= 60, 8-10=-60, 9-16-20
Concentrated Loads (lb)
Vert: 21=-407(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 wARMNG - Verity design Pa..,. and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WI.7473 rev. /0A13,7013 BEFORE USE.
Design valid for use only with Wake connectors. This design is based only upon parameters shown, and is for an individual building component. not
a truss system Before use. the budding desgner must vent' the applicability of design parameters and properly incorporate this design into the overall WS
building design Bracing indicated is to prevent buctding of individual truss web and/or chord members only. Additional temporary and permanent bracing Ig/IwT•'
is always required for stability and to prevem collapse with possible personal injury and property damage. For general guidance regarding the ,yl r
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6W4 Parke East Blvd,
Safety Infomatlon available from Truss Plan Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T72944428
P207SA4T B4 SPECIAL 1 1I Job Reference (oplionall
Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07.49:08 2018 Page 1
ID LwgEfgAb9YkKfRKdr2TZXPzS7xJ-2K Ud1K4JGXAWC7UVB8 SPL9Re4Da3eNY6c1Lzw9o1
r I 4$8 I
8•t0A 11088 I 12.8-0 + 16-0-0 21-2-12
I 27-" 28-0-01
1-0-0 4$8 4-2-0 1$-0 2.1-0 3-" 5.2-12 5-9.4
Scale, 1/4"=1'
Sx5 =
4x1 =
9
A
r
15 14 12 11
3x4 =
3x4
3x8 = 1.5x4 II 3x4
4x4 =
30 =
8-10.8 k 708 16-0-0 I
21.2.12
I 27-0-0
8-10-8 1A-0 5.5$ 5.2.12 5-9f
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.14 15.18 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.81 Veff(CT) -0.29 15-18 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.07 9 We n/a
BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight 146 Ile FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1140/0-3-8.gal 140/0.3-8
Max Horz 2=119(LC 10)
Max Uplift 2-299(LC 12), 9=299(LC 12)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc puffins.
BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1998/696, 3-4=1716/603, 4-5=1495/588, 5-6=1696/688, 6-7=1289/534,
7-8=1511/555, 8-9=2000/637
BOT CHORD 2-15=55411760, 14-15=393/1495, 12-14-310/1294, 11-12=494/1736, 9-11=494/1736
WEBS 3-15 =332/164, 4-15=104/473, 514=699/292, 6.14=245/610, 7-12=120/408,
8.12=525/218
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind. ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2ps1; BCDL-3.Opsf; h=25ft, B=45ft, L=27ft, eave=4ft; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0-0 to 8-10-8, Exterior(2) 8-10-8 to
15 8 0, Interior(1) 15-8.0 to 28-0.0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except @-lb)
2=299, 9=299.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Vedry design parameters and READ NOTES ON THIS AND INCLUDED NrTEK REFERENCE PAGE Na•7473 rev. IOW,7e15 BEFORE USE.
Design valid for use only with Mrrek® connectors This design is based only upon parameters shown, and is for an indmdual building component, not
a tnlu system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
t building design. Bracteg indicated is to prevent buckling of individual truss web and/or chord members only. Arldnwnal temporary and permanent bracing 1J1s1Qisalwaysrequiredforstabilityandtoprevemcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the U5t
fabrication, storage, delivery, erection and bracing of trusses and uuu systems, see ANSV Pl1 Quality Criteria, DS9 49 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truu Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tamps, FL 36610
b Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078rP2 T12944429
078AC-T B5 HIP 1 1
Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07 49 09 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7x,YW Ws MLi4ZgO7vnK2CiNWJyMq_8y3boeCs9Zozw9oe
1-0-01 49 + 9-0-0 ) 131i-0 l 1ti-0-0 l 22-2-12 + 27-00 28-0-01
4$4 4.2.12 4$0 4-"4-2-12 4-9-4
4x4 =
4x4 =
3x4 = 4x4 =
4 20 5 21 6
3x8 =
30 =
3x8 =
Scab - 1:47.2
4x4 =
9-0-0 sw" 9"
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wart Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.14 10-18 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.82 Veri(CT) 0.30 10-18 >999 180
BCLL 0.0 Rep Stress Inu YES WS 0.23 HOIz(CT) 0.07 8 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 132 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.10.6 oc purlins.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing.
WEBS 20 SP No.3
REACTIONS. (lb/size) 2=1140/0-3-8, 8=1140/0-3.8
Max Hors 2=99(LC 10)
Max Uplift 2=299(LC 12), 8-299(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=198W718, 3.4=1687/6W, 4-5=1464/584, 5.6=1464/584, 6-7=1687/600,
7-8=198W718
BOT CHORD 2-12 =570/1756, 10-12=444/1606, 8-10=578/1756
WEBS 3-12=349/228, 4-12=126/494, 5-12=296/134, 5-10=296/134, 6-10=126/494,
7-10=349/228
NOTES-
1) Unbalanced roof live loads have been considered for this design
2) Wind. ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B-4511; L=27ft; eave=oft; Cat.
11; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.D-0 to 2-0-0, Interior(1) 2-" to 9-0-0, Extenor(2) 9-0-0 to
22-4-11. Intenor(1) 22-4-11 to 28-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrent with any other live bads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will f4 between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (l1=lb)
2=299, 8=299.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
QWARMNO • Verily deelgn psramer. and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11014473 rw. 10,M013 BEFORE USE.
Design valid for use only with MIT00 connectors This design is based only upon parameters shown, and is for an Individual budding component. not
a truss "am. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing ITI-
3
is always required for stabilityand to prevent collapse wah possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPN Quality Criteria, DS&89 and SCSI Building Component 6904 Pence East Blvd.
Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Perk Sq Hms/ Sorrento-AorC 2078
T12944430 IP2078AC-T B6 HIP 1 1
all
Mid Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MtTex Industries, Inc.rn Jan 1z D/ 4B.10 zu18 rage 1
ID: L"EfgAb9YkKIRKdr2TZXPz S7x,1-j6E2iLKno03M WmgDc3VW bfEKmhTaxlsbj6Ezw9od
r I 39 I
74
I 11.4-9 157-7 F 20-0.0 I 22 2" 2
7 0 0 3 9 4 32-12 4 4 9 4-2.13 4-4-9 3. 2-12
4x5 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
41® _
314 = 10 II 4x8 =
4 21 522 23 24 6 25 26 7
30 =
SPACING- 2-0.0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017fTP12014
REACTIONS. (lb/size) 2=2022/0-3-8, 9=2023/0-3-8
Max Horz 2=79(LC 6)
Max Uplift 2=607(LC 8), 9=-607(LC 8)
6x6 = 3x70 = 3x4 =
Stab = 1:47.2
4x5 =
CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TC 0.77 Vert(LL) -0.2112-13 >999 240 MT20 2441190
BC 0.80 Vert(CT) -0.4312-13 -746 180
WB 0.44 Horz(CT) 0A3 9 n/a n/a
Matnx-MS Weight: 140 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-10-10 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3964/1173, 3-4=3757/1129, 4-5=4188/1293, 5.6=4211/1301, 6-7=4211/1301,
7$=3759/1129, B-9=3966/1172
BOT CHORD 2-14=978/3504, 13-14=894/3351, 12-13=1161/4209. 11-12=-894/3354, 9-11=-978/3506
WEBS 3-14=265/98. 4-14=71 /604, 4-13=339/1134, 5.13 =546/267, 6-12=517/273,
7-12=345/1147, 7-11=71/611, 8-11=265198
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wtnd, ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 13=4511, L=27tt, eave=oft; Cat.
II, Exp B; Encl., GCpi=0.18: MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=607, 9=607.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 205 lb up at
7-0-0, 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 114)612,97 lb down and 106 lb up at 13-0-12, 97 lb down
and 106 Ib up at 13.114.97 lb down and 106 Ib up at 15-114, and 97 Ib down and 106 Ib up at 17-114, and 189 lb down and 205
Ib up at 20.0-O on top chord, and 327 Ili down and 97 Ib up at 7-0.0. 66 lb down at 9.0-12.66 lb down at 11-0-12, 66 lb down at
13-0-12, 66 lb down at 13-114, 66 lb down at 15-114, and 66 Ib down at 17-114, and 327 Ib down and 97 Ib up at 19-114on 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=l 25, Plate Increase=1.25 Uniform
Loads (plf) Vert'
1-4—W, 4-7=60, 7-10—W, 15-18-20 Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies QWARNING •
VerW design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 1NO3R013 BEFORE USE. Design
valid for use only with MrrekV connectors This design is based only upon parameters shown, and is for an individual building componem, not a
truss system Before use. the budding designer must verify the applicability of design parameters and property incorporate this design aao the overall building
design Braung indicated is to prevent bucding of individual truss web and/or chord members only. Adderonal temporary and permanent bracing rJSa is
always required for stability and to prevent collapse wait possible personal injury and property damage. For general guidance regarding the JS fI Iabncatdon,
storage, delivery, erection and bracing of trusses and truss systems, am ANSVrP11 Quality Criteria, D3849 and SCSI Building Component 6904 Parke Fast Blvd Safety
Irdomratbn available from Truss Plate Instavle, 216 N. Lee Street. Suite 312. Alexandria. VA 22314, Tampa, FL 36610
Job Truss Truss Type Oty Ply Perk Sq HITS/ Sorrento-AorC 2078
T72944430
P2078AC-T B6 HIP 1 1
Job Reference (oplionall
Mid-Flonda Lumber, Barlow, FL. 8.130 S Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07 49 10 2018 Page 2
ID:LwgEfgAb9YkKiRKdr2TZXP2S7xJ•J6E2iLKno03M%N wDciYMfEKmhTexrsbj6Ezw9od
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 4=142(F) 7=142(F) 13=-41(F) 14=327(1`) 11=327(F) 21-97(F) 22=-97(F) 23=97(F) 24=97(F) 25=97(F) 26z97(F) 27=41(F) 28=-41(F) 29=41(F)
30z41(F) 31= 41(F)
Q WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE 11091-7473 rw. 10Aq/2015 BEFORE USE.
Design valid for use only with MTekm connectors. This design is based only upon parameter shown. and is for an individual budding component, nor
a truss system Before use. the building designer must veiny trio applicability of design perimeters and property incorporate this design into the overall
budding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanem bracing IgA:.T' I:J
is always required for stability and to prevent collapse with possible personal mryry and property damage. For general guidance regarding the kL 1.S
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPlt Duality Criteria, DS"9 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Inslaute, 218 N. Lee Street, Suds 312. Alexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944431
P2078AC-T C1 HIP 1 1
eall
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Jan 12 07:49:11 2018 Page 1
ID LwgEfgAb9YkKIRKdr2TZXPzS7xJ-SvgcG2MzcBwkNDxiAdkrbklt9ejPOwc43WLGegzw9oc
t-0 01 5.9-4 I 11-0 2 14-4-0 I
19-6-12 j
25.2-8
t-00 .5-9-4S2•t2 3-4-0 5.2-12 5-7.12
Scale - 1 43.3
4x8 =
40 =
21 22 5
30 = 1x4 II 30 = 3x4 = 3x8 = 1X4 II 3x4 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 20 SP No.3
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Inv YES
Code FBC2017/TP12014
REACTIONS. (lb/size) 7=1007/Mechanical, 2=1070/0-3-8
Max Horz 2=114(LC 11)
Max Uplift 7=239(LC 12), 2=283(LC 12)
CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TC 0.34 Vert(LL) -0.07 11 >999 240 MT20 244/190
BC 0.51 Vert(CT) -0.1411-12 >999 180
WB 0.39 HOrz(CT) 0.06 7 n/a n/a
Matrix -MS Weight: 130 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing direly applied or 4-1-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or B-3-10 oc bracing.
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1852/612, 3-4=1343/507, 4-5=1138/498, 5-6=1343/507, 6-7-1826/603
BOT CHORD 2-12=501/1603, 11-12=501/1603, 9.11-292/1137, 8-9= 478/1576, 7-8=478/1576
WEBS 3-11=543/240, 4-11=91/350, 5-9-109/346, 6-9=-516/232
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=25ft; eave=oft, Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-0-0, Interior(1) 2-0-0 to 11-0-0. Exterior(2) 11-" to
14-4 0, Interior(1) 18-6-15 to 25-2-8 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Ops1 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 joints) except ()1=Ib)
7=239, 2=283.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verily design parameters end READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 1111II.7477 rw. iG0=015 BEFORE USE.
Design valid for use only wilt MiTakO connedors This design is based only upon parameters shown, and is for an individual buildup component, not Noatrusssystem. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design into the overall
at building design. Bracing indicated is to prevent budding of individual truss web and/or chord members Only. Additional temporary and permanent bracing fyre lT ' is shvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the NOW
fabrrrati0n, storage, delivery. erection and bracing of trusses and miss systems, see ANSVM1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Wale Instatde. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Park Sq Hms/ Sorrento-AorC 2078
IPly T12944432
P207BAC-T C2 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc Fri Jan 12 07 49 12 2018 Page 1
ID:L"EfgAb9YkKfRKdr2TZXPzS7xJ-w5E TONbNU2b_MVWjLG48xavd2Ov9RNEIA4pA6zw9ob
F7-0-0I 4,94 1 9.0-0 16.4-0 20 i 12 25-4-0 126-4-0,
1-0-0 4.9.4 4-2-12 7-4-0 4-2-12 4-9-4 1-0-0 t
Scab - 1:44.5
4x6 =
4x8 =
19 20 21 22 5
v
40 = 3x8 c 30 = 3x4 = 4x4 =
LOADING (psf)
TCLL 20.0
TCDL 100
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2017/TP12014
CSI.
TC 0.94
BC 0.75
WB 0.16
Matrix -MS
DEFL. in
Ven(LL) -0.15
Ven(CT) -0.33
Horz(CT) 0.06
loc) Udall Lid
9-17 >999 240
9-17 >913 180
7 n/a n/a
PLATES GRIP
MT20 2441190
Weight 121 lb FT = 200A
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 8-1-3 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-11
REACTIONS. (lb/sae) 2=1073/0.3-8, 7=1073/0-3-8
Max Horz 2=97(LC 10)
Max Uplift 2=283(1-C 12), 7=283(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1832/667, 3-4=1545/560, 4-5-1340/551, 5-6=1545/560, 6-7=1832/667
BOT CHORD 2-11=523/1615, 9.11=347/1340, 7-9=531/1615
WEBS 3-11=321/209, 4-11=-45/402, 5.9=-49/402, 6.9=321/209
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind, ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf, h=25R: B=45ft; L=25R; eave=4h: Cat.
11; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9.0-0, Extenor(2) 9-0-0 to
20.8-11, Interior(1) 20-8-11 to 26-4-0zone,C-C for members and forces b MWFRS for reactions shown, Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb)
2=283, 7=283.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED N/TEK REFERENCE PAGE 11,110,7473 rw. 10t "015 BEFORE USE.
Design valid for use only with MRek® connectors. This design is based only upon parameters shown. and is for an individual building component. not
a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall MR
budding design. Bracing indicated is to prevent bulding of individual truss web and/or chord members only. Additional temporary and permanent bracing IkAwT
is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the W a l/r.
fabnCat on, storage. delivery. erection and bracing of trusses and truss systems, a" ANSWWI1 quality Criteria, OS049 and BCSI Building Component 6904 Parke East Bald.
Sauey Information available from Truss Date Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tamps. FL 36610
Job Truss Truss Type Oty Ply Perk Sq Hms/ SorrenWAorC 2078
T12944433
P2078AC-T C3 HIP 1 1
Job Reference
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07:49:13 2018 Page 1
1 D. LwgEfgAb9YkKIRKdr2TZXPzS7xJ-OloNhkOD8oAScW55H2nJh979mS1 SurmNXggNizzw9oa
i-1-0-0' 3 9 4 37-2 I 25 4-02
2.12 3.9-15
126 4-0I
3-2-12 3-94
Scab - 1.44.5
4x8 =
30 = tx4 II 4x8 =
4 21 5 22 23 24 6 25 7
9
1 1
is is .
4x5 = 30 = Sx5 = 3x8 = 3x4 = 4x5 =
700I I
2s0
1157-0-0 3A-3 3•&15 7-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.18 12-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0,99 Verl(CT) -0.37 12-13 >832 180
BOLL 0.0 ' Rep Stress Ina NO WB 0.34 Horz(CT) 0.13 9 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 133 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1887/0-3-8, 9=1888/0.3-8
Max Hors 2-77(LC 6)
Max Uplift 2=567(LC 8), 9=-567(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3669/1086, 3-4=3456/1040, 4-5-3692/1146, 5.6=3714/1152, 6.7=3714/1152,
7-8=3459/1040,8-9=-3671/1086
BOT CHORD 2-14-900/3243, 13.14=814/3081, 12-13=1012/3710, 11-12=-014/3084, 9-11--900/3244
WEBS 3-14=2681101, 4-14=-73/598, 4-13=273/892, 5-13=-470/228, 6-12=-439/237,
7-12=277/903, 7-11=73/604. 8-11=268/100
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=25ft; B=45111; L-25111; eave=4ft, Cat.
11; Exp B; End, GCpi=O 18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ffi=lb)
2=567,9=567.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 Ili down and 204 lb up at
7-0-0. 97 lb down and 106Jb up at 9-0-12, 97 lb down and 106 lb up at 11.0-12, 97 lb down and 106 lb up at 12-8-0, 97 lb down
and 106 lb up at 14-3-4, and 97 lb down and 106 lb up at 16-3 4. and 189 lb down and 204 lb up at 18-44) on top chord, and 327 lb
down and 97 lb up at 7-0-0, 66 lb down at 9-0-12. 66 lb down at 11.0.12, 66 lb down at 1241-0, 66 lb down at 14-3-4, and 66 lb
down at 16-34, and 327 lb down and 97 lb up at 18-3-4 on bottom chord. The design/selection o1 such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the lace 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 (pit)
Vert 1-4=60, 4-7=-60, 7-10-60, 15-18-20
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING • Vanity deslpn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ws7473 rev. 18W4015 BEFORE USE.
Design valid for use only with MTek® connectors This design is bond only upon parameters shown, and is for an individual building component, non
a truss system Before use, the building designer must vent' the applicability of design parameters and prop" incorporate this design into the overall
t building design. Bracing indicated is to prevent buc mg of individual truss web and/or Nerd members only Additional temporary and permanem bracing 1J15! is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Milsl_
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVIV It Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd
Safety information available from Truss Plate Insl we, 218 N. Lee Street, Sucre 312. Alexandria. VA Me. Tampa, FL 36610
Job Truss Truss Type Oy Park Sq Hms/ Sorrento-ZZ 2078
JPly T12944433
P2078AC-T C3 HIP 1 1
Job Reference (optionall
mro-rlonoa LUMUCT, oartow, rL. b tJU s Sep a ZU1 / MI I ex 1ncluSuies, Inc en Jan lZ U1 49:13 Z018 Page 2
ID: L"EtgAb9YkKfRKdr2TZXPzS7xJ•OloNhkODBoAScWSSH2nJh979mS1 SurmNXggNjZzM9oe
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert. 4=142(F) 7L142(F) 14=327(F) 5=97(F) 6=-97(F) 12=41(F) 11=327(F) 21=97(1`) 23=97(F) 25=97(1`) 26=41(F) 27-41(F) 28=41(F) 29=41(F)
AWARNING • Velfty dWivi pant"ters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1110-7475 rev. 1""015 BEFORE USE.
Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buctding of individual truss web andlor chord members only. Additional temporary and permanent bracing Iltll:.T'
rs always required for stability and to preverd collapse with possible personal injury and property damage. For general guidance regarding the a lU.
fabrication, storage, delivery. electron and bracing of trusses and trust; syslems, see ANSVTPII Quality Criteria, DS829 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944434
P2078AC-T CJ JACK 4 1
Job Reference (ophonall
Mid -Florida Lumber, Bartow,FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07 49:13 2016 Page 1
ID LwgEfgAb9YkK02Kdr2TZXPzS7xJ•OloNhkODBoAScW55H2nJh97GgSXTuw7NXggNj2zw9os
1-0.0
Scab = 1:10.7
06-4-0 , 1-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/den Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.03 Verl(CT) 0.00 5 >999 180
BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 6 Ili FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 1-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=149/04-0, 3=-12/Mechanical, 4=1/Mechanical
Max Horz 5=43(LC 12)
Max Uplift 5=54(LC 12), 3=12(LC 1), 4=10(LC 12)
Max Grav 5=149(LC 1), 3=3(LC 8), 4=13(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25R; B-4511; L-2411, eave=4ft; Cat.
II; Exp B; End., GCpi=0.18: MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live bads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11110-7477 rev. I&WR015 BEFORE USE.
Design valid for use only with MTelrb connectors. This design is based only upon parameters sham. and is for an indiNdwl budding component, not
a truss system. Before use. the budding designer must verily the applicalubty of design parameters and properly incorporate this design into the overall l` bulldmg design. Bracing indicated is to prevent buWng of individual truss web and/or Nord members only. Additional temporary and permanent baaig sYil1llisalwaysrequiredforstabilityandtoPreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the anent
fabicstan, storage, delivery. erection and bractng of trusses and truss syslems, see ANSVrPl1 Quality Criteria, DS8469 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute. 218 N Lee Street. Suns 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Truss Type City Ply Park Sq Hms/ Sorrento-AorC 2078
T12944435
P2078AGT JACK 18 1
b Referer
Mi&Flonda Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industnes, Inc. Fri Jan 12 07.49 14 2018 Page 1
I D:LwgElgAb9YkKlRKdr2TZXPzS7xJ-tUMlu4Orv61JEggHr11YDMISirt_dNNXmUZIrwF7zw9oZ
1-0-0 1-0.0
1-0-0 1."
2x4 =
1-0-0
1i
Scale a 1.7.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Gnp DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 2"1190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 >999 180
BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matnx-MP Weight: 5 Ili FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purirns.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/sae) 3=10/Mechanical, 2=130/0.3-8, 4=0/Mechanical
Max Horz 2=42(LC 12)
Max Uplift 3=3(1-C 9), 2=73(LC 12)
Max Grav 3=11(LC 17), 2=130(LC 1). 4=12(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) VOW: ASCE 7-10. Vuft=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsl; h=25ft: B=45ft, L=24ft; eave=4ft: Cat.
II; Exp B; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions
shown; Lumber DOL=1.60 plate gnp DOL-1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verily dea/gn pant"rem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W7473 rev. 10111R015 BEFORE USE.
Design valid for use only with MiTekS connectors This design is based only upon parameters shown, and is for an mdmdual budding component, not
a truss system. Before use, the building designer must cony the applicability of design parameters and property incorporate this design into the overall
budding design. Bracing indicated is to prevent budding of individual truss web andlor chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems, an ANSITPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Soriento-AorC 2078
T12944436
P2078AC-T CJ3 JACK 14 1
Job Reference (oolionall
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Jan 12 07:49:14 2018 Page 1
ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-tUMI W Orv6lJEggHAIYDMfSLrszdNNXmUZwF?zN9oZ
I
1-0-0 I 3-" --
1-0-0 34-0
Stab 1 =1'
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI,
TCLL 20.0 Plate Grip DOL 1.25 TC 0,09
TCDL 10.0 Lumber DOL 1.25 BC 0.08
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017frP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2
REACTIONS. (lb/size) 3=71/Mechanical. 2=188/0-3-8, 4=36/Mechanical
Max Horz 2=74(LC 12)
Max Uplift 3=34(LC 12), 2=66(LC 12)
Max Grav 3=71(LC 1). 2=188(LC 1), 4=52(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/den Ud PLATES GRIP
Vert(LL) -0.00 4-7 >999 240 MT20 244/190
Vert(CT) -0.01 4-7 >999 180
Holz(CT) -0.00 3 n/a n/a
Weight: 11 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf, h=25111: B=45ft; L=24ft; eave=4ft: Cat.
II; Exp B: End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone,C-C for
members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60
2) This truss has been designed for a 10.0 psf bottom chord live load noncwneurrent with any other live bads.
3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1111I0-7473 rev. 1003120/5 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, end is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
buildup desigrs n. Bracing indicated is to prevent budding of individual truss web and/or chord membeonly. Additional temporary and permanent bracing L71i!• ' is alwaysrequiredforstabilityandtopreverdCollapsewithpossiblepersonalinjuryandproperlydamage. damage. For general guidance regarding the MOT O fabncatton, storage,
delivery, electron and bracing of trusses and truss syslems, see ANSIRPIt Ouslity Criteria, DS8699 and BCSI Building Component 6904 Parks East Blvd. Safety Information
available from Truss Plate Instaine. 218 N. Lee Street. Suite 312. Alexandre, VA 22314. Tamps, FL 36610
Job Truss Truss Type City Ply Park Sq Hms/ Sorrento-AorC 2078
1 T12944437
P2078AC-T CJ3T SPECIAL 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07 49:15 2018 Page 1
ID LwgEfgAb9YkKfRKdr2TZXPzS7xJ-Lgw75OPTgPOArgETPTpnmaCdjFBGMgdg_BJTnRzw9oY
1-0-0 2-5-0 -7-0 3-0-0
1-0-0 2.5.0 2.8 0-4-8
Scab'
2x4 =
2-5-0 2-8 0.4-b
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.01 7 >999 240 MT20 2"1190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Ven(CT) -0.01 7 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matnx-MR Weight: 13 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 20 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-7 2x4 SP No.3
REACTIONS. (lb/size) 2=189/0-", 5=116/Mechanical
Max Horz 2=81(LC 12)
Max Uplift 2=64(LC 12), 5=46(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph: TCDL-4.2ps1; BCDL-3.0ps1; h-25ft; 8=45ft; L=24ft, eave=4ft; Cat.
II; Exp B. Encl., GCpi=0.18: MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 3-0-0 zone;C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 5.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED 111TEK REFERENCE PAGE 1/104473 rev. 1000=015 BEFORE USE.
Design valid for use or y with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system Before use. the building designer must vent' the applicability of design parameters and property mcorporate this design into the everell
budding design Bracing indicated is to provers buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M/141T'
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the LL11 iillell
fabrication, storage, delivery, erection and bracing of trusses and truss systems, no ANSVTPIt Quality Criteria, DS849 and BCSI Building Component 6904 Puke East Blvd
Safety Information available from Truss Plate InstdNe. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T72944438
P2078AC-T CJ4 JACK 1 1
Job Reference loplional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07 49:16 2018 Page 1
ID:LwgEfgAb9YkKIRKdr2TZXPzS7xJ-pITVJmO5OjY1T_pgyAK0lnkIYfW5HIgDo21 Juzw9oX
4.7-8
4.7-8
Scale - 1 17.1
30 =
4-7.8
4-7-8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0,30 Vert(LL) 0.03 3-6 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Verl(CT) 0.05 3-6 999 180
BCLL 0.0 Rep Stress Ina YES WB 0,00 Horz(CT) 0.01 1 We n/a
BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Weight: 15 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 1=183/0-38, 2=123/Mechanical, 3=59/Mechanical
Max Hors 1=76(LC 12)
Max Uplift 1=21(LC 12), 2=-65(LC 12), 3=1(LC 12)
Max Grav 1=183(LC 1). 2-123(LC 1), 3=86(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II, Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-" to 3-0-0. Interior(1) 3-0-0 to 4-6-12 zone,C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord Irve load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - VenW da.1gn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE a1-7473 rev. 10r M15 BEFORE USE.
Design valid for use only with Mnel* connectors This design Is based only upon parameters shown, and is for an individual building component, not
a truss system Before use, the Wilding designer must vent' the applicability of design parameters and property Incorporate this design into the overall
budding design. Brining indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bretlng IMl1O ' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the I5J5S fabrication,
storage. delivery. erection and bracing of trusses and truss systems, we ANSVTPIt Quality Criteria, DS049 and SCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Piste InsldNe, 218 N. Lee Street, Suns 312. Alexandria. VA 22314. Tampa, FL 38610
b Truss Truss Type Oy Ply Part Sq Hms/ Sorrento-AorC 2078
rP2 T12944439
078AC-T CJ5 JACK 13 1
Referencei
Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Jan 12 07 49.16 2018 Page 1
ID:LwgElgAb9YkKfRKdr2TZXPzS7n,NptTVJmO5W tTjWAKOlnkkDIVYSHtgDo21 Juzw9oX
1-0-0 5-0-0
1-0.0 5-0-0
2x4 =
5-0-0
Scab - 1:17.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Verl(LL) 0.04 4-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.26 Verl(CT) -0.06 4-7 >988 180
BCLL 0.0 Rep Stress Ina YES WB 0.00 Holz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matnx-MP Weight, 18 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5-0-0 oc puffins.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing
REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechanical
Max Horz 2=108(LC 12)
Max Uplift 3=64(LC 12), 2=-73(LC 12)
Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25R; 8=45f ; L=24R; eave=oft, Cat.
II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0 0 to 2-0-0, Interior(1) 2-0-0 to 4-11.4 zone:C-C for
members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING • Verily das/gn parametersand READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE,IIFT473 rw. /NW?015 BEFORE USE. Design
valid for use orgy with Mi lek® connectors This design is based only upon parameters shown. and is for an individual building Component, not a
truss system. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design Into the overall building
desibdd sign.
Bractng
indicated Is 10 prevent bu iding of individual Coss web and/or chord members Only. Addtbornal temporary and permanent braong IF%1 Is always
required for stay and to prevent collapse with possible personal injury and property damage For general guidance regarding the 3 i1 fabrication, siorage,
delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 Quality Criteria, DS846 and SCSI Building Component 6904 Parke East Bind. Safety Information
avallable horn Truss Piero Insteule, 216 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa, FL 36810
Job Truss Truss Type Oy Park Sq Hms/ Sonento AorC 2078
IPly T12944440
P2078AGT CJST SPECIAL 2 1
Job Reference (optional)
Mid•Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07.49.17 2018 Page 1
ID:LwgEfgAb9YkKlRKdr2TZXPzS7xJ•H31 tMRjB1 gu58OsWurFr?HIU3gsgi7zSSoasKzw9OW
t-0-0 2-7-8 i 51-"
1-0-0 2-7.8 2-4-0
2x4 =
2.7-8 5"
2.7-8 2-4A
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.07 6 802 240
TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.10 6 597 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matnx-MR
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 'Except'
3.7: 2x4 SP No.3
REACTIONS. (lb/size) 4=114/Mechanical, 2=267/0.8-0, 5=81/Mechanicel
Max Horz 2=108(LC 12)
Max Uplift 4=49(LC 12), 2=72(LC 12), 5=13(LC 12)
Max Grav 4=114(LC 1). 2=267(LC 1), 5=88(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:17.0
PLATES GRIP
MT20 244/190
Weight 19 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 of puffins.
BOT CHORD Rigid ceiling directly applied or 6-" oc bracing.
NOTES-
1) Wind. ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45f1, L=24f; eave=oft; Cal.
II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 4-11-4 zone:C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of wtihstanding 100 lb uplift at joints) 4, 2, 5.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING • Vadly daslo paramerers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE WF7473 rev. 10 =01S BEFORE USE.
IDesignvalidforuseonlywithMrrek® connectors This design is based only upon parameters Shawn, and is for an Individual building component, naatrusssystemBeforeuse, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design Bracing indicated is 1b prevem buciNng of individual Wss web and/or chord members only. Addnional temporary and permanent bracingM/la1'r' is always required for stability and to prevent collapse with IMssible personal injury and property damage. For general guidance regardbp the l5 aV1
fabrication, storage, delivery, erection and bmong of trusses and truss systems, see ANSVrPI1 Quality Criteria, DSBa9 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute. 21a N Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 3W10
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T72944441
P2078AC•T D1 SPECIAL 1
Job Reference (ootionall
htto-rionoa Lumber, Is81`10w, rL. 8'130 S Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:18 2018 Page 1
ID:LwgE/gAb9YkKfRKdr2TZXPzS7xJaFbGkRSMyKoliHz24bMUOCgwkT 1 HZy76g6X80mzw9oV
1-1-0-0 I 5.3-0 1 9.11.8 1 11-10.9 13.11$ 1 16 0$ 18 1-0 1 20 3-8 11-0-0 S3-0 48 1.11.1 2-01 .
13
2.0.13 F0 13 2' 2J3 Scale =
1.38.0 17
30 =
8x10 = 5x5 II 8x10 MT20HS = 40 = 20 II Sx14 = 5x8 MT20HS II 1
5 3-0 1
9 11-0 F 11-10 9 S3-
0 4AA 1.11.1 I
13.11$ 1W 1 1111 0 1
201 2-0-
13 2-0.13 2Z1.3-8
3 2-
2-8 Plate Offsets (
X.YI-- 15:0-312.0-3-41. 111:Edde.0.3.81.115:0-5-O.Edgel. 117:0-5-0.Edoel LOADING (psf)
SPACING- 1-4-0 CSI, DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.
0 Plate Grip DOL 1.00 TC 0.96 Verl(LL) 0.42 1516 >582 360 MT20 2"/190 TCDL 10.
0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.72 15-16 >337 240 MT20HS 187/143 BCLL 0.
0 Rep Stress Ina NO WB 0.91 Horz(CT) 0.07 11 n/a n/a BCDL 10.
0 Code FBC2017/TPI2014 Matrix -MS Weight. 368 lb FT - 20% LUMBER- BRACING -
TOP CHORD
20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc puffins, 510: 2x4
SP NoAD except end verticals. BOT CHORD
2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4
SP No.2 *Except* 10.11,
3-17,3 5,6.15,7-14,8-13,9-12: 2x4 SP No.3 REACTIONS. (lb/
sae) 11=5533/0.3.8, 2=2397/0.8-0 Max Horz
2=1543(LC 8) Max Uplift
11=1954(LC 5), 2=51O(LC 5) Max Grav
11=6575(LC 13), 2-2612(LC 13) FORCES. (Ib) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3=-5924/1250, 3-4--494/239, 576=780/254, 5.6=-25866/8266, 6.7=-25874/8269, 7-8=
2484617713, 8-9=11258/3380, 9.10=11258/3380, 10-11=5824/1738 BOT CHORD
2-17=2560/6062, 16-17=7215/22186, 1516--7946/23843, 14-15=-7713/24846, 13-14=
6193/20341, 12-13=6193/20341, 11-12-235/791 WEBS 3-
17-1258/4390, 3-5=5660/1672, 517-16475/4756, 6-15=1496/486, 7-14=2116l710, 8-13=
99/390, 9-12=1474/416, 515=353/2257, 7-15=615/1132, 10.12=3468H1541, 8-12 =
10011/3101, 8-14=1675/4966 NOTES. 1)
3-
ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords
connected as follows 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. 2) All
loads are considered equally applied to all plies, except it 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
roof live loads have been considered for this design. 4) Wind:
ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL-3.Opsf; h=25ft; 8=45ft; L=2411, eave-41t; Cat. 11; Exp
B; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 5) Provide
adequate drainage to prevent water ponding. 6) All
plates are MT20 plates unless otherwise indicated. 7) This
truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live kiwis. 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 Printed Copies of this document are will fitbetweenthebottomchordandanyothermembers. 9) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except 0=1b) not considered signed and sealed and 11-1954,
2=510. the signature must be verified on 10) Girder
carries tie-in span(s): 27-0.0 from 10-" to 20-3-8 any electronic
copies 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(
s) is the responsibility of others. Lo,Wr6fdtbflr65JV&*
13WJgparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WF7472 raw. 10413R015 BEFORE USE. Design valid
for use only with MtTekfp connegors. This design is based only upon parameters shown, and is for an individual building component, not a truss
system. Before use, the building designer must vent' the applicability of design parameters and property inwiporate this design imo the overall building design.
Bracing Indicated is to provers Welding of individual truss web and/or chord members only. Additional temporary and permanent bilang 1 tAwT" Is shvays
required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the 41M111 fabrication, storage,
delivery, ereaion and bracing of trusses and Musa systems, see ANSIr" Ouality Cnteria, DS649 and BCSI Building Component 6904 Parke East Blvd, Safety Information
available from Truss Plate Inslrute. 218 N Lee Street. Sure 312, Alexandria, VA 22314, Tampa FL 36610
b Truss Truss Type Oty Ply Park Sq Hmrd Sorrento-AorC 2078
T12944441
078AC-TrP2 D1 SPECIAL 1 3 Job Reference tonall
Mid-Flonda Lumber, Banow, FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (p")
Vert: 1-4=40, 5-10=673, 2-11=13
Concentrated Loads (lb)
Vert: 5-275
0 1 JV s oep 10 ZV I f Mr r ex invu5meS. rr1G, rn Jdn IL V /:MD: 10 &via reye c
ID:LwgEfgAb9YkKIRKdr2TZXPzS7xJaFbGkRSMyKd1Hz24bMUOCgwkT1 HZy76g6X8OmzwgoV
O WARNING • Verify design penmHers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE IMI.7473 rev. 1""0/3 BEFORE USE.
Design valid for use only wlh MRekm connectors This design b based only upon parameters shown. and is for an rndmduat budding component, not
a truss system Before use, the building designer must vent' the applicability of design parameters and property, incorporate this design Into the overall Le
bulldog design Bracing indicated is to prevent bucMing of rndm4usl truss Web and/or chord members only Addraonal temporary and permanent bracing Iltll f+T'
rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the FA I!l
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS649 and SCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plane Instatae, 21a N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
I T12944442
P2078AGT D2 HIP 1 1
Job Reference (ootionell
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07.49:18 2018 Page 1
ID: LwgEfgAb9YkKIRKdr2TZXPzS7xJ4FbGkRSMyKoliHz24bMUOCg2UT4HZB W 6g6X80mrN9oV
F•,-0-0 I 4-9-4
I 11$-0
I 1541.a2,z
I za38
4.94 21191
4-
4-
12 Scale = 135.
1 4x4 4x8 =
40 =
3x8 =
4x4 = 30 =
4x4 =
F 9-
0.0 I 71
0
1 20.
3•B —i 9.
0.
0 2$-0 8-7-8 LOADING (psf)
SPACING- 2-0-0 CSI, TCLL 20.
0 Plate Grip DOL 1.25 TC 0.46 TCDL 10.
0 Lumber DOL 1.25 BC 0.69 BCLL 0.
0 ' Rep Stress Incr YES WB 0,18 BCDL 10.
0 Code FBC2017/TPI2014 Matrix -MS DEFL. in (
loc) Udell Ud PLATES GRIP Vert(LL) -
0.14 10.16 >999 240 MT20 244/190 Vert(CT) -
0.3110.16 >788 180 Horz(CT)
0.03 7 n/a n/a Weight. 100
lb FT = 20% LUMBER- BRACING -
TOP CHORD
2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins. BOT CHORD
2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-6 oc bracing. WEBS 2x4
SP No.3 REACTIONS. (lb/
size) 7=810/0.3-8, 2=873/0-0.0 Max Horz
2=94(LC 11) Max Uplift
7=192(LC 12), 2-237(LC 12) FORCES. (lb) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3=1404/529, 3-4=1092/411, 4-5=922/412, 5.6=1070/407, 6.7=1353/501 BOT CHORD
2-10=441/1236, 8-10-220/906, 7-8=-399/1162 WEBS 3-
1 0=365/229, 4-10=-80/308, 5-8=52/264, 6-8=305/208 NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind
ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL-4.2psf; BCDL-3.0psf; h=25ft; B=45ft, L-2411; eave=oft; Cat. II; Exp
B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0.0 to 9-0-0, Exterior(2) 9-0-0 to 1148-0,
Interior(l) 16-0611 to 20-3-8 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.
60 3) Provide
adequate drainage to prevent water ponding. 4) This
truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This
truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members. 6) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except Ot=lb) 7=192,
2=237. AWARNING • Verify
dWgn parameters end READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGEWP7473 rev. 10,0Q015 BEFORE USE. Design valid
for use only with MiTek® connegors This design is based only upon parameters shown, and is for an individual building component, not a truss
system Before use, the budding designer mug verity the applitAbdiy of design parameters and properly incorporate this design into the overt bud0uip tlesipn.
Bracing indicated Is to prevent buckLnp of individual truss web ondlor chord members only. Additional temporary and permanent bracing is always
required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,
delivery, erealron and bracing of trusses and truss systems. see ANSVTPII Dually Criteria, DSB41e and SCSI Building Component Safety Information
avatlable from Truss Pets Insiatne. 21e N. Lee Street, Suite 312. Alexandria. VA 22314 i 7
Printed
copies
of this document are not considered
signed and sealed and the signature
must be verified on any electronic
copies 6904 Parke
East Blvd. Tampa, FL
36610
Job Truss Truss Type Oty Ply Park Sq Hms/Sorrento-AorC 2078
T12944413
P2078AC-T D3 HIP 1 1
Job Reference (oplionall
Mid -Florida Lumber, Bartow, FL. 0"" s 5ep a zut l ruin eK mousines, Inc. rn dan a ur:+y: jv cuto rage 1
ID:LwgEfgAb9YkKf RKdr2TZXPzS7xJ-DS9e=SJewcKRYF eJujwOM7bsPZIZfGvmHhwCzw9oU
I 3 9.4 7-0-0 10.4-0 13-8-0 + t6 t0 t2 I
20.3 8
1-0-0 - 4 3 2-12 3-" 3-" 32-12 3-4-12
40 =
3x4 = 4x4 =
Scale - 1:35.6
3x8 =
4x4 =
3x8 =
4x4 = Ix5 =
7.0.0 13$0 _ 20.3.8
7-0-0
I
641.0 6-7-0
Plate Offsets fX Yl- 1870-0-0 0-1-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.89 Vert(LL) -0.12 9.11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.75 Verl(CT) -0.28 9-11 >863 180
BOLL 0.0 Rep Stress Incr NO WB 0.32 HOrz(CT) 0.07 8 n/a n/a
BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 100 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins.
BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Right: 20 SP No.3
REACTIONS. (lb/size) 8=1499/0-3-8, 2=1537/0-"
Max Horz 2=75(LC 7)
Max Uplift 8=-431(LC 8). 2=467(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2924/867, 3-4=2718/815, 4-5=2422I758, 5-6=2362f743, 6-7=26301795,
7-8=2750/821
BOTCHORD 2-11=73812576.9-11= 745/2591,8-9=-686/2373 WEBS 3-
11 =2671111, 4-11=170/833, 5-11=301/162, 5-9 =387/188, 6-9=154/771 NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind.
ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; B-4511, L=24ft; eave=oft; Cat. II; Exit
B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide
adequate drainage to prevent water ponding. 4) This
truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This
truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will to
between the bottom chord and any other members. 6) Provide
mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (O=lb) 8=431,
2=467. 7) Hanger(
s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 74)-0,
97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 10-4-0, and 97 Ile down and 106 lb up at 11-74, and 189 lb down and
204 lb up at 13-8-0 on top chord, and 327 lb down and 97 Ile up at 7-0-0, 66 lb down at 9 12, 66 lb down at 10-4-0, and 66
lb down at 11-7-4, and 327 Ile down and 97 lb up at 13-7-4 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 o1 the truss are noted as front (F) or back (B). LOAD CASE(
S) Standard Printed copies
of this document are 1) Dead +
Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 not considered
si nail and sealed and Uniform Loads (plf) g Vert: 1-
4-60, 4-6=-60, 6-8= 60, 12-15-20 the signature must be verified on Concentrated Loads (
lb) any electronic copies Vert: 4=142(F) 6=142(F) 11=327(F) 5=97(F) 9=327(F) 19=97(F) 20=97(F) 21=41(F) 22=41(F) 23=41(F) AWARNING - Vert
y daelpn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W7473 rev. 10N3/1015 BEFORE USE. Design valid
for use only with MiTekm connectors This design is based only upon parameters shorn, and is for an individual building component, not a truss
system. Befors use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design
Bracing Indicated is to prevent Welding of individual truss Web and/or cimord members only. Additional temporary and permanent bracing IItAQ is alwaysr"wred for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the WWrrr r fabrication. storage,
delivery, erection and bracing of trusses and truss systems, ass ANSVIPI7 Ovally Crtterta, DSB29 and BCSI Building Component 6904 Parke East Blvd. Safety Information
available from Truss Plate Inranule. 218 N Lee Street. Suse 312. Nexandns. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
71294444E
P2078AC-T E1 COMMON 1 1
Job Reference i
Mid-Flonda Lumber. Ballow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fn Jan 12 07:49:20 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ.heiO97TcW2Tyb7RBOPy7dvOUGtJ13mPSPOESfzw9oT 5.
