HomeMy WebLinkAbout3830 Saltmarsh Lp 18-1865 NEW SFHCITY OF
Wg S FORa
FIRE DEPARTIM
Building & Fire Prevention Division
I
2k
PERMIT APPLICA TION
Application No: Xa5
Documented Construction Value: 2-;l - 00
lvd r
Job Address: _W30 51 6_mmwl kiew Historic District: Yes[ —]Nov
Parcel ID: 17-20-31-502-OOOO-Q2,LO Residentia17 CommercialF]
Type of Work: NewW] AdditionF] Alteration[] Repair[] Demo[] Change of UseE] MoveF]
Description of Work: NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT#
Plan Review Contact Person: Daphne Clark Title:
Phone: 407-257-6940 Fax: Email: Parksquare@PermitsPermitsPermits.com
Property Owner Information
Name Park Square Enterprises LLC Phone:
Street: 5200 Vineland Rd STE 100
City, State Zip- Orlando FL 32811
Resident of property? :
Contractor Information
Name VISHAAL S GUPTA - PARK SQUARE HOMES Phone: 407-5293100
Street: 5200 Vineland Rd STE 100
City, State Zip- Orlando FL 32811
Name:
Street:
City, St, Zip:
Bonding Company: N/A
Address:
Fax:
State License No.: CRC1330351
Arch itect/Eng i neer Information
Phone:
Fax:
E-mail:
Mortgage Lender: N/A
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 pen -nit 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 the6"j%effcct as of that date: 6th Edition (2017) Florida Building Code
CONTA
Daphne Clark
Revised: January 1, 2018 407-257-6940 Permit Application
ftWMtW5Vff tsperrnitsPerMft,QM
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 pen -nit 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.
4L- -
Signature of Owner/Agent Oate
VISHAAL S GUPTA
Print Owner/Agent's Name
Sjgn ture of Nolary4>,11TIorida Date
Z- 4/6/6
Signature of Contractor/Agent /Date '
VISHAAL S GUPTA
Print Contractor/ e %ame
Signature of 1o;iry-State of Florida Dat
D. A. CLARK
D. A. CLARK MY COMMISSION # FF 209108
4) tAy MMMISSION # FF M9108 EXPIRES: June 27,2019
Borided Tbru Budget Notary ServicesEXPIRE&J0027,2019 OF M60
B"dget Nolwy serytrOwner/Agent is YES Personally Kn6W4 e Contractor/Agent is YES Personally Known to Me or
Produced ID N/A Type of ID Produced ID N/A Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: BuildingR Electrical [j]` MechanicalEr Plumbingo Gas[] Roof[]
Construction Type: -40 (Z -3OccupancyUse: Flood Zone: A -IS CC
Total SqFtof Bldg: Min. Occupancy Load: 1-7 # of Stories: 2-
k-,-TAC H CD
New Construction: Electric - # of Amps.
Fire Sprinkler Permit: Yes r] No K #of HeadsV- I
APPROVALS: ZONING: UTILITIES:
ENGINEERING: o4—,c, 4 - 30 -1 FIRE:
COMMENTS:
Plumbing - 9 of Fixtures 241
Fire Alarm Permit: YesFJ No E
WASTE WATER:
BUILDING: -G:- (, (3, 1 s
Revised: January 1, 2018 Permit Application
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
Permit 4
BUILDING PERMIT,
Min Max Inspection Description
10 Forra board / Foundation Survey
10 Slab / Mono Slab Prepour
20 Lintel / Tie Beam / Fill Down Cell
30 Sheathing — Walls
30 heathing — Roof
40 Roof Dry In
50 Fratne
60-1 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
Adgirpee-
Min Max Inspection Description
10 Underground Electric
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
Min Max
o- ".—Mi i- v
InsRection Description
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
V
Min Max Inspection DescriRtion
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
CITY OF
IDUD'
FIRE DEPARTMENT
Building & Fire Prevention Division
PERA17TAPPLICATION
Application No: 1 '3— IWO
Documented Construction Value: $
Job Address: 0 5d!6_T1P1A-e(711. kX19 Historic District: YesF]NoFv—(]
Parcel ID: 17-20-31-502-0000-C)2—L 0 ResidentialWICommercialn
Type of Work: New V Additionn Alteration[—] RepairF] DemoF] Change of UseF]Move E]
Description of Work: NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT#
Plan Review Contact Person: Daphne Clark
Phone: 407-257-6940
Title:
Fax: Email: Parksquare@PermitsPermitsPermits.com
Property Owner Information
Name Park Square Enterprises LLC
Street: 5200 Vineland Rd STE 100
City, State Zip: Orlando FL 32811
Phone:
Resident of property? :
Contractor Information
Name VISHAAL S GUPTA - PARK SQUARE HOMES Phone: 407-5293100
Street: 5200 Vineland Rd STE 100
City, State Zip:
Name:
Street:
City, St, Zip:
Orlando FL 32811
Bonding Company:
Address:
N/A
Fax:
State License No.: CRC1330351
Arch itect/Eng ineer Information
Phone:
Fax:
E-mail:
Mortgage Lender: N/A
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR E%1PROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMEENCEMENT 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 the6Vpj%effect as of that date: 61h Edition (2017) Florida Building CodeCONTA
Daphne Clark
Revised: January 1, 2018 407-257-6940 Permit Application
b-g-obhW 5mitsPermitsPerM04917)
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 Oate
VISHAAL S GUPTA
Print Owner/Agent's Name
Signature ofNotarydg U-lorida Date
Z1614--
Signature of Contractor/Agent /Date *
VISHAAL S GUPTA
Print Contracto Ifame
Signature of 11oiary-State of Florida Dail
t,p.y P&,
D. A CLM
40 P!k, D. A. UM MY COMMISSION # FF 209108
ky COMMISSION # FF 209108 EXPIRES: June 27,2019
EXPIRES: June 27, 2019 60 MOW Thru Budget Notary Services10n
wed Thru Bwstt Nolwy SeNkr-
F
Owner/Agent is YES Personally Kno*eN Contractor/Agent is YES Personally Known to Me or
Produced ID N/A _ Type of ID Produced ID N/A Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building[] ElectricaIE] MechanicalF] PlumbingE] GasF] RoofE]
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps,
Fire Sprinkler Permit: YesF1 No F # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: YesF] NOE]
UTILITIES: WASTEWATER:
FIRE: BUILDING:
Revised: January 1, 2018 Permit Application
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: 3830 Saltmarsh Loop
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-0210
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
FN_ New structure Existing Structure (pre-2007 FIRM adoption)
F 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)
I TMWrtWT15511ALUSt t
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:
F-1 The parcel is in the: 0 floodplain Ofloodway
F_J A portion of the parcel is in the: 0 floodplain El floodway
Al Theparcelisnotinthe: Nfloodplain Ofloodway
0 The structure is in the: Elfloodplain ofloodway
F-1 The structure is not in the: E] floodplain E] 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# 18-1865
Reviewed by: Michael Cash, CFM Date: April 30, 2018
CITY OF Application for Right -of -Way
Ift S ORD Utilization Permit
PLANNING & DEVELOPMENT 300 North Park Avenue, Sanford, Florida 32771
SERVICES DEPARTMENT Phone: 407.688.5140 Fax: 407.688,5141
This permit authorizes work done 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. Itcloes 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 size and location of the existing right-of-way and
use shall be provided or application could be delayed.
Project Location/Address:
F-1 Aerial Installation
Underground Utilities
Ck1/UJMdfC^_ AW
Directional Bore 1:1 Jack & Bore
Roadway open cut -single lane 0 Roadway open cut -multi lane
Small Cell/Wireless Co -location F-1 New pole
Mv Other (describe):
Brief Description of Work: DRIVEWAY FOR NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT# —2nK—
Schedule of Work: Start Date: Completion Date:
11 Emergency Repairs - Reason:
Excavation Information: TotalLength (Feet) # Open Roadway Cuts:
Aerial Info: Length (Feet) # of Poles (Existing) (New)
This Application is submittZ01--,
Signature: Print Name: VISHAAL S GUPTA
Firm/Company: VISHAAL S GUPTA - PARK SQUARE HOMES Date:
Address: 5200 Vineland Rd., STE100, OrlandoFL32811
Phone: 407-257-6940 Fax: Email: Parksquare@PermitsPermitsPermits.com
Notice: It is understood and agreed thatthe rights and privileges herein set out are granted only to the extent ofthe City ofSanford's
jurisdiction, and the right, title, or interest in the land to be entered and used by the permitee. The permitee shall at all times assure all
risks and indemnify, defend, save harmless the City of Sanford and the Sanford Airport Authority from and against all loss, cost, damage,
or expense, arising in any manner, on account of the permit request by said permittee of the aforesaid rights and privileges. In the event
that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in
conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of
Sanford, insofar as such facilities are in the public right-of-way. The applicant must notify the City 48 hours prior to construction and
again when construction is comple ed goth ollowing email address: michael.cash@sanfordfl.gov
I have read and undy
y
ffie above statement and by signing this application J-agr9e taAts terms.
Signature:
Application No:
Reviewed:
Fee:
Date:
Date:
Public Works Date:
Utilities
A A Date:
Engineering Date:
Inspected By: Date:
Conditions*:
4-30-19
Jk[j,
DATE:
I HEREBY NAME AND APPOINT:
Alison Perrofti, Anthony Perrofti, Jangy Jahner, Allan Jahner, Gustav Botes, KarenmcAdams,
EACH AN AGENT OF: PARKSIQUARE HOMES
TO BE MY LAWFUL ATTORNEY IN FACT TO ACT FOR ME AND APPLY TO
THE BUILDING DEPARTMENT OF: (FaO 7(a
FOR A BUILDING PERMIT FOR WORK TO BE PERFORMED AT
LOT NUMBER: zz
SUBDIVISION: kjwndhel 04 Aaar I C,
ADDRESS: 4,-3 t, t abn, f, od, IM//
PARCEL ID 02-X00
AND TO SIGN MY NAME AND DO ALL THINGS THAT ARE NECESSARY
TO THIS APPOINTMENT.
VISHAAL S GUPTA
NAME OF CONTRACTOR.)
SIGNATURE OF CONTRACTOR.)
STATE CERT. # CRC1 330351
CONTRACTORS STATE REGISTRATION NUMBER.)
The foregoing instrument w ack wled before me this:
DATE: zv/;gydl--
BY: VISTAVS GUOTA Who is personally known to me and did not take an oath.
STATE OF FLORIDA
COUNTY OF ORANGE.
NAME: D.A.Clark
My Commission # FF209108
My Commission Expires 6/27/19
NOTARY: SIGNATURE OF NOTARY: 140TARY SEAL
SCPA Parcel View: 17-20-31-502-0000-02 10 http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID= 17203 15020...
CFA Propedy Record Card
PM0% i Parcel: 17-20-31-502-0000-0210
SCUMOOLCOOLWaX FLOFMA Property Address: 3830 SALTMARSH LOOP SANFORD, FL 32773
Parcel Information
Legal Description
LOT 21
WYNDHAM PRESERVE
PB 81 PGS 93-102
Taxes
ummary
2018 Working 2017 Certified
Val
Valuation Method Cost/Market Cost/Market
Number of Buildings 0 0
Depreciated Bldg Value
Depreciated EXFT Value
Land Value (Market) 45,000 14,000
Land Value Ag
Just/Market Value 1 $45,000 14,000
Portability Adj
Save Our Homes Adj so 0
Amendment 1 Adj 0 0
P&G Adj 0 0
Assessed Value 45,000 14,000
Tax Amount without SOH: $266.00
2017 Tax Bill Amount $266.00
Tax Estimator
Save Our Homes Savings: $0.00
Does NOT INCLUDE Non Ad Valorem Assessments
Taxing Authority Assessment Value I Exempt Values I
Taxable Value
County General Fund 45,000 so 45,000
Schools 45,000 0 45,000
C i ty S anford 45,000 0 45,000
SJWM(Saint Johns Water Management) 45,000 0 45,000
County Bonds 45,000 0 45,000
Sales
Land
ornparable Sales
Land ValuedFrontageTDepthjunitsUnitsPh.
45,000.00
Building Information
Permits
Permit # Description Amount CO Date Permit Date
No Permits
I of2 4/17/2018, 6:14 PM
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: I n" — / pw 1)
1--
DOCLIniented Construai-o-u-Ya
Job Address: CA J 14 mn c-h LCCD Historic District: Yes 'No
Parcel ID: 1k IA InJ Residential E comaiercial
Type of Work: New Addition AlterqtionO Repah-0 Demo[] ChanaeofUseD
I "
move El
DescriDtion of \N"ork-: tPi— —,-7--11 (:Cl) '
Plan Review Contact Person:
Phone:
street:
Fax: Email:
Prop -arty Oviner (n1'orm-::tion
7-1
phone.
city. state zip:
Title:
Resident of property? :
Coni.ractor lnfcrmation
N., rn e Phone:
Street: Fix:
City. State Z:l P: 1 stato 1-icense N. o.:
N-1-He
Street:
City. st zip:
Arc hitect/Engi nee r Inlormation
p '110 n e:
F a x: —
E-mail:
Iortaa,-.e Lencler:
Addres:
WAR ING TO OWNER: YOL'-R F-MLURE 1-0 RECOP-D A NOTICE OF CMIMENCEMENT m-)' R'-ESULTIN YOUR
PAYLNG TWICE FOR IMPIZOVEMENTS 1-0, YOUR PROPERTV. A NOTICE OF CO)I,)IENCE-NI.EN-T MUS-[ BE
TALNRECORT)ED A:NI) POSTED ON T'r1E JOB SITE BEFORE THE FIRSI- INSPECTION. IF YOU ENTEND -1-0 OB
Fl\ANCING. CON*-!'[-"L-F NVI-1-11 OUR LENDER OR' AN ATTO'--EV BEFOIRE PECOi'\,D['.\G YOUR NOTICE OF
c0M\IFNCE)IENT-
ofa h s r in 2 C c..
Ar t'
n S c pU. p u r ri 1 r I t i t he sc-cured for ct-czrical N%oz-k. plum!)102. S! 2 1'. S. N% E'. 1! poul,
fu;-'Iccs. boikl r. h-'alters. t2nks. and ,!il. conditic11-1-it (2tc.
ITC 10;3 'hall -and in -F;*.--':[ ( j;': F-1 itri a P, u i id i n. ("d
cp
NOPCE: W Wbon w We mqlamens of 05 pmlliq ON may be ad-c!itional r.stvictioni applicable to tills proporr- thz!t rrmytbundinthepublicrecordsofthiscoual, an? IoN ma be Whional permin uquked from otx governniental WE& such as wmyr
rnaupmem dWricn, stolm agmckn or federal agm&s.
Acceptance of perink is veriAcabon tW I will uoffN illho 0.,v;ler oftlle propet-,y of th-, ofFlo6da Liell Lwv. FS 7 1
T he C i,,. ol' Srnfo rd r-;. n revi;%% be 2iurnsmmentofaVia I I !Nli lUt -2-L A C-t I
m We, to calcWaw a plan w0w dug: md will be consi,!-.,roci t!,e cmimaicd Consmuction nalur of the job at the that of subminal.
Th nnml conscr.iction vaki;- WII be figund Weal on 0: Curnit WC NWHoo UK in eff-cf, at 111c tirnz Ihe polirdl is in
accor,ance v\-ith local oifiiance. Should calculmod cham, fip"d A Me execoed commm ewnd ow und corlsm,,,
credk \AN be applwd w you perdt Qs whn to parnh is issueLi.
OWNEWS AFF[Dityrr: I certify that all of the foregoing information is accurate and that p1l work will
be done in compliance with all Uppllcabk laws regulating conssuction judowminu.
Kna WmenAgmA Nam-.,
cKnerAzent is Pe;-sonally n. lo
IDi — T o ,- I D
STEPHANIE RALLO01A, f W" I, Commission # F F 17 5017FtN 'A
Expires November 9, 20`18if
D T\-n2 of` [D
BELOWIS FOR OFFICE USE ONLY
Peraii s Required: Buil-din-J-1 Elocrdca! 17 Mechanical [-I Pknnb&g[] Gas[] Roor'[- D
construction 'rype:
Too! Sq Ft of BA:
Occupancy Lie:
W. Occupancy Load:
NO', C0nStrUCtiC)I1: Electric - :-' ofA11,.qr.)S
Fire SpHnAer Permit Yed I A EJ V of Nab
APPROVALS: 70XF\(1
ENG1NEE:,'JNG,:
C 0 I ) I L-- N T S:
UTTITFES:
F FEE:
Flood Zone:
4 of Stories:
Plmnb&2 - 1 of RXames
Fire Al-m-ni Pern-itt: 1-1 \c, 01
WASTEWATER:
BBUI MING:
FIRE INSPECTIONS CITY OF SANFORD
407.562.2786 BUILDING & FIRE PREVENTION
BUILDING INSPECTIONS 300 N PARK AVE
855.541.2112 SANFORD FL 32771
DRIVEWAYS -SIDEWALK 407.688.5080
Application Number . . . . . 18-00001865 Date 7/25/18
Application pin number . . . 307OS5
Property Address . . . . . . 3830 SALTMARSH LP
Parcel Number . . 17.20.31.502-0000-0210
Application type description NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . . PUD
Application valuation . . . . 367232
Application desc
noc on file
Owner Contractor
park square PARK SQUARE HOMES
5200 vineland rd 5200 VINELAND RD SUITE 200
ORLANDO FL 32811 ORLANDO FL 32811
407) 257-6940 (407) 529-3000
Structure Information 000 000 ----------------------
Construction Type ... . . . VB
Occupancy Type . . . . . . RESIDENTIAL USE GROUP
Flood Zone . . . . . . . . NONE
Other struct info . . . . . ELEC - # AMPS 200.00
PLUMBING FIXTURES 26.00
NUMBER OF STORIES 2.00
SQUARE FOOTAGE 3355.00
Permit . . . . . . ELECTRICAL PERMIT
Additional desc . .
Phone Access Code 1066240
Permit pin number 1066240
Sub Contractor . STRADA ELECTRIC & SECURITY
Permit Fee . . . . 80.00
Issue Date . . . . 7/25/18 Valuation . . 6200
Expiration Date . . 1/21/19
Qty Unit Charge Per Extension
200.00 .4000 AMP ELECTRICAL - NEW CONSTRUCTION 80.00
Special Notes and Comments
All projects within the City shall use
WastePro for debris removal. Please
contact WastePro at 407.774.0800.
Normal hours for inspections are from
7:30 through 4:30 Monday through
Thursday. Please be aware you must
contact the Building Official to
schedule a Friday or after hours
inspection. This is required since not
every inspector is licensed to do every
type inspection. Communication is the
key, so please contact the Building
official if ' you have any questions at
407.688.5058 or at
dave.aldrich@sanfordfl.gov
Water impact fee $1343.00
Sewer impact fee $3025.00
Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00
01-APPLCTN FEE -BUILDING 25.00
01-APPLCTN FEE -MECHANIC 25.00
01-APPLCTN FEE -PLUMBING 25.00
01-BLDG PLAN REVIEW 1329.00
02-CURB CUT/DRIVE - SIF 40.00
FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE
PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS.
NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED.
NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED.
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $. 6458.00
Job Address: 3830 Saltmarsh Loop Historic District: Yes [I No 0
ParcelID: 17-20-31-502-0000-0210 Lot 21 Residential 9 Commercial F1
Type of Work: New R Addition 11 Alteration El RepairEl DemoEl Change of UseEl MoveEl
Description of Work: Install new 5-ton 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,StateZip: WmnterPark FL32792 State License No. - CAC 032444
Architect/Engineer Information
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be perfon-ned 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: 5th Edition (2014) Florida Building Code
Revised: June 30, 2015 PerniA Application
A
4.
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 foreWng information is accurate and that all work will
be done in compliance with all applicable laws regulatAig #structipn and zoning.
Signature ofO%vner/Agent
Print Owner/Agent's Name
Date
Sipature of Notary -State of Florida Date
Owner/Agent is — Personally Known to Me or
Produced ID TypeofID
09/6/2018
of0imtractor/Agent Date
Kevin Stine
Print Contractor/Ap-ent's Name
Signature
KELLY WEBSTER
Notary Public - State of Florida
Commission # FF 978034
My Comm. Expires Apr 4, 2020
Produced B) - Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Buildingn Electrical[] MechanicalEl Plumbing[]
Construction Type: Occupancy Use:
Total Sq Ft of Bldg; Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes El NoF] # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
GasE] Roof []
Flood Zone:
9 of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes F] No []
WASTE WATER:
BUILDING:
Revised: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:. ) 1.0
Documented Construction Value: $ 6458.00
Historic District: VesEl No 0
ParcelID: 17-20-31-502-0000-0210 Lot 21 Residential Ej CommercialE]
Type of Work: New R AdditionEl AlteratlonEl RepairEl Demo[] ChangeofUseE] Move 11
Description of Work- Install new 5-ton 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
City, State Zip: Orlando, FL 32811
Resident of property? :
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 El 32792 State License No.: _CAC 032444
Architect/Engin.eer 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 pen -nit 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: 5th Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
M
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 veriflcation 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 foreAoing information is accurate and that all work will
be done in compliance with all applicable laws regulatAig 96nstructipn and zoning.
of Owner/Agent
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
09/6/2018
ofContractor/Agent Date
Kevin Stine
Print Contractor/A2ent's Name
Signature
KELLY WEBSTER
Notary Public - State of Florida
Commission # FF 978034
My Comm. Explres Apr 4. 2020
Contractor/Ar 6TE
Produced D) - Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: BuildingF] Electrical[] Mechanical[] Plumbing[]
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes [_1 No F-1 # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
GasEl Roof 11
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes F] No []
WASTE WATER:
BUILDING:
Revised: June 30, 2015 Permit Application
L. 4- 2
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
V
Application No:
Documented Construction Value: S
Job Address- Historic District: Yes F] No
Parcel M: ResidentialW_ CommerciaIF]
FDt' Type of Work: New L AdditionEl AlterationEl RepairEl Demo 1:1, Change of Use El move El
Description of Work: Y
Plan Review Contact Person: Title:
Phone:
Name
Street:.
City,,State Zip:
Fax: Email:
Property Owner Information
Phone:
Resident of property? :,
Contractor Information
Name Liai(vft Phone:
Street, Fa x:
City, State Zip: d 11 3 1 7 i State License No.:
Arch itect/Eng ineer Information
Name: Phone:
Street: Fax:
City, St, Zip: E-mail:
BondingCompany:
Address:
Mortgage Lender:
Address:
WARNING TO OWNER- YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYIN
I
G 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 ATTORNE Y BEFORE RECORDING YOUR NOTICE OF
COMMENCkMENT
Application is hereby made to obtain a perm it 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 perf6rmed to meet,standards of all laws re.-Ulating 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: 551" Edition (2014) Florida Building Code
Revisc& June 30,2015 Permilt Application
0
NOTICE: In addition,tothe,requirements of this permit, there may be additional restrictions, applicable to this property that may be
found
I
in the public records of this county, and there- maybe 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 pert -nit i's 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/A.-C11L Date
Print Owner/A.-ent's Name
Signature ofNotary-State'of Florida Date
t 7
Sigdi t'areolf- on tor/Agent D te
CAL
Print ContractodAgent2s Name
IFF 120855
Owner/Agent is, lly Known 'to Me -or Contractor/Agent is Persotfaliv KntJ* Pers ona
Produced ID Typ", ebfID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: BLlildi,n-F] ElectricaIE] Mechanicaln PlumbingF] Gas n Roof
Construction Type: Occupancy Use: Flood Zone:
Total Sq Fit of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps,
Fire Sprinkler Permit: Yes n Non 4 of Heads
APPROVALS: ZONING:
COMMENTS:
ENGINEERING:
UTILITIES:
FIRE:
9 of Stories:
Plumbing - # of Fixtures,
Fire Alarm'Permit: YesF] NoF1
WASTE WATER:
BUILDING. -
Revised' June 30,2015
Permit Application
UESProjectNo: 0110.1700817.0000
Workorder No: 9395879-1
b Report Date: 7/31/2018
Consultants In: Geoteclinical Engineering - Environmental Sciences
Geoplysical Services - Construction Materials Testing - Threshold Inspection
Building Inspection - Plan Review - Building Code Administration ct - /'6 6 5r- 3532 Maggie Blvd, Orlando, 32811 - P: 407.42&0504 - F: 407.423.3106 / C.';
In -Place Densily Test Rego
Client- Park Square Homes
UES Technician: Fernando Montalvo
5200 Vineland Road, Suite 200
Date Tested: 07/31/2018Orlando, FL 32811
Project: Wyndham Preserve, House Lot Testing
East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773
Area Tested: Lot 21 (3830 Salt Marsh Loop)
Material: Native
Reference Datum: 0 = Bottom of Footing,
Type of Test:
Field: ASTM D-2937 Drive Cylinder Method
Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
Ylaximum[)ptimum
Density
Pcf)
Moisture
Field DrY
Density
Pcf)
Field
Moisture
Soil
Compaction
I
Native
Depth
inch)
Pass
or Fail
I South Footing 0-1 ft 106.8 10.6 103.4 6.9 97 N/A Pas!
2 West Footing 1-2 ft 106.8 10.6 106.6 8.3 100 N/A Pas:
3 North Footing 1-2 ft 106.8 10.6 105.7 T8 99 N/A Pas
4 North East Corner Of Pad (TOF) 1-2 ft 106.8 10.6 104.6 7.1 98 N/A Pas!
5 South West Corner Of Pad (TOF) 2-3 ft 106.8 10.6 105.9 7.7 99 N/A Pas:
Remarks: TOF= Top Of Fill
A
DESCRIPTION AS FURNISHED: Lot 21, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
BOUNDARY FORICERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
BRISSON A VEJVUE
S 0019'09 " E
40. 00'
10' BUFFER ' WALL, LANDSCAPE,
SIDE -WALK, A UTIL. ESMT.
29. 90' 29.80
LOT 21 1
16.0'
00 FORMBOARD
0
N FOUNDATION
TOF=TOP OF
FORMFTIMAVERAGE
JO. 52'
LOT 22
00
5.00'
25.20' 25.20'
10' UTIL. ESMT.
03-B-)S 00*19'09" E
40.00'
5. 00' LOT 20
3q7._?L I . . . . . . . . . . P,C.-
11
SETBACKS AS FURNISHED SAITHARSH LOOP
FRONT 25'(-)
REAR 20'
50- PRIVATE R/W)
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
PLOT PLAN AREA CALCULATIONS2) IN SUCCESSION AT 20' AND A A41NIMUM
OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA .... 4800± SQUARE FEET
PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ONIOFF LOT - TOTAL SQUARE FEET FLATWORK
PER DRAINAGE PLANS DRIVE 40311 10= 513 ,.LARE7 FEET FOUNDATIONIPAD 1646 SQUARE FEET
PROPOSED DRAINAGE FLOW WALKS 641 200= 264 SQUARE FEET REAR PATIO 121 SQUARE FEET
LOT GRADING TYPE A SOD 24501 131 = 2591 SQUARE FEET FRONT PORCH DECK 93 SQUARE FEET
POOL DECK 0 SQUARE FEET
PROPOSED F.F. PER PLANS = JO.5' NOTE. FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROWDED By CUENT - NOT FIELD VERI
CRVSEyVJfE_rER -SCOTT & ASSOC, -IjVC - 1,AATD SURVEYORS
11L11 - LEGED -
1 014 LIPAL
COLONIAL DR. ORLANDO, FL. 32807 -277-3232 FAX (407)-658-14365400E (407)
F1 LDF TYP.
IR N PIPE PAC. M T BE KVCRSE CLAEVATURE NOTES. 1. THE UNDERS40NED DOES HERESY C THAT MIS SURVEY MEETS ME STOIDARDS OF PR4CBCC SET FORIM BY ME FLOMT S- or
IA — RCC P- POINT OF COI4PCVND ATURE
PETE IAD. - A-IAL
M I/e- I. -L. 45% —.'AL
PROFESSIONAL SUMT,,,,5 AND W BER &-17 RORIN ACRNSIRAME CODE PURSUANT SMTION 472.027, a— SIATUES
2.. S WBGSSEB WITH SURVEYOA! 5 SIG— MD OR*11,14L RAISED SEAJ, MIS SURVEY A44P OR COPICS ARE NOT V O
RE EMES. -T J. MIS SURVEY 1*4S PREPARED FROM TBLE INFORAA4 ISHED TO ME SURVEYOR. THERE WY BE OTHER RESWXBONS
P CUI. C, . ,
pul 1.1" TT B`F C11-1 1— K=7 AEFERCWC CNT 4 ROO EASEUEM THAT AFFEDT THIS PR. L TO UNLESS OTHER ISE SHOWNUNDERDRDUNDIWAROM004TSHAVEBEENLOCA
CENTERLI F.I. PTNIS b FLOOI? MEVA710H
A "" ..I. - —IL0- SET— LI. 5 INS SURVEY 5 PRER4RED MR THE SOLE BIN OF THOSE CIER11FIED X MD SHOULD NOT a RELIED UPM BY 01Y OMER E-
FOR ME OF JUPROA EIBS HERECIV SHOULD NOT BE USED B3 RECCVMU(7T BOUNDARYR-T-1IF--
A. :
IIIN —
11T D.S. E
6. ,904SAMS SHIApI L
7 eEARjVcs, ARE BASED ASSUWED OATUAJ AND ON ME LINE SHOWN AS BASE REARING (B.S.)
NAL 8, ELEVATIONS, IF SHOW, ARE BASED ON NA770144L GEODOC VERACAL SITLIM OF 1929. UNLESS OTHEWISE IVOTED
U- UTIL IT
EL M _1 L F—C 9. CERTInCk OF AUTHORZAWN W 6.
III— - — -E
c/B CMETC IX_DCI( SCALE - I- - 20 DRAWN By ...
BF DATE RDPR N.
NT OF CUPVATUP
IT. P[]INT T""""
BESI:. EXAIPI- CER77FIED BY
P _IUS PLOT PLAN Q4-Q2-2018 7994-13
TA FORMBOARD FOUNDAPONIELEVS 07-16-2078 4680- 18
NORTH
THIS BUILOING\PROPERTY DOES NOT LIE wITHIN
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM"
S -RSlnn7:1 R.L. SR.L.S. 4774
ZONE 'x" A4AP I 12117CO09D F (09-28-D?)
1
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100004
BUILDING APPLICATION #: 18-10000439
BUILDING PERMIT NUMBER: 18-10000439
DATE: May 07, 2018
Of
UNIT ADDRESS: SALTMARSH LOOP 3830 17-20-31-502-0000-0210
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: PARK SQUARE ENTERPRISES
ADDRESS: 5200 VINELAND RD STE 200 ORLANDO FL 32811
LAND USE: SINGLE FAMILY RESIDENCE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 3830 SALTMARSH LOOP I WYNDHAM PRESERVE
SFR
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE
ROADS-ARTERIALS CO:WIDE ORD
Single FamilKSHousing 705.00 1.000 dwl unit 705.00ROADS7COLLECTONl;,
SingleCFaMily Housing 00 1.000 dwl unit
FIRE ES UE N/A
00
LIBRARY CO -WIDE ORD
00
Single Family Housing 54.00 1.000 dwl unit 54.00SCHOOLSCO -WIDE ORD
Single Family Housing 9,000.00 1.000 dwl unit 91000.00PARKSN/A
LAW ENFORCE N/A
00
DRAINAGE N/A
00
00
AMOUNT DUE 9,759*00
PERSONS ARE ADVISED THAT THIS,IS A STATEMENT OF FEES DUE UNDER THESEMINOLE'COUNTY ROAD, FIREIRESCUE, LIBRARY AND/OA EDUCATIONAL
ISSUANCE -OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEALTHE CALCULATION OF ANY OF THE ABOVE,MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDARDAYSOFTHEDATEABOVE, BUT NO LATER THAN
CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUESTTOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE.
COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFOREOBUILDINGDEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
THIS, STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT
ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE
Parcel ID Number: 17-20-31-502-0000-a2t(— 0 G R'.' 111T MAL0*"T**P SENIHOLE COUNT-l'
IRCUIT (.0URT C,APIPTROLLERPreparedByDaphneClarkBK9153P91tp9,:5
and Park Square Homes CLERK'S 4L 2018068011
RECORDEDReturnTo: 5200 Vineland Road, Suite 200 REC:0RD'I1,463'FiEES!
Orlando, Fl 32811 RECORDED BY tsmi)-h
NOTICE OF COMAIENCEMEENT.
State of Florida.
County of Seminole. PermitNumber:
The undersigned hereby gives notice that improvements 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.
Description of Property: LOT 2(
Legal Description: NWNDHAM PRESERVE, according to the plat thereof, as recorded in Plat Book 8 1,
Page 93-102, of the public records of Seminole County, Florida.
Address Sanford Fl 32773
2. General Description of Improvements:
3. Owner Information Name
Address
Telephone
4. Fee Simple Title Holder:
5. Contractor Name and Address : Name
6.
7.
New Single Family Home
Park Square Enterprises LLC
5200 Vineland Road, Suite 200, Orlando, Fl 32811
407) 529-3000
N.A.
Park Square Homes
5200 Vineland Road, Suite 200, Orlando, Fl 32811
407) 529-3000
Surety: N.A.
Lender: Name Fifth Third Bank
Address 5050 Kingsley Dr. MD: lMOC3J Cincinnati, OH 45227
Address
Telephone
8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as
provides by 713.13(l)(a)7., Florida Statutes: N.A
9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(l)(b),
Florida Statutes. N.A.
10. Expiration date of notice of commencement: One year from the date of recording.
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 1, 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 INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR
NOTICE OF COMMENCEMENT.
11. Date Signed: _6 //U/4.1—
Signature of Owner's Agent:
Vishaal Gupta
Executive Vice President, Park Square Enterprises LLC
Sworn to and subscribed before me this day by Vishaal Gupta who is personally known to me and did not produce ID.
Notary Public %kos-
M
Daphne Clark 00,
My commission expires: 6/27/19 kw.-Ij,
N
Serial No. FF209108 Notary Signature: Nota
J'ATE
T
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 021 Tuscany C LHG E Builder Name: Park Square Homes
Street: 3830 Saltmarsh Loop Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2
1 . New construction or existing New (From Plans) 9. Wall Types (3119.0 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=1 1.0 1719.00 ft-'
b. Concrete Block - Int Insul, Exterior R=4.1 1204.00 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=1 1.0 196.00 ft2
4. Number of Bedrooms 5 d. N/A R= ft2
10. Ceiling Types (1751.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1751.00 ft2
6. Conditioned floor area above grade (ft2) 2718 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A A= ft2
11. Ducts R IF
7. Windows(374.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 543.6
a. U-Factor: Dbl, U=0.55 255.00 ft2
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Eff iciency
SHGC: SHGC=0.25 a. Central Unit 55.5 SEER:14.75
c. U-Factor: Dbl, U=0.54 55.00 ft2
SHGC: SHGC=0.25 13. Heating systems kBlu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 54.0 HSPF:8.20
SHGC:
Area Weighted Average Overhang Depth: 2.084 ft.
Area Weighted Average SHGC: 0.230 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (2718.0 sqft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1219.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 967.00 ft2 None
c. other (see details) F= 532.00 f12 15. Credits Pstat
Glass/Floor Area: 0.138
Total Proposed Modified Loads.- 84.09 PASSTotalBaselineLoads: 84.31
I hereby certify that the plans and specifications covered by Review of the plans and q-ViiE ST
this calculation are in compliance with the Florida Energy specifications covered by this
Code. Rafael Digitally signed by Rafael
lzquierdo
calculation indicates compliance
with the Florida Energy Code. 0
PREPARED BY: lzquierdo Date: 2018.04.11 11;00:51
Before construction is completed
DATE: this building will be inspected for 0 ,.,T: A'
compliance with Section 553.908
I hereby certify that this building, as desig d, is compliance Florida Statutes.