0.0 I 1044 I 11-0 0 I 1-
0 0 5-" Scale -
1:24.8 4x4
I
LOADING (
psf) TCLL
20.0 TCDL
10.0 BCLL
0.0 ' BCDL
10.0 LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
20 SP No.3 SPACING-
2A0 CSI. DEFL. in loc) Well L/d PLATES GRIP Plate
Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 Lumber
DOL 1.25 BC 0.21 Vert(CT) -0.03 7-8 >999 180 Rep
Stress Ina YES WB 0.07 Horz(CT) 0.00 6 n/a n/a Code
FBC20171rP12014 Matrix -MS Weight. 55 lb FT - 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals. BOT
CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 8=457/0.4 , 6=457/0-8-0 Max
Horz 8=57(LC 11) Max
Uplift 8=157(LC 12), 6-157(LC 12) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=420/248, 3-4=420/248, 4.6=-413/330, 2-8=413/330 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind' ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat. II;
Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 5-0-0. Extenor(2) 5-0-0 to
8.0-0 zone; cantilever left exposed ;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=
1.60 3)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4) •
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
rd between the bottom chord and any other members. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 8=
157, 6=157. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies O
WARNING - Verily des/gn parametm and READ NOTES ON THIS AND INCLUDED MTEx REFERENCE PAGE MI.7473 rev. 10103,2015 BEFORE USE. Design
valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual budding componem, not a
truss system. Before use, the building designer must verily the appbcablry of design parameters and property Incorporate this design into the overall building
despn Bracing indicted is to prevent budding of individual truss web and/or chord members only. Addaronal temporary and permanent bracing Mir - fabrication, alwaysrequiredfor stability and to prevent collapse wM possible personal injury and property damage. For general giudanca regarding the Mi fabrication,
storage, delivery, ereclron and bracing of trusses and truss systems, see ANSInVil Quality Criteria, DSB-88 and SCSI Building Component 600E Parke East Blvd. Safety
Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Nexandns, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
T12944445
P2078AC-T E2 HIP 1 t
0all
Mitt-Flonda Lumber, Banow, FL. 0.13u s Sep 1 b zu1 i mi i eK industries. Inc. rn aan 1 z urav zi zula rage t
ID LwgEfgAb9YkK02Kdr2TZXPzS7xJ-9gHOMTUEFFAJZlidlkwBlrSd4gElmViZN3mo15zw9oS
3-0.0 + 7-0-0 + 10-" + 11-0-0
1-0-0 3-0.0 4-0.0 3-0-0 1-0.0
4xB =
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
4x4 =
3 0-0 7-0-0 to."
2-8-0 40-0 3,"
LOADING (psf) SPACING- 2 0 0 CSI. DEFL.
TCLL 20.0 Plate Grip DOL 1,25 TC 0.25 Verl(LL)
TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT)
BCLL 0.0 Rep Stress Inv NO WB 0.15 Horz(CT)
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
in (loc) I/dell Ud
0.01 8-9 >999 240
0.02 8-9 >999 180
0.00 7 n/a n/a
1 1
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 10=497/0-4-0, 7=497/0-8-0
Max Horz 10=39(1_C 6)
Max Uplift 10=250(LC 8), 7-250(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3-5011278, 3-4=411/267, 4-5=501/277, 5-7=469/256, 2-10=469/257
BOT CHORD 8-9=209/411
WEBS 5-8=212/406, 2-9=213/406
Scale - 122.6
1 5x4 II
PLATES GRIP
MT20 244/190
Weight: 56 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc pur ins,
except end verticals.
Rigid ceiling direly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=oft; Cat.
II; Exp B; Part. End., GCpi=0.55; MWFRS (directional), cantilever left exposed: Lumber DOL=1.60 plate gnp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (11=11t)
10=250, 7=250.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 Ib down and 182 lb up at
3-0-0, and 9 lb down and 76 lb up at 5-0-0, and 65 lb down and 182 lb up at 7-0-0 on top chord, and 26 lb down and 30 lb up at
3-0-0, and 12 lb down and 13 lb up at 5-0-0, and 26 lb down and 30 lb up at 6-11-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, bads applied to the lace of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25
Uniform Loads (plf)
Vert: 1-2=60, 2-3=60, 3-4=60, 4-5=-60, 5-6=60, 7-10-20
Concentrated Loads (lb)
Vert 3=18(F) 4=18(F) 9=14(F) 8=14(F) 12=9(F) 14=8(F) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING • Veft dr slpn Panmerers and READ NOTES ON THIS AND INCLUDED NREK REFERENCE PAOE WI.7473 rev. 14 W,2015 BEFORE USE.
Design valid for use only with Mreltm connectors This design is based only upon parameters shown, and is for an individual buildup component, not
a truss system Before use, the building designer must vent' the applicablbty of design parameters and properly mcorporate this design into the overall
DuOtlmp design. Bracing indicted is to prevent bilCldinp of indnldual truss Web and/or thOrd members only. Additional temporary and permanent bracingIP91wT
is always repaired for stability and to prevent collapse won possible personal injury and property damage. For general guidance regarding the
fatintation, storage, delivery, erection and bracing of trusses and truss systems. see ANSVrPN Quality CrKerla, DS849 and SCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate InslaNe. 218 N. Lee Street. Suite 312. Alexandne. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
1 Tt2944446
P2078AC-T F1 ROOF TRUSS 4 1
Job Reference do
0.1-8
HI 1-
4x6
2
3x4 =axe FP = 3x3 = 14 II 3x3 =
3 4 5 6 7
o. r,av s oep w cu r r mi r sic rnuusures, rrw. rn dan a vr:gv:zz zv10 rape 1
ID:LwgEfgAb9YkK0TKdr2TZXPzS7xJ-eOm%ZpVsOZJABvHgJRROY2 b44RrVIhib1/LXXzw9oR
Scab - 1.33 8
3x3 = 3,4 = 06 = 5x6
8 9 10 11
qY
2.4 II Sx8 = 06 = 30 = 3x3 = 1x3 II 3x3 = 30 = 4x6 = 3x8 FP= 3x3 II
5x6 =
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Gnp DOL 1.00 TC 1.00 Ven(LL) -0.39 18 >613 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Ven(CT) -0.54 18 >447 240
BCLL 0.0 Rep Stress Ina NO WB 1.00 Horz(CT) 0.09 12 n/a n/a
BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 106lb FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.21)(Oat) TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP DSS(flat) 'Except' BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing.
12-14: 2x4 SP No.2(flat)
WEBS 20 SP No.3(flat)
REACTIONS. (lb/size) 23=1566/0-&O, 12=1210/0.3.8
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 1-23=1532/0, 11-12=1203/0, 1-2=155O/0, 2-3=3838/0, 3.5=5122/0, 5-6=-5496/0,
6.7=5496/0, 7-8=5262/0, 8-9=4501/0, 9-10=3173/0, 10.11=-1248/0
BOT CHORD 21-22=0/2841, 20.21=0/4607, 19-20=0/5425, 18-19=0/5496, 17-18=0/5496, 16.17=0/5017,
15-16=0/3959,13-15=0/2362
WEBS 11-13=0/1662, 1-22=0/2107, 10-13=1549/0, 2-22=1796/0, 10-15=0/1129, 2-21=0/1386,
9-15=1093/0, 3-21=1070/0, 9-16=0l754, 3-20=01717, 8-16=718/0, 5.20=479/0,
8-17=27/521, 5-19=313/500. 7-17=6021156
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-" 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.
3) CAUTION, Do not erect truss backwards.
4) In the LOAD CASE(S) section, bads 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
Undonn Loads (psf)
Vert: 23.26=85(F-75), 12-26=10, 1-11-100
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W 7473 rev. 100=015 BEFORE USE.
Design valid for use only with MrrekO connectors This design is based only upon parameters shorn, and is for an individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design imo the overall
budding design Bracing indicated is to proven buciding of indrAdual truss Web and/or chord members only Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSMI Quality Criteria, DS849 and SCSI Building Component 6904 Puke Fast Blvd.
Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
T12li44447
P207BAC-T F2 ROOF TRUSS 10 1
Job Reference (oolionall
fitio-rronoa Lumber, uanOW, I•L.
3x3
14x6 2
o. »v s oep a zu a MI I CR IIIVYJa ICJ. IIIG. —4— - .—. — .— toga r
ID:gR7GTg1GeHxJkx7yRAMor5yENlx-e0nn2pVsOZIABvHgJRROY2_hE40OVsnbVLXXzw9oR
1 OM
Stab = 1:26.5
40 =
3X3 = tx3 II 3x3 = 3x3 = 3x3 = tx3 =
3 4 5 6 7 8
17 16 15 14 +3 12 11 10 2
3x3 II 4x5 = 34 = 34 = I)a II 3x3 = 3X3 = 04 = 34 =
2: k S3-0 i
to." 1 +
3.2-8 I
15718
2•!l-0 28-0 5•5-8 21 2-M
Plate Offsets fX Yl-- It •Edge 0 1 81 18 0 1 8 Edoel
LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) I/dell Ud
TCLL 40.0 Plate Gnp DOL TC 0.61 Vert(LL) 0.17 12-13 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.81 Ven(CT) 0.23 12-13 816 240
BCLL 0.0 Rep Stress Inor YES WB 0.55 Horz(CT) 0.04 9 n/a n/a
SCOL 5.0 Code FBC2017frP12014 Matnx-S
LUMBER- BRACING -
PLATES GRIP
MT20 2"/190
Weiaht: 84 lb FT = 20%F. I I%E
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.t(flat) except end verticals.
WEBS 20 SP No.3(Oat) BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 17=864/Mechanical, 9=858/0.3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-17-860/0, 8-9=-853/0, 1-2=860/0, 2-3=2054/0, 3-4=2774/0, 4-5=2774/0, 5-0-2671/0, 6 7=2069/0,
7-8=856/0
BOT CHORD 1516=0/1614, 14-15=0/2489, 13-14=0/2774, 12-13=0/2774, 11-12=0/2509, 10-11=0/1607
WEBS 8-10=0/1104, 1-16=0/1145, 7-10 =1044/0, 2-16=1049/0, 7-11=0/642, 2-15=0/612, 6-11=612/0, 3-15=-605/0,
6-12=0/333, 3.14=0/581, 572=3W/l08
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-110d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING • Verify desW parameters and READ NOTES ON THIS AND INCLUDED WnK REFERENCE PAGE INII.7473 rev. 10/1=015 BEFORE USE. `mot
Design valid for use only with MRek® connectors This design is based only upon parameters sham, and is for an individual building component, not
a truss system. Before use, the building designer must vent' the applKabilrly of design parameters and property incorporate this design into the overall Nil
µ building design. Bracing indicated is to prevent buWng of individual truss web and/or chord member only. Additional temporary and permanem bracing OWNrsalvaysrequiredforstabilityandtopreventcogapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefl
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPVl Quality Criteria, DSBa! and BCSI Building Component 8904 Parks East Blvd.
Safety Information available from Truss plate Institute. 218 N. Lee Street. Suns 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Park Sq Hms/ Sorrento-AorC 2078
IPly T12944448
P2078AC-T F2A GABLE 1 1
tall
mio-rionoa Lumber, uartow, rL.
rimm
d 7.iu s step td tut f mt I elt Industries, Inc. rn Jan iz Uf:4tr zJ zula rage 1
ID-gR7GTgtGeHxJkx7yRAMorSyENlx-6D09n9VUntOIp30&fiSGkHUx4ER8rgNFv3 zw9oQ
01148
Scale - 1.26.5
3 4 5 6 7 8 9 10 11 12
27
4
26 25 24 23 22 21 20 19 18 17 16 15 14
3x3 II 34 =
7-4-4 8.1.0
1-" 1.4.0 1-4-0 1.4-0 1-3.a 0." 0.7.a
0.6I 0-1.4
1-2-8 1tr4-0 1.4-0 1-4-0 1.40 1.4-0
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Veri(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Inv YES WB 0.03 Horz(CT) 0.00 14 n/a n/a
BCDL 5.0 Code FBC2017lrP12014 Matrix-R Weight 71 Ili FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
OTHERS 2x4 SP No.3(ftat)
REACTIONS. All bearings 15-11-8,
lb) - Max Grav All reactions 250 Ili or less at joints) 26. 14, 20, 15, 16, 17, 18, 19, 25. 24, 23, 22, 21
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are 1x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
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.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING • Varffy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 10i0=015 BEFORE USE.
Design valid for use only with Mrrek® connector$. This design is based only upon parameters shown, and is for an Individual building aomponard. not
a bliss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design Bract inOKeted is to prevent Welding of individual truss web and/or chord members only. Additional temporary and permanent bracing 11t.A'
is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the W!
fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSIrMl Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 216 N Lee Street. Sure, 312. Alexandria. VA 22314. Tamps, FL 38610
Job Truss Truss Type Oy Py Perk Sq Hms/ Sorrento-AorC 2078
T12944449
P2078AC-T F3 ROOF TRUSS 1 1
ce
mo-rionoa Lumoer, uantlw, rL. v. =v • - otl IDgR7GTg1GeHxJkx7;RZWV or5yENlx-.Ft' YAYuOCOCOsTudT42P161zmW731 SbOzw9oP I—''
3 -I 12— OM Scale -
1.261 3x3 =
3x3 = 1x3 It 3x3 = 3x3 = 3x3 = 4xB _ 14X6
2 3 4 5 6 7 a 17
16 15 14 13 12 11 10 9 3x3
II 4x5 = 3x3 = 34 = 1x3 II 3x3 = 3x3 = 04 = 3x3 = r
2.
9-0 I 5 3-0 I 10 5-0 I 12-11 F 15b8
2•!:
0 2.6-0 S2.8 2b-0 2-" Plate
Offsets (X Yl- 111doe 0.1-81 LOADING (
pat) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Lid TCLL
40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) 0.16 12-13 999 360 7CDL
10.0 Lumber DOL 1.00 BC 0,73 Vert(CT) 0.21 12-13 874 240 BCLL
0.0 Rep Stress Inu YES WB 0,53 Horz(CT) 0.04 9 n/a n/a BCDL
5.0 Code FBC2017frP12014 Matrix-S LUMBER-
BRACING - PLATES
GRIP MT20
244/190 Weight:
83 lb FT = 20%F, 11%E TOP
CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puriins, BOT
CHORD 2x4 SP No.1(flat) except end verticals. WEBS
20 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or 10.0.0 oc bracing. REACTIONS. (
lb/size) 17=850/Mechanical, 9=850/Mechaniral FORCES. (
Ili) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 1-17= 846/0, 8-9=844/0, 1-2=-844/0, 2-3=2011/0, 3-4=2691/0, 4-5=2691/0, 5-6=2599/0, 6-7=2026/0, 7-
8-839/0 BOT
CHORD 15-16=0/1584, 14-15=oR431, 13.14=0/2691, 12-13=0/2691, 11-12=0/2449, 10.11=0/1580 WEBS
8-10=0/1117, 1-16=0/1123, 7-10=1030/0, 2-16=1030/0, 7-11=0/620, 2-15=0/594, 6-11 =589/0, 3-15=-583/0, 6-
12=0/312, 3-14=0/538, 5-12=338/l 12 NOTES-
1)
Unbalanced floor live loads have been considered for this design. 2)
Refer to girder(s) for truss to truss connections. 3)
Recommend 2x6 strongbacks, on edge, spaced at 1000 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. 4)
CAUTION, Do not erect truss backwards. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies WARNING -
Vedly da0gn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 104473 rev. la1=015 BEFORE USE. Design
valid for use only with Mil ekm connectors. This design is based oNy, upon parameters shown. and is for an Individual building component, not a
truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall budding
design. among indicated is to prevent buckling of rndrAdual truss Web and/or chord members only AdOmonal temporary and permenem bracing 1 3IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication.
storage, deb%". erection and bracing of trusses and truss systems. see ANSWMI Quality Criteria. DSBa9 and BCSI Building Component 6904 Parke East Blvd. Safety
Information avadebke from Truss Plate Instatre. 218 N. Lee Street. Sune 312, Mexandna, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Park Sq Hms/ Sorrento-AorC 2078
T12944450
P2078AC-T F3G ROOF TRUSS 1
ly
1
e811
mio-rivnva ulmver, OeRvw, rt..
13— W—LI
tx3 II tx3 II 3x7 = 34 =
15x6 2 3 4 5
20 19 18 17 16
3x3 II 4x5 = 3x4 = 3x3 II 34 =
O.7Jt/ S aeP 1J Z011 MI1eK mOustnes, mC. rn Jan 1Z v/:4V:Z4 ZV1t1 rage 1
I D:gR7GTgtGeHxJkx7yRAMor5yENlx-aPyX_VW 6YAYuOCOCOsTudT4zFt6JztU?31_SbOzw9oP
1.5.8
Scale - 1:26.1
3x3
6
15 14
3x3 = 1 x3 I I
3x3 = 3x3 =
7 8
13 12
1x3 II 34 =
LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.21 14-15 >865 360
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(CT) -0.29 14-15 >633 240
BCLL 0.0 Rep Stress Ina NO WS 0.79 Horz(CT) 0.04 10 n/a n/a
BCDL 5.0 Code FSC2017frPI2014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
BOT CHORD 2x4 SP DSS(flat)
WEBS 2x4 SP No.3(flet) SOT CHORD
REACTIONS. (lb/size) 20.981/Mechanical, 10=888/Mechanical
FORCES. (Ili) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=1066/0, 9.10=887/0, 1-2=1274/0, 2-3=1274/0, 3-4-1274/0, 4-5=2648/0,
5-6=2936/0, 6-7=2760/0, 7-8=2137/0, 8-9=885/0
BOT CHORD 18-19=0/1274, 17-18-0/2353, 16-17=0/2353, 15-16=0/2950, 14-15=0/2760, 13-14=0/2760,
12-13=0/2760, 11-12--0/1651
WEBS 4-17-0/353, 1-19=0/1664, 4-18=142910, 2-19=517/0, 3-18=0/339, 9.11=0/1179, 4-16=
0/398, 8-11-1064/0, 5-16=-427/0, 8-12=0/676, 7-12=-897/0,6-15=0/417, 6-14=
357/0. 7-13=0/380 4x6 = 9
11
10
4x5 = 3x3
II PLATES GRIP
MT20 241/
190 Weight: 87
lb FT is 20%F, 11 %E Structural wood
sheathing directly applied or 5.2-7 oc purlins, except end
verticals. Rigid ceiling
directly applied or 10-0-0 oc bracing NOTES- 1)
Unbalanced
floor live loads have been considered for this design. 2) Refer
to girder(s) for truss to truss connections. 3) 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. 4) CAUTION,
Do not erect truss backwards. 5) Hanger(
s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down at 3-7-8 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others. 6) In
the LOAD CASE(S) section, bads 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: 10-
20=10, 1-9=100 Concentrated Loads (
lb) Vert: 17-
169(F) Printed copies
of this document are not considered
signed and sealed and the signature
must be verified on any electronic
copies QWARNING • Verify
design Pa..,. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1161.7473 rev. 160112015 BEFORE USE. Design valid
for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss
system Before use, the building designer must verify the applicablay of design parameters and property incorporate this design Into the overall bud0ing design
Bracing indicated is to prevent buciding of mdmdual truss web and/or chord members only Additional temporary and permanent bracing Ig/I T is aWaysrequiredforstabilityendtopreventcollapsewithpossiblepersonaletluryandpropertydamage. For general guidance regarding the LWKS IV • fabrication, storage,
delivery, erection and bracing of trusses and truss systems. see ANSM11 Oualhy, Criteria, DS849 and SCSI Building Component 6904 Puke East Blvd. Safety Information
available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tetnpa, FL 36810
Job Truss Truss Type Oty Pty Park Sq Hms/ Sorrento-AorC 2078
T12944451
P2078AC-T F4 ROOF TRUSS 5 1
Job Reference (optionall
mio-rionoa Lumber, cianow, rL.
14
13
0.1-8
H H 1-3- 1.8-4
o.PJ soup ry cvrr mnaR muusu ras. iic. nr dan r4 vrro —ro raga r
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-2bWvCrXUUhl2M?O_Z?7AhcFiHY?iHOBlhk?8szw9o0
3x3 = tx3 II 1x3 II 3x3 = 3x8 =
13x3 — 2 3 4 5 6
w wilt tt w Illlw
H
I'll—Y
Ilii*\ VA a
10
LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.04 B 9 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) 0.05 8-9 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 7 n/a n/a
BCDL 5.0 Code FBC2017rrP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 20 SP No.2(flat) TOP CHORD
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat) 'Except' BOT CHORD
1-12,6-7. 2x4 SP No.2(flat)
REACTIONS. (lb/size) 12=529/0-8-0, 7=529/0.3-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-12=525/0, 6-7=525/0, 1-2=455/0, 2-3=1029/0, 3.4=1029/0, 4-5=-1029/0,
5-6=474/0
BOT CHORD 10-11=0/865, 9-10=0/1029, 8-9=0/880
WEBS 6-8=0/631, 1-11=0/618, 5-8=-566/0, 2-11=571/0, 5 9=0/341, 2-10=0/354
Scale = 1,181
7
3x3 II
PLATES GRIP
MT20 244/190
Weight: 53 lb FT = 20%F, 11 %E
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced floor Iwe loads have been considered for this design.
2) 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.
3) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING . Vitrify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 100=015 BEFORE USE.
Design valid for use only with MRek(b connectors. This design is based only upon parameters shown, and is for an individual building Component, not
a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall
building design Bracing indicated is to prevent buciding of mdm0ual truss Web and/or chord members ony. Additional temporary and permanent bracing % li
is alvrays required for stability and to provers Collapse vnih possible personal injury and property damage. For general guidance regarding the
fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSVrPl1 duality Criteria, D5Ba9 and BCSI Building Component 6904 Parlie East Blvd.
Safety Information available from Truss Plate Inslaute. 21a N. Lee Street. Suds 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
T12944452
P2078AC-T FAA GABLE 1 I Job Reference (optional)
Mro-rrond8 Lumber, Banow, FL. 6A30 s Sep i5 207 Mi ek industries. inc. Fn Jan 12 0.4926 2018 rage 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7x,$-Wo4HPAYN4opcg WabYHWMiu9VrhzmRosl WLTZgJzw9oN
Scale = 1.17.5
3x3 II tx3 11 tx3 II 1x3 II tx3 II 1x3 II 1x3 II tx3 II 3x3 II
t 2 3 4 5 6 7 8 9
t8 17 16 t5 14 13 12 11 10
3x3 11 1x3 II 1x3 II 1x3 II 1x3 II 1x3 II 14 II 1x3 II 3x3 11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud 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(CT) n/a n/a 999
BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 10 n/a n/a
BCDL 50 Code FBC2017rrP12014 Matrix-R Weight: 46 lb FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing.
OTHERS 20 SP No.3(flat)
REACTIONS. All bearings 9-6-12.
lb) - Max Grav All reactions 250 lb or less at joints) 18, 10, 14, 11, 12, 13. 17, 16, 15
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Gable requires continuous bottom chord bearing.
2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
3) Gable studs spaced at 1-4-0 oc.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-" 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.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING- Verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11411.7473 rw. I&W,7013 BEFORE USE. ` 3
Design valid for use ony, with MITelem conneclors. This design a based only upon parsmerers shown, and is for an individual budding component, not
a truss system Before use, the building designer must vent' the appbrebdsy of design parameters will property incorportls this design WHO the overall
building design Bracing indicated is to prevent buckling of individual trust web and/or chord members only. Additional temporary and permanem bracing 111A jt
is always required for stability and to prevent Collapse with possible personal injury and properly damage. For general guidance regarding the N.
fabrication, storage. delivery. erection and bracing of cusses and truss systems, see ANSVTPII Owlky Criteria, DS849 and SCSI Building Component 6904 Parke Fast Blvd
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36810
Job Truss Truss Type oty Ply Park So Hms/ SonenwAorC 2078
712944453lJob IP207BAC-T F5 ROOF TRUSS 1 1
Reference (ontionall
wi—rionoa wrroer , =arrow, —
0-1.8
H 1 1.3-0
3x6 =
r.w ,
ID.LwgEfgAb9YkK(RKdrtTZXP2S7x,Lxg3Wu6rFx4cBHsgX01 CwIO_t uXb8nZ 18pCr12zw4S4
i 1.1-8 i
3x3 = 1x3 II I)a II 3x3 =
3 4 5 6 16
Scale - 1i:19.6
3x4 = 3x3 II
7 17 8
Y
3xS =
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Gnp DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2017f rP12014
CSL
TC 0.98
SC 083
WB 0.36
Matrix-S
DEFL. in (loc) I/deg Ud
Ven(LL) -0.08 10-11 >999 360
Vert(CT) -0.11 10-11 >999 240
Horz(CT) 0.02 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 65 lb FT = 20%F, I ME
LUMBER- BRACING -
TOP CHORD 20 SP No. I(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc punins,
BOT CHORD 20 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/size) 15=601/1-10-8, 9=963/Mechanical, 14=117/0-3-0
Max Grav 15=601(LC 1), 9=1128(LC 8). 14=117(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1034/0, 3-4=1746/0, 4-5=1746/0, 5-6=-1746/0, 6.7=1518/0
BOT CHORD 14-15=0/666, 13-14=0/666, 12-13-0/1482, 11-12=0/1746, 10-11=0/1833, 9-10=0/1150
WEBS 7-9=1530/0, 2-15=887/0, 7-10=0/572, 2-13=0/529, 6-10=519/0, 3-13=638/0, &11=-363/263, 3-12=0/593,
4-12-280/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) 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.
4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 347 lb down at 8-11-4. and 349
lb down at 10-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.
5) 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 (pit)
Vert: 9-15-10, 1-8-100
Concentrated Loads (lb)
Vert: 16=201(B) 17=202(B)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
Q WARNING - VarRy design Paramerm and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,10-7477 rev. 180=015 BEFORE USE.
Design vabd for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for an milmdual building component, not
a truss system. Before use, the Wilding designer must verity the applicability of design parameters and property incorporate this design into the overall MR
buildup design. Bracing indicated is to prevent budding of milMdual truss web and/or chord members only. Additional temporary and Permanent bracing
is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the MOM
fabrication, storage, deWery, erection and bracing of trusses and truss systems, no ANSIrrPl1 Ouallty Criteria, DSB49 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sucre 312. Alexandria, VA 22314. Tamps, FL 36610
b Truss Truss Type Oty Ply Park Sq Hms/ SOnento-AorC 2078T12944454rP2078AC-T F6 ROOF TRUSS 2 1
10
9
o. t.w s oep w cvt r inn ea inoustnes, rite. rn,Ian 14 u/:+ya/ xvld rage 1
ID:L"EfgAb9YkK02Kdr2TZXP2S7x,1-_efdWZ?rSxTHg9n6_1 bF6irr5lhAExRI?D6CIzw9oM
0.1-8
3 —
It 1-3.0 2 d13III 0.10.12 3 rx3 II 4
tx3 II 3x3 II
Scab = 1 9.4
t 4-1-12
4.1-12
t
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Ven(LL) 0.00 6 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 SC 0.10 Vert(CT) 0.01 6 999 240
BCLL 0.0 Rep Stress Ina YES WB 0.11 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code F8C2017rrPI2014 Matrix-S Weight: 261b FT - 20%F, I i%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc puffins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/size) 8-211/0-7-4. 5=21 1 /Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 sirongbacks, 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.
4) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verily dasign paramelo s and READ NOTES ON THIS AND INCLUDED ar/TEK REFERENCE PAGE 111611,7472 rut. 10,03,7015 BEFORE USE
Design valid for use only with Mi rek® connectors This design is based only upon parameters shown, and is for an tndrAdual buildup component, not
a truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall
building design. Bracing mdicaled is to prevent budding of Individual truss web and/or chord members only. AddNonal temporary and permanent bracing 11111R I;Jisalwaysrequiredforstabilityandtopreventcollapsewahpossiblepersonalinjuryandpropertydamage, For general guidance regarding the 155 J
fabncMion, storage. delivery, erection and bracing of trusses and truss systems, see ANSVIPI1 Quality criteria. DSB 89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss plate Institute. 218 N. Lee Street. Suite 312. Alexandna. VA 22314 Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944455
P2078AC-T F7 ROOF TRUSS 1 1
Jot) Reference (optional)
mio-rlonroa Lumoer, 6enow, rL. o, rou s cep rJ cur r —ert ma.wmb, rnc. — Jmi rc Vi .1ir.Lr cu ro reyc r
ID:gR7GTgtGeHxJkx7yRAMor5yENlx-_efdWZ?rSxTHg9n6 1 bF6igd5lAAEIRI7D6Ctw9oM
1-3-0 I
34
1 US = 2 1x3 II 3 tx3 II 4
Scale = 1.9 4
34 = 3x3 =
6 7 6 5
3x3 II 3x3 II
r
1 SO 3-6-0
1.fs.0 2,"
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0.00 7 999 360 MT20 244/190
TCDL 100 Lumber DOL 1.00 BC 0.06 Vert(CT) 0.00 7 999 240
BCLL 0.0 Rep Stress Inv YES WB 0.08 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017lrP12014 Matrix-S Weight: 25 Ile FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(ftat) TOP CHORD
SOT CHORD 20 SP No.2(flat)
WEBS 2x4 SP No.3(ftat) SOT CHORD
REACTIONS. (lb/size) 8=179/Mechanicel, 5-179/Mechanical
FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-6-0 oc purlins,
except end verlicals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) 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.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verffy design paametms end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE WO.7473 rev. 10A73Q0/5 BEFORE USE 1 a.n-23
Design valid for use only with Mffek® conneclors. This design is based only upon parameters Shawn, and is for an indrvrdual Wilding component, not
a truss system. Before use, the Wilding designer must vent' the applicability of design parameters and property incorporate this design into the overall
Wilding design Bracing indicated is to prevent bucttirng of individual truss web and/or chord members only. Additional temporary and perinenerx bracing (Wl1 „'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the k fI
fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSIMPN Quality Criteria, OS849 and BCSI Building Component 690e Parke East BW
Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Q PlytyParkSqHms/Sorrento-AorC 2078
T12944456
P2078AC-T FT1 SPECIAL 1 q
JJob Reference (optionall
mto-r,onua Lumoer, tsanow, rL. n., au s ,,ep ,a evi / mr i eK mousuies. mc. rn .tan a ur4aze zu,a rage,
ID:gR7GTgtGeHxJkx7yRAMorSyENlx-wNm02CaFNjBBX JADP33KXnoXum5eMCJiDHdzvAoK
1 2•10*1 566 +
2-,a, gas
aga1s1 I ,aga-0 14.114 1634 18-11-8 r z,as,3 I 7-0712
4-01-" 2-8-4 2•855 2a5 I
z29.1,
a6 40 =
150 II 1
2 25
24 20
II 4x8 = THIS
TRUSS IS NOT SYMMETRIC. PROPER
ORIENTATION IS ESSENTIAL. 5x14 =
3x8 =
1.5x4 II 4x10 = 6x14 MT20HS = 4x12 = 3x8 = 1.50 II 3x10 = 3
26 27 4 5 6 7 8 28 9 10 29 30 11 Scale =
1:50.8 1.
5x4 II 3x10 = 12
13 3123
32 22 33 21 34 20 35 19 36 18 37 17 36 16 39 15 40 14 2x4
II 4x12 = 5x12 = US = 7x8 = 6x10 = 4x12 = 2x4 II 7x10 = 40 II z•
1a1 sa6 a z-11 1a11-0 1311-0 16J 4 181,E 21a-,3 z4 4 z z7 a7 z9 tae 2_
ta1 2a5 2a5 2a5 3-0-0 2.4.4 2a4 2a5 2a5 2a5 2.1a1 LOADING (
psf) TCLL
40.0 TCDL
10.0 BCLL
0.0 ' BCDL
5.0 SPACING-
2-0-0 Plate
Grip DOL 1,00 Lumber
DOL 1.00 Rep
Stress Ina NO Code
FBC2017/TPI2014 CSI,
TC
0.99 BC
1.00 WB
0.93 Matrix-
S DEFL.
in (loc) I/deft L/d Vert(
LL) -0.26 17 >733 360 Vert(
CT) -0.39 16-17 >491 240 Horz(
CT) 001 14 n/a n/a PLATES
MT20
MT20HS
Weight
496 lb GRIP
244/
190 187/
143 FT =
20% LUMBER-
BRACING - TOP
CHORD 20 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, 6-
13: 2x4 SP DSS except end verticals. BOT
CHORD 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS
2x4 SP No.3'Except* 7-
20,7-19: 2x4 SP No.1 1-
24,3-24,3-22,5-22,6-21,8-18,9-17,11-17,11-15,13-15: 2x4 SP NoAD REACTIONS. (
lb/size) 25=1756/0-74, 14=3401/0-74, 20=15805/a7-7 Max
Uplift 25=218(LC 4), 14=365(LC 5), 20=1838(LC 8) Max
Grav 25=1756(LC 1), 14-4237(LC 2), 20-17511(LC 2) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 1-25-1565/202, 1-2-38241457, 2-3=-3824/457, 3 4=-4070/535, 4-5=-4070/535, 5-
6=591/5654, 6-7=2118/20913, 7-8=184/1798, 8-9=11159/1220, 9-10=-16867/1693, 10-
11-16867/1693, 11-12=9811/841, 12-13=-9811/841, 13-14=3682/338 BOT CHORD 24-25=33/257,
23-24=705/6310, 22-23=705/6310, 21-22=5654/591, 20-21 =20913/2118, 19.20=-
11422/1111, 18-19=1798/184, 17-18-1220/11159, 16-17=1488/16115, 15-16=
1488/16115, 14-15=50/567 WEBS 8.19=6491/769, 6-
20=7928M2, 7-20=11695/1241, 7-19=1200111857, 2-24=7101109, 3-23 =5/1004, 4-22-
2218/317, 5-21=5279/672, 12-15=644/105, 11-16=11/1253, 10-17=2044/294, 9-18=
3888/498, 1-24=450/3797, 324=2638/263, 3-22=2377/209, 5 22=1037/10322, 6-21=
1681/16197, 8-18=1370/13756, 9-17=519/6058, 11-17=251/1355, 11-15=-
6692/687, 13-15=-840/9812 NOTES- 3-ply truss to be
connected
together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 20 -
1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 -
2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1
row at D-7-0 oc, Except member 20.7 2x4 - 1 row at 0-9-0 oc, member 7-19 2x4 - 1 row at 0-9-0 oc, member 2-24 2x4 - 1
row at 0-9-0 oc, member 3-23 2x4 - 1 row at 0-9-0 oc, member 4-22 2x4 - 1 row at 0-9-0 oc, member 5-21 2x4 - 1 row at 0-9-
0 oc, member 12-15 2x4 - 1 row at 0-9-0 oc, member 11-16 2x4 - 1 row at 0-9-0 oc, member 10-17 20 - 1 row at 0-9-0 oc, member 9-
18 20 - 1 row at 0-9-0 oc, member 1-24 20 - 1 row at a9-0 oc, member 24-3 2x4 - 1 row at 0-9-0 oc, member 3-22 2x4 - 1 row at
0-9-0 oc, member 22-5 2x4 - 1 row at 0-9-0 oc, member 6-21 2x4 - 1 row at 0-9-0 oc, member I 2x4 - 1 row at 0-9-0 oc, member 9-
17 20 - 1 row at 0-9-0 oc, member 17-11 2x4 - 1 row at 0-9-0 oc, member 11-15 2x4 - 1 row at 0.9-0 oc, printed copies of this document are
p member 15-13 2x4- 1rowat0-9-0 oc. 2) All loads are considered equally
applied to all plies, except d noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to not considered signed and sealed and ply connections have been provided to
distribute only loads noted as (F) or (B), unless otherwise indicated. the signature must be verified on 3) Wind: ASCE 7-10. Vuh=
140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15R; 8=45ft; L=3011; eave=4ft; Cat. any electronic Copies II, Exp B. Encl., GCpi=0.
18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 4) Provide adequate drainage to prevent
water ponding. C'WM"A9- W LIgn parameters
and READ NOTES ON THIS AND INCLUDED NREK REFERENCE PAGE WF7173 rev. 11 015 BEFORE USE Design valid for use only with
Wake, connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the
budding designer must vent' the applicability of design parameters and property incorporate this design into the ovew budding design Bracing indicated is to
prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing „j' rs etways required for stability and
to prevent collapse with possible personal injury and property damage. For general guidance regarding the 11r. fabrication, storage, delivery, erection and bracing
of trusses and Wu systems, see ANSUMI Quality Criteria, DS"9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate
Inatduhe, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36510
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944456
P2078AC-T FT1 SPECIAL 1
b Reference (oplionall
Mid-Flonde Lumber, Barlow, FL. cl.hJU s aep 10 41.11 r WICK 1"0ubure5, rnc. rn 40" 14 V 1.gV.40 4v ro royg c
ID:gR7GTgtGeHxJkx7yRAMor5yENlx-wNmO2CaFNiBBX JADP33KXnoXum5exVkCJiDHdzw9oK
NOTES-
6) N/A
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
8) - This truss has been designed for a live load of 20.0psf on the bottom chord to all areas where a rectangle 3-6-0 tell 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 218 lb uplift at joint 25, 365 lb uplift at joint 14 and 1838 lb uplift at joint 20,
10) Girder carries tie-in span(s): 3-" at 0-0-0 to 7-0-0 at 7-0-0.; 7-0-0 at 22-10-8 to 3-0-0 at 29.10-8.; 27-" from 7-0-0 to 17-0-0, 25 2-8 from 17-0-0 to 23-0-0
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 840 lb down at 8-1-8, 854 lb down at 10-1-8, 854 Ile down at 11-9-8,
854 Ile down at 13-9-8, 854 lb down at 15-9-8, 854 lb down at 17-9-8, 854 lb down at 19-9$, 854 Ile down at 21-9-8. 854 lb down at 23-941, 854 lb down at 25.9-8, 854
Ile down at 27-9-8, and 169111 down at 5 1-0, and 971 lb down at 6.1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plq
Vert: 26-28-895, 28-30= 845, 14-25=10
Concentrated Loads (lb)
Vert: 14-12 20=226(B) 22=222(8) 17=226(B) 31=39(8) 32 =253(B) 33=226(8) 34-226(B) 35=226(S) 36-226(B) 37=226(B) 38 =226(B) 39=226(B)
40 =226(B)
Trapezoidal Loads (plf)
Vert: 1-235-to-26=345, 30=345-to-13=235
0 WARNING • Vedly das/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11014173 rev. 1dGMIS BEFORE USE.
Design valid for use only with MTex® connectors. This design is based only upon parameters shown. and is for an individual budding component, not
a truss system Before use, the budding designer must verity the appkabby of design parameters and property incorporate this design into the overall
building design Bracing indicated Is to provers b cldmg of individual truss Web and/or chord members only. Additional temporary and permanent bracing
is always required for stabilityand to prevem collapse with possible personal injury and property damage. For general guidance regarding the Mir
bfarcatron, storage, delivery. erection and bracing of trusses and truss "am. ANSVrPI1 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 21a N. Lee Street. Suite 312, Alexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T1294"57
P2078AC-T FT2 SPECIAL 1
Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MITek Industries. Inc. Fri Jan 12 07:49:29 2018 Page 1
ID: LwgEfgAb9YkKf RKdr2TZXPzS7xJ-wNmO2CaF NjBBX_JADP33KXnpruo"yDkCJiDHdzw9oK
3614 7-0-0 I 10t6 I 132.12
I
767-74
I 202•12
3 it4 3-52 3 11i 31 3S2 3814
Scale - t 34.2
7x8 = 1.50 II 6x8 = 1.50 II 7x8 = 1.50 II 4x8 =
5x5 II 604 MT20HS = Bx10 MT20HS = 74 = 2x4 II 6x10 =
3x4 II
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
31i14 7.0.0 10-1.6 132-12 16.7-14 20.2.12
3814 3-5-2 3-1.6 3.1 3-5-2 3.614
date Offsets (X.YI- 15:0-4-0.0-3-41. 112:0-5-0.Edael
LOADING (psf) SPACING- 1-8-0 CSI, DEFL. In (loc) Well Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Verl(LL) -0.60 11-12 >399 360 MT20 2"/190
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Verl(CT) -0.82 11-12 >291 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.07 8 n/a n/a
BCDL 5.0 Code FBC2017rrP12014 Matrix -MS Weight: 332 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
5-7: 2x4 SP No.2 except end verlicals.
BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3'Except*
1-13,7-9,3-13,59: 2x4 SP No.1
REACTIONS. (lb/size) 14=4419/0-74, 8=2866/0.3.8
Max Uplift 14=-028(LC 4), 8=400(1-C 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=3963/572, 1-2=-13244/1877, 2-3=13244/1877, 3-4=23032/3199, 4-5=23032/3199,
5-6=-8641/1203, 6-7=8641/1203, 7-8=2484/355
BOT CHORD 13-14-123/855, 12-13=3388/24064, 11-12=3388/24064, 10.11=2456/17683,
9-10=2456/17683, 8-9=76/530
WEBS 1-13=1821/12864, 3-11=-1081/198, 4-11-1907/285, 511=832/5596, 570=65/603,
7-9=117018423, 2-13 =7661139, 3-13=1123611591, 59=9389/1321
NOTES-
1) 3-ply truss to be connected together with I Od (0.131'xY) nails as follows:
Top chords connected as follows: 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.
2) All loads are considered equally applied to all plies, except H 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; VuM=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft, eave=oft; Cat.
II, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
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-" tall by 2-" 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 628 lb uplift at joint 14 and 400 lb uplift
at joint 8.
9) Girder tames lie -In span(s)• 2-4-0 at 0.0-0 to 6-8-0 at 7-0-0.
Printed copies of this document are10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 847 lb down and 122 lb up at
10.2-0, and 1888 lb down and 273 lb up at 7-M. and 1073lb down and 155 lb up at 9-0-0 on top chord The design/selection of not considered signed and sealed and
such connection device(s) Is the responsibility of others the signature must be verified on
any electronic copiesLOADCASE(S) Standard
QWARNING . Verily design paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rw 104WS015 BEFORE USE.
Design valid for use only with M1700 connectors. This design Is based only upon parameters shown, and isfor an mndm0ual bmldmg component. not
a truss system. Before use, the budding designer must vent' the applmcabOrty of design parameters and property incorporate this design into the overall
budding design. Bracing indicated ins to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingOWNinsslwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIRPH Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Bald
Safety Information available from Truss Plate InsmNe, 216 N. Lee Street, Suds 312. Alexandria, VA 22314 Tamps, FL 36610
b Truss Truss Type Oty Ply Park Sq Hms/ Sorrerdo-AorC 2078
T12944457
078AC-TrP2 FT2 SPECIAL 1 q
JJob Referenceo io
Mid -Florida Lumber, Barlow, FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 3-4=207, 4-7=-83, 8.14=-8
Concentrated Loads (lb)
Vert: 3-1888 4=847 17-1073
Trapezoidal Loads (plf)
Vert: I=208-to-3=327
u.i:w s sep 1 b zui t Mt i eK mousines. Inc. r-n .tan 1z ur:4a:,,u zuia rape z
ID:LwgElgAb9YkKiRKdr2TZXPzS7K,YPZKoFYbt70J287uMn7eitkK b179NPTIRzRmp4zw9oJ
AWARNING - Verify deslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 nor. 10/0=015 BEFORE USE. "-
2
Design valid for use only with Mrek® con wors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use. the bulldog designer must verity the applicability of design parameters and properly incorporate this design into the ovCMD
budding design. Bracing indicated is to prevent budding of individual truss web and/or dwrd members or* Additional temporary and permanent bmang INisalwaysrequiredforstabdayandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralgwdoncaregardingthe
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVM1 Quality Criteria, OSB-89 and BCSI Building Component Bald Parke East Blvd.
Safety Information avallabls from Truss Plate InsriNe, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 36610
b Truss Truss Type Ply Park Sq Hms/ Sorrento-AorC 2078rP2
Oty
T12944458
078AC-T FT3 FLOOR 1 1
Referencei
Mi&Fionoa Lumber, Bestow, FL. 6.r1u s Sep a zuv Mneu Inoustnas. Inc. Fn dan tz 07.49:30 zuta Page 1
I D:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-PZKoFYbt70J287uMn7eitkKBPIJ W NcLtRz Rmp4zw9oJ
1-10.0
1.10.0
1 30 = 2 1.5x4 It
Scale - 1*9.5
2x4 II 04 =
1-t0.0
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 50
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.08
BC 0.09
WB 0.00
Matrix -MP
DEFL. in
Vert(LL) -0.00
Veri(CT) -0.00
HOIz(CT) -0.00
lot) Udell Ud
4 >999 360
4 >999 240
3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 11 lb FT is 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-0 of purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=172/0.3.8, 3=177/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES.
1) Refer to girder(s) for truss to truss connections.
2) 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.
3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down at 0-11-4 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
4) In the LOAD CASE(S) section, bads 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 (pit)
Vert: 1-2-100. 3-4-10
Concentrated Loads (lb)
Vert: 5=179(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verity design poremorers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF74?7 rev. 1020 t0f5 BEFORE USE.
Design vabd for use orgy with MrrekS connectors This design is based only upon parameters shown, and is for an individual building component, not
a truss syslem. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall
budding design. Bracing indicated is to prevent buckling of individual truss web andf0r chord members only. Additional temporary and permanent bracing
is always re tuirad for stability and to prevent collapse with possible personal injury and propeM damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sae ANSVWII Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke Fast Blvd,
Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 38640
Job Truss Truss Type Oty Ply ark Sq Hints/ Sorrento-AorC 2078
T12944459
obRe
P2078AOT FT4 ROOF TRUSS 1
MrbFknds Lumber. Bartow, FL 0.130 s Nov 13 2017 MITek Industries. Inc. Fn Jan 12 10:41.52 2018 Page 1
ID:LwgEfgAb9YkKlRKdr2TZXPzS7xJ-LxU1x2NINsUMvxljmSicLEYB 2CX1gnFmucWRlzwSBz
3-4.5 6.6-15 9,11.4
3.4-5 3-2.9
I 34-5
i
4x8 =
2 3 4x4 = 10
4xo — 4x6 =
LOADING (par) SPACING- 2-0-0 CSI.
TCLL 40.0 Plate Grip DOL 1.00 TC 0.72
TCDL 10.0 Lumber DOL 1.00 BC 0.75
BCLL 0.0 ' Rep Stress Incr NO WB 055
BCDL 105.0 Code FBC20171TPI2014 Matrix -MS
S ale = 1.18.4
DEFL. in (loc) I/dell Ud PLATES GRIP
Vert(LL) -0.05 6-7 >999 360 MT20 244/190
Vert(CT) -0.12 6-7 >995 240
Horz(CT) 0.02 5 n/a n/a
Weight: 109 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 8=1530/0.7-4, 5=1559/0-5 11
Max Uplift 8=76(LC 4), 5=77(LC 5)
Max Grav 8=1825(LC 2), 5=2101(LC 2)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=326/17, 2-3=4487/161, 3-4-412/18
BOT CHORD 7-8=16514443, 6-7-165/4443, 5-6=161/4487
WEBS 2-8=4295/154, 2-7=0N124, 3-6=0/1182.3-5=4251/150
Structural wood sheathing directly applied or 5-6-13 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oC bracing.
NOTES-
1) 2-ply truss to be connected together with 1Od (0.131"xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at D-9-0 oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-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 76 lb uplift at joint 8 and 77 lb uplift at
joint 5.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 1 lb up at 8-1-8,
and 773 lb down at 4.44, and 678 lb down at 8-1-8 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=l 00
Uniform Loads (plf)
Vert: 1-4=100, 5-8=210
Concentrated Loads (lb)
Vert: 11=46(B) 12=53(F=22, B=-31)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
Q WARNING - Verity daslgn paremeters end READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE WI.7473 rev. 14411211115 BEFORE USE.
Design vaW for use only with MRek® conneciors. This design is based only upon parameters shown, and is for an individual buildup component, nor
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design Bracing indicated is to provers buckling of individual truss web and/or chord members ony. Additional temporary and pem inent bracing It-Aat''
rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the mile!
fabrwtion. storage. delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Bald
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/Sorrento-AorC 2078
T12944460
P2078AC-T J3 JACK 3 1
Job Reference (ootionall
Mid -Florida Lumber, eanow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07.49:31 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-ULASueVuKRvmHTYLg5XPysKeiev63b lgdBKLWzw9ol
1 t-00 I 30-0 I
t0-0 30-0
Scale = 1.15 7
20 11
3-0-0
340
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-5 >999 180
BCLL 0.0 Rep Stress Ina YES WS 0.00 HOrz(CT) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2017lrP12014 Matrix -MR Weight: 12 Ill FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=195/0-8A, 3=69/Mechanical, 4=28/Mechanical
Max Horz 5=78(LC 12)
Max Uplift 5=47(LC 12). 3-54(LC 12), 4=5(LC 12)
Max Grav 5=195(LC 1), 3=85(LC 17), 4=52(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind. ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L-24ft; eave=oft; Cat.
II, Exp B; Part. Encl.. GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-" to 2-0.0, Interior(1) 2-0-0 to 2-11-4 zone,C-C for
members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom Chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 5, 54 lb uplift at joint 3
and 5 lb uplift at joint 4.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARMING - Vartry daslgn parameters end READ NOTES ON THIS AND INCLUDED SI TEK REFERENCE PAGE 11410-7473 rev. 14MV2015 BEFORE USE.
Design valid for use only with MlTeklb connectors This design is based Only upon parameters Shorn, and is for an individual building component, not
a truss system Before use. the building designer must vent' the appbubdry of design parameters and property incorporate this design Into the overall lot
budding design. Bracing indicated is to prevent budding of individual truss web andfor chord members only. Additional temporary and permanent bracing 111A T'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the #S SjI
fabrication, storage, delivery, erection and bracing of trusses and truss Systems, see ANSVTPI7 Quality Criteria, DSBa9 and BC51 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suds 312, Alexandra. VA 22314 Tampa, FL 36810
Job Truss Truss Type Oty Ply Park Sci Hms/ Sorrento-AorC 2078
T12944461
P2078AC-T J7 JACK 26 1 I Job Reference (ootionall
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Jan 12 07:49,32 2018 Page 1
ID LwgElgAb9YkKfRKdr2TZXPzS7xJ-LyRYgEeSteZmOR21uXdmy9POD6uurMAvHwtuyzwgoH
1-0-0 7-0-0
1-0-0 7-0-0
30 =
LOADING (psf) SPACING- 2-0-0 CSI,
TCLL 200 Plate Grip DOL 1.25 TC 0.70
TCDL 10.0 Lumber DOL 1.25 BC 0.54
BCLL 0.0 ' Rep Stress Inv YES WB 0.00
BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No.2
REACTIONS. (Ib/size) 3=183/Mechanical, 2-342/0.3-8, 4=90/Mechanical
Max Horz 2=141(LC 12)
Max Uplift 3=93(LC 12), 2=-82(LC 12)
Max Grav 3=183(LC 1). 2=342(LC 1), 4=129(LC 3)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
Scale = 1.21.8
7-"
DEFL. in (loc) I/deft Ud PLATES GRIP
Verl(LL) 0.12 4-7 >679 240 MT20 244/190
Vert(CT) -0.24 4-7 >348 180
HOrz(CT) 0.00 2 n/a n/a
Weight. 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL-3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II, Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 6-114 zone:C-C for
members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fd between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at
joint 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING • Verify design panrmf. and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MN473 rev. 14T3,2015 BEFORE USE.
Design valid for use only with M17*10 connectors. This design is based only upon parameters shown, and is for an individual building component. not
a truss system Before use, the budding designer must vent' the applicability of design parameters and properly incorporate this design into the overall
µ budduip design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and pemlrnerit bracing uIalllrisalwaysrequiredforstabilityandtoprevenlcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe
fabrication, slorage, delivery. erectan and bracing of trusses and truss systems, see ANSVIV II Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instaae, 21a N. Lee Street. Suae 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ SORento-AorC 2078
T12944462
P2078AC-T J7T JACK 3 1
tiall
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Jan 12 07.49:32 2018 Page 1
I D:LwgElgAb9YkKIRKdr2TZXPzS7xJ. LyRYgEeBle2mOR2luXdmy9PLr6sbANgAvHwtuyzw9oH
1-0-0 7-0-0
100 7-0.0
20
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.19 6 432 240
TCDL 10.0 Lumber DOL 1.25 BC 0.69 Ven(CT) 0.32 6 258 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.16 5 n/a n/a
BCDL 10.0 Code FBC2017frP12014 Matrix -MR
I I 1
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 20 SP N0.2 'Except' BOT CHORD
3-7: 2x4 SP No.3
REACTIONS. (Ib/size) 4=169MIechanical, 2=346/0-", 5=107/Mechanical
Max Nor[ 2=141(LC 12)
Max UDIM 4=79(LC 12), 2=-81(LC 12), 5=13(LC 12)
Max Grav 4=169(LC 1), 2=346(LC 1), 5=126(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale a 1,22 9
1
PLATES GRIP
MT20 241/190
Weight: 26 lb FT = 20%
Structural wood sheathing directly applied or 3-9-12 oc pudins.
Rigid telling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wtnd: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25R; 8=45R; L=24111,teave=4ft; Cat.
II; Exp B; End, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0.0 to 2-0.0. Interior(1) 24).0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live bads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 4, 81 lb uplift at joint 2
and 13 lb uplift at joint 5.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING. Veriy desln paramefera end READ NOTES ON THIS AND INCLUDED NITEN REFERENCE PAGE A%7473 rev. 141M01S BEFORE USE.
Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the appticablity of design parameters and property incorporate this design uno the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing IUAn1 w?I..
is always required for stability and to prevent collapse weir possible personal injury and property damage For gen" guidance regarding the LUirtilee!! Ct14,]
fabrication, storage, delivery, erection and bracing of trusses and Inns systems, see ANSIRPII Ovally Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd
Safety information available from Truss Plate IniditNe. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type City Ply Park Sq Hms/ Sorrento-AorC 2078
T72944463
P2078AC-T KJ2 JACK 1 1
I
MIGFlonda Lumber, Bartow, FL. 6 hsu s Jep hD zu1 / ml I ex Irroustnes. Inc. rn ran a uray s.1 cuho rape 1
ID:LwgEfgAb9YkKfRKdr2TZXP2S7xJ-p87xtadmOxhdObdxSF87VNyhIWM az4K7xgOOPzw9oG
1-5-0 2.4-5
r
1.5-0 2-45
Scab = 1.8 6
2x4 =
i
2.45
2-4-5
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 7 >999 180
BCLL 0.0 Rep Stress Inv NO WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 10lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (Ib/size) 3=44/Mechanical, 2=202/0-5.11, 4=19/Mechanical
Max Horz 2=52(LC 8)
Max Uplift 3=14(LC 8), 2-97(LC 8)
Max Grav 3=44(LC 1). 2=202(LC 1), 4=37(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCD1.=3.0psk h=25ft, B=4511; L=24ff; eave=4lt: Cat.
II; Exp B, Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3 and 97 lb uplift at
joint 2.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 9 lb up at 1-6-12,
and 3 lb down and 9 lb up at 1-6-12 on top chord, and 2 lb up at 14r12, and 2 lb up at 1-6-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, bads 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 (lb)
Vert: 9=4(F=2, B=2)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/rEN REFERENCE FADE 1100-7473 nine. 101=015 BEFORE USE.
Design valid for use only with MTektD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and propertyincorporate this design moo the overall
budding design. Bracing indicated is to prevent buWrng of individual truss web and/or Nord members only Additional temporary and permanent braang 11tawT"
rs always required for stability and to prevent t,,pse wdh possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, 03849 and BCSI Building Component 6904 Perks East Blvd.
Solely Information available from Truss plate Inslbute. 218 N. Lee Street. Suss 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944464
P2078AC-T KJ3 JACK 2 1 Job Reference (optionall
Mid -Florida Lumber, Banow, FL. 8130 s Sep 15 2017 MiTek Industries. Inc. Fn Jan 12 07 49.33 2018 Page 1
ID: L"EfgAb9YkKfRKdr2TZXPzS7xJ-p8?xtadmOxhdObdxSFB?VNyhzW K2az4K7xgOOPzw9oG
1 5 0 4.2.15 I
1S-0 4.2.15
1.50 II
4-2-15
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/deft Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ven(LL) 0.01 4 5 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.16 Ven(CT) 0.02 4-5 999 180
BCLL 0.0 Rep Stress Ina NO WB 0.00 HOrz(CT) 0.01 3 n/a n/a
BCDL 10.0 Code FSC2017rrPI2014 Matrix -MR
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 20 SP No.2
WEBS 20 SP No.3 BOT CHORD
REACTIONS. (lb/size) 5=226/0-11-5, 3=84/Mechanical, 4=34/Mechanical
Max Horz 5=79(LC 8)
Max Uplift 5=124(LC 8), 3=73(LC 8), 4=7(LC 8)
Max Grav 5=226(LC 1), 3=84(LC 1), 4=70(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
Scale - 1 15.4
PLATES GRIP
MT20 244/190
Weight: 16 lb FT = 20%
Structural wood sheathing direly applied or 4-2-15 oc puffins,
except end verticals.
Rigid ceiling direly applied or 10-0.0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Pan. Encl.. GCpi=0.55; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will rd between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 5, 73 Ib uplift at joint
3 and 7 Ill uplift at joint 4.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb up at 1-6-12, and 100 lb
up at 1.6.12 on top chord, and 12 Ib up at 1-6.12, and 12 lb up at 1-6-12 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, bads 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 Inaease=1.25, Plate Inaease=1.25
Uniform Loads (plf)
Vert 1-2=-60, 2-3=-60, 4-5=20
Concentrated Loads (lb)
Vert: 6=64(F=32, B=32) 7=10(F-5, B=5)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING - Verily design paramesent and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE CAGE WI.7473 rev. 1801R015 BEFORE USE.
Design valid for use only with Mrrek® connectors This design is based only upon parameters sham, and 15 for an individual buildup component, not
a truss system. Before use. the building designer must verify the appbrabildy of design parameters and property incorporate this design into the overall
budding design. Bracing indicated is to prevem buckling of individual truss web and/or Chord members onty. Additional temporary and permanent bracing 11t116T'
is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the WIT
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPll Quality Criteria, OSBa9 and SCSI Building Component 69D4 Parke East Blvd.
Safety Information available from Tens Plate Institute. 216 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36810
Job Truss Truss Type Oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944465
P2078AC-T KJ7 JACK 7 1
o al
Mid -Florida Lumber, Bartow, FL. a.1.1u s zoep t o cut I mi I eK moumnes, inc. rn dart rc vr:+y:a+ cu ro rage i
ID LwgEfgAb9YkKIRKdr2TZXPzS7xJ-HKZJ5weOBFpTdIB70yfE 1 aUpovc2JLgTMbPyrzw9DF
1.5-0 5.2.5 9.10-13
r
1-5-0
I
5.2-5 4-0-8
Scale a 1:21.9
2x4 =
1x4 n 5
5.2-5 _ 9.10.13
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.03 6-7 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.07 6-7 999 180
BCLL 0.0 Rep Stress Ina NO WS 0.36 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=128/Mechanical, 2=511/0-5.11, 5=328/Mechanical
Max Horz 2=142(LC 8)
Max Uplift 4=70(LC 8). 2=148(LC 8), 5= 69(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=775/136
BOT CHORD 2-7=208f708, 6.7=208/708
WEBS 3-7=0/275, 3-6=769/225
30 =
PLATES GRIP
MT20 244/190
Weight. 42 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc puritns.
Rigid ceiling directly applied or 10.0-0 oc bracing.
NOTES-
1) Wind. ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ili uplift at joint 4, 148 lb uplift at joint
2 and 69 Ili uplift at joint S.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at
1-6-12, 3 lb down and 11 lb up at 1-6-12, 3 lb down and 44 lb up at 4-4-12, 3 lb down and 44 lb up at 4-4-12, and 27 lb down and
77 lb up at 7-2-11, and 27 lb down and 77 lb up at 7-2-11 on lop chord, and 2 lb up at 1-6-12, 2 lb up at 1-6.12, 5 lb down at
4-4-12, 5 lb down at 4-4-12, and 20 lb down at 7-2-11, and 20 Ili down at 7-2-11 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, bads applied to the face o1 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 14 =60. 5-8=-20
Concentrated Loads (lb)
Vert: 13=53(F=27, B=27) 14=4(F=2, 8=2) 15=10(F=5, B =5) 16=35(F=17, B=17) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NTTEK REFERENCE PAGE s19-7473 rev. 100=015 BEFORE USE.
Design valid for use only with MRek* connectors. This design is based only upon parameters sham, and is for an Individual building component, not
a truss system Before use, the budding designer must verity the applicability of design parameters and property incorporate this design imo the overall
building design Bracing ind"ed is to prevent budding of individual truss web and/or word members only. Additional temporary and permanent bracing 11UI
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the LL O
fabrication, storage, delivery, eregan and bracing of wises and truss systems. see ANSVrPl/ Quality Crlterls, DS"9 and BCSI Building Component 6904 Parke Easl Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Subs 312. Alexandria, VA 22314 Tamps. FL 36610
Job Truss Truss Type Oty Ply Perk Sq Hms/ Sorrento-AorC 2078
T12944466
P2078AC-T KJ7T SPECIAL 1 I Job Reference (oplionall
mice-riunu= Lull—. oarruw, r L, e.13u s Sep iJ zui 7 mr f eK industries, Ine. Fn Jan 1Z 07:49.35 Z016 Page 1
ID IGEj_2vgrkv4uEJUYC2jFzkFrlg4X7hlFf0yZxKFvmJagATeoltZJgk2oudbF9XUHzw9oE
1-5-0 3-2-2
I 6.4.11 9-10-13
I1.5.0 3-2.2 3.2-9 382
4x4 =
Sx4 n
Scale - 1.21.4
3.2.2 6 -11
I
9-10-13
l3-2-2 3-2-9 3-52
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 FBC2017rrP12014
LUMBER -
TOP CHORD 2x4 SP DSS
BOT CHORD 2x4 SP No.2 Except'
3-9: 2x4 SP No.3, 3-6: 2x4 SP No.1
WEBS 2x4 SP No.3
CSI, DEFL.
TC 0.82 Vert(LL)
BC 0.92 Vert(CT)
WB 0.30 HOrz(CT)
Matnx-MS
REACTIONS. (lb/size) 5=70/Mechanical, 2-500/0-5.11, 6=367/Mechanical
Max Hors 2=142(LC 8)
Max Uplift 5=40(LC 8). 2=/49(LC 8), 6=101(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-1015/253
BOT CHORD 3.8=-312/978, 7-8=313/981
WEBS 4-8=-27/299, 4-7=1057/337
in (loc) Udell Ud
0.23 3-8 >521 240
0.47 3-8 >253 180
0.18 6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 40 Ill FT = 2VIo
BRACING -
TOP CHORD Structural wood sheathing direly applied or 5-10-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108m^ TCDL-4.2psf; BCDL=3.Opsf; h=25ft; B=45111; L=24ft; eave=oft; Cat.
II; Exp B; End., GCpi=0.18, MWFRS (directional): Lumber DOL=1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 149 lb uplift at joint
2 and 101 lb uplift at joint 6.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at
1-6-12, 3 lb down and 11 lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top
chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
7) 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, 3.5--60, 9-10=20, 3-6 -20
Concentrated Loads (lb)
Vert 14=66(F=-33, B=33) 15=4(F=2, B=2) 17=2(F=-1, B=1) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARMING - Veft design Paramefers and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MI.7473 rev. 1"3,7015 BEFORE USE.
Design valid for use only wth Mrreit® canneaon This design is based only upon parameters Shown, and is for an individual budding Component, nor
a truss system Before use, the budding designer must verily the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is 10 prevent budding of individual truss web andfor chord members only Additional temporary and permanent bracing IMNisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery, electonn and bracing of trusses and truss systems, see ANSIITPH Owlhy Criteria, DSB-09 and SCSI Building Component 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInetdute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Py, Park Sq Hms/Sorrento-AorC 2078
T12944467
P2078AC-T M1 MONO HIP 1 11 Job ReferenceI'
Mid -Florida Lumber, Banow, FL. a.h Ju s sep l o zu1 t mi i eK inoustnes, inc. i•n .ian a uv4a:3D zuiv regal
ID-LwgE/gAb9YkKlRKdr2TZXPzS7xJdX7hIFf0yZxKFvmJagATaolzOJyc2s)dbF9XUHzw9oE
I 1 8-0 I
344
1$-0 14-0
3 1.Sx4 II
141.0 344
i
1.8-0
I
14-0
LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in toe) I/deft Ud
TCLL 20.0 Plate Grip DOL 1 25 TC 0.41 Vert(LL) 0.01 6 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Ven(CT) 0.02 4-6 999 180
BCLL 0.0 ' Rep Stress Ina NO WB 0.06 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FSC2017/TPI2014 Matrix -MP
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 1=796/0.3-8, 4=416/Mechanical
Max Horz 1=28(LC 8)
Max Uplift 1=192(LC 8), 4=110(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4--298/85
Stale = 1 8.7
PLATES GRIP
MT20 244/190
Weight: 14 lb FT = 20%
Structural wood sheathing direly applied or 3-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10.0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opsf, h=25fl; 8=45ft; L=24R; eave=4R; Cat.
II; Exp B; End, GCpi--0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live bads.
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will f4 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 192 lb uplift at joint 1 and 110 lb uplift at
joint 4.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb down and 30 lb up at 141-0
on top chord, and 982 Ile down and 258 lb up at 1-0-12, and 2 lb down at 1-8-0 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 (pIf)
Vert: 1-2 =60, 2-3=-60, 1-4=20
Concentrated Loads (lb)
Vert: 6=982(B) 7=2(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verify design parameters and READ NOTES ON TM AND INCLUDED MITEK REFERENCE PAGE M/F7473 rev. 140=015 BEFORE USE.
Design valid for use only with Mrreitt connectors. This design is based Only upon parameters Shawn, and is for an individual budding component, not
a truss system. Before use, the building designer must verify the applitabdny of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual true web and/or chord members only. Additional temporary and permanent bracing MAwT
is always required for suabday and to prevent collapse war possible personal injury and property damage For general guidance regarding the Yal4l
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB 89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information evaikable from Truss Plate Institute. 21e N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36810
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y4offsetsareindicated.
6-4-8 dimensions shown in ft-in-sixteenths
Drawings not to scale)
Failure to Follow Could Cause Property
Damage or Personal Injury
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g.
and fully embed teeth.
TOP CHORDS diagonal or x-bracing, is always required. See SCSI.
0.1 „
c,•2 c2•a 2. Truss bracing must be designed by an engineer. For
4
0 WEBS Sry
wide truss spacing, individual lateral braces themselves
may require bracing, or aftemative Tor I
T O 9 y I p bracing should De considered.
5 O
U ,y =
3
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses. 0. U
p4. Provide copies of this truss design to the building
For 4 x 2 orientation, locate designer, erection supervisor, property owner and
BOTTOM CHORDSplates0- ne' from outside all other interested parties.
edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at joint
required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIfTPI 1.
connector plates. THE LEFT.
7. Design assumes trusses wit/ be suitably protected from
Plate location details available in MiTek 20120
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1.
software or upon request
NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for
ICC-ES Reports: use with fire retardant, preservative treated, or green lumber.
The first dimension is the plate 10. Camber is a non-structural consideration and is the
width measured perpendicular4x4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to
to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection.
the length parallel to slots. 11. Plate type, sae, orientation and location dimensions
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
Indicated by symbol shown and/or
by text in the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
output. Use T or I bracing spacing indicated on design.
if indicated. Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs ref on lumber valuesgy
at
h
sparing, 14. Bottom chords require lateral
unlessorless, if no ceiling is installed,, uunlessotherwise noted. BEARING
established by others. Indicates
location where bearings supports)
occur. Icons vary but 2012 MiTek® All Rights Reserved 15.
Connections not shown are the responsibility of others. 16.
Do not cut or after truss member or plate without pnor approval
of an engineer. reaction
section indicates joint 17.
Install and load vertically unless indicated otherwise. numberwherebearingsoccur. Min
size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental,
health or performance risks. Consult with Industry
Standards: project
engineer before use. ANSUTPl1:
National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate
Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-
89. Design Standard for Bracing. BCSI:
Building Component Safety Information, r
is
not sufficient. 20.
Design Guide
to Good Practice for Handling, assumes
manufacture in accordance with ANSI/
TPI t Quality criteria. Installing &
Bracing of Metal Plate Connected
Wood Trusses. MiTek Engineering Reference Sheet- Mll-7473 rev. 10/03/2015
L
C
65'- 0"
7'- 0"
2d" 9A" 9A" 16 1/2"
FOR HEAD CLEARANCE BELOW.
FLOOR AREA FRAMED BY BLDR.
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED.
ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED.
J L 1 - HUS26 1-PLY HGR
1 C 2 - THA422 FLR HGR
J L 17 - HHUS46 FLR. HGRS
RECORD COPY
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
2x4 Cont Band
Y
Lu TRUSS END DETAIL
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM = 2 x 4
612TOP= 2x4
N / 0
12
a'
12"
TRUSS END DETAIL
Lowc
Sp.NFORD
o OFpARrn'r,
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES FLOOR TRUSSES
TOP CHORD LIVE- 200 ITOP CHORD LIVE: Lien
CHORD OERO
LORD
THIS TRUSS SYSTEM HRS BEEN DESIGNED WITH LMDS GEWMTEO BY 140 MPH
WINDS USING 42 PSF TOP OIOtD DERD LOUD ff 30 PSF BOTTOM DCRD
UEAD LOUT 0 MULES FROM HURRI K OEEALINE. CRT 11. EV B ORSCE 7-141
2078 - A or C IPark Square Homes
TRAY CLG. OPT
P2078AC
Sorrento - A or C
WA 19-12-171 Bmax
L!
25'- 4"
20"
II o I C I
s
v .
1, 27'- 0" I
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED.
0
0
0
0
N
J L 2 - HUS26 1-PLY HGRS.
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
2x4 Cont. Band
TRUSS END DETAIL
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM = 2 x 4
6 /
TOP= 2x4
12
o
TRUSS END DETAIL
gi5 -
43
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES I FLOOR TRUSSES
P CHORD LIUE: 200 ITOP CHORD LIVE: 400
BOTTOM CHORD
0
THIS TRUSS SYSTEM 1NS BEEN DESIGNED WITH LORDS OENERRTEO BY 140 MPH
WINDS USING 42 PSF TOP CHOW DERD LORD NMI 30 PSF BDTTOt CHORD
DERD LORD 0 MILES FROM HURRI K OCERMINE. GAT. 11 EXP 8 OISEE 7.14)
2078 - A or C IPark Square Homes
Sorrento - A or C
ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. P2078AC IL °"" n
WA 8-7-17 Bmax
RECORD COPY
City of Sanford
Building and Fire Prevention
Product Approval Specification Form
Permit # # 1 8- 1 2 3 6
Project Location Address,
w W INc
SANFORD
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuilding.org.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal
1. Exterior Doors
Swinging Therma - Tru Single Door FL8871.5
Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4
Sectional Clopay Building Products 94rr40-W4 FL15279.20
Roll U
Automatic
Other
2. Windows
Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2
Horizontal Slider
Casement
Double Hun
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1
Awning
Pass Through
Projected
Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category / Subcategory Manufacturer Product
Description(including
Florida Approval #
decimal
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FL13223.2
Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1
Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shin les
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives /
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents
Other
June 2014
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal
S. Shutters
Accordion
Bahama
Colonial
Roll u
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Connectors /
Anchors
Truss Plates
Engineered Lumber
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signatu
Applicant's Name r\c\:L _ 'o-f'C co J
Please Print)
June 2014
Florida Building Code Online Page 1 of 3
ProfessionalBusiness & a 0
BCIS Home 'I Log In I User Registration ; Hot Topra I Submit Surcharge Stats B Facts j Pubimations F8C Stall BCIS Site Map Links Search
r
y re r^ Product Approval
USER: Pubhc User
ir+
Product Approval Menu > ProduR Dr ADDlrcabon Search > Application List > Application Detail
FL #
Application Type
Code Version
Application Status
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
FL8871-R8
Revision
2017
Approved
INO
therma-Tru Corporation
128 Industrial Drive
Edgerton, OH 43517
419) 298-1740
rickw@rwbldgconsultants.com
Vivian Wright
rickw@rwbldgconsultants.com
Exterior Doors
Swinging Exterior Door Assemblies
I
Evaluation Report from a Florida Registered. Architect or a Licensed
Florida Professional Engineer
G Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed 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 12/31/2021
Validated By Ryan J. King, P.E.
G Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL8871 R8 COI (b) Certificate of Indeoendence.Ddf
Standard Year
ASTM D1929 1996
ASTM D2843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
Florida Licensed Professional Engineer or Architect
FL8871 R8 Eouiv (b) Eguivalencv of Standards.Ddf
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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
10/17/2017
10/17/2017
10/19/2017
12/12/2017
FL # Model, Number or Name Description
8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single
Door (X) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.1.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.1.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "impact" Opaque Fiberglass Single Door (X) -
Rustic" Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.2.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.2.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.3.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A
Other: See INST 8871.3 for Design Pressure Ratings by
Evaluation Reports
FL8871 R8 AE (b) Eval 8871.3.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of ")" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.4.udf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of ")" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
FL8871 R8 11 (b) Inst 8871.5.odf
Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A
Other: See INST 8871.5 for Design Pressure Ratings by
Evaluation Reports
FL8871 R8 AE (b) Eval 8871.5.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
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Florida Building Code Online Page 3 of 3
8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.6.Ddf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.7.Ddf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.7.Ddf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) -
ClassicCraft" or "ClassicCraft Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.8.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant. Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.8.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.9 i. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with
ClassicCraft" or "ClassicCraft Sidehtes (OXXO) - Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.9.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.9.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
Back Next
Contact us :: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-487.1824
The State of Flonda is an AA/EEO employer. Coovnbht 2007.2013 State of Florida.:: Privacy Statement :: ACCessibil,ty Statement :: Refund Statement
under Florida'iaw, email addresses are public records. If you do not want youre-mall address released ,n restionse•to a.public-records request, do not send
electronic Tali to this entity. Instead, contact the office by phone or by traditional mall. 1f 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 ernalls 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, pease 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:
a@0
Credit Card
Safe
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ii Wak2nHrp... 2/10/2018
THERMAITRU
0
THERMA T'RU DOORS
1 16 INDUSTRIAL DR., EDGERTON, OH 43S17
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTSWING
GENERAL NOTES "
IMPACTr'
I. This product has been evaluated and is in compliance with the 61h Edilion (2017( Floddo Building Code (FBC(
structural requirements including the "High Velocity Hurricane Iona" (HVHZ).
2. Product anchors shot be as fisted and spaced as shown on details. Anchor embedment to base material shall be
beyond wall dressing or stucco.
3. When used in the "HVHP Ihis product complies wflh Section 1626 of the Flodda Building Code and does not requite
an impact resbtonlcovering.
4. When used in areas outside of the imir requiring wind bome debris protection, this product complies with FBC
Sections 1609.1.2 3 R301.2.1.2 and does not require an impact resistant covering. This product meets missile level T
and includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 1609.1.2.21E R301.2.1.2.I.
5. For 2x stud framing construction, anchoring of these units shalt be the some as that shown for 2x buck masonry
construction.
6. Site conditions that deviate from the details of this drawing requite further engineering analysis by a licensed
engineer or registered architect.
7. Oufswing configurations using coastal SIR item 94 under active doors meet water Infllrotlon requirements for WHr.
8. Inswing configurations and outswing configuroligns using sill item #S under the door do not meet the water
infiltration requirements for the `HVHr and shall be installed only in non -habitable areas or at habitable locations
protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less
than 45 degrees.
TABLE OF CONIENTS
VESCRIPRON
Typicol elevations, design pressures 6 enrol notes
Door panel detais (Smooth star( R Door panel detals (Fiber classic(
Hodzontol cross sections
Vertical cross sections
Buck and frame - 2X buck masonry construction
7 1 Frame anchoring - I X buck masonry construction
8 1 Bil of Matedoh 6 C nents
37.75 MAX.
FRAME WIDTH
36A(T MAX.
PANEL WIDTH
3 M
M
34
O
O
13
ruti OVERALL DESIdNPJTESSURE:(PSF),
DOOR'TYP.E y.SWING
P.OSITIVE; NEGA71VyE" a ? z;+V % DIMfISION
INSWING 37.75" x 96.00" 80.0 80.0
SMOOTH
OUTSWING 37.75" x 96.50" 80.0 80.0STAR
INSWING 37.75" x 98.00" 80.0 80.0
FIBER
OUTSWING 37.75" x 96.50" 80.0 80.0CLASSIC
See Sheet 8 for design presslxe "lotions.
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8871.5 nor_,
L DETAIL A -A J
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DETAIL A•A
Panel reinforcement
INTERIOR
rl—"\ HORIZONTAL CROSS SECTION
4(
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TYP.
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OF
PANEL 1;: EXTERIOR INTERIOR 0 T
41 . . . .....
47
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45 28.
86% OPEN 2
VERTICAL CROSS SECTION AREAMAX. r NOTE:
WOOD DOOR COMPONENTS: PINE ($G >= 0.421 LL
N.T.S. gv
ows i ve.
LFS 3 NM
Ho.: : FL-
8871.5 cc u2oFF
a"
64
66 67
61
EXTERIOR 67
61 63 \_-,
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INTERIOR 66
66
62 E °i 9 m ;
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1 HORIZONTAL CROSS SECTION 4
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TYP. 4
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edge distance to mortar joints.
2. Concrete anchor locations noted as MAX. ON CENTER' must be adrysted to
maintain the min. edge distance to morforjoints, additional concrete anchors
may be required to ensure the MAX. ON CENTER' dimension are not exceeded.
3. Concrete anchor table:
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BILL OF MATERIALS
ITEM DESCRIPTION MATERIAL
A I X BUCK SG >= 0.55 WOOD
B 2X BUCK SG - 0.55 WOOD
C MAX. 1/4" SHIM SPACE WOOD
D 1 /4" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90
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J 1/4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL
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I INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD
2 INSWING THRESHOLD (IS300HP5( ALUM./COMP.
3 INSWING SELF ADJUST THERMAL BREAK THRE$HOLO ISP30M( ALUM./COMP.
4 OUTSWING COASTAL THRESHOLD ALUM./WOOD
5 OUTSWING STANDARD THRESHOLD ALUM./WOOD
6 INSWING THRESHOLD ALUM./COMP.
7 DOOR BOTTOM SWEEP VINYL
8 JAMB PINE SG >= 0.42 WOOD
9 JAMB OAK SG >= 0.42 WOOD
10 WEATHERSTRIP FOAM
II HINGE STEEL
12 i110 X 3/4" PFH SCREW STEEL
13 119 X 3" PFH WOOD SCREW STEEL
14 LATCH STRIKE PLATE STEEL
15 SECURITY STRIKE PLATE STEEL
16 T8 X 2-1 /2" PFH SCREW STEEL
17 N8 X 3/4" PFH SCREW STEEL
16 KWIKSET SERIES PASSAGE LOCK STEEL
19 KWIKSET SERIES OEAOBOLT 660 STEEL
40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
41 DOOR SKIN 0.07T THK. SMOOTH STAR = 6.000 PSI MIN. FIBERGLASS
42 TOP RAIL SMOOTH STAR COMP.
43 LOCK STILE SMOOTH STAR WOODAVL
44 HINGE STILE SMOOTH STAR WOOD
45 BOTTOM RAIL SMOOTH STAR COMP.
46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL
47 FOAM CORE POLYURETHANE
60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
61 DOOR SKIN 0.13T THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS
62 TOP RAIL FIBER CLASSIC COMP.
63 LOCK STILE FIBER CLASSIC WOODAVL
HINGE STILE FIBER CLASSIC WOOD
BOTTOM RAIL FIBER CLASSIC COMP. M65 PANELREINFORCEMENT0.023"THK. FIBER CLASSIC STEEL
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Florida Building Code Online Page 1 of 6
W111
BCIS Home Log In User Registration Hot TopKs Submit Surcharge Stilts 6 Facts Publications FBC Stall j BCIS Site Map { Links Search
1Cb
Product Approval
1, aPs USER: Public Usero
Product Approval Menu > Product or Aoolicatlon Search > Application Us t > Application Detail
fe f FL # FL15279-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
reapply 11/28/17
D
Clopay Building Products Company
8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterf'ield@clopay.com
Scott Hamilton
shamilton@clopay.com
Category Exterior Doors
Subcategory Sectional Exterior Door Assemblies
Compliance Method Certification Mark or Listing
Certification Agency Intertek Testing Services NA, Inc.
Validated By Gary Pfuehler
G Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) standard Year
ANSI/DASMA 108 2005
ANSI/DASMA 115 2005
ASTM E1886 2002
ASTM E1996 2002
ASTM E330 2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FI t S279 R5 Eauiv 20170809 - FBC - DASMA 108 eauiv odf
FL15279 R5 Eouiv 20170809 - FBC - DASMA 115 eauiv.Ddf
Product Approval Method Method 1 Option A
Date Submitted 08/10/2017
Date Validated 11/29/2017
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv;yVVKJZ IQ... 2/1 /2018
Florida Building Code Online Page 2 of 6
Date Pending FBC Approval
Date Approved 12/05/2017
Summary of Products
Go to Page O 40 0 O Page l/8i0 0
FL # Model, Number or Name Description
15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min:;
2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODE® W3 Garage Door
SFL38, SRP38, 134, 135, 136,
6130, 6131, 6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.pdf
Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 11 101655-Revl2.odf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the Impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.2 002 W3-09 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door
6132, SFC38, MFC38
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 RS C CAC W3 Listing Intertek.pdf
Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 RS 11 103952-RevOl.odf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door
8131, 8133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 RS C CAC W3 Listino Intertek.pdf
Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the Impact resistant requirement for FL15279 R5 II 104175-Rev0l.pdf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODE® W3 Garage Door
SFL38, SRP38, 134, 13S, 136,
6130, 6131, 6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listino Intertek.pdF
Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 101820-Revl3.odf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.5
https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 2/1/2018
Florida Building Code Online Page 3 of 6
005 W3-16 DSIE-1A471: GD1SP,
GR1SP, GD1LP, GRILP, AR1SP,
AR1LP, ED1SP, ED1LP, 4132, 2132,
6132, SFC38, MFC38
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.6 006 W3-16 DSIU-1A171:9130,
9131, 9133, HDP13, HDPF13,
HDPL13, 7130, 7131, 7133, 8130,
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
15279.7 007 W3-16 PAN-2F153: 73, 1500,
75, 190, 84A, 94, 42, 48, 5S, 425,
48B, 55S, 4RST, 6RST, 4RSF, 6RSF
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
15279.8 008 W4-09 DSIE-1F171: 4300,
4301, 4310, 4400, 4401, HDG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, SF200, SE200, 6200,
6202,6203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage
Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of mspection.pdf
FL15279 RS C CAC W3 Listmo Intertek.Ddf
Quality Assurance Contract Expiration Date
O5/21/2028
Installation Instructions
FLI5279 RS II 104028-Rev0l.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 Garage Door
Certification Agency Certificate
FLI5279 RS C CAC Letter with proof of contract and proof
of insoection.pdF
FL15279 RS C CAC W3 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLI5279 R5 11 104168-RevOl.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 Garage Door
Certification Agency Certificate
FLI5279 RS C CAC Letter with proof of contract and proof
of mspection.pdf
FLIS279 R5 C CAC W3 Listino Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLI5279 R5 II 101308-Revl2.pdF
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
OS/21/2028
Installation Instructions
FL15279 RS II 101652-B-Revil.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.9 009 W4-09 DSIE-11`471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Smgle-
AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door
HDGC, 6202, SFC68, MF168
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 RS C CAC Letter with proof of contract and proof
Approved for use outside HVHZ: Yes of mspection.pdf
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.pdf
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
FL15279 R5 II 103969-B-RevO2.pdf
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 Q... 2/1/2018
Florida Building Code Online Page 4 of 6
DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc.
windborne debris regions. Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODEO W4 Garage Door
8201,8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.11 I 011 W4-09 DSIUO-1K479: Canyon
Ridge/Brookstone
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
15279.12 012 W4-09 PAN-21`151: 73, 1500,
75, 190, 84A, 94, 76, 42, 48, 5S,
425, 48B, 55S, 4RST, 6RST, 4RSF,
6RSF, 2RST, GD5S, GDSSV, GRSS,
GRSSV, ARSS, AR5SV, EDSS,
EDSSV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.13 013 W4-09 PAN-2F441: G4S,GS4,
G4L, GL4, G04S, GD4L, GR4S,
GR4L, G45V, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR4L, SS4V., SL4V, ARASV, AR4LV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
ofinspection.pdf
FLIS279 RS C CAC W4 Listina Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104183-RevOl.odf
Verified By: Intertek Testing'5ervices NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double Skin Insulated PUR (exterior skin 27 ga. min.;
Interior skin 27ga. min.) with Overlay Single -Car (up to 9'0"
wide) WINDCODEO W4 Garage Door
Certification Agency Certificate
FL15279 RS C CAC Letter with proof of contract and proof
ofinspection.odf
FL15279 RS C CAC W4 Listina Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 RS II 104456-Rev0l.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FLIS279 RS C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 300159-B-Rev16.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single -
Car (up to 9'0" wide) WINDCODEO W4 Garage Door
Certification Agency Certificate
FLIS279 RS C CAC Letter with proof of contract and proof
of inspection.Ddf
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 103486-B-RevO8.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.14 014 W4-09 SPO-217449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to
Harbor, Stone Manor 9'0"wide) WINDCODEO W4 Garage Door
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/1 /2018
Florida Building Code Online Page 5 of 6
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-32 PSF
Other. The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.15 015 W4-16 DSIE-1F171: 4300,
4301, 4310, 4400, 4401, HDG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, SF200, SE200, 6200,
6201, 6203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.16 016 W4-16 DSIE-11`471: GD2SP,
GR2SP, GD2LP, GR2LP, AR2SP,
AMP, ED2SP, ED2LP, 4302,
HDGC, 6202, SFC68, MFC68
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.17 017 W4-16 DSlEO-1F479:
Coachman/Settlers/Affinity
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-25 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
15279.18 018 W4-16 DSIU-1F171: 9200,
9201, 9203, HDP20, HDPF20,
HDPL20, 7200, 7201, 7203, 8200,
8201, 8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes; -
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the budding code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of mspection.pdf
FLIS279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
OS/21/2028
Installation Instructions
FL15279 R5 II 103549-RevO6.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
ofinspection.pdf
FLIS279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 101481-B-Revl3.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -
Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection odf
FLIS279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 11 104029-B-Rev03.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double Skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27ga. min.) with Overlay Double -Car (up to
16'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of insoection.pdf
FLIS279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 103046-RevO7.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279S279 R5 C CAC Letter with proof of contract and proof
ofinspection.pdf
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 104169-Rev0l.pdt
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?parwn=wGEVXQwtDgv3yVVKJZ1 Q... 2/1/2018
Florida Building Code Online Page 6 of 6
1S279.19 019 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to
16'0" wide) WINDCODE(D W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.20 020 W4-16 PAN-21`153: 73, 1500,
7S, 190, 84A, 94, 42, 48, 55,
4RST, 6RST, 4RSF, 6RSF, GD5S,
GD5SV, GRSS, GRSSV, ARSS,
ARSSV, EDSS, EDSSV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +24 PSF/-24.S PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Go to Page O a
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of Contract and proof
of insoection.odf
FL15279 R5 C CAC W4 Listino Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 104457-Rev02.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 2S ga.) Double -Car (9'2" to 16'0" wide)
WINDCODEWW4 Garage Door
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of insoection.Ddf
FL15279 R5 C CAC W4 Listino Intertek,odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279- R5 II 101711-B-RevlS.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Back .—
a a Page l/8a 0
Contact Us :. 2601 Btair Stone Road. Tallahassee FL 32399 Phone: 8SO-497.182a
The State of Florida is an AA/EEO employer. Cooynoht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Flonda low, email addresses are public records. If you do not want your e-mail address released in response to a oubli -records request. do not send
elects nk mad to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395 -pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one The !malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please dick here .