00wi,th the Florida Energy Code.
OWNER/A BUILDING OFFICIAL: gE' D EL_ AT DATE:
Compliance requires certification by the air handier unit manufacturer that the air handier 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 ANSURESINIETACC 380, is not greater than 0.030 On for whole house.
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
kLwia) COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 021 Tuscany C LHG - E Builder Name: Park Square Homes 601 LD
Street: 3830 Saltmarsh Loop PermitOffice: ChoiSanford
City, State, Zip: Sanford , FL , Permit Number: 8 8 6 5 SANFOnDnOwner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2)
1 . New construction or existing New (From Plans) 9. Wall Types (3119.0 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=11.0 1719.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1204. 00 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=1 1.0 196. 00 ft2
4. Number of Bedrooms 5 d. N/A R= ft2
10. Ceiling Types (1751.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1751.00 ft2
6. Conditioned floor area above grade (ft2) 2718 b. N/A R= ft2
c. N/A R-_ ft2
Conditioned floor area below grade (ft2) 0
11. Ducts R ft2
7. Windows(374.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 543.6
a. U-Factor: Dbl, U=0.55 255.00 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 55.5 SEER:1 . 4.75
c. U-Factor: Dbl, U=0.54 55.00 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 54.0 HSPF:8.20
SHGC:
Area Weighted Average Overhang Depth: 2.084 ft.
Area Weighted Average SHGC: 0.230 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (2718.0 sqft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1219.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 967.00 ft2 None
c. other (see details) R= 532.00 ft2 15. Credits Pstat
Glass/Floor Area: 0.138
Total Proposed Modified Loads: 84.09 PASS
Total Baseline Loads: 84.31
I hereby certify that the plans and specifications covered by Review of the plans and iVAE S71
this calculation are in compliance with the Florida Energy specifications covered by this
Code. Rafael Digitally signed by Rafael
lzq.ie,do
calculation indicates compliance 6
lzquierdo
Date: 2018.04.11 11:00:51 with the Florida Energy Code.
is
4"
PREPARED BY: 04'00' Before construction completed
13
DATE: this building will be inspected for
compliance with Section 553.908
VVN ..... .....
I hereby certify that this building, as desig7d, is in compliance Florida Statutes.
OWEwiththeFloridaEnergyCode.
OWNER/A E BUILDING OFFICIAL:
DATE: DATE: r.
11
I
Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualities 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.
4/11/2018 10:59 AM EnergyGauge@ USA - FlaFes2017 Section R405.4.1 Compliant Software Page 1 of .5
FORM R405-2017
PROJECT
Title: Lot 021 Tuscany C LHG - E Bedrooms: 5 Address Type: Lot Information
Building Type: User Conditioned Area: 2718 Lot, 4 21
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP
of Units: 1 Worst Case: No PlatBook:
Builder Name: Park Square Homes Rotate Angle: 0 Street: 3830 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
V Design Temp Int Design Tpmp Heating Design Daily Temp,
Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL, Orlando FLORLANDOINTLAR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2718 24827.7
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
1 1 st Floor 1219 11336.7 Yes 2 1 1 Yes Yes Yes
2 2nd Floor 1499 13491 No 5 4 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Raised Floor 2nd Floor ---- ---- 123 ft2 11 0.29 0 0.71
2 Floor over Garage 2nd Floor ---- ---- 409 ft2 11 0.29 0 0.71
3 Slab -On -Grade Edge Insulatio 1 st Floor 129 ft 0 1219 ft2 0.29 0 0.71
4 Floor Over Other Space 2nd Floor ---- ---- 967 ft2 0 0.29 0 0.71
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
V # Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Hip Composition shingles 1958 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6
ATTIC
V# Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1751 ft2 N N
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
FnRM R4ns-2n17
CEILING
y# Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1 st Floor 30 Blown 1751 ft2 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Belowy # nrnt To Will T/p,--
Space Vn . 1, '. Ft In EI In Arpn RX;ihip. FrActonn Ahqnr C, rarle%
1 N Exterior Frame - Wood 2nd Floor 11 65 6 9 0 589.5 ft2 0 0.25 0.8 0
2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0
3 E Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
4 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 9 6 9 4 88.7 ft2 0 0 0.8 0
5 S Exterior Frame - Wood 2nd Floor 11 65 6 9 0 589 5 ft2 0 0.25 0.8 0
6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0
7 W Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
8 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0
9 - Garage Frame - Wood 1 st Floor 11 21 0 9 4 196.0 ft2 0 0.25 0.8 0
DOORS
V# Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 E Insulated 1st Floor None 39 3 8 24 ft2
2 Wood 1 st Floor None 39 2 8 8 21 .3 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation IntShade Screening
1 n 1 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
2 n 1 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
3 n 1 Metal Low-E Double Yes 0.54 0.25 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
4 n 2 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
5 n 2 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 11 ft8in Drapes/blinds None
6 e 3 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
7 e 3 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
8 s 5 Metal Low-E Double Yes 0.55 0.22 N 75.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
9 s 6 Metal Low-E Double Yes 0.55 0.22 N 60.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None
10 S 6 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None
11 w 7 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 I ft 0 in 1 ft 4 in Drapes/blinds None
12 W 8 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None
13 W 8 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 ft 4 in 1 ft 4 in None None
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017
GARAGE
4 Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 427 ft2 427 ft2 64 ft 9.3 ft 1
INFILTRATION
Scope Method SLA CFM 50 ELA EqLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000406 2896.6 159.02 299.06 .3651 7
HEATING SYSTEM
y # System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:8.2 54 kBtu/hr I sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 14.7555.5 kBtu/hr cfm 0.75 1 sys#1
HOT WATER SYSTEM
y # System.Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.9 50 gal 80 gal 120 deg None
SOLAR HOT WATER SYSTEM
V FSEC
Cert # Company Name
Collector Storage
System Model # Collector Model # Area Volume FEF
None None ft2
DUCTS
V # Supply ----
Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
HVAC #
Heat Cool
1 Attic 6 543.6 ft Attic 135.9 ft Prop. Leak Free 2nd Floor --- cfm 81.5 cfm 0.03 0.50 1 1
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2017
TEMPERATURES
Prograrnable Thermostat: Y Ceiling Fans:
Cooling Jan Feb Mar Apr May Jun Jul Aug Sep Occt Nov Dec
Heating Jan F eb Mar Apr May JunXj JUXj AugXj Xj Sep 0 Nov Dec
Venting Jan Feb X Mar Apr May Jun Jul Aug Sep Oct XX 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
4/11/2018 10:59 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 ER] Methods
ADDRESS: 3830 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 Instal lation.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 ana 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 leakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Llslm2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 1 Ol/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5
MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
1 . Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
2. Fireplaces and stoves complying with Section R402.4.2 and Section R 1006 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.
SECTION R403 SYSTEMS
R403.1 Controls.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric- res i stance 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.
2. 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:
A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C)
or below 55'F (1 YC) 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 dedicate ' d 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.
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installedon both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 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 1 00'F to 140'F (38'C to 60'C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meefthe minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual Solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
ll Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1 . The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed 2garages or outdoor spaces adjacent to swimming pools or spas.
3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-1 1 and the ceiling shall be insulated to a minimum of R-1 9, space permitting, or R-1 0
otherwise.
ll 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 MAXIMUIV
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less
than the calculated total load but not more than 1. 15 times greater than the total load calculated according to the procedure selected in
Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1 Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7. 1. 1, and the heat pump total cooling capacity shall not be more than 1. 15 times greater than the design cooling load even if
the design heating load is 1. 15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas
A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50oF (100C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F (4.8'C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403. 10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste- heat- recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
4/11/2018 10:59 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 t est 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 (MandatorV)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.
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 100
The lower the EnergyPerformance Index, the more efficient the home.
3.830 Saltmarsh Loop, Sanford, FL,
1 . New construction or existing New (From Plans) 9. Wall Types Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=1 1.0 1719.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1204.00 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=1 1.0 196.00 ft2
4. Number of Bedrooms 5 d. N/A R= ft2
10. Ceiling Types Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1751.00 ft2
6. Conditioned floor area (ft2) 2718 b. N/A R= ft2
c. N/A R= ft2
7. Windows- Description Area
11. Ducts R ft2
a. U-Factor: Dbl, U=0.55 255.00 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 543.6
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2
SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency
c. U-Factor: Dbl, U=0.54 55.00 ft2 a. Central Unit 55.5 SEER:14.75
SHGC: SHGC=0.25
d. U-Factor: N/A ft2
13. Heating systems kBtu/hr Efficiency
SHGC: a. Electric Heat Pump 54.0 HSPF:8.20
Area Weighted Average Overhang Depth: 2.084 ft.
Area Weighted Average SHGC: 0.230
8. Floor Types Insulation Area 14. Hot water systems
Cap: 50 gallons
a. Slab -On -Grade Edge Insulation R=0.0 1219.00 ft2 a. Electric
EF: 0.9
b. Floor Over Other Space R=0.0 967.00 ft2
b. Conservation features
c. other (see details) R= 532.00 ft2
None
15. Credits Pstat
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. ise, a new EPL Display Card will be completed
based on installed Code complia
Builder Signature: Date:
Address of New Home: City/FL Zip:
Jr_/
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.
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 021 Tuscany C LHG - E Builder Name: Park Square Homes
Street: 3830 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
Ge neral 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.
The air barrier in any dropped ceiling/soff it shall be aligned with The insulation in any dropped ceiling/soffitCeiling/attic the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attic spaces shall be sealed.
The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
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 L installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls.
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
cavities shall be filled by insulation that on
Narrow cavities installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spac E)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
a nd plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
extend behind p'pono and wiring.
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
bptween fire sprinkler cover gatu aud walls or ceilings,
a. In addition, inspection of log walls shall be h the provisions of ICC-400.
4/11/2018 10:59 AM EnergyGauge@ USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
For: Park Square Homes
3830 Saltmarsh Loop, Sanford, FL
Notes:
Weather: Orlando Intl AP, FL, US
Winter Design Conditions Summer Design Conditions
Outside clb 42 OF Outside db 92 OF
Inside db 68 OF Inside clb 74 OF
Design TD 26 OF Design TD 18 OF
Daily range M
Relative humidity 50
Moisture difference 49 gr/lb
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 25399 Btuh Structure 23828 Btuh
Ducts 7015 Btuh Ducts 10100 Btuh
Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh
qone) none)
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 32414 Btuh Use manufacturer's data n
Rate/swin lti!lier1
EquipmeMseunsi
0.97
33046 BtuhInfiltrationeload
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality I Average
Fireplaces 1 Average) Structure 4151 Btuh
Ducts 2020 Btuh
Central vent (0 cfm) 0 Btuh
Heating Coolin 1 none)
BtuhArea2797ft2) 279 uip enEqm tlatentload 6171
Volume (ft3) 25533 25533
Air chan 0.46 0.21 Equipment Total Load (Sen+Lat) 39217 Btuhys/lhour
Equiv. A F (cfm) 194 89 Req. total capacity at 0.75 SHR 3.7 ton
Heating Equipment Summary Cooling Equipment Summary
Make Trane Make Trane
Trade TRANE Trade TRANE
Model 4TWR606OH1 Cond 4TWR606OH1
AHRI ref 7994953 Coil TEM4AOC6OS51 ++TDR
AHRI ref 7994953 -
Efficiency 8.2 HSPF Efficiency 12.0 EER, 14.75 SEER
Heating input Sensible cooling 41625 Btuh
Heating output 54000 Btuh 9 47'F Latent cooling 13875 Btuh
Temperature rise 27 OF Total cooling 55500 Btuh
Actual air flow 1850 cfm Actual air flow 1850 cfirn
Air flow factor 0.057 cfm/Btuh Air flow factor 0.055 cfm/Btuh
Static pressure 0.50 in H20 Static pressure 0.50 in H20
Space thermostat Load sensible heat ratio 0.85
Capacity balance point 28 OF
Backup:
Input=OkW, Output =0 Btuh, 100 AFUE
Calculations approved byACCAto meet all requirements of Manual J 8th Ed
Fk wvrhght:5.uft- 2018-Apr-11 10:36:49
RigN-SLjte0Uriversa1201818.0.11 RSU16202 Page 1
Calc and EPL Templot 021 Tuscarry C LHG - E.rLp Calc -. W8 Frord Door faces: E
NJ I Job: Lot 021 Tuscany C ILIHIG - ErFwrightsoft, Right-JO Worksheet
Date: 09/19/2017
House
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Court, Wirder Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieS(opCooling.com License: CAC032444
1 Room name House DIN
2 E)posed wall 320.0 Ift 33.5 ft
3 Room height 9.1 ft d 9.3 It heaV000l
4 Room dimensions 13.5 x 12.5 ft
5 Room area 2796.5 W 168.8 f12
Ty Construction U-value or HTM Area (ft2) Load Area (ft2) Load
number 13bjM2--F) Bluh/fl or perimeter ft) Btuh) or perimeter ft) Bbih)
Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 129-0 sw 0.097 n:.: Z53 590 537 1358, 1512 0 0 0 0
G 4M-2orn n . 14.35 13.41 0 431 0 0 0 0
t p 4135,21m 0.540 1409 13.67 8 0 113 109 0 0 0
74 4B5,-,2fm 0.546 n 1,4 13.67:, 15 0 2111 205 , 0 0 0 0
11 V
n13A-
4ocs 0.143 n 3.73 2.90 419 403 1502 1166 116 108 404 21i2l
4A5-2om 0.540 n 14.09 13.67 8 0 113 109 8 0 113 109
4A5-2orn 0.540 n 14.09 13.67 8 0 113 109 0 0 0 0
W: 12B-Osw 0.097 2.53 2 82 27b 228 577 642 b U 0
4A5-2om ... 0:550 e. 14.35 27.44 30'. 0 431 823 0 0 0 01135-2fm- 0.540 e' 1409 29.62 12 0 169 355 0 0 0 0
VL-D
13A-4ocs 0.143 e 3.73 2.90 88 64 240 186 0 0 0 0
I IDO 0.390 e 10.18 12.27 24 24 294 0, 0 0 0
V 12 -Osw,:.,:: 13' 0.097 s 2.53 2.82 590 515 1303 1450 0 6 0 0
4A5-2om 0.550 s 1 4 .35 13.61 75 62 10 T7 1021 0 0 0
VL13A-4ocs 0.143 s 3.73 2.90 414 350 1306 1 013 70 70 260 202
4A5-2om 0.550 s 14.35 14.52 60 0 861 871 0 0 0 024135-2m 0.540 s 14709 14.94 4 0 56 60 0 0 0 0
141 1213-0sw:"; 0:097 2.53 2.82 270 240 608 676 0 0 0 0
G 05-2orn W 1 14.35 30 0 431 823 0 0 0 o
13A-4ocs 0.143 w 3.73 2.90 279 185 690 536 126 96 357 277
4A5-2om 0.550 w 14.35 27.44 30 0 431 823 30 0 431 823
4A5-2omd 0.580 w 15.14 64 38 969 1505 0 0 0 0
0.091 2.38 1.51 195 174 413 2U 0 o 0
D 11DO 0.390 n 10.18 12.27 21 21 217 262 O 0 0 1 0
C 11613-30ad 0.032 0.84 1.76 1749 1749 1461. 307Q 169 1169 141 297
F 6.295 2.04 124 124 358 252 0 D 0 0
19C-19csci) 0.049 0.44 0.31 410 410 182 0 0 0. 0, F
F 2A-. .cpni 1.180 30.80 0.00 1216 129 3973 0 169 34 1032 0
6 c) AED excursion 274 184
Envelope loss/gain 19837 18946 2737 2205
12 a) Infiltration 5562 1802 594 192
b) Roomvenblaton 0 01 0 0
13 Internal gains: Occupants @ 230 6 1380 0 0
Appliances/other 1700 0
Subtotal (lines 6 to 13) 25399 23828 3331 2397
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 25399 23828 3331 2397
15 Ductloads 28% 42% 7015 10100 28%1 42% 920 10161
Total room load 32414 33929 1 4251 3414
Air required (dm) 1850 1850 243 186
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
ria- 2018-Apr-11 10:36:49
Rig1ht-SLi(e6 Universal 2018 18.0.11 RSU1 6202 Page 1
Calc and EPL Temp\Lot 021 Tuscany C LHG - E.rup Calc = W8 Front Door faces: E
111- Job: Lot 021 Tuscany C LHG - ErFwrightsoft, Right-JO Worksheet
Date: 09/19/2017House
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove CoLrl, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCoolirKj.com License: CAC032444
1 Room name MBED Krr
2 Exposedwall 45.5 ft 12.0 ft
3 Room height 9.0 ft heaV000l 9.3 It heat/bool
4 Room dimensions 1.0 x 316.3 It 1.0 x 148.5 It
5 Room area 316.3 ft2 148.5 ft2
Ty Consiruction U-value Or HTM Area (ft) Load Area (ft2) Load
number BtuhAt2--F) Bbih/ft2) or perimeter ft) Bhjh) or perimeter ft) Bbih)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 W::`::'f 1213-0sw 0.097 n 2.53 2.82 113 113 2K 0 0 ro
4A5-2om 0.550 n 14.35 13.41 0 0 0 U:-' 0 0 0
4B5-2m 0.540 n 14.09 13.67 0 0 0 0 0
4135-2ft-n 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
11 w 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 112 112 417 M
4A5-2orn 0.540 n 4.09114.09
13.67 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 13.67 0 0 0 0 0 0 0 0
0.097 e: 2. 28 0 0 0 0 0 0 0'' 0
4A5-2om ii::i:!!!'6;'50!:!!26 14.35 27.44 0 0 0 0 0
AR5-2frn 4!69 0 0 0 0- 0 o 0
13A-4ocs 0.143 e 3.73 2.90 0 0 0 0 0 0 0 0
I 1-DO 0.390 e 10-18 0 0 0 0 Q 0
0.097 s' 2'.53 2.82- 0 0 0 0
4A5-2om s 14.35 13.61 30 25 431 408 0 0 0
13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2orn 0.550 s 14.35 1452 0 0 0 0 0 0 0 0
4135-2fnn 0.540 s, 14.09 14.94 0 0 0 0 0 0 0 0
1213-0sw 0,097 w 2.53 2.82 149 119 300 334 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 30 0 431 823 0,:':z 0 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 15.14 23.51 0 0 0 0 0 0 0 0
PL-D
12C-0s,N b 091 5'zz G''J8 51 0 0 0 0 0 0 0
11DO 0.39U'x'h:: 10:18 12.27' 0 0 0 0 0 0
C 1613-30ad 0.032 0.84 1.76 316 316 264 556 0 0 0 0
19A-Ob 0.295 2.04 124.. 124 358 im i 252 0 0
F 19C-19csm 0.049 0.44 0.31 0 0- 0 0 0 0 0 0
F 22A-cprn
4...
mi8o 30.80 OrOO
P,
0 0 149 370 0
4:,W -
6 c) AED excursion 8 93
Envelope loss/gain 2368 3017 786 230
12 a) Infiltration 780 253 213 69
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @b 230 2 4601 0 0
Appliances/other 0 1200
Subtotal (lines 6 to 13) 3149 3730 999 1499
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 213 102
14 Subtotal 3149 3730 1211 1601
15 Duct loads 28%1 42%1 870 1581 28%1 42%1 335, 679
Total room load 1 4018 5311 1 1546 2280
Air required (cfm) 229 290 88 124
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
A9-
4-
Right-SuteOUriversal 2018 18.0.11 RSU1 6202
2018-Apr-11 10:36:49
k , Page 2
Calc and EPL Templot 021 Tuscary C LHG - E.rup Calc = W8 Front Door faces: E
ul I Job: Lot 021 Tuscany C LHG - ErFwrightsoft, Right-M Worksheet
Date: 09/19/2017
House
By: XF/MC
One Stop Cooling and Heating
7225 Sardscove Coun, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirig.com License: CAC032444
1 Room name GATH GBED
2 Exposed v all 33.5 If 14.0 ft
3 Room height 9.3 ft heaV000l 9.3 ft heaYbool
4 Room dimensions 1.0 x 286.5 ft 11.0 x 14.0 It
5 Room area 286.5 ft2 154.0 ft2
Ty Construction U-value or HTM Area (111) Load Area (W) Load
number Buh/ftLOF) Btuh/W) or perimeter 11) Btuh) or perimeter ft) Btuh)
Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12Msv 0.097 n 2.58 2.82 0 0 Q 0 0 0
7G 4A5-2om 0.550 n 14.35 18.41 0. 0 0 0 V:,o I , , 0 0
nG 4135 21`m O.MO h 14.09 1167 0 0 0 0 0
G 413512m 0:540 n, 14.09 13.67 0 0 0 0", 7. 0 0
11 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 13.67 0 0 0 0 0 0
W 1 2B-Osvv 0.097 e 2.53 2.82 O 0 0 0: 0 0 0
4 -2om ... 4 0 0 0 0 0 b
4B5-2fm 0:540 4i09 29M , 0 0 0 0 0 0 0 o
13A-4ocs 0.143 e 3.73 2.90 0 0 0 0 0 0 0 0
1 1 E?0 0.390 e 10.18 12.27 0 0 0 0 0 0 0 0
Vd. 12B-Osw 0.097 s 2.53 2k 0 b 0 6 o 0 0
G A5-2om4 0.550 s 14.35 13.61 0 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3.73 2.90 158 128 478 371 130 100 374 290
4A5-2om 0.550 s 14.35 14.52 30 0 431 436 30 0 431 436
4B5-2frn 0.540 s 14.09 14.94 0 0 0 0, 0 10 0 0
1213-0sw U97 w 2.53 2.82 0 0 0 0 0 0 0.
4M72om 0.550 w. 14.35 27.44 0 0 0 0 0
13A-4ocs 0.143 w 3.73 2.90 153 89 334 259 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 15.14 23.51 64 38 969 1. 0 0 0 0
ILL 112C-Osw:, 0.091 2.38 j.81 0 0 0 0 0 0 0
D-11D0 L...-.0.390 n 10.18 AZ27 0--'- 0 0 0 0 0 G 0
1613-30ad 0.032 0.84 1;76 0 0 0 0 0
F 19A -Obscp,-;. 0.295 b 0 0:, 0 0
F 19C-19csco 0.049 0.44 0.31 0 0 0 0 0 0
F 22A-cpm.,, 1.180 30180 0.00 287 34 1032 0 154%-' 14 4311, 0
6 c) AED excursion 742 17
Envelope loss/gain 3243 3313 1236 709
12 a) Infiltration 594 192 248 80
b) Room \entilation 0 0. 0 0
13 Internal gains: Occupants @ 230 0 0 230
Appliances/other 0 0
Subtotal (lines 6 to 13) 3 37 35051 1484 1019
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 150 72 350 169
14 Subtotal 3987 3577 1834 1188
15 Duct loads 28% 42% 1101 1516 28%1 42%1 507 504
Total room load 5088 5094 1 2341 1692
Air required (cm) 2901 2781 134 92
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
4&- 't . rC - 2018-Apr-11 10:36:49
Righ-SLiteDUriversal 2018 18.0.11 RSU1 6202 Page 3
Calc and EPL Temp\Lot 021 Tuscany C LHG - E.rLp Calc = W8 Frorl Door faces: E
Job: Lot 021 Tuscany C LIHG - ErFwrightsoft' Right-JO Worksheet
Date: 09/19/2017
House
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FIL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neSlopCoolirg.com License: CAC032444
1 Room name ST1 GBTH
2 Exposed wall 17.0 ft 6.0 ft
3 Room height 9.3 ft heat/cool 9.3 It heaV000l
4 Room dimensions 1.0 x 246.8 ft 10.0 x 6.0 It
5 Room area 246.8 ft' 60.0 ft2
Ty Construction U-\ralue or HTM Area (ft) Load Area (1`11) Load
number Btuh/ft2--F) Btuh/ft?) or perimeter ft) Btuh) or perimeter ft) Bbih)
Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw , : , 0.097 n 2.53 2.82 0 0
v.
0 0 7 0
4A5-2om 0,550 n 14.35 13.41 T, 0 0 0 0 0 0 0
4B5-2fm 0.540 n 140 13.0 O: 0 0 O 0 0 0 0
4B5-2fm . . .... n. 14.09 18 ' 67 0 0 0 0 0 O 0
11 V 13A-4ocs 0.143 n 3.73 2.90 112 108 402 312 0 0 0 0
4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 114.09 13.67 4 0 56 0 0 0
Vd:: n: 12B-Osw V097 e" 253 2 b 0 0, 0 0 0
4A5-2om 0.550 'e 14.35 o o 0 0 :X- 0
L--G 4E15-2frn.-,......, 0.540 e 14.09 29.62 0 0 0 0 0
T-D
13A-4ocs 0.143 e 3.73 2.90 47 23 84 65 0 0 0 0
1 1 DO, 0.390 e 10-18 12.27 24 2.4 244 294 0 0 0
12B-.Osw b'097' 2.82 0 0 O O.::- 0 0
G 4A5-2om s 14.35 13.61 0 0 01-1-1 0 0 0 0
13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 56 52 193 150
4A5-2om 0.550 s 14.35 14.52 0 0 0 0 0 0 0 0
4135-21m 0.540 s 14.09 14.94 0 0 0 0 4 0 56 60T:f2
VL 112110 253 2'8'2 O 0 I, 0 0 b 0 0,
G 4A5 -2om 0:550 1435 27.44 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 15.14 23.51 0 0 0 0 0 0 0 0
P 1
1 ?
Q-OSw L38 1.51 5 5 11 93 93 221 140
11DO 0.390 n 10.18 12.27 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.84 1.76 0 0 0 0, 0 0 0 0
17:1'"-.:.. 1 9A-Obscp 01295 2.89 2.04 0 0 0 0 O 0 O:
F 19C-19cscr) 0.049, 0.44 Oz31 0 0 0 0 0 0
F 22Acpmz,..":
11:w,
1.1 80 0.00 247 17
0
524 0
0,
60 6 185 0
6 c) AED excursion 49 15
Envelope loss/gain 1321 684 655 335
12 a) Infiltration 301 98 106 34
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 1622 782 762 3691
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 1622 0 0
0 0 762 369
5 Duct loads 28% 42% 0 0 28% 4 2% 210 156FSubtotalTotalroomload00972526
Air required (cfm) 0 0 551 29
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
2018-Apr-11 10:36:49
Right-SuiteDUriversal 2018 18.011 RSU1 6202 Page 4
Calc ard EPL Ternp\Lot 021 Tuscany C LHG - E.rup Calc = W8 Frord Door faces: E
J-1-
wrightsoftl Right-JO Worksheet Job: Lot 02.1 Tuscany C LHG - E
rF
Hou se
Date: 09/19/2017
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.0r)eS(opCooling.com License: CAC032444
name GWIC LDRY
2 11 0 ft 0 ft
3Toomcorn h.ght 9.3 ft heaV000l 9.3 ft heaYbool4E.o. dimensions 4.5 x 6.0 It 1.0 x 63.0 ft
5 Room area 27.0 f12 63.0 ft2
Ty Construction U-value Or HTM Area (ft) Load Area (112) Load
number Btuh,/ft2--F) Btuh/fF) or perimeter (ft) 13tuh) or perimeter ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw ww' 0.097 n 2.53 2.82 0 0 0 0 0 0
4A5-2om 0.550 n 14:35 r 13.41 0 A 0 0 0 0 xx 0
4B5-2fm:: 0.540 n 1 _09 13.67 0 0 0 0 0 0,
4B5-.2fM 0.540 n:.,. 14.09 U7 0 o 0 0 0
11 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
T-1 4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2om 0.540. n 1.4-09 13.67 0 0 0 0 0 0 0
W, 12B-0sw 0.097 e 2:5 3 Z82 0 0 0 0 0
4M 2orn;,`: 0.5 0 14.35 27.44 0, 0, 0 0 0 0 0
4B5-2fm: O.FAO e:: 14:09 29.62 0 0 0 o 0 0 0 0
Y-D
13A-4ocs 0.143 a 3.73 2.90 0 0 0 0 0 0 0 0
I 1DO 0.3 0 e 1018 12.27 0 0 0 011 0 0 0 0
Vr 12B -Osw 0 09.7 2.53 2.82 0 0 0 0 0 0
G 2orn. 0.550 s': 14.35 0 0 0 0 0 01 0 0
0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
VL213A-
4ocs
4A5-2om 0.550 s 14.35 14.52 0 0 0 0 0 0 0 0
4B5-2frn 14.94 0 0 0 0 0 0
J 12B-0sw_ 0.097 2A2 0 0 0 0 0 0
G om4M-2' 0.550 M 14.35 27.44 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2om.,d. 0.580 w 23.51 0 0 0 0 0 0 0 0
R, 12C-Osvv Z38 1.51 42 42 99 63 56 34 82 52
D i1bo 0.390 n 10.18 12.27 0 0 0 , 21 262
16B-30ad 0.032 OB4. 1.76 0 0 0 0 0 0 0 0
F i6kbbscp 0.295 2.89 2.04 0:: 0 0 0 6 0 0
F 19C- 1 9csct),, 0.049 0.44 0.31 0 0 0 0 0 0 0
22A-cpm_ 1A80 30.80 0.00 27 0 0 0 0 0 0
6 c) AED excursion -4 - -48
Envelope loss/gain 991 59 299 266
121 a) Infiltrabon 0 0 01 0
b) Room venlilation 0 0 1 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Applianoeslother 0 500
Subtotal (lines 6 to 13) 99 59 299 766
Less external load 0 0 0
Less transfer 0 0 0 0
Redistriburtion 88 42 496 239
14 Subtotal 187 102 795 1005
15 Ductloads 28% 42% 52 43 28%1 42%1 220 4261
FT Total room load I 239 145 I 1015 1431
Air required (dm) 14 I 8 58 78
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Apr-11 10:36.49
Rig1hl-Sdte@ Universal 2018 18.0.11 RSU1 6202 Page 5
Calc and EPL Temp\Lot 021 Tuscany C LHG - E.rup Calc = W8 Front Door faces: E
d-L Job: Lot 021 Tuscany C LHG - ErFwrjghtsoft Right-JO Worksheet
Date: 09/19/2017
House'
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Courl,Winler Park, FL32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OneStopCoolirig.corn License: CAC032444
1 Room name PWDR PAN
2 E)posed vall 13.0 It 0 ft
3 Room height 9.3 ft heaY000l 9.3 ft heatt000l
4 Room dimensions 4.5 x 8.5 ft 1.0 x 23.3 ft
5 Room area 38.3 ft2 23.3 W
Ty Construction U-value Or HTM Area MI) Load Area (ft2) Load
number l3hjh/ft2--F) BtuhV) or perimeter Ift) Btuh) or perimeter (Ift) Bbh)
Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1213-0!N, 0.097 n 2.53 A2 0 0 0 o 'Y" 0
G 4A5726m . 0.550 n 14.35 13.41 0 0 0 0 0
G 4B5-.2fm WIA0 h:; 14.09 13B7 0 0 0 0 0 o 01
4135 21m 0.540 n 4.09 13.67 0 0 0 0 0.:.::. 0 0 o
i'l
VL
13A-4ocs 0.143 n 3.73 2.90 9 75 280 0 0 0 0
G 4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2om 0540 n 14.09 13.67 4 0 0- 0 0 0
W., 12B-.0svv';''"' 0.097 e 2.82 0 0 0 0 0 0
45-20rn 0.550 e 14.35 27.4.4 0 0 0 O 0 0 0
4135-2fm. 0.5.40 e., 14.09 0 0 0 0 0
VL-D
13A-4ocs 0.143 e 3.73 2.90 42 42 156 121 0 0 0 0
1 1DO 0.390 e 10.18 12.27 0 0 0 0 0 0
12&0sw 0.097 s Z53 2.K vo O 0 0 0 0 0
G 4A5-2om 0.550 14.35 13.61 0 0 O 0 0 0 0
13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 14-35 14.52 0 0 0 0 0 0 0 0
4135-2frn 0.540 s 14.09 14,94 0 0 0 0 0 0
12P Osw W' 53
0
20 0 0 0 0
4M 2om 0.550 w 14.35 27.44 0 0 0 0 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd w 15.14 2 351 Q., 0 0 0 0 0 0
F 2C-0SW111DO 2.38 151 0, 0 0 0 0 0
0.390 n 1 18 0 0 0 0
1613-30ad 0.032 0,84 1.76 0 0 0 0 0 0 0
19A7WSCP: 0.295 2.89 0 011 0 vo 0 b b
F 19C-19csco 0.049 0.31 0 0 0 0 0 01 0 0
F 22kcpm 1.180 30.80 0.00 38 13 0 0 0
6 c) AED excurson 1 -271 1 1 1 0
Envelope loss/gain 1 8931 3661 1 1 01 0
121 a) Infiltration 230 75 01 0
b) Room ventilation 0 0 1 0 0
13 Internal gains: Oocupants @ 230 0 0 0 0
Appliancestother 0 0-
Subtotal (lines 6 to 13) 1123 440 0 0
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 325 157 0 0
14 Subtotal 1449 597 0 0
15 Ductloads 28% 42% 400 253 28%1 42%1 0 0
Total room load 1849 850 0 0
Air required (drn) 106 46 0- 0
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
H- 2018-Apr-11 10:36:49
Righ-SuiteGUriversal 2018 18.0.11 RSU1 6202 Page 6
Calc and EPL Temp\Lot 021 Tuscany C LHG - E.rup Calc = MJ8 Frort Door faces: E
LL- wrightsoft, Right-JIS Worksheet Job: Lot 021 Tuscany C LHG - E
rF
House
Date: 09/19/2017
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Court, Wirter Park, FL 32792 Phc)rL-: (407) 629 -6920 Fax:(407)629-9307 Web: www.OneS[opCooling.com License: CAC032444
I Room name MWIC MWC
2 ExIcosed wall 8.0 ft 4.0 ft
3 Room height 9.0 ft heal/bool 9.0 ft heaYbool
4 Room dimensions 11.0 x 8.0 ft 4.0 x 6.0 ft
5 Room area 88.0 ft2 24.0 ft'
Ty Construction U-value Or HTM Area (ft2) Load Area (ft) Load
number Btjh4t2- -F) Bluh/ft2) or perimeter (ft) Bhjh) or perimeter (ft) Bbih)
Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6
Mh
12B-0` d.oq 2153 0 0 0 0 0
4M 2om 0.550 n 14.35 13:41 0 0 0 0 xw -o 0 0 0
413512frn 0540 n 14D9 13.67 0 0 0 0 0 0 0
4135-2frn11 0.540 14.09 13.67 0 0 0 0 0 0 0 0
11 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2orn 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
e 2.53 2.82 0 0 0 b 0 b d 0
05,2orn 0.550 6 27.44 0 0 0 0 0 0
U.540 e,,: 14.09 29.62 0 0 u u U U U v
VL-D
13A-40cs 0143 e 3.73 2.90 0 0 0 0 0 0 0 0
1 IDO 0'390 e 10.18 12-27 0 0 0 0 0 0 0 0
V 12l3-bsw,.,:::,;.:,. 01097 S 2.53 2.82 72 72 182 203 0 0 A
4A5-2om 0.550 s 1435 13.61 0 0 0 0 0 0.