Product Approval Accepts:
tOM w' derr
Credl Czrdr
Safe
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Florida Building Code Online Page 1 of 4
BCIS Home Log In User Registration i Hot Topics I Submit Surcharge I seats & Fads ; publications FBC Staff j BCIS Site Map Links Search j
or f ; Product Approval
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Product Approval Menu > produR or Applkapon Search > Application Lis[ > Application Detail
IM FL # FL17499-R3
Application Type Revision
Code Version 2017
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
u
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Category Windows
Subcategory Single Hung
Compliance Method Certification Mark or Usting
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
Validation Checklist - Hardcopy Received
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
Standard
AAMA 506
AAMA/WDMA/CSA 101/I.S.2/A440
AAMA/WDMA/CSA 101/I.S.2/A440
Method 1 Option A
01/15/2018
01/15/2018
01/21/2018
Year
2011
2008
2011
https://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvjQiz6B... 2/1 /2018
Florida Building Code Online Page 2 of 4
Summary of Products
FL # Model, Number or Name Description
17499.1 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact
4).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact (5)
Done.DdfDesignPressure: +55/-55
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be
bedded in Pecora 896 sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact
3).Ddf
FL17499 R3 C CAC MI windows - 185 SH (Flange) Impact
4).Ddf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-025458.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513321B-3,pdf
Created by Independent Third Party: Yes
17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)E1726.0i-109-47-R0 185
SH(FLG waiver).pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11).Ddf
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).pdfDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60
10). Ddf
Quality Assurance Contract Expiration Date
10/08/2018
Installation Instructions
FL17499 R3 II 08-02549B.Ddf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513327B-4.Ddf
Created by Independent Third Party: Yes
17499.3 1185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)E1729.01-109-47-RO 185
SH (FLG waiver).pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).odf
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).DdfDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60*
11).Ddf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-02550B.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513328E-S.Ddf
Created by Independent Third Party: Yes
17499.4 185 SH 36x71 Fin, Finless, Flange Frame IG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH
042522).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-67 04/25/2022
Other: R-PG60* Installation Instructions
FL17499 R3 II 08-03163 Ddf
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 514082.pdf
Created by Independent Third Party: Yes
17499.5 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact
2).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact
https://www. floridabuilding. org/prlpr_app_dtl. aspx?param=wGEVXQvADgtCUGgvj Qiz6B... 2/ 1 /2018
Florida Building Code Online Page 3 of 4
Design Pressure: +55/-55 3).odf
Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact
2).pdfbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact
5).Ddf
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R3 11 08-02544B-1.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513320B-l.odf
Created by Independent Third Party: Yes
17499.6 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ:'No FL17499 R3 C CAC APC(13362)E1725.01-309-47-R0 185
SH(FLG waiver)5-BIG 1-8A 52 1-8X84 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).DdfImpactResistant: No
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).DdfDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) (9).odfOther. R-PG60
Quality Assurance Contract Expiration Date
10/09/2018
Installation Instructions
FL17499 R3 11 08-02546B-2.odf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513322B-2.pdf
Created by Independent Third Party: Yes
17499.7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin)
Approved for use outside HVHZ: Yes 31.odf
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Finl
Design Pressure: +50/-50 4).Ddf
Other: R-PG50* FL17499 R3 C CAC MI Windows - 185 SH Triole (Flange)
3).odf
FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange)
4).odf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 II 08-02548B.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513324B-6.Ddf
Created by Independent Third Party: Yes
17499.8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
Approved for use outside HVHZ: Yes 31.Ddf
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
Design Pressure: +45/-45 4),odf
Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
3).odf
FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
41.Ddf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 II 08-02547B-7.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513323B-7.pdf
Created by Independent Third Party: Yes
Beck Nezt
Contact Us :: 2601 Blalr Stone Road, Tallahassee FL 323" Phone. 150-487-182a
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https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/1 /2018
Florida Building Code Online Page 4 of 4
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mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S '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 commumtadon 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
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ME 1 w'Mrl PIN Cmdu
Card' -- Safe.
https://
www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQvADgtCUGgvjQiz6B... 2/1 /2018
NOTES.
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REOUIREMENTS OF THE FLORIDA BUILDING CODE
2 WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6 WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
8 FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIREO AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WINO LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS
11 FRAME MATERIAL: EXTRUDED RIGID PVC.
12 UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS.
13 APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REVISIONS -
I REV I OEscwpnON I DATE I APPROVED
A I REVISEO ANCHOR SPACING & CHARTS 107/11/16 I R L I19REVISEOGLASS10/02/17 R.L.
15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS
17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM.
0. METAL STRUCTURE: STEEL 18GA (.048') FY=33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU-30KSI .048" THICK MINIMUM
I TABLE OF CONTENTS
SHEET NO.I DESCRIPTION
1 I NOTES
2 — 3 1 ELEVATIONS
4 — 10 1 INSTALLATION DETAILS
11 1COMPONENTS
SIGNED: 1211412017
MI WINDOWS D lLC la IIL,0WESTMNEDOORE,T650 J\S ,//
GRATZ. PA 17030-0370 GENSq .(p
1 0,.6125 SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT Qa{(lv7i if1T`
NOTES TATE OF 1
oFS F ORI Q:•
GN` lr owc No REV
N.C. 08 5 2549 B NX
j,,ONA j1S \\\
Luis R. Lomas P.E.
FL No.: 62514
wrE70- NTS 12/29/14 1 OF 11
L. ROBERTO LOADS P E.
U32 NVOOFORO RO LEMSVR.LE. NC 27023
434•00-0609 '8omSd*b.Rgw can
A
FF
HE
52' MAX FRAME WIDTH
2" MAX — 16" MAX O.C. —I 2" MAX
I6"
0 C.
0MAX /
2 T_
AX
4ME
GHT
4
52" MAX FRAME WIDTH --
2" MAX 16' MAX O.C. 2' MAX
27 f
16
MAX 0
O.C.
72' r—
MAX
FRAME
HEIGHT /
X
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FLANGE d FINLESS INSTALLATION FLANGE 6 FINLESS INSTALLATOV
SEE CHART #1 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART /1 FOR SMALLER UNITS REOUIREO ANCHORS
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
NOTES.
I MAXIMUM SASH SIZE: 51" X 36".
2 MAXIMUM SASH OLD. 47 5/8" X 32 1/2".
3. MAXIMUM FIXED O.L.O.: 49 3/8" X 32 1/2",
F.1(2) METAL SWEEP LOCK AT 8' FROM EACH END INTERIOR MEETING RAIL )
AND TACKLE BALANCE AT
aEVlslous -,
OESCRwaON LATE AppROVEO
REVISED ANCHOR SPACING k CHARTS 07/11/16 RL.
REVISED GLASS 1 10/02/17 11R.L
CHART k 1
Number of anchor locations required
Frame Frame Width In
Haight 18.00 24.00 30.00 36.00 42.00 1 48.00 52.00
In) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb
24.00 2 3 3 3 3 3 0 3 4 3 4 3 4 3
30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
40900 2 4 3 4 3 4 3 4 4 4 4 4 4 4
54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5
60.00 2 5 3 5 3 1 5 3 5 4 5 4 5 4 5
66.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5
72.00 1 2 6 3 6 3 1 6 1 3 1 6 1 4 1 6 1 4 6 4 6
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE do FINLESS ELEVATIONS
pGW11. owc 110
rE*
08-02549
TS pAC 12/29/14 — 2 OF 11
4 ROBERTO LOMAS P E
1432 KAOODFORD RD LEWISVILLE. NC27023
434•6ee-0609 db.&s.®alamasos o
SIGNED: 1211412017
0\1111iIIII, /
i,/
i
HIV NS';lip
p TAT 5EOFi :
REv
o
F ",ORtOP •
8
i iSS ONA11
G\
Luis R. Lomas P.E.
FL No.: 62514
REVISIONS
52" MAX FRAME WIDTH 52" MAX FRAME WIDTH REV DESCRIPTION WE APPRMO
A REVISED ANCHOR SPACING k CHARTS 07/11/16 RL.
2" MAX 10" MAX O.C. 2" MAX 2" MAX — 10 MAX O.C. 2 MAX
8 REVISED GLASS 10/02/ 17 R.L.
2
10" 10"
MAX 0 C.
0
MAX O.C,
O CHART IY2
Number of anchor IocaDons required
72"
MAX
FRAME
HEIGHT
72'
MAX
FRAME
HEIGHT
Frame
Height
in)
24.00
Frame Width in
18.00 24.00 30.00 36.00 42.00 48.00 52.00
H 6 S Jamb H 6 S Jamb H d S Jamb H 6 S Jamb H 6 S Jamb H 6 S Jamb H 6 S Jamb
3 3 3 3 4 3 5 3 5 3 6 3 6 3
l+
U
36.00
36.00
3 4 3 4 4 4 4 5 4 6 4 6 4
3 5 3 5 4 5 5 5 5 5 6 5 6 5
42.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5
X
48.00
54.00
3 6 3 6 4 6 5 6 5 6 6 6 6 6
3 6 3 6 4 6 0, 6 5 6 6 6 6 6
60.00 3 7 3 1 7 1 4 7 7 5 7 6 7 6 7
66.00
72.00
3 8 3 8 4 8 5 8 5 8 6 8 6 8
3 8 3 1 8 1 4 1 8 5 8 1 5 1 8 6 8 6 8
165 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FIN INSTALLATION FIN INSTALLATION
SEE CHART 12 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 12 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACT RATING
t60.0PSF NONE
SIGNED: 1211412017
MI DOOR E,T
LLC la 1IL O650DOWWESTMARKET
GRATZ. PA 17030-0370
0
41
CEIVs 94p41i1. MAXIMUM SASH SIZE- 51" X 36".
SERIES 185 ALUMINUM SINGLE HUNG WINDOW2MAXIMUMSASHD.L.O.: 47 5/8" X 32 1/2". 0,b 5 *_
3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2". 52" X 72" NON -IMPACT iy •
FIN ELEVATIONS STATE OF + ry
f'l0R10p,G DRAW D'aG NO. aEv
08-02T549 8 l 014Aj1 saua areNTS 12/29/14 3 OF 11
HARDWARE SCHEDULE
2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL LUIS R. Lomas P.E.
FL No.: 62514
L. Rp8ERD LEWISVXLP.E.
uu HvooFONoaDLEWIsvILLE, NCz7o23
2) BLOCK AND TACKLE BALANCE AT JAMBS 134488. W 100nUS&Iamspece.
REASONS
1/2" MIN R ocscRwnoN
EDGE DISTANCE
A REVISED ANOHOR SPACING & CHARTS
WOOD FRAMING
OR 2X BUCK B REVISED CLASS
BY OTHERS
I 1/4" MIN.
BEOMENT
BACKER ROO
APPROVED 1/4 MAX'
SEALANT SHIM SPACE
1 MIN. 1/4" MAX.
II III 10 WOOD SCREW EMBEDMENTBED SHIM SPACE
INTERIOR MIN
EDGE INTERIOR
DISTANCE
10 WOOD
SCREW
WOOD FRAMING
EXTERIOR
2X BUCKOR
BY OTHERS BACKER ROD
APPROVED EXTERIOR
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1 /4" MAX.
SHIM SPACE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES•
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS
DRAW oa'C NO.
N.G. 1 08-02549
Sa1LE NTS o" E 12/29/ 14 s'w 4 OF 11
L ROBERTO LOWS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
454-6ssO609 ANnAWrbR awv m.
are APPRM0
07/11/16 R.L.
10/02/17 R.L.
SIGNED: 1211412017
1R IILIog'q,'/
v•GEIVSF.s
0,
t
5•.*r
oTATE OF
acv
0
E`•'°(01110*
B
i 7SS ONA j1
G\
Luis R. Lomas P.E.
FL No.: 62514
4
MCI
STRUCTU
BY OTHE
APPROVED
SEALANT
1/2" MIN
EDGE DISTANCE
1/4' MAX.
SHIM SPACE
11 Is' #10 SMS OR
SELF DRILLING
SCREW
INTERIOR
91
EXTERIOR
REVISIONS ,
REV DESCRIPTION I OAIE I OPROVEO
A REVISED ANCHOR SPACING do CHARTS 1 07/11/16 1 R.L.
8 REVISED CLASS 1 10/02/17 IRL
1/4" MAX
SHIM SPACE
g10 SMS oa INTERIORSELFDRILLING
SCREWS
MIN.
EDGE
DISTANCE
EXTERIOR
METAL
STRUCTURE BACKER ROD
BY OTHERS do APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
BACKER ROD SEALANT
do APPROVED
SEALANT 1/4" MAX.
SHIM SPACE
METAL
STRUCTURE MI WINDOWS AND DOORS, LLCBYOTHERS
650 WEST MARKET STREET
GRATZ. PA 17030-0370
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS
NOTES" ORAWW. NO. DWG
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. N.G. 08-02549
NOT SHOWN FOR CLARITY.
2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE sTiuE NTS I W1E 12/29/14 1S14EET5 OF 11
DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOAIAS P.E.
1432 WOODFORD RD LEWISVRAE, NC 2T029
424-M-M9 dbMj5®t10.8S r=v1
SIGNED: 1211412017
OEIVs•J1
I TAT SEOF
S/ONA j1 1\\
Luis R. Lomas P.E.
FL No.: 62514
RENSIONS
2 1/2" MIN. REV OESCRWMH 0A7E APPRMO
EDGE DISTANCE4 A REVISED ANCHOR SPACING h CHARTS 07/11/16 R.L.
CONCRETE/MASONRY
BY OTHERS :•
B REVISED GLASS 10/02/17 R.L.
1 1/4"'MIN.
OPTIONAL 1X BUCK EMBEDMENT 1 I/4" MIN.
SEE NOTES 3 — 7
SHEET I r EMBEDMENT
I CONCRETE/MASONRY
MAX'
BY OTHERS
SHHIMIM SPACE
1/4" MAX.
BACKER ROD SHIM SPACE
v
APPROVED
SEALANT
3/ 16" TAPCON
3/16" TAPCON
INTERIOR
INTERIOR
2 1/2"
MIN.
EDGE v "
DISTANCE "
EXTERIOR
BACKER R00
APPROVED
OPTIONAL IX BUCK SEALANT
EXTERIOR SEE NOTES 3 — 7
SHEET I
JAMB INSTALLATION DETAIL
CONCRETE/MASONRY INSTALLATION
SILL TO BE SET
IN A BED OF
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
BACKER ROD APPROVED NOT SHOWN FOR CLARITY.
APPROVED STRUCTURAL 2. PERIMETER AND JOINT SEALANT BY OTHERS TO SE
SEALANT SEALANT DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 12/14/2017
OPTIONAL IX BUCK 1/4" MAX. .. MI WINDOWS AND DOORS, LLC 0\%liII1II77jSEENOTESHEET1
SHIM SPACE 650 WEST MARKET STREET J\S L 01f////
GRATZ. PA 17030-0370
CONCRETE/MASONRY SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0y6 5 r
BY OTHERS 52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS SATE OF + e
O1 1,
e ea .. N.G.
ORAWW
08-02549
0•
O.
11R11IA4eNEsuuENTS76OF111VERTICAL
CROSS SECTION L. ROSERTO LOMAS P.E. Luis R. Lomas P.E. CONCRETEIMASONRYINSTALLATIONIIJ2W000FORORDLEWISVILLE.NC27023 FL
No.: 62514 434.0806" G mas@&'d-wspewm
1/2" MIN
EDGE DISTANCE
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
1/4" MAX
do APPROVED
SHIM SPACESEALANT
BACKER ROD
do APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
010 WOOD SCREW
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4- MAX.
SHIM SPACE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES'
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1 1/4" MIN.
EMBEDMENT
MIN
EDGE
DISTANCE
J10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
NENSgNS ..
aEV OESOUPHON OATS I APPRWEO
A REVISED ANCHOR SPACING & CHARTS 07/11/16 RL.
8 REVISEO GLASS 1 10/02/17 R.L.
1/4" MAX.
SHIM SPACE
INTERIOR
EXTERIOR
BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS
artAwN: owc No
N.G. 08-02549
STxE NTS GATE 12/29/ 14 1 SHEET 7 OF 11
L ROBERTO COMAS RE
1432 WOOOFORO RO LEWMSVILLE, AC 27023
SIGNED: 1211412017
ENIo,ff
13TAX 0Fg'044jJ Luis
R. Lomas P.E. FL
No.: 62514
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1 X BUCK
SEE NOTES 3 - 7
SHEET 1
BACKER ROD
APPROVED
SEALANT
2 1/2- MIN
EDGE DISTANCE
1 /4' MAX.
SHIM SPACE
3/16- TAPCON
1 1 /4' MIN.
EMBEDMENT
1 1/4- MIN,
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
3/16- TAPCON
2 1/2'
MIN.
EDGE
DISTANCE
I
REVISIONS
REV OESCRIPIION DATE APPROVED
A REVISEO ANCHOR SPACING do CHARTS 07/11/16 R.L
B REVISEO GLASS 10/02/17 R.L.
OPTIONAL IX BUCK
SEE NOTES 3 - 7
SHEET 1
1 /4- MAX.
SHIM SPACE
INTERIOR
I EXTERIOR
1
BACKER R00
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEA MSONRY INSTALLATION
SILL TO BE SET
BACKER R00
IN A BED OF
APPROVED
NOTES:
APPROVED STRUCTURAL
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
SEALANT SEALANT
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
OPTIONAL 1X BUCK 1/4- MAX
DESIGNED IN ACCORDANCE WITH ASTM E2112
SEE NOTE 3 - 7 F SHIM SPACE SIGNED: 1211412017
SHEET 1
MI WIN65oDOWS D DOORS, LLC I1L O
CONCRETE/MASONRY
4,
EDOORWESTMA
GRATZ. PA 17030-0370
S ft. 41
v ••GENS' 9JiF BY OTHERS e F
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0S R= 52"
X 72" NON-IMPACT 7/`
ate d '
FINLESS INSTALLATION DETAILS STATE OF W: gyp••
P
oaAwNowcNo. 08
aEv:
cZORIO B7j01VA
VERTICALCROSSSECTION502E549uNwLGEwreNTS12/29/14 9 OF 11 j1` CONCRETE/
MASONRY INSTALLATION L.
ROBERFOLOMASPE. IMWOODFOROROLEMSVILLE,
NC27O2J LUIS R. Lomas P.E. 424-
W{W 9 dbMa$@&b asM Qya FL No.: 62514
APPROVED
SEALANT
BEHIND FIN
7/16" MIN
EDGE DISTANCE
1 1 /4" MIN.
EMBEDMENT
8 WOOD SCREW
WOOD
FRAMING
BY OTHERS
1/4" MAX.
SHIM SPACE
REVISIONS
REV OESCRIV110N WE APl.KO
A REVISED ANCHOR SPACING do CHARTS 07/11/16 R L
0 REVISED GLASS 10/02/17 R L.
WOOD FRAMING
1/4" MAX
11 ll BY OTHERS I SHIM SPACE
INTERIOR #
8 WOOD SCREW
INTERIOR
MIN.
EMBEDMENT
APPROVED
SEALANT
EXTERIOR BEHIND FIN
7/ 16" MIN EXTERIOR
II I11 EDGE DISTANCE
7/16" MIN
EDGE DISTANCE
APPROVED
SEALANT
BEHIND FIN
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INS TALLATON
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1 /4" MAX
I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
SHIM SPACE
NOT SHOWN FOR CLARITY.
2.PERIMETER AND JOINT SEALANT BY OTHERS TOBE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
W000 GRATZ. PA 17030-0370
FRAMING
BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FIN INSTALLATION DETAILS
LIRAWN: ND.
N.G. 08-02549T
saw NTS I WE 12/29/14 1 SHEET 10 OF 1 I
L. ROOERTO LOMAS RE
14M NVOOFORD RD LEWISVILLE, NC 27023
434.6"-w9 dbmu@ bmupswm
SIGNED: 1211412017
E14SF•J1
0 5 #-
TAT E OF ; ,ojz:
At 1\\
Luis R. Lomas P.E.
FL No.: 62514
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
1/2" MIN
I
EDGE DISTANCE
1/4' MAX.
SHIM SPACE
R , CIS OR
SELF DRILLING
SCREW
R
REVISIONS '
OESCWUON DATE APPROVEO
REVISEO ANCHOR SPACING & CHARTS 07/11/16 R.L.
REVISED GLASS 10/02/17 RL
1/4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
INTERIOR
SCREWS
1/2'
MIN.
EDGE
DISTANCE
1
EXTERIOR
METAL BACKER ROD
STRUCTURE APPROVED
BY OTHERS SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
Lm SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
BACKER ROD SEALANT
APPROVED
SEALANT
1/4" MAX.
F SHIM SPACE SIGNED: 1211412017
METAL MI WINDOWS AND DOORS, LLC u1111ia/,
STRUCTURE
BY OTHERS 650 WEST MARKET C, W. L 0 W1i
GRATZ. PA 17030-0370T v\\0Efis (,p
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0,
6RrF-7w
VERTICAL CROSS SECTION 52" X 72" NON —IMPACT OMETALSTRUCTUREliVSTALLATIONFINLESSINSTALLATIONDETAILSja .41T AT
NOTES' oR wx: owG NO. REv jO•;°IpRIOP'
1. INTERIOR AND
NOT
N.G. 08-02549 B Aj1E G\\\ SHOWNFORXTERIORFINISHES,BYOTHERS,
2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE SCALE NTS DAh 12/29/14 s"ELt8 OF 11 lI
DESIGNED IN ACCORDANCE WITH ASTM E2112 L.RoerRDLEOM Luis R. Lomas P.E.
IIJ?WVOOFORO Ra LEN75VILLEV1LLE,NC2707J FL No.: 62514Ur-6t1-0609 NPrnas@Iilvmasp*oom
2 3/16"
13/
II
6. "Tj
FLANGE FRAME HEAD
CM_ 18501
ALUMINUM6063•T5 050'THICK
2 5/16" —
3 3/8"
FLANGE FRAME SILL
CM•18502
ALUMINUM 6063•T5.055' THICK
1 7/8"
2
3J/
16"
1
FLANGE FRAME JAMB
CM•18503
ALUMINUM 6063-T5.050' THICK
FINLESS FRAME SILL
CM-18554
ALUMINUM 6063-T5.055' THICK
5 1 6-_
rl
2 3/16" —I
ILH5/16'
1
FINLESS FRAME HEAD
CM-18553
ALUMINUM 6063-T5.050' THICK
I
2 3/16"
L
FINLESS FRAME JAMB
2 5/I6' —1
3 3/4"
FIN FRAME SILL
CM•18509
ALUMINUM 6063-T5.055' THICK
CM• 18513
ALUMINUM 6063•T5.050' THICK
2 3/16"
2
5I/
16"
J
FIN FRAME HEAD
CM-18508
ALUMINUM 6063•T5.050' THICK
1 7/16" 2 3/8"
1 5/8" r
I
I
2 5/16" F 2 3/I6'
I 3II/4'
L 2I"
L
J
LOCK RAIL/STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB
CM• 18505 CM-18555 CM• 18504
CM• I -
T5 .
ALUMINUM 6063•T5.06Y THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063.T5.055' THICK
ALUMINUM 6063•T5.050' THICK
RENSIMG ' •
I REV I OESCRW'nO" I o.TE I 4PPRWE0
A I REVISEO ANCHOR SPACING $ CHARTS 107/11/16 I R.L. '
6 REVISED GLASS 10/02/17 R L. '
5/8
1/8" ANN. 1/8" ANN.
1/8" ANN.
090 PVB BY KURARAY
METAL REINFORCED
BUTYL SPACER
EXTERIOR
INTERIOR
1 /2" BITE SILICONE
SEALANT
SETTING OLOCK
GLAZING DETAIL
SIGNED: 1211412017
I/B MI WINDOWS AND DOORKET RS, LLC la IIto4f\ II13/8 r 650 WEST GRATZ,
PA 17030-0370 J`
S /// I
15/
16" SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"
xCOM•P0 NON_
PACT o„
696 #- NE-
IMPACT
T((
M OF ; GLAZING
BEAD SASH STILE A t iFs,
ORIO. DRAWOnoNO. REV CM•
18535 RIGID
PVC.050' THICK CM-
18507 ALUMINUM
6063-T5.050'THICK N.
G. 08-02549 8 G\ \
S \\ II
NAj1N\\ Sa1LE "TE SHEET NTS12/29/14 lI OF 11 L.
RMERTO LOMAS P E Luis R. Lomas P.E. 1432
Vi"FORO RV LEMSVILLE. AC 27023 434.
666.0609 db a9A&Um75 C0M FL No.: 62514
Florida Building Code Online Page 1 of 3
M.
SOS Moore Log In User Registration Hot Topics Submit Surcharge Scats a Facts ; Publications j FBC Staff SCIS Site Map Unks Search j
bflUa
Product Approval
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opr a e USER: PublicUser aProduct
Approval Menu > Produtt or Aoolicatlon Search > Application List > ADDIIOHon Detail FL #
FL15349-R9 Application
Type Revision Code
Version 2017 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 El
MI
Windows and Doors 650
West Market Street Gratz,
PA 17030 717)
365-3300 Ext2560 bsitlingeromiwd.
com Brent
Sitlinger bsitlingeromiwd.
com Windows
Fixed
Certification
Mark or Listing American
Architectural Manufacturers Association Steven
M. Urich, PE 12
Validation Checklist - Hardcopy Received Standard
AAMA
506 AAMA/
WDMA/CSA 101/I.S. 2/A440 Method
1 Option A 12/
31/2017 12/
31/2017 01/
04/2018 Year
2011
2008
https://
www. floridabuilding.org/pr/pr_app_dtl.aspx?param=vGEVXQwtDgtH8572gvdWl... 1 /31 /2018
Florida Building Code Online Page 2 of 3
Summary of Products
FL # Model, Number or Name Description
15349.1 185 PW 73 x 72 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.odf
Approved for use outside HVHZ: Yes FLIS349 R9 C CAC APC 12787.odf
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-60 04/03/2018
Other: CW-PG60 Installation Instructions
FL15349 R9 II 08-023S7B.odf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FLIS349 R9 AE 513124B.ndf
Created by Independent Third Party: Yes
15349.2 185 PW 159 x 54 Triple CHS Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS3495349 R9 C CAC APC 15350.odf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 01/24/2021
Design Pressure: +55/-55 Installation Instructions
Other: R-PG55 FLIS349S349 R9 II 08-02949.odf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FLIS349 R9 AE 513783.odf
Created by Independent Third Party: Yes
15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R9 C CAC APC 15454,odf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 06/25/2021
Design Pressure: +55/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-02948.odf
consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FLIS349 R9 AE 513782.odf
Created by Independent Third Party: Yes
1S349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272.odf
Approved for use outside HVHZ: Yes FL35349 R9 C CAC APC 8273.Ddf
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure: +55/-55 01/24/2021
Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-01614B.odf
annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514
bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 512278B.Ddf
Created by Independent Third Party: Yes
15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R9 C CAC APC_ 7962.odf
Approved for use. outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 12/05/2020
Design Pressure: +5S/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 Il 08-01613B.odf
consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FLIS349 R9 AE 512277B.odf
Created by Independent Third Party: Yes
Bade Next
Contact Us :: 2601 Blair clone Road. Tallahassee FL 32390 Phone: ASO-487.1824
The State of Flonda Is an AA/EEO employer. Copyright 2007-2013 State of Florlda.:: Pnvacv Statement :: Accessibility Statement % Refund Statement
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Florida Building Code Online Page 3 of 3
Under Florida law, email addresses are public records. It you do not want your e-mail address released in response to a public -records request. do not send
electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487 1395. *Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S. must provide the Department with an email address If
they have One. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please clack here.
Product Approval Accepts:
w'_ ® KYc M
Ceedet Card.
Safe.
https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 1/3 1 /2018
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2' WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
S. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-.
9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS,
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL EXTRUDED ALUMINUM 6063-T5.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 16 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REVISIONS ' .
OESORIPRON I DATE IAPPROVED
REVISED INSTALLATION DETAILS 1 06/01/15 RL
REVISED NAME AND ADDRESS 1 10/27/16 1 R.L.
15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI.
C. MASONRY: HOLLOW/FILLEO BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM.
0. METAL STRUCTURE: STEEL 18GA (048') FY=33KSI/FU=52KSI OR
ALUMINUM 6063-T5 FU-30KSI .048' THICK MINIMUM
20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
TABLE OF CONTENTS
NO. DESCRIPTION
1 NOTES
2 - 3 ELEVATIONS, CHARTS AND GLAZING DETAILS
4 - 12 INSTALLATION DETAILS
SIGNED: 11/15/2016
MI WIND MAKRDOORS, LLC 1R I1` o -
0WSW. ST.`\\J\S GRATZ,
PA 17030 T
GENBF,
d' ` 0
6 • w SERIES185ALUMINUMFIXEDWINDOW73"
X 72" NON -IMPACT NOTES
L', STATEEE OF. +W, O
if'
ORMftOMNo. J.
L. 08-0022357 Lu13
R. Lomas P.E. FL
No.: 62514 a1E
WALENTS09/03/14 1 OF 12 I L.ROSER7OLOWSPE. 1432
WOODFORD RD LEWISVQLE. NC 27023 43s-
614.OW9 Momasf*f n sW o
72 1/2' MAX FRAME WIDTH -
6' MAX --r 18T MAX O.C. -I 6' MAX
L /
1B'
MAX O.C.
IT
71 1/2'
MAX
HEIGHT
REFER TO CHARTS
01 do p2
FOR NUMBER OF
ANCHORS REQUIRED
6' MAX
SERIES 185 ALUMINUM FIXED WINDOW
EXTERIOR VIEW
72 1/2' MAX FRAME WIDTH
rr
18' MAX Q.G. -
6' MAX
I I
6" _
j
I L
71 1/2' 18"
MAX TO.C.
FRAME
HEIGHT
j
0/
REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ill & /2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PRESSURE RATING
J::
CTMTING
t60.0PSF NONE
NOTES.
I MAXIMUMD.L.O.: 69Y4'X683fI•
REVISVIS .
OESCRPfiOR DATE APPROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
CHARTNI Number
of anchors required (wi hoist rigid fillers) Frame
Frame wIdIA (In) Height
21.00 3000 36.00 I2.00 11.00 51.00 60.00 60.00 72.60 IInl
His mb HiS amb His Jamb His Jamb His Jamb H55 Jamb HAS Jamb His amb His Lamb 24.
00 2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 2 5 2 30.
00 2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 I 5 2 36.
00 2 3 2 3 3 3 J 3 1 3 1 3 5 3 5 3 4200
2 3 2 3 3 3 3 3 3 3 1 3 5 3 5 3 6 3 I6.
00 2 3 2 J 3 3 3 3 3 3 1 3 5 3 6 3 6 3 54.
00 2 1 2 1 3 1 1 3 1 3 1 1 1 1 5 1 6 1 7 1 50.
00 2 1 2 1 3 I 3 5 3 5 1 S S 5 6 S 7 S 50.
00 2 1 2 1 J S J 5 J 8 1 6 S 6 6 6 7 6 11.
50 1 2 1 S 1 2 5 3 5 1 3 6 6 1 1 7 5 1 7 6 7 7 7 CHART
12 Number
of anchors required (with rigid rillerV Fame
Frame width (In) Height
21.00 30.00 30.00 42.00 16.00 5100 6000 66.00 72.50 Inl
N65 amb HAS Jamb HAS Jamb HAS amb HAS Jamb HAS Jamb HAS amb HAS mb 255 Lamb 2400
2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 2 5 2 30.
00 2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 2 5 2 36.
00 2 3 2 3 J 3 3 3 3 3 1 3 1 3 1 3 5 3 42.
00 2 3 2 3 3 3 3 3 3 3 1 3 1 7 1 3 s 3 18.
00 2 3 2 3 3 3 3 3 3 3 1 3 1 3 1 3 5 3 4.
00 2 1 1 2 1 3 1 J 1 1 1 7 1 1 1 1 1 1 1 S 1 60.
00 2 1 2 1 J 1 3 1 3 1 1 1 1 1 1 1 5 1 0i00
t 1 2 1 3 1 7 1 3 1 1 1 1 1 1 5 1 71.
50 2 5 2 S J S J 5 3 S 1 S 1 5 1 j S S S SEE
SHEETS.-7 FOR INSTALLATION DETAILS MI
WINDOWS AND DOORS, LLC 650
W. MARKET ST. GRATZ,
PA 17030 SERIES
185 ALUMINUM FIXED WINDOW 73"
X 72" NON -IMPACT FLANGE
r¢ FINLESS ELEVATION rk CHARTS WUN'
M OWG ND. J.
L. 08-02357 sauE
NTS I oAIE 09/03/14 -2 OF 12 L.
ROBERTO LOMAS P.E. 1132
WOODFORD RO LEMSKEE. NC 27023 434-
606.OW dbmes@*Axrw @ tnm SIGNED:
11/1512016 D,//
OEAISF'
4f i 1t • ,
holit 26D
STATE OF IIII
Luis
R. Lomas P.E. FL
No.: 62514
71
FI
HI
6' MAX —
72 1/2- MAX FRAME WIDTH —
r-1
18' MAX O.C. —I
00
18
MAX O.C.
1/2'
LAX
AME
IGHT
00
6' MAX
REFER TO CHART 83 ,,--
SERIES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2' MAX FRAME WIDTH
6' MAX 18' MAX O.C. — 6' MAX
j
lei
71 1/2'
MAX
FRAME
HEIGHT
I III oo
tEFER TO CHART 03
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
t60.0PSF NONE
NOTES:
I. MAXIMUMD.L.O' 693H'X683(4•
aEM ONS '
VESCRIPWIN DATE APIIt0VE0
REVISED INSTALLATION DETAILS 06/01/15 IRL
REVISED NAME AND ADDRESS 1 10/27/16 1 R.L.
CHART I3
Number of anchors required (fin Installation
Fame Fame width 00
WIOM 24.00 30.00 1 36.00 42.00 46.00 64.00 60.00 6400 72.50
IIN H65 Jamb HAS Jamb HAS amb HAS amb Nf5 amb HAS am6 H65 amb HAS amb HAS m6
24.00 3 3 3 3 3 3 4 3 4 3 4 3 5 7 5 3 6 3
30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
3400 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 7 6 7
42.00 3 4 3 4 3 1 4 1 4 4 4 4 5 4 5 4 6 4
48.00 3 4 7 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4
54.00 3 4 7 4 3 4 4 4 4 4 4 4 5 4 5 4. 8 4
60.00 3 5 3 5 3 5 4 5 4 1 5 4 5 5 5 5 5 6 5
64.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 5 a S
71.60 3 6 3 6 3 6 1 4 e 1 / 1 6 1 4 1 6 5 6 s 6 6 6
SEE SHEET 8 FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ. PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FIN ELEVATION do CHART
ORAink ONO NO.
J.L. 08-02357
sauE NTS — 09/03/14 3 OF 12
L. ROBERTO LOMAS P.E.
9432 WOODFORD AD LEWISVILLE. NC 27023
434.666.0609 /WnYtNVrbnYSON.GOm
SIGNED: 1111512016
R I I
to
9J+i
0 6 *=
5:•• TATE OF ; ,Wkr
NEv 'OF•'(ORIOP•'
aNA j1 aG`
Luis R. Lomas P.E.
FL No.: 62514
1/2" MIN,
EDGE DISTANCE
WOOD FRAMING 1 1/4" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1/4" MAX.
BACKER R00 SHIM SPACE
APPROVED
SEALANT
110 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD
APPROVED 1 1/4" MAX.
SEALANT SHIM SPACE
WOOD FRAMING 1 1/4" MIN.
OR 2X BUCK EMBEDMENTBYOTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN 1/4" MAX
EMBEDMENT SHIM SPACE
1—
1/2" MIN
EDGE oI
ISTANCE
AL INTERIOR 10
WOOD SCREW
WOOD
FRAMING EXTERIOR OR
2X BUCK OTHERS
BACKER ROD' APPROVEDSEALANT JAMB
INSTALLATION
DETAIL
WOOD FRAMING OR
2X BUCK INSTALLATION METAL STRUCTURE BY
OTHERS
BACKER
ROD APPROVED
SEALANT EXTERIOR
BACKER
ROD
APPROVED
SEALANT r3/
4"
MIN
1 EDGE DISTANCE
1/4" MAX.
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4" MIN
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D DISTANCE
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06/01/15 R.L. B REVISEO NAME AND
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2. PERIMETER AND JOINT
SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH
ASTM E2112 MI WINDOWS AND DOORS,
LLC 650 W. MARKET ST.
GRATZ. PA 17030 SERIES
185 ALUMINUM FIXED
WINDOW 73" X 72" NON —
IMPACT FINLESS INSTALLATION DETAILS WITHOUT
FILLERS ORAWI! owc NO RI
J.L. 08-02357
WALE NTS o`TE
09/03/ 14 1 SHEET 4 OF 12 L ROBERTO LOMAS P.
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A REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE I 8 REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS
1 1/4" MIN.
1 1/4" MIN.
EMBEDMENT
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SEE NOTES 3 — 7
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do APPROVED SHIM SPACE SHIM SPACE
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EXTERIOR INTERIOR 3/ 16- TAPCON INTERIOR
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NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCOROANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ. PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITHUT FILLERS
ORAWW OWC N0. R
J.L. 08-02357
SGLE NTS I M1E 09/03/14 1 S'w5 OF 12
L. ROBERTO LOANS P.E.
1432 WOODFORD RO LEWISKEE, AIC 270M
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SIGNED: 1111512016
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No.: 62514
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110 WOOD SCREW
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METAL
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REWs1DNs
REV DESCRIPTION DATE I APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 RL.
B REVISED NAME AND ADDRESS 10/27/16 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, SYOTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO SE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 11/15/2016
MI WINDOWS AND DOORS, LLC
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GRATZ, PA 17030 GHNSF 9J,% v
SERIES 185 ALUMINUM FIXED WINDOW*• 0 6 #
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No.: 62514 I34•6M4M dIXnA5 *t=Vs.Dom
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1 X BUCK
SEE NOTES 3 - 7
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do APPROVED
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do APPROVED
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SEE NOTE 3 — 7
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CONCRETE/MASONRY
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a• . .
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o 1 1/4' MIN.
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5 °
2 1 /2" MIN.
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CONCRETE/MASONRY INSTALLATION
RENSIDNS
OESCRO'TgN DATE I APPROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
1 1/4" MIN.
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SHIM SPACE
OPTIONAL Ix BUCK •°
SEE NOTES 3 - 7 RIGID FILLERSHEET1
3/ 16- TAPCON INTERIOR
2 1/2"
MIN.
EDCE
EXTERIORXTERIOR
BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEAMSONRY INSTALLATION
SIGNED: 1111512016
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
MI WINO
0 W. MAKWSRODORS, LLC ET
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PA 17030 G E N SF s a
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F EMBEDMENT
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METAL
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APPROVED SEALANT
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1/4" MAX.
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LF DRILLING
REW
REWSIDNS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.E.
D REVISED NAME AND ADDRESS 10/27/16 R.L.
EXTERIOR EXTERIOR INTERIOR
INTERIOR
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SELF DRILLING
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RIGIDRIGIp FILLER
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F SHIM SPACE NOTES'
WOOD FRAMING
1 1/4" MIN.
METAL I INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
OR 2X BUCK STRUCTURE Y. NOT SHOWN FOR CLARITY.
BY OTHERS EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
3/4" MIN I DESIGNED IN ACCORDANCE MTN ASTM E2112
1 /2" MIN
EDGE DISTANCE
EDGE DISTANCE VERTICAL CROSS SECTION
VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION
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SHIM SPACE
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DISTANCE 10
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METAL
EXTERIOR STRUCTURE
BY
OTHERS BACKER R00 6c APPROVED
SEALANT BEHIND
FLANGE JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION SIGNED:
11/15/2016 MI
WIND DDOORS, LLC R IIl0 0 W. MAKWS ST. ETJ\5 GRATZ, PA
17030 GENSF,EP 0 6
SERIES 185ALUMINUMFIXEDWINDOW73" X
72" NON —IMPACT FLANGE INSTALLATION
DETAILS WITHOUT FILLERS 3 TAT OF w ixFS:,(ORIOP
Gt• DRAWN owDND. RV J.L.
08-
0022357
e ii s aNA I'E \\ Luis R.
Lomas P.E. FL No.:
62514 aTE NTS
09/03/14 8 OF 12 L.RODERrOLDAUSPE.
14MWOODMRDRDLEWISVILLE,NC27=
IJlaes460s Tmm&
S@*wwsnscam
REVISIONS
REV OESCRIRIDN DATE APPROVED
2 1/2 MIN
A REVISED INSTALLATION DETAILS 05/01/15 R.L.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS a '
1 1/4" MIN.
n 1 1/4" MIN. EMBEDMENT
OPTIONAL IX BUCK EMBEDMENT
SEE NOTES 3 — 7
SHEET I r
CONCRETE
BACKER R00 do 1/4" MAX. BY OTHERS 1/4" MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL 1X BUCK
SEE NOTES 3 — 7
SHEET 1
3/ 16" TAPCON e
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD do
APPROVED SEALANT
BEHIND FLANGE
1/4" MAX' 2 1/2"
OPTIONAL 1X BUCK
SHIM SPACE EDGE vSEENOTE3 — 7
SHEET I DISTANCE EXTERIOR
I BACKER ROD doCONCRETE/MASONRY J
BY OTHERS 1 1/4" MIN
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BEHIND FLANGE
a EMBEDMENT IAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
d•` .°
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEAUASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS AND LLC
0 W. MARK T ST.
GRATZ, PA 17030 GENS JI
NOTES: SERIES 185 ALUMINUM FIXED WINDOW 0 51 •*=
I. INTERIOR AND EXTERIOR FINISHES. BYOTHERS. 73" X 72" NON —IMPACT 07 TNOTSHOWNFORCLARITY. FLANGE INSTALLATION DETAILS WITHOUT FILLERS SD OF i Q, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE Q . i • AL • DESIGNED IN ACCORDANCE WITH ASTM E2112 oRAwN owe NO. REv 0 RI:
iYYSS/0NA11 l\ 08—OE2E357 B
suLE oA¢ NTS 09/03/14 9 OF 12
L ROOERTOLOWSPE. LUIS R. Lomas P.E. II32 NWOFORO RO LEIVISVILLE, NG 27023 FL No.: 62514
4JI.6w-0609 iRmnasLDHpnlasp rnm
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD k
APPROVED SEALANT
BEHIND FLANGE
1/2" MIN.
EDGE DISTANCE
1 1/4' MIN.
EMBEDMENT
1/4" MAX.
SHIM SPACE
RIGID FILLER
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD do
APPROVED SEALANT 1/4' MAX.
BEHIND FLANGE SHIM SPACE
I
WOOD FRAMING 1 1/ MIN.
OR 2X BUCK EMBEDMENTBYOTHERS7Z- IT
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4' MIN. 1/4" MAX.
EMBEDMENT r SHIM SPACE
1/2' MIN. r
RIGID FILLER
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INTERIOR
10 WOOD
SCREW
WOOD FRAMING
EXTERIOROR2XBUCK
BY OTHERS BACKER ROD do
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL
STRUCTURE
BY OTHERS
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APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
LPL 3/4" MIN
1 1 rni-r n er urc
1/4" MAX.
SHIM SPACE
010 FILLER
10 SMS OR
ELF ORIWNG
CREW
RL`ASIOm "
REV OESCRIPTOM DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B 1 REVISED NAME AND ADDRESS 10/27/16 R.L.
10 SMS OR
SELF DRILLING
SCREW
BACKER ROD do RIGID FILLER
APPROVED SEALANT
BEHIND FLANGE 1/4• MAX
F SHIM SPACE NOTES.
METAL 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
STRUCTURE NOT SHOWN FOR CLARITY.
BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
3/4" MIN
DESIGNED IN ACCORDANCE WITH ASTM E2112
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4' MAX.
SHIM SPACE
RIGID FILLER
3/4" MIN. INTERIOR
EDGE DISTANCE i I
10 SMS OR
SELF DRILLING
SCREWS
METAL EXTERIOR
STRUCTURE
BY OTHERS BACKER R00 h
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 11/1512016
MI WINDOWS AND DOORS, LLC o%jk1111I/,7j
650 W. MARKET ST. 5 R' L
GRATZ, PA 17030
1
v •*VGEN,r*.
z7* AIIloy61251 i *= SERIES 185 ALUMINUM FIXED WINDOW
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FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 0 , TAT OF
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08—01E2E357
R. Luisis No 62514Lomas P.E.
DATENTS 09/03/14 10 OF 12
LROSERTOLOANSRE
1432 WOODFORD RO LEWTSVXE& AC 27023
4344MI-06OB T07miSDIIORUSy10dR
2 1/2" MIN.
EDGE DISTANCE
CONCRETE/MASONRY
BY OTHERS a
e • 1 1/4" MIN. a
OPTIONAL 1X BUCK • d EMBEDMENT
SEE NOTES 3 - 7
SHEET I
BACKER ROD do
APPROVED SEALANT
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EXTERIOR
BACKER ROD do —
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL IX BUCK —
SEE NOTE 3 — 7
SHEET I
CONCRETE/MASONRY -
BY OTHERS
1 1/4" MIN.
EMBEDMENT
j CONCRETE/MASONRY
1/4_ MAX. BY OTHERS
SHIM SPACE
IX BUCK
RIGID FILLER SEE NOTES 3 — 7SEE
SHEET 1
3/16" TAPCON
INTERIOR 3/ I6" TAPCON
3/16" TAPCON
RIGID FILLER
1 /4" MAX.
SHIM SPACE
e - 1 1/4" MIN.
e
a EMBEDMENT
C
e • .
2 1/2" MIN
EDGE DISTANCE
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2 1/2"
MIN.
EDGE
DISTIANCE
J
REVISIONS '•
REV DESCRIPTION WTE APPROVEO
A REVISED INSTALLATION DETAILS 06/01/15 RL
0 REVISED NAME AND ADDRESS 10/27/16 1 R.L.
v
1 /4" MAX.
ISHIM SPACE
RIGID FILLER
v' NTIIRIOR
a '
EXTERIOR
BACKER ROD 8
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETE/MASONRY INSTALLATION
I
SIGNED: 11/1512016
MI WINDOWS AND DOORS, LLC
Noyes:
I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, 650. wET ST. S NOT
SHOWN FOR CLARITY. GRATZ. PA 17030 v ••GENS2. •giP SERIES
185 ALUMINUM FIXED WINDOW rSEALANTBETNOy612 ••* OESIGNEOINACCOROANCEWITHASTME2ll2
DESIGNMETERED73" X 72" NON-IMPACT_}y'(
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INSTALLATION DETAILS WITH RIGID FILLERS y0 , TAT OF ; ly` F•'
4(ORI T: • ` MAW* OWc NO REV i
ss/ONA J.L. 08--0 2E357 e aTE
ScALENTS09/03/14 11 OF 12 IE G\ Luis
R. Lomas P.E. L. ROBERTO LOADS F.E. 1172
WOODFORD RO LEWISVILLE. NC 27023 FL NO.: 62514 4944M.
OW9 ebnas@YbMups rnm
APPROVED
SEALANT
BEHIND FIN 1 1/4" MIN.
EMBEDMENT
06 WOOD WOOD
SCREW FRAMING
BY OTHERS
1/4" MAX.
F SHIM SPACE
3/8" MIN pp l
EDGE DISTANCE 11 Jl
EXTERIOR II II INTERIOR
1/4" MAX
I
r SHIM SPACE
3/8" MIN j
EDGE DISTANCE
J6 W000
SCREW FRAMING
APPROVED 1 1/4" MIN. BY OTHERS
SEALANT EMBEDMENT
BEHIND FIN
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
WOOD FRAMING
1/4" MAX
BY OTHERS SHIM SPACE
fJ6 WOOD
SCCREEWW INTERIOR
1 1 /4"
MIN.
EMBEDMENT
APPROVED
SEALANT
BEHIND FIN
EXTERIOR
3/8 MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
RENSgIK
REV OESCWP1pN GATE I APPRDVEO
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 10/27/16 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FIN INSTALLATION DETAILS
DRAWN' OWG ND.
r
08-02357
TS DATE 09/03/14 SNeET12 OF 12
L. ROBERTO LOMAS P E.
14T2 "000FORO RO LEMSVXLE. KC 270YJ
611•699-0W9 AbRaS@&bMSpe Dom
SIGNED: 11/15/2016
5
a, 6g515 *=
pT(A7E OFF
ii.n• A.ZORVD"' \
B i isS ONA
Luis R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Page 1 of 3
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Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL15353-R3
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived E3
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from:a Florida Registered, Architect or a Licensed
Florida Professional Engineer
13 Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urich, PE
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
FI t 5353 R3 COI FLCOI.odf
Standard
AAMA 450
Method 1 Option D
Year
2010
https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdW1S... 2/1 /2018
Florida Building Code Online Page 2 of 3
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
10/16/2017
10/23/2017
10/26/2017
12/12/2017
FL # I Model, Number or Name I Description
15353.1 15764 1 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01448B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512072B.13df
span: 104-1/4". Created by Independent Third Party: Yes
15353.2 5764 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01439B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B.Ddf
span: 83" Created by Independent Third Party: Yes
115353.3 15765 1 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01449B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512073B.odf
span: 156-3/8' Created by Independent Third Party: Yes
115353.4 15765 I Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01440B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512064B Didf
span: 83". Created by Independent Third Party: Yes
115353.5 I CM-18514 I Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01442B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512066B.Ddf
length - 83". Created by Independent Third Party: Yes
115353.6 1 CM-18520 I Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01451B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512075B.odf
span - 156-3/8" Created by Independent Third Party: Yes
115353.7 1 CM-18523 I Horizontal Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01452B.Ddf
Approved for use outside HVHZ: Yes:. Verified By: Luis R Lomas, PE PE-62514
Impact Resistant. Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512076B.Ddf
span - 104-1/4". Created by Independent Third Party: Yes
15353.8 CM-18531 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01443B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
https://www.floridabuilding.org/pr/PrLapp dtl.aspx?param=wGEVXQwtDqtH8572qvdWIS... 2/ 1 /2018
Florida Building Code Online Page 3 of 3
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512067B.Ddf
span - 83" Created by Independent Third Party: Yes
15353.9 CM-18532 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL35353 R3 II 08-01453B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512077B.Ddf
span - 156-3/8" Created by Independent Third Party: Yes
15353.10 CM-18533 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ:-No FLIS353 R3 II 08-01444B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512068B.Ddf
span: 83" Created by Independent Third Party: Yes
15353.11 CM-18534 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL35353 R3 II 08-01454B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512078B.Ddf
span: 156-3/8". Created by Independent Third Party: Yes
Back Next
Contact lrs :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: B50-487.1824
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 mall If you have any questions, please contact 850.487.1395. *Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S. must provide the Department with an email address If
they have one. The 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 dick here.
Product Approval Accepts:
Credit Cird.
Safe
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWlS... 2/1 /2018
NOTES:
1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO
COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE
DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION
FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS
DOCUMENT APPLY ONLY TO MULPON. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS. INC.
7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN.
9) MULLION VERTICAL INSTALLATION IS SHOWN. MULLION MAY BE USED
IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED
HEREIN ARE NOT EXCEEDED ANq MULLION IS ANCHORED ACCORDING
TO THIS DOCUMENT.
DESIGN PRESSURE TABLE INSTRUCTIONS.
1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE
CHAPTER 16.
2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON
PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH.
3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT
THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION
SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING
FOR PRODUCT IN STEP 2.
MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED
DESIGN PRESSURE OBTAINED IN STEP 1.
TRIBUTARY WIDTH - W1 + W2
2
RENSIONS
REV DESCRIInION DATE I MWO40
A REVISED INSTALLATION DETAILS 06/10/15 R.L.
B REVISED ANCHORING NOTES h INSTL DET. 06/07/17 R.L.
ANCHORING NOTES:
1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM
EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS
SHEET 3.
2) FOR ANCHORING INTO CONCRETE USE 1/4' ELCO ULTRCON TAPCON
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM
EMBEDMENT WITH 1' MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS
SHOWN IN INSTALLATION DETAILS SHEET 3.
3) FOR ANCHORING INTO METAL USE #10 SMS OR SELF DRILLING
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM
BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN
IN INSTALLATION DETAILS SHEET 3.
4) ALL FASTENERS TO BE CORROSION RESISTANT.
5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND
ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS
LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI.
C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N.
TYPE 1 (OR GREATER).
D. METAL STRUCTURE —STEEL 18GA (.048') FY=33KSI/FU=52KSI
OR ALUMINUM 6063—T5 FU=30KSI .062' THICK MINIMUM.
6) FOR ATTACHING WINDOW UNITS TO MULLION USE 110 SELF TAPPING
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM
EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE
SCREWS 6' FROM EACH MULLION END AND 12' MAX. O.C.
THEREAFTER STAGGER SCREWS AT EACH WINDOW.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 CONFIGURATIONS AND DP CHART
3 INSTALLATION DETAILS
4 COMPONENTS
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
OPAWW DWC NO
V.L. 1 08-01439
SCALE NTS I DALE O 1 / 1 1 / 12 1 SNEET I OF 4
L. ROBERTO LOADS P E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-W-OW9 Al0MS@ftM W tom
SIGNED: 1011312017
I IL
4f//z
TATPOF Lu
REv (0R%Ot
e
ONA j1
Luis R. Lomas P.E.
FL No.: 62514
107 3/8-
OMBINED WIDTHTWI
B1 1
FRAME
HEIGHT WINDOW WINDOWitMULLION
SPAN)
I
J di
107 3/8-
T OMBINED WIDTH
W1-I W2-
83' 1
FRAME 'W1NDOw
HEIGHT WINDOW
MULLION
SPi) 1 1
107 3/11'
COMBINED WIDTHF_ I[- wz
83'
w1
WINDOW
FRAME
HEIGHT
WINDO WINDO
J(MULLION
SP' ' 1 1 1
W1 --- - W2
107 3/8'
COMBINED WIDTH
Design pressure rating (psi)
Tributary width (in)
18.13 25.50 36.00 42.00 48.00 52.13
120.0 120.0 120.0 120.0 120.0 1200F12D.0 120.0 120.0 120.0 1200 120.0
1200 98,3 81.2 769 75.2 751
71.0 52.2 39.7 35.9 334 32.3
59.6 43.7 33.0 29.6 274 263
44.9 32.7 24 4 21.8 19 9 19.0
84.00 28.1 20 3
LARGE AND SMALL MISSILE IMPACT, LEVEL A WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSION9 AND DO NOT
INCLUDE FLANGE.
107 3/8'
COMBINED WIDTH
W1-IrW2-
83- IIAIDOW 1FRAMEWINDOW
HEIGHT
MULLION
SPAN' 1 1
F_
107 3/11'
COMBINED WIDTH
wt wz
83' I 1 WINDOW I
FRAME
HEIGHT WINDO
MULLION
SPAN) ` `
Wl --II- W2
107 3/8-
COMBINED WIDTH
REVISIONS
I REV 1 DESCRIPDON I DATE I APPROVED
A REVISED INSTALLATION DETAILS 06/10/15 R.L IBREVISEDANCHORINGNOTES6: INSTL DET. 06/07/17 R.L.
107 3/8'
WIDTHFCOMBINED1--{ wz
I
IT
8Y J J WINDOW J
FRAME
HEIGHT WINDO WINDOW
MULLION
SPAN)
L
W I --I F-- w2
107 3/8-
COMBINED WIDTH
APPROVED CONFIGURATIONS
MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED
WIDTH DOES NOT EXCEED 107 3AT' AS SHOWN HEREIN.
Design Dressure ralino (Ost) with rebar
Mullion
span (in)
Trlbuta width In
18.13 25.50 36.00 42.00 48.00 52.13
25.00 120.0 12D 0 120.0 1200. 1200. 1200.
37.3e 120.0 120.o t2o.o 120.0 120.0 120.0
49.63 120.0 98.3 81.2 769 752 75.1
62.00 96.2 70.0 533 48.1 44.8 43.4
65.63 800 58.6 44.2 39.7 36.7 35.3
72.00 603 43 9 32.8 29.2 26.7 25.6
64.00 377 27.3 20.1 17.7 16.0 15.1
LARGE AND SMALL MISSILE IMPACT, LEVEL A WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE.
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
APPROVED CONFIGURATIONS AND RATING CHARTS
DRAWN: DWC NO.
V.L. 08-01439
u"LE NTS DATE 01 / 1 1 / 12 1 SHM 2 OF 4
L. ROBERTO LOMAS P.E.
9432 WOODFORD RD LEWISVILLE, MC 27023
434.688.0809 Awaseftmsoseom
SIGNED: 1011312017
o
i
GEN& d+
ONCE
20 • _
0"" 5` !
WL,
RlO:
tE
Luis R. Lomas P.E.
FL No.: 62514
REVtR"
REV OESCRwRON GATE APPROVED
1 MIN A REVISED INSTALLATION DETAILS 06/10/15 R.LrEDGEDISTANCE
0 REVISED ANCHORING NOTES g INSTL GET. 06/07/17 RL.
MASONRY/CONCRETE
BY OTHERS
1 1/4-
MIN. EMBEDMENT
I II
I 11
Ll
I IIJ
LL
1/4- ELCO ULTRACON TAPCON MT000022
CUP
SECT5796
CLIP
10 SMS OR
SELF GRILLING
R
L
REB
I I SCREW
SECT5764
1
U J
MULLION
VA-
IT
METAL
1/2' MIN. STRUCTURE
EDGE BY OTHERS
MT000022 DISTANCE
CLIP
VERTICAL CROSS SECTION
10 WOOD SCREW METAL INSTALLATION
I
1 3/8" MIN,
EMBEDMENT
WOOD FRAMING/
1/2- MIN.L 2X BUCK
EDGE BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
MASONRYA;ONCRETE AND WOOD FRAMING
INSTALLATION
NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE
OR WOOD FRAMING SUBSTRATE.
SIGNED: 1011312017
MI MNDEDOORS, S1R11Lo i//, 6soDOWT TLLC
E NGRATZ. PA 17030-0370 v; •G
5764 - VERTICAL MULLION 5 A
y1119AT83" MULLION SPAN
INSTALLATION DETAILS 0 BO ,k'e'` 0..
L7 ORVO.
P GS; oRAnR: owcRoaLv08-OIE439
B Luis R.
Lomas P.E. FL No.:
62514 suv.E
anc NTS 01/11/12 3 OF 4 L. R08ERTO
LOMAS P.E. 1432 WOOOFORO
RO LEWISVALE. NC 27023 434.6M-
M" rfa=s@Mw.&V* .
F— 2 140" —II
N= f
I.125"
SECT5764 MULLION
ALUMINUM 6005•T5.125' THICK
1 f-- 0.688"
F- 1 "
RF- I8 REBAR
16 GA (.062) GALVANIZED STEEL
NOTES- 1 CLIPS MAY BE USED IN
MASONRY/CONCRETE OR WOOD FRAMING
SUBSTRATE
2. FOR WOOD & METAL INSTALLATION
USE ALL FOUR ANCHOR LOCATIONS.
3. FOR CONCRETE INSTALLATION USE 2
ANCHOR LOCATIONS ONLY WITH 3 1/4"
SEPARATION BETWEEN ANCHORS
3.261"
0.62.5
L
0.
8433""
I
MT000022 CLIP
166A (.0631 GALVANIZED STEEL
SEE NOTE 2 6 3. THIS SHEET
4.000"
3.750"
2.189"
1.0 0" 0.375"
L-
0.843"
1.562"
2X 00 210'
1.562"
SECT5796 CLIP
FOR W000 FRAMING INSTALLATION
ALUMINUM 6063•TS .125-YHICK
RLV6IMS
PESCRIPWPN RAZE I APPROV0
REVISED INSTALLATION DETAILS 06/10/15 R.L.
REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L
3.750"
1.000" 0.375"
0.422"
2.032"
0.843"
2.875"
SECT5796 CLIP \- 2x 00.210'
FOR CONCRETE INSTALLATION
ALUMINUM 6063•T5.125' THICK
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
COMPONENTS
PRAWN: _ oRC NO.
V.L. 08-01439
GIE NTS PATE 01 / 1 1 / 12 -EV 4 OF 4
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 2MM23
434.666.0609 'Pomss®LiwMve mm
SIGNED: 10/1Y2017
cEHSF`P/
A , STATE OF
F`icZORtO;•
Luis R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Page I of 3
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1906da
d^..I product Approval
aDpr+ USER: Public User
a.
l a%M
Product ADDroyal Menu > Prpdutt or Appl,aton Search > Application List > Application Detail
2. FL FL13223-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived G
Product Manufacturer James Hardie Building Products, Inc.
Address/Phone/Email 26300 La Alameda
Ste. 250
Mission Viejo, CA 92691
909) 349-2927
pingsheng.zhu@)ameshardie.com
Authorized Signature Pingsheng Zhu
pingsheng.zhu@jameshardie.com
Technical Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@)ameshardie.com
Quality Assurance Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Category Panel Walls
Subcategory Siding
Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Ronald I. Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 12/31/2020
Validated By John Southard, P.E.
G Validation Checklist - Hardcopy Received
Certificate of Independence FL13223 R4 COl RIO - Certificate of Independence.Ddf
Referenced Standard and Year (of Standard) Standard
ASTM C1186
ASTM E330
Year
2007
2002
Equivalence of Product Standards
Certified By Florida Ucensed Professional Engineer or Architect
FL13223 R4 Eouly RIO-2692B-17 ASTM C1186 eouivalencv.odf
http://www.floridabuilding.oriz/t) r_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018
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
08/09/2017
08/25/2017
08/28/2017
10/10/2017
FL # Model, Number or Name Description
13223.1 Cempanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 cemoanel-installation.Ddf
Approved for use outside HVHZ: Yes FL13223 R4 11 NOA 17.0406 06.Ddf
Impact Resistant: Yes FL13223 R4 11 RIO 2689-17 Panel to Furrina.Ddf
Design Pressure: N/A FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.odf
Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.Ddf
FL13223 R4 AE RIO 2689-17 Panel to Furring.odf
FL13223 R4 AE RID-2686-17 Panel Wood Metal Frame.odf
Created by Independent Third Party: Yes
13223.2 HardiePanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 I1 HardiePanel-Installation.Ddf
Approved for use outside HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.Ddf
Impact Resistant: Yes FL13223 R4 I1 RIO 2689-17 Panel to Furrina.Ddf
Design Pressure: N/A FL13223 R4 it RIO-2686-17 Panel Wood Metal Frame.Ddf
Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.odf
FL13223 R4 AE RIO 2689-]7 Panel to Furrino.Ddf
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.odf
Created by Independent Third Party: Yes
13223.3 Prevail Panel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.Ddf
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
FL13223 R4 11 Prevail- Panel -Installation.Ddf
FL13223 R4 11 RIO 2689-17 Panel to Furrino.Ddf
FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.Ddf
Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.Ddf
FL13223 R4 AE RIO 2689-17 Panel to Furring odf
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf
Created by Independent Third Party: Yes
Badt Herrt
Contact Us :: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-487.1824
The State of Florida Is an WEED employer. Copyright 2007.2013 State of Florida.:: Prrvaty Statement :: Accessiblilty Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your a -mall address released in response to a public -records request, do not Send
electronic mall to this entity. Instead, contact the office by phone or try traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please dick bere .
Product Approval Accepts:
http://www. floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018
Florida Building Code Online Page 3 of 3
Credh Card
Safe
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018
Florida Product Approval
HardiePanel® Siding
For use inside HVHZ:
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with the Miami -Dade County Florida NOA 17-
0406.06. Consult the HardiePanel product installation instructions on the
follow pages for all other installation requirements.
For use outside of HVHZ,
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with Engineering Evaluation Reports RIO-2686-17
or RIO-2689-17. Consult the HardiePanel product installation instructions
on the follow pages for all other installation requirements.
e
Hardie Panel" Vertical Siding
JamesHardie
EFFECTIVE SEPTEMBER 2013 MR
INSTALLATION REOUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPLUSe PRODUCTS Visit vww.lameshardke.com for the most recent version.
SMOOTH - CEDARMILL® - SELECT SIERRA 8 - STUCCO
IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE
WRFTTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES,
AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.
INSTALLATION OF HZ10TM PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343
STORAGE & HANDLING:
Store flat and keep dry and
covered prior to installation. Installing
siding wet or saturated may result in
shrinkage at butt joints. Carry planks
on edge. Protect edges and corners
from breakage. James Hardie is not
responsible for damage caused
by improper storage and handling of
the product.
CUTTING INSTRUCTIONS
OUTDOORS INDOORS
1. Position cuffing station so that wind will blow dust away from riser 1. Cut only using score and snap, or shears (manual, electric or pneumaLic).
and others in working area 2. Position cutting station in wall -ventilated area
2. Use one o1 the following methods:
a. Best: 1. Score and snap
1. Shears (manual, electric or Dneurrnabo - NEVER use a power saw indoors
b. Better i. Dust reducing circular saw equipped with a - NEVER use a circular saw blade that does not carry the HardeBlade saw blade trademark
HardeSlade` saw blade and HEPA vacuum 1saraction NEVER dry sweep —Ilse wet suppression or HEPA Vacuum
c. Good: i. Dust reducing circular saw with a Hardie9lade saw blade
only use for by to moderate culling)
Important Now For maximum protection (lowest respirable dust productkorn), James Hardie recommends *As using'BesP-lave) aAtir g methods where feasible.
NIOSH-approved respirators can be used in conjunction %,ft above wiling practices to hather reduce dust exposures. Additional expostire infamabon is available
at wvA¢)amesharde.con to help you determine the most appropriate cutting melhod for your job requirements. ff concern still oasts aba6 otposure levels or you
do not cixtOj wilh the above practices, you should always to =it a waCded industrial hygienist or contact James Hardie for further information. snomus
GENERAL REQUIREMENTS:
These instructions to be used for residential single family installations only. For Commercial / Mufti -Family installation requirements go to www.JamesHardieCommercial.com
HardiePanel* vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in
framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainsc reerOurring) as a best practice.
Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com
A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with
penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James
Hardie does manufacture HardieWrap@ Weather Barrier, a non -woven non -perforated housewrapl, which complies with building code requirements.
When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed.
Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the Iirs110'.
Do not install James Hardie products, such that they may remain in contact with standing water.
HardiePanel vertical siding may be installed on vertical wall applications only.
DO NOT use HardiePanel vertical siding in Fascia or Trim applications.
Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3.
DO NOT use stain, oil/alk rd base paint, or powder coating on James Hardie' Products.
For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take
into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin
8 "Expansion Characteristics" at www.JamesHardie.com.
INSTALLATION:
Joint Treatment
Fastener Requirements •
Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than
nail into corners. joints may also be covered with battens, PVC or metal jointers or2" away from corners. Do not
HardiePanel Vertical Siding nailInsinto on
caulked (Not applicable to ColorPlus Finish) (fig. 2). Framing
must be provided at horizontal and vertical edges for nailing. •Horizontal Joints -Provide Z-flashing at all horizontal joints (fig. 3). HardiePanel
vertical siding must be joined on stud. Figure 2 Figure 3 water.
resislive barrier water -resistive barrier Double
stud may be required to maintain minimum edge 2 4 stud 2 x 4 scud barren w,;
a%,esfstrve water -resistive nailing
distances. barrier Figure
1 stu Danto
1/
4" uppe;
panel 1/
4"gap water -
resistive Caulk( paulk barrier
sheathing
HardiePanel Batten Joint "Hn Joint Z-flashing t Z-Ilasning t 00
vertical siding water -resistive barrier decorative hand
board keep
nails 3/
8' min. from
panel 2
x a swa Imver panel
lower
Panel
edges
plate
0
leave
appropnate gap between Recommendation When Figure
4 y8,
o panels, then caulk- installing Sierra 8, provide moderate
contact Caulk
Joint a ddubla stud at panel Non
applicable to COItXPIUS• Flnish) joints to av01d nailing keep
fasteners 2- Apply caulk in accoroance with caulk through grooves. away
from corners manufacturer's written application instructions. For
additional information on Hardie WrapTM Weather Barrier, consult James Har(lie at 1-866-4Hardie or www.hardiewrap.com WARNING:
AVOID BREATHING SILICA DUST James
Hardie* products contain respirable crystalline silica, which is krtorm to the State of California to cause cancel and B consloered by IARC and MOSH to be a cause of cancer from some o=Dational sources. WaiMnp ameswe
amounts of respirable slid dun can also cause a disabling and poiarrbady fatal lung disease called 90tbs15, and has been linked with 01W diseases. Some studies suggest smoking may Increase these risks During installation
or handling, (1) work in outdoor areas with ample ventilation; (2) use fiber cement shears Ior cutting or, where not feasible. use a Hardieillade• saw blade and dust -reducing circular saw attached to a HEPA vacuum. 3)
warn others in the immediate area; (4) wxar a properly -hued. MDSH-approved dust mask or respirator (e.g. N-95) in accoreance with applicable government regulations and maMacturer utsuucuons to fuller IimII respirable
silica exposures. During dean -up. use HEPA vacuums or wet cleanup methods - never dry sweep. For fuller information, refer to our installation instructions and Material Safety Da'*,a Sheet available at rwxw.
lameshaidie.com or by caning 1-B00 %MDIE (1-800.942.7343). rA1LURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL RIMY OR DEATH. mmm
HS1236 -
P1/3 1/13
CLEARANCES
Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1" - 2" clearance At the juncture of the roof and vertical Maintain a 1/4"
compliance with local building code 2" clearance between between James Hardie products
and decking material.
surfaces, flashing and counterflashing
shall be installed per the roofing
clearance between
the bottom of James
requirements for clearance between James Hardie® manufacturer's instructions. Provide a Hardie products and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 % 2" clearance between horizontal flashing.
the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap.
g d n.
dater siding and trim. Refer to fig. 3 on
Figure 5 g"'d Figure 6 11fIrbemer Figure 8
I11 ATt TI'I[ll i t- r min. pagesidingfrtrll: t
concrete
6' min. I foundation
Maintain a minimum 1" gap
between gutter end caps and
siding & trim.
Figure 9
siding
gutter and end rap
l t
11 i,
r 1 deck materiel
k
f
2
Do not bridge floors with HaidiePanel® siding. Horizontal
joints should always be created between floors (flg.10).
VJater-
Gamer Framing
Figure 10
Horizontal Flooring
Tnm _
sheathing
fasde '*— LM Hardie7anel•
BLOCKED PENETRATIONS
Penetrations such as hose bibs and holes 1 w, or larger such as dryer vents
should have a block of trim around point of penetration.
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are
acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality,
hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of
fasteners. Stainless steel fasteners are recommended when installing James Hardie products near
the ocean, large bodies of water, or in very humid climates.
Consult applicable product evaluation or listing for correct fastener type and placement to achieve
specific design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have
specific jurisdiction. Consult James Hardie Technical Services it you are unsure of applicable
compliance documentation.
Drive fasteners perpendicular to siding and framing.
Fastener heads should fit snug against siding (no air space). (fig. A)
Do not aver -drive nail heads or drive nails at an angle.
If nail is countersunk, fill nail hole and add a nail. (fig. B)
For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel
framing, remove and replace nail).
NOTE: Whenever a structural member is present, HardiePlank should be fastened with even
spacing to the structural member. The tables allowing direct to OSB orplywood should only be
used when traditional framing is not available.
Do not use aluminum fasteners, staples, or clipped head nails.
Snug
M
Flush SIM
VN Countersunk,
fill &add nail
Figure A
ESA
Figure B
do not under
drive nails oo NOTSTAPLE
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the most critical flashing details occurs where a
roof intersects a sidewall. The roof must be flashed with step
flashing. Where the roof terminates, install a kickout to deflect
water away from the siding. It is best to install a self -adhering
membrane on the wall before the subfascia and trim boards
are nailed In place, and then come back to install the kickout.
Figure 11, Kickout Flashing To prevent water from
dumping behind the siding and the end of the roof
intersection, install a "kickout" as required by IRC code
R905.2.8.3 : "...flashing shall be a min. of 4" high and 4"
wide." James Hardie recommends the kickout be angled
between 1000 - 1100 to maximize water deflection
Figur
PNEUMATIC FASTENING
James Hardie products can be hand nailed or fastened with a
pneumatic tool. Pneumatic fastening is highly recommended.
Set air pressure so that the fastener Is driven snug with the
surface of the siding. A flush mount attachment on the
pneumatic tool is recommended. This will help control the
depth the nail is driven. If setting the nail depth proves difficult,
choose a setting that under drives the nail. (Drive under driven
nails snug with a smooth faced hammer - Does not apply for
installation to steel framing).
HS1236 - P2/3 8/13
AZ >o.
CAULKING
For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834.
Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Ouad as well as some other caulking
manufacturers do not allow tooling.
DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
CUT EDGE TREATMENT PAINTING
Caulk, paint or prime all field cut edges. I DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie6 Products. James Hardie products
James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100°% acrylic topcoats are
to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications.
Back -rolling is recommended if the siding is sprayed.
COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
Care should be taken when handling and cutting James Hardie® ColorPlus® products. During installation use a wet soft cloth or soft brush to
gently wipe off any residue or construction dust left on the product, then rinse with a garden hose.
Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new HardiePanelm siding with ColorPlus Technology.
Laminate sheet must be removed immediately after installation of each course.
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus® product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer.
Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products.
Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie
touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.
The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for
every application:
Exposed fasteners or battens is the recommended application for ColorPlus panel products
Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended
For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel
only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover
joints when appropriate.
PAINTING JAMES HARDIE° SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean, dry, and free of any dust, dirt, or mildew
Repdming is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie® Products
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application
temperature
RECO6NmON. In accordance with ICGES Evaluation Report ESR-1$44, HardiePane* vertical siding is recognized as a sult aide aftemate to that speed in- the 2006.20D9, & 2012 Intemztlonal Residential Code for one -and
Two -Family Dwellings and the 2006, 2009, 8 2012 International Building Code. HardiaPanel vertical siding is also recognized for application In the lollovdng. city C Los Angeles Research Report No 24a62, State of Florida
living FLN869, Dade county, Ronda NOA No. 02-0729.02, U.S Dept. of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC-23, Ory, of New varfk MEA 223.93-M, and California DSA PA-019.
These documents should also be consulted for additional information omcermng the suitability of this product for spec a0cauons. .
2013 James Hardie Building Products. Al rights reserved.
TM, SM, and ®denote trademarks or registered trademarks of Additional Installation Information,
James HardieTechnology Limited E is a registered Warranties, and Warnings are available at JamesHardie
trademark of James Hardie Technology Limited. www.jameshardie.com r"If
HS1236 - P3/3 6/13
CRFtjMIAMIOADECOUNTY zyawaMVwgao
000 °AsLABORATORYACCREDITED July
30, 2017" Pingsheng*
Zhu, P.E. Product
Compliance Engineer James
Hardie Building Products 10901
Elm Ave.. Fontana,
CA 92337 Re:
NOA=17-0406.06 Relative
to FBC 2017 Project
RIO-2679AA-17 Dear
Pingsheng: After*
reviewi of the 2017 FBC, it is my opinion that the current NOA-17-0406.06 is in compliance With the 2017 Florida Building
Code. Referenced
Standaeds in the-2017 FBC: 1.
Wood: AWC NDS-2015 & SDPWS-201.5 2.
Structural Loads: ASCEISEI-7-10 3.
Concrete: ACE-318-14 4:
Masonry:TMS402-2016/AC1530-i3/ASCE-5-13 5.
Structural Steel: RISC 360-10.(Including manual of steel conslruc6on 2010 (I4'""edition)) 6.
Cold -formed Steel: AISI'100.12 7.
Aluminum: ADW14015 In
addition, 1 am making the following Statement of independence -as requested: 1.
Ronald Ogawa. does not have nor does it intend to acquire or will it acquire any financial interest In any company manufacturing or distributing
products for which evaluations are issued. 2.
Ronald Ogawa is not owned, operated or controlled by any company manufacturing or distributing products it evaluates or inspect 3.
Ronald Ogawe Inc does not have, nor will it acquire a financial interest In any company manufacturing or distributing products for which
reports are being issued. - 4.
Ronald Ogawa does not have, nor will it acquire a financial interest in any other entity involved in the approval process of the product Should
you have any questions on'anything, please*coritact me. Sincerely,
Ronald
I. Ogawa, P.E.. U RI
Ogawa & Associates, Inc. IAS
Laboratory Approval, TL 360 AS
Quality Control Agency, AA-705 • CRRC
Approved Testing Laboratory for Solar Reflectance and Emissivity, State
of Florida Approved Validator and Third Party Quality Control Agency 714)
292-2602 ron()-
rioaawa.com CC:
Roger Ogawa — RI Ogawa & Associates, Inc, Karen
Ogawa — RI Ogawa & Associates, Inc: Lab
Address: 1985 Sampson Avenue, Corona, CA 92879 • Phone (714) 321-4939 • Fax (714) 908.1815 • E-mail: roaer0rioaawa.com Mailing
Address: 16835 Algonquin St. 9443. Huntington Beady. CA 92649 • Phone.(702) 491-3710 a Fax (714) 9DS-1815 • E-mail: debbyCDrioaac a.cam Engineering
6 Quality Control .'Product Development 9 Inspections • Code Consulting • Expert Witness • Testing 1
1
MIAMhDADE MUM-DADE COUNTY
PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy
James Hardie Building Product, Inc.
10901 Elm Avenue
Fontana, CA 92337
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section
In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this
product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code,
including the High Velocity Hurricane Zone.
DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit
APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFT, titled "HardiePanel, CemPanel, Prevail
Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details
Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the
manufacturer, signed and sealed by Ronald 1. Ogawa, P.E., bearing the Miami -Dade County Product
Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade
County Product Control Section.
MISSILE IMPACT RATING: Large and Small Missile Impact Resistant
LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the
following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control
Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit
panels.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official.
This NOA renews NOA # 15-0122.04 and., consists of this page 1 and evidence page E-1, as well as
approval document mentioned above.
The submitted documentation was reviewed by Carlos M. Utrera, P.E.
NOA No. 17-0406.06
Expiration Date: May 1, 2022
Approval Date: May 4, 2017
27 201% Page 1
James Hardie Building Products, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS "Submitted under NOA # 13-0311.07"
1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel;
HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel;
Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated
04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa,
P.E.
B. TESTS "Submitted under NOA # 13-0311.07"
1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94
2) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit
and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No.
100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and
sealed by Rick Curkeet, P.E.
Submitted under NOA # 02-0729.02"
Laboratory Report Test Date Signature
2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E.
3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E.
4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources (RER)
E. MATERIAL CERTIFICATIONS
1. None.
F. STATEMENTS "Submitted under NOA # 15-012Z 04"
1. Statement letter of code conformance to the 5th edition (2014) FBC issued by Ronald
I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I:
Ogawa, P.E.
Carlos M. Utrera, P.E.
Product Control Examiner
NOA No. 17-0406.06
Expiration Date: May 1, 2022
Approval Date: May 4, 2017
E-1
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration te05/01/2022
By
MIaml--Da a Product Control
6 RE
A00% elifw 10 aroma.
WALL LENGTH- SEE
Stud Spacing at 16' O.C. DETAILA
0 L_ 1 I 1
p6AN/q
5/8" thick 16 ply APA rated
sheathing intlt p4wood
1A' Fi•.,, accodence with Florida
Building Code Sedioa
r ti 23223
rift I' Water-resislive
barrier per Florida7
Building Code
Section 1404.2
aeol
2• X 4° s-P-F
Wood Studs
B t— J
Nails at 16" O.C. (typ.)
3/8' Minimum Edge Distance
A« Sheathing fastener, as described in
Note 1
Panel fastener, as described in
Note 2
i HardiePanel, Cempanel,
Prevail Panel Siding
i
Water -resistive barrier per
Florida Building Code Section
1404.2
5/8" thick / 5 ply APA rated
plywood sheathing fastened in
accordance with Florida Building
Code Section 2322.3
TX 4" S-P-F Wood Studs
The wall and soffit frames are to be designed
by the Architect or Engineer of Record in
compliance with the Florida Building Code.
P$ODU-CT, CAMPTLOII
HardiePanel®, Cempar e;M, &
prevail® Panel Siding materials are
nonasbestos fiber -cement products
tested In a000rdanee with ASTM
C1186 Grade II, Type A and meeting
the requirements ofthe Florida
Building Code.
p IEL OIMEIySMsi
Width Length Thickness
4' 8,9,10' 5/161
QGN PRESSURE,.BATING Installation
Design Pressure Wood
Studs -76 psf M
HandiePanel,
impact Resistant- S19L6'
g Cempanel, Planks installed over 50 thick / 5 ply Prevail
Panel APA rated plywood sheathing Siding
ZiA__
f Dl tI LC Mt?gIJEL,onPRE_
V_
AIL NELLSID NG 1NSTP I k1 T10 l]DETg1l,5 All instillation
shell be de In conformance with this Notice of Acceptance, the manufaotufer's installation recommendations,
and the applicable sections of the Florida Building Code. Wood studs
where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by
an Engineer or Architect per the Florida Building Code and the requirements of this N.OA
Note 11
SW thick / 5 ply APA rated plywood sheathing shall be attached to the studs In accordance with
Florida Building Code Section 2322-3. The siding
panels shall be installed over 5/8' thick 15 ply APA rated plywood sheathing sup poded bya
minimum of 2"X4" S-P-F wood studs spaced a maximum of 16' O.C. Note 2]
The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shank diameter, coaosion
resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edges and intermediate
studs; the fasteners shall be driven through the 518" thick 15 ply APA rated plywood sheathing
into wood studs located at 16" O.C. Fasteners shallhaveaminimumedgedistanceof3/8" and a minimum clearance of 2" from comers. HARDIEPANEL,
CEMPANEL,
PREVAIL PANEL INSTALLATION I)
ETAILS WOOD STUD CONSTRUCTION James Hardie
Building Products, Inc. 10901 Elm
Avenue Fontana, CA
92337 Fax 909-
427-0634 A PNl PLK-SOFF Creator. E.
Gonzales SCALE 1/2° =1'-0° Oate: 4/24/2013 9HEsr 1 OF 12
Fastener Spacing per Florida _ f
Building Code Section 2322.3
HRlADUCi EVl9FD .
0 ooel fi• wiW be•Fbridts
Was Coe
Mwww No
I
1 I
Fastener Spacing per Florida
Building Code Section 2322.3
I
T Flox
PRODUCT RENEWED
as complying with the Florida
N,1 0 f
HOA-
BuildingCode
J`_ %`7"
7
NOA-Nb. 17-0406.06
Expiration e05101/2022
By y
r tiami P odtwtCeZ4 By
Miami- a duct Control
I• I
I' I
I
11Irlrla I I G Q
Cladding
Framing
z Sheathing
ST,
Fss ONA I
li
jFRAMiNG
NOMINAL 2" X 4" $-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH3-11T 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
BOTTOM CONNECTION)
THE WALLAND SOFFIT FRAMESARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SHF$T.bJNG
NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION
BUILDNG CODE SECTION 2322.3
gt,ADD(WG James Hardie Building Products, Inc. FixTHEPANELISFASTENE) WITH 27 LONG, 0.223 HEAD 10901 Elm Avenue
DIAMETER, 0.092V SHANK DIAMETER CORROSION Fontana, CA 92337RESiS'rANT SIDING NAILS, PLACE NAILS 6" O.C. AT
PANEL EDGES AND INTERMEDIATE STUDS Phone: 909356-6300 SIZE ascwA No cm no
Fax 909-427-0634 A PNL-PLK-SOFF
Creator: E. Gonzales soN.e 1" = 1-0" Date: 424/2013 s reer 2 OF 12
1
WALL
A LAIj,A
W
WALL LENGTH
Stud Spacing at 16' O.C.
Hvvts ' `
t I.l , ..
l5
11.v7 i i No,
STATE
it . ,`t FOM
3/8" Minimum
Sheathing fastener, as
described in Note 1.
Panel fastener, as described in
Note 2
HardiePanei® Siding
Water -resistive barrier per
Florida Building Code Section
1404.2
r
5/8" thick / 5 ply APA rated
PRODUCT RENEWED L plywood sheathing fastened
as complying with the Florida to metal studs as described
Building Code
HOA-No. 17-0406.06 in Note 1.
Expiration Q&fe05/01/2022 209a, 3-5/8" X 1.5/8" Metal C-stud
The wall and soffit frames are to be designed
By by the Architect or Engineer of Record InMiamifaaProductControl
compliance with the Florida Building Code.
Distance
Nails at 6" O.C. (typ.)
h1AF D AjJ€LyCEMPAJJf LLPgE(A L Pq JEJ L$IOIfyG t yST}1„4ION DETAJ
All installation shall be done In oonfonmanhe with this Notice of Acceptance, the manufacturer's
installation recommendations, and the applicable sections of the Florida Bullding Code.
Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be Installed shall be
designed by an Engineer or Architect per the Florida Building Code and the requirements of this
N.O.A.
Note 11 5/8' thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc
at panel edges and all Intermediate supports using a No.6-18, 0.315' head diameterx 1-1/4' long
bugle head screw
The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing
supported by a minimum 20ga, Nominal 3.5/8" X 1-518" Metal C-studs spaced a ma)dmum of 16"
O.C.
Note 21 The slding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8'
long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal
framing); the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs; the
fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal
studs located at 16" O.C.
Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from
comers.