13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2orn 0.550 s 14.35 14.52 0 0 0 0 0 0 0 0
4135-21m 0.540 s 14.09 14.94 0 0 0 0 0 0 0 0
12B-Osw 0.097 w 2.53 2.82 0 e::,::-:,:: 0 0 0 36 36 91
i 0&2orn 0.550 w 14:85 27.44 0 0 0 0 0 0:1 0
VL 13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 15.14 23.51 0 0 0 0 01 0 0
P. 2a 09N, 0.091 2.38 1.61 O 0 o 0 0 0 0 6
111jo 0390 n 10.18 0 0 0 0 0 0 0 6
C 1613-30ad 0.032 01.81.4 11.76 88 73 24 20 42
F 19X0b ; scp" ex,0.295 2.89 0_ 0 0
F 19C-19c= 0.049 0.44 0.31 0 0 0 0 0 0 0 0
F: 22A7cpm. 1.180 30.8Q 0.00 0 0 0 0,,,, F 0
4
61 c) AED excursion -24 -10
I Envelope loss/gain 2561 334 1111 134
12 a) Infillration 137 44 691 221b) Roomventilafion 0 0 1 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0.
Subtotal (lines 6 to 13) 393 378 180 156
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 393 378 180 156
15 Ductloads 28% 42% 109 160 28%1 42%1 501
Total room load 502 539 229 222
Air required (dm) 291 29 131 12
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
H- !!9!7
2018-Apr-11 10:36.49
Rig N-Suite@ Universal 2018 18.0.11 RSUI 6202 Page 7At& E.rup Calc = W8 Frort Door faces: ECalcandEPLTemp\Lot 021 Tuscany C LHG
wrightsoW Right-JO Worksheet Job: Lot 021 Tuscany C LIHG - E
House
Date: 09/19/2017
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Court, Wirder Park, FL32792 Phore: (407) 629 -6920 Fax:(407)629-9307 Web: wwwOreStopCooling.00m License: CAC032444
1 Room name MI3TH ST2
2 Exposed wall 21.5 It 7.0 it
3 Room height 9.0 It heat/cool 9.0 It heaVoc)ol
4 Room dimensions 1.0 x 138.0 It 12.0 x 7.0 It
5 Room area 138.0 W 84.0 ft'
Ty Construction U-\ralue Or HTM Area (fr) Load Area (ft2) Load
number Btih/ft2--F) Btuh/ft2) or perimeter ft) 13tuh) or perimeter (ft) Bbih)
Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1213-0sw 0.097 n 2.53 2.82 1b8 93 235 262 15 48 212 135
4A5-2om 0.550 n 14.35 1141 15 215 201 0 0 0 0
4B5-2fm 0,540 n 14D9 13.67 0 0 0 0 0 0 0
4b5-2fm, 0.540 n 14.09 13.67 0 0 o 0 15
11 V 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2orn 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 14.09 13.67 0 0 0 Q 0 0 0
1213-0' 6w obW e Z53 2.82:::1:` 0 0'' 0 0' 0 o b
2' 4A om 0.550 e: 1 14.35 0 0 6 0 0 0 0
4B5 0.540 4.09j 29.62 0 0 0 0 0 0 0
T-D
13A-4ocs; 0.143 e 3.73 2.90 0 0 0 0 0 0 0 0
I 1DO 0.390 e 10.18 12.27 0 0 0 0 0 0 0 0
1213-0sw 0.097. s 2.53 2.82 0'. 0 0:1. 0 0 6 0
4A5-2om 0 550 s z.;:"A 435 0 0 0 0 0, 0
V 13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 4.3511 4.52 0 0 0 0 0 0 0 0
4135-21m, 0.540 s 4 09 114 94 0 0 0 0 0 0 0 0
At: 1213-0sw: 0.097 W.zz 2.53 2.82 86 86 216 2 41 0 0 0
L--G AA5-2om 0.550 w 14.35 0 0 O 0 0 o 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 15.14 23.51 0 0 0 0 0 0 0
12C.-Osvv 0.091 7 2.38, 1.51 0 0 0 0 o 6 6 o
0,390 n 10.18 1227 0 0 0 0 0 o
C 16B-30ad 0.032 0.84 1.76 138 138 115 243 84 84 70 148
F:' l 9AObscp 0.295 7 2.89 204 0 0 0 0 0 0 0 0
F 19C-19= 0.049 0.44 E31 0 Q 01 0 0 0 0 Q
F 22kcpm 1.180 30.80 0.00 U 0 0 0 0 0:'
6 c) AED excursion 1 -631 1 1 -31
Envelope loss/gain 782 884 403 457
12 a) Infiltration 369 119 120 39
b) Room ventilation 0 01 0 0
131 Internal gains: Occupants @ 230 0 0 01 0
Applianoes/other 1 0 1 0
Subtotal (I ines 6 to 13) 1151 1004 523 496
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 203 192 523 496
14 Subtotal 1354 1196 0 0
15 Ductloads 28% 42% 374 507 28% 42% 0 0
Total room load 1728 1702 0 0
Air required (cfm) 99 93 0 0
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
4- - 2018-Apr-11 10:36:49
Righl-SLite@ Uriversal 2018 18.0.11 RSU1 6202 Page 8
Calc ard EPIL Temp\Lot 021 Tuscarry C LHG - E.rLp Calc = W8 Frort Door faces: E
Job: Lot 021 Tuscany C LHG - ETj- wrightsoft, Right-JO Worksheet
Date: 09/19/2017
House
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Court, Wirfer Park, FL 32792 Phc)re: (407) 629 -6920 Fax:(407)629-9307 Web: www.OrieStopCooli ng.00 rn Lice rre: CAC032444
I Room name BONUS BED3
2 Exposed vall 13.5 It 23.0 it
3 Room height 9.0 It heaV000l 9.0 ft heaVoDol
4 Room dimensions 1.0 x 217.3 ft 1.0 x 159.5 ft
5 Room area 217.3 112 159.5 f?
Ty Construction U-value Or HTM Area OF) Load Area (ft2) Load
number BUM2--F) Btuh/ft2) or perimeter ft) Btuh) or perimeter 1t) Bbih)
Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 W 12B-Osw 0.097 n 2.53 2M 0 0 O 122 07 270 i-:300
4A5-2om 0550 n 14.35 0 0 0 15 0 2 15 201G
G 4B5m2ftn n 14:09 13.67 0 0 6 0 0 0 0
G 4B512fm 0.540 n 14.09 13.67 0 0 0 0 0 o 0
11 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
T
13A-4ocs
4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0
W: 1213-0sw 0.097 e 2.53 2.82 0 0 0 224
4A5-2om 0.550 14 0 0 0 0 0 0
15-21m ...... 054 0 e, 114.09 29.62 -n- 0 0 0 0'. 6 0 85 1,78
V 13A-4ocs 0.143 e 3.73 2.90 0 0 0 0 0 0 0 0
L-D 11DO 0.390 e 10.18 12.27 0 0 0 0 0 0 0 0
Me: 12B -Osw 0.0971 s 1, 1, 2.53 2.82 122 92 232 258 P z,l 0 0 0
L,',L=G 4A5-2om s 4.35 13.61 30 25, D431 408 0 0 0 0
13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 14.35 14.52 0 0 0 0 0 0 0 0
4B5-2frn 0.540 s 14.09 14.94 0 0 0 0 0 0 0 0
i,. 12B-Osw 0.097 w 2.53 2.82 0: 4 0 0 0 0 0 0
J= 4M 2om: . ....... .. 0.55b w 14.35 27.44 0 0 0 Z,z 0 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
T:fG 4A5-2orn 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 15.14 23.51 0 0 0 0 0 0 0 0
P. 12C -Osw 5 0 0 0 0 0 0
D 11DO n 10.18 0 0 0- 0 0 O 0
C 1613-30ad 0.032 0.84 1.76 217 217 181 382 160 1610 133
0.295 2.8 0 0 0 0 0 Q 0
F 19C-19cscr) 0.049 0.44 0.31 0 0 0 0 0 0 0 0
22A-cpm 1 7 30.80 0. 00 0 0 0 0 0
6 c) AED, excursion -56 -90
Envelope loss/gain 1093
12 a) infiltration 232 75 3941 1281b) Room ven6lation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 1 230
Applianoes/6ther 0- 0
Subtotal (lines 6 to 13) 1075 1067 1298 1451
Less external load 0 0 0
Less transfer 0 0 0 0
Redistribufion 155 165 198 198
14 Subtotal 1230 1232 1497 1649
15 Ductloads 28% 42% 340 522 28%1 413 699
FTgtalT room loadFAlrt 1570 1755 I 1910 2W!
ed (cfm) 90 96 109 128
Cal cul ati ons approved by ACCA to meet al I reg u i reme nts of M an ual J 8th Ed
2018-Apr-11 10:36.,49
Rigtt-SLite@)Uriversal20l8l8.0.11 RSU16202 Page 9
any C LHG - E.rLp Cale = W8 Frort Door faces: ECaleandEPILTemp\Lot 021 Tusr
III-
I
Job: Lot 021 Tuscany C LHG - ErFwrightsoWRight-JO Worksheet
Date: 09/19/2017
House
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Coul, Wirter Park, FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirig.com License: CAC032444
1 Room name T013
2 Exposed wall 5.5 It 0 It
3 Room height 9.0 It heaVoDol 9.0 It heaV000l
4 Room dimen§ons 6.0 x 5-5 It 1 3.5 x 5.5 It
5 Room area 33.0 ft2 19.3 fF
Ty Construction U-value Or HTM Area (ft) Load Area (ft2) Load
number Btjh/ft2--F) Btuh/ft2) or perimeter ft) BUh) or perimeter 11) Bbih)
Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-.0svv, 0.0 97 n 53 2.82 50 46 115 128 0 0 0
4A5-2om 0.550 n 1 13-41 0 0 0 0 0 0 O
0.540 n 14.09 0 66 55 0 0 0
AB5-2frn 01540 n 14,09 13.67 0 0 0 0 0 0
11 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
T:l 4A5-2orn 0.540 n 14.09 13.67 0 0 0 0 , 0 0 0 0
4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
W 1 2B-Osw e 2.55 2.62 0 0 0 0 0 0 0 0
4A5;26m 0.550 e 14.35 27.44 0 0 0 0 0 0 0 0
413572frn 0.54o e,. 14.09 29.62 0 0 0 0 0 0 0
VL-D
13A-4ocs 0.143 e 6.73 2.90 0 0 0 0 0 0 0 0
1 IDO 0.390 e 10.18 1227 0 0 0 0 0 0 0
w 121370SW 0.097 s 2.53 2.82 Q 0 0 0 0 G 0
G 4A5 i 2 o m' 0.550 s 14.35 13.61 0 0 0 0 0 0 0
VL 13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 14.35 14.52 0 0 0 0 0 0 0 0
4B5-2fm 0.540 s 14.09 14.94 0 0 0 0 0 0 0 0
1213-0sw 0.097 w 2.53 2.82 0 0 0 0 0 0 0 0
G 4A5-2om 0.550 vv 14.35 2744 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2orn 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4,A5-2omd 0.580 w 15 14 23.51 0 0 0 0 0 0 0 0
12C-O, sw 0.091 2.38 1.51 0 0 0 0 0 0
D 11DO- 0.390 .....n 110.18 12.27 0 0 0 0 0 6 D 0
C 1613-30ad H32 0.84 1.76 33 33 28 58 19, 19 16 34
F 1 bA7bb' I SCP 0.295 2.89 2.04_11 0 0 0 0 0 0 0
F 19C-19= 0.049 0.44 0.31 33 33 15 10 0 0 0 0
F. 22A-,(W 1.180 30.80 0.Q0 0 0 0 0 0 o 0 0
I t
6 c) AED exojr,§on 171 2
Envelope loss/gain 214 235 16 32
12 a) Infiltration 94 31 0 0
b) Room ventilation 0 0
1
0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 308 265 16 32
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribubon 7 12 16 32
14 Subtotal 315 277 0 0
15 Ductloads 28% 420% 87 117 28% 420/. 0 0
To tal room load 402 395 0 0
Air required (ctm) 23 22 0 0
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
k- r!q!I* " 2018-Apr-11 10:36.49
14t-z k .
1:4 Rig ht-SJte@ Uriversa1201818.0.11 RSU16202 Page 10
Calc and EPL Temp\Lot 021 Tuscary C LHG - E.rup Calc = W8 Frort Door faces: E
d, Job: Lot 021 Tuscany C LHG - E
rF wrightsoftf Right-JO Worksheet
Date: 09/19/2017House
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove CoLrt,Wirter Park, FL32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OneS[opCooling.com License: CAC032444
1 Room name BED4 BED5
2 E)posedvvall 14.5 ft 31.0 It
3 Room height 9.0 If heat/bool 9.0 It heal/bool
4 Room dimensions 1.0 x 141.8 It 1.0 x 196.5 It
5 Room area 141.8 fF 196.5 fl?
Ty Construction U-value Or HTM Area ff) Load Area OF) Load
number B[uM2--F) Btul-ff) or perimeter ft) Btuh) or perimeter ft) Bbih)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1213-0SW 0.097 n 2:53 0 0 11.1 11. 0 0 i::1 17 113 318
4A5 -2om 0-550 n 14.35 13.41 0 0 0 6 0 0 0
G 486-2frn":;:: 0.540 n 14:09 13.67 0 0 0 0 4 56
413572im 0 , 540 A 4.09 13.67 0 0 0 0 7 0 0
11 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
1213-0sw 0.097 e 2.53, 2.82::,, 0 0 0 101 254 283
4A5 -26m e; 2744 0 0. 30 0 431 823
4B5 2fm:: 0.540 e:-,
14.35
4.09 62 0 0, 0 0 0 0
T-l)
13A-4ocs 0.143 e 3.73 2.90 0 0 0 0 0 0 0 0
1 1DO 0.390 e 12.27 0 0 0 0 Q 0 0
1213-0sw 0.097 253 2 82 116 292 32 5 32 32 80 89t-G 4A5-2orn- 0.550 i' 14.35 13.61 15 215 204 0 0 a
VL213A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 14.35 14.52 0 0 0 0 0 0 0 0
4B5-2fm 0.5140. s 14.09 14.94 0 0 0 0. 0 01
1213-0sw 0 9 7. w 0 0 0 0,
01
4r G AA5 2orfi. 0 550 14.35 27.44 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd 0:580. w 115.14 2.3.51 0 0 0 0 0 0 0 0
R: 12C-Osw 0.091 2.38 1 Ll 0 0 o 0 0
D 11D6, 0.390 n 10.18 12.27 0 0 0, 0 0 0 0
1613-30ad 0.032 0.84 1.76 142 142 118 197 197 164 346
19XObsoo-::,::' 0.295 2.89 204 0 0 0 0
F 19C-19cscD 0.049 0.44 0.31 84 37 26 197 197 87. 61
F 22A-cpm, 1.180, 30.80 0.00 0 0 0 0 0 0 0
6 c) AED excursion -61 -18
Envelope loss/gain 663 744 1359 1958
121 a) Infiltration 249 81 5321 172
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 230 1 230
Applianoes/other 0 0
Subtotal (lines 6 to 13) 912 1055 1890 2360
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 27 49 8 14
14 Subtotal 939 1104 1898 2373
15 Ductloads 28% 42%1 259 468 28%1 42%1 524 1006
T-TqtaI room load 1198 1572 1 2422 3380
Air required (cfm) 68 86L 138 184
Calculations approved by ACCAto meet all requirements of Manual J 8th Ed.
1,4- 2018-Apr-11 10:36:49
Rigft-SLiteDUriversal20l8l8.0.11 RSU16202 Page 11
Cale ard EPL Ternp\Lot 021 Tuscarry C LHG - E.rup Cale = MJ8 Frort Door faces: E
dj-
r wrightsoft' Right-M Worksheet Job: Lot 021 Tuscany C LIHIG - E
House
Date: 09/19/2017
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Court, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCooling.Gom Liceme: CAC032444
1 Room name BTH4 Hi
2 Exposed wall 15.5 ft 0 It
3 Room height 9.0 It heatAcool 9.0 ft heaV000l
4 Room dimensions 6.0 x 9.5 It 1.0 x 73.0 ft
5 Room area 57.0 ft' 73.0 ft'
Ty Construdon
number
U-valu
Btuh/W F)
Or HTM
Bbih/W)
Area Me)
or perimeter (ft)
Load
Buh)
Area (ft)
or perimeter (ft)
Load
13tuh)
Heat I Cool Gm N/P/S Heat Cool Gross I N/P/S Heat I Cool
6 1213-0sw 0.097 n 2.53 2.82 0 0 0 0 0 0 0 0
4A5-2om 0.550 n.. 14.35 1141 0 0 0 0 0 0 0 0
G 41352fm 0.540 n 14.09 13.67 0 0 0 0::-- 0 0 0 b
G 4135-2m 0.540 n 14.09 13.67 0 0 0 0 0 0
11 V 13A-40CS 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2orn 0.540 n 14.09 13.67 0 0 0 0 0 0 0 0
4A5-2om.' 0.540 n 14.09 13B7 0 0 0 0 0 0 0 0
12B-.0m:':, 0,097 e 2.53 2.82 54 48 122 135 0 i 0
4A5-26m: 0.550 e 14.35 27.44 0 0 0 o 0 0
4135-21m,..- 0.5 40 e 14.09 29.6 2 6 0 85 0 0 0
T-D
13A-4ocs 0.143 e 3.73 2.90 0 0 0 0 0 0 0
I 1DO 0.390 e 10.18 12.27 0 0 0 0 0 0 0 0
VW 1213-0svv . .... .. .... . s. 2.58 2.82.:. M 86 216 241 b 0 0
L---G 4A5-2om 1 14:35 3.6,1. D 0 w-,-o 0 0 0 0 0
13A-4ocs 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
T:l 4A5-2om 0.550 s 14.35 14.52 0 0 0 0 0 0 0 0
4B5-2frn 0540 14.09 14.94 0 0 0 0 0 0 0 0
VL 1213 0
s
Q:097 ,w: 2 53 2 82 0, 0 0 0 0 0 0
G 4A5-2orfi,.,,.::. . - 0.550 :'W: 1435 0 6 0 0 0 0
13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0
t::GG 4A5-2om 0.550 w 14.35 27.44 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 15.14 23.51 0 0 0 0 0 Q 0
12 '-0sw 0.091 0 0 0 0 0 o b
D 11DO 0.390 1018 12.21 0 0 0 0 0 Lo 0
C 1613-30ad Q0132 O 84 1.76 48 1.00 73. 73,11, 61, 128
19A-Obscp 0.295 2.0,4 0 0 0 0 0
F 19C-19cscr) 0.049 0.44 0.31 57 57 25 18 24 24 11 8
22A-cpirn 30.80 0700 0 0 0 0 0 0 0
61 c) AED excursion 5 1
8
1 Envelope loss/gain 495 667 72 128
12 a) Infiltration1 266 86 0 0
b) Roomventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
ianoes/other 0 0
Subtotal (lines 6 to 13) 761 7531 72 128
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 72 128
14 Subtotal 761 753 0 0
15 Ductloads 28% 42% 210 319 28%1 42%1 0 0
FTTotal room load 972 1072 TO 0
Air required (cfm) 551 58, 0
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
Pjfd- 2018-Apr-11 10:36A9
RigN-SLite@Uriversal 2018 18.0.11 RSU16202 Page 12
Calc and EPL Temp\Lot 021 Tuscany C LHG - E.rLp Calc = W8 Frort Door faces: E
d, Job: Lot 021 Tuscany C LHG - E9'r wrightsoft, Right-JO Worksheet
Date: 09/19/2017House
By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Coul, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCoolirig.com License: CAC032444
1 Room name Bth3
2 Exposed vall 2.0 ft
3 Room height 9.0 ft heaVoc)ol
4
5
Room dimensions
Room area
6.0 x 5.5 It
33.0 ft'
Ty Construction U-valu Or HTM Area (ft) Load Area Load
number Bbilh/112- F) Btuh/ft2) or perimeter (ft) Bbih) or perimeter
Heat I Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat Cool
6 .'12B-Osw
4A5-2om
41315-2m
G 4B5,-2m
11
T-1
13A-4ocs
4A5-2om
4A5-2orn
4A5-2om
4B5-2fM
13A-40
D 1 1 DO
Cs
1213-06w
4A5-2om
13A-4ocs
4A5-2om
4135-2m
12B-10sw:
G 4 -2orn
13A-40CST-G 4A5-2om
0.143 n 3.73 2.90 0
0-540 n 14.09 13.67 0
0.540 n 14.09 13.67 0
bbO e 2.'53 2.821 1:
0.550 0 14.35 27'.4,4 0
0.540 e 14.09 2.62
0.143 e 3.73 2.90 0
0.390 e 10.18 12.27 0
0,097 s 2.53 2.82 0
0 ' 550 s 14.35 13.61 0
0.143 s 3.73 2.90 0
0.550 s 14.35 14.52 0
0.540 s; 14.09
0.097 w RQ 9 1
0.550 w 44.35 27." 0
0.143 w 3.73 2.90 0
0.550 w 14.35 27.44 0
0.580 1 514 23.51 0
0.09f E38 11.51 1 0
0.3 j 0.1,8 12.27 0
oo n Fw 176 T1
01 0
0 0
61 c) AED excursion 1 7
Envelope loss/gain 80 106
12 a) Infiltration 34 11
b) Roomventilation 0 0
13 Internal gains: Occupants @ 230 0 0
ianoes/other 0
Subtotal (I ines 6 to 13) 114 117
Less external load 0 0
Less transfer 0 0
Redistribution 14 26
14 Subtotal 128 143
15 Ductloads 1 42%1 35 61
Total room load 164 203dAirrequired (dm) 9
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
lt 14t- 2018-Apr-11 10:36:49
Riglt-SLite@Uriversal 2018 18.0.11 RSU1 6202 Page 13
Calc ard EPL Temp\Lot 021 TLwarry C LHG - E.rLp Calc = W8 Front Door faces: E
Static Pressure and Friction Rate Job: Lot 021 Tuscany C LHG - E
wrightsofto Date: 09/19/2017
House By: XF/MC
One Stop Cooling and Heating
7225 Sandscove Court, Wirler Park, FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.ODeStopCoolirig.com License: CAC032444
inwrm iat
For: Park Square Homes
3830 Saltmarsh Loop, Sanford, FIL
Heating Cooling
in H20) (in H20)
External static oressu re 0.50 0.50
Pressure losses
Coil 0 0
Heat exchanger 0 0
Supply diffusers 0.03 0.03
Return grilles 0.03 0.03
Filter 0.10 0.10
Humidifier 0 0
Balancing damper 0 0
Other device 0 0
Available static pressure 0.34 0.34
atau;'Fff ne
Supply Return
ft) ft)
Measured length of run -out 14 13
Measured length of trunk 66 9
Equivalent length of fittings 160 60
Total length 240 83
Total effective length 323
Return 6M=20, 11 G--5, 11 G--5, 11 G--5, 11 K=20, 11 G=5: Total EL--60
Ai-wrightsoft, 2018-Apr--Il 10.36:51
1 .1-1. ............ Rig1t-SLite@ Uriversal 2018 18.0.11 FISU1 6202 Page 1
JCCK Calc and EPL Templol 021 TLiscarry C LHG - E.rLp Calc = W8 Frort Door faces: E
wrightsofto Duct System Summary
House
One Stop Cooling and Heating
7225 Sandscove court, Winfer Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolingcorn License: CAC032444
piect, 9 r,
For: Park Square Homes
3830 Saltmarsh Loop, Sanford, FL
Job: Lot 021 Tuscany C LHG - E
Date: 09/19/2017
By: XF/MC
Heating Cooling
External static pressure 0.50 in H20 0.50 in H20
Pressure losses 0.16 in H20 0.16 in H20
Available static pressure 0.34 in H20 0.34 in H20
Supply/ return available pressure 0.253 /0.087 in H20 0.253 /0.087 in H20
Lowest friction rate 0.105 i n/1 00ft 0.105 in/1 00ft
Actual air flow 1850 cfm 1850 cfM
Total effective length (TEL) 323 ft
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FR
Diam
in)
HxW
in)
Duct
Matl
Actual
Ln (ft)
Ftg.Eqv
Ln (ft) Trunk
BED3 c 2348 109 128 0.158 6.0 Ox 0 VlFx 34.7 125.0 st5
BED4 c 1572 68 86 0.171 6.0 Ox 0 VlFx 22.7 125.0 St5
BEDS c 3380 138 184 0.171 7.0 Ox 0 VlFx 23.0 125.0 st5
BONUS c 1755 90 96 0.162 7.0 Ox 0 VlFx 31.4 125.0 st6
BTH4 c 1072 55 58 0.165 4.0 Ox 0 VlFx 28.6 125.0 st5
Bth3 c 203 9 11 0.177 4.0 Ox 0 VlFx 23.2 120.0 st5
DIN-D h 4251 243 186 0.106 9.0 Ox 0 VlFx 78.2 160.0 st4
GATH h 5088 290 278 0.105 9.0 Ox 0 VlFx 80.1 160.0 st4
GBED h 2341 134 92 0.126 7.0 Ox 0 VlFx 56.2 145.0 st3
GBTH h 972 55 29 0.127 4.0 Ox 0 VlFx 54.7 145.0 SO
GWIC h 239 14 8 0.129 4.0 Ox 0 VlFx 51.7 145.0 st3
K IT c 2280 88 124 0.112 5.0 Ox 0 VlFx 71.6 155.0 st4
LDRY c 1431 58 78 0.135 4.0 Ox 0 11 Fx 48.0 140.0 SO
MBED-D c 5311 229 290 0.169 9.0 Ox 0 11 Fx 29.9 120.0 st6
MBTH h 1728 99 93 0.166 6.0 Ox 0 VlFx 27.2 125.0 st6
Mwc h 229 13 12 0.170 4.0 Ox 0 VlFx 29.1 120.0 st6
MWIC c 539 29 29 0.157 4.0 Ox 0 11 Fx 25.7 135.0 st6
PWDR h 1849 106 46 0.127 6.0 Ox 0 11 Fx 59.7 140.0 st3
T013 h 402 23 22 0.171 4.0 Ox 0 MFx 22.5 125.0 st5
wrightsoft' 2018-Apr-11 10:36:51
RigIt-Sute@ Uriversal 2018 18.0.11 RSU1 6202 Page 1
Calc and EPL TernfoTot 021 TLscany C LHG - E.rLp Calc = W8 Front Door faces: E
Name
Trunk
Type
Htg
Cfm)
CIg
Cfm)
Design
FIR
Veloc
fpm)
Diam
in)
HxW
in)
Duct
Material Trunk
st4 PeakAVF 621 588 0.105 581 14.0 0 x 0 VinIFIx st3
st3 PeakAVF 987 841 0.105 707 16.0 0 x 0 VinIFIx sti
st5 PeakAVF 403 489 0.158 623 12.0 0 x 0 VinIFIx st2
st6 PeakAVF 459 520 0.157 662 12.0 0 x 0 VinIFIx st2
sti PeakAVF 987 841 0.105 707 16.0 0 x 0 VinIFIx
st2 PeakAVF 863 1009 0.157 722 16.0 0 x 0 VinIFIx
W,
Grille Htg CIg TEL Design Veloc Diarn HxW Stud/Joist Duct
Name Size (in) Cfm) Cfm) R FIR fpm) in) in) Opening (in) Matl Trunk
rb4 Ox 0 68 86 82.6 0.105 437 6.0 Ox 0 VlFx rt2
rb3 Ox 0 194 243 80.6 0.108 445 10.0 Ox 0 VlFx rt2
rb2 Ox 0 118 139 58.2 0.150 521 7.0 Ox 0 VlFx rL2
rbl Ox 0 1470 1382 64.2 0.136 674 20.0 Ox 0 VlFx rt2
10,110 -em
Name
Trunk
Type
Htg
Cfm)
CIg
Cfm).
Design
FIR
Veloc
fpm)
Diam
in)
HxW
in)
Duct
Material Trunk
rt2 PeakAVF 1850 1850 0.105 848 20.0 0 x 0 VinIFIx
wrightsoft'
2018-Apr-11 1036:51
Rig[I-SLiteO Uriversal 2018 18.0.11 RSU1 6202 Page 2
Calc and EPL TempTot 021 TLiscarry C LHG - E.rLp Calc = W8 Frord Door faces: E
gwgj jwI
A
11,
Level 1
DIN
12X12-1
243 cfm
GATH
FBIB2
KIT
EF1 — 50 CFM Fan
12X12-1 1 OX6
EF2 80 CFM Fan 290 cfm,\ L124 cfm
EF3 110 CFM Fan
EFL1 = 50 CFM Fan
EFL2 = 80 CFM Fan 10 X 10
EFL3 110 CFM Fa n
10X10 14 PAN
j,
VTR — Vent to Roof
VFW = Vent to Wall
DV = Dryer Vent 1OX8
RV Range Vent 134 cfm
Lineset Chase GBED
Condensate STI
i
Thermostat 18/8 J_
8X
SRB = Small Reduction Box I fm
LRB = Large Reduction Box
8X4 r-, &Z. 4,,", FBB Field Built Box 55 CfM1
13 1 C' 13 6 .
4 LDRY
EF1 VTW 4 cfry
G6TH
WDR
8X4 GWIC
6 EF1 VTW
6,CfM
Job M Lot 021 Tuscany C LHG - E One Stop Cooling and Heating
Scale: 1 : 108
Performed by XF/MC for: Page 1
Park Square Homes 7225 Sandscove Court Right -Suite@ Universal 2018
18.0.11 RSU16202
3830 Saltmarsh Loop Winter Park, FL 32792 2018-Apr-11 10:37:56
Sanford, FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 ... mp\Lot 021 Tusca ny C LHG - Erup
www.OneStopCooling.com I
EF-I = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 = 110 CFM Fan
EFLI - 50 CFM Fan
EFL2 80 CFM Fan
EFL3 110 CFM Fan
VTR - Vent to Roof
VTW = Vent to Wall
DV = Dryer Vent
RV = Range Vent
Lineset Chase
Condensate
Thermostat 18/8
SRB = Small Reduction Box
LRB = Large Reduction Box
FBB = Field Built Box
Level 2
12 14 x 14
121.
BONUS
36X18RA
1470 cfm —
IOMDRA ` -' ---li
86 cfni,
1OX6.,
86 0M
BED4
16
BT H4
I ".
1-11' 1 2
Bth3
MJOB3
7
IM
1184 cfm
BED5
C. a D
cfm
1OX6
128 c!T
R
8X4
23 cfm
IOXIORA
243 cfm
MBTH
BED3
Job #: Lot 021 Tuscany C LHG - E One Stop Cooling and Heating
Scale: 1: 108
Performed by XF/MC for: Page 2
Park Square Homes 7225 Sandscove Court Right-SuiteO Universal 2018
18.0 11 RSU1 6202
3830 Saltmarsh Loop Winter Park, FL 32792 2018-'Apr-11 10:37:57
Sanford, FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 ... mp\Lot 021 Tuscany C LHG - E. rup
I www.OneStopCooling.com
I I
AUN
rTl
0
D
rf\
sewt^--
DESCRIPTION AS FURNISHED: Lot 21, WYNDFIAM PRESERVE, as recorded in Plot Book 81, Pages 93
through 102 of the Public Records of Seminole Cour?ty, Florida.
PLOT PLAN FORICERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines;- Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
T3 %
t<_.!:
N-1
BRISSON AVENUE
S 00019'09" E
40. 00'
10' BUFFER, WALL, LANDSCAPE,
SIDEWALK, & UTIL. ESMT. 129-80
7 - - - - - -
29
5.00,
5.00'
JVX4 0,
AC !L-E:
5,00,
14.0,
16.0'
LOT 21
0
z
PROPOSED RESIDENCE
Z\) 2718-TUSCANY-C
Z, 2 CAR GARAGE LEFF
Q
COV'O.
EN \ Y
LOT 22
CS 5.00'
04
5.00'
20.7'
16,
DRIVE
0, UTIL. ESMT.
16'
WALK
LOT 20
22' DRAIN INLET AS
CURB _/ SCALED FROM
a-6-)S 00*19'09" E
DRAINAGE PLANS
SETBACKS AS FURNISHED 40. 00'
FRONT - 2'(*)
REAR = 20
SIDE = 5' (40' LOT)
C-YTT LoopSALTffARA_)_h
7.5' (60' LOT)
10' (75' LOT) 50' PRIVATE R/W)
SIDE STREET = 25' (60' & 75' LOT)
15' (40' LOT)
25' FRONT SETBACK CAN BE REDUCED PLOT PI-AIV OjVLY
TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS JVOT A SURVEY2) IN SUCCESSION AT 20' AND A MINIMUM
OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4800± SQUARE FEET
PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ONIOrF LOT TOTAL ± SQUARE FEET FLATWORK
PER DRAINAGE PLANS DRIVE 403111 0= 5 13 ± SQUARE FEET FOUNDATIONIPAD 1646 ± SQUARE FEET
PROPOSED DRAINAGE FLOW WALKS 641200= 264 ± SQUARE FEET REAR PATIO 121 ± SQUARE FEET
FRONT PORCH DECK 93 ± SQUARE FEET
LOT GRADING TYPE A SOD 24601 131 = 2591 ± SQUARE FEET POOL DECK 0 1 SQUARE FEEr
PROPOSED F.F. PER PLANS = 30.5' NOTE., FRONT SIDEWALK AND STREET LOCA77ON TAKEN FROM ILANS PROVIDED BY CLIENT A NOT FIELD VERIFIED
CWUSEYWEEER -SCOTT & ASSOC, INC - -LAND SURVEYORS
LEGEND - LEGEND -
5400 E. COLONIAL OR. ORLANDO, FL. J2807 (407)-277-3232 FAX (407)-658-1436
P PLAT PO.L POINT ON LINE
F FIELD T'P, TYPICAL NOTES:
p !R0 PIPE P.R.0 POINT OF REVERSE CURVATURE
R RONI REID P C.C, POINT [IF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CER77FY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY Tilt FLORIDA BOARD OF
C.M. CONCRETE MONUMENT R*4D. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-77 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES
I N.R. NON -RADIAL1/2 R. ./#LB 4596 2 UNLESS CA46OSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SM THIS SURVEY MAP OR COPIES ARE NOT VALID.
WREC. RECOVERED A WITNESS P13INT 3: THIS SURVEY WAS PREPARED FROM TITLE RIF DRUATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHER RESTRICTIONS
P POINT OF BEGINNING CALC. CALCULATED OR EASEMENTS THAT AFFECT INS PROPERMRBPOINTOFCOMMENCEMENTP.R A PERMANENT REFERENCE MONUMENT SS THERWISE SHOWN. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLE 0
L CENTERLINE FF. FINISH D FLOOR ELEVATION
DSI_ D EN&D MAIL L DISK UILDING SETBACK LINE S. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CER77FICO TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY.
P/W RIOHT-Or-WAY DA. BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCA77ON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UNES.
ESMT, EASEMENT BID. BASE BEARING 7. B&ARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (e.g.)
PRAIN DRAINAGE ESS THERWI TE8. ELEVATIONS. IF SHOWN, ARE BASED ON M477ONAL GEODETIC VERTICAL DATUM OF 1929, UNL 0 SE NO D.
UTIL. UTILITY
CLFC. CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZA17ON No. 4596.
WD,FC, WOOD FENCE
C/D CONCRETE BLOCK SCALE 1-- 1 20 DRAWN BY.'
P C. POINT OF CURVATURE
r T. PO NTA TANGENCY @ CERTIFIED 13?, DATE
DESC. DESCR PTION
R RADIUS PLOT PLAN 04-02-2018 1994 -18
L ARC LENGTH
DELTA
C
N CHI] DCHORD BEARING
NORTH
THIS BUILD(NG\PROPERTY DOES NOT LIE WITHIN
FHE ESTABLISHED 100 YEAR FLOOD PLANE AS PER *FIRM" 7-ON4 RUSENM YER, R.L.S. 1 4714
20NE X. MAP I 12117CO090 F (09-28-07)
JAMES W. SCOTT, R.L.S 1 4801
ir
4 RECORD COPY
Filename: PARK SQ TUSCANY.rrr
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
2718 2 1
Lighting Summary Standard 6,379 6,379
Optional 12,654 6,379
Ranges & Ovens
Range No. No? Nameplate Line Neutral
1 1 8000
2 0 0
3 0 0
Range/Oven Summary Standard 6,400 4,480
Optional 8,000 4,480
Dryers ----------
Dryer No. No? Nameplate Line Neutral SANFORD
1 5000
0
3. 0 8 6 5DryerSummaryStandard5,000 3,500
8
Optional 5,000 3,500
Heating and Cooling: Actual Number = 1
Name M? Ph No Amps Volts VA HP Line Neutral
w-
I M 1 1 27.0 240 6,480 0
1 M 1 1 2.0 240 480 0
M 1 1 5.0 240 1,200 0
1 1 1 27 240 1 6,480
Ieat/Cool Summary Standard 14,640 0
Optional 14,640 0
ixed Appliances: Actual Number = 6
Tame M? Ph No Amps Volts VA HP Line Neutral
i
DISP 120 600 600 600
ISH 120 1200 1,200 1,200
IICRO 120 1200 1,200 1,200
HEATER 1 1 18.5 240 4,440 0
OPT POOL 1 1 10 240 2,400 0
OPT POOL HEAT 1 1 31
7
1 ..
240 7,440 0
ixed Appliance Summary Standard 12,960 2,250
Optional 17,280 2,250OtherAppliances: Actual Number 0
Name M? Ph No
L.. Amps Volts VA HP Line Neutral
9ther Appliance Summary Standard 0 0
1 Optional 0 0
5% of Max Motor: 1,
Line is Std Only; Neutral for Both
kaximum Phase Amps Volts
f
4
27 240
lieat/Cool Phase Amps Volts
1 27 240
Fixed Appl. Phase Amps Volts
0
other Appl. Phase Amps Volts
0
Max Motor Summary
Standard only 1,620 0
SUMMARY
Standard Line Neutral
Total Total 46,999 16,609
Maximum Amperage 196 69
Service Voltage = 240 Service Phase = 1
Optional Line Neutral
Total Total 37,814 16,609
Maximum.Amperage 158 69
Service Voltage = 240 Service Phase = 1
RECORD COPY
City of Sanford
Building and Fire Preventiom
Product Approval Specification Form
Permit # SANFORD
1 8 1 8-65
Project Location Address
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.fioridabuilding.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 FI-8871.5
Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FIL 15332.4
Sectional Clopay Building Products 94/T40-W4 FU 5279.20
Roll Up
Automatic
Other
2. Windows
Single Hung MI Windows & Doors Series GA 185 Alurninum SH FL 17499.2
Horizontal Slider
Casement
Double Hung
Fixed M I Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1
Awning
Pass Through
Projected
Mullions M I Windows & Doors 5764 Verical Alum Mullion— FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category / Subcategory Manufacturer Product
Description
Florida Approval #
including decimal)
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FL13223.2
Soffits Aluminum Coils, Inc Coils Soffits FL12194.1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E,P.,S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles IKO Industries, LTD Asphalt Shingles Cambridge FL7006.1
Underlayments Warrior Roofing 16 and #30 Roofing Felt FI.2346.1
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents
Other
June 2014
Category/ Sub ca tegory Manufacturer Product
Description
Florida Approval #
include decimal)
5. Shutters
Accordion
Bahama
Colonial
Roll up
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Con.nectors
Anchors
Truss Plates
Engineered Lumber
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signature
Applicant's Name L4
Please Priint)
June 201.4
Florida Building Code Online https://www.florid.abuild.iiig.org/pr/pi_app_dti.asp,x?paraiii wGEVX'4
7" sw
ia,' q
U
BCTS Home Log In User RegKtraUon Hot Topics Submit Surcharge Stats &Facts Publications FBC Staff acts Site Map Links Search
d
U It
USER: Public User
Produc Approvaldb'810
D, r
i,2—iu,LA ma ,Al NI rn! > > -Aj2plL@-Ccinj_isL > Application Detail
MITI, 7, r"r,77"I'l
FL8871-R8FL
4M
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/ Phone/ Ema it
Authorized Signature
Technical Representative
Address/Phone/Email .
Quality Assurance Representative
Address/Phone/ Email
Therma-Tru Corporation
118 Industrial Drive
Edgerton, OH 43517
419) 298-1740
rickw@rwbidgconsultants,com
Vivian Wright
i-ickw@rwbidoconsultants.com
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2021
Validated By Ryan J. King, P.E.
Validation Checklist - Hardcopy Received
Certificate of Independence F.aa7l—g LCQI—(b)..;grt.i..ficate..of..Independence.pof
Referenced Standard and Year (of Standard) Standard Year
ASTM D1929 1996
ASTM 02843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
1 of 4 4/15/20,18, 4:47 PM
1pi-ida BDilding Code Online4nI
littps://www..floi-idabuilding.org/pr/pr—app—dtl.aspx?parani wGEVX...
Equivalence of Product Standards
certified By
Sections from the Code
Product Approval Method
Florida Licensed Professional Engineer or Architect
FL8871 R8 E(juiv (b)
Method 1 Option P
Date Submitted 10/17/2017
Date Validated 10/17/2017
Date Pending FBC Approval 10/19/2017
Date Approved 12/12/2017
qm.,T,a,ry of,. ?T.949c.t. s,
J- FL Model, Number or Name Description
8871.1 a. "ClassicCraft Rustic" Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ.- Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See INST 15871.1 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions.
8871.2 1 b. "ClassicCraft" or "ClassicCraft
Rustic" Series
Limits of Use
Approved for use In HVHZ, Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See INST 8871.2, for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions.
1.3 c. "ClassicCraft" or "ClassicCraft
Rustic" Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for, use outside HVHZ*. Yes
Impact Resistant. Yes
Design Pressure: N/A
Other: See INST 8871.3 for Design Pressure Ratings by
specific model and for any other additional use limitations
and installation instructions. (For FiberClassic and
SmoothStar sidelite5, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation,)
8871.4 d. "ClassicCraft" or "ClassicCraft
Rustic" Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See INST 8871.4 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
T6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door
X) - lnswing or Outswing
Installation Instructions
Verified By:. Lyndon F Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
Created by Independent Third Party: Yes
T6-x 8*0 "Im. pact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Installation Instructions
EL18-871_R.8 11 (b),,,l,nst..887L.2..pd f
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
Created by Independent Third Party: Yes
3'6 x WO "Impact" Opaque Fiberglass Single Door with
Sidelite (OX or XO) - Inswing or Outswing
Installation Instructions
jnst..8871.3j?df
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports.
F.L88?I_R.8-AE dfjb) Eyaj_8871,3..p
Created by Independent Third Party: Yes
T6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelites.(OXO) - Inswing or Outswing
Installation Instructions
Verified By: Lyndon F. Schmidt, RE, 43409
Created by Independent Third Party: Yes
Evaluation Reports
Created by Independent Third Party: Yes.
2 of 4 4/15/2018, 4:47 PM
Florida Building Code Online li.ttps://ww",.floridabuilding.org/pr/p_app_dtl.a px?pat-ani==kvGEVX.V.
stained or painted within six months of installation.)
8871.5 e. "Fibei-Classic" or "SmoothStar"
Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See INST 8871.5 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions.
8871.6 1 f. "FiberClasslc" or "SmoothStar"
Series
Limits of Use
Approved for use in HVHZ, Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N[A
Other: See INST 8871,6 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.7 g. "FiberClassic" or "SmoothStar"
Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant, Yes
Design Pressure: N/A
Other: See INST 801.7 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions. (For FiberClassic and
SmoothStar sidelitesi this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
TO x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Installation Instructions
FI-88ZI-13q.-II-LbUrL st Zj.,.S.pdf
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
EM 11 RS-AEM-Evg 18fi 1 5. df
Created by Independent Third Party: Yes
TO x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelite (OX or XO) - Inswing or Outswing
Installation Instructions
FL8871 R8 11 I.n.st Q187A..-6.pdf
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
Created by independent Third Party: Yes
Y0. x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelites (OXO) - Inswing or Outswing
Installation Instructions
FI-887k-M n df
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
6871 118AE (0) Eval 8571.3,ptif
Created by Independent Third Party, Yes
8871.8 1 h. "FiberClassic", "SmoothStar", 16'0 x WO "Impact" Opaque Fiberglass Double Door (XX) -
ClassicCraft" or "ClassicCraft Inswing or Outswing
Rustic" Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See INST 8871.8 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and Installation instructions.
8871.9 i i. "FiberClassic", "SmoothStar",
ClassicCraft" or "ClassicCraft
Rustic" Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Ste INST 8871.9 for Design Pressure Ratings by
specific Model and for any Wier additional use limitations
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
I.. I..
Installation Instructions
FL8871-R 3-11_fb)-Lqg
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by independent Third Party: Yes
Evaluation Reports
FLa87j-RB_&jz-(b) Eval 8871.8. p df
Created by Independent Third Party: Yes
6 . 0 x WO "Impact" Opaque Fiberglass Double Door with
Sidelites (OXXO) - Inswing or Outswing
Installation Instructions
F 1R8 ILMI ... J .. .... -.1 (b) InSt 857A 9,pdf
Verified By: Lyndon F. Schmidt, RE, 43409
Created by Independent Third Party: Yes
Evaluation Reports
FL8187-1—u AE (b),_EY-al B87L9.paf
Created by Independent Third Party: Yes
3 of 4 4/15/2018, 4:47 PM
Florida Building Code Online https//www.floridabuildii)g.org/pr/pT =wappjtl.aspx?param GEVX...
Contact Us :: 2601 Blair Stone Road, Tall"i Phone: EISOAQZ-
The State of Florida is an AA/EEO employer. tppvriaht'2007-2013 State_qLE1gjV . a. Accessiblity5ta tCMS.nA :: Refund Statemen
Under Florida law, email addresses are pubk records. If you do not want youre-mal 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 rnarl. If you have any questions, please contact 850.497.1395. Pursuant to Section
455.275(l), Florida Statutes, effective October 1, 2012, Frensees licensed under Chapter 'zil5t, 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 a . valtatil . e to
I
the public. To determine if you are a licensee under Chapter
455, F.S., please click he[g_
Product Approval Accepts:
M M1 99 LRIHRl E
Credit Card
Safe
I
4 of 4 4/15/2018, 4:47 PM
SN"1100TH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTSWING
GENERAL NOTES "IMPACT"
I This product has been evaluated and is in complioncewith the , 6th Edition (2017) Florida Building Code (FEC)
structural requirements including.the "High Velocity Hurricane ZoneP(HVi
2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base materiol shall be
beyond wag dressing or stucco.
3. When used in the "HVHZ'this product complies with Section 1626 of the Florida Building Code and does not require
an impact resistant covering.
4. When used in areas outside of the `HVHZ'requiring wind bome debris protection, this product complies vAth FBC
Sections 1609.11 & R301.2.1.2 and does not require an impact.resistant covering. This product meets missile level "i
and includes Wind Zone 4 as defined in ASTM, E 1996 and FBC Sections 1,609.1.2.2 & R301.2.1.2.1.
5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry
construction.
6. Site conditions that deviate from the details of this drowing require further engineering analysis by a licensed
engineer or registered architect.
7. Outswing configurations us ing coastal sill. item # 4 under active doors meet water infiltration requirements for "HVHZ".
8. Insw[ing configurations and outswing configurations using sill item #5 under the door do not meet the water
Infiltration requirements for the `HVHZ` and shall be Installed only in non -habitable areas or at habilable locations
protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sil is less
than 45 degrees.
TABLE OF CONTENTS
SHEET# DESCRIPTION
I Typical el valions; des gn prm-ures & general notes . . ..........
2 Door panel detalls (Smooth star)
3 onri ldetals (Fiber clossict
4 izontal cross sectionsHag
5 Velical cross sectlgn see ' a
6 IFBuckand me - 2X buck masonryaa 7 s._yEFtmeanchoring - I X buck mosonry constructionIXucconstnjcficnF -8-1 B,.j of Materiels 8, Component
37.76'MAX
FRAME WIDTH i
6-00" VAX.
PANEL 1MVIDTH
X
OVE DESIGN:PRESSURE. (PSFY
OR TYPE S"
Otlrlvk, NEGATIVE.. DIMENSION
INSWING 37.75" x 98.00" 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 96.5o"l 80.0 80.0CLASSIC
See Sheet 8 tcr design pressure lirrillollons.
Pi
0
U
10 V` 0 "r 6
00 1, Z
K
OC z
0 Ln)
uy: DWS
BY. LFS
WING No
FL-8871.5
7 1 OF 8
L DETAR A -A
F S
DQQRIP'
40 Smooth star
00000000000000000000000
000 , 0 c. 0 0
000Q00000000000
00,000000000000 0000000o0000000000000000000000
0 "o 0 " 0 0 "
0000000.
oo
0 ... v
000000000000000
I 000o0oo
Panel reinforcernent
4,07'
TYP. 4
CORNERS
OF PANEL
HINGE STItE 5) 110TIOM RAII
28.86% OPEN
I AREA MAX,
NOTE: WOOD DOOR COMPONENTS: PINE fSG >= 0.42)
X.,
flit ki%,
EXTERIOR INTERIOR
2-- VER77CAL CROSS SMION
1, 2 S=L- N.T.S.
DWG, BY. J)WS
CHK. BY:
DRANM uo-
FL-8871,5
SH-ET 2_v
Iff
A
p,
EXTERIOR 607 (
61)
j
INTERIOR
T' HORIZONTAL CROSS SECTION
L DEWL A -A -j
fto —.1-1iM2 11
000000000000000000000000000000000000000000000ooccocoo000cool
00000000000000000000000
0 0 c o) "
00000000
OOOC-000
o..., 0 " s
000..
000000000000000000000000000000
L000000000000000DC0000002
DETAIL A -A
I reWorcefnent
TYP. 4
CORNERS
Of PANEL
1,53'
0 A
e-OQ,
BOTFOM.RAIL
28.86% OPEN
AREA MAX.
NOTE: INOOD E)OOR COMPONENTS: PINE (SG I>= 0.42)
0z
EXTERIOR INTERIOR
r2-'\ VERTICAL CROSS SECTION
02-4
0
12,""w
0 xzo
j
Ilt2Rzt1000
0 -
9D 6 0 &
0
isim
E: N.T.S.
sy-- DWS m
sr. LFS
mo W,
FL-8871.5
r 5-
4
I.
NTERIOR
XTERIOR
I "' HORIZO L CROSS SECVON
0,ts—ng",h.wn - insvAng
pp 'ed
Outswing hown - insyAng
ove'lc,ds_o'a-p_p_r*
5," —
z Ak
z0' n;;; Q N
0 zo
m
5 6 om
Z30
R '1 :5 x
05/2 8
N.T.S.
DING. EFY: OWS
1-114" MIN. cw. BY, LFS
DRWRG NO-' EMB. (TYP.)
FL-8877.5
0
4 or 8
0
EXTERIOR INTERIOR
rl-'\ VERTICAL CROSS SECTION
Outswing shown - insvAng
also approved
EXTERIOR INTERIOR
VEJMCAL CROSS SECTION
e g ea t' sheet I
for'HVHr water infiltration
requirements
4
7 A
EXTERIOR "'T.... INTERIOR
VERTICAL CROSS SECTION2
Shown w11X sub -buck
EXTERIOR INTERIOR
5 VERTICAL CROSS SECTION
in ng nflgrtlonVgen',',a es sheet I
for'WHT'water Infiltration
requirements
In
01% rs
INTERIOR EXTERN Z 0 0
0 M z
Q x z
6
M a: 0.
10
A4On
60 E gz t t
P,
r VERTICAL CR3 OSS SECTION
OutsMng configuration
see general nofes, sheet I
for"HVHZ"water Inffitration
requirements
INTERIOR EXTERIOR
C6:) VERTICAL CROSS SECTION
Outswing conliguration
see general notes, sheet I
for'WHZ" water infiltration
requirements
I I 1z
z
L- 0" 18
SCALE MTS
DWG. PrY.- DWS--
CHK. BY. LFS
DRkWM MD.:
W
FL—B571-5
SKET J_ Of 8
i
cp
bIZ
X
T7,
A.-
6"
z
4
L z
TYP. HEAD &
TYP, HEAD & r*1
0
9 f
3 ci
MASONRY
JAMBS MASONRY
OPENING OPENING
JAMBS
Ci1z
to
FRAME-/ XZNO
15 d 0 T-
W
2X BUCK--,, 2XBUCK
S
7-777-
U
BUCK ANCHORING H)NGE JAMB FRAME ANCHORING STRIKE JAMB
Masonry 2X buck construction
CONCRETE ANCHOR NOTES.*
I , Concrete anchor locations at Vie comers may be aa#usted to maintain the min.
edge distance to moitorioints.
2, Concrete anchor locations noted cis "MAX. ON CENTER" must be adjusted to,
maintainthe rTVn. edge distance to mortarjoints, additional concrete anchors
may be,required to ensure the WAX. ON CENTER" dimension are not exceeded.
3. Concrete anc: hor table:
kI
777
MIN, Mlhl.:'CLEARANCE MIN-CLEA RANCEchT0- CJPAPJA ENT
ANCHQP.-
ITW
1/4" 2" 4-
TAPCON
ELCO
1/4- 1. 4-
IULTRACON',
WOOD SCREW INSTALLATION NU) tY
1-Maintain a minimum 518" edge dwOnce, I end distance, & I " O-c Spacing Of
wood screws to prevent the splitting of wood. I -- — .
HINGE DETAIL LATCH & DEADBOUDEWL
Y-.. N.T.S.
iry. DWS
BY: LFS
MC NO.1
FL-8871.5
r -&j- OF 8 --
F3
1% k%N,
f . ............
6"
Z, -
7, V, AV
TYP. HEAD till
0
0
JAMBS
0 xz
z
MASONRY
OPENING
to 56 0 ILincC. k E2
z
w
C, M,
FRAME
53
I X BUCK
LATCH L DFADBOLT DETAIL
W-L zo
HINGE
S=KF JAMS a
CONCRETE ANCHOR NOTE:
1. Concrete anchor locations at th corners may Lie adjusted to maintain the min. e
FRAME ANCHORING
Masonry IX buck construction 102
GJ)
edge distance to mortarjoin
to 7 12 26
2.Concreteanch locations noted o5'MAX. ON CENTER"must be adjustedor
maintain the min edge distance to martarjoints, cdclItional concrete anchor$
may be requlred'to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
fo CLEARANCFJMI.4w WONC
Tp M SpN
12
SUE fM PMENT1. -1-1 -...:ANCHOR, EDGE,- 5/22/08
smm, N.T.S. lTw
TAPCON'
1/4- 1-1114 2" HINGEDETAfL
Dft BY. D M
ITw
TAPCONO 3/16" 1-1/,r 3- CM ffy: LFS
DRWNG ?40.:
FL-8671.5 'a0
WOOD SCREW INSTAL WN NOTES;
1, Maintain a minimum 5/81' edge distance, ?'end distance, I' o,c. spacing of
sHra 7 OFwoodscrewstopreyentthespilltirli; of wood.
M
BILL OF MATERIALS
ITEM DESCRIPTION MATERIAL
A I X BUCK SG >= 0.55 WOOD
8 2X BUCK SG - 0.55 WOOD
C MAX 1/4" SHIM SPACE
D 1/,V'X2-3/ 'PFH ELCO OR rrw CONCRETE SCREW STEEL
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORAOLLOWBLOCKCONFORMINGTOASTMC90
CONCRETE
G 3/16" X 3-1/4'PFH fTW CONCRETE SCREW STEE
J I /,f'X 3-3/4" PFH [TW CONCRETE SCREW STEEL
L 4110 X 2-1 /Z'PFH WOO5 I S'MIN. EMBEDMENT) STEEL
I INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM.1WOOD
2 INSWING THRESHOLD (IS300HPS) ALUM./COMP.
3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) AWM./COMP.
4 ASTAL THRESHOLD AI-UM,1WOOD
5 OUTSWING SIANDARD THRESHOLD ALUM./WOOD
6 INSWING THRESHOLD ALUNLICOMP.
7 DOOR BOTTOM SWEEP VINYL
8 JAMB [PINE) SG >= 0.42 WOOD
9 JAMB (OAK) SG - 0,42 WOOD
10 WEATHERSTRIP FOAM
I I HINGE
12 10X 3/4' PFH SCREW STEEL
T-i9 X 3- —PFH WOOD SCREW FEEL-
14 LATCH STRIKE PLATE STEEL
15 SECURITY STRIKE PLATE STEEL
16 8 X 2-1 17'PFH SCREW STEEL
17 8 X 3/4" PFH SCREW STEEL
8 KWIKSET SERIES PASSAGE LOCK STEEL
19 IKSET SERIES DEADBOLT (6601 STEEL
0- SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
41 DOOR SKIN 0.072THK. (SMOOTH STAR) Fy = 6,000 PSI MIN— FIBERGLASS
42 TOP RAIL (SMOYTR-S—TAR)- COMP.
43 LOCK STILE (SMOOTH STAR) WOOD/LVL
44 HINGE STILE (SMOOTH STAR) WOOD
T 60—TTOM RAIL (SMOOTH STARI COMP.
46 PANEL REINFORCEMENT 0.023'THK (SMOOTH STAR) STEEL
47 FOAM CORE POLYURETHANE
DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
61 DOOR SKIN 0.IT7;-TH—X BERC FIBERGLASS_
62. TOP RAIL (FIBER CLASSIC) COMP.
63 LOCK STILE(FIBER CLASSIC) WOODILVL
64 HINGE STILE (FIBER CLASSIC) WOOD
65 BOTTOM RAIL (FIBER CLASSIC) COMP,
66 PANEL REINFORCEMENT 0.023"THK. JFIBER CLASSIC STEEL
I I . POLYURETHANE
4.56"
T
4 ITII*
Jamb
D tHRESHOLD
InsWng adjustable
5.87'
f';'\ —THRESHOLD
k,!,) Ins,%ing self-odiust
0-
T-
THRESHOLD
OutsvAng standard
z 6
Z 00:2
ZA
Z
3cQ W
5z6
5.8F - - 43
rc0 v)
co
THRESHOLD
lrsArig adjustable
4Z7"
04 THkE HOLDutsvAngcoastalalMEAH-11M...
N
DAM 05122108
N,T.S.
DM BY: DWS711-THRESHOLD
CHK. ffy: LFS 3:.
ST 1"
Awm
S 50 P
FL-8871.5
Florida. Building Code Onlitie https://www.ilorid ibui - Idijig.org/pr/p_app_dti,aspx?para,in wGEVX.
n!n:0r1='W
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff OCIS Site Map Unks Search
d.Owk Product Approvalbpr OJO USER: Public User
App;.,WJOQ_U t > Application Detail
y'j
192"R FL # FL15332-R4U
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlihger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Sliding Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis Roberto Lomas
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urich, PE
Validation Checklist - Hardcopy Received
Certificate of Independence FL15332,R4 CO.I-.,F.L,COI.pdf
Referenced Standard and Year (of Standard) Standard Year
AAMA/WDMA/CSA 101/1 S,2/A446 2008
Equivalence of Product Standards
Certified By
Sections from the Code
I of 3 41115 2018,5 0 PM
Florida Building Code Onlirie https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVX...
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Method 1 Option D
08/11/2017
08/13/2017
08/1512017
10110/2017
FL.# Model, Number or Name
15332.1 SERIES 420 ALUMINUM SGO
Limits of Use
Approved for use in HVHZ. No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
Description
I ... . .... .......... ......................
SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NOW
REINFORCED
Installation Instructions
F 15 2, R4 0 00500E, if
Verified BY: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
R4_AE S108 7Dp df
Created by Independent Third Party: Yes
15332.2 SERIES 420 ALUMINUM SGD SERIES. 420 ALUMINUM SGD Ox, XO, XX 96"x80" NON -
REINFORCED
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOP, DESIGN
PRESSURE RATINGS
15332.3 SERIES 420 ALUMINUM SGD
REINFORCED
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Re ' sistant- No
Design Pressure: N/A
Other: REFER T 0 APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
15332.4 SERIES 420 ALUMINU
I
M SGD
REINFORCED
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No,
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
15332.5 SERIES 420 ALUMINUM SGDIREINFORCED
Limits of Use
Approved for use in HVHZ, No
Approved for use outside HVHZ: Yes
Impact Resistant; No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
15332.6 SERIES 420 REINFORCEDIALUMINUMSGD
Limits of. Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant. No
Installation Instructions
F 1.533L 1 08-004 Bf p
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
Created by Independent Third Party: Yes
SERIES 420 ALUMINUM SGD REINFORCED OXO
145-3/4"x96"
installation instructions
EL 15 3Q2_,R4_j_J.. Z4 K-, Psif
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
Created by independent Third Party: Yes
I .................................
1111-11- ...... .................................
SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX
96"x96"
Installation Instructions.
FLIS332 R4_lI__08-02249C.p4f
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Patty: Yes
Evaluation Reports
1`115,332-RI - - 4 Ar
Created by Independent Third, Party; Yes
SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96"
Installation Instructions
EL15332_R4- I 1 00 02.25_QC,,pdf
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15332. R4 A.E_51297 C,pdf
Created by Independent Third Party: Yes
SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX
96"x96"
Installation Instructions
F-1j,533,Z R4_11 0.a-00A9aEj2df
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
2 of3 4/15/12018, 5:03 PM
Florida Building Code Online https://www.floridabuilding.oi-g/pi-/p_appjtl.aspx?param ivGEVXA.
Design Pressure: N/A Evaluation Reports
Other: REFER To APPROVAL DOCUMENT FOR DESIGN ELJ$332 4AE 51AR061D.pdf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.7 SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96"
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
11 .1 ..........................
I I I -_ _. - _- -- I ......... . ... __
SERIES 420 REINFORCED
ALUMINUM SGD
15332,13 1 SERIES 430/440 ALUMINUM SGD
Installation Instructions
U-1. 5 3 3 2 R 4 1 1 0 8 0, 05_U E. p of
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Rep orts;
F L15332 R, E 5108 8 dfA —A .... . .. ......... NN-D-9
Created by Independent Third Party: Yes
SERIES 430/440 ALUMINUM SGD XXX 143"x8i)" NOW
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ. No i W_332 R IT Q5-..QD5Q2E.pdf
Approved foe use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN a153-52 _R4
PRESSURE RATINGS Created by Independent Third Party: Yes
15332 9 1 SERIES 430/440 REINFORCED
ALUMINUM SGD
SERIES 430/440 REINFORCED ALUMINUM SGD XXX
143"x9611
Limits of Use 1 Installation Instructions
Approved for use in HVHZ: No F L __RI_1L_()8-0_0503 EpSjf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No, Created by Independent Third Party: Yes
Design Pressure N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN rLI5.3.3121—R.4 AE
PRESSURE RATINGS
I-,---- I __ ___ .. ... . .................... . . .
Created by Independent Third Party: Yes
I I I ..........
Cox)_tK1,ct..Vs.:: Tallahassee EL323491 tqne: 850-487-1824
The State of Florida Is an AA/EEO employer. _QpjNjjgjh QfFi6rida :: Pr ..%.p.l_enrjg_qj; AcCe$3blfjty !tjiijenjerj
Under Florida law, email addresses are public records. If you do not want your e-maii address released in response to a public -records request, do not send electronic
mail to this entity. Lnstead, contact the office by phone or by tradWnal mail. If you have any queslJons, please contact 850.487.1395. -pursuant to Section
455.275(l), 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. Ifyou 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 f you are a licensee under Chapter
455, F.S., please click here
Product Approval Accepts:
M M .96 LEFIM__:j 0
Credit Card
Safe
WANB
3 of 3 4/1 5,L70 18, 5:03 PM
NOTES:
I . 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 SUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX SUCK IS N07 USED
DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE.
SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR
ENGINEER OF RECORD.
4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED, IN THE DESIGN OF THE PRODUCT
SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR
CALCULATIONS.
5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—TS,
6, UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS.
7. APPROVED IMPACT PROTECTIVE SYSTEM f5 REQUIREQ FOR THiS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
8, SHIM AS REQUIRED AT EACH INSTACLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE
SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4",
9 DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO
NOT REQUIRE WATER INFILTRATION RESISTANCE.
OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT
10 FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 3/5- MINIMUM EMBEDMENT INTO SUBSTRATE; LOCATE
ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
11 FOR ANCHORING INTO MASON RY/CON CRETE, USE 3/16" TAPCONS WITH SUFFICIENT LENGTH
TO :ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1 " MINIMUM EDGE
DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILUNG SCR EWS WITH
SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
13. ALL FASTENERS TO BE CORROSION RESISTANT,
14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42
B, CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI.
C. MASONRY STRENGTH CONFORMANCE TO ASTV, C-90, GRADE N, TYPE 1 (QR GREATER).
D, METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 .048" THICK MINIMUM
15. APPROVED CONFIGURATIONS: OX, XO, XX, Xpj PX, XIP, FIX
TABLE OF CONTENTS
HEET NO. DESCRIP'nON
1 NOTES
2 — 3 ELEVATIONS
4 — 10 INSTALLATION DETAILS
REVISIONS,
APPROVEDREYDMA11710" DATE
A ADDED FLANGE AND FIN INSTALL
B REVISED INSTALLATION DETAILS 08/03/15 1 R L
DErAILS
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 961,
NOTES
DIRAWM DWG NO.
V.L. 08-0224 F(I
scAL' NTS [11ATC 10/30/13 S"EU 1 OF 10
L ROBERTO LOWAS PE.
1432 WOODFORD RD LEWISVillt, NC 27023
SIGNED: 0612112017
Ml Itill" 1/'
P, - L 0 '/ tl
r, E Nq * .-Y6' ,
40TA
is,
Luis R. Lomas P.E.
FL No.: 62514
F
HE
6" MAX
96" MAX FRAME WIDTH
2) ANCHORS PER LOCATION
SEE CHART #3
FOR MBER OF LOCATIONS
REQUNIFR ED
17'. MAX
0 C.
6" MAX
T-
17' MAX
Ovc.
AX
AVE
IGHT
6" MAX
6" MAX
SERIES 420 SGO REINFORCED WITHOUT ADAPTER
EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
35.OPSF NONE
SEE CHARTS #f AND A2 FOR OTHER UNITS RATINGS
NOTES:
1. MAXIMUM PANEL SIZE., 48112"x95'
2. MAXIMUM 0,LO.:44 518'x90518"
HARDWARE SCHEDULE
LAT MOUNTED HA14DLE SET(99-04-145) AT38 3/4" ON CENTER FROM PANEL BOTTOM
IETALLIC TANDEMROLLERS (99-17-195) AT EACH END OF PANELBOTTOM RAILS
MINUM6063-T6 REINFORCEMENT IBEM ATAILL PANEL INTERLOCKS
REV I DESCRIPTION dATE APPROYM
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L
B REVISED INSTALLATION DETAILS. 08/D3/15 -L-
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
CPAP7#1
WHERE WArEP INFILTRATION RESISTANCE IS REQUIRED.
Zrr Nf)Tr c?,qi IF;-T I
Desfgn pressure chart 1p-,45
Single Panel and Total Frame VvIdth (in)
tame
Height
30.0 36,0 420 48.0
60.00 72,00 64.00 96.00
Pas I Neg Pas Neg Pas N- Pos M-19
84.0 40.0 58.4 40.0 50.9 40 O 45.7 40.0 42.0
5, -0 12' 2 48,0 40.0 43.0 39.4 39.4
9zo 40 8 1 4 1 45.4_ 40.0 40.a 37 1 37.1
r 5 IF0- 40.0 1 49,8 1 40.0 1 4' 31 38. 4 38.4 35.0 7-70-1
CHAAT#2
WHERE WA TER WFIL TRA TION RESISTANCE IS NOT REQUIRED -
SEE NOTE 9 SHEET I
Design pressure chan IpI4
Frame
Single Panel and Total Frame 'hicith (in)
Height
3 .0 3M6. 0 0 48.
in)
6 00 72.00 84.00 96.00
Pas Neg Pas Neg Pas NagI ' Po S Aeg
IflO: 4B-4 58A 50.9 50,9 4.17453 45 745.7 42 0 42.0
0a '7 E5,2 55.2 4s o 48.0 3 - 43 OM4443.043 . 39 .4 39.4
92.0 452.4
9.
52.4 45.4 45.4 40.6 40.6 37.1 371
96.0 8 49.8 43.1 43.1 38A 3 l.4 35,0 35.0
CHART#3
Number at anchor locations required
Frame
Single Panel and Total Frame VMdth (in)
Heght
xa 36.0 42.0 48.0
60.0 7Z 0 0 9&0
H&S I Jamb I H&S Jamb a b H&S Jamb
34.0 4 6 5 6 6 6 6 6
88to 4 6
92.0
96.0
E 4
4
8
1
5 6
6
a
a
6 6
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
E N'q' GRATZ, PA 17030
0. 51SERIES420SGDREINFORCEDWITHOUTADAPTER
96" X 96"
ELEVATION TATE OF
RORAWN; P G I'd REV
V.L. 08-02249 C S/ON A,
Luis R. Lomas P.E.
FIL No.: 62514
NITS DATE lo/.30/13 ISNEEr2 OF 10
L. ROBERTO LOMAS RE.
f432 WOODFORD RD LEWISVILLE, NC2 77020
434-666-DS09 Hlomaq&lawsjos.w.
HE
96" MAX FRAME WIDTH
1.) ANCHOR PER LOCATION
AT HEAD & JAMES
SEE CHART #4
FOR NUMBER OF LOCATIONS
REQUIRED
6" MAX
17"'MAX
0 C.
6" MAX
17" MAX
O.C.
kX
WE
SHT
6" MAX
6" MAX
2) ANCHORS PER LOCATION
SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT -SILL
ILL .NAIXF #4EXTERIORVIEW
FOR NUMBER OF LOCATIONS
DESIGN PRESSURE RATING IMPAC RATING
REQUIRED
35.OPSF NONE
SEE CHARTS #1 AND #2 SHEET 2 FOR OTHER UNITS RATINGS
HARD WARE -SCHEDULE
MOUNTED HANDLE SET (99-04-145) AT38 314" ON CENTER FROMPANEL BOTTOIV,
LLIC TANDEM ROLLERS (99-17-195) ATEACH. ENDOFPANEL BOTTOMRAILS
IM6063-T6 REINFORCEMENT (668) AT ALL,PANEL INTERLOCKS
REDASIONS
REV DESCR PTIDN DATE. APPRaVED
A ADDED FLANGE AND FIN INSTALLAliON 12/ 10/13 R.L
B REVISED INSTALLATtON DETAILS 08/03/15 R.L
C REVISED INSTALLAPON DETALS 06/21/17 131.,
NOTES:
I. M,4XfMUM PANEL SIZE: 46112"X 95"
2. MAXIMUM D.L.O.:445,8`490518'
CHARTA
Number of anchor location required
Single Panel and Total.Unh Width (in)
Frarne
in)
io.0 36.0 0 48.0
60.0 72.0 84.0 96.0
H&S F_ Jamb H&S Jamb H&S Jamb
84.0 4 6 5 6 6 6 6 6
88.0 4 6M 5EH&
SJamb
6 6 6 6 6
92.0 4 6 5 6 6 1 6 6
F96.0 4 6 5
M1 WINDOWS AND DOORS LLG
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGO REINFORCED WITHOUT ADAPTER
96" X 9.6"
FIN ELEVATION
V. L. 08-02249
Sc T' E NTS 10-E 10/30/13 !"— 3 OF 10
I. ROBERTO LOMAS P.E. '
14a?W"FORORDLE.WISVIL-LF,AIC270 3
434-688 a609
SIGNED: 0612112017
0
TATE OF -tzz:7
0 R vDi"
Luis R. Lornas P.E.
FL No.: 62514
RVASIONS
1/2" MIW V DESMIMON CIATE APF RaVW
EDGE DISTANCE
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
1
8 REVISED INSTALLATION DETAILS 08/03/15 Rl
1 318" MIN. C REVISED INSTALLAMON DETAILS 06/21/17 Rl.