SEE
P QOUCT DES-C-R TfQW
HardlePanel®, Cempanel®, & Prevail®
DETAIL A Panel Siding materials are nonesbestos
5/8' thick 15 ply APA rated fiber -cement products tested in
plywood sheathing fastened accordance with ASTM C1186 Grade II,
to metal studs as described Type A and meeting the requirements of
in Note 1 the Florida Building Code.
P_MUL MENN ONS
Water -resistive Width Length Thickness
1 ` barrier per Florida
Building Code
4' 8,9,10' S/16"
Section 1404.2 JZESIG•N iESSURE taTJN_G.
Installation Design Pressure
20ga.3.518"X 1-6/8' Metal Studs A04 psf
Metal C41tud
HardtePanel, impact Resistant —
Panel installed over 618" thick / 5 ply
St~C_T1o1VV1 Cempanel,
APA rated plywood sheathingPrevailPanel
Siding
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
SIZE FSCM NO uVw rvv
A PNL-PLK-SOFF
Creator E. Gonzales ISCAI.E' 12" o V-0' I Date: 4/2412013 IsmseT 3 OF 12
PRODUCT RENEWED
is complying with the Florida
Wilding Code
410A-No. 17-0406.06 T-
Expiration te05/0112022 6.00in.
f
y
PRODUCT&EVlSF-b
erelplYin6 with the
FnaiooDmee l '%
lvL sdc P odnR Cvelrol
FRAMIt+lG
NAL
FASTNOMENED WITH 518" WAFER HEAD SCREWS (D2 PER OP
AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE 70 BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SF E4TFIING • , NOMINAL 518" THICK 15 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT 6' OC AT PANEL
EDGES AND ALL INTERMEDIATE SUPPORTS USING A
NO.8-18, 0.319' HEAD DIAMETER X 1-1W LONG BUGLE
HEAD SCREW
CLADDINGTHEPANEL IS FASTENED WITH NO. B-18, 0.315" HEAD
DIAMETER X 1.518" LONG CORROSION RESISTANT
RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT
LEAST 3 FULL THREADS PENETRATING THE METAL
FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES
AND INTERMEDIATE STUDS
Cladding
Framing
II
Sheathing
II
I.1
I.1
II I
I•I I.I
141 ` OGA
I I 0. 121
STATE OF
1
S ONAL '
FOR METAL ND WOOD STUDS, PROVISIONS FOR
LOAD
NOT PARTFTH S APPROVAL (MUST PROVIDE ALTERNAEGS GRAVITYM
ACTIONANDPROVISIONOR
THEE LOADS)RE HARDIEPANEL, CEMPANEL,
PREVAIL
PANEL INSTALLATION DETAILS METAL
STUD CONSTRUCTION James Hardie Building
Products, Ina 10901 Elm Avenue
Fontana, CA 92337
p9-356 63
hone: 9000 SUE ra m+ F 909-427-0834
A PNL-PLK-SOFF Creator:
E. Gonzales sau
a 1" =1'-0" Date: 4124/2013 SHEET •1 OF 12
at 1
e
WALL '
iEIGHT
f i.l
B
3/4" Minimum Edge Distance
aE TAIL A
yiI with Fbr;d
tw IS
By
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
LENG
SEE
DETAIL A
v ith toe Fbdu
Sheathing fastener, as
described in Note i
W`SIONA-s!Nails at 16" O.C. (typ.) ''rrB
Siding fastener, as
described in Note 2
1 HardiePlank,
Cemplank, Prevail
Lap Siding
Water -resistive barrier
per Florida Building
Code Section 14041
5/8" thick 15 ply APA rated
plywood sheathing fastened
In accordance with Florida
Building Code Section
2322.3
Expiation teO5/01/2022 2"X 4" S-P-F Wood Studs
The wall and soffit frames are to be designed
By by the Architect or Engineer of Record in
Mlam'
I;)
de Product Control compliance with the Florida Building Code.
P O.I US LoES[.TJOlI.
HardlePlank®, Ce1nptank®, &
PrevallO Plank Lap Siding materials
5/9" thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186GradeII, Type A and
sheathing in meeting the requirements of theaccordancewithFloridaBuildingCode.
Florida Building Code
Section 2322.3
water -resistive Width length Thickness
barrier per Florida 59-1/2' 12' 5/16"
Building Coda
Section 14042 QUl PRF,SSUR RA7[NQ
2" X 4' S-P-F installation Design Pressure
Wood Studs Wood Studs -92 psf
Lap Siding Impact Resistant -
Planks Installed over 5l8" thick 15 ply
1.114' tall X 5H6" APA rated plywood sheathing
thick starlet strip
HA tDl pl l ll<LCEI IPl1 N1(LPFR/_A_,L LA SiDJNGJJJSYaI U1TLO D - __1A All
Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installation
recommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePtank, Cemphank, Prevail Lap Slding will be Installed shall be designed by an Engineer
or Architect per the Florida Building Code and the requirements of this N.O.A. Note
1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with
Florida Building Code Section 2322.3. Planks
shall be applied horizontally commencing from the bottom course of the wa0 with 1-1/4" wide laps
at the top of the plank such that the exposure area of each plank is 5 8-114" vertically. tote
2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.09z' shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8A/4" O.C. vertically and 16" O.C. horizontally; fasteners
are driven into wood studs through 518" thick / 5 ply APA rated plywood sheathing, fasteners are
placed In the overlapping area approximately 3/4' from the bottom edge of the overlapping plank. Vertical
joints shall be placed over studs. Theplanksshallbeinstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum
of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners
shall have a minimum edge distance of 3/8". HARDiEPLANIC
CEMPLANK, PREVAIL LAP SIDING INSTALLATION
DETAILS WOOD STUD CONSTRUCTION James
Hardie Building Products, Inc. 10901
Elm Avenue Fontana,
CA 92337 Phone:
909-35M300 size FSCM Ho 0V'G No Fax
9p9-427-0634 A PNL-PLK-50FF Creator.
I- Gonzales sc 1/2" w t'-0• Date: 4124/2013 SHEET 5 Op 12
Fastener Spacing per Florins
Building Code Section 2322.3
PRODUCT RENEWED
as complying with the Florida
Building Code
CIA-No. 17-0406.06
0.75in - Expiration D e05/01/2022
sy
Mlarni-Wadfi Product Control
PRODUCii REV=
as WMplymg with dw rk i &
suaftto6
Amepbom Tao
In. OC—i / Cladding
II
I • Framing
it
Fastener Spacing per Florida I Sheathing
Building Code Section 2322.3
I •I
PR MING-
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-1/2' 16d. COMMON NAILS (2 PER TOP AND
BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPUANCE WITH THE FLORIDA BUILDING CODE
SHFAT NCCI
NOMINAL 616" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA
BUILDING CODE SECTION 2322.3
CLAbDJKQ
PLANKS.OVERLAP 1-1/4"
THE EXPOSURE IS 58-1W
THE PLANKS ARE FACE NAILED WITH 2-112' LONG, 0,223"
HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION
RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE
BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION
MoDUCr 11EVIS[D
n "Moy" with do Florids
Bonding Cobs I • I --i
No. 121
By STATE OF ` 2 1
G ONAL E. s
i
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND'MAV6rLOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
Creator. E. Gonzales
HARDIEPL4NK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Sullding Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
A I I ' PNL-PLK-SOFF
1' =1*0 1 Dale: 4rz412013 (SHEET 6 OF 12
REV
WALL
HEIGHT
tud Spacing at 16" O.C.
WALL LENGTH SEE PPQQUCT•QFISCRIPTIQJl
DETAILA HardiePlankO,•CemplanlclD, and
5ra" thick / 5 ply APA Prevail® Plank lap Siding materials
gated ptytiwod are nonasbestos fiber-cement
products tested In accordance withsheathingfastenedASTMC1186GradeII, Type A and
j to metal studs as
cegjl •` r/ { described in Note 1 meeting the requirements of the
i ; ' as ooir y e wyrb i6o tfWI& i I tt 1 ; iq/ '_i Florida Building Cade.
i Water -resistive
HeRdi gC-& i tt is
r
barrier per Florida _LANK DIME-N,SlOL1S
j FSeppirao Omen O ` I F Building Code Width Length Thickness
Section 1404.2 5 9-11Z" 12' 5/16"
I I I r .
et t comet I 209a, 3-M- X 1.518-
i. i.l tl.i ` DESIGN PRESSURE RAT{ M.etal GsWd Installation Design Pressure
r__iL_ _t - - 1,---- .:!.\Plank, Metal Studs -92 psf
Lap
plank,
Siding
Prevail
CT O Lap Siding Impact Resistant —
3/4" Minimum Edge Distance Nails at 16" O.C. (typ,)
Vim'
y B 1-1/a' tall X 5/16• Planks Installed over 518" thick / 5 ply
thick starter strip APA rated plywood sheathing
0Al-6
1--
tkc "Wide
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Sheathing fastener, as
described in Note 1
Siding fastener, as
described in Note 2
IHardiePlank,
Cemplank,
Prevail Lap Siding
Water-resisfve
barrier per Florida
Building Code
Section 1404.2
518" thick / S ply APA rated
plywood sheathing fastened to
metal studs as described in,
Note 1
Expiration 05/01 /2022 209a, 3v/8" X 1-SW Metal Gstud
The wall and soffit frames are to be designed
BY by the Architect or Engineer of Record In
Mtem d Product control
compliancI e with the Florida Building Code.
tfA.I DIFplJ1NIC.CEMPLANK. PREVAIL LAP SIb G INSiA LATIQfV DE 9fLS
All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installation
recommendations, and the applicable sections of the Florida Building Code.
Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an
Engineer or Architect per the Florida Building Code and the requirements of this N,OA
Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at V'oo at panel
edges and all intermediate supports using a No.8-18, 0.316' head diameter x 1-1/4• long bugle head screw
Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at
the top of the plank such that the exposure area of each plank is s 8-14' vertically.
Note 2] The siding fastener shall be a minimum No. 8-18, 0.316' head diameter X 2-1140 long" bugle head
screw over metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding Is
fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8"
thick 15 ply APA rated plywood sheathing,'fasteners are placed in the overlapping area approximately 3/4•
from the bottom edge of the overlapping plank.
Vertical joints shall be placed over studs.
The planks shall be Installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum
20ga, Nominal 3-518" X 1-5/8" Metal C•studs spaced a maximum of 16" O.C.
Fasteners shall have a minimum edge distance of 3W.
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
A I I PNL-PLK SOFF
Creator. E. Gonzales Iscue 1/2" w 1'-0" 1 Date: 4/24/2013 ISHEET 7 OF 12
6.00in, 16 In. OC Cladding
6.00in.
I Framing
I • I
PRODUCT RENEWED
6.00in.00 I SheathingI
as complying with the Florida
Building
NOA-NoNoCode
I
I o. 17-0406.06 Explration,
D te05/0112022 'I By
I • I .
Ni/rii i Mlarnl-
Dfafe Product Control_- ,-^ -y _
w- j
I I
I{II
OGA W _ rinwilt
the 1Flarid F''• deonwiifidcFkridsa8 9m-{
deg Code cof A=
vtamN,l3 t.a7 STATE
OF W
inn ; ec4 t'ro6na Cbatrol Pareja vtodtia _ . `-.• ::' cV . S825in.
I t
I
0.<
F. •. <
0R10P•G 6c'
F13gnn1yG
NOMINAL
20 GAUGE 3.5/8" X 1-5/8" STEEL STUDS 16' O.
C. FASTENED WITH 5/6" LONG RIBBED BUGLE HEAD SCREWS (
2 PER TOP AND BOTTOM CONNECTION) THE
WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY
THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE
WITH THE FLORIDA BUILDING CODE SHEATHING
NOMINAL
5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING
TO METAL STUDS AT 6" OC AT.PANEL EDGES
AND ALL INTERMEDIATE SUPPORTS USING A NO.
8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE "' HAROIEPLANK, CEMPLANK, PREVAIL LAP SIDING HEAD
SCREW INSTALLATION DETAILS METAL STUD CONSTRUCTION CLAQ
IG- PLANKS
OVERLAP 1-1/4' THE
EXPOSURE IS S 8-14" James Hardie Building Products,.Inc. itTHE
PLANKS ARE FASTENED WITH NO.8-18, 0.315" _ 10901 Elm Avenue HEAD
DIAMETER X 2-1/4' LONG CORROSION- ° Fontana, CA 92337 RESISTANT
RIBBED BUGLE HEAD SCREWS (SCREW phone:
909-356-6300 SHALLHAVEATLEAST3FULLTHREADSsins
vscw No owGNo Rtv PENETRATING
THE METAL FRAMING), PLACED 3/4" UP Fax 909-427-0634 A PNL-PLK-SOFF 1 FROM
THE BOTTOM EDGE OF THE PLANK AT EACH Creator. E. Gonzales SCAM- 1" r T-0" Date: VNIZ013 srtsEr a OF 12 STUD
LOCATION
WALL
QETAIL 6
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration QpleOS/01/2022
WALL LENG1
Stud Spacing at 16, O.C.
SEE
DETAIL A
2" X 4" S-P-F
Wood Studs
HardieSofFlt,
Cemsoffit
1 L $ESJJoN3.=Q
J
I Nails at 4" O.C. (typ.)pRaDuCr RgvLwD
3/8" Minimum Edge Distance s amV4ybhe wivk ibe Fla"
PA f I
B,
khle!psk pn.r.
Soffit fastener, as
described in Note 1
HardleSoffit, Cemsoftlt
By
Miami- a e roduct Control
Minimum 2" X 4" S-P-F Wood Studs
The wall and soffit frames are to be
designed by the Architect or
Engineer of Record in compliance
with the Florida Building Code.
PSI QMCJ I ESCRIQ1I_QH!
HardieSoffitO & CemsoffdO materials are
nonasbestos fiber -cement products tested in
accordance with ASTM C1186 Grade 11, Type A
and meeting the requirements of the Florida
Building Code.
EOEE1T' 71MENSIONS
Width Length Thickness
N 6 1/4"
QEStGtyP-R-F-SSUI&E-RATJN
Installation Deslgn Pressure
Wood Studs -70 psf
nAWq
No. 4Y21
STATE OF
z"9810N4 \
NQRI)lESO T.CEIVI.S_O.FF T j NEI I'[A.a.AJJ_QN DEJ.A.l4s.
All Installation shall be done In conformance with this Notice of Acceptance, the manufacturer's
Installation recommendations, and the applicable sections of the Florida Building Code.
Wood studs where HerdieSoffit, Cemsoffit will be installed shall be designed by an Engineer or
Architect per the Florida Building Code and the requirements of this N.O.A.
The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 1V O.C.
Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter,
corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and
intermediate studs, the fasteners shall be driven into wood studs located at 16" O:C.
Fasteners shal(have a minimum edge distance of 31V' and a minimum clearance of 2" from comers.
PRODU r vLS>rD
aft*ying with (IN Fbd&
SuHdiog Co*
eoept Nol3-0311,4`
t w-Z;L
ray
P;-:,;; aeuet cv.IW
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc,
10001 Elm Avenue
Fontana, CA 92337
PNL-PLK-SOFF
REV
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration Da 05/01 /2022
By
4.00in.l Mia-m-i:Mc# Product Control
PRobtiCr6EvISED PRODUC REI;lsw
a enslplyim with doe F kWj& as ooco)'i^g wieL des fFlarift
a 01111" er BtuldwsGD& • t
Aooeptomp Na -o Awept"M No • 3 r ,a7
E Omc o lion Daft. 7
Ar sy
Afienei l"In A ve Coarol Mi df un- a PeoKid Cnetrol
EMM-M
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM
CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY
THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE
91AD I 1G
THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD
DIAMETER, 0.092" SHANK DIAMETER, CORROSION
RESISTANT SIDING NAILS, PLACE NAILS N' O.C. AT PANEL
EDGES AND INTERMEDIATE STUDS
Cladding
Framing-
111
0. i 21
STATE OF
C0 R1aP
FOR METAL AND WOOD STUDS. PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
5—one: 909-356 6300 size Fscne ao o%U No asv
Fax 909-427-0634 A PNL-PLK-SOFF
Creator. E. Gonzales sme 1"=1=0, Date: 4/24/2013 6HECt 10 OF 12
WALL
1
WALL LENGTH
Stud Spacing at IT O.C.
SEE
DETAIL A
P-1QDU0LQQ%C-R-IA710
HardieSoM(O & CemsoffitO materials
are nonasbestos fiber -cement products
tested in acoordance with ASTM C1186
Grade II, Type and meeting the
the Florida Building
i """;'" : • j jjj """"i; requirements of
PRODUCT RENEWED Code.
j,j
as complying with the Florida ,
DIME IS QN_S,
l i 11
Building Code
j NOA-No. 17-0406.06
zOga, 3-5/8" x 1-5J8 SQFFIJ
Width Length Thickness
I
r
I
r
OS/01/2022
Metal 4stud
Expiration Da
t IB yj HardieSoffit,
DE_
S.ICN P SSURE T G i
ji r
Mlaml-D d roduct Control ii Ceriuotrc
installation Design Pressure j
I j I. Metal Studs-55jnL 316"
Minimum AUAL.
A Nails
at 6" O.C. (typ. Distance
Soffit
fastener, as described
in Note 1 HardieSoffit,
Cemsoffit 20ga,
3-5/8" 4 1-5/8" Metal C-stud j
The wall and soffit frames are to be designed
by the Architect or Engineer of
Record in compliance with the Florida
Building Code. PRODUCT
REVISED Pttwucr
REVILED as tmnplyips with the Florida tS •'•;
orits
W t tat 0or66 ouildiog Cmu N0. 1 8wiatiCo& A-. M.M. No 13'0 11. t % AeooitsoaelVuAjratiu/7 H'
aesol ,
0S ;
AE' OF raoc adeF.
ControloRroP /
lti EQALEk" till
Ap 0;i • All Installation
shall
be done in conformance with this Notice of Ac cecturer's installation recommendations, and the
applicable sections of the Florida Building Code. Metal studs where HardisSoffit,
Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida
Building Code and the requirements of this N.OAA The soffit shall be
installed over minimum 20ga, Nominal 3-618" X 1-5/8" Metal C-studs spaced a maximum of IV'
O.C. Note 1] The soffit
fastener shall be a minimum No. 8-18, 0.316' head diameter X 1-114' long* ribbed bugle head screw (*
or screw shall have at least 3 full threads penetrating metal framing);the fasteners shall
be spaced at 6" O.C. at panel edges and Intermediate studs: the fasteners shall be driven
Into metal studs located at 16" O.C. Fasteners shall have a
minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION
DETAILS METAL STUD
CONSTRUCTION James Hardie Building Products,
Inc. 0 10901 Elm Avenue
Fontana,
CA 92337 hone:
909.356-6300
SIZE PSWNO I owoNo REV Fax
909427-
0634 A
PNL-PLK-SOFF 1 Creator. E.•Gonzales SCALE
I& 1'-l)" Date:412412013 ISMET 11 OF 12
s.00in. 16.00In. Cladding
Framing
6.001n.
PRODUCT RENEWED '«coatpiri`"
PRODUCC REVISED
F BRotl =
irlorib. as complying with the Florida
Building Code
906
Aop,large?b s / ase 7jS
BvUdCoAe riir irrrri
AW. NOA-No. 17-0406.06°'"°
Expiration 05/01/2022 fly
fVAF,:i
r3-'N `o i+'
BY i, an„ Q ProEnot Coot 21
Miami-IDAdf Product Control
I _ 001N
SSIOVA +
FRA1V(INC '
iirrN
NOMINAL20 GAUGE 3-5/8" X 1618"STEEL STUDS 16 O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH518EWAFERHEADSCREWS (2 PER TOP
AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
CI ADDINC HARDIFSOFFIT, CEMSOFFIT PANEL
THE SOFFIT IS FASTENED WITH NO.8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION
DIAMETER X 1-114 ' LONG CORROSION RESISTANT RIBBED
BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc.
FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10961 Elm Avenue
SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE et Fontana, CA 92337
STUDS
Dhone:909-356-6300 SIZE FSCMNO DWO"° aF
Fax 909-427-0634 A PNL-PLK-SOFF 1
Creator. E. Gonzales SCALE 1"= 9-0" 0 8 te:4124/2013 SH-FEr 12OF 12
PROJECT RIO-2689-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND
FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 2
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2
TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. 2
JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2
DESIGN WIND LOAD PROCEDURES 3
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE
REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD I.OGAWA & ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET 0413
HUNTINGTON BEACH, CA 92649
I) 714-292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17
EVALUATION SUBJECT
HardiePanel® Siding
James Handle Product Trade Names covered In this evaluation:
Hardie?aneW Siding, Cempanel® Siding, Prevail- Panel Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Code
2015 International Building Code
2015International Residential Code
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
EVALUATION PURPOSE:
This analysis Is to detemdne the mandmum design 3-second gust wind speed to be resisted by an assembly of HardlePanel (Cenpenel, Prevell Pans!) siding fastened to wood furring$ on'eMer wood
or metal training with nails or screws.
REFERENCE REPORTS:
I. Intenek Report 102024363COO-001A. Transverse load test on HardiePenal
TEST RESULTS:
Table 1a. Results of Transverse Load T&Wno
Frame Fastener Ultimate Allowable
Test Thldmess Width Sparing Spacing Fastener Type Load Design Load?
Report Number Agency n.) in.) Frame Type' ln. n) and Dimensions SF) PSF) Failure Mode
102024363Cp0 001A Intertek 0.9125 48
2X4 wood stud, 3/4' thick by 16 6 No B X 1.25' long X 0 323' HD tfi0.7 53 6 We through /fracture
3.5' wide SPF boring ribbed bugle head screws
t02024363C.00-001A Imerrek 0.3125 48 2X4 wood stud. 3/4'thick by 16 B No. 8 X 1.25 tag X 0.323' HD
131.4 3.8 pu8 through
3.5' wide SPF furringribbed bugle heed screws
102024363COO-0D1A Intenek 0.3125 48 2X4 wood stud. 3/4'tindk by 16 12 No. 8 X 1.25' long X 0.323' HD 106.1 35.4 pull through
furringwideSPF fung ribbed bugle head screws
102024363000-001A Imertek 0.3125 48 2X4 wood stud. 3/4- thick by 16 6 0.090' shank X 0.215' HD x 1.5' 1 .147.6 49.2 pull ttvough lfrarluire
3 5- vide SPF furring long ring shank nail
102024363COO-001A Intenek 0.3125 48 2X4 wood stud, 314' thick by 24 8 No, 8 X 1.25' long X 0.323' HD 82.7I 27.6 pull through /fracture
3.5' wide SPF furring ribbed bugle head screws
1. All lasterim were installed on furring without penetration rmo the training memoers.
2. Allowable load is determined from ultimate load divided by a factor of safely of 3
3. HardiePanel Siding compiles with ASTM C1186. Standard Specification for Grade 11, Type A Non -asbestos Fiber-Cemerd Flat Sheets
Table 1b. Analysts of Allowable Load for e8 Screw at 10' O.C.
a8 Screw Spacing
Fastener Spacing in. 8 12 10
Frame spacing (in.)16 16 16
Fastener Tributary area a? 0.89 1.33 1,11
Allowable load 438 35A 38.9
Individual fastener load b. 3&9 47.2 43.1 The fastener load for 08 screw at 1(f O.C. was calculated as the average of the test results for 8' and 12' O.C.
The allowable load for US screw at the spacing of 117' O.C. Into h mng can be calculated by interpolating the results of same fastener at 6' and 12' O.C., since both tests had some failure mode of
fastener pull through from the panels. As shown in the table, the allowable load for 08 screws installed at W* O.C. to wood furring is 38,8 Pat.
Justification of Using the Results on Light Gauge Steel Framing
In the subject configurations, all fasteners were attached to furring only, so whether the furring Is attached to wood or peel framing does not a/feci panels' transverse load capacity. It's the project
engineer's responsibility to ensure the furring attachment aid framing memebers to have sufficient load capacities.
Ii-i
so'
00
QGAWA
SE
r aF ! W
FtOR1
Q,''
r y4
e
F SION
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET *443
HUNTINGTON BEACH, CA 92649
O 714-292-26D2; (F) 714-847-4595
PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS. INC.
1-888-542-7343
inlo@jameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind load capacity) is determined via corrplience testing to transverse load national test standards. Via the transverse load testing an allowable design
load is de(emdned based on a factor of safety of 3 applied to the ultimate test load
Equation 1, q6=0.00256'K.'V.*V, Vr (rat. ASCE 7-10 equation 30.3.1)
velocity pressure at height z
K. , velocity pressure exposure coefficient evaluated al height z
Ka , topographic factor
Equation;
K. , wind directionally factor
V , basic wind speed (3-second gust MPH) as determined from 20151BC Figures 1609.3(1), (2), or (3); ASCE 7.10 Figures 26.5.1A, B, or C
V=V,. (rat. 201518C Section 1602.1 definitions)
Vie , ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5•1A, B. or C
Equation 3, p=q,'(GC0-GC0 (rat. ASCE 7-10 equation 30 6-1)
GC. , product of external pressure coefficient and gust -effect factor
GC. , product of internal pressure coefficient and gu"ect factor
p , design pressure (PSF) for siding (allowable dead load for siding)
To determine design pressure,. substitute q, kilo Equation 3,
Equation 4, t=0.00256%'Kn'K.-V,.r'(GC.-GC,.)
Alowabb Stress Design, ASCE 7-10 Section 2.4.1, load combination 7
Equation 5, DAD • 0.6W (rat ASCE 7-10 section 2.4.1, food combination 7)
D , dead load
W , wind load
To determine the Allowable Stress Design Pressure, apply the bed factor for W (wind) from Equation 4 to p (design pressure) datermmed from equation 4
Equation 6, per.+: 0.61p)
Equation T. per. - 0.6j0.W256'16'Ke'K.'Vuz'(GC.-GC4))
Equation 7 is used to populate Table 3, 4, and 5
To determine the allowable ultimate Desk wind speed for Mardis SWffV in Table 6, solve Equation 7 for V,.,
Equation 8, V. _(p..10.6.0.00256'1(,'K.'K.'(GC.-GC,J)as
Applicable to methods spedfad in Exceptions 1 through 3 of 201518C Section 7W9 1.1., to tl 611779ie the allmaYe nominal design wind speed (Vasd) for Hard* Siding in Table 6, apply tiro
Conversion formula below,
Equation 9, Vim.=V,.' (0.6)ss (ref 201518C Section 1609.3.7)
Vr , Nominal design wind speed (3-second gust mph) (ref 201518C Section 1602.1)
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET d143
HUNTINGTON BEACH, CA 92649
M 714-292-2602; (F) 714-847-4595
PROJECT: RI0-2689-17
Table 2. Coefficients and Constants used In Determining V and p.
K, Was Zone 5
He1ghl (ft) Exp B Exp C Exp D Kr K, GC GC
0.15 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18
20 0.7 09 1.08 1 0.65 1 4 0.18
25 0.7 0.94 112 1 0.85 1.4 Die
30 0.7 0.98 1.16 1 0.85 1.4 0.18
35 0.73 1.01 1.19 1 0.85 1.4 0.16
40 0.76 1.04 1.22 1 0,85 1.4 0.18
45 0 785 1.065 1.245 1 0.85 1.1 0.18
50 0.81 1.09 11 1 0.85 1.4 0.18
55 0.83 t.11 1.29 t 0 85 1.1 0.18
60 0.05 1.13 1.31 1 0.85
100 1 0.99 1 126 1.43 1 h>60 1 1 0.95 1 -1.8 0.16
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-512-7343
info@jamesherdie.com
Table 3, Allowable Stress Design . Component and Cladding (CiC) Pressures (PSF) to be Resisted at Various Wind Speeds • Wind Exposure Category B,
nd Speed 3-secondoust) 100 105 110 115 120 130 140 150 160 170 1S0 190 200 210
Height (h) B B B B B B B B B B B B B B
0.15 14 4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
20 14 4 A5.9 17.5 19.1 20.8 24.4 28.3 32.5 37 0 41.7 46.8 52.1 57.6 63.7
25 14.4 A5.9 17.5 A9.1 1 -20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.6 63.7
30 A4.4 15 9 17.5 19.1 20.0 24141 28.3 32.5 37.0 1.7 46 8 52 1 57.8 617
35 15.1 ASS 18.2 19.9 21.7 25 4 29.5 33.9 38.6 435 48.8 54 4 60.2 68A
40 15.7 17.3 19.0 20.7 2.6 26.5 30.7 35.3 40.1 45.3 SO.S 56.6 62.7 W.1
45 16.2 17.9 19.6 21 4 23 3 27.4 31.7 1 -36.4 1 -41.5 1 -46.8 1 -52.5
50 16.7 18.4 202 221 24,1 2B2 327 37.6 42.8 483 54.1 60.3 66.8 73.7
55 17.1 18 9 20.7 22.8 24.7 29.9 33 6 38 5 43.8 49.5 55.5 61.8 68.5 75.5
1 1 3
100 25.6 28.2 31.0 33.8 16.9 43.3 50.2 57.6 65.5 74 0 82.9 92A 102.4 112.9
Table 4, Allowable Stress Design . Component and Cladding (CiC) Pressures (PSF) to be Resisted at Various Wind Speeds . Wind Exposure Category C,
d Speed(3-secondgust) 100 105 110 116 120 130 140 150 ' 160 170 IS0 190 200 210
Hei M h C C C C C C C C C C C C C C
0.15 17.5 19.3 21.2 232 25.2 29.6 34.4 39.5 44.9 50.7 56.8 51.3 70.1 77.3
20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60 2 67.1) 74.3 81.9
25 19.4 21.4 23.5 25.6 27.9 32.0 38.0 43.6 49 6 56.0 62.8 70.0 77.6 35.5
30 Z0.2 22.3 24.5 26.7 29.1 34.2 39.6 45 5 51.6 56.4 65.5 73.0 80 9 89.2
35 20.8 23.0 252 27.6 30 0 352 40.8 46.9 53.3 60.2 67.5 75.2 43.3 91.9
40 21.5 23.7 26.0 20 4 30.9 36 3 42.0 48.3 54.0 62.0 69.5 77.4 55.8 94.6
45 22.0 242 25.6 29.1 316 37.1 43.1 r494 56.2 63.5 71.2 79.3 87.9 96.9
50 22.5 24.8 272 29.7 32.4 38.0 4.1 50.6 57.6 65.0 72.9 612 39.9 99.2
55 22.8 252 27 7 30.3 33.0 38.7 4.9 51.5 58.6 56.2 74.2 82.7 91.6 101.0
2 A b. 84. 1
100 55.0 63.8 73.3 83.1 1 .94.1 1 -105.5 1 .117.E 1 -130.3 103.6
Table 6, Allowable Stress Design - Component and Cladding (CiC) Pressures (PSF) to be Rcslsted at Various Wind Speeds - Wind Exposure Category D,
d Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 1S0 190 1 200 210
Hei M R D D D D D D D D D D D D D D
0-15 21.2 234 25.7 26.1 30 6 35.0 41.6 47.8 54.4 61.4 68.5 76.7 85.0 93.7
20 22.3 24.6 27.0 29.5 321 37.7 43.7 50 1 57.0 64A 72.2 80 4 89.1 98.2
25 231 26.5 28.0 30.6 33.3 39.0 45.3 52.0 59A 66.8 74.9 83.4 92A 101.9
30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 1055
35 24.5 27.1 49.7 32.5 35.3 41.5 48.1 552 62.8 70.9 79.5 88.6 98.2 108.3
40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 6 644 72.7 81.5 90.9 100.7 111.0
45 25.7 28.3 31.1 34.0 102.7 113.3
50 26.2 28.9 31 7 34.6 37.7 3 51 3 58 9 67.1 757 54.9 94.6 104.8 115.5
55 26.6 29.3 32 2 35.2 38.3 45.0 52.2 59.9 38.1 76.9 1 36.2 86.1 106 4 117.4
6.1 1 Ig-
loo 37.0 1 -40.8 44.7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.1 1 A47.9 163.0
Tables 3, 4, and 5 are based m ASCE 7-10 and consistent with the 2D] 51BC, 2015 IRC
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET #443
HUNTINGTON BEACH, CA 92649
r) 714-292-2602; (F) 714-847.4595
PROJECT: RIO-2689.17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
into@jameshardie.com
Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 CdC Pori 1 and Part 3) 4
Design Wnd, Speed, Design Wnd, Speed,
VJ's, V„i s,
3aetxnd gust mph) (3-second gust mph)
Applicable to methods
specified in 120151BC, Applicable to methods
2D17 FSq Section specified n Exceptions 1
609 1.1 as deter iried by through 3 of 1201 S 19C,
12015111C, 2017 FBC) 2017 FOCI Section
Kilwes 11109.3(1). (2). or 1609.1.1.
S). Coa feients eaad in Table 6 calculations for
ind exposure ralemory Wind emtaure fated Siding I K-
Product
MWmum
TNdutess
In)
VNdUt
in.)
Fastener
Type
Fastener Fastener
In.)
Frame Type
Stud
Speong
Pn.)
Bulldtng
HeigM'•s
00
e C D B C D
Allowable
Design Load
PS0 EIm B E)v C Eton D K. w GC. GC.
HerdtePenet® SH6 48
No. 8 X
1.25'"
X 0323'
HD ribbed
bugle head
screws
6' O.C.
into
tuning
ddy
2X4 `mood or
20 ga. steel
Eck by 3.5'
14'
thick by
wide wood
fumnp 1lJ
16
0.15 193 175 159 149 135 123 53.6 0.7o O.as 1.03 hs6D 1 0.85 1.4 0.18
20 193 170 ISS 149 132 120 53.5 0.70 0.9D TOO 1 0.05 1.4 018
25 193 ISO 152 149 129 lie 53.6 0.70 a94 1.12 1 0.65 1.4 0.15
30 193 7e3 150 149 126 118 1 -W.8 0.70 0.95 1.16 1 0.85 1.4 0.16
35 189 160 148 146 124 114 53.8 0.73 tot 7.19 t 0.65 1.4 0.1a
40 185 ISO 146 143 122 113 53.8 0.76 1.04 1.22 1-1.4 0.18
45 172 150 140 133 116 toe W.6 0.aa L15 1.33 1 D.85 1.4 0.18
50 179 154 143 139 120 111 u'3.6 0.81 L09 t27 t 0.a5 lA 0.ta
55 177 I53 142 137 119 110 43.6 o.a3 1.11 129 1 0.a1 1.4 O.1s
60 175 152 141 135 117 109 W 6 0.05 1.13 1.31 1 D.65 1.4 Fill
100 145 128 120 112 99 93 53 a 0.99 126 1.43 h>60 1 0,95 1.8 0.18
HarWePanel® 5/16 dB
No. 8 X
125' long
X 0.323'
HD ribbed
bugle head
screws
8' O.C.
Into
furring
only
2X4 wood or
20 ga. steel
framing, 314•
thick by 35'
wide wood
fumng ',t s
is
0.15 174 Ise 144 135 122 ill 43.0 0.70 0,85 1.03 IWISO t DAS 14 D18
20 174 154 140 135 119 IOB A3.8 0.70 0.00 1.05 t 0.85 14 O.ta
25 174 ISO 138 135 116 107 43.8 0.70 0.94 1.12 1 0.85 1.4 015
30 174 1 77 135 135 114 IDS 43.0 0.70 0.06 1.16 1 0.e5 7 4 0.1a
35 171 145 134 132 112 103 418 0.73 1.01 t.19 t O.aS 1.4 D./6
40 167 143 132 129 Ill 1(12 43.8 0,76 1.04 122 1 0.85 1.4 0,10
45 164 141 131 127 109 101 43.8 0.79 1.07 125 1 0.05 1.4 0.16
50 162 140 129 125 108 100 43.8 0.91 1.09 127 1 0.85 1.4 0,16
55 160 138 128 124 107 99 43.8 0.83 1 1.11 129 1 0.65 1.4 0,18
60 158 137 127 122 106 99 43.8 07a5 1.13 I W 1 1 065 1.4 0.18
100 131 116 1D7 90 3.8 0.99 1.21 1.43 h>60 t 0.85 t.e 0.18
HardtePenel® 5116 48
No. 6 X
1.251ong
X 0.323'
ribbed
bugle head
wows
10' O.C.
into
tuning
oNy
2X4 wood or
20 ge. steel
framing, W4'
thick45woby
od
widewoodtumng'•
7J 16
0.
15 164 149 135 127 115 105 38.8 0.70 0.55 1.03 hs60 1
1
0.e5 1.4 0.18 20
164 145 132 127 112 102 J8.8 0.70 0.90 1.05 1 0.85 1.4 0.18 25
164 141 130 IV 110 100 Je.e 0.70 0.94 1.12 1 0.7a514 VA$ 30
164 139 127 127 107 99 38.8 0.70 0.98 116 1 0.85 1.4 0.18 35
161 136 126 124 100 97 38.e 0.73 1.01 1.19 1 O.95 1 D.4I8 40
157 134 124 122 1D4 96 33.8 0.76 1.04 122 1 0.86 1.4 01e 155
133 123 120 103 95 Ja.a 0.79 1.07 1.25 1 0,85 1.4 0.16 so
152 191 122 119 102 94 3e.e 0.81 1.08 1Y/ t 0.65 7.1 D.16 55
151 130 121 117 101 94 38.8 0.83 1.11 129 1 0.85 1.4 0.15 60
149 129 120 115 100 93 Jae 0.65 1.13 1.31 1 0.85 1.4 0.18 100
123 95 Je.3 0.99 126 143 h>60 1 0.85 1.8 0.18 HardlePaneIV
Sme 48 No.
8 X 125-
long X
0.323' HD
ribbed bugle
head screws
12-
O.0 Into
furring
2X4
wood or 20
ga, steel 1f8ming,
W4- chide
by 3.6' wide
wood furring
r,1a 16
0.
15 157 142 129 121 110 10D 35.4 0,70 0.85 1.03 ht60 1 0.85 1.4 0,18 20
157 136 126 121 107 99 35.4 0.70 0.90 1.06 t 0.e5 74 O.ts 25
157 135 124 121 105 96 35.4 0.70 0,94 1.12 1 0.86 IA 0,10 30
157 132 122 121 103 94 35.4 0.70 0.98 1.16 1 0.05 1.4 0.18 35
153 130 120 119 101 93 35.4 0.73 1.01 1.19 1 085 1.4 0.10 40
750 128 119 116 100 92 35A 0,76 1.04 122 1 0.05 1.4 0,18 45
148 127 117 115 98 91 35.4 0.79 1.07 12S 1 0.65 1.4 0.18 50
146 125 116 113 97 90 J5.4 0.81 1.09 727 t 0.a5 1 4 0.18 55
144 124 115 Ill 96 e8 1 -3S 4 0.53 L71 1.29 t o 65 t 4 O.te 60
t42 123 114 110 95 B9 354 0.a5 t.t3 1.31 t 065 1+ 0.1e 10D
11a 91 354 099 126 143 h>60 1 0.a5 1a 01a fill
CC
OF :
L A'
9pF
FLORA SS10Na'
4'
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET 0443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602, (F) 714-847-4595
PROJECT: RIO-2689-17
Design Wind. Speed, Design Wind. Speed.
V.1 V.,.'s,
3-second gust mph) 3-second gust mph)
Applicable to methods
specified In (2015 IBC, Applicable to methods
2017 FBC) Section specified in Exceptions 1
609.1 1, as detemined by through 3 o112D15 IBC,
12016 IBC, 2017 FBC) 2017 F8C) Section
Figures 1609.311). (2). or 1609.1.1.
3)
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
inlo@jameshardie. aom
lend e)=3ure tllebory iwnd exposure crasoorY
Coefficients used In Table 6 eakulstions for
Product
Mbdmum
Thickness
ran.)
VAdtFastener
in.)
Fastener
Type Spaang
in) On)
Frame Type
Stud
Spacing
in.)
Bwldmp
Height"
ft.)
B C D B C D
Allowable
Design Load
Daf) Exp 8 Exp C Exec D K„ K. GC, GCr
NerdiePanel® 5/16 48
NO. 8 X
1.25' long
X D.323'
cog
ribbed
bugle head
iffew8
W O.C.
into
furring
only
2X1 wood or
20 ga. steel
framing, 3l4'
thick DY 3.5'
wide wood
lufring t•74
24
0.15 138 125 114 107 97 Be 27.6 0.70 085 1.03 hs60 t 185 1.4 0.18
20 136 122 111 107 94 as 27.6 0.70 0.90 105 1 0.85 A.4 0.18
25 138 119 107 92 27.6 0.70 0.94 1.12 1 0.85 14 0.18
30 138 117 107 91 27.6 0.70 0.93 1.16 I O.aS 1.4 0.18
35 135 115 105 89 27.6 0.73 1.01 1.19 1 0.85 1.4 0.1e
40 133 113 103 68 27.6 0.76 1.04 122 1 0.05 1.4 0.18
45 131 112 101 87 27.6 0.79 1.07 125 1 O.e6 1.4 0.1e
50 129 111 100 86 27.6 0.e1 1.09 127 1 0.65 1.4 0.1e
55 127 98 27.6 0113 1.11 129 1 O.a5 1.4 0.18
60 125 97 27.6 0.55 1.13 1.31 t 0.85 1.4 0.18
100 v.8 0.99 1.28 143 ha80 1 0.85 1.8 0.10
HardisPeneW SH6 48
0'090'
shank X
0.215 HD
r
1.5' long
null shank
nail
6O.C,
into
furring
on1Y
2X4 wood or
ra
ga. aced
framing, 3M'
truck
wid
by 3.5'
nude wood
furring f,ta
16
0.15 185 168 152 143 130 118 492 0,70 0.85 1.03 hsSD 1 045 14 018
20 185 163 149 143 126 115 49.2 0.70 0.90 1.08 1.4 018
25 185 159 146 143 123 113 49.2 0.70 094 1.12 1 4 018
30 185 156 143 143 121 111 492 0.70 0 9e 1.16 1 4 0.18
35 181 154 142 140 119 110 492 0.73 1.01 1.1911, 1 4 0,18
40 177 151 140 137 117 108 492 0.76 1.04 122 1., 1.4 0.1e
45 174 ISO 138 135 116 107 49.2 0.79 1.07 125 1.4 0.18
50 172 748 137 133 115 106 92 get 1.09 127 1.4 0.19
55 170 147 136 131 114 105 49.2 0.83 1,11 129 1.4 0.18
60 168 145 135 130 113 105 492 085 1.13 131 1.4 0.18
100 138 1 123 1 115 1 707 95 89 492 1 099 1 126 1 143 1 h>601 1 10.115 1 -1.e 0.1e
1. Fumng anschmem to scums Irarronp members or ulemurve tuning wi= snag a designed by On engineer.
2. Building height a mean roof height (m first) of a building, except that save height shag be used for roof angle 9Ion then or epuu to 1D1 (2.12 roof slope).
3. V. • uhirrste design wind speed
4. V,i. - noni'siu design wind speed
5. Linear interpolation of building height Is 60 a) and wind speed is pemsasd.
6. Wind speed design essurrptions per Anslytical Method In ASCE 7-10 Chapter 3D CeC Perl 1 and PM 3: K s•i, K -0.85, GC,1.4 (hs60), GC,1.e (ha60), GC,r0.1e
7. Wood furring their be preservabw treated per AWPA
8. Wood tuning slue be specific gro%* of 0.42 or greater per AFPAINDS, or wood structural panel, ardormug to DOC PSI or DOC M2 or APA PRP.108.
LIMITATIONS OF USE:
1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06
p AWq
12Cr
CIE OF
R
FSSION
PROJECT RIO-2686-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND
FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 3
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3
TABLE 1 B, SHEAR VALUES 3
DESIGN WIND LOAD PROCEDURES 4
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7
LIMITATIONS OF USE 7
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN
COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND
THE 2015 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD I. OGAWA & ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4'595 FAX
l
rrrrrri '
lIpGAWA -
Q_ ...