WOOD FRAMING
OR 2X BUCK EMBET ENT
BY OTHERS
1/4"
MAX..
SHIM
10 WOOD
SPACE I 3/B" MIN.
EMBEDMENT
1/4" MAX.
SHIM SPACE
SCREW
INTERtOR
1/2 MIN.
EDGE DISTANCE
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
EXTERIOR I I I I 11 11 INTERIOR
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINTSEALANT BY OTHERS TOBE
DESIGNED IN ACCORDANCE WITH ASTM C2112
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
MIN.
ENT
Aft
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
IQ— EXTEPIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK WSTALLA TiON
SIGNED: 0612112017
Ml WINDOWS AND DOORS LLG
650 WEST MARKET STREET
FGRATZ, PA 17030 p
51SERIES420SGIDREINFORCEDWITHOUTADAPTER
96" x 96"
FRAME INSTALLATION DETAILS TAT OF -4UZ:
p. R 110' DRAWN: DWG NO. R-
V.L. 08-02249 C
Luis R. Lomas P.E.
LE NTS IDA"' 10/30/13 Is"CET4 OF 10AL. ROBERTO LOU4S P.E.
f432 WOODFORD RD LEWISVILLE NC 27023 FL No.: 62514
434-688-0609 r"jDm8Svkk.8Sp..—
METAL
STRUCTURE
BY OTHERS
1/2" MIN.
EDGE
DISTANCE
1/4" MAX
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
EXTER 11 11 11 11 INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CPOSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, By OTHERS,
AFOTSHOWAt FOR CLARITY.
2- PERIMETER AND JOINTSEALANTBY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E21172
T-
1/2" Mll
EDGE DISTA
f
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
REV I DESCRUMON DATE APPROVED
A JADDED FLANGE AND FIN INSTALLATION 12/10/1.3 R.L
B REVISED INSTALLATION DETAILS 08/03/15 R L
C REVISED INSTALLATION DE7AILS 06/21/17 R.L.
JAMB INSTALLATION DETAIL
METAL STRUCTUREINSTALLATION
SIGNED: 06,12112017
MI WINDOWS AND DOORS LLC
650. WEST MARKET STREET
g L 0
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 96" A OFFRAMEINSTALLATIONDETAILSIItKvAi7- TAT OF
A., ZCIRVD DRAWN: DWG NO. T REI
V.L. 08-02249 C A
Luis R. Lomas P.E.
FIL No.: 62514
NTS I — 10/30/13 ISH-5 :OF 10
L. ROSERTC) L OUAS RE
1432 K'OODFORD RD LE-147SVILLE, NC 2702.3
434-66806'09 14=aspIrIa—spe.com
1 1/2- MIN 1" MIN.
SEPARATION EDGE DISTANCE F
4
1 1/4" MIN.
EMBEDMENT
CONCRETE/
MASONRY
BY OTHERS 1/4" MAX
OPTIONAL
SHIM SPACE
1X SUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
3/16" TAPCON
MASONRY/
CONCRETE
BY OTHERS
eXTSRIOR 1111 1111 INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
d. 1 1/4-" MIN.
EMBEDMENT
4
27/8'- MIN I" MIN.
SEPARATION EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRYINSTALLATION
REVISIONS
OESMIPTION DATE AP OVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R. L.
REVISED INSTALLATIOI 08/03/15 R.L.
REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 1/4" MIN
EMBEDMENT
1/4" MAX,
SHIM SPACE
MIN. INTERIOR
EDGE
IN
0 E
DISTANCE
MIN
S R T, EPARATION El
3/16" TAPCON EXTEPIOR
CONCRETE/MASONRY
BY OTHERS JAME INSTALLATION DETAIL
CONCRETF-IU4SONRYINSTALL477ON
OPTIONAL 1X BUCK,
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET I
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
NOT SHOWN FOR CLARITY.
2. PERWETER AND JOINTSF-ALANT BY OTHERS TO BE
DESIGNED [IV ACCORDANCE WITH ASTM 52112 SIGNED: 0612.112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
L
GRATZ, PA 17030
SERIES 420 SGO REINFORCED WITHOUT ADAPTER a 51
96" X 96"
FRAME [INSTALLATION DETAILS TAT OF a: Z
OPAWN! NO. REY
V.L, 08-02249 C
l/,jINACALENTSIOAT' 10/30/13 1--6 OF 10 /111 1, \\
L. ROBERTO LOMAS P.E. Luis R. Lomas P. E.
1432 WOODFORD RD LEMSVILLE, AIC 2702-3 FL No.: 62514434688-0609
WOOD FRAMING
OR 2X E3UCk
BY OTHERS
EXTERIOR
10 WOOD
SCREW
I
WOOD FRAMINC
OR 2X EIUC
B. --l-
1/2- MIN,
EDGE DISTANCE
1 .5/8- MIN
EMBEDMENT
1/4" MAY. j
SHIM SPACE
10 WOOD
SCREWS
INTERIOR
0 BE SET IN
OF
VED SEALANT
MIN.
OENT
1 318" MIN.
EMBEDMENT
1
1/2" MIN.
EDGE DISTANCE
f
10 WOOD J
SCREWS
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/4" MAX.
SHIM SPACE
REVISIONS
DESCRIPTION DATE APPROV0
ADDED FLANGE AND FIN INSTALLATION 12/10/13, R.L-
REV SED INSTALLATION DETAILS 05/03/15 R.L,
REVISED INSTALLATION DETAILS 06/21/17 R.L.
1.t nf—n
JAMBINSTALLATION DETAIL
WOOD FRAMING OR2X BUCK INSTALLATION
I I:e MIN.
EDGE DISTANCE
i SIGNED: 0612112017
VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC R to
WOOD FRAMING OR 2X BUCK INSTALLATION 650 WEST MARKET STREET
GRATZ, PA 17030 E bils'..'v1SERIES420SGDREINFORCEDWITHOUTADAPTER
96" X 96"
FLANGE INSTALLATION DETAILS 4TA T E 0 F
NOTES' 00 1. is, DPAW Dw(; no. RLV
INTERiOR AND EXTERIOR FINISHES, By OTHERS, V. L, 08-02249 C
NOTSHOWN FOR CLARITY. 111110\' SOALE NTS IIATE t0/30/13 I sHELI 7 OF 102. PERIMETER AND JOINTSEALANT BY OTHERS TO BE
L, ROBERT<> LOMAS REDESIGNEDINACCORDANCEWITHASTME2112 Luis R. Lomas P.E.
1432 WO 00;:ORD RD LEWISVILLE, NC 27023
FL No.- 62514434-698-060p
METAL
STRUCTURE
BY OTHERS
10 SMS OR
SELF DRILLINC
SCREW
METAL
STRUCTURE
BY OTHERS
1/2" MIN.
DIEDGE ESTANC
EXTERIOR
tu t ul tl'N r
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WIT14 A$TM L2112
1 /4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
L TO BE SET IN
3ED OF
ROVED SEALANT
1
1/2"
MIN
EDGE
DISTANCE
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
1/4" MAX,
SHIM SPACE
REVISIONS
REY DESURPTICN
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R. L.
C REVISED INSTALLATION DETAILS 06/21/17 R,l-
JAMB INSTALLATION DETAIL
METAL STRUCTURE INS rALLA TION
SIGNED: 0612k2017
MI WINDOWS AND DOORS LLC I lilt///
R. Lo 4f650WESTMARKETSTREET
GRATZ, PA 17030 E Nqzt.
SERIES 420 SGO REINFORCED WITHOUT ADAPTER
96" X 96"
1"r4FLANGEINSTALLATIONDETAILSa -A STATE OF
10
DRAWN, NO. REY 0 R
V.L. 08-02249 c 11;1'IONA
5CALE NTS I "ATE 10/30/13 1 SHEET 8 OF 10
L ROBERTO LOUAS P.E.
1432WO013FORr)RDLLWIS'ILLE,NC27C23
Luis R. Lomas P.E.
FL NO.: 62514434468-0609 d1cmas@Irloma po wm
1 1/2' MIN 1" MIN '
SEPARATION EDGE DISTANCE
1 1/4" MIN.
44. ENT
CONCRETE/
EMBEDM
MASONRY
BY OTHERS
1/4" MAX.
SHIM SPACE
OPTIONAL
IX BUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
MASONRY/
CONCRETE
BY OTHERS
3/16- TAPCON
EXTERIOR I I I 1 11 11 INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
r 1 1/4" MIN.
EMBEDMENT
4
2 /8 IN 1 " MIN. M
SEPARATION EDGE DISTANCE
VERTICAL CROSS SECTION
CONGRETEIMASONR Y INSTAL LATION
REV DESCRUPON TE APPR-W
A ADDED FLANGE AND FIN INSTALLATION 12/l./il R.L
13 RMSED INSTALLATION DETALS 08/03/15 R,L
C RE"SED INSTALLATION DETAILS 06/21/17 R.L,
1 1/4" MIN.
EMBEDMENq
1/4- MAX,
SHIM SPACE
MIN.
INTERIOR
EDGE
DISTANCE
wit" %I; FIl El
3-
MIN, 111F 11
SEPARATION
EXTERIOR3/16- TAP ON
CONCRETE/MASONRY JAMS INSTALLATION DETAIL
v
7ONBYOTH _RS CONCRETEIMASONRY INSTALLA 7
OPTIONAL IX BUCK
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1 NOTES*
1. INTEHIOHANDEXIERtOR.FNISHES, BYGTHERS,
NOT SHOWN FOR CLARITY,
2 PERIMETER AND JOINT SEALANT BY OTHERSTO BE
DESIGNED INACCORDANCE fflTHASTWE2112
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
R L o6'50 WEST MARKET STREET 41 1,.
GRATZ, PA 17030 r, E IVq *
SERIES 420 SGD REINFORCED WITHOUT ADAPTER AD 51.
96", X 96"
1
4X=1-rr:zFLANGEINSTALLATIONDETAILS ;i"ITATE OF
DRAWN: E)WG NO. REV ORM
V.L. DB-02249 C o
NTS -E 1()/3()/13 9 OF 10 / 0/111m10E
LROSERTOLONASP.E Luis R. Lomas P.E,
DF DR i!lS'fl.'LENC270P3 FL :No.: 6251,4
WOOD FRAMING
BY OTHERS
1 1/4-
MIN.
EMBEDMENT
i
APPROVED
SEALANT
BEHIND FIN
8 WOOD
SCREW
APPROVED,
SEALANT
BEHIND FIN
8 WOOD
SCREW
1/4" MAX
SHIM SPACE
A
7/16" MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
FRAMING ORlX BUCK INSTALLATION
1 1/4' MIN.
EMBEDMENT
WOOD
FRAMING
BY OTHERS INTERIOR TRIM
1/4" VIAX
F SHIM SPACE
7/16" MIN j 1== EDGE DISTANCE F_
INTERIOR
EXTERIOR
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INS TALLA TICN
FOR SILL INSTALLATION SEE SHEETS 4-9.
REVISIONS
REV DESCWTiON DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/1.3 R L.
B REVISED INSTALLATION DETAILS 08/03/15 R, L.
C REIASED INSTALLATION DETAILS 06/21/17 R,L
1 5/8" MIN.
EDGE DIST..
TRIM 71 1 1/4" MIN.
INTERIOR EMBEDMENT
MASONRY/CONCRETE-----
BY OTHERSI'S
X BUCK BY OTHERS,
HOOK STRIP 11X BUCK TO BE
PROPERLY SECURED
I 3/16
EXTERIOR
TAPCON
PANEL INTERLOCK
HOOK STRIP INSTALLATION
MASONRYICONCRETF
1/2" Mft METAL STRUCTUR 1/2" MJN
EDGE BY OTHER
EDGE DISTANCEDISTANCE
TRIM
INTERIOR
1 3/8" MIN.
EMBEDMENT
HOOK STRIP
H K STRIPOOKSTRIP
IC SELF DRILLING
SCREW
10 WOOD PANEL
SCREW EXTERIOR INTERLOCK
EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION
ME 114L S I RUC f URE
HOOK STRIP INSTALLATION SIGNED: 0612112017
2X BUCXWOOD FRAMING
Ml WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0 51
96" X 96"
NAILFIN & HOOK IMSTALLATION DETAILS IAT OF
NOTES: RM
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, V.L.
NOT SHOWN FOR CLA RfTY.
08-02249
2. PERIMETEq ANDJOINT SEALANT BY OTHERS TO BE SME NITS OATE 10/30/13 I-EET10 OF 10
DESIGNED IN ACCORDANCE WITHASTM E2112 L ROSERFOtOMASP.E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE, NC 270,W FL No.: 62514
Florida Building Code Online https://www.floridabuilding.org/pr/pr_app dt1.aspx?param=wGEVX...
W R
A
M,
BCIS Home Log In User Registration HotTopics Submit Surcharge Stats & Facts Publications FBC Staff i SCIS She Map Links Search
Product Approval
USER: Public Userclhor411.
n > App=a-Lt > Application Detad
FL FLI5279-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments reapply 11/28/17
Archived
Product Manufacturer Clopay Building Products Company
Address/ Phone/ Em ail 8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterfield@clopay.com
Authori7ed Signature Scott Hamilton
shamilton@clopay.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Emall
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
i, Validation Checklist - Hardcopy Received
Referenced Standard and'Year (of Standard) Standard Y&aA
ANSI/DASMA 108 2005
ANSI/DASMA 115 2005
ASTME1886 2002
ASTM E1996 2002
ASTM E330 2002
Equivalence of Product Standards
Certified BY Florida Licensed Professional Engineer or Architect
7 08 0 9 eqqlK pFBCDASMA01 -df
lof7 4/15L)01,8, 5:17 PM
Florida Building Code Online https://www.fl.oridabLilldi.tig.org/pr/p.r__appjtl.aspx?parani=wGEVX:.,
Product Approval method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Go to Page
FL Model, Number or Name
Method I Option A
08/10/2017
11/29/2017
12/05/2017
15279.1 001 W3-09 DSIE-1AI71: 2050,
2051,2053j4050,4051,4053,62,
64, 65, 62G, 62LG, 64G, SDP38,
5FL38, SRP38, 134, 135, 136,
16130,6131,6133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ; Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-20 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279,2 002 W3-09 DSIE-1A471; GD15P,
GRISP, GDILP, GR1LF, ARISP,
AR11-P, ED1SR EDILP, 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).
152793 003 W3-09 DSIU-1AI71: 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/-20 PSF
Other- The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC)
15279.4 004 W3-16 DSIE-IA171: 2050,
64, 65, 62G, 62LG, 64G, SDP38,
SFL38, SRP38, 134, 135, 136,
0 0 Page I / 8 Q 10
Description
1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min,;
interior skin 29 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE@ W3 Garage Door
Certification Agency Certificate
I_15279 R5 C Letter witt,,,p Qol,.of,,contract,,.a..tid proof
ofin-, pe tjo,n,pdf
FL!52_7_9_A5jC_CAC_W
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLt5279_R5 I L6 5-ev 21" _j___Lff
Verified By: Intertek Testing Services NA, Inc.
Created by independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door
Assurance Contract Expiration Date
Installation Instructions
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.) Single -Car (up to 9'0' wide)
WINDCODE@ W3 Garage Door
Certification Agency Certificate
fbj5ZZ_R5
FLA 5279 R5 sting 1..n..t,Prtek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
fU,5279__R5__1J _104 ' 17S- ' Rey0l.pof
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODEe W3 Garage Door
2of7 4/15/2018, 5:17 PM
Florida Building Code Online https://www.floridabuilding.org/pr/p_appjtl.aspx?par-am wGEVX...
Limits of Use
Approved for use in HVHZ: No
Approved for.use outside HVHZ; Yes
Impact Resistant: NjA
Design Pressure: +20 PSFI-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).
15279.5 1 005 W3-16 DSIE-lA471: GD1SP,
GR1SR GDILF, GR1LP, AR1SP,
ARILP, ED1SP, ED1LP, 4132, 2132,
i 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 PSFI-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 1006. W3-16 DSIU-lAI71: 9130,
9131, 9133, HDP13, HDPF0,
HDPL13, 7130, 7131, 71,33, 8130,
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ, Yes,
Impact Res ' istant: NIA
Design Pressure! +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
rneets 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 requirernent for windborne
debris,regions (ref 1609.1.4 FBC).
15279.7 1007 W3-16 PAN-21`153: 73, 1500,
75, 190, 84A, 94 42, 48, 55, 42B,
48B, 55S, 4RST, 6RST, 4RSF, 6RSF
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ-. Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product Without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
1527M 008 W4-09 DSIE-1F171: 4300,
4301, 4310, 4400, 4401, HOG,
HDGL, HDGF, 66, 66G, 67, 67G, 68,
SP200, SF200, SE20G, 6200, 6201,
6203
Certification Agency Certificate
FL152-79 R5 C C C p 0 Contract and pro fA1 ... ....... woof. f
gf'Jf15pftqm19.'PdIf
fL15279 R5 C CAC W3 JsJ -, t-
Quality Assurance Contract Expiration Date
05/21/2028
Installation instructions
FL15279_ RS 1.1
Verified By: IntertekTesting.-Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artis"/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior.skin 27 go. min.)
Double -Car (9'2' up to,16'0" Wide) WINDCODE0 W3 Garage
Door
Certification Agency Certificate
FL15-_ 9 R, C,.,CAC,,Lette _vdth_prqof of contract,and proof
of inspection.pcif
UlstingjnL rU-,K pdf
Quality Assurance Contract Expiration Date
OS/21/2028
Installation Instructions
FL15279 RS If 10402,I-,Revol AfI .r
Verified BY: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evalu ation Reports
Created by Independent Third Party:
i Double -skin Insulated..PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (97' to 16'0" wide)
WINDCODE®R W3 Garage Door
Limits of Use
Approved for use in HVHZ-. No
Approved for Use outside HVHZ: Yes
Impact Resistant. No
Design Pressure: +28 PSFI-29 PSF
Other: The OPTIONAL glazing available for this product
I 1.1.11I--
Certification Agency Certificate
qontr Ct an )Mgf
FL.15279 R5 C C-AC W3 Hqing jnte jek p f
Quality Assu rance Contract Expiration Date
05/21/2028
Installation instructions
F1,15279 RS It
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 (9'21"',to 16'0' wide)
WINDCODEOP W3 Garage Door
Certification Agency Certificate
f',LI,5279__R l rmf of C.f atnl's-t T nd_prax)fL tr.
of mspeQi Tn .0-f
Quality Assurance Contract Expiration Date
05121/2028,
Installation Instructions
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 (Lip to 9'0" wide)
WINDCODE@ W4 Garage Door
Certlflcatlon Agency Certificate
FLJ.527 4_ R5 A.-r. CAI teC hP!'9,A.Qf CPnh- PLeIL -Wit Oct and,, 4 4of
Pf,.ia, eltigrlAfP_
FL15279 115 C C 1.1 ing.-Intertek.prif
Quality Assurance Contract Expiration Date
05/21/2028
3 of 7 4/15/2018, 5:17 PM
Florida Building Code Online littps://www.floridabuilding.or,-/pr/pi_app_dt)-aspx?param=wGEVX.,
meets the wind load requirements Of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 11 1,01652-13-RevIl.pof
windborne debris regions. The product without glazing DOES Verified By: Interiek 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:
15219.9 009 W4-09 DSIE-IF471: GD2SP,
GR2SP, GD2LP, GR2LP, AR2SP,
AR2LP, ED2SP, ED2LP, 4302, HDGCj
6202, SFC68, MFC68
Limits of Use
Approved for use In HVHZ: No
Approved for Use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +28 PSFI-29 PSF
Other: The standard glazing availaUe for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.10 010 W4-09 DSIU-IF171: 9200,
z 9201, 9203, HOP20, 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: +28 PSF/-29 PSIF
Other- The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact res stant requirement for
windborne debris regions. The product Without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 16M 1,4 FBC).
15279.11 1 01i W4-09 DSIUO-IK479: 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
Othen 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).
15279A2 012 W4-09 PAN-2F151: 73, 1500,
75, 190, 84A, 94, 76, 42, 48, 55,
420, 48B, 55S, 4RST, 6RST, 4PSF,
2RST,,GD55, GD5SV, GR5S,
GR5SV, ARSS, AR5SV, ED5S, ED5SV
Limits of Use
Approved for use in HVHZ., No
Approved for use outside HVHZv 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,
Gal Iery/ArtIstry/Expressions:: 2" Double -skin Insulated EPS
exterior skin 27 ga, min.; interior skin 27 ga. min.) Single -
Car (up to 9'0" wide) WINDCODE,* W4 Gat -age Door
Certification Agency Certificate
FLIS-Z79 115 C CAC Letter with roo of nt
of.i.n.sp i.p.n.polf
FL15279 R5 C (&Q_Ai 4_41sting_l.n,lerte.pdf
4u]-l-it"i Assurance Contract Expi ration Date
05/21/2028
Installation Instructions
IFL1.1527 - 9 - R5 - 11 - I - 0 - 396 ' 9 '-' B-RevO.2,,pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUP, (exterior skin 27 ga. min.;
interior skin 27 ga. rnirt.) Single -Car (up to 9'0" wide)
WINDCODE@ W4 Garage Door
Certification Agency Certificate
I'l-15279 R5 C_CAC-Letter with,.proof of contract and, p ffgp
of jrspecition...pd
FLI5279 R5 C CAC W4 isting -i riterte.k.l...).dfL - " _.,
quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
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 27ga. min.) with Overlay Single -Car (up to 9'0"
wide) WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL1527 R5 C CAC Letter wit cor.Lr _t_ 0a_ _. __ .... procifaf ac 30 p.roof
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 25 ga,) Singie-Car (up to 9'0" wide)
WINDCODEC) W4 Garage Door
Certification Agency Certificate
FLIS279 R5 C CAC LeLter with proo of contrazt: and p_raof
of in.sp. ctron.pdf
FL15279 ..R5-.,,C--,CAC W4 ListingIntertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL.15279,-.R5--11,-.300159-16-Revli.6,pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
4 of 7 4/15/2018, 5:17 PM
FIQ.rida Building Code Online https://www.floridabuildi.ng.or,-/pr/p_app_Atl.aspx?param=wGEVX,.,
15279,13 '013 W4-09 PAN-2F441; G45, GS4,
G4L, GL4, GD4S, GD4L, GR4S,
GR4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV, E4S,
E4L, ED4S, ED4L, E4SV, E41_V,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR4L, SS4V, SL4V, AR4SV, AR4LV
Limits of Use
Approved for use in HVHZ. No
Approved for use outside HVHZ, Yes
Impact Resistant: No
Design Pressure: +25 P Sl`/-32 PSF
Other: The standard glazing, available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
Windborne debris regions.
15279.14 1014 W4-09 SPO-21`449: Grand
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 wiridborne
debris regions (ref 1609.11.4 FBC)
1 .111111-1.1 1 .. ... . ....
15279.15 015 W4-16 DSIE-11`171: 4300,
4301, 4310, 4460, 4401, HOG,
HDGL, HDGF, 66, 66G, 67, 67G, 68,
SP200, SF200, SE200, 6200, 6201,
6203
Limits of Use
Approved for use in. HVHZ: No
Approved for use outside HVHZ; Yes
Impact Resistant: No
Design Pressure:,+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 requirementfor
windborne debris regions.
IS279.16 1, 0165 W4-16 DSIE-11`471: GD2SP,
GR2SP, GD2LP, GR2LP, AR2SP,
AR2LP, E02SP, FD2LP, 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 codebut
DOES NOT meet the impact resistant requirement for
windborne debris regions.
I - _. - .1.1 11.11:1
1,5279.17 017 W4-16 DSIEO-1F479:
Coachman/Settlers/Affinity
Gal lery/Artistry/Expressions; Steel Pan (min. 24 ga.) Single -
Car (up to 9'0' wide) WINDCODE@ W4,Gar.age Door
Certification Agency Certificate
EL1,52DR-5 -CCAC LgLtqu4tthPrQof of wnt'rodand-mo-of
of inspect.io.n.,pcif
F1,15279 R5_Q_,CAC_W4_Ljs.tjng Intert k p-df
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third, Party:
Pan (min. 24 ga.) with Overlay Single -Car (up to
ide) WINDCODD W4 Garage Door
Certification Agency Certificate
FLIS279 R15-CCAC.-Lettervoth proof of -contract and proof
o i specf...n jip,r;pdf
Fl
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by InclependenL 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
tL1,52 79_P5_C_CAC. Letterwith Qmof of contract_and_proof
Qfin cd n.-PefS129 Q_
F.Lj,5279,R5_C CAC,_W4 Listinq Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
ftj 5279 R ' 5 ' If 101 - 481-B-Rev13.p df
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party.
Evaluation Reports
Created by Independent Third Party:
Gallery/Aftistry/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) WINDCODEg W4 Garage Door
Certification Agency Certificate
rance Contract Expiration Date
Insta
Verified By: Intertek Testing Services NA, Inc.
Created by.IndependentThird Party:
Evaluation Reports
Created by Independent Third Party:
1111 ........... .
Double Skin Insulated EPS (exterior skin 27 ga. min.; interior
skin 27ga. mim) with Overlay Double -Car (up to 16'0' wide)
WINDCODE@ W+Garage Door
5 of 7 41!15/2018,5:17 PM
Florida Building Code Clnli rie l.ittps://www.f.loridabu.ild.ing.org/pr/pr app_dtl.aspx?param=wGEVX...
Limit's of use
i Approved for use in HVHZ: No
i Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSFI-25 PSF
Other! The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
I 1 111- --- 1- 1 1 ... ...............
15279.18 018 W4-16 DSIU-1F171: 9200,
9201, 9203, HDP20, HDPF20,
HDPL20, 7200, 7201, 7203, 8200,
8201,8203
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25,5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impart resistant requirement for windborne
debris regions (ref 1.609.1.4 FBC).
15279.19
Certification Agency Certificate
FL,15,279-R5-C trqcta id prqQ
ofinspectio
FL15,27,9_..,R5.._C_CAC,_W1 ListingIntertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
F1,15279 R5 IT 103046- 7. pff
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 (97' to 16'0" wide)
1 WINDCODEa W4 Garage Door
Certification Agency Certificate
FL15229 R-5 -C QAC-Letter with -proof of.contrqc nd p oo
ofinsp tion.pdf
FLIS2.79 R5 C CAC W1.4 Listing Intertek,p.Of
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
Verified By: Intertek Testing Services NA, Inc.
Created by Independentthird Party:
Evaluation Reports
Created by Independent Third Party:
019 W4-16 DSiub-IK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (97' to
116'0" wide) WINDCODE@ W4 Garage Door
Limits of Use
Approved for use in HVHZ.- No
Approved for use outside "V"Z. 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
debt -is regions (ref 1609.1.4 FBC).
020 W4-16 PAN-2FI53: 73, 1500,
75, 190, 84A, 94, 42, 48, 55, 4RST,
611ST, 4RSF, 6RSF, GD5S, GD5SV,
GR5S, GR5SV, A115S, AR55V, ED55,
ED5SV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ- Yes
Impact Resistant: No
Design Pressure: +24 PSF/-24.5 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.
Go to Page AD
Certification Agency Certificate
FL15279__R5 C CAC Letter with.proof,of m1tractandproof
FLIS279 R5 C CAC W4 Lis ng jLntertelk.-ladf
Quality Assurance Contract Expiration Date
05/2112028
Installation Instructions
FL:1527.9--g jl_!04457-Re v 0.2....pdt
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 (97" to 16'0' wide)
WINDCODEV W4 Garage Door
Certification Agency Certificate
F.L.1 52.7.9 115 C CA.C.-Letter w tf _p1 -11.1 -
i 1 roof
of iJn5p_ectkion pAf
FL15279_ 1 Q CA W4 Listing.InteA k pclf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
5._il, [j
0 0 Page 1 /.8
9:_QxLcLcLQ5. :: M=JL 437,:=2_4
The StaLeofFlorida iSanAA/EEO emp[oyer.,(;,QqYYi Elcjjda priva.i;y StiMern enj :: Acces Refund Staternen9
UnderFlorlda law, ernailaddresses am public records. Ifyou do not want your e-mag address released in response to a public -records request, do not send e4ectronir
6 of 7 411 5/20M 5:17 PM
Florida Building Code Online littps://www,floridabu:ildi.ng.org/pi-/P_app_dti.aspx?param.=NvGEVX...
mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,139S. -Pursuant to Section
S .275(l), Florida Statutes, effertive October 1, 2012, licensees licensed under Chapter 455, F.S. m List provide the Department with an emal address if they have
one, The am ails 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 a dcress, please provide the Department with an email address which can be made available to the public. To determine d'you area licensee under Chapter
455, F.S,, please click
Pmdwct Approval Accepts:
M 0 W_ H El
Creoit Card
Safe
OEM=
7 of 7 4/15/2018, 5-17 PM
REV DATE DE=LPTM
CLASSIC, MSEO IANUL vo= D= T SEt OF w U-AW3 SHEET I OF 2Ls 09 11/30/07 ADDED DIED NE04M. COMBINED CLOPAY, WOLAES. AID MEAL MIN
1" 11,10 08/08/05 ADDED M/N 428. 485. 553
wil TO le 7 It i W;a; 75 '310' 10/21/08 AWED M/W 4F
13 a/2010 UpaArm MODEL TAME.
T1- --P 14 j /2012_ REVISED "NO SPEED TABLE FOR
IWL
Dam OPTIONAL GLAZING WAY BE STANDARD OR IMPACT 15 4/2012 ADDED impAcr mmsTANT OMON.
RESWANT GLAZING. SEE SECTION B—S FOR
WAY a=. mw,
DUAILS
LLE"Y' mAx. STANDARD SZE 15 42—T/2'.16". IMPACT
m v.U3 (SEE RESISTANT GLAZNO IS
A. .OXW E 3' U-
WILaHOUSE,
3KRT .. FA,
A, Elm, EM. In, -
w 4K Oct TTuIt AY m DOOR
P.Tam TCKI_L MMEM
TO". MIT- -&-n
witt V' 3" TALL U—W
k—A f5IQE \qEA) 20 Gk CALV STEEL
MIN, YEILD STRENGTH: 50 KS1
IjMAMA" 2" THICK
V
L=
12 GA. GAILY. STEEL TOP
ROLLER RACKET. EACH
BRACKET13ATTACHED W/(4)
014XB/8- SHEET MLrN_
SHIP LAP JOINTS. SCREWS.
Us— A4 —i I
L- \- OUMOE KM LOW
ww.
m.e w,tT Rw mm m. 't.'wzE No=
W51ED-PWAO. 13 ALSO APNIINED.
SEE SHEET TWO FOR
IMPACT RESISTANT CONSTRUCTION DETAIL '*A'*
AND STANDARD CONSTRUCT DETAIL "S";
TRACK AND JAMS DETAILS.
a= —
I# DENSITY POLYSTYRENE FOAM INSULATION
1-5/16' THICK WITH VINYL HAIRML
BACKS QNSULATED MODELS ONLY)
25 CA. MIN. GALY. STEEL SKIN
WITH A BAKED -ON PRIMER,
AND A BAKED -ON POLYESTER
TOP COAT APPLIED TO BOTH
Tw, — __ — -,"1' 1. —
BY A W,
ME MPC; PAN-2f
GNi ENWNESt UAW WESTEWIELD. P-E,
10116pay
49585 DUKE BLVD.
DATE, 1/3/97
UDA P.E, 148495 Building Products MASON. OH 45040 "" 'Y' JAC
513) 770-4800 - P.E. f2383Z Compar , CKOKED BY,
S P.E_ p1513 O C.P-tkm At fagmt, R-d. mww
Q)R11jE_""R1'1 FFIROMDUCT AP FD)Ri0J'V,,_%\L 45'23'7c
14 GA. GAL). ROLLER HINGE.
EACH HINGE FASTENED TO END
SIFILES WITH (,L) #14x5/8*
SHEET METAL SCREWS AND (4)
1/+"x1,/+ - SELF TAPPING
SCREWS. SEE VIEW "S",
3' TALL x 20 CA. CAM STEEL U-BARS IN
A 2- 1-2-1 PATTERN (I.E. TWO U-aARS
ON BOTTOM SECnON, ONE U-W ON NEXT
I
SECTION ETC.). EACH U-W ATrACHED
WITH (2 1/4'3/4" SW TAPPING SCREWS
PER STILE LOCATION.
13 GA, GALV. STEEL BOTTOM BRACKEt
ATTACHED WITH (2) #14.5/8- SHEET METAL.SCREWS.
ALUMINUM EXTRUSION
ANYL WEATHERSTRIP.
DESIGN LOAD$: +24.0 PSF & -24 5 PSF
TM LOADS: +36,0 PSF & -37.0 PSF
VINDLOAD RA
1 6'0"W x 16'0'HW4T.. I " " ' '
1PTIa* CLASSIC AND CH RP STEEL PAN
DOUBLE -CAR, 16'W +24/-24.5 PSF
Duvm kwum ,
B 101711 1-16C
r,,RRAGE two ps
Mae" GA n 4
GLOW
Am msv
W LAD L,4
i* ITT, 6,9# WZWBE
TO
itla E"'offoo MOOO
to
OR4-k3- TAKON SCREW W 17- 12-000 M At*, OENCWO 09
I , " 04. s R5OLRRED tNITH
TO DAIRA --l- UCEN!oED OE— WaMI'lle"M61 . MPROVE LTERMAM FAMENERS
ANa/m w cwwmnmm
ntut:Im
t;TOp A W DOOR oWALLER (TO SM
m, mm END w"
TOUkA
IMPACT RESISTANT ASSEMBLY DETAILS
C,RAVANG 1017, I.A
SECTIO14 B-g..OMPACT-RMSTANT QLAZINC QPTIQN
r RAN
I'RAME 4 oLAI%NQl
ARE
CODE &Q M= C WAET-RMWANT REVA (RCF.
STANDARD, ASSEMBLY DETAILS
oFtAWIPAG I a 171 1 -B
SECTION B-B (MON-IMPACT RESISTANT GLAZING OFTIQN
t— FRAME WPH UV. EDAM; ON WTS*E %W
NODE THAT FRW IAWE'M .100M THAN
Cr RESWANT FRAMIL
MOLDED *MM
LRE RIET"m
GARD 6REM13LY CONURWLT-10ft9M . = ='p, — — PLAsom mx OR
2 FLksmc . ccOlwANCIE `MTH WA
2w. THE EN'tuot DOOR lummy INWALLED IN —L
wn Tkis s87DON THE IMND LEMO R2EQARRE-EM
OF INE rLoNioo, euxaNG com ON, wnmAuwm
sull4m EDD THE
11. RE&X&W"MQ6QRNlE
w. avpm Is m/mc).
L, cA, v. ootLER -GE EAN wwm
TEX TO Em mm — (4)
H. To o-, METAL $$M (4)
sar
r I* BALL 15HORT !mEM sm R=ER
looeEL ON w loDE
1166NE WOE$? SU=qMgtarFt:KlVV= K "o'
C W 1 OR
AND 0 ACCORDA"M AlM CURWO WLDW DOM FOR `NE U"O"
Ltm ON 'HE 0—
NE- IATE
SHEET 2 OF 2
elepay
SM5 DUKE BLVD
ilding Froducts MASON, OH 45M
513) 770-4PW
MIL TRACK CONFIGURATION
ABOVE THE DOOR OPENING
DOES NET AFFECT THE WHO
LOAD RATING OF THIS DOOR.
O"'O"'A" TRNN W W
DOW Wvwl m ITO
L"R To, H—
13 CALV STEEL FIAA ORA-ET
M. 1 TO ,000 iwe —
DOUBLE 140"VON"AL
TRACK116*11-5/a* WOOD LAO ScRm.
IDOOR I
TRACK
PnON
TV. OA. coov Ma TRACK W---
WoRaorm m sov-
HEADROOM AYAA
U&ML
OR7ONTAL TiNuElc PORT
Doofts DOER S' 'AM DOOR
1 3) SIW-516'14o SWL&
2- X ISMC TPACX.
TWKNm- m'
3w RTM 'R'R R"
R'SUE - TO to: mtqo aIT= = m . a" "0. 10;r, K=
TOO aw.—IX0,
W."am. — T-
m Doom MR
W-0, HWHI TR=
cownuRX"O. NOT
txcm u,tmAto, SP-0
T FACTOAX
M MORE WAR, IF RQEL
DESIGN LOADS: +2CO PSF -24.5 PSF
TEST LOADS: +36.0 PSF & -37.0 PSF
v MINX= RAT MGI MAX MOR Sl ZF
IPC: FAN-2F153 w 4 I 1 'O'W . IWO*H
TEI 1/3/97 CLASSIC AND CH RP STEEL PAN
DOUBLE -CAR. lWW +24/-24.5 PSFAWNsl JAC
B 101711 -J ECKED 0 WIN
Florida Building Code Online https://www.floridabuilding.org/pr/p_app_dti.aspx?parain—wGEVX..,.
70
A
01asm. T',
SCIS Horne Log In User Reglstt-aVon HotTbp cs StibmkSurcharge StatskFacts Pubfications FBC St2ff 11CIS Ste Map Unks Search
r .4k Product Approval0USER: Pubk Use,
e /J
Pr0wilknornmILM-ouy > ptoriWj AP j pr;,qpi O,Lst, Application Detail
Y" N 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 MI Windows and Doors
Address/ Phone/ Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@mjwd.com
Technical Representative
Address/Phone/Emall
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Single Hung
Compliance Method Certification Mark or Listing
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
Validation Checklist - Harcicopy Received
Referenced Standard and Year (of Standard) Standard Yea r
AAMA 506 2011
AAMA/WDMA/CSA 101/1.S 2/A440 2008
AAMA/WDMA/CSA 101/i.S.2/A440 2011
Equivalence of Product Standards
Certified By
Product Approval Method Method I Option A
I of 4 4/13LM IS, 7:05 AM
Florida BUilding Code Otiline htq)s:Hww.w tI.oridabuildi.iig.org/pr/Pi,_4pp dtl.aSPX?Param=wGEVX...
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
01/15/2018
01/15/2018
01121/2018
S.P,m.ma,ry..o.,f.,Pro.ducts-",. . . . . .... ....... . . .. -
FL # I Model, Number or Name i Description
117499.1 185 SH j 36x84 Fin/Flange Frame
Limits of use I Certification Agency Certificate
Approved for use in HVHZ: No I s - 18 -5 -5 H -ffib)-LmwpCIWin
Approved for use outside HVHZ- Yes
Impact Resistant: Yes,
Design Pressure: +55/-55
Other- R-PG55*, Missile Level D,,Wind Zone 3. Glass to be
bedded in Pecora 896 sealant.
17499.2 185 SH
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +60/60
Other; R-PG60
17499.3 185 SH
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design. Pressure. +60/-60
Other: R-PG60*
17499.4 1185 SH
Limits of Use
Approved for use in, HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +60/-67
Other: R-PG60*
IG/SG Impact Single Hung
F0.7499-R3-
FL.11.71+991--113 5 SW Uarlgp.IrrpAd
C3
FLI 7499 SH ayl. g Irp
Quality Assurance contract Expiration Date
10/17/2018
Installation Instructions
fjj.749_R3_jt
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
Lj 7 4
Created by Independent Third Party: Yes
52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Certification Agency Certificate
FL.171.499R3 C CAC APC(j. 361),E 26 01-109.:117-g 85
Fir.17499-jED CAC Ml,-Windgo-5
F. IXJ-749,9-R 3-C-j7AC—M IZ), Pof
FIJ.7499 R3 f _Windows 85SH YImge)
U01-P f
Quality Assurance Contract Expiration Date
lo/08/2018
Installation instructions
FL17499 R 11 08- 2 1 pdf
Verified By: Luis R Lomas PlE-62514
Created by Independent Third Party: Yes
Evaluation Reports
F.L. I.,.7..4..91 9.-,FL-.AE..51:,3 Z? -. tt pdf
Created by Independent Third Party: Yes
I
36xB4 Fin/Flange Frame IG/SG Single Hung Laminated, Glass
Certification Agency Certificate
171,17499 R3I'll, --- --l- I -1C.-C C I.Win ow t -M ... ............. d- 1.85 5.H (Finjj_
dpw,5 J,85 S H ,(Fi.n,,) p
F.1-1-1499 j113 I indCAC-M, W. ow,s. - 1:4.5-SH (Elallge)
111) P-o - f
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
ELJ....7429__R3 H..08:-0255QB.p.c!.f
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL-11749 R3-A 51332 B-5,pdf
Created by Independent Third Party: Yes
3601 Fin, Finless, Flange Frame IG Single Hung
Certification Agency Certificate
FL17499-R3 ARC 12.01 -47-.RO 185 SH199
04.25.22),pdf
Quality Assurance Contract Expiration Date
04/25/2022
Installation Instructions
2 of 4 4/13/2018, 7:05 AM,
Florida Building Code Online h.ttps://www.floridabuildiiig.org/pt-/p_app__Otl.aspx?pai-am=wGEVXt..
17499.5 185 SH
Limits of Use
Approved for use in HVHZ; No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure- +55/-55
Other. R-PG55, Missile Level D, Wind Zone 3. Glass to be
bedded in Pecora 896 sealant.
17499.6 185 SH
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +60/-60
Other. R-PG60
flj. 7-4 90-R) _11-0-81- 01131 61.37pof
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
F.L.1.749 _R39 AE_51,Af Lpof
Created by Independent Third Party: Yes
I --- ............ 1--, .1 - ................. .1-1111, 1-1- ............. - - ---------
52x72 Fin/Flange Frame IG/SG Impact Single Hung
Certification Agency Certificate
FL17499 _R-C..CAC Ml Wincto 9 - _185 S actFinIp
jpdf ---
H --1.0._
F1,17499 R3_.0 C_A C M.1 Wi, r i d o,,-v s - 18.5 Siff ffin)-impact
pdf
FLI 149-9 R!-Q-SAQ-t,1! Win o s 18 ,S an
2)...pdf
FL17499 R3 C CAC MI Windows - 185 S F Ange) ImpAqI',-,,, . ...............
5)pdf
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
Verified By: Luis R Lomas PE 62514
Created by Independent Tbird Party: Yes
Evaluation Reports
FL-17499-PQ_ AF 51 ' 3.320B-j `_pdf
Created by Independent Third Party: Yes
52xB4 Fin/Flange Frame IG/SG Single Hung
Certification Agency Certificate
FL17419 C 185
9.
FLI-741-99, R, C__CAC Win w- I., 5_ '! 9. 5H.CFjn, p fJudf
ELILL499 R3-C, CAC-M! 361 ia o H-0-D pAfwt.---_jfl5 S Fi (9j
FL1 74 13R C C tl WindowsI", - -RI 5 H (F A
Quality Assurance Contract Expiration Date
10/09f2018
Installation Instructions
fU.7499 3 1[ _08-0Z5.j.kR-
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FIL174 R3 A _-513,3225-2,p
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 FI-174LO99 C
Approved for use outside HVHZ: Yes
Tripi e-,-r
3), prJK
Impact Resistant., No
Design Pressure: +50/-50 4), wdif
Other: R-PG50* fL17499 R3 C CAC M WindoWs I Alw q14 Tii. 'rin n
17499.8 185 Twin SH
Limits of Use
Approved for Use in HVHZ. No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +45/-45
Other: R-PG45
Uj pclf
F1717499 R3 C CAC_M1 Windo. W s i -lo
OLRof
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL11499 R3 11-08-0254,,,Q.p
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
Created by Independent Third Party: Yes
I'll, - ----------- I'll. - -- . . ... ................
106x72 Fin Frame IG/SG Single Hung 10502 Flange Frame
IG/SG Single Hung
Certification Agency Certificate
FL17499__R3. C CA( nlqLooqwf - j:,5_
q,'pdf
FL17499 R3 C CAC MI Window
j
1, 749.9 R.3 --CAC,,MI.Windoy5,-,,.I..S.S.SH Tvvin_fflango,
3 of 4 4/13/2018, 7:05 AM
Florida BUilding Code Online
A .
I C littps://www.floridabuiIding.org,/pr/p_appjtl.aspx?para,ni=wGEVX...
ft,17499 RS..-C CAC' MI W aLlows - 185 SH rwin (FjonggL . .. .... .... .... . .. ..
41.0 ' f
Quality Assurance Contract Expiration Date
10/20/2018
Installation instructions
Verified By: Luis R Lomas PE-,62514
Created by Independent Thud Party: Yes
Evaluation Reports
FL174111.11 ,,4119-R:I-AE-513323B-7,p.dlfI
Greated by Independent Third Party: Yes
C 0 i; tqs Z6-Q 1 A.4wr -stoat B 9 a d-Ta 11a h 4 § i 9g_3 3 29 ? ho n _q. uT-_!a 4L
The State or Florida is an AA/EE0 employer. Cop ri h 2,QL_qA 2013 State of Florida. :: Rr taLY.St_atememt,': Ac_resi5M1ihy_aL4t§tment :: M&n_d_StA_temen
Under Florida law, emad addresses are pubic reco rd5. It you do not want your e-mail address released in nesponse to a public -records request, do not send electronic
mail to this entity. Instead, contact the office by phone or by traditional mail. It you have a n, questions, please contact 850.487,1395, Pursuant to Section
455.275(l), Florida statutes, effective October 1, 2012, licensees licensed Under Chapter 455, I.S. must providethe Department with an email address if they have
one. The emails provided may be used for ofilicial communication with the licensee. However emal addi,esses are publi record, if you do "It wish to supply a
pars.n.1 ddress,.pil.... provid. the Department with an email address which can be made available to the public. To determine if you are . licensee under Chapter
455, F.S., please click !jerp. .
product Approval Accepts:
Mr Flit], 99N ER 0
Credit Card
Safe
4 of 4 4/13/2018, 7 -.05 AM
40: - 7 S:
1 . HF FRCD C7 5i HFIRFIN IS OFSIGNED AND TO COIfl Wq.
R 1 1 Q L) HR. E M, 'C N T OF THE FLORIDA 81.ALDING CCDE, 11 S i
2. WCOD FRAIANG AND MASONRY OPENING !() BE DESIGNED AND ANCHORED TO PROPERLY
TRANS' ER A' L _OADC T STRUCTURE. FRAMING AND IlASCNRI 0,1-_N NG S 7HF
kESPONSO'LITY OF THE ARCHITE T OR ENGINLIER ()I: Rl cr); R
3. IX BUCK OVER VASClNRY/CONCRETE S CPTNOML,
4 S"isM OR SUCK THICKNIESS IS LESS THAN 1-1/2" W'INDOW UNIiS I'AUST BE
ANCHCR-D T iROU(,i TIC FRAME N ACCORDANCE W Tjl MANUFACTURER's PUBLIS'Ec
NSTAL.I.ATION INSTRuC"TIONS. AN' CHORS SHALI - HE SECUR A_Y 'ASTENED DfRECTi-Y INTO
MASONRY, CONCRETc- OR OTHER S-TRUCTUN-Al- SUBSTRATE MAT-RIAL.
NIHERE 'NOOD SUCK THICKNESS IS 1 /2" OP GREATER, qUCX SHALL BE SECURCLY
FASTENED TO MASCNRY, CONCRETE OR. O'HER SfRUCIURAI, SUSSIRAJE. WINDOW UNITS MAY
BE ANCHORED THIROUGH FRAME 10 'Sr - CURED 1,`VOCD B CK IN ACCCRDANC._ WITH
MANUFAC URER'S FUP;..ISHFO ;INSTALLATION INSTRIJCT:ONS.
6 10HERE !X BUCK IS NOT 01SED DISSJIVIL2 R MATERIALS MUST BE SEPAPA"D W.TH APPROVED
CCATLNC OR MEMBRAINIE. SELECTION OF CCOAT'wNG OR &,lEMBRANE IS 7 HE REISIION IBILITY OF
Tr'E ARCHITECT OF EINCINEER OF RECORD,
7 FJCKS SHALL EX-ZEND BEYC ND 'NINDOW INIE:R:OR FACE SO FIHA FULL FRAM.E SUIPPOrT IS
FIROvi[)rl.
FOR FZ'NSTAI_LA?C,,N SHIM AS NE DFED. FOR i RAME INSTMJATION SHIM AS REQUIRED AT
EACH ANCHOR LQCAI`ICN VIVITH LOAD BEARING SHIM. SPIM NHEPE SPACE OF llir," OR
GREATER OCCURS. MAXiklUM.ALL0',,A9LE SH;:.m SfACK 10 BE
9. SHIMS SHALL BE I ARPUED A.\O lAAOE FROM m,6,T-_RlALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABI,E LOADS.
I C;:. WIND IOAD DURATICON FACTOR Cd=l.b WAS USED FOR WOOD ANCHOR CALCULA-41CAS,
11 FR.A,%4r MATERIAL: EX RIUDED R[GIO PVC.
12.. UNFIS MUST 3E GLAZFr PcR Acriv. E.1300-04/09, SE1 SH-FET Gi-ASS DETAILS,
13. APPROVILD IAPAC'T PROTFCT V[ S STEM FCR THIS PROCUCT IN WIND BORNE
DEEIRIS RFGIGNS
14. FOR, ANCHORINC THROUGH IN INTo WOOD F'PAMIING OF, 2X BUCK USIF #8 16'00131 SCREWS
1,ViIH SUFF10F%'T I.T.NCTH TO ACH ' IEVE A I ' /4" MINIMUM, EMBEDMENT INTO SUBSTI Alt,
LOCATE ANCYiGF,"S AS SHOWN :N P11VATIONS AND INSTALLATION DETAILS.
REVIMON3
llLV D179CRIPPON DATE
I A I REV SED XN'_hQR SPACING & CHARIS 1 07 1/! 1 /1 f3 It cZ.L. I
10/02/1 R.L.
15. FOR ANCHOP'N"' THROUGH FRAME N110 INOOD FRAMING O 2X BUCK USE #10 W(,)O:)
SCREWS WITH SUFFICIENT LENGTH TO Ar-H!Elv',F A 1 1/4' MINIMUINA IABIDMEN!' . N::C
SUBSPRATC. LOCA71E ANCl-'lORS AS SHOW.',;, IN ELEVATIONS AND iNSTALI..ATION CETAr-q
16 FOR ANCHORING THR'OUCH FRAkIE \JT) MASONRYI/CONCRE.E USE 2/16" FAPCONS VIIH
SUFFICIENT l_EN,5rH l'O ACHIrVE A 1 1/4" VINIMUh4 LEIVIBEDMENT im-'O SUBSTRATE 'A'IT- 2
1112" MINIMIUIA EDGE DISTANCE. LOCATE ANCHORS AS SI'10'01N IN F!FVATCONIS AND
NSTALLATION DETAILS.
17, i. 0IR ANCHORING T-IROUGH FRAME iNTO METAL S',RLC7UfiE USE #10 SMS OR SF"F
DRIL'ING SCI,'WS VOTH SUFFICIFNI LENC H rO ACHICVE 3 TPREADS MINIVI-10 9EYONO
STRUCTURE N'ERIOR WAIL. IOCAFEANCHORS AS SHOWN N EI-E,44TIONS AND NSTA_[_A-NON
DEFAH-S,
18. ALI. FASTENERS, TO BE CORRCSION RES15TAN7.
NSTALiATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WIT14 ANCHOR
MANUFACTURER'S INSTALLATION INSTRUC-11ONS AND, ANCHORS SHALL 3E USED IN
SUBS RXTES 4117H STRENGTHS LESS THAN THE VIINWUM SFRENGIH SPEC IFIED EELOW:
A. WOOD: MINIMWA S'Eq` IC GRAV; O 3=042
3- CONCRETE: M11"IM6V COMPRESSIVYE STRENGrH OF 2,,'00 PS''
C_ MASONRY: HOI -LOINIRI-LED B OCK PER ASTIM C9C WITH Fm-2,000F`Si WNIM-Ml.
D. MEIA'.. S 1-1 R Ij CiCIR E; STEEL 18uA (,048") F'Y 33KSI/FU=52KSI OR
A!.,JrvINU,M 60,63-TI FU=3(;KS;: .049" TkCK MINIMUM
IABLE OF CONTENTS
S_'HtE_ -liall DESCRIPTION
i1---.- ..............
1 1 NOTFS
2 - .3 JELFVAT.CNS
T___l70 -INSTA'_l_,'JION DE7ATLS
SIGNED: 12,11412017
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET c R. L
GRATZ, PA 17030-0370 N'T,
0 51SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON -IMPACT
NOTES 1 TATE OF
A. ZORM0AVIN,
17777N'G' 08-02549 8
AL
j/IjllIy0\
LwIs R. Lomas P, E.
FL No. 62514
SCALE NTS 12/29/14 OF 11
L. ROBERTO LONAS RE
f432 WOMFORD RD LEWfSVILLE, AO 27023
434-656-0609
52" MAX FRAME WID-H 52" 10AX FRAME %V01H
2" MAX 16" VAX C-1. 2 MAX 2" MAX M X 2 MAX
2" I-AM—
J.-
16" 0MAXMAX
0. C.
72" I ... . .. . .. . ..... MAX
RAME FRAME
HEIGHT HEIGHT
185 ALUMINUM SINGLE HUNG WINDOW 185ALLIMINUM SINGLE 14UNG WINDOW
DESIRP-QU I DATE APPP.n_D
PE IISED ANCHOR SPAC5NG & CHNRT5 7, 5 R.L.
VISED G?ASS '0" R 0".12117 N. L
CHART#1
Number of anchor locations required
Frame Frame Width (in)
Height 18.00 24.00 30.00 1 36.00 42.00 4&00 52.00
in) b Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb
24.00 , 2 3 3 3 3 3 3 3 3 4 3 4 3
30,00' 2 3 3 3 3 3 3 3 4
L_
3 4 3 4 3
36.00 2 3 3 3 3 3 3 3 4 3R4 4 3 4 3
42.00 2 4 3 4 3 4 3 4 4 4 4 4 4
48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
54 00 2 5 3 5 3 5 3 5 4 5 4 5 4
60.00 2 5 3 5 3 5 3_
6600 11tij2 5 1 3 5 3 5 5 4 5+ 4 5
6 3 6 3 6 3 6 4 6 4
I DESIGNER EA7ERIOR VIEW
FLANGE& FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION
SEE CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #Y FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING I, IMPACTRATING
60,OPSF NONE
OTE S:
1. MAXIMUM SASH S7ZE: 1" X 36".
2, MAX MUM SASH 47 5/F*' X 32 !12".
33. 1161AX MUM. FIXED D.L,0.: 49 3/8" X 32 1/2-,
qRDINARE SCHEDULE
AT 8" FROM EACH END INTERIOR MEETING
iALA1,10E AT JAMBS
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 & FINLESS ELEVATIONS
N.G. D8- 02549
I SHNTSJ—z 12/29/14 EFr 2 OF 11
L.ROB RTO ta.IAS RE,
7432 WOODFORD RD LEWIS VILLE. NO 27023
SIGNED: 1211412017
Wliiljll
4V
F_ N'
0
TAT OF
o/till I o0'\
Luis R. Lomas P.E.
FL No.: 62514
52" MAX FRAME YIDTH
2" MAX 11)" MAX 0 0
10"
VAX O C..
72
MAX
FPAM. E
HEIGHT
1 52" MAX FRAME WIDTH DESCRI. 1—M CATE i AIPRIVED
2" MAX 2" VAX 2" MAX
REOSEL ANCHOR & C14ARJ$ 07/11/-,* R. L.
9
5P CING
RE"aspl) LASS 10/02/17 L'
2"
10"
MAX O.C.
12"
MAX
17 R A M
HEIGHT
I i iV jq
IL.................. ....... ... . . .....
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FIN INSTALLATION FIN INSTALLATION
SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS
DESIG,N PRESSURE RA TING I IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUM SASH S ZE: 511" X 36".
2- MAXIMUM SASH D.L.0,: 47' 5/8" X 32 1/2".
3- MAXIMUM FIXED D.L.', 4'. -3,/18- X -32 1'/2".
SWEEP LOCK AT 9"FROM EACH END INTERIOR MEEnNG RAIL
AND TACKLE BALANCE AT JAM BS
CHART#2
Number of anchor locations required
Frame Frame Width (in)
Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00
in) H&S Jamb H&S Jamb. H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb
24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3
30.00 3 4 3 4 4 4 5 4 4- 6 4 6 4
36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5
1 42,00 3 5 3 5 4 5 5 5 5 6 6 5 6- 5
46.00 3 6 3 6 4 6 5 6 5 S. 6 6 6 6
4.00 a 6 3 6 4 6 5 6 5 6 a 6 6 6
60,00 1 3 1 7 3 1 7 4 7 5 7 1 5 6
6 .000 1 3 1 8 3 8 4 8 5 8 5 8 1 6 1 C
72.00 1 3 1 8 3 8 4 11 8 1 8 5 8 1_6
SIGNED: 1211412017
VI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
0 95 ffSERIES135ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON -IMPACT
FIN ELEVATIONS I 0.
OR 01tDKIVN R El
N. G. 08-02549 B LNA
1/1111110\
Luis R. Lomas P.E.
FL No.: 625
I IUT 3CALFNTS1-' 12/29/14 OF 11
I. ROBERTO LOMAS R E
f432 WOODFORD RD LEWISVILLE, NO 27023
434-688-0609 didimasPfriamaspe=m
112" MIN
EDGE DiSTANCE
WOOD FRAIMING . . ........ -
OR 2x 13: "'K
BY OTHERS 1 1/4" MIN.
BACKER ROD
1 /4 MAX.
A
APPROVED
SEALANT SP cr
PIC WOOD SCREW
BACKER ROD
lk. APPR( VED
IAOOD FRAMING
OR 2X B'CK
BY 074ps
INTERIOR
VERTICAL CROSS SECTION
Sil-; TO 61 SE,
I N A q-D 0 ,
APPROVED
STRU`T'SRAI
SEALANT
1 /4' MAX,
SHM SPACE
WOOD FRAMINC, OR2X BU K INSTALLATION
NOTES:
1. INTE41OR AND EXTERIOR FINISHES, By OTHERS,
NOT SHOWN FOR CLARITY
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED INACCOROANCE Wt7HASrME21I2
F-, 11510"Is
A I REVi H) AW
P. N!"11115I) M 10 D2
1 114" 1,? iq. 1/" m;X'
FM 9 F DM RN T SPA-F
M i N INTERIORDOE
vvon
WOOD FRMIING
0 R 2X M'-K
B 0 T
BACKER ROD
HE RS EXTERIOR
FALANT
JAMS INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SIGNED: T211412017
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
P, .. L o
N
GRATZ, PA 1,7030-0370
0 6
YO—F
SERIES 185 ALUMINUM SINGLE H LING WINDOW
52" X 72" NON -IMPACT I
FLANGE INSTALLATION DETAILS TAT
0
N.G. 0 8 - 0 2 5 :4:9::=' OtIAL
Luis R. Lomas P.E.
k- 12/29/14 js'E"4 OF 11s ' NTS
L POBERTO LOMAS P.E.
143f WOODFORD RD LEMSVILLE, NC 27023
FL No.: 52514
434.5,98-0609 416 sptbmsp=— j
1 ' /2" MIP4
7-- DGE DISFANCE
OE
STR U CTt
BY OVHI
APPROVI D
SrLALANT
1/4" MAX.
S.-flM SPACE
REV,S ONS
DAT APPROIED
RIEVfSEL-) ANCHOR SPACNG e,. OmIml—ITS" 07/1 ip
REVI—ED GLASS 0/02/17 RA_
1/4" MAX
SHIM SPACE
0 S m S () p
SELF DRiL.-ING
SCREW
10 S."is CR
INTERIOR SELF DRILLING INTERIOR
j. . ............. ...........
DISTANCE
C .......... . ........... . ..... U
EXTE.RfOIR
METAL
EXTERIOR
BACKER ROD
By 07HERS &', A P P R OV E D
SEALANT
JAMB INSTALLATION OETAIL
METAL STRUCTURE INSTALLATION
SILL TO EE S",
IN A DFID
APPROVED
57RUCTURAL
ACKER ROD SEALANT
AI-RCV'
1/4" MIAX,
Sh Mlll SPACE
rV,ETA4__
STRUCTUR
BY OTHERS
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
I..INTERIORAND EXTERIORFINISHES, 8YOTHERS,
NOT SHOWN FOR CLARITY.
2. FERIMETERAND JOINTSEALANT BY 07HERS TO BE
CEStGNED, IN ACCORDANCE WITH ASTM E2112
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
0 51SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS OF
ORVREV
WG. 03-02549 8 I N1If t I \0
Luis 9. Lomas P.E.
5"c NTS 12/29/14 OF 11
L. ROBER70 LOWS FE.
1432WOODFORi)ROLE A'ISVILLE,NC27023
L No.: 62514
434 6884609 1110masPlemnaspamIn
4
D TE APPRNED
FDGE DiSIANCE17 E Z-,HOR SPACING CHARFS 07/11/15 R -
FIE I E /MASONRY r— ............. C ONC P"_'VISED CLATS 10/02/17 R. L
OTHE. H HS
V,N.
IX BLJC 4" t,,11NCPTIONAL < ------ 14 NTEK/I 6 E D lyll E
SEE NC -TES .3 - 7 EMBEDM-NT I
SHEE7
1/4" MAX.
CONCRETE/,M.ASONRY SHIM SP ACF
EN l;TH1,Rs
BACKEF. ROr, EHtv. SPACE
d., A PPROVED
Vis" T,'pcok'
3/16" APCOdN
INTERIOR
INTERIOR
2 1/2"
1-vul MIN.
T D c F
OlSiANC_
EXTERIOR
BACKER ROD
APPROVED
O'-'TlQNA'_ IX BUCK SFALAINIT
EE NOIES, 3 - 7
EXTERIOR SHEET I
JAMB INSTALLATION DETAIL
SET
NOTES:
S Ll - TO S
1. INTERIOR AND ExrERioR rfivish!Es, 6y OTHERS,
IN A 9MI OF
BACKE j; NOT SHOWN FOR CLARITY. ROD APPROVED
2. PERIMETER AND JOIN TSEALANT8Y OTNERS TO BEAill: ROVE[" --RijCT(jRAL DESiGNED IN ACCORDANCE WITH ASTV E2112A ANT /
S,
SIGNED: 1211412017
OPTIONAL IX IlUCK 4" MAX.
SEE NOTE 3 7
MI WINDOWS AND DOORS, LLC
P, LfSHIMSPACE650WESTMARKETSTREET
0370 E N'' GRATZ, PA 17030
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 51ONCRETE/MASONIRY
52" X 72" NON -IMPACTBYOTHERS
FLANGE INSTALLATION DETAILS TATE OF
DRAWN WG 110,
N. G. 9T08-0254
NAL
NTS 12/29/14 1"E 7,6 OF 11 1111
VERTICAL CROSS SECTION L"ROBER70 LOWS P.E
CONCRETEIMASONRYINSTALLAT70N 1432 WOODFORD RD LEWISVILLE NC27023
Luis R. Lomas P.E.
434-668-0609 1 FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER RRCID
APP VEF)
SEZ,i r
dACKEF ROD
APPROVED
SEALANTI
VVOOD 7RAMING,
OR 2X BUCK
By OTHER;
I ' /2" VN
EDGE D STANCE
1/4" MAX.
HIM SPACE
410 WOOD SCREIN
SIU- 10 '111 SEI
IN A ED OF
APP?CVf--D
SEALANT
MAX.
F7 SHIM SIPACE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINTSEALANTBY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
DCSMFIT?. DAIE
P.EVISED ANICHCR SPACNG &I CI ART, 07/1 1/G
P.EVISED 0 —ASS 10/02/17 RJ_
1 1 /4", MfN. 4 MAX.
EMbEDMEYN T SHIM SPACE
INTERIOR
ED GE L
SCRE-_
WOOD FRAMING EXTERIOR
OR 2X 811 ..........
By 01HERS RACKFR ROAD
APPRCVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR2XBOCKINSTALLATION
V11 WINDOWS AND DOORS, LLC
650 'NEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 1135 ALUMINUM SNG LE HUNG WINDOW
52" X 72" NON -IMPACT
FINLESS INSTALLATION DETAILS
DMWN; c; 0.
N.d 08-02549
Sa-LE NTS IDA'[ 12/29/14 ISHEZ`7 OF 11
L. R06ERTO LOMAS P.E.
1,32 WOODFOAD RD LEWI$VILL NC 270.'3
434-M8-0609 df=as@lrfom p.
SIGNED: 1211412017
0
F N * -
T CFz:-A AT
IONAL 'i
1/1/1111w0\
Luis R. Lomas P.E,
FL No.: 62514
i ETA L
STRU, 'UTE
BY OTHEPS
AF IROVFD
SEALAN7
BACKER POE
APPROVE[
SEALANI
ME k
STRUCTURE
BY OTHER
1/2 ,'.IN
EDGE DISTANCE
114 IVIAX.
SHIM, SPACE
DESUNMON DAIE P pp, OVED
RFVISE0 ANCHOR SPACING & CHARTS 7/11 1/ 16 R. L.
REYIS"D GLA S 010/02/17 ' P L.
1/4" MAX.
S;.1;V SPACE
DR
SEL DRIL2LING 10 Sims OR
SCREW DRILLIN
INTERIOR
SELF G
R SCREWS
1/2"
MIN. . . ....... . ......
EDGE,
DISTANCE
EXTEPIOR
METAiL 8ACKER ROD
STRJCT.JRE & APPRaVED
BY 071-1EPS SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERtOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY
2 PERIMETER AND JOfNTSEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SILL TO BE SET
IN A BED OF
APPROVED
STRUC-WRAL
SEA' NT5_ LA -
1/4" MAX
SHIM SPACE SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC N11111111//
650 WEST MARKET STREET L L)
GRATZ. PA 17030-C370
I SIXSERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON -IMPACT
FINLESS INSTALLATION DETAILS
OR VC NIMNN: Dwo
N.G. 08 02549 01VAL
o/l/nInO
Luis R. Lomas P.E.
777777-TE 12./29/14 1 SHIE1 5 OF .1 1
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC E7023
434-688-0609 FL No.: 62514
F'.E WNS
2 2'* M INI. REV Ap-R VED
AEDG 'DiST NCE
A REVISED ANCXOR SPACING HARTS
CCA-CR!:TF/MASONRY 9 R-71/1SED GU -SS jf, L .
BY OTHERS
O TIONAL IX BUCK
1 1 /4" MIN. 1 1/4" WN.
EMBEDMENT EMBEUMEN'TSEENOTES3 - 7
SHEET
CONCRET ---/.\,IASONRY
BY OTHERS OPTIONAL 1X &JtK
SEE NOTES 3 7
1/4" ,jAX.
I/
SHEET I
BAC _R Ron S'HIM. SPACEK
AP Rollt
SEALA
3/16" TAPCON 1/4" mAx.
31/16" FARCON SHIM SPACE
INTERIOR INTERIOR
4 f nI) 7]_
2 1 /'2
EDGE
DISTANCE
EXTEPIOR
BACKER ROD EXTERIOR &
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
5-W6WZT A O-;YINSTALLATIOIV
SILL 70 BE SE
IN A BED OF NOTES:
BACKER ROD APPROVED 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
q-'iRUCI . U RA L
SEALAN
NOT SHOWN FOR CLARITY.
T U ANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED INACCORDANCE WITH ASTM E2112
CP iONAL 1X BUICK
3 7
1/4" MAX, SIGNED: 12 1412017SHNOTE. SHIM SPACE
SHEET
MI WINDOWS AND DOORS, LLC
S 9 - L 0650WESTMARKETSTREET '\ . ..... 41
CONCRETE/MASONRY -0370
BY 'H'E_
GRATZ, PA 17030 -z-
SERIES '185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON -IMPACT
4 FINLESS INSTALLATION DETAILS 0. EtAf OF
URAIMN: Q R
I . -
N.G. 08-02549 8
VERTICAL CROSS SECTION 1! 1 '/;/ '10 lY A t
E /l/011w
CONCRETEIMASONRY WSTALLA TION
NTS 12/ 9 OF 11
L. ROBERTO LaJAS P.E. Luis R. Lomas P.E.
1432'NOODFORt) RD LEKISVILL W 27023
4.3 686-0609 C ll
FL No: 52514
APPR()vED
S -ALAN'
BEWND FIN
7 16" MN
EDGE DiSTANCE
INTERIOR
If
EXTER10i
1 1/4" MIN
ElMBFDMFNT
V,100D
F R'A M 1 N G
By OT'HERS
1/4" MAX.
S,',t SPAC[
T
ViDO D S-REW
8 WOOD SCREW
1/4" MAX
HILA C S "A'
7/16" MIN, J-
EDsE D[STANCE
APPROVED WOOD
SEAIAN7 F_ AM; N G
D 1 wN. c CTI URS
EMBEDMENT
VERTICAL CROSS SECTION
WOO FRAMING OR 2X BUCK INSTALLATION
PRCIED
A REVISFP ANCHOR 5FAQ'IN6 CHARTS 07/1 ',.,/15 1-
B REVISED CV,S 1 7 x.
WOOD FRAMING
1/4" MAX
iHlt SPACEBYOiiEPS
1`8 WOOD SCREW
v
011 INTERIOR
V, N.
MBc DY L N T
A -PROVED
SEA [_,NT
BE_flND ON
7 5 Id N EXTE510IR
JAMS INSTALLATION DETAIL
WOOD. FRAMING; OR 2X BUCK INSTALLA TION
NOTES:
L INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOKIN FOR CLARiTY.
12. PERIMETER AND JOINT SEALANT2Y OTHERS TO BE
DESIGNEO IN ACCORDANCE WITH ASTA4 E2112
SIGNED: 1211412017
M! WINDOWS AND DOORS, LLO
5 P, L650WESTMARKETSTREET 4f
GRATZ, PA 17030-0370 -,G
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 51
52" X 72" NON —IMPACT
FIN INSTALLATION DETAILS TATE OF.:
DrMN: !(ZO
N;G, 08-02549 8 /// N A L
111111ISHH, , C) O, I iNTS12/29/14 - AL. R-09FRTO LOMAS P. E. Luis P. Lomas P,E.
1432 WOODFORD RD LEWISVILLE NC 27Oa7
FL No: 625144-14-688-0609
IL -
2 3/ 16
FLANGE FRAME HEAD
CM 18501
ALUMINUM 6063-T5,050'THICK
2 5/1 6"
3 318"
t
FLANGE FRAME SILL
CM- 18502
ALUMINUM 6063- T5 055" THICK
I I
T-'rrl ---
1 3/ 4 " C'E
LOCK RAILISTILE
CM-18505
ALUMINUM 6063-T5.062' THICK
GLAZING BEA0
CM- 18535
RIGID PVC.050' THICK
1 7/ 8"
FLANGE FRAME JAMB
6U-_i - - _" _'__
ALL)MINUM 6063-T5,050" THICK
2 5/16"
T_
2 13./lq `
FINLESS FRAME SILL
CM- 18554
ALUMINUM 6063- T5.055" THICK
2 3116" -.-1
0,L—
FINLESS FRAME HEAD
CM 1855 q
ALUMINUM 6063-T5.050" THICK
2 6
3
Juj
CM- 18-509
ALUMINUM 6063-T5.0551' THICK
s.,
8
2 5/15"'
SASH BOT70M RAIL MEETING RAIL
CM-18555 CM- t85O4
ALUMINUM 6063-TS 050' THICK ALUMINUM 6063-T5,05,5" THICK
11 3/8"
15/1,3 7—
SASH STILE
cv__ _ -
ALUMINUM 6063-76.050"THfCK
15
2 3/16"
flNL4 SSFRAME JAMB
CM- 18513
ALUMINLIMSM-T5 .050" THICK
2 5/16"
FIN FRAA4E HE4D
C/0-18508
ALUMWUM.6063-T5,050'THICK
2 318"
2 3
1 /
1
L IL
FINFRAME JAMB
Fm- 10
ALUMINUM 6063-T5,050' THICK
DESCRPT101 I"
RF16SED ANCHOR SPACING &: CHAHT
13EV.ZSEDI n,!ASS 1-_,/02/17 !R,.L,
1 8 NNN. l/ 1 8 ANN.