FLO
RONALD I. OGAWA ASSOCIATES, INC
16835 ALGONOUIN STREET 0443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-8B8-542-7343
infoQ)ameshardie.com
EVALUATION SUBJECT
HardlePaneIV Siding
James Hardie Product Trade Names covered in this evaluation:
HardiePanel® Siding, CempeneW Siding. Prevail- Panel Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Code
2015 International Building Code®
EVALUATION PURPOSE:
This analysis is to determine the mahkimum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempenel, Prevail Panel) siding fastened to wood or metal framing
with nags or screws.
REFERENCE REPORTS:
1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePenel Siding
2- Ramtech Laboratories Repot IC•127D-94 (ASTM E330) Transverse Load Test. 5/16' Thick by 48 inch wide HardiePenel Siding Installed on 2X4 Hem -Fr wood studs spaced at 16 inches
on center with a 6d common galvanized nag
3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fier wood studs spaced at 24 inches
on center with a 6d common galvanized nail
4. Ramlech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test. 5116' Thick by 48 inch wide HardaeParkel Siding Installed on 2X4 Group III SG-0.36 wood studs
spaced at 16 inches on center with a 4d. 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nag
5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4' Thick by 48 inch wade HardiePand Siding installed on 20gauge Metal studs spaced at 16 inches on
center with a No 8 X 1 irk long X 0.323 in head diameter ribbed bugle head screw
6. Ramtech Laboratories, Report IC-1055.89 (ASTM E330) Transverse Load Test.114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on
center with a No 8 X 1 in. long X 0.323 In head diameter ribbed bugle head screw
7. Ramtech Laboratories, Report 11149.98/1554d (ASTM E330) Transverse Load Test, 114" Thick by 48 Inch wide HardiePanel Siding Installed on 20gauge Metal studs spaced at 16 and 24
inches on center with a ET&F 0.100 in, knurled shank X 1.5 in long X 0.25 in. head diameter pin fastener
8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test 5116' Thick by 48 inch wide HardiePand Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on
center with a 6d common galvanized nail
9. Ramtech Laboratories Report IC-1274.94 (ASTM E72) Racking Shear Test 5/18' Thick by 48 Inch vide HardiePanel Siding installed on 2X4 Hem-FIr wood studs spaced at 24 inches on
center with a 6d common galvanized nail
10. Ramtech Laboratories, Inc Report 10868.9711475 (ASTM E72) Reeking Shear Test. 5/16' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Group III SC=0.36 wood studs
spaced at 16 inches on center with a 4d. 0.091 inch shank by 0.225 Inch head diameter by 1.5 inch long ring shank nag
11. Ramlech laboratories Report IG1057-89 (ASTM E72) Racking Shear TesL 5/16- Thick by 48 inch wide HardiePand Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24
Inches on center with a No 8 X 1 In. long X 0.323 in head diameter ribbed bugle head screw
12 Ramlech Laboratories Report 11294-99/1580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePmhd Siding installed on 2X4 Hem —Fir wood studs spaced at 16 and 24
Inches on center with a ETdF 0.100 in. knurled shank X 1.5 in. log X 0.25 in. head diameter pin fastener
0011111APAr jai
1 -1-
STATE OF
Ox- 0R1OP ' •0
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
mfo@jamesherdie.com
TEST RESULTS:
Table Ia. Results of Transverse Load Testing
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET fit443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RI0-2686-17
Fastener Spacing
m.
ADowable
Frame Ultimate Design
Thickness Width Spacing Perimeter Feld Load Load'
Report Number Test Agency in.) in) Frame T in. Supports Supports Fastener T PS PSF
IC-1270694 Remtecn 0,3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7
IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7
IC-1271-94 Ramlech 0.3125 48 2X4 wood Hem -Fs 24 6 6 6d common 94 31.3
IC-1271-94 Ramtech 0.3125 48 ZX4 wood Hem -Fir 24 4 4 6d common 143 47.7
10868.97/1475 Ramtech 0.3125 48 2X4 wood. SG 2 0.36 16 4 8
4d. 0.091 h shank X 0.225 in.
90 30.0
HD X 1.5 In. ring shank nab
No. gauge X 3.625 In. X Mnhead in1.377IC-1054.89 Ramtech 0.25 48 5 in metal stud 16 6 6 diameter ribbed bugle 168.9 56.6
head screw
Min. No. TO gauge X 3.825 in. X Min. No 8 X 1 in. long X 0.323 in
IG1055-89 Ramtech 0.25 48
1.375 in metal stud
24 6 6 head diameter ribbed bugle 91.9 30.6
head screw
Min. No. 20 gauge X 3.625 in. X
ET&F 0.100 in knurled shank X
11149 98/1554d Ramiecn 0.3125 48
1.375 In metal stud
16 4 8 1.6 in. long X 0.25 in. head 170 56.7
diameter On fastener
Min. No. 20 gauge X 3.625 In. X
ET&F 0.100 In knurled shank X
11149-98/1554d Ramtech 0.3125 48
1.375 In metal stud
24 4 8 1.5 in. long X 0.26 in. head 101 33.7
diameter pin fastener
1. Allowable Load is die Uamnate Load divided by a Factor of safety of 3.
2. HardiePerrel Sing complies with ASTM C1196, Standsrd Speciftation for Grade 11, Type A Non•asbesfos Fiber -Cement Flat Sheets
Table 1 b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls ''s
Fastener Spacing
fin.l
Frame Ultimate Allowable
Thickness Width Spacing Perimeter Reid Loads Loads
Report Number Test Agency Cm.) In.) Frame Type in.) Supports Supports Fastener T Pit) 00
IC-lZ73-94 Ramtech 0.3125 48 ZX4 wood Hem -Fir 16 6 6 6d common 603.8 201.3
IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9
IC-1274-94 Ramteoh 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d cornmon 460.0 153.3
IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 1 4 6d common 637.5 212.5
10869-97/1475 Remtech 0.3125 48 2X4 wood. SG 2 0.36 16 4 8
4d, 0.091 m, shank X 0.225'sn.
696.4 198.5
HD X 1.5 In. long ringshank nail
Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 9•323 in
IC-1057-09 Remtech 0.25 48
1.375 in metal stud
16 ti 24 6 6 head diameter ribbed bugle 990.0 123.8
head screw
Min. No. 20 gauge X 3.625 In. X ET&F 0.100 in knurled shank X
80112"99/15 Ramtech 0.3125 48
1.375 In metal stud
16 4 8 1.5 in. lo^9 X 0.25 In. head 1227.0 153.4
diameter pin fastener
Min. No. 20 gauge X 3.625 in. X
ET&F 0.100 in knurled shank X
11284-9911580 Ramtech 0.3125 48
1.375 In metal stud 24 4 8 1.5 in. king X 0.25 in. head 1060.0 132.5
diameter pin fastener
1. AN board edges shag be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. IIlAroe.
2. The maxQnum height-toaength ratio for construction In this Table is 2:1. , too 00,
I3. In the steel framed assemblies the allowable load is based on the average load at 1/8 Inch net deflection ) n . 0 GA Vv4 -
o • STA F :
0x, FO R O.. ••' \ak'
1•
RONALD I. OGAWA ASSOCIATES. INC.
16835 ALGONOUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-8474595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info®jameshordie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse bad national lest standards. Via the transverse load testing an allowable
design bed is determined based on a factor of safety of 3 applied to the ultimate test load.
Since the allowable design bad Is based on factor of safety of 3, allowable design bads on fiber-cemerd siding correlate directly to required design pressures for Allowable Stress Design, and
therefore should be used with combination loading equations for Allowable Stress Design (ASD).
By using the combination loading equations for Allowable Suess Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7-
10 Figure 26.5.11A, Figure 26.5-113, and Figure 26.5.1C.
For this analysis, to raletdate the pressures lo Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7.10 Section 2.4 combining nominal loads using allowable straw design,
load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wird velocity pressure.
Equation 1, q6=0.00256%'Ka'K,,V1 (ref. ASCE 7-10 equation 30.3.1)
q, , velocity pressure at height z
Vv , velocity pressure exposure coefficient evaluated at height z
Kin , topographic factor
K, , wind directionality factor
V , basic wind speed (3-second gust MPH) as determined from 12015 IBC, 2017 FBC) Figures 1609.3(1), (2), or (3); ASCE 7.10 Figures 26.5-1A, B.
or C
Equation 2,
V=V'A (ref. 2015 !BC 6 2017 FBC Section 1602.1 definitions)
Vr , ultimate design wind speeds (3-second gust MPH) determined from 12015 IBC, 2017 FBC) Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures
26.5.1 A, B, or C
Equation 3, p=q,•(GCr-GCO) fief. ASCE 7-10 equation 30.6.1)
GCp , product of external pressure coefficient and gust -effect factor
GC, . product of internal pressure coefficient and gust -effect factor
p , design pressure (PSF) for siding (allowable desgn load for siding)
To determine design pressure, substitute q, into Equation 3,
Equation 4, p=0.00256'K,'K,'I(,N,e2*(GCr-GCp)
Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7
Equation 5, 0.61) 0.6W (ref. ASCE 7-10 section 2.4.1, load combination 71
D , dead load
W , wand bad
To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4
Equation 6, p„ = 0.6'lp)
Equation 7, p, - 0.61)0.00256'K,'K,r'K,'Vu2'(GCo GC,))
Equation 7 is used to populate Table 3, 4, and 5
To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V..
Equation S. V. _ (p_0.6'0.00256'K,'K,'K,'((3C, GC.,))05
Applicable to methods specified in Exceptions 1 through 3 of 12015 IBC, 2017 FBC) Section 1609.1 1. to determine the allowable nominal design wind speed (Vesd) for Hardie Siding in Table
6, apply the conversion formula below,
Equation 9, V. = V*' (0.6)05 (ref. 2015 IBC 6 2017 FBC Section 1609.31)
V„ , Nominal design vmnd speed (3-second gust mph) (ref 2015 IBC b 2017 FBC
Table 2, Coefficients and Constants used in Determining V and p,
VM Zone 5
Height (11) Exp B Exp C Exp D K. K, G G
0.15 0.7 OA5 1.03 hS60 1 0.85 1.4 0.18
2D 0.7 0.9 1.08 1 0.85 1.4 0.18
25 0.7 094 1.12 1 0.85 1.4 018
30 0.7 0.98 1.16 1 0.85 1.4 0.18
35 0.73 1.01 1.19 1 0.85 14 0.18
40 0.76 1.04 1.22 1 0.&5 1.4 0.18
45 0.785 1.065 1.245 1 0.85 14 0.16
50 0.81 1.09 1.27 1 0.85 1.4 0.18
55 0.83 1.11 1.29 1 0.95 t 4 0.18
60 0.85 1.13 1.31 1 0.85 1.4 0.18
100 0.99 1.26 1.43 h>60 i 0.85 1.8 0.18
STAI mr
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Table 3, Allowable Stress Design - Component and Cladding (CbC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
Ward Speed 3-secondgust) 10D 105 110 115 120 130 140 150 160 170 180 190 2D0 210
Heigh (II) B B B B B B B B B B B B B B
0.15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.6 63.7
30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4
40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1
45 16.2 17.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.6 7IA
50 16.7 18.4 20.2 22A 24.1 28.2 32.7 37.6 42.6 48.3 54A 60.3 66.8 73.7
55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5
4 1
100 25.6 28.2 31.0 33.6 36.9 43.3 50.2 57.6 1 -65 5 74.0 82.9 92.4 102.4 112.9
Table 4, Allowable Stress Design - Component and Cladding (CbC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C,
Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 2D0 210
Height (it) C C C C C C C C C C C C C C
0.15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3
20 18.6 20.6 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9
25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5
30 202 22.3 24.5 26.7 29A 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2
35 20.8 23.0 25.2 27.6 30.0 352 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9
40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 8.5.8 94.6
45 22.0 24.2 26.6 29.1 31.6 37.1 43.1 49A 562 63.5 71.2 79.3 1 -67.8 1 -96.9
50 22.5 24.8 27.2 29.7 32.4 38.0 1 50.6 57.6 65.D 72.9 81.2 89.8 1 -99.2
55 22.9 25.2 33.0 38.7 44.9 51.5 58.6 66.2 74.2 82.7 91.6 101.0
46.9
4 1
100 32.6 35.9 55.0 63.8 73.3 83.4 94.1 105.5 117.6 130.3 143.6
Table 5, Allowable Stress Design - Component and Cladding (CbC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D.
Wind Speed 3-secondoust) 100 105 110 115 120 130 140 150 I 160 170 180 190 20D 210
HergM (it) D D D D D D D 0 D D D D D D
0-15 21.2 23A 25.7 28.1 30.6 35.9 41.6 47.5 54.4 61.4 68.8 76.7 85.1) 93.7
2D 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2
25 23A 25.5 28.0 30.6 33.3 39.D 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9
3D 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5
35 24.5 27.1 29.7 32.5 35.3 41.5 1 55.2 62.8 70.9 79.5 88.6 98.2 108.3
40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0
45 25.7 1 -28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 92.7 102.7 113.3
50 26.2 1 -28.9 31.7 34.6 37.7 41.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5
55 26.6 29.3 322 352 38.3 45.0 522 59.9 68.1 76.9 86.2 96.1 106.4 117.4
6 3.0
100 37.0 40.0 44.7 48.9 53.2 62.5 72.5 83.2 94.6 105.8 1 A19.8 133.4 147.9 163.0
Tables 3.4. and 5 are based on ASCE 7-10 and consistent with the 2015 IBC. 2016IRC and the 2017 Florida Building Code
pGAW4 I '
t
No A Z1 •:' *
1
101('
RONALD I. OGAWA ASSOCIATES. INC.
16835 ALGONQUIN STREET #"3
HUNTINGTON BEACH, CA 92649
714-292-2602
714-8474595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343 OGAWqno@jameserdie.eom ,11(IIZ .
4 21Table6, Allowable Wind Speed (mph) for HardlePanel Siding (Analytlea/ Method In ASCE 7.10 Chapter 30 C6C Part 1 and Part 3)7
2015 IBC, 2017 FBC 2015 IBC, 2017 FBC
Allowable, Ultimate Allowable. Nominal -
yC ecDesignWind. Speed, Design Wind, Speed, Tf 1 [ Or C
V.4.11Vas _ A •.• S 11" n [, ,\
3-second gust mph) (3-second gust mph) = O •, 10 ft1 Q' `V AppbcaWe
to methods Applicabb
to me0iods•••(' • • • • • • •' • i cp
017
F in (
2015 Wdfied
in 6¢e0ons 1 " t O N AV 1 2017
FBC)ismSection h3of(201518C, ii // 1609.7.7, as detemwod by 2017 FBC) SeWirn ////////// Figures
t900.3(1). (2, or 180Q Se 3)•
Coefficients used In Table 6 calculations for V. Wind
t mevae -t-- Wind evnnku mteao Sldine I K. Product
TM rrc s inches)
Width
inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Stud
Spacing
finches)
Building
Heiglrt
t feet)
B
C D B C D ABowaHe
Datip
toed
01;
F1 Explill 6ip C Fxp D Kw K. GC. GC. Ha
ePanel® SI16 48 cOrr
mon6 2X4
wood
Hem -
Fir 16
0.
15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 h500 1 1
0.
85 0.
85 1.
4 1.
4 0.
18 0.
18 2018616414914412711649.7 07 0.9 1,08 25
186 160 147 144 124 114 49.7 07 0.94 IIA2 1 0.85 1.4 0.18 30
186 157 144 144 121 112 49.7 0.7 O.9s 1.16 1 0.65 14 0.18 35
182 154 142 141 120 110 49.7 0.73 1.01 719 1 0.a5 1.4 0.18 40
178 152 141 138 118 109 49 7 0.78 1.04 1.22 1 0.05 1.4 0.18 45
175 15D 139 136 117 108 49.7 0.785 1.055 1.246 1 0.85 1.4 0.18 50
172 149 138 134 115 107 49.7 0.81 1.09 t.27 1 GAS 1.4 0.16 55
170 147 137 132 114 D6 497 0.83 1.11 1.29 1 0.85 1.4 0.19 60
168 146 136 130 113 105 49.7 0.85 1.13 1.31 1 0.85 1.4 0.18 1D0
139 124 116 108 96 90 49.7 0.99 1.26 1.43 K 8W 1 0.65 1.8 0.10 HardiePeneS
silo 48 common
4
2X4
Wood
Hem -
Fir 16
0-
15 233 212 192 181 164 149 78.7 0.7 085 1.03 hS80 t 0.85 1.4 016 20
233 206 188 181 159 146 70.7 0.7 0.9 1.08 1 0.65 lA 016 25
233 201 185 181 156 143 707 0.7 0.94 1.12 1 0.55 1.4 0.16 30
233 197 181 181 153 140 78.7 0.7 0,98 7.t6 1 0.85 7.4 0.18 35
229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40
224 192 1" 174 148 137 78.7 US 1.04 1.22 t O.Bs T4 Eta 45
220 189 175 171 147 136 78.7 0.785 7.085 1245 1 0.85 1.4 0.16 50
217 187 173 168 145 134 70.7 0.81 1.09 127 1 0.95 1.4 01s 55
214 185 172 166 144 133 7a.7 083 1.11 1.29 1 0.85 1.4 018 60
212 184 171 164 142 132 76.7 0.85 1.13 1.31 1 o e5 1.4 0.18 100
175 155 146 136 120 113 78.7 099 126 1.43 M00 1 0.85 1.8 0.18 HardiePanel®
5116 48 common
6
2X4
wood
Hem -
Fir 24
0.
15 147 134 121 114 103 94 31.3 07 0.85 1.03 hS00 1 0.95 14 OAS 20
147 130 119 114 101 92 31.3 9.7 0.9 1.08 1 0.85 1.4 OAS 25
147 127 116 114 98 90, 31.3 0.7 0.94 1.12 1 OAS 1.4 0.16 30
147 124 114 114 96 89 31.3 0.7 098 1.15 1 0.85 1.4 O.ta 35
144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 Oe5 1.4 Eta 40
141 121 112 109 94 86 31.3 0.76 1.D4 122 1 0.85 1.4 0.76 45
139R165
110
108 92 86 31.3 0.795 1.055 1245 1 0.e5 1.4 0.18 50
137 106 91 31.3 0.8t t.09 1.27 1 0.85 1.4 DAS 55
135 105 91 31.3 0.83 1.11 1.20 7 0.85 1.. 0.18 60
134 103 90 31.3 0.65 1.13 1.31 1 0.65 1.4 0.18 100
111 86 031.3 0.99 126 1.43 1v00 1 0.85 1.8 018 HardiePane*
5116 48 cc
on 4
2X4
wood
Hem -
Fir 24
0.
15 182 150 141 128 116 47.7 0.7 DB5 1.03 hS00 t 0.95 1.4 0.18 20
182 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85 1.4 0.1025 18214414112111147.7 0.7 0.94 1.12 t 0.85 1.4 Owls 30
182 154 141 14l 119 109 47.7 0.7 0.98 1.10 1 0.85 1.4 0.18 35
175 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40
174 149 130 135 116 107 47.7 D.76 1.04 L 22 1 0.95 1.4 0.18 45
172 147 136 133 114 106 J7.7 0.785 1.0s5 1245 1 095 1.4 0.14 50
169 146 135 131 113 105 47.7 0.81 1.09 1.27 1 0.95 1.4 0.18 55
167 144 134 129 112 104 7.7 0.63 1.tt 729 7 0., 7.4 0.18 60
165 143 133 l28 117 103 47.7 0.05 1.t3 t.3t 1 0.65 t.4 0.16 100
137 121 114 106 84 Be 17.7 0.89 1.26 1.43 Iv60 1 0.05 1.8 0 t8 HardiePaneW
5/16 48 4d,
0.091 In.
Shenk X 0.
sha
k HD
X 1.6 In.
long ring shank
nail 4
edge 8
field ZX4
wood
SG20.
36 16
015
144 131 119 112 t01 92 30.0 0.7 0.85 t.03 1iB0 t 0.85 14 0.t8 20
144 127 116 112 98 90 30.0 07 0.9 1,08 1 085 1.4 0.10 25
1" 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.65 7.4 0.16 3D
144 122 112 112 94 87 30.0 07 0.96 1,16 1 0.85 1A 0.16 35
141 120 111 109 93 86 30.0 0.73 IM 1.19 1 ass 1.4 0.18 40
138 118 107 92 30.0 0.76 1.04 t22 1 a85 1.4 O.le 45
136 117 105 91 30.0 0.795 1.065 1.245 1 0.65 1.4 0,18 50
134 116 104 89 30.0 0.81 1.09 t27 1 065 1 4 015 55
132 114 103 89 30.0 O.B9 t.11 1.29 1 0.55 1.4 0 18 60
1311 113 1 1 101 88 30.0 0.65 1.13 1.31 1 0.85 7,4 0.18 100
30.0 0.99 1.20 1 1.43 h-6D I 1 I DAS I A.e 10.18
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshordie.com
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET #443
HUNTINGTON BEACH, CA 92649
714292-2602
714-847-4695 FAX
PROJECT, RIO-26B6-17
Design Wind, Speed, Design Wind, Speed,
V44.4 V.15.0
3-second gust mph) 3-second gust mph)
Appkable to methods
specified in 120151BC,
Applicable to methods
2017 FBCJ Sectionthrough
ad in Exceptions, t
1609.1.1. as datenhined by
3 d (20t 51BC,
Figures 1608.3(1). (2), or 2017 FBCJ SerwonSe
3).
7609.1
rind exposure category Wind exposure cote or
CoafRcients used in Table 6 calculations for
Product
Product
Thickness
Onches)
Width
ladies)
Fastener
Type
Fastener
Spacing
Frame
Tree
Stud
Spaong
has)
Bump
Heights"
feel)
B C D B C D
Allowable
Design
Load
PSF) Exp B Exp C Exp D Ka w GC. GC,w
0.15 198 180 163 153 139 126 55 0 0.7 0.85 1.09
1
h360 1 0.65 1.4 0.18
HardiePaneW 1/4 48
Min. No 8 X
1 in. long X
0.323 in
diameter
ribbed
bugle head
screw'
6
Mh No.
20 ga.
33 me) X
3.625 h
X 1.375
in metal
stud
16
20 198 175 159 153 135 123 58.8 0.7 00 1.08 1 0,95 1 A 0.18
25 198 171 157 153 132 121 566 0.7 0.94 1.12 0,85 1.4 0.18
30 198 167 154 153 130 119 58.8 0.7 0.88 1.16 1 0.a5 1.4 ale
35 194 165 152 150 128 lie 56A 0.73 1.01 1.19 1 0.85 1.4 0.16
40 190 162 150 147 126 116 56.8 0.78 1.04 t.22 t 0.85 1.4 0.18
45 187 161 148 145 124 115 56.8 0.785 1.055 1245 t F.5 1.4 0.13
5o 184 159 147 143 123 114 56.8 0.81 1.09 1.27 1 0.85 1.4 0.18
55 182 167 146 141 122 113 65.6 0.83 1.11 1.29 1 0.85 1.4 0.78
fill 18D 156 145 139 121 112 66.8 Q65 1.19 1.31 t 0.I t.4 ale
100 149 132 124 115 102 96 55.0 0.99 125 1.43 8W 1 0.85 1.8 ale
0.15 146 132 120 113 102 93 30.6 0.7 0.05 1,03 M$0 t 0.85 1.4 0.18
HardlePanel® 114 48
Min. No 8 X
1 in. long X
0.323 in
diameter
ribbed
bugle head
screw
6
Min. No.
20 ga.
33 me) X
3.625 in.
X 1.375
in metal
stud
24
20 146 128 117 113 99 91 306 0.7 0.9 108 1 0.85 1 -1.41 ale
25 146 126 115 113 97 89 3D.8 07 094 1.12 t 0.65 1.4 0.18
30 146 123 113 113 95 Be 30.8 0.7 0.98 1.16 1 085 1.4 0.18
35 143 121 112 110 94 86 30.6 0.73 101 1,19 1 085 14 0,18
40 140 119 110 108 93 85 30.6 0.76 1.04 1.22 t Fes 1.4 0.18
45 137 lie 106 91 3D.5 0.785 1.065 1245 1 aaS 1.4 0.18
50 135 117 105 90 3D.8 0.81 1.09 1.27 1 Fa5 74 ale
55 134 116 1D4 90 3aS 0.83 1.11 1.29 1 OAS 1.4 ale
fill 1 132 1 115 102 89 30.6 0.85 1.13 1.31 r 1 0.85 1.4 0,18
100 30.5 0.99 1.20 143 M60 1 0.85 1.8 0.18
ET&F
0.100 in
knurled Min. No.
OA5 195 180 163 153 139 127 56.7 0.7 085 103 h650 1 0.85 14 ale
20 198 175 160 153 135 124 55.7 0.7 0.9 1.08 1 0.95 1.4 ala
25 198 171 157 153 132 121 56.7 07 0.94 1.12 l 0.85 1.4 0.18
HardiePaneW 5/16 48
shank X
1.5 h long
X 0.25 m.
heed
diameter
pm
laslener2
4 edge
8 field
20 ga.
33 mil) X
3.625 in.
X 1.375
In metal
stud
16
30 198 167 154 153 130 119 58 7 017 0.99 1.16 1 0.85 1.4 018
35 194 165 152 150 128• lie 56.7 0.73 1.01 1.19 1[
1,15
1.4 Ole
40 19D 163 150 147 126 lie 56.7 0.76 1.04 1.22 1 1 4 018
45 187 161 148 145 124 115 56.7 0.785 1.065 1 245 1 1.4 018
50 104 159 147 143 123 114 55.7 0.81 1.09 1.27 1 1.4 0.18
55 182 157 146 141 122 113 55.7 0.83 t.tt 1.28 t 1.4 0.18
60 180 156 145 139 121 112 56.7 0.55 1.13 1.91 1 14 0.1e
100 149 132 124 115 102 96 58.7 0." 120 1.43 h-60 1 18 0.18
HardiePaneIV 5/16 48
ETBF
0.100h
knurled
shank X
1.5 in. kmg
in. X
head heed
pin
diameter
lestenerz
1 edge
8 field
Min. No.
20 ga.
33 mill X
3.625 in.
X 1.375
In metal
stud
24
0.15 153 139 126 lie 107 98 33.7 07 0.55 1A9 h%6D 1 1.4 0.18
20 153 135 123 118 1D4 95 33.7 0.7 0.9 1.0e 1 0.85 1.4 0.18
25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18
30 153 129 119 lie 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 0.18
35 150 127 117 116 99 91 33.7 0 73 1.01 1.19 1 a85 1.4 0 16
40 147 125 116 114 97 90 33.7 0.76 1.04 1.22 1 0.65 1.4 0.18
45 144 124 115 112 96 89 33.7 0.785 1.065 1.245 1 0.65 l.4 ale
50 142 122 113 110 95 Be 33.7 o.el 1.09 1.27 1 0.65 1A 0.10
55 1 140 1121 113 109 94 87 33.7 0.83 t.il 1.29 1 0.85 1.4 0.18
60 139 120 112 107 93. 87 337 a65 1.19 1.31 t 0.85 1.4. 0,1e
100 115 89 33.7 0.99 126 1 a85 1.8 0.18
1. Screws shall penetrate the metal framing at least three tug threads.
2. Knurled shank pins shall penetrate the metal framing at least 114 Inch.
3. BuIlding height - mean roof height (n feet) of a building, except that save height shall be used for root angle 9 less than or equal to 10' (2-12 roof
4. V. a ultimate design wind speed
5. Vw - nominal design wind speed
6. Linear Interpolation of building height IS 6011) and wind speed is permitted.
7. Wind speed design assumptions per Analytical Method In ASCE 7-10 Chapter 30 C&C Part 1 and Pen 3: Ka=1, KdaD.85, GC,--1.4 (hs60), GC.=-t
LIMITATIONS OF USE:
1) Fastener pullout must be evaluated when Installed a species of wood studs other than that which was tested.
2) In High Velocity Hurricane Zones (HVHZ) Install per Miaml-Dade County Florida, NOA 17-0406.06
0GAVv
i4i .0 F
c)
r
cT,yk ? SF
t'tUj tipP • ,',`,
Florida Building Code Online Page 1 of 2
r
OWNZIm—
BCJS Home I Log In I User Registratuon ; Hot Topics I Submt Surcharge I Stats B Facts ; Publications I FBC Staff I BCIS Site Map I Links Search I
b
a
syk ProduApproval
USER:Plic User ProduCt
Approval Menu > ProduCt or Application Search > Application List > Application Detail Aluminum
Coils, Inc. 5001
West Knox Street Tampa,
FL 33634 813)
249-9743 grahman@aluminumcoilsinc.
com FL #
Application
Type Code
Version Application
Status Comments
Archived
Product
Manufacturer Address/
Phone/Email Authorized
Signature Technical
Representative Address/
Phone/Email Quality
Assurance Representative Address/
Phone/Email Category
Subcategory
Compliance
Method FL32194-
R6 Revision
2Il17
Approved
Gareth
Rahman grahman@aluminumcoilslnc.
com Paul
Frost 5001
West Knox Street Tampa,
FL 33634 813)
249-9742 PFrost@aluminumcoilsinc.
com Panel
Walls Soffits
Evaluation
Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer C!
Evaluation Report -Hardcopy Received Fl
orida 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 C
Validation Checklist -Hardcopy Received Certificate
of Independence FI »194 R6 COI ALC15001 3 2017 FBC Evaluation Report 04 T4 Soffits
final.odf Referenced
Standard and Year (of Standard) Standard AAMA
1402 Equivalence
of Product Standards Certified
By Sections
from the Code Year
2009
https://
www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 2/1 /2018
Florida Building Code Online Page 2 of 2
Product Approval Method Method 1 Option D
Date Submitted 09/06/2017
Date Validated 09/06/2017
Date Pending FBC Approval 09/13/2017
Date Approved 12/12/2017
Date Revised 12/15/2017
Summary of Products
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 R6 II ALC15001.3 2017 FBC Evaluation Report
04 T4 Soffits final.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021
Design Pressure: +80/-90 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL12194 R6 AE ALC15001.3 2017 FBC Evaluation Report
04 T4 Soffits final.pdf
Created by Independent Third Party: Yes
Back Next
Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-497.1824
The State of Flonds is an AA/EEO employer. Coovrioht 2007-2013 State of Flonda.:: Privacy Statement .: ACCessibiiity 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 mall. If you have any questions, please contact 850 487.1395. 'Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S must provide the Department with an email address If
they have one. The 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 it you are a licensee under
Chapter 455, F S , please Click here .
Product Approval Accepts:
M = a Ku.. M
rfeG(!E Ccfd.
aft
https://www.floridabuilding.org/car/car_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 2/l /2018
CREEK
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
TECHNICAL SERVICES, LLC (813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE 6'" EDITION (2017)
Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017
5001 West Knox Street '
Tampa, FL 33634
813)249-9743
www.aluminumcoilsinc.com
Manufacturing: Tampa, FL
Quality Assurance: PRI Construction Materials Technologies (QUA9110)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1709.10
Properties: Wind Resistance
REFERENCES
in!L Report No. Standard Year
Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 2009
Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009
LIMITATIONS
1. This report is not for use in the HVHZ.
2. Design wind loads shall be determined in accordance with FBC Section 1609.
3. Soffits shall be labeled in accordance with FBC Section 1709.10. • • _
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 61G20-3.
ALC15001.3 FL12194-R6 Page 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3 The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
C E E K ALUMINUM COILS, INC
Soffits
TECHNICAL SERVICES, LLC
PRODUCT DESCRIPTIONS
3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for
dimension drawings.
3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for
dimension drawings.
Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for
dimension drawings.
16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit F,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.
18' SOLID PANEL
t
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit F,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.
ZZ
N; ..
12' FULL VENT
ALC15001.3 FL12194-R6 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
EMIR
CREEK
TECHNICAL SERVICES, LLC
COMPLIANCE STATEMENT
ALUMINUM COILS, INC
Soffits
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, 6'" Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
J#
ptY R. p -,
G;P•GN' •9 F' E,. 2017.09.01
No 74021 10.06.18
O7' 13 'STATE OF `
toot
0T' O P,.•: Zachary R. Priest, P.E.
R Florida Registration No. 74021
Organization No. ANE9641
CERTIFICATION OF INDEPENDENCE
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX A —Approved Systems (8 pages);
2) APPENDIX B — Installation Drawings (12 pages)
3) APPENDIX C — Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001 3 FL12194-R6 Page 3 of 3
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 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 1404.5.1.
2. Refer to UmITATIONS and sections of this evaluation when using the table(s) below.
3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly.
4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system.
5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others
in accordance with FBC requirements to meet the minimum design requirements for the project.
6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with
FBC requirements to meet the minimum design requirements for the project.
7. Typical fastening details are as follows:
a. 12" T4 Soffit —12-inch o.c.
Fastener Fastener
Location Loc(ion
1
b. 12" T4 Soffit— 4-inch o.c.
Fastener Fastener Fastener Fastener
Location
1
Location
1111
Location Location
c. 16' Q4 Soffit — 16-inch o.c.
Fastener Fastener
Location Loc lion
1
ALC15001.3 FL12194-R6 Page 1 of 8
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
d. 16" Q4 Soffit — 8-inch O.C.
Fastener
Location
I f-
Fastener Fastener
Location
l
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions
12F4 Approved Systems for 12-inch Overhang with F-Channel
12J4 Approved Systems for 12-inch Overhang with J-Channel
16F-# Approved Systems for 16-inch Overhang with F-Channel '
16J4 Approved Systems for 16-inch Overhang with J-Channel
24F-# Approved Systems for 24-inch Overhang with F-Channel
24J4 Approved Systems for 24-inch Overhang with J-Channel
Apoondix A
Approved Systems for 12-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psQ
Substrate
F-Channel
Attachment
Substrate Panel Attachment Fascia Cap
Attachment
One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/44nch long x
0.072-inch dia. x min. 3/16-
12F-1
Max.
16-inch
Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail
40.0
24-inch o.c. O.C. spaced 36-inch o.c.
Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x0.072-inch dia. x min. 1/4-inch 48
12F 2
Max.
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2
spaced 24-inch o.c. and securing each panel lap inch o.c.
Max. One (1) 14 ga. 5/8-inch long T nail
One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x0.072-inch dia. x min. 1/4-inch 48
12F-3 16-inch Masonry spaced 8-inch o.c.
Wood crown staple spaced inch o.c.
and securing each panel lap head dia. trip nailspaced 48- 64.2 inch
o.c. ALC15001.
3 FL12194-R6 . Page 2 of 8 This
evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 12-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psi)
Substrate
F-Channel •
Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Three (3) min. 3/4-
inch x 1/4-inch crown
One (1) min. #8 x 1/24nch
One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x
12J-1
Max.
Wood staples in diamond long x 3/8-inch head diameter Wood 1/ inch crown staple
0. 072-inch dia. x min. 1/4-inch 48
16-inch
paltein spaced 24-
screw spaced 16-inch o.c.
spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2
inch o.c. connecting soffil to J-channel inch o.c.
Approved Systems for 16-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
16F-1
Max.
Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max.
0.072-inch diameter
finishing nail with min. 3/16- t53.3
12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced
panel lap 12-inch o.c.
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max.
0.072-inch diameter
16F-2
12-inch
Wood inch leg staples in diamond•pallem Wood
4-inch o.c. and securing each finishing nail with min. 3/i6- t53.3
spaced 16-inch ox.
panel lap
inch head spaced
12-inch o.c.
Max.
One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long
x 0072 inch diax min 16F-3 16-inch Wood
1.25 inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail t25.6
inch o.
c. O.C. spaced 36-
inch O.C. Three (3)
min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4
Max. Wood
crown
staples in diamond pattern Wood One (1)
min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch
spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-
inch o.c. ALC15001.3
FL12194-R6 Page 3 of 8 This evaluation
report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance
changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product allributes
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 Pso
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
0.072-inch diameter
16F-5
Max.
Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch finishing nail with min. 3/16- 43.3
16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced
lap 16-inch o.c.
Three (3) 18 ga.1/4-inch crown x 1-
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
0.072-inch diameter
16F-6
Max.
16-inch
Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-inch
o.c. and securing each panel finishing nail with min. 3/16- 43.3
spaced 16-inch o.c.
lap
inch head spaced
16-inch o.c.
Approved Systems for 16-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width Psi
Substrate
J-Channel
Attachment
Substrate Panel Attachment Fascia Cap
Attachment
Max.
Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch
One (1) min. 1 3/4-inch
long x 0.072-inch dia. x 23.5
16J-1
16-inch
Wood crown staples idiamond pattern Wed crown
staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 2
spaced4-inch o.c. nail spaced 48-inch o.c. ALC15001.
3 FL12194-R6 Page 4 of 8 This
evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Ap jiendix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
No.2 SYP
staple spaced
Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max.
inch crown x 1-inch
rafter with one each panel lap inch crown x 1-inch
0.072-inch diameter
24F-1
12-inch
Wood leg staples in 1) min. 2.25- 1)
Wood
leg staple spaced 8 finishing nail with min. 801-90
diamond pattern x 7d ring
One (1) min. 1.75-inch
inch o.c.
3(16-inch head spaced
spaced 16-inch o.c.
chinch ailsanknilha
x 0.072-inch diameter 12-inch o.c.
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staple spaced
One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch
0.072-inch diameter
801
24F-2
12-inch
Wood smooth shank rafter with one Wood
leg staple spaced 8- finishing nail with min. 76.6
roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c. 3/16-inch head spaced
16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 16 ga. 1/4-inch
crown x 1-inch leg
Nominal 1x2 staple spaced
No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch
0.072-inch diameter
801
24F-3
12-inch Masonry inch long T nail rafter with one Wood
leg staple spaced 8 finishing nail with min. 76.6
spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3116-inch head spaced
Inch ring,shank x 0.072-inch diameter 12-inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-R6 Page 5 of 8
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width Psf)
Substrate
F-Channel.
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staple securing the
Three (3) 18 ga.1/4-
No.2 SYP
nailer of each female
lock or spaced One (1) 18 ga. 1/4- Ohe (1) min. 1.75-inch x
Max.
inch crown x 1-inch
anchored to
rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter
24F-4
16-inch
Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60
diamond pattern inch x 7d ring
inch o.c. and securing 3/16-inch head spaced
spaced 16-inch o.c.
shank nail
One (1) min. 1.75-inch each panel lap 16-inch o.c.
24-inch o.c.
x 0.072-inch diameter
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
staple securing the
Nominal 1 x2 nailer of each female
One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter
24F-5
Max.
Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60
16-inch
roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x 0.072-inch diameter
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-R6 Page 6 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Apobndix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection = Center Connection Eave Connection
System Panel MDP
No. Width pso
Substrate
F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga. 1/4-inch
crown x 1-inch leg
staple securing the
Nominal 1x2 nailer of each female
No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter
24F-6
16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60
spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
Inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x 0.072-inch diameter
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-R6 Page 7 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes (hat are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with J-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Batten
J-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
Nominal 1x2 No.2
SYP scabbed
between rafters with One (1) 18 ga.1/4-
one (1) min. 2.25- inch crown x 1-inch
Nominal 1x2 inch x 7d ring shank leg staple spaced
No.2 SYP Three (3) 18
nail straight -nailed
through the rafter
12-inch o.c.
securing each panel One (1) min. 1.75-inch
anchored to ga.1/4-inch crown into the end of the lap One (1) 18 ga. x 0.072-inch diameter
24J-1
Max. rafter with one x 1-inch leg batten or two (2) Wood
inch crown x 1 inch
finishing nail with min. t60
1 2-inch 1) min. 2:25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75- leg staple spaced 3/16-inch head spaced
inch x 7d ring pattern spaced 16- ring shank nails toe- inch x 0.072-inch
8-inch o .c.
12-inch o.c.
shank nail inch o.c.
nailed on either side diameter finishing24-inch o.c. of the batten at nail with min. 3/16-
each batten/rafter inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c. .
Nominal lx2 No.2
SYP scabbed One (1) 18 ga.1/4-
belween rafters with inch crown x 1-inch
one (1) min. 2.25- leg staple securing
Nominal 1x2 inch x 7d ring shank the nailer of each
No.2 SYP Three (3) 18
nail straight -nailed
through the rafter
female lock or
spaced 16-inch o.c. One (1) 18 ga.'/.- One (1) min. 1.75-inch
anchored to ga.1/4-inch crown into the end of the securing each panel
inch crown x 1-inch
x 0.072-inch diameter
24J-2
Max. rafter with one x 1-inch leg batten or two (2) lap Wood leg staple spaced finishing nail with min. 53.3
16-inch 1) min. 2.25- staples in diamond
min. 2.25-inch x 7d
8-inch o.c. and 3/16-inch head spaced
inch x 7d ring pattern spaced 16- ring shank nails toe- One (1) min. 1.75- securing each panel 16-inch o.c.
shank n inch o.c. nailed on either side inch x 0.072-inch lap
24-inch o.. c. of the batten at diameter finishing
each batteNrafler nail with min. 3/16-
intersection. Max. Inch head spaced
rafter spacing is 4-inch o.c.
24-inch o.c.
ALC15001.3 FL12194-R6 Page 8 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
INSTALLATION
Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations.
System No. I Installation Detail
Min. 518" hand dla. nail with, min; 1.4"
Angagement(for'wooi'euhetrate) or
min. 0.097" dia. T-nai.1 or stub nehl
with min. 5/0" engagament(for concrete
or block eubatrete), slieced as'noted
above.
ASCIA SLIP BOARD
FASCIA TRIM
12F-1 & \-
SOFFIT (OVERHANG WIDTH VARIES)
12F-3\-"F". CHANNEL
Hood, Concrete
or Block W
FASCIA LIP 1 /4"
STAPLE •SOFFIT TO
ASdA BOARD #T50
8" X 3/8" STAPLE
16" O.C.
L-PAINTED S.S.
1 3/44" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001.3 FL12194-R6 Page 1 of 12
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
SOFFIT STAPLEINC!" SOFFIT
OPEN RAFTER
DIAMOND PATTERN
CROWN ;DETAILSTAPLES1• USING A OIAMONO :ruts r
PATTERN FACIA BOARD
FASCIA CAP
12F-2
3/4' X 1/4' CROWN FACIA BOARD
a'
I -3/4' TRIM NAIL
STAPLE ON CENTER
1-3/4-'TRIM NAIL PAINTED S.S.
F' CHANNEL CAN BE PAINTED S.S. 46' FASCIA CAPINSTALIFOWITHTHE0C.
NAIUNG FLANGE UP OR 3/4' X 1/4"
DOWN CROWN STAPLE
SOFFIT -max. 12-1noh span
WOOD SOFFIT
SUBSTRATE
SOFFIT & FASCIA
DETAIL
ALC15001.3 FL12194-136 Page 2 of 12
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
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
I—CHANNEL 1-3/4' TRIM NAII
ccrewed to aoCtit
PAINTED S.S. 48' with one(l) NO x
1/2" x 3/0" Bead O.C.
diameter ocreir,
16• o.c.
WOOD OR BLOCK
SUBSTRATE
SOFFrr—max. 12-inch span.
ALUMINUM COILS, INC
Soffits
Appendix B
S `, SOFFIT STAPLE
t DIAMOND PATTERN
FACIA BOARD `, /•. KTWEM jl D ETAI L
STAPLES /
ASCIA CAP
3/4" X 1/4- CROWN
M NAIL1-3/4' TRIMSTAPLE '8" ON CENTER
PAINTED
RI
SOFFIT
FACIA BOARD
FASCIA CAP
3/4" X 1/4-
CROWN STAPLE
SOFFIT & FASCIA
DETAIL
ALC15001.3 FL12194-R6 Page 3 of 12
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 f' TRIM MAIL FASCIA BOARD
PAINIED S.S.
FASCIA CAP
SOFFIT
rat' CROWN STAPLE
OPEII RAMP
FASCIA BOARD
110 S!B' 1•NdE
16F-1 SOFFIT & FASCIA
16F-5 DETAIL
FASCIA CAP: REFER
TO SOFFIT & FASCIA
DETAIL
f' CHANNEL
SOFFIT, hAx. Ir
SPAN
MASONRY
SUBSTRATE
ALC15001.3 FL12194-R6 Page 4 of 12
This evaluation report is provided for Slate 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 the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail ,
M'in, 3/a" head dia, nail with min., l;f"
engd9ement('for wood suhsrtate) Ot'
min. 0.097" die. T-nai 1. *or stub nai.l
with min..5/8" ongagoment(for cencreto
or.'block substrate), epaead ias'noted
shove,•
ASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
16F-3
F" CHANNEL
Wood„ Conc---
or Block N
FASCIA LIP 1 /4"
STAPLE SOFFIT TO
ASCIA 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
ALC15001.3 FL12194-R6 Page 5 of 12
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
3W1 K, WE11 SOFFIT STAPLEOPENRAFTER ;
I DIAMOND PATTERN
DETAIL. I,--JCROWNSTAPLES1 i
1 srAvursiVmIJUSINGADIAMOND
IV E
1
PATTERN FACIA BOARD
FASCIA CAP
16F-4
3/4' X 1/4' CROWN FACIA BOARD
8'
1-3/4' TRIM NAILF—T'
STAPLE ON CENTER
1-3/4' TRIM NAIL PAINTED. S.S.
CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAP
INSTALLED WITH THE; D.C., NAILING FLANGE UP OR 3/4' X 1/4"
DOWN CROWN STAPLE
SOFFIT -max. 16-.inch span
WOOD SOFFIT
SUBSTRATE SOFFIT & FASCIA
DETAILIr
ALC15001.3 FL12194-R6 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 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 speolliically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1I' TRIM NAIL FASCIA BOARD
PARNTEU 5.s.
FASCIA CAP
SOFFIT
1'Q- CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
I`4' CROWN
STAPLES SOFFIT & FASCIA
USING A DIAMOND
16F-2 $,
PATTERN; REFER TO DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN / \
DETAIL
FASCIA CAP; REFER / \
TO SOFFIT i FASCIA
F' CHANNEL
BE FAIL
SOFFIT; MAX. 16` .
SPAN
WOOD \ /
SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 7 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
16J-1
ALUMINUM COILS, INC
Soffits
Appendix B
OPEN RAFTER '
fn= \TIOUS \ SOFFIT STAPLE
GIST i DIAMOND PATTERN
1 I DETAIL
FACIA BOARD _ an• .crvEE+i
fTMILt /
3/4' X 1/4' CROWN STAPLE '24'
ON CENTER USING • A DIAMOND PATTERN CFASCIA CAP
3/4" X 1/4' CROWN FACIA BOARD
STAPLE "8' CENTER 1-3/4 TRIM NAIL
1-3/4- TRIM NAIL PAINTED S.S.
PAINTED S.S. 48" FASCIA CAP
O.C.
3/4' X 1/4"
CROWN STAPLE
SOFFIT -max. 16-inch Span
WOOD OR BLOCK SOFFIT & FASCIA
SUBSTRATE D ETAI L
ALC15001.3 FL12194-R6 Page 8 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I t' TRW NAIL FASCIA BOARD
PAWTEO S.S.
I-rt' CROWN FASCIA CAP
STAPLES SOFFIT
USING A OIAMONO
PATTERN; REFER TO CROWN STAPLE
SOFFIT STAPLE
OIAMONO PATTERN
DETAIL
1 I- TRIM MAIL FASCIA BOARD
PANTED S.S.
SOFFIT & FASCIA
DETAIL
24F-1 &
24F-4 1-4" CROWN STAPLE
FASCIA CAPI REFER
TO SOFFIT 1 FASCIA /
Nominal SYP
I
I I 3/81BattenAnchoredtoSOFFIT: MAX, JA' I
1 1F-CHAIOIEI Ratters vith
OETA4
ilA one Id
Ring Shank Nall at
every Rafter /
W000 SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 9 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I P TRIM NAIL FASCIA BOARD
PAINTED S.S.
14' SHOOTH SHANK FASCIA CAP
ROOF NAILS SOFFIT
1-4' CROWN STAPLE
I t' TRIM NA0. FASCIA BOARD
FAINTED S.S
SOFFIT & FASCIA
DETAIL
24F-2 &
24F-5
1'wi' CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT & FASCIA
DETAILHtaunall'a2 SYP
Gallen Anlhired to SOFFIT; MA%. 2'
F-CHANNEL Rafters with ant Id
Ring Shank Nail a1
every Railer
WOOD SUBSTRATE
ALC15001.3 FL12194-R6 Page 10 of 12
This evaluation report is provided for Stale 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 the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 TRIM HAILFASCIA BOARO
PAIR SS
ItOA i' T-NAILS FASCIA CAP
SOFFIT
1'4' CROWN STAPLE
1 t' TRIM NAIL FASCIA BOARO
PAOITIO S.S.
SOFFIT & FASCIA
DETAIL
24F-3 &
24F-6
1'4' CROWN STAPLE
FASCIA CAP, REFER
TO SOFFIT i FASCIA
DETAILNominal1'e2' SYP
Ballen Anchored to SOFFIT. MAX. 14'
F•CNANNEL Rollers with one ld
Ring Shank Nall at
every Roller
MASONRY
ALC15001.3 FL12194-R6 Page 11 of 12
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 t' 1R01 NAR FASCIA 8OARO
PAINTED S.S.
I'e!' (ROW" FASCU (AP
STAPLES SOFFIT .
USING A DIAMOND,
PATTERN; REFER TO CANTILEYEREO 1's' CROWN STAPLE
SOFFIT STAPLE RAFTER
DIAMOND PATTERN
DETAIL
FASCIA BOARD
SOFFIT & FASCIA
I t' TRIM NAIL DETAILPAINIEDS.S.
24J-1 & 174. CROWN STAPLE.
24J-2 _ (IA CAP; REFER
TOSSOFFIT t FASCIA
DETAIL /
Nontnal 1' s T SYP battens I•-8w \ .
ecabEed between callers and SOFFIT; MAx.•2C' I 3/8
1-CHAN4EL secured wllh one (1) 7d ling '
shank nall stralght-need
thrbugh the ratter Into the and
WOOD SUBSTRATE
of thehsttenorhso(2)7d
dng spank nalts (m.neled on
ewm side of the betlem W Uw
Oattarureller Intersection \ /
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 12 of 12
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which (his report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soffits
Apoendix C
The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following
provisions:
1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC.
2. Exposure B, C, and D shall be as defined in section 1609 of the FBC.
3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft.
4. All calculations are based on an effective wind area of 10-ft2 or less.
5. Topographic factors such as escarpments or hills have.been excluded from the analysis.
6. Wind directionality factor, Kd = 0.85
7. V„„ is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC.
8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional.
9. Zones 4 and 5 shall be defined as shown below. Dimension 'a° shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is
smaller, but not less than either 4% of the least horizontal dimension or 34
ALC15001.3 FL12194-R6 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREED{
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
f F 1,^ , ,f besi`n' WincJ Piressu esifo lSoffits in Eii osii e:B xIMMAMA
Type`
Zone Roof
1,20. 130
v
1.40 15Ur 160' 170 1'80 1'90 200 00Enclosed
4
20
16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25
16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30
16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40
18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50
19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60
20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative
Loads)
5
20
20.8 24.4 28.3 32.5 37.0 41.7 46.8 752.1 57.8 25
20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30
20.8 24.4 28.3 32.5 37.0 41.7 1 46.8 52.1 57.8 40
22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50
24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60
25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed
4
20
10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25
10.8 12.7 14.7 16.9 19.2 21.7 1 24.3 27.1 30.0 30
10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40
11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50
12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60
13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive
Loads)
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25
10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30
10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5
40
11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50
12.5 14.7 17.0 1 19.5 22.2 25.1 28.1 31.3 34.7 60
13.1 15.4 17.8 1 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.
3 FL12194-R6 Page 2 of 4 This
evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
X`=
Bulldlr x4 Fs: g zar, rz Typeg zfi.
1-14
Zone
t
M' n
ROOf
y 120
Design lNiiid P e_ ss`u eslfosS_offits,iri
rz e . Basic__+WiridiS" eed_ ; m_ `fi •'
r
130 140 15016Ua 170 1'80 190 200'`
Enclosed
4
20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8
30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5
50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9
60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
Negative
Loads)
5
20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3
25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6
30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9
40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8
50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9
60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2
Enclosed
4
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
Positive
Loads)
5
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
ALC15001.3 FL12194-R6 Page 3 of 4
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
WRAM W68i tb S664SIO Q$6fjfit$."id.Ek 4Dp6g4ik
00 R'mP, 20 6 0310M. WAPM I
6igi&W
Wfli. 113 -X 4 . .
80'
I U OWN9
Enclosed
4
20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2
25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9
30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5
40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6
50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9
60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6
Negative
Loads)
5
20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1
25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4
30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7
40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7
50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8
60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1
Enclosed
4
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4
60 20.2 23,7 27.5 31.6 35.9 40.5 45.4 50.6 56.1
Positive
Loads)
51
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 1 34.8 39.3 44.1 49.1 54.4
60 20.2 23.7 27.5 31.6 1 35.9 40.5 45.4 1 50.6 56.1
ALC15001.3 FI-12194-136 Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installafloh, recommended use, or other
product atInbutes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
3/8" F-Channel
3/8"
3/8" J-Channel
3/4"
1/8" HEM
T 7
3/4"
3/0'
ISOMETRIC VIEW
3/0' PROFILE
ISOMETRIC VIEW
3/E' PROKE
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.3 FL12194-R6 Page 1 of 4
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
Fascia
CREEK
TECHNICAL SERVICES, LLC
3/4"
7/8"
1/8" HEM
6"FASCIA
i" BLANK
1/4"
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.3 FL12194-R6 Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
16" Q4 Soffit
ossr,
012F r7
1a' jBLANK
3, / 6.-FRORLE
I
0000
00lu
000o s
0000
n
0 0 o o
0000
ALUMINUM COILS, INC
Soffits
Appbndix D
ALC15001.3 FL12194-R6 Page 3 of 4
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
12" T4 Soffit
ALUMINUM COILS, INC
Soffits
Appendix D
3 1/8" 7/8" 3 1/8" 7/8" 3 1/8"
S/16"
1/2" 1/2" 1/2" 1/2" 1/2"
3/r
13.75" BLANK
3/8" PROFILE
LI/SPf/
O o 0 0 0
000
0000.o
000..
a
00000
0000
ENO OF REPORT
ALC15001.3 FL12194-R6 Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
Florida Building Code Online Page 1 of 3
ntehalRegulafion.
SCIS Morrie I Log In User Registration I Hot Topics Submit Surcharge I Stats B Facts i Publications I FBC Staff I SCIS Site Map I Unks Search
Fbl * a
r a" Product Approval
IUSER: Public User
Li
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL7006-R10
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
IKO Industries, Ltd
40 Hansen Road South
Brampton, NON -US L6W 31-14
708)496-2800 Ext200
rmetzOOI@tampabay.rr.com
Robert Metz
rmetz001 @tampabay.rr.com
Bob Metz
REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
rmetzOO1@tampabay.rr.com
Don Shaw
IKO Industries LTD
120 Hay Rd.
Wilmington, DE 19808
717) 579-6706
don.shaw@iko.com
Roofing
Asphalt Shingles
Certification Mark or Listing
FM Approvals - CER
Locke Bowden
G Validation Checklist - Hardcopy Received
Standard
ASTM D3161 modified to 110 mph
ASTM D3462
ASTM D7158 Class H
ASTM E108
Year
2016
2010
2011
2011
https://www.fl oridabuiI ding. org/pr/pr_app_dtl.aspx?param=wGEVXQwd)qse7mYBd2b3 2/6/2018
Florida Building Code Online Page 2 of 3
Product Approval Method Method 1 Option A
Date Submitted 10/08/2017
Date Validated 10/30/2017
Date Pending FBC Approval
Date Approved 11/01/2017
S-ummary of Products
FL tl Model, Number or Name Description
7006.1 Cambridge, Cambridge HD,
Biltmore and Biltmore HD
Laminated architectural fiberglass asphalt shingle
manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.;
Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 RIO C CAC Lotter - ASTM D3161_letter - (9-26-
2017) from FM.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM 123462 letter - (9126-
2017).Ddf
FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
Design Pressure: N/A
Other:
2017).Ddf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 RIO 11 IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pdf
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover
the hip and/or ridge of an asphalt shingle roof system
manufactured at IKO's Kankakee, IL, Toronto, Ont. and
Brampton, Ontario plants.
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Certification Agency Certificate
FL7006 RIO C CAC ASTM D 3462 - Shinale letter
Surveillance Audit Location - (6-28-2017).Ddf
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.Ddf
FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26-
Design Pressure: N/A
Other:
2017).odf
FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
2017).Ddf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 II Hip and Ridge Cap Shin le Installation
Instructions.0
F:7006 RIO II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pdf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.3 Leading Edge Plus Asphalt Shingle
Starter Strip
One piece fiberglass asphalt shingle used as a starter strip at
the bottom of a roof system manufactured in Brampton and
Hawkesbury, Ontario plants
Limits of Use Certification Agency Certificate
Approved forruse•in-HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
FL7006 RIO C GAG Letter - ASTM D3161 letter - (9-26-
2017) from FM.pdf
FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26-
2017).Ddf
FL7006 RIO C CAC Letter - ASTM EIOB letter - (9-26-
Design Pressure. N/A
Other:
2017). odf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 RIO II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pdf
FL7006 R10 11 Roofing- Prod ucts-Leading-Edge-Plus-
Apolication-EN(1). odf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K... 2/6/2018
Florida Building Code Online Page 3 of 3
7006.4
I
Marathon Plus AR, Superglass Plus
I
3 tab fiberglass asphalt shingle manufactured at IKO's
AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.;
Sylacauga, AL and Kanakakee, 1L plants
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Certification Agency Certificate
FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.Ddf
FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26-
2017).Ddf
FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
2017).Ddf
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL7006 R30 II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.odf
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
Batt[ Hatt
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: M-187-11124
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Pnvaev Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact $50.487.2395. -Pursuant to
Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The email$ provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
99®
Cfed-1t-Card
Safe
https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K... 2/6/2018
CONSTRUCTION MATERIALS
TECHNOLOGIES
October 27, 2017
IKO Industries, Ltd
120 Hay Rd.
Wilmington, DE 19809
Re: FBC FL7006
Sir(s),
PRI Construction Materials Technologies has completed a technical review and attached sealed shingle
instructions in compliance the 2017 Florida Building Code.
This review was completed based on the receipt of following evidence from IKO Industries, Ltd:
1) IKO Shingle Application Instructions — 3-Tab Shingles
EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida)
2) IKO Laminated Shingles Application Instructions
EN -Laminated Appins_8TTEFS-2012-04 reformatted 2013-02-rev07/13-Florida)
3) IKO Hip and Ridge 12 Application Instructions
EN-HipandRidgel2_3HRTri-2013-08_reformatted 2013-08)
4) IKO Leading Edge Plus Shingle Application Instructions
EN-3LEP-Tri-2012-06_reformatted 2013-03)
5) ASTM D3161 Test Report (FM Approvals Project No. 3040947)
The attached instructions should be used in conjunction with the published manufacturer's application
instructions and applicable code. In the event the instructions conflict, these instructions shall govem.
Statement of lnder>endence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not
have nor plan to acquire a financial interest in any company manufacturing or distributing products for which
the test reports are issued.
Signed: Si gned: ned: Si
Brad Grrybo .ski Duc T. u eo
Managing Director Florida RVS ere .Professional Engineer
P.E. Number: 65034
Date: October 27, 2017 Date: October 27, 2017
Attachments: A) IKO Shingle Application Instructions - 3-Tab
B) IKO Laminated Shingles Application Instructions
C) IKO Hip and Ridge 12 Application Instructions
D) IKO Leading Edge Plus Application Instructions
IKO-187-02-01
PRI Consbuc ion Materials Tedmobgies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813.621-5M Fax: 813621-5840 e-mail mate6alstesiJn9@p icmLcom WebSite: httpJhwww.pdonLoom
IKO
Installation Instructions for
Asphalt Shingles
Page 2 of 5
IKO Shingle Application Instructions — 3-Tab Shingles
ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt
edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is
flush with, but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8".
STEEP SLOPES
1-1R" 1.11r
SEALING STRIP —
61B' Vr
NAILS NAILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
PRI Construction Materials Techralogies, I.I.C. 6412 Badger Dnve Tampa, FL 33610 Tel. 813.621-5777 Fax: 813-621-5840 e-mail- materialstesting@prianLwm WebSde: httpJAvww.priCmLoom
IKO
Installation Instructions for
Asphalt Shingles
Page 3 of 5
IKO Laminated Shingles Application Instructions
ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC,
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8'
below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with,
but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8".
631
NAIL LINE
NAILING - STEEP SLOPES APPLICATION
Use sir nails as shown.
M
tn.!
torsr rl
CEMENT
PROPER APPUCATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OFTHE SHINGLE
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5M Fax. 813.621.5840 e-mail: materialsteS1mg@lpriCmLt0m WebSite: hitpJMAww.pnanLaom
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — IKO Hip and Ridde 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTIO.N WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using.the perforation marks as a cutting guide. These shingles are
designed for a 51/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional
effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2
pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see
diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be
covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easier bending.
NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE
SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO
RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS.
TAPER CUT
PPo Convtnution Malenals Technologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel, 813-621.5777 Fax. 813.621.5840 e-mail- maledalslesGng@pnanlcom WebSite: htip://waw.prianLcom
IKO
Installation Instructions for
Asphalt Shingles
Page 5 of 5
IKO Leading Edge Plus Application Instructions
ASTM D3161, Class F — IKO Leading Edge Plus)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required.
2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for
separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to
separate.
3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately
20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the
factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves
by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75
mm to 100 mm) from the eave edge and 1" (25 mm) in from each end.
4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge
with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang
the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners
located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end.
5. Repeat Steps 3 — 4 for the right lower comer of the roof deck.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least
3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20
mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm). from
the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end.
6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install
the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles
should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to
the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle.
7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first
course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PRI Constuctbn Materials Technologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel. 813.621-5M Fax' 813-621-5840 e-mail. materialstesting@pncmLcom WebSite: httpJAY*w.pncmLcom
Florida Building Code Online Page 1 of 2
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y r + :.^. product Approval
ft I USER: Public User
Product Approval Menu > Product or Aoolicetion Search > Application List > Application Detail
FL # FL15216-113
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
0
InterWrap, Inc.
32923 Mission Way
Mission, NON -US 00000
SS1) 574-2939
mtupas@interwrap.com
Eduardo Lozano
elozano@interwrap.com
Eduardo Lozano
32923 Mission Way
Mission, NON -US 00000
778) 945-2891
elozano@interwrap.com
Roofing
Underlayments
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Robert Nieminen
the Evaluation Report
Florida License PE-59166
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 09/30/2019
Validated By John W. Knezevich, PE
Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
FL15216 R3 COI 2017 01 COI Nleminen.pdf
Standard
ASTM D1970 (tear)
ASTM D226 (physicals)
Year
201S
2009
https://www.floridabui]ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv"yVVKJZI Q... 2/6/2018
Florida Building Code Online Page 2 of 2
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method 1 Option D
10/10/2017
10/11/2017
10/15/2017
12/12/2017
FL ii i Model, Number or Name Description
15216.1 RhinoRoof Underlayments Synthetic roof underlayments
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOROOF FL35216-
R3.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 Umits of Use. Evaluation Reports
FIIS216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216-
R3.Ddf
Created by Independent Third Party: Yes
Back Mert
Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Coovricht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. if you do not want your e-mall address released In response to a public -records request, do not send
elew nlc mail to this entity. Instead, contact the office by phone or by traditional mall. If you have arty questions, please contact 850.487.2395. '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 8
they have one. The emails provided may be used for official communication with the licensee. Mowever 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 act a licensee under
Chapter 455, F.S., please dick DM.
Product Approval Accepts:
Credit Card
Safe
https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQvADgv3yVVKJZIQ... 2/6/2018
QOTRINITYIERD
EVALUATION REPORT
Interwrap, Inc.
32923 Mission Way
Mission, BC V2V-6E4 Canada
552)574-2939
EXTERIOR RESEARCH & DESIGN, I.I.C.
Certificate of Authorization #9503
353 CHRISTIAN STREET, UNIT#13
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 140510.02.12-113
FL15216-R3
Date of Issuance: 02/17/2012
Revision 3:10/10/2017
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 6" Edition (2017) 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 "Trinity IERD 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:
1. -
OF _ i7 : • STR.. as `W -.
Robert J.M. Nieminen, P.E.
Florida Registration No. 59166, Florida DCA ANE1983"'
Jh t The facsimile seal appearing was authorized by Robert
Nieminen, P.E on 10/20/2027. This does not serve as an
electronically signed document.
CERTIFICATION OF INDEPENDENCE:
1. TrinitylERD 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. TrinitylERD 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 TrinitylERD 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.
Q0TP,.1N1TY1ERD
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 following sections of the 6th Edition (2017) 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
1507.1.1, T1507.1.1 Unrolling, Breaking Strength, Pliability ASTM D226 2009
1507.1.1 Tear Strength ASTM D1970 2015
3. REFERENCES:
Ent Examination Reference Date
ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011
ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011
ITS (TST1509) Physical Properties 200539395COQ-006 03/14/2014
PRI (TST5878) ASTM D1970; Tear strength OCF-330-02-02 10/03/2017
ITS (QUA1673) Quality Control Service Confirmation 09/30/2017
4. PRODUCT DESCRIPTION:
4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch
wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception).
S. LIMITATIONS:
5.1 This is a building code evaluation. Neither TrinityJERD 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 FBC HVHZ jurisdictions.
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 Authority Having
Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof
covering.
5.5 Allowable Roof Covers:
TABLE - R ooF Co R OPnoNs
Underlayment
Asphalt
Shingles Nail -On Tile Foam -On Tile Metal
Wood Shakes
Shingles
Slate or
Simulated Slate
RhinoRoof U20 Yes; No No i. Yes Yes No
5.6 Exposure Limitations:
RhinoRoof U20 shall not be left exposed for longer than 30-days after installation.
Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R3
Certificate of Authorization #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-113
RhinoRoof Underlayments Revision 3:10/10/2017
Page 2 of 3
VNTINITYIERD
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 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.
6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or II underlayment in FBC
Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet -
width for double -layer applications.
6.3.1 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.
6.3.2 Sinele 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:
Qingdao, China
9. QUALITY ASSURANCE ENTITY:
Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400
END OF EVALUATION REPORT -
Exterior Research and Design, U.C. Evaluation Report 140510.02.12-113
Certificote of Authorizotion #9503 6EDITION (2017) FBC NON-HVHZ EVALUATION FL35216-R3 RhinoRoof
Underlayments Revision 3:10/10/2017 Page
3 of 3
Rhinoft®f® U20
Synthetic Roofing Underlayment
RhinoRoof' U20 Installation Instructions
RhinoRoof' U20 is an air, water and vapor barrier and
therefore must be installed above a properly ventilated
space(s). Follow ALL building codes applicable to your
geographical region and structure type as it is considered
a vapor barrier.
DECK PREP: Protrusions from the deck area must be
removed and decks shall have no voids, damaged or
unsupported areas. Deck surface should be free of debris,
dry and moisture free.
USE: RhinoRoof' U20 must be covered by primary roofing
within 60 days of application. U20 is designed for use
under; asphalt or synthetic shingles, metal in residential
applications, and cedar shakes that have been primed.
APPLICATION: For slopes from 4:12 and higher RhinoRoof'
U20 is to be laid out horizontally (parallel) to the eave with
the printed side up. Horizontal laps should be 4" and
Vertical laps should be 6"and anchored approximately
1 " in from the edge. For low slope applications it is
recommended to overlap 50% plus 1 ", for complete
definition of low slope and guidelines consult authorities
having jurisdiction. U20 product is not recommended
for slopes less than 2:12. The use of roofing hammer,
pneumatic air or gas driven fastener tools is acceptable.
The use of straight edge cutting knives is recommended.
FASTENERS: For same day coverage with primary roofing
RhinoRoof' U20 can be anchored with corrosive resistant
3/8" head x 1 " leg roofing nails (ring shank preferred,
smooth leg acceptable). The use of every other anchoring
location printed on the product is also acceptable. If U20
will be left exposed for up to 60 days the product must
be anchored with 1 " plastic or metal cap smooth or ring
shank roofing nails and anchored in all locations printed
on the facer. DO NOT USE STAPLES: the use of staples to
penetrate RhinoRoof' U20 will void warranty.
ANCHORING: All anchoring nails must be flush, 90
degrees to the roof deck, and tight with the underlayment
surface and the structural roof deck. Where seams and
joints require sealant or adhesive use a low solvent plastic
roofing cement meeting ASTM D-4586 Type 1, or Federal
Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB,
Geocel or equivalent. Acceptable alternatives are butyl
rubber, urethane, and EDPM based caulk or tape sealant.
EXTENDED EXPOSURE: If RhinoRoof' U20 product will
be exposed longer than 24 hours and up to 60 days then
product must be attached to the structural roof deck
using a minimum 1 " diameter plastic or metal cap roofing
nails (ring shank preferred but smooth leg acceptable).
Miami Dade approved tin tags/metal caps are also
acceptable, and it is recommended for best performance
to use with the rough edge facing up. For extended
exposure it is always recommended to anchor on every
printed position on the facer. RhinoRoof' U20 is not
designed for indefinite outdoor exposure.
For extended exposure conditions where driving rain or
strong winds are expected it is recommended to take
additional precautions such as doubling the lap widths.
Alternately or in addition to a compatible sealant could
be used between the laps or a peel and stick tape could
be applied to the overlaps.
CAUTION - READ GOOD SAFETY PRACTICES BELOW
Good safety practices should be followed on steep slope
roofs, such as use of tie -offs, toe boards, ladders and/or
safety ropes and personal body harnesses. Follow OSHA
guidelines. Slip resistance may vary with surface conditions
from debris that accumulates, weather, footwear and roof
pitch. Failure to use proper safety gear can result in
serious injury. Depending on roof pitch and surface
conditions, blocking may be required to support materials
on the roof and is good safety practice. Remember to
seal the nail holes after removing blocking.
InterWrap° Roofing Products Division
Charleston, SC • Vancouver, BC • Mission, BC • Montr6al, QCIqK.
ey,`'
Q
Web: www.InterWrap.com/roofing I E-mail: info®interwrap.com
Al
0 Toll Free: 888 713 7663 1 Tel: 778 945 2888
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FL # FL16994-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived D
Product Manufacturer Southeastern Metals Mfg. Co.
Address/Phone/Email 11801 Industry Drive
Jacksonville, FL 32218
904) 696-4682
jhkelsey@semetals.com
Authorized Signature Jeremy Kelsey
jhkelsey@semetals.com
Technical Representative
Address/Phone/Email
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
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity UL LLC
Quality Assurance Contract Expiration Date 12/20/2020
Validated By Locke Bowden
G Validation Checklist - Hardcopy Received
Certificate of Independence FL16994 R5 CO) SEM14001.5a 2017 FBC Eval Report Off-Ridoe Vent
final.Ddf
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
1503.5
1709.2
Product Approval Method Method 2 Option B
https://www.flon dabuilding. org/prlpr_app_dtl. aspx?param=wGEVXQwtDgvBwYu9TrZN... 2/6/2018
Florida Building Code Online Page 2 of 2
Date Submitted 09/26/2017
Date Validated 10/10/2017
Date Pending FBC Approval 10/15/2017
Date Approved 12/12/2017
Summary of Products
FL Of Model, Number or Name Description
16994.1 Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with asphalt
shingles
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16994 RS II SEM14001.5a 2017 FBC Eval Report Off -
Ridge Vent final.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest 74021
Design Pressure: +0/-18 Created by Independent Third Party: Yes
Other: See evaluation report for limits of use. Evaluation Reports
FL16994 R5 AE SEM14001.5a 2017 FBC Eval Report Off -
Ridge Vent final.odf
Created by Independent Third Party: Yes
16994.2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or
concrete tile
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16994 R5 II SEM14001 5b 2017 FBC Eval Report Tile
Roof Vent final.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A
Design Pressure: +0/-9
Verified By: Zachary R. Priest 74021
Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL16994 R5 AE SEM14001.5b 2017 FBC Eval Report Tile
Roof Vent final.pdf
Created by Independent Third Party: Yes
Contact Los :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: SSO-487.1624
The State of Florida Is an AA/EEO employer. Coovrioht 2007.2013 State of Flonda.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do 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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please click here . ,
Product AApproval Accepts:
Cred-t Card'
Safe
https://www. floridabuilding. org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgvBwYu9TrZN... 2/6/2018
CREEK
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE, 6'" EDITION (2017)
Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017
11801 Industry Drive
Jacksonville, FL 32218
800) 874-0335
http://www.semetals com
Manufacturing Plant: Jacksonville, FL
Quality Assurance: UL LLC (QUA1743)
SCOPE
Category: Roofing
Subcategory: Roofing Accessories that are an Integral Part of the Roofing System
Code Sections: 1503.5, 1709.2
Properties: Roof Ventilation
REFERENCES
Eniitt
PRI Construction Materials Technologies (TST5878)
PRI Construction Materials Technologies (TST5878)
Zachary R. Priest, P.E. (CREEK Technical Services)
PRODUCT DESCRIPTION
Report No. Standard Year
SEM-029-02-01 ASTM E 330 2014
SEM-031-02-01 ASTM E 330 2014
SEM14003 Calculations 2014
Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel; Shall conform with FBC
Section 1503.2
Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high.
Vent is available in nominal 4-ft, 6-ft and 8-ft sizes.
SEM14001.5a FL16994-R5 Page 1 of 3
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 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.
Southeastern Manufacturing Co., Inc.
CREEK OH Ridge Vent
TECHNICAL SERVICES, LLC
PRODUCT APPLICATION
Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated
plywood sheathing for new and existing roof deck (Deck shall be designed by others in
accordance with FBC requirements).
Roof slope: Minimum 2.12
Installation Height: Maximum 33-ft
Roof Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent
2.5-inch wide x 66-inch opening for the nominal 6-ft vent
2.5-inch wide x 90-inch opening for the nominal 8-ft vent
Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off
the ridge. For a single vent, install the vent as close to the center of the roof length as
possible. Multiple vents should be evenly spaced along the roof length.
Remove interfering shingle nails around the perimeter of the opening and any debris
prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing
cemenUmastic to the underside of the perimeter flange to continuously surround and
seal the flange. Position the vent over the opening in the roof sheathing. Slide the top
and side flanges of the vent underneath the shingles and allow the bottom flange to lie
on top of the shingles. Attach the vent with #9 x min. 1.5-inch HWH screws with 0.5-
inch sealing washers or min. 12 ga. x 1-1/4-inch ring shank nails with min. 3/8-inch
diameter heads having sufficient length to penetrate through the sheathing a minimum
of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5-
inches o.c. along all four sides of the vent. All loosened shingles shall be adhered
down with roof cemenUmastic. When nails are used to attach the vent, all penetrations
through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I
roofing cemenUmastic.
Allowable Roof Coverings: Asphalt shingles
Maximum Design -13.5 psf for 4-ft and 6-ft vents
Pressure -18 psf for 8-ft vent
Pressures calculated using 2:1 margin of safety per 1504.9
SEM14001.5a FL16994-R5 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
Southeastern Metals Manufacturing Co., Inc.
CREEK OH Ridge Vent
TECHNICAL SERVICES, LLC
LIMITATIONS
1) Fire Classification is outside the scope of this evaluation.
2) This report is not for use in the HVHZ.
3) The roof deck and deck attachment shall be designed by others in accordance with the FBC.
4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's
published installation instructions. In the event of conflict, the more restrictive installation shall be enforced.
5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck
shall be checked for protrusion prior to installation.
6) Installation of the roof assembly is outside the scope of this evaluation.
7) SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction
applications
8) All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
COMPLIANCE STATEMENT
The products evaluated herein by Zachary R. Priest, P.E. have'demonstrated compliance with the Florida Building
Code, 60 Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
11111111fI/j
Ppt ( R
PG'r,GENSF
No 74021
0: ccZ
33 '. STATE OF : 4/Z0.. ,'c
O RI O
p
N `
fn
CERTIFICATION OF INDEPENDENCE
2017.10.10
10:29:43
04'00'
Zachary R. Priest, P.E.
Florida Registration No. 74021
Organization No. ANE9641
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in- the approval process of the
product.
END OF REPORT
SEM14001.5a FL16994-R5 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
MIAMI-DADE COUNTY
MIAMI•DADE PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOA" AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.miamidade.tov/economy
Southeastern Metals Manufacturing Company, Inc.
11801 Industry Drive
Jacksonville, FL 32218
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section
In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this
product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code
including the High Velocity Hurricane Zone of the Florida Building Code.
DESCRIPTION: Weather Vent
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following
statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by,the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official.
This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3.
The submitted documentation was reviewed by Juan E. Col'lao, R.A.
NOA No.: 13-0814.08
MIAMI•DADE COUNTY Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 1 of 3
ROOFING ASSEMBLY APPROVAL
Category: Roofing
Sub -Category: Ventilation
Material: Steel
Minimum Slope: 2:12
TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT:
Manufactured by Test Product
Applicant Dimensions Specifications Description
Weather Vent Vent : 4-'/2" x 19" x 46" TAS 100 Galvanized metal roof vent
Deck Flange: 24" x 52"
Thickness: 0.0217 inch.
MANUFACTURING LOCATION
1. Jacksonville, FL
EVIDENCE SUBMITTED
Test Agency Test Identifier Test Name/Report Date
PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03
ICC-ES AC132 SEM-027-02-01 01/07/14
APPROVED APPLICATIONS:
Deck Type: Wood
Deck Description: 15/
32" or greater plywood or wood plank
System Type A: Mechanical attachment of vent for shingle roofs
Cutout: Mark a 3'/2" x 46" opening centered between layout lines and aligned minimum 6 inches from
the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris.
Installation: Vents should be evenly spaced on the rear slope of the roof.
Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing
cement. Secure vent to the roof deck with 1-'/." galvanized ring shank roofing nails spaced
approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent.
Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings
herein).
Net Free Area: 99 square inches.
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 2 of 3
S
LIMITATIONS:
1. Refer to applicable building code for required ventilation.
2. Weather Vent shall comply with the manufacturer's current published application instructions and the
requirements set forth in the applicable building code.
3. This acceptance is for installations over asphaltic shingle roofs only.
4. Weather Vent shall not be installed on roof mean heights greater than 33 feet.
5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building
Code and Rule 9N-3 of the Florida Administrative Code.
6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of
the manufacturer's name or logo, city, state, and following statement: "Miami -Dade County Product
Control Approved" or the Miami -Dade County Product Control Seal as shown below:
MIAMI-DADE COUNTY
DRAWINGS
ROOF FLANGE NAIL PLACEMENT
END OF THIS ACCEPTANCE
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 3 of 3
t23G
DEuChIPTION AS FURNISHED: Lot 35, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Hoines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bonk of Americo
LOT 49 LOT 50
N89'40'51 E l
00'
t7410. LOT 35
28.e0• ze.eo•
34.13'
1
5.00' 14.7'
15.3'
5.00'
FORMS04WFOUNa4nON
b Tor -TOP OFFORM
F0R
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LOT 36 0, 5AVERAGE6' Lo. LOT 34
y
i°t`pa'
Rio'
s.00'
0d
5
20.7' 5.00'
t
35.20'
25.20' 25.20'
10, UTIL ESMr
136.00' 1 _
N89'40 51 'E
SETBACKS AS FURNISHED
40. DO'
FRONT _ 2(
40' SAL TMARShH LOOPREAR : 20'
SIDE 5' (40' LOT)
7.5' (60' LOT) PRIVATE ROAD (50' R/W) 10' (75' LOT) _
SIDE STREET Ar5' (60' LOT)
1IS' (40' LOT)
25' FRONT SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS2) IN SUCCESSION AT 20' AND A MINIMUM
Or (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,660 t SOWRE FEET
PROPOSED - FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT; TOTAL t SOttUtE FEET MTWORK
PER DRAINAGE PLANS DRIVE 4RT/ 1I0- 513 t SOWRE FEET rouNDATION/PAO 1.744 t SOWRE FEET
PROPOSED DRAINAGE
FLOWel
WALKS J7/ 200>• 2J7 t SOUARE FEET REAR PA770 112 t SOUARE FEET
LOT GRADING TYPE A SOD 2,309/ 130 - 2.439 t SOWRE FEET FRONT PORCH DECK 82 t SOWRf FEET
PROPOSED F.F. PER PLANS - 30.5'
POOL DECK N/A t SOWRE FEET
Mp1E: rROIJT SLLWALX AND STREET LOl:1i1DN /A1QN iR0D/ PIA145 PAOYIOED BY f2lCllf • N07 NEID NER07ED
GRUSENMEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS
LA3M . Lome -
ru7 ID{. . t®n a L=
5400 E. COLONIALDR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658- 74J6
I711/ M. . room WPM
IP. . DO, Pw ILL . ,m1I Ir ICI1 m ONAM t. INE IIMM7B{1rm l)OQ ID7CR/ OOIT• M1T IIO O11K7 10aIi rIC sL1/0408 Cr IRAC/ILT UT rMM R/ nC nMm• D0 1 OrIA: , ILL . M V fOIDO gRVA71R[ /p6L7ML SI/IKIORS AW UWM N OWW D!•17 /IMmt A0MVrWIM COD[ ptomm1Ir m sccnw 4AAT7. now& SUR43IJl . rn01[R MDL/011 MIiRnL
140 ¢ Y. avWf
00
qM V. . wr.4= PPoR 1 6msumr vomwPWOMNIOY MLE Woom17t PIIDOItm To stwnvm "M MY i11:5=1D16 Iy . rmrt
v Icar.ma CAM. CALL u= ON pMv= nw ARM "a At.. , rR01R1rn.
IaOr
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P1 . rvwtot, IMOWLL M LNW 4. ND I11OMMM DPW420JM K" NVI IOUID7 MM 0/1m1D0[ VWX M . tD,la1MC
If. . r W= nm taC7DID, Ll)c LD94 s /mt ..• Anosmva PMDIR® MR Par701E r Or "w Go"wap 10 Am Octal) NOr orN7 MI KIM 4ww or ADI0P.. NW . . Dm/0c L9 .
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Dw . W& KA c D ODmB0l4 Owtt rPr A V OhRM AN CW IM LW WOWMW SNSW NOR r 0®N RLC0,61DCL'R ta//mLA LIlS. 1tay,t. . C ADD . Mss IGlmlf 7. RAOC4 M[ M>m A39Yfn W7W 4D ON 1K TIC SlOtll K MY tlAIVK' (u) WD. . 1116m l CLIMUOM
O VMK
AN MSD7 d1 NDOIY GEM M.• VOW" CUM OF AIM WHIM 0114"M AVRP ISJL • 01w LDR rD¢
a COR/M'A19 07vow AVncDRAIc1/ I4 •sKN • CDCRMMK= SG1LE — 1' •
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9m P.T. pm, o '.KVCr !M GERIINLD Br. CAM _ ORDIN _ RrL • WWWT 1 - -•--- sA= PLOT
PLAN 02-23-
2018 /OD9-18 i • m1ig rORMBMRD rOLA/MMN/
ELSS 05-23-2016 JIID-18 CA : Doi aARDc NORRN M
DWIDLw\PNOPOm am
Nor
LIE M1NN ~ INC ESTABUSNED 100 VIAR FWW
PANE AS PER VIM' GRUSENY ZONE 71. 1NP / 1211 Coo
r (0/-M-07) MAES I 9COTf. RLS 1
4801
UES Project No: 0110.1700817.0000
Workorder No: 9379472-1MUNIVERSAL1112""llG NEERING SCIENCES Report Date: 5/23/2018
Consultants In. Geotechnkal Engineering • Environmental Sciences
Geophysical Services • Construction Materials Testing • Threshold Inspection
Building Inspection • Man Review • Building Code Administration /
3532 Maggie Blvd, Orlando, 32811 - P: 407.42&0504 - F: 407.42&3106 I 3 yp
In -Place Density Test Report
Client: Park Square Homes
5200 Vineland Road, Suite 200
UESechnician: Alberto Aguirre
Orlando, FL 32811 Date Tested: 05/23/2018
Project: Wyndham Preserve, House Lot Testing tLra
East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773
Area Tested: Lot 35 3914 Saltmarsh Loop Tyne of Test:
Material: Native Field: ASTM D-2937 Drive Cylinder Method
Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
aximum
Density
per
ptimum
Moisture
1%1
Field Dry
Density
pcf)
Field
Moisture
1%)
Soil
Compaction
1%I
Native
Depth
inch)
Pass
or Fail
1 North Footing 0-1 ft 106.8 10.6 108.0 9.9 101 N/A Pas:
2 South Footing 0-1 ft 106.8 10.6 103.4 10.4 97 N/A Pas:
3 East Footing 0-1 ft 106.8 10.6 105.1 10.1 98 N/A Pas:
4 Northeast Corner Of Lot (TOF) 1-2 ft 106.8 10.6 104.3 9.0 98 N/A Pas:
5 Southwest Corner Of Lot (TOF) 2-3 ft 106.8 10.6 103.5 9.2 97 N/A Pas:
Remarks: (TOF)=TOP OF FILL
r ,. r .r r., r........r...r .... #—#.'.... f- 0 r..:..,... ,r. , r..,..r, n.,. —4.......,.n..... .,n ......,.#...,.......r...,W-4 .,........4..r.,..r:.,r ........,.+....r,...., r;....r. .....r ....n....:...r:....
or
c)
Job Address: 3914 Saltmarsh Loop
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $ 6289.00
Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0350 Lot 35 Residential ® Commercial
Type of Work: New ® Addition Alteration Repair Demo Change of Use Move
Description of Work: Install new 3.04on HVAC system with duct work
Plan Review Contact Person: Paula Bagley Title: Permit Clerk
Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com
Property Owner Information
Name Park Square Homes Phone: 407-529-3000
Street: 5200 Vineland Rd #200 Resident of property? :
City, State Zip: Orlando, FL 32811
Contractor Information
Name One Stop Cooling & Heating, LLC Phone: 407-975-2762
Street: 7225 Sandscove Court Fax: 407-629-9307
City, State Zip: Winter Park_ FL 79 Stale License No.: CAC 032444
Architect/Engineer Information
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit trust be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be Inscribed with the date of application and the code In effect as of that date: 51° Edition (2014) Florida Building Code
Revised: June 30, 2015 Pernik Application
OF
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 fort
be done in compliance with all applicable laws regula
Signature of O%vncr/Agcm
Print Owner/Agent's Name
Date
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
information is accurate and that all work will
iitstructipn and zoning.
I h -z;-e 06/25/2018
of omractor/Aecnt Date
Kevin Stine
Print Contractor/Agent's Name
Signature
KELLY WEBSTER
Notary Public - State of Florida
Commission M FF 978034
My Comm. Expires Apr d, 2020
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
COMMENTS:
ENGINEERING:
UTILITIES:
FIRE:
Gas[] Roof[]
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING:
Revised: June 30, 201 S Permit Application