8" ANN-
090 FVFJ BY KURARAY
METAL R.INR"CED
BUTYL SPACER
EXTERIOR
INTERIOR
1 /2" BIT-- SIL'CDNE
SEALANT
E-NG L9LC--K
GLAZING DETAiL
Ml WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030 0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
COMPONENTS
7
N.G. 08-025491 "
w
I ""', "
0
Fka NTS I IA't 12/29/14 1 SF!EE-: I I OF 1 1
L, RODER 70 LMIAS P.E.
1432 WOODFORD RD LEWISVILLE NC 27023
34 588-0609 d)-wL5I4--pe-
9 - L
7E
TAT OF
Luis R. Lomas P.E.
L No.: 62514
Florida Building Code Online https://www.oridabuilding.org/l?r/l)r_al)p_dtl.asp,k?param=wGEVX...
a
Affilp 3
F,
j
BCIS Home Log In User Registration HotTopiCS Submit Surcharge Stats Facts Publications FBC Staff BCIS Site Map Links Search
r Product Approval
USER: Public User
RrQ0Prj Ai -OVal -Iff h. E(Qd— -APPjL1,, J!5 tg.Kdi I P, It& hO., _Lj j I Appi t tailpjA9icaionDe
FL 4 FL15349-RlO
Application Type Editorial Change
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 MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Fixed
Compliance Method Certification Mark or Listing.
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Year
AAMA 506 2011
AAMA/WDMA/CSA 101/1.S. 2/A440 2008
Equivalence of Product Standards
Certified By
Product Approval Method Method .1 Option A
1 of 3 4.1'13,12018, 7:21 AM
Florida Building Code Online https:/,'W-,vw.floridabuildijig.org/pr/pr_app_dtl.aspx?pAfm=wGEVX,.
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
of Products
FL# Model, Number or Name
15349.1 185 PW
Limits of Use
Approved for use in HVHZ. No
Approved for use outside HVHZ: Yes
Impact Kesistant, No
Design Pressure: +60/-60
Other: CW-PG60
15349.2 i 185 PW
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant; No
Design Pressure: +55/-55
Other: R-PG5S
I . II II - II
15349.3 '185 PW Impact
03/2612018
03/26/2018
03/27/2018
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure, +55/-55
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass
consisted of 5/32" tempered exterior - spacer - 5/32"
annealed / 0.100 Solutia Saflex HP / 5/3T' annealed, Glass
was bedded in Pecora 896 silicone with 5/8" glass bite.
349,4 185 PW Impact
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +5S/-55
Other* FW-R55, Missile Level D, Wind Zone 3. Glass
consisted of 1/8" annealed exterior - spacer - 3/32" annealed
0.090 Solutla PVB / 3/32" annealed. Glass was bedded in
Pecora 896 silicone with 5/W glass bite.
15349.5 185 PW Impact
Limits of Use
Approved for use in HVHZ- No
Approved for use outside HVHZ., Yes
Impact Resirtant: Yes
Design Pressure: +55/-55
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass
consisted of 5/32" annealed exterior - spacer - 5/32"
annealed / 0.100 Solutia Sanex HP / 5/32" annealed. Glass
was bedded in Pecora 896 silicone with 5/8" glass bite.
Description
73 x 72 Insulated Glass
I Certification Agency Certificate
1 Quality Assurance Contract Expiration Date
04/03/2023
Installation Instructions
02357B pdf
Verified By: Luis R. Lomas, PE 62514
Created by independent Third Party: Yes
Evaluation Reports
Created by Independent Third Party: Yes
159 x 54 Triple CHS Insulated Glass
Certification Agency Certificate
Quality Assurance Contract Expiration Date
01/24/2021
Installation Instructions
FLI-5349-1110-il 08- 49 iff
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FLI1349 R10 AE 513781plf5-
Created by Independent Third Party: Yes
72 x 72 Insulated Laminated Glass
Certification Agency Certificate
FL15349--RIO C CAC-A,P-C—j-51J154.1,pdf
Quality Assurance Contract Expiration Date
06125/2021
Installation Instructions
Verified By: Luis R. Lomas, PE 62514
created by independent Third Party: Yes
Evaluation Reports
Created by.Independent Third Party: Yes
159 x 54 Triple CHS Insulated Laminated Glass
Certification Agency Certificate
171.1.5349 R.10 C C& ARC 8272.,pdf
FLI.534.9._.R.1 0 C C AC-_APC 8273,,pdf
Quality Assurance Contract Expiration Date
01/2412021
Installation Instructions
FL15349 RIO If 08-0,1614BplfI-1111— _ _
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL:15349 RIO AE 5122786.pdf11--11.1 -.11111 1
Created by Independent Third Party: Yes
96 x 60 Insulated Laminated Glass
Certification Agency Certificate
FI-15349 RIO C CAC APC7962.p f
Quality Assurance Contract Expiration Date
12/05/2020
Installation instructions
FLI.5349_..RI.0 11_08-01613B p(;f
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
2 of 3 4/t3/2018. 7:21 AN4
Florida Building Code Online https://www.floridabuildijig.org/pr/p_App_dti.aspx.?para n=z,,,vCjEVX...
4 F115.349 RIO AF 512277B.pofI - ... ............. . ......... - --l— —
1 Created by Independent Third Party: Yes
L. rL 01.!
CQDt?CVU,5 :: 269LWK Stu rie Road Tallahassee FL 3 2399 Rhon.:--45f-AB 7- 1824
The State of Flo We is an AA/EEO em ployer. Coriyriq t Z0P7-2QLj_5jt4jq_REE1orida. :: P rvacy ge bilit Statement:: Rgfun a tL-- SU - nngnt:: __g_$L_tgDgn
Under Florida law, ernail addresses are public records. V yo u do not want yo ur e-mail address released in response to a public-reco rds request, do,not, send electronic
m a 1 to this enLity. Instead, contact the office by pho ne,or by traditiona I mail. If you have a ny questions, please contact 850.487.139 5. Pursua nt to Section
455.275(l), 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 kensee. However email addresses are public record. If you do not wish to supply a
personal address,
Iplease provide the Department with an email addess which can be made available to the public. To determine ifyou are a licensee under Chapter
455, F.S., please chQk jj,
Product Approval Accepts:
MMMERM
Credit Card
Safe
3 of 3 4/13/2018, 7:21 AM
NOTES:
I . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE:
2, WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
C04TING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER. OF RECORD.
7 SUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT is
PROVIDED.
8, FOR RN 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 UN17S MUST BE GLAZED PER ASTM E1,300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINE) BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS,
SHEET NO,
1 NOTES
2 — 3 ELEVAT
4 — 12 INSTAL
TABLE OF
OESCPJPTION DATE I APP 0
REWSED INSTALLATION DETAILS 06/01/15 R L
REVISED NAME AND ADDRESS 10/27/16 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 INSTALLARON DETAILS.
15. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCREIFE USE 3/16- TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
11/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETALS.
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 0=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLEI) BLOCK PER ASTM C90 WITH Fm=2,OCOPSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU=30KSI 048" THICK MINIMUM
20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS. OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
CHARTS AND GLAZING DETAILS
DETAILS
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
0 51SERIES185ALUMINUMFIXEDWINDOW
73" X 72" NON —IMPACT
NOTES p TATE OF
0RIV.
L. 08-02357
Luls R. Lomas P.E.
NTS JDAE 09/0.3/14 1 S"EFT i OF 12
L ROBERTOLOWSRE
143P WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514
434-688-0,609
72 1/2" MAX FRAME WIDTH
6' MAX Is- MAX O.C. 6" MAX
6- MAX
I
1 0/
18"
MAX D.C.
71 1/2'
MAX
FRAME
HEIGHT
00
REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW
1 & #2 EXTERIOR VIEW
FOR NUMBER OF
ANCHOR'S REQUIRED
72 1/2" MAX FRAME WIDTH
6' MAX 18 - MAX D.C.
MAX
I I I
1/2"
MAX MAX 0 c.
1
FRAME
HEIGHT
REFER TO CHARTS SERIES 165 ALUMINUM FIXED DESIGNER WINDOW
1 & #2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PRESSURE RATING IMPACTRATtNG
60.OPSF NONE
NOTES:
i, MAXIMUMD.L.C.; 69314'X68314'
REVISIONS
REV DESICRI ON DATE I APPROMW
A REVISED INSTALLATION DETAILS 06/01/15 R. L.
8 REVSED NAME AND ADDRESS 10/27/16 R.L. I
CHART#1
Number of anchors required (With but rigid fillers)
ft.m. a width (in)
Height 24.00 1 SO.00 26.00 1 42.00 48.00 54.00 60.00 1 66.00 72. 60
in) H&S Jambl H&S Jamb IMS Jambl H&S Jamb H&S Jamb H&S Jamb H&S IJambl H&S lamb H&S Jamb
24M 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
20.00 2 2 2 2 3 2 3 2- 3, 2 4 2 4 2 4 2 5 2
36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3
42000 2 3 2 3 3 3 3 3 3 4 3 5 3 5 3 6 3
48,00 2 3 2 3 3: 3 3 3 1 3 4 3 5 3 6 3 6 3
5d.00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 A
60.00 2 4 2 4 3 41 3 5 3 5 4 5 5 5 6 5 7 5
0.0t, 2 1 4 2 4 5_3 5 3 6 6 6 7 6
7f.50 T2 2 1 5 3 5 3 6 3 6 7 5 7 5 7 7 7
CHART#2
Number ofanchors required (with rigid fillers)
Fram a Frame width (in)
Haight 01) 30.00 36'00 42,00 48.00, 4.00 ell 00 66.00 72.50
in) H&S PaMbI H&S Pamb H&S Jamb H&S Jamb H&S Lamb H&S. Jamb H&S mb H&S b N&S a.b
24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 a 2
3a000 2 2 2 2 1 2 3 1 3 2 4 2 4 2 4 2 B
36,00 2 3 2 3 3 3 3 3 3 3 4 2 4 3 4 3 5 3
42.00 2 3 1 a 3 3 3 2 3 3 4 3 4 3 4 3 5 3
40.00 2 a 2 3 3 3 3 3 3 3 L_ 3 4 4 3 5 3
54.00 2 4 I ! 2 4. 3 4 4 4 4 4 4 4 5 4
00,00 2 4 1 4 3 41 3 4 4 4 4 4 4 4 5 4
2 4 3 4 3 1 4 4 4 4 4 4 4 4 5 475,002
1,60 2
4
5 2 5 3 5 3 1 5 3 5 4 5 4 5 4 5 5 5
SEE SHEETS 4-7 FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ , _PA_17030 _
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FLANGE & FINLESS ELEVATION & CHARTS
OPAWN: DWG NO.
J.L. 08-02357
NTS 1— 09/03/14 jsm-2 OF 12
L. ROBERTO LOMAS PE.
1452 WOODFORD RD LEMSOLLE, MC 27023
434-696-0609
SIGNED: 1111512016
otlIll/l/l/
P, L o
5V
Af ? 160 ;F
CIRV
III/ II 1110
Luis R. Lornas P ' E.
FL N 0 .: 62514
71
F
HI
6' MM
72 1/2" MAX FRAME WIDTH
18" MA O.C.
6" MAX
is'
MAX O.C.
1 /2"
IAX
AME
IGHT
6" MAX
REFER To CHART #3 SERIES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF
EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2" MAX FRAME WIDIH
6" MAX 18 11 MAX D.C. 6" MAX
C5
17 F ///
181, 1
MAX O.C.
71 1/2"
MAX
FRAME 00
HEIGHT
I 1 0///
REFER TO CHART #3 -
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RA NG IMPA G T RAT/ NG
60.OPSF NONE
NOTES:
1. MAXIMUMD.L-C.: 69314"X6834'
REVISIONS
REY mscmpnoN -IRO%WD
A RVASED INSTALLATION DETALS 06/01/15 R.L.
6 REVISED NAME AND AOORESS 10/27/16 R.L. I
CHART#3
Number of anchors required fffn installs6on)
Frame Frme width (jn
I*ight 24.00 34.00 42.00 48.00 1 64.00 moo 1 66.00 72.50
jin H&S mbl JUS P.m; H&S P..b H&S 1.mb 2L&S Jmb HJS Ja.b H&S Pambi H&S Pamb H&S Jamb
24.00 3 3 3 1 3 3 3 4 3 4 3 4 3 5 3 5 3 5 3
JO.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
42.00 3 4 3 4 3 4 4 4 4 4 4 4 1 4 5 4 1 4
48.00 3 4 3 4 3 A 4 4 4 4 4 4 5 4 4
4,00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4
00.00 3 5 3 5 1 4 5 4 5 4 5 5 5 5 5 6 5
46.00 3 5 3 T533 5 4 5 1 ; 1 1 ; 1 5 5 5 5 5 6 5
71.50 1 3 1 6 1 3 8 3 6 4 6 1 4 1 6 1 4 1 6 5 8 5 6 8 6
SEE SHEET 8 FOR INSTALLA 770AI DETAILS
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
o 51SERIES185ALUMINUMFIXEDWINDOW
73' X 72" NON —IMPACT
FIN ELEVATION & CHART 0 F
A. OW0"* ORAWN; OWC NO, REII
L. 08-02357 I I Yil " ONAL
1/1111110\
Luis R. Lomas P.E.
FL/ No.: 62514
sc&r NTS 09/03/14 3 OF 12
L., ROBERTO taAAS F E.
AlOOD FRAVING
OR 2X SUCK
BY 071HERS
BACKER ROD
APPROVED
SEALANI
EXTERIOR
1 /2" MIN
EDG DISTANCE
I 1 1, 4 " M I IN
EMBFI)MENT
1/4"" MAX.
SHW SPACE
fflo Wool,) ScREW
PlIC WOOD- SCREVi
RIGID FILLER
SACKER ROD Tlh APPROVLD 1/4" MAX4LISEALANTSHIMSPACEffx
WOOD FRAMING 1 1/4" MIN.
OR 2X B CK
EM 9 ED Nl E NTzyOTIIS
1,/2 M N.
I)G * E
VERTICAL CROSS SECTION
VVOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIIN 1/4" MAX.
EMB EDME-I'll' I -i—j SHRf. SPACE
T_
1/2" MIN,
EDGE DISrANCE
INTERIOR
j . ........
1,0 WOOD
SCREW
wDn PYTERIOR
OR 2X BUICK
BACKER RODY07HERS &
APPROVED
SFAJANT
JAMB INSTALLATION DETAIL
WOOD FFWWNG OR2X BUCK INSTALLATION
VFTAI,
4-
3/47' MIN
EDCE D SIANCE
STRL;C7'u;,-,'c
BY OTHERS 1/4" MAX.
S HIM SPACE
BACKER ROD
AP ROVED
SFALANT
10 SMS OR
SELF DPILLING
SCRE-1111
EXTERIOR INTERIOR
10 SMS OR
1,ELr DRILLING
SCREW
BACKER ROD R G i D FILL' R
APPROVED
SEALANIT 1/4" MAX.
SH110 SPACE.
METAL-,
S-: -1 URE
BY OTHERS
3/4" M[N
EDG` DISTANCE
VERTIC, OSS SECTION
METAL STRUCTURE INSTALLATION
114" MAX,
SHIM SRACIE
314" Vl IN
EDGE DISTANCE INTERIOR
10 si,S OR
SELF DRILLING
J
IA E T A L
SACKER ROD
EXTERIOR
ST RUCT URE _3
BY OTHERS & APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
DATE APPR .11H)
NSIALLATION ()E7 ItA 06/01/15 1 R.L.
B 1 R VISF_-, NAME. Ar[) ADPRESS 10/27/16 RA.
NOTES:
I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOTSHOWN FOR CLARITY.
2. PEMMETER AND JO!NT.SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE W17H ASTM E21.12
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
DRAWN
L. 08-02357
SCAL- NTS J'AT' D9//03/-,4 Ism"74 OF 12
L ROBERTO I.OMAS RF
IQ- WOODFORD RD LEMSVILLE. NC 27023
SIGNED: 11115,12016
IR to
60
ayO 7TAT
ONAL0\
Q11111 i0\\
Luis R. Lomas. P.E.
11 No.: 62514
2 1/2" MIN.
ECGE 01SIANCE
DNCRETE/MASO,NRl
By OTI.LRS
7
OPTIONAL lX SUCK
SEE NO ES 3 7
E\A8FDV_lD0
RACKIF,; POD
APPROVED
SEALA
3/16" TAPCON
EXTERIOR INTERIOR
3/116" TAPCON
BACKER ROD
APPROVED
SEALANT
1/4' MAX,
IX SUCK SWIM SPACEOPTIONAL
SEE NOTE 3 -1 7
CONCREIE/MASONRY
Gy 01HERS
EMBEDMENT
2 1 2 &4 1 N.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
RE IS;QNS
Ev DESCRIPTIrN DA-1 E AFMCA0
A REMS D INSTALLATNCN DETAILS
R R ViSEI NAW. Al'401 ADDRESS 0/27/16
I l/.1", wNj
EMEEDMENT
CONCRE fE/MASONRY
RY OTHERS 1/4" -MAX,
SHH'A SPACE
OPTIONAL 1X BUCK
SEE NojES 3, -- 7
SHEET I
j; INTERIOR
NOTES:
I. INTERIOR AND EXTERIOR FINISHES, By 0 THERS,
NOTSHOWNFORCLARITY.
2, PERIMETER AND JOWTSEALANT BY OTHERS TO BE
DESIGNED W ACCORDANCE WITH ASTM E2112
2 1 /2"
MIN.
ECc
EXTERiOR
SACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
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
wr Nc. RIV
JIL. 08-02357
SC.LE NTS J'AT' 09/03/14 _ I SHEE1 5 OF' 12
L. ROBERTO LOWS P.E.
1432WCODFCROROLFWISVILLE NC27023
4 4-6M-0609
SIGNED: 1111512016
0 1//
TZ 'OF--:_Z=
z
lJ/0NALI'll II I 1 0\
Luis R. Lomcs P.E.
FL No .; 62514
WOOD FRAMN,G
CR 2X BUCK
BY C-1HERs
1 126' vift
EDGE DISTANCE
r
1/4" VN.
EMLF.DM,-:Nl
BACKER POD
MAx.
SHJM SPACE
DAPPROVI
x I HILLERSEALN'
10 WOOD: SCREW
EXTERIOR
INTERIOR
d.110 WOOD SCREW
RIGID 1ILLER
BACKER ROD
APPRODVED MAX
S E.A L-AN SHIM SPACE
w'00,', FRAIIA1,NG
OR 2X BUCK i I/ M N'
MENTOTHERSEMBFD
EDGE DIS ANCE
VERTICAL CROSS SECTION
W,)C)DIfRAMIAIGOR2Xl3UCKIIV.3TAI.LA7tON
1 1,1'4" Ml'_ I : "4 " ZMAX
EMBEDMEN1 S411,4 SrACE
T_ R:Gl l FILLER
12" WIN,
EDGE DGIANCEj INTERIOR
Rzv ofSCRIPTION, APPROVED
A N TAIAATICN 1 s F, 1.1.
3/4" I,41N
ME AL j EDGE D S7ANCE 1 B REVISED N ME I ADDRESS;
STRUI URE
B V 0 H F. R S
W SPACE
BACKER RC,
A P P RONE P:GID FILLER,
O sms OR
SEALANT
j
SEL'
EXTERIOR
SCREW
INTERIOR
4`10 SI./,S OR
SELF 0RJ:_LING
BACKER ROD
V APPROVED
RICID FILLER
S LA L 1/4' MAX.
SHIM SPA,E
4EIAL
U "t , _-" " NOTES:
I INTERIOR. AND EXTERIOR FINISHES, BY OTHERS, BY OiHERS
NOT SHOIAN FOP CLARITY
3/4 MIN 2. IiERIMETER AND JOtNT SEALANTBY OTHERS TO BE
D STANCE DESIGNED IN ACCORDANCE WITP4 ASTM E2112
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
IP" I'vx
SHIN4 SPACE
3/4"
3
1,41N.
ICID FILLER
INTERIORD!STANCC 1 i; /
1 o Woc-'D
SCREVY
sm's OR
DRILLING
f
WOOD RAMING EXTERIOR
IOETA EXTERIOR
OR 2X BUCK
BACKER ROD sipm-'-. jp BACKER RODBYOTHERS
APPROVED BY OFHERS, APPROVED
SIALANT SEALANT
JAMS INSTALLATION DETAIL JAMB INSTALLATION DETAIL
fWOODFRAMINGOR2XBUCKINSTALLAION METAL STRUCTURE NSTALLATION
SiGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. :MARKET ST. 0
GRATZ , PA 17030
0SERIES185Al -UMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TATE OF :4u
J.L. B-02 357 I,,", B V N\\\\
NITS 09/03/14 1"Ef 6 OF 12 flin I
Luis R . Lomcjs P.E. L. ROBERTO LaWAS RE
1432 WOODFORD RD LEWSVUE, NC 27023
434-668-660.9 FL No.: 62514
RLY DE SC, R I PTK,-.N ppplcve: DA" E
REvISEr' Nsv';Lt.,ATIC 4 D-E,,A'L.S
2 1/2" MoN. ......
EDGE MS7ANCE REVISED NAME AND CORES 16 i R.L.
GNCRETE/M.AS0NRY
BY CTHERS
BEDMENT
1 1/4" MIN,
OPTIONAL 1,1 BIUCK
NOCES
EMBEDMENT
3
SHEET 1
CONCRETE/.MASONRY
SACKER R)D 1 /4" AAX 0, HE— 'JAX
Si I'I -_-ACEAPPIZOVED
S —A 1 7 01,K)RONAL IX BUCK -'-"I
p F L SEE NOTES 3
r '
I
I -
ID FILI ER
SHEE! 1
31IS TAPCON
EXTERIOR INTERIOR 31116" TAI'CCN INTERIOR
3/16" 7,', PC C2 N
BAf'KER FCr)
FIGID FILLERAPP' ROV
SEALANT
1/4" MAX, 2 /244CMONALXBUCKf—I — 971 SL cv' SPACE WN, I
p
SEE NOIE 17— 7 EDGE
EXTERIORSHELETXt, DISTANCE
CONCRET E/MAS IONR
BACKER RGO
APPROVED
BY OTHERS 1/"I" IVI. N SEALANT
EMBEDVENT JAMB INSTALLATION DETAIL
0 ONCRETEIMASONR Y INS TALLA 77ON
2 VIN,
EDGE' _AGTANCE
VERTICAL CROSS SECTION
E6 Fg"A ASbN YIK iALLATION
NOTE&
1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINTSEALANT BY OTHERS TO BE
DFSIGIVED IN ACCORDANCE WITH ASThf F2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS
DrAON: rl llc 111
J. L. 08-02357
DATIALENITS 09/03/14 js"7 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEVII$VILLE, NO 2' 7023
SIGNED: 11115120115
r
OR
ONAL
Luis R. Lomas P.E.
FIL No. 625 14
112" MIN.
EDGE DISTANCE
WOOD rR.-'0ING M N.
OR 2X BUCK
BY OTHERS
EVB DMENT
77=
4 m A x
BACKLR ROD cs SHIM. FRACE
IjAP,PROVED SEA_'d
BEHIND FLNNG
10 MOOD SCREN
EXTERIOR
INTERIOR
k`0 VCOD SCREA,
R IGID FILLER
ACIFR' ROD P-v
AP'F ED SFALANI 1/ lAAX.
BEHIND F_NNGE 51111111 SPACE
C
VVOOD FRAMING MiN.
OR 2X M4CK '___
l EVIRE LIMI: N1,
BY O`H RS
1/2" kAN
DG7 DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR2X DUCK INSTALLATION
11 1/4" VIN, !/A" !,VkY.
EV. DEDVEEK7 SHIMI SPACE
CED, DISTA4 L
INTERIOR
10 wo c" o
WOOD FRAMING
OR 2X BUCK EXTERIOR
ffy BACK'R ROD &
APPROVED S:ALAN'_!
BEHIND 7LANGE
JAMS INSTALLA TION. DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
3"4" MIN
METAL
ISTRUCT URE
RY OlHffl
BACKER RCD &
APPRO'VE, SEALI NT
5EHNI) FLANCE
1/4' 10AX,
li.MV SPACE
10 SvS OR
ELF DRILLING
REW
EXTERIOR INTERIOR
0 SVS CR,
SE-11F DRILLING
BACKER F RKlr, F ER
APPROVED
L 71zz 11
114BEHINDFLANGE MAX,
SHIM, SPACE
BY 07HERS
I" MIN
EDGE DISTANC
VERTICAL CROSS SECT.I.Q.-N.
METAL STRUCTURE INSTALLATION
1/4" MAX
SHM SPACE
3/-- m I m INTERIOR
EDGE :)ISIANEE
v'D SMS OF,
SELF DRILLING
SCREVVS
M T EXTERIOR
STRjC7URE
AL
BACKER RO BY )THERS
APPROVED Sr.A:,.AtJ
BEHIND FLANGt
JAMB INSTALLATION DETAfL.
METAL STRUCTURE INSTALLA TfON
ir - ) ...... T':'N ____
I '
A _'" _V"
A REVISL NSIALL4il()N DE -[AILS IT,l L
F q VfS:`D NAVE AND A'DDRESS
NOTES;
1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY
2. PERIMETER AND JOINTSEALANT BY OTHERS T08E
DESIGNED IN ACCORDANCE WITH ASTM C2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ PA 17030
SERIES 185 A! MINUM FIXED WINDOW
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITHOUT FILLERS
DRAWN' O,
J. L. Q8-02357 r
5zAUE NTS "T' 09/03/14 15F'EmB OF 12
L ROBERTO LCAUS RE
145E WOODFORD RD LEWISVILLE, NC E7023
434-668-08C,q
SIGNED: 11115,2016
P, . L
E N 9 (p
TX0
51
ATE
0
OF
ip R I'D
Luis R. Lomas P.E.
FL No,: 62514
2 1/2" V 11, ' 5 '
EDGE bis NCE
CONCRETE,/MIASONRY
BY OTHERS
4 1 1/4" MIN.
OPTIONAL X EUCK — E1,118LDIIENT
ESSEENO
BACKER FC,0 a 1/4" MAX:
AP IRCVES SEALI:1 1 Sillik! SPACE
BEHIND R-ANGE
16" T'APcoN
E)(TERIOP INTERIOP
3/16 TAPCON
SACKER RQ() &
APrROVE.D SEALAI`,
BFH:NO ;_tANCI
OPTIONAL !X BUCK -I wx
SH.?W, PACESEENOE3 - 7
SHFF 7
CjNCRE-,E/MASONRY
BY
1 114- MIN.
FMRFT>IF.'q7
2 1 12 MIN.
EDGGE DISTANCE
VER' L CROSS SECTION
CONCRET&MASONRY INSTALLATION
REV
A PEVISEED INSrALLAI'ON DE-INfl, R.-
B REVIS-7-D NAME AND ACIDIRESS 1 10/27/16 1 R.L.
1 1 `4- WN 4-
1M6FDNIENT'
CONCRETE/I,AASOIN'R.-
a, 07HERS 114- mv'x.
k SHIM SPACE
PTQNAL IX BUCK
SEE.' NOI;S 3 - 7
EEJ 1
31/16" TAPCON INTERIOR
2 1/2"
mN,
EOGE
D I S TAN C
OACKER RC' &
PPROVED SEAt.ANT
B I ' EHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETFJMASONRYINSTALLATION
NOTES:
1, WrEMORIIAID EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2- PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTME2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FLANGE INSTALLATION DETAILS WITHOUT FILLERS
J. L. 08-02357 8
I SHEE)' 9NTS09/03/14 OF 12
L ROBERTO tOkfAS RE.
f432 WOODFORD RD LEWISVILLE, NO VMS
434-638-060.9 rlfo s@lrfcmaspe.cwi
SIGNED: 1111512016
0
10'"5
TAXZOF--9-
Luis R. Lomas P.E.
FIL No.: 52514
2" VN
DISIANCE
WOOD RAMIKIG 1/4" VIIN_
OR 2y BUCK 'EMISEDMENIT
BY OT HERS
BACKER ROD SHIM SPACE
APPROVED SEALANT
ID FILLER71', IT3zDINDFiANGF R'13
1,0 WOOD SCREW
EXTERIOR
INTERIORT-T
00 WOOD SCRE,V.
RIGfD FILLER
BACKER POD
1 /4" MAXAPPROVED5EA_AANT
BEHIND FLAN -ACES111MSP
W100D, _- . .. . ......... . ................
XCIR2 _B-
1 1/4" MIN.
BY 0,HERS
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOWFRAVINGOF ik_SUCK INSTALLATION
1 1/4' MIN N14X.
F V B ED M,,ENIT SH!M SPA'E
RCO F EIR
D
I '
STANCE,
INTERIOR
SI""S OR
SELFF DRILLING
LI
f SCREWS
D RAVING
OR TX BUCK RIOR N17-TAL
BY O-H.,Eps CCKEP ROD
RjrTURE
KIIIERS
APPROVED SEAL-,N7
BY
BEHIND FLAN E
JAMB INSTALLA TION DETAIL
WOOD FRAMING OR 2X SUCK INSTALLA TION
MEIAI -
STRUCIURE
BY 011HERS
EACK R ROD &
APPROVED SEALAN7
BFIIIND ANGE
EXTERIOR
DACKCR ROD -
AFRROVED SPALANT
BEHWD F! ANGE
4,1 MIN
EDGE D IS-ANCE
1/4" VAX.
S1.11,4 SPACE
RICID RILLER
lc sys OR
SELF ORIL.DNG
SCREW
INTERIOR
ID SMS OR
Sr LF DPILLING
BE R IL IN
RIG;D FILLER
1/4'. mAx,
SH[M SRACE
3/4' MIN,
EDOE D STANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLADON
3,'4" WN.
EDGE DISIANCE ......... ... SIGNED: 1.111512016
Ml WINDOWS AND. DOORS, LLC
0650W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
N INSTALLATION DETAILS WIT -I RIGID FILLERSEXTERIOR TATE OF
BACKER ROD & DRAWN C N0. 'oeZORVOt- I REV
Q,
APPROVED SFAI.ANT J'L. 08-02357 8
BEH!,41D FLANCE 7CALl NTS 1"- 09/031/14 10 OF 12
JAMB INSTALLATION DETAIL L ROBERTO LOUAS PZ.
METAL STRUCTURE INSTALLATION 143P WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P E.
434-688-0306? FL No.: 62514
RE" 1 . ESCRIKION I LUJE I APPROVE
S 1 0 6/01/15 1 R., 4
1 27 '!6 R,L- EnED AND ADDK SS
NOTES;
INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOTSHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1/4" MAX,
SI IIM 'SPACF
r- RIGID 9LLER
INTERIOR
CONICRE rE/`vIASCNRY
By OTHERS
OP710.'JAL IX BLUCK
SEE NOTES 3
BACKER ROD &
APPROVE6 SEALANT
BEH ND I'LAN&F
EXTERIOR
PACK"R ROD &
APPROVED SEALA14T
BEHIND FLANGE
PTICW'L 1X BUC<
SEE NCTE 3 - 7
SH..EF 1
CONCRE T_/NlAF0NRy
BY CTHERE
2 1/2" MNNI,
EDGE DISTANCE
1 i"4" TAN.
EMBEDMENT
1/4" MAX.
11M, SPACE
3/16" iAPCCI
INTERIOR
3/16" TAPCON
R GID
1 Lj /
4" MAY,
SHITO !;PAC"-.
1 1/4" WN,
ai9FDMFNT
2 1 ' /2" MIN.
E -D--E 011 S T AN C F
VERTICAL CROSS SECTION
F0_,V_C R E TEIMA S 0N R Y IAIS TA LLA T1 0N
CONCRE-1 EAMASONRY
aY OTHERS
01P'ONAL 1X BU :CK
SEE NQ'TES 3 - 7
SIHEFT I
3/16" TAPCON
A REVISED INSIALL.AflCIN DEIAILS D6 /01
s REVISEC NAM AND ADDRESS 10 2 7 6
1 11/4' MIN.
I'lal: DMIL
4" MAX.
SH1,M SPACE
RIGID FILLER
INTERIOR
2 /2
DISTANC EXTERIOR
BACKER ROD &
APPROVED SEALAN7
BEHIND FLANCE
JAMS INSTALLATION DETAIL
CONCRETE4MASONRY INSTALLATION
NOTES.*
I INTERIORAND EXTERIOR FiNISHES, By OTHERS,
NOT SHOWN FOR CLARITY.
2. FEnIA4L7514 AND JOINT SEALANT BY OTHERS TO BE
DESiONED WACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FLANGE IN57ALLATION DETAILS WITH RIGID FILLERS
D.RkMN: 79 114c".
8J.L. 08-02357
NTS 1— 09/03/14 1 1 OF 12
L. ROGERTO LOMAS P.E_
14r WOODFORDADLEMSVILLE, Af-P7G?3
434-688-M9
SIGNED: 11115 2016
0 tl llijj // 9 L
E No,
51
TacIz— iAT'
YOFa '
tt, zz
0.
Q R M ".' -G*41' S, . 1 1
ZONAL
Lois R. Lomas P.E.
FIL No.: 62514
APPROVE'
S r'
BEHIND '_TQ
6 WO,DD
S C7., Fw
3/S" MINI
EDGE D I STANC F
EXTERIOR
1 114" MI',
EV6EDMENT
V"OOD
F kAV. fli G
BY OTHERS
1/4" MAX.
SPACE
INTERIOR
1/4" MAX
SHIM, SPACE
1/8" MIN
L) G t D I S AN E
6 WOOD
WIRMANGSCREw
1/14" MI'4. BY OTHERSAPPf'.OVEG
S'EM-A\i!
BF[HIND FIN
VERTICAL.GROSS SECTION
W000 f RAMING OR 2X SUCK INSTALLA TION
WOOD FRAVINC
1/4" MAX
BY OlIHERS
S: N,4 SPACE
S,
INTERIOR
MIN.
EMBEDMENT
7
APPRO
ANT
B"'HINID F5[\,
EXTERIOR
3/8' WN
E D 0 _ D: F IANC
JAMB INSTALLATION DETAIL
WOOO FRAMING OR 2X SUCK INSTALLATION
RE D ES-, R I PTION DATE APFROV'_-D
A RPEVS[S II,67A,1101,1 D TA L.S 06/0 I =L
0/ 2 6REVISEDIAM IND ADDRESS
NOTES:
1 INTERIORAND EXTERIOR FINISHES, BY OTHERS,
NOTSHOWMFOR CLARITY.
2 PERIMETER ANDJOINT SEALANT BY OTHERS TO BE
DESIONED INACOORDANCE WiTHASTM E21 f2
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
DRAw,N:
L. 08-02357
NTS 09/03/14 12 OF 12
L, P017ERTO LOWS P.E.
SIGNED: 1111512016
E N
40V).-
l/0NAL
Luis R. Lomas P,E.
FL No. 62514
Florida Bui Iding Code Online https:i'/www.florid.abuilding.org/pr/pi_,,il)p_dtl.aspx?pari,m=wGEVX.-,i
q
SCIS Home Login User Registration Hotlbplcs Subm It Surcharge Stats Facts Publications r5C Staff DCJS Ste Map Links Search
Allproduct ApprovalIJSER: Public Userd - b'O r
1 > Application Detail
W-01111111.'11111 n7 W-1 Z' 5"
Fl. # FL15353 -R3
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
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717i 365-3300 Ext 2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.coni
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida License PE-6251.4
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract ExpirationDate 12131/2018
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
Standard
AAMA 450
Year
2010
I of3 4/1.1/2018.,7:26 AN4
Florlida.Building Code Cinhile https://Nvwxv.floridabuilding.org/pr/p_app_dtI.aso-,?paraiii=wGE,V,X...,.
Product Approval Method Method I Option D
Date Submitted 10/16/2017
Date Validated 10/23/2017
Date Pending FBC. Approval 10/26/2017
Date Approved 12/1212017
Summary of Products
FL # Model, Number or Name Description
15353.1 1 5764 Horizontal Aluminum Mullion
Limits of Use installation Instructions
Approved for use in HVHZ: No ELI 5 3 5 3 Pdf
Approved for use outside HVHZ.* Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant. Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other. Max single window size: 52-1/13" x 84". Max Mullion
span: 104-1/4", 1 Created by independent -third Party: Yes
15353.2 5764 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use In HVHZ: No OB-01439P pdf
Approved for use outside HVHZ: Yes Verified.8y: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluationrteports
I
other: Max single window size: 52-1/8" x,84". Max mullion
span: 83" Created by Independent Third Party: Yes
15353.3 15765 1 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No F-L.15353 R3 11 08-01:1496
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
Othen Max single window size: 52-1/8" x 84". Max mullion fL S353.,R3__/
span: 156-3/8" Created by Independent Third Party: Yes
15353.4 5765 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLI-5-353 R.3 IJ 08-0 1:4410-B—pdf
Approved for use outside HVHZ: Yes Verified By Luis R Lomas, PE PE-62514
Impact Resistant; Yes Created by Independent Third Party:, Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x,84". Max mullion FLI 5353.,-.R3 AE. -S 120, 4B prif6 - -.
span: 83". Created by independent Third Party: Yes
15353.5 I CM-18514
Limits of Use
Approved for use. In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other; Max single window size: 52-1/8" x 84". Max mullion
length - 83".
15353.6 CM-18S20
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design. Pressure: N/A
Other: Max single window size - 52-1/8" x 84". Max mullion
span - 156-3/8"
15353.7 CM-18523
Vertical Aluminum Mullion
installation Instructions
fLLr,153_K3_j -_Q!442
Verified By:. Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
F-0 U53.-A,7 Al -
Created by Independent Third Party: Yes
Horizontal Aluminum Mullion
Installation Instructions
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FLI51 3_i`13 A S L29Z-5§.pdf
Created by Independent Third Party; Yes
Horizontal Aluminum Mullion
2 of 3 4/13/2018, 7:26 AM
Florida Building Code Online https://wNvw.floi-id ibuilding.org/pr/pr_app_dtl.aspx?pa,rwn=wGEVX.,.
Limits of Use installation Instructions
Approved for use in HVHZ: No R15353 113-11 08-01 Ej.pA _df
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 F.05353 R3 AE 512 l
span - 104-1/4". Created by Independent Third Party: Yes
153518 1 CM-18531 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
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 l Evaluation Reports
Other- Max single window size: 52-1/8" x 84". Max mullion R15353 R3A_512 6 -pN.11L _df
span - 83" i Created by Independent Third Party: Yes
15353.9 ii CM-18532
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant; Yes
Design Pressure: N/A
Other: Max single window size - 52-1/8" x 84". Max mullion
span - 156-3/8"
15353.10 1 CM-18533
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant. Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
span: 83"
15353.11 'CM-18534
Horizontal Aluminum Mullion
Installation Instructions
FLJ,5 53 r
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third ParLy: Yes
Evaluation Reports
1`1_15353 R3 AE51207 dfnD
Created by Independent Third Party: Yes
Vertical Aluminum Mullion
Installation instructions
FL1,53,53 R3 11 08- 4 B.pdtf4-1
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15353, R3.-AF pdf1.1 . ..... .... .. ., —5 LZO_6 3 Q
Created by Independent Third Party: Yes
Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL1,5353R3 _11 _08-01454B pdf
Approved for use outside HVHZ. Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant! Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84'!. Max mullion FU 5.).53 R3 A
span: 156-3/8". Created by independent Third Party: Yes
Sei.kj Nexti
CpQkPqLij5 :: 2601 radr_EtweguaiiL Tallg lrias ee FL, 32399 hp r9-4Zj- JBZ4PQr- —
The State of Florida is an AA/EEO employe, Cppyrj9hL29QZ_29_1X$t99,2f _Floncla- :: B%OCY_Sta_temerlt : : rii Refund Statement
Under Florida ia., 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
m ail 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(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, FS, must provide the Department with an emal address if they have
one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a
personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter
455, F.S., please click hgfe_
Prod= Approvat Aooeptg:
Credit Card
Safe
M
3 of 3 4/13,12018, 7:26 ANT
NOTES:
DTHEPRODUCTSHOWNHEREINISDESIGNEDANDNIANUFACTURC TC
COMPLY WiTH REQUIREIMENTS OF THIF ;.OPiDA BUILDING CODE.
2 WOOD FRAWNC TO BE DES GN,ED AND ANCHORED TO PROPERLY
TRANSFER Atl LOADS TO STRUCTUPF. FRAMINI_ G IS 7H
lE5mONSIISlLiiY OF THE ARCHFFFC"T OR ENGINEE_R OF RECOIRD.
3) ALLOWAF31.1- STRESS INCREASE O 1/3 :WAS NOT USED IN "fI7,
D S GN OF _IHE PRODUCT SHOWN HERRON, WIND LC)AD DURAI:ON
AC OR Cd',.S WAS 'USED FOR WOOD ANCHOR CALCLa-ATIONS,
4) APPROVED IMPACT PROTHA-,JIVE. SYSTEM !S NOT REQUIRE FOR THIS
PRODUCT IN WIND BOL'tl\;E DEBRIS RE&DNIS UP 'TO WiND ZONL 3.
5) DESIGN PRESSURE A . NO INSTALLATION PETIVI-S SHOWN 11\1 THIS
DOCI)t',IENT APPLY ONLY TO MULLION. WINDOWS IM-S' B i APPROVED
UNDER SEPARATE APPROVAL.
6) S?NGLE WINDOWS TO BE MULLED ARE N-OT LINAITED. T-C, THOSE
SHOWN IN IIHIS DRAWING. WINDDWS MUST BE IAANU ACrURLD BY MI
WINDOWS AND 'DOORS, INC.
DESIGN PRESSURE OF vIULL.FD UNIT SHALLBE CONTROLLED BY T-E
ESSER DESIGN PRESSURE. OF THE M'JiAJON OR IHE IND!'VIDUAL
WINDOW OR DOOR UNIT.
8,j uNns x4/%y e mul - ED l' OGETHER NDEFIN TELY AS LONG A"; S:NGAL
UNIT 'MDT:.H AND HEIGHT ARF NOT FXCFEDED AND MiJ'-L!ON IS
ANCHOR.1.0 AS SHO',VN HEREIN,
9) MULLION VFfTiCA,. INSTAIAlTnN is SHOWN, MUL - ON MAY BF USED
IN' HORIZONlAL APPLICA.71ONS AS LONC AS DINIz-NSIONS INDICATED
HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACC'CRDING
TO TEIG DOCUMEN1,
OLSON PRESSURE 'TABLL INS RUCT!ONS:
1) DE-_Nl__ REQUIRED DESIGN LOAD PER FLORIDA BUILDING C())F
CHAPTER 16,
2) DEIEI HrNE IRIBUIARY WIDTH AND IAU;_;r_fCN SPAN BASED ON
PRODUCT 10 BE INSTALLED. SEE FORMULA FOR TR1,3U_-r'AF.l,' W;DTH.
LOCATE MULLIOW'SPAN (UNIJ HEAGHT), AND TRIt-51-I-ARY Wl;: Th. if1
THE 1NIEPSEMIO K Ow ROW AND C& _U,1,11,: COIN"ll-endNING. THE MILL ON
EPAN AND T'JBUTAI WIDTH RESPF.ClIVELY IS IFIE MULLION RATING
FOR PRODUCT IN STEP 2.
MUL ION RAING MIUST BE EQUAL OR GRFATFR THAN REOUHRED
DESIGN PRESSURE 091AINED IN SIEP 1,
IQ7P[BUTARY VVID71H
co
D LSC
i NLTES
2 C!KFIGJRATIONS AND
3 INS7 DETAN.S
Rcl nBlNql_llll)N
STALLAI;ON- DETAILN 5
06/Wl/Il? ANCHORING NOTE,-, & NIS',L DE,lllt I R,L
ANCHORING NOTES:
1) FOR ANCHOR1,NG !N10 WOOD FRAMING O' 2X CLCK jsE #10 WOOD
SCREW WfrH SlJFRCJENT LENGTH 70 ACHIEV-_ A 1 3/8" VINIMUM
EMBEDMENT. LOCA-E ANC-1101PS AS SHOWN !N INSTALLATION DE71AILS
SHFFT 3.
2) FOR ANCHORING INIO CONCHEIE USE 1/4" ELCO ULTRCON TAPcON
WIDI SUFflCIENT LENGTi TO ACH0EVE A 1 MINIMUM
109EDMENT WITH 1" MINIVU%j ED--- DiSTANCE. LOCAT-_ ANCHORS AS
SHOWN IN NSTALLAT ION DETAILS SHEET 3,
3' FCR ANCHORINO INTO METAL USE #10 SWIS OR SELF DRI LING
SCREW WITH SlUrFl-EN1 LENG h TO A('HIEVE 3 THREADS WNiMUM
BFYOND STRUCTIJR7E INTERIOR %Y,LL. LOCA.7L AN HORS AS SHOWN
iW [i,,fs-rA[,l,.A7ION D IAILS SHEEF 3-
4) ALL F,,STENERS TO BE COF ROS:ON fRESISTANT.
51 INSTALLATION ANCHCRS SHALL BE INS7ALLCD IN' ACCORDANCE WITH,
ANCHOR MIANUFACTURER'S IKSTAL_ATION !\SIRUCRONS, AND
ANCHORS SHAU. NO BE USED IN SUESTRAIES W17H ST:R[NrTHS
LLSS TH-11I Th-_ lVdNIMUM STRENGTH SPECIFIED S;F40IN7
k 14YOOD - MlNiVjM, SPCCIFC GRAV:TY OF G=0,42
P. CONCRI.IE - MINiluiA S11RENGTH OF 3,203 PSI
C. MASONRY STRENGTH CON;ORMANCE TO ASTf,4 C-90, GRADE N.
TYPE I (OR GREATER),
D VETAI.. STR. C7UR.-- -Sjr;7 180A (.048") FY--3KSI/F'u=52KSI
OR ALUVIiNJM 6063-T5 FL,-30KS: .062" T-i]CK MhNltMUM.
6) FOR:A7FACH:NG ININDOW UNIIS 10 MULLICIN USE 410 SELF TAPPING
SCREWS WITH SUFFICIENT TO ACHIEVE A MINIMUM
FM2EDVEN-1 07 ]HREE THREADS PAST THE MJLLION WALL. LOCATE
SCRI. W 112" vlAX. 0.". 11 S E" FROM EACH, MULLION END AND
THEREAFTER, STAGGER SCREws AT EACH WINDOW,
ORAW.
V. L.
SCALE NTS
Ml WINDOWS AND DOORS,
650 WEST MARKET STREET
GRATZ, PA 117030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
05-01439,
SIGNED: 10/1312017
LLC \\\NklIIlItJ/j/ F, L
r, EN Lp
0
OR
01/1-1/12 1 SHEC' I OF 4 '1/1011111111,
L. ROSERTO LOMAS P.E. 'Luis R. Lomas P.E.
ODFORD RD LEWISOLLZ Aa 27023
FL N 0 62al4
1117 3p"3"
OMBNED MDTH F
1]
FRAVE
H. P CH T w7WINDOW WINDOW
SPAN)
LL ------- /_
IC:7 3iB"
CCN19INIEE" WIDTH
vil
83"
RAM E
HEIGH,1
01AALION
MeINED WILMH
W I N 2
FRA,ME I WINDOW
HEIGHT
I,4ULLiCN
S PAN
WINDOK
WINDOW
wmol:.
W2
11 107 318;
COMBINI-D VOIDIH,
DesiIgn pressure rafing (PsO
Mullion
span (in)
Tributary
1&13125.5013
width (in)
00 42.00 4&00 52-13
25,00 120,0 120.01 120.0 120 0 120.0 120.0
37.38 120.0 120.01 120.0 120.0 120,0 120,0
49.83 1 98.3 81.2 76.9 75.2 75A
0
120.0
71.0 52-2 39.7 35.9 33.4 32.3
j62.
00
65.63 59.6 43.7 33,0 29.6 27.4 26.3
72. 00 449 32.7 1 24.4 21.6 19-9 19 O
84.10 28.1 20,
LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WJNOZONE3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE.
107 3/8"
COMOINED WIDTH
va,
FRAME 'WINDOW]; W11".,W
HEIGHT
MULUON
SIPAN)
107 3/8'!
COMBINED WIDTH
WINDOW
FRAMr
NOOMHEIGI WINDOW
MULL ON
SPAN) Ld
I W2i1073,
FF
iE
mu
SF
Rev I ASCRP710N LA31" I AiI'RovEr
SCD NSTA 'A -ION DCTW Z, U_ ce/10/15 !_R
B REAKD ANCHCRING, NOTE-S & INSTI. 0F1 06/0 1 R.L.
CMRINiED IIDTi
W1 4 4
WINDOWIj"
AVEL
GHT WINDOW WINDOW
1AN)
3/
APPROVED CONFIGORATIONS
MULTIPLE UWSIWA§E MULLED TOGETHER AS LONG AS COMBINED.
W/O rH DOES NOT EXCEED 107 YS" AS ShOWN HEREIN.
DesiNcin Aressure ra6ng (220 with rebar
Mullion
span (in)
Tributary width
18J3 125.50136.00 42.00
In)
48.00 5113
25,00 120.01120.0 1120.0 120.0 12G.0 120.0
37.38 120.0 120,0 120 0 120 C 120.0 120.0
49.63 121-1, 1 112 76.9 75.2 75.1
62.00 72 20 513 4& 1 44.8 43.4
C5-.6,
4380.
0 58.6 44.2 39.7 36.7 35.3
60.3 1 #43. 9 32.8 29.2 26.7 25.5E72.00E84.00 271 20.1 17,7 16.0 15.1
LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE.
QVGIN-D MOiH
M1 WINDOWS' AND DOORS, LILC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MLJLLION
83" MULLION SPAN
APPROVED CONFIGURATIONS AND RATING CHARTS
o8-b 1439
NITS 01/11/12 2 OF
L ROBE.R TO LOWAS P.E
14021NOODFORD RD EWISOLLE NC27023
434-686-0809
SIGNED: 1011312017
to
rEN
51
1-3 TAIT 95/0 F.46U-J
Al
Luis R. Lomcs P.E.
FL No.- 62514
I//—
I" VIN
EDGE DISTANCE
MASONRY fCONCRETE
Y OTHIE/
4
MIN EMKDN,EN:
1/4" FLCO ULTRACON TAPCON
SECT5796
C'L ir P
0 — 10NAL
REBAR
I Tv SECT5764
MUi Li ON
M1000022
3/8- .11.
EMBEDMENT
WOOD FRAI!.,ING
2X Bj--K
EDGE BY OTHERS
ST ANCFi
VERTICAL CROSS SE-C'rION
MASONRYICONCRETE AND WOOD FRAMING
INSTALLATION
NOTE: CLIPS Mlk BE USED 'N K4ASONRY/C0NCpETE
OR wbcD FRAMNO SUBS7RA-E.
HON DETMLS
I
A RLV S-' 0 IN9FALU, 05/!D/15
4 ------
8 1 REViH-D ANCHORING NOTE:S & NSTL DET 06/07/17 R,z—
m ral,0022
C IL I p
10 sm's OR
FELF WRILLING
METAL
STRUCTURE2" MIN. 1
E BY OTHERS
0'f?TAN-[
VERTICAL CROSS SECTION
METAL INSTALLATION
Ml WINDOWS AND DOORS, LLC
6.50 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
63" MULLION SPAN
INSTALLATION DETAILS
DRANW DINQ a,
v T 08-01439
T 3 OF 4DATE01/11/12 1 ""L
L. RORERTO LOMAS RE.
SIGNED: 1011312017
L
E N
0TATOF '
4 ZZ
A,, ORM'
Luis R. Lomas Fl. E.
FL No.: 62514
a
2.140"
5
Ll
SECT5764 MULLION
ALUMINUM 6005-T5,125"TH)OK
RF-185-2 REBAR
16 CA (.062) &ALVANIZED STEEL
NOTES- 1 CLIPS MA'Y' BE USED 1,N
MASONRY/CONCRETE OR W000 FRAMING
SUBSIRATEL
2. FOR VV000 & META NSTALLAPON
JS- ALL FOUR LOCATIO'S.
I NSTALLATiON USE 2FORCo%ICRETE
ANCHOR I-LCAT!CNS ONLY WfTH 3 1/4"
SEPARA,11 F,)N BETYVEEN ANCLIORS.
1,375"
0,625" 1-
2
MT000022 CLIP
16GA IF. 063 -) GA L VA NIZED STEEL
SEE NOTE 2 & 3, THIS SHEET.
2X oO.210"
1.5 62"
J
I
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063-T5,125" THICK
REVG',l.S
IUMPTIMN D"TE
WSTALLAIION DE-TNLS 06110/15:
RlVtSED ANCL40PING NOTIES & NSTL DFT. 06/07,,"l 7
3.750"
1.00c,", C 375"
0.4 22"
2.032' 2,875"
SECT5796 CLIP
2X 160,210"
FOR CONCRETE INSTALLATION
ALUMINUM 6063-TS. 125"THICK
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VER71CAL MULLION
93" MULLION SPAN
CCMPONENTS
08-01439
ALE NTS IAIE 01/11/12 1 'HE T 4 OF 4
L ROSER MLOMAS P.E,
14V WOODrORD RD LIFWISVILLE, NC 27023
434-638-0609 fil=ssVW spe.mm
IPPR(AFED
P. -1.
SIGNED: 1011312017
0
KhofAf tF-' 114u zz 0
Luis R. Lomas P.E.
FL No. 62514
Florida Building Code. Online htq)s:,'/www.floridabuilding.org/pr/p appjtl.aspx?param=NvGEVX....
ME"
ECIS Horne Log In Useir Registration Hot Topics Submit Surcharge Stats Pacts Publications FBC Staff 3CIS Site Map Links Search
db r
1
Product Approvalk# USER: Pubfic Userp
Prod uc t Ap va 1, 1-1 en o P 1 dqc I, p r E, np o. I h Ap Application Detail
1", NINKR"
QjIN- FL #
Application Type
FL13223 -R4
Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer James Hardie Building Products, Inc.
Address/Phone/Email 26300 La Alameda
Ste , 250
Mission Viejo, CA 92691
909) 349-2927
pingsheng.zhu@jameshardie.com
Authorized Signature Pingsheng Zhu
pingsheng.zhu@jameshardie.com
Technical Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Quality Assurance Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 34972927
pingsh eng. zhu@ja mesh a rd ie, com
Category Panel Walls
Subcategory Siding
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 Ronald 1. Ogawa
the Evaluation Report
Florida License PE-24121
Quality. Assura nice Entity Intertek Testing Services NA, Tn6. - QA Entity
Quality Assurance Contract Expiration Date
Validated By John Southard, P.E.
Validation Checklist - Hardcopy Received
Certificate of Independence LpydfKgj of.indep. nclence.p
Referenced Standard and Year (of Standard) Standard Year
ASTM C1186 2007
ASTM E330 2002
I of 4/13/20 18, 7:29 AM
Florida Building Code Online https://www.floridabuildin-.org/pr/p_4pp1 __,dtl.aspx?param=wGEVX..!4
Equivalence of Product Standards
Certified By
Sections from the Code
Florida Licensed Professional Engineer or Architect
FLIM1_1 4—EQUIV RIO-209257,17,AS'v C 81--.5, 1 W—Eg
Product Approval Method Method I Option D
Date Submitted 08/09/2017
Date Validated 08/25/2017
Date Pending FBC Approval 08/28/2017
Date Approved 10/1012017
ummary,ofProducts.....,
F
1.
L ilwii0d.1, N umber or Na —me Description
13223.1 Cempanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL1.3223 R4_111 cempq ii,i-_lnstall I a-tJo n.pdf
Approved for use outside HVHZ: Yes FL13223 R4_11__NO A. 113_91n(`,,06.pdf
Impact Resistant: Yes FL13223 R4 11 10 2689-17 Papel o Furring
Design Pressure- N/A FL13223 R' 11 RIO 2686-17 Panel Wood Metal._Frarne p.df
Other; For use inside a HVHZ install in accordance with NOA; Verified By: Ronald 1. Ogawa 24121
17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 1.7-0406.06,p ff
FL132 3 R4 A R 26897IT19Lzz_.— E, 10 !J 10NILl
FL13223 R4, _AF -26Qf,-17 Ranql od MIULl -f-rame, PitRIO
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 FL13,123—R..4.—ILtlard'icPanc,1-1.,iFtail,-ation.pdf1.1 .............. .1111111 --1.1-1-1-
Approved for use outside HVHZ. Yes FL13223.__R4.jI . NOA 1.7-_0406,0 ' 6.pdf
Impact Resistant, Yes FL13223 P4 11 RIO 2689-17 Pariel to F jging pdl`
Design Pressure: N[A Q-,2686-17 Panel Wood..Metai Frame11`123 R4 H RI Of
Other: For use inside a HVHZ install in accordance with NOA Verified By: Ronald 1. Ogawa 24121
17-0406.06 Created by Independent Third Party: No
Evaluation Reports
13223.3 Prevail Panel Siding
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant., N/A
Design Pressure; N/A
Other: For use inside a HVHZ install in accordance with NOA
17-0406.06
The State of Florida L9 an AA/EEO employer
Created by Inde
fiber -cement panel siding
Third Party: Yes
Installation Instructions
FL13223 R4 11 NOA 17- 196X6,pof
Fl 4j3.' '2 '. ' 2 3_R 11 — Pr eva i I - Pane I - I n sa I I a ti o n. pd.f.
FL13224 4 11 R102689-IY nel to kirrin
7 Panel Wood Metal Frame,' F
Verified By, Ronald 1. Ogawa 24121
Created by independent Third Party: No
Evaluation Reports
FL13223_R4_AE-_NOA 17_01.40.6,06 pdlf
FL13223 R4 AE PIO 2689-Il
FL13223 R4 AE PIO-2686-17 Ponol Wood MeUq1_Em_Mr_el;1(ff
Created by independent Third Party: Yes
2 of 3 4/13/2018.7.29 AM
Norida Building Code Online
I https://www.floridabuilding.org/pr/pr—app__4tl.aspx?param=wGEVX...
Under Florida law, email addresses are public records. I you do not want your e-mal address released in response to a ptibic-records request, do not send electronic
in a It to this entity. Instead, contact the office by phoneor by tracktio ran mad, If you have any questions, please contact 850.487.1395; *PUrSUant to Section
455.275il), Florida statutes, effective october 1, 2012, licensees kensed, under Chapter 455, F-S. must provide the Department with an email address f they have
one. The emaiLs provided may be used ror official communication with the kensee. However emoil 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 V you are a licensee Linder Chapter
455, F.S., please click here
Product Approval Accepts:
M M FOR R 0
Credit Card
Safe
N
of 3 4/13/2018, 7:29 AM
Florida Product Approval
HardiePanelO Siding
0 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.
0 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.
HardloePanelo"''#, VerticalSiding
JamesHard"ite
EFFECTIVE SEPT[MBER 2013 M
jrlp &,,jm for the most recent version, U TALUUION REQUIREMENTS RES10FINITIAL SINGLEJ-MAI'LY oNRLY - PRIIV[-,-.D & COLORPLUS;s' PRODI-ICTS
SMOOTH CEDARMILLID m SELECT SIERRA 8 STUCCO
IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE
WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING GODES,
AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.
INSTALLATION OF HZ10TMPRODUCTS OUTSIDE AN HZ1 00 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWVVHARDIEZONE.COM, OR CALL 1-866-942-7343 (PX16 9HAR DIE)
STORAGE & HANDLING:
tore flat and keep dry and
covered prior to installation. Installing
siding wet or saturated rnay result in
shrinkage at butt joints. Carry planks
on edge Protect edges and corners
from breakage. James Hardie is not
responsible for darnage caused
by improper storage and handling of
the product. JrMw
IN
1. Position cuffing.staticin so thatwnd will blow.dust away from user
and others in working area.
2. Usa one of the Wowing methods:
a. Best: L Score and snate
Shears imainual, electric or pneumatic)
b. 13el[16'. 1. Dust reducing. fircular saw Mullipped vvith a
HardieBlado' saw blade ond HERAvacuum extractia
C Good: I Dust reducing circular saw with. a kardieftde saw I
only use for low to mcclenale cuffing)
1. Cut only using score and sirialp, or shears (manual, electric or prieurnatid).
2.,P0Si1i0fl cutting slaflon inwell-ventlialed area
NEVtR use a power saw Indoors
NEVER use a circular saw blade that does not carry the Hardie6lade saw blade trademark
NEVER dry sweep-- Use wet suppression or HEPAVacuum
Important Nole'For maximunn protection 0owestrespirable dust productionl, James Hardie recommends atordys using "Best'devel culfir@ methods where feasible.
NIOS11-approved respirators can be used in conjunction with above cuffing prectices to further reduce dust exposures. Addidonal exposure
at www.j meshardie.com to help you determine the most appilopriate cutting method for your job requirements. If corcern stil exsts about
do not complywittl the above prances, you shoiald:alwa s const . lit a qualified industrial hygienist or contact James Hardie for.turtrier inforit
GENERAL REQUIREMENTS:
These instrud ' ons to be used for residential single family installations only. For Commercial / Multi -Family installation requirements go to www.jameshlardleCommercial.cont
Hardiel'anel" 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 (rainscreeriftoing) as a best practice.
Information on installing James Hardie products over foam Gan be located in JH Tech Bulletin 19 at www., i6mehardie.com
A water-resIstive barrier is required in acco, ' rdance 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 HardieWrae Weather Baff ier, a non -woven non -perforated housewrapl, which complies with building code requirements.
When installing James Hardie products all clearance details in figs. 5,6,,8,9,1 0&11 must be followed.
Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10',
Do.not.install James Hardie products, such that they may remain in contact with standing water.
HardioPanel vertical siding may be installed on vertical wall applications only.
DO NOT use HardiePanel vertical siding in. Fascia or Trim a piplications..
For larger rojects, inclu ing commercial and mul - amily projects, w ere t te span of the wall is significant In length, the designer and/or architect should take
into con2ceration the coefficient of thermal emansion and moisture movement of the product in theirdesign. These values can be found in theTechnical Bulletin
8 "Emansion Charkteristi& at vMw,James ardle.com.
INSTALLATION:
Fastener Requirements
Position fasteners 3/8" fmm panel edges and no closer than
2" away from corners. Do not nail into corners.
HardieParl Vertical Siding Installation
a Framinn must be nrovided at horizontal and vertical edges for natinn
JointTreatment
Vertical Joints - Install panels in moderate contact (fig. 1), alternatively
joints may also be covered with battens, PVC or metal jointers or
caulked (Not applicable to Color -Plus" Finish) (fig. 2).
Horizontal Joints - Provide Z-flashing at all horizontal joints:(fig, 3).
e HardiePanel vertical sidin
I
g Must, be, joine
I
d on stud. Figure 2
a- Double stud may be required to maintain minimum 'edge
water -resistive barrier water-resistiva barrier
2 4s
I
had
nailing distances.
x 2'x 4 stud
Figure 1 stud
istivwater-rmesistiv
barrier
sheathing HardiePanel Batten Joint "I'll" Joint
0 vertical siding water -resistive barrier
lee naft 2
3J8? min.
panfrom aI
4stud
edgess
0
plat 1 0 leave appropriate gap between
moderate contact
panels, then c.a,Ljdk*
Caulk Joint
Not applicable to Colo(PIWI Finish)
keep fasteners 2' caulk in accordance with caulk
aw4y from comers Manufacturer's written application instructions.
I For additional information.on HardieWraplm Weather Barrier, consult James Hardie at 1 -866-4Hardie or wrmv.hardiewrap.com
Figur.e 3
water -resistive
barrier 4 — barrier
upper panel kipper panel
Do not 1/4" gap Do not 1/4" gap
Caulk Caulk
t
decorative
barid. board
lower lower
Panel Pane:;
Recommendation- When
installing Sierra 8, provide
a double stud at panel
joirlts10 avoid railing
through grooves.
Figure 4
WARNING: AVOID BREATHING SILICA DUST
James Flarcrip0pr uctsconlalnfesorable crystalline silica, which Iskrimmintothe Stalecif California tocause rancerand isconsidered by MC and NIOSH to be a cause ofcancer from some occupational souices. Breathing
excessive amounts of respirable silica dust can also cause a disabling and potentially fatal (king disease called silicosis, andhasbeenlinkedwithothe , r diseases. Some studies sugl6esl sinoking may increase these risks. During
inslaiatJon oitianding: (1) wurk !it mitdout arms Willi ample ventlation; (2) use fiber cement shears for cutting or, where riot feasible, use a HardleBlada& saw blade and dust-reducin? circular saw attached to a HEPA vacuum;
3) warn ollim in the immediate arew (4) wear a properly-fided, NIOSH-apprmd dust ruask, or respirator ie.g. N-95) In accordance with applicable government regulations aw mimulacturer Instructions to further iroit
respirable silica exposures. Daring Clearl-up,. use HEPA VaGUUM Of Wet Cleanup methods never dry vmoo. For tudher information, refer to our instafiation Instructions and material safety Wrd Slieet available at
www.jarrk'Jimd.com or by calling I . 800-91AARDIEII 800-942-7343) FAILURETO ADHERE TO OUR WARNINGS, MSDS, AND INISTALLAIMAJ INSTRUCTIONS MAY LEAD TO SERIOUS PERSONALINJURY OR DEATH.
HS-1236-P-1/3 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 surfaces, flashing and counterflashijing clearance between
requirements for clearance between James Hardie" and decking material. shall be installed per the roofing
manufacturer's instructions. Provide a
the bottom of James
Hardie products and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing.
the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap.
Figure 5 stud
Figure 6 r; iding
water I
resistive i
barrier I
siding and trim.
Figure 8
Refer to fig. 3 on
page 1.
sdng I FI,, N U= r I I 1/ 1- - 2- min,
FmIn. I foundation
Maintain a minimum 1 " gap
between gutter end Gaps and
siding & trim. Figure 9
sidini
gutter and end cap
1',.2- min
deck material "1 1" - 2" mi
flashing
4 — —ledger
Do not bridge floors with HarriePanel" siding. Horizontal
joints should always be created between ficiors Oig, 10).
Water -
Resistive
13 - arner Framing
Figure 10 A, Or
Horizontal Flowing
Trim
I fiamir,
KICKOLIT 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 most be flashed with step
flashing. Where the roof terminates, install a kickout to deflect
water away from the siding. It is bestto 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
fa V,".J Sheathing intersection, install a "kickout" as required by IRC code
R905.2.8.3 : "...flashing shall be a Min. of 4" high and 4"
sci H2rdiePanelO wide." James Hardie recommends the kickout be angled
between 100' - 110' to maximize water deflection
BLOCKED PENETRATIONS
U-11
Penetrations such as hose bibs and holes 1 Y2" 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. El ectro- galvanized are
acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality,
hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of
fasteners. Stainless steel fasteners are recommended when installing James Hardie products near
the ocean, large bodies of water, or in very humid climates.
Consult applicable product evaluation or listing for correct fastener type and placement to achieve
specific design wind loads.
NOTE Published wind loads may not be applicable to all areas where Local Building Codes have
specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable
compliance documentation.
Drive fasteners perpendicular to siding and framing.
Fastener heads should fit snug against siding (no air space). (fig. A)
Do not over -drive nail heads or drive nails at an angle.
If nail is countersunk, fill nail hole and add a nail. (fig. B)
For wood framing, under driven nails should be hit flush to the plank with a harnmer (for steel
framing, remove and replace nail).
NOTE: Whenever a structural member Is present, HardiePlank should be fastened with even
spacing to the structural member. The tables allowing direct to OSB orplywood should only be
used when traditional framing is not available.
Do not use aluminum fasteners, staples, or clipped head nails.
Snug Flush 57q
IJ7 4 Countersunk,
L sN fill& add flail
Figure A
EJ
Figure B
do no-uncler
drive nails DO NOTSTAPLE
PNEUMATIC FASTENING
James Hardie products can be hand nailed or fastened with a
prieurnatic 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
fir
CAULKING
For best results use an Elastomeric Joint sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealantcomplying with ASTIVI C834
Caulking/Sealant Must be applied in accordance with the caulking/sealant manufacturer's written instructions, Note: OSI Quad as well as some other caulking
manufacturers do not allow tooling.
00 NOT caulk nail heads when using ColorPlus products, refer to the Color -Plus touch-up section
CUT EDGE TREATMENT PAINTING
Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie"' Products. James Hardie products
James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for Unprimed. 100% acrylic topcoats are
to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications.
Back -rolling is recommended if the siding is sprayed.
COLORPLUS"' TECHNOLOGY CAULKING, TOUGH -UP & LAMINATE
Care Should be taken when handling and cutting James HardieO ColorPlus(D products. During inst ' allation 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 Lip nicks, scrapes and nail heads using the ColorPlusO Technology touch-up applicator Touch up should be used sparingly,
It large areas require touch-up, replace the damaged area with now HardiePaMolll 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'9 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 touchrup 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 udder the James Hardie ColorPlus Limited Finish Warranty.
The following outlines the recommended applications for ColorPlus and Primed panels, Not all designs will be suitable for
every application:
Exposed fasteners or battens is the recommended application for ColorPlus panel products
Do not use touch-up over fastener heads for smooth ColorPlus products. - primed panel recommended
For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel
only, but correct.touch-up application is important, Some colors may show touch-up when applied over fasteners, Trim is recommended to cover
joints when appropriate.
PAINTING JAMES HARDIE"' SIDING AND TRIM PRODUCTS WITH COLORPLUS"TECHNOLOGY
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean', dry, and free of any dust, dirt, or mildew
Repriming is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardiell' Products
Apply finish coal in accordance with paint manufacturers written instructions regarding coverage, application methods, and application
temperature
RECOGNITION: In acccidance with ICC-ES Evaluation Report ESR-1844, Hardief?anel(R; vertical siding is recognized as a suirablir alternate to that specified in: tre 2006.2009, & 2012 International Residential Code for One -will
Two-Fanuly Dv elfirgs and the 2006, 2009. & 2012 International Building Code, flardlePand verti,,al siding is also recogni7sd for an licad, n in the iollovving: Ciry otLos Angeles Research Repert No. 24862, State of Floridap .9
listing FL#889. Dart, Gounly, I'loritia NOANo. 02-072q.02, U.S. Dept. of HUD Materialsfiebse 1263c, Texas Department of Insurance Product Evaluation EC-23, CilyorNeviYork MEA223-93-M, and California USA PA-019,
1 ese documents should also be wasulled for additional information concerning the RIftabillty of this for aduct for specific appfullons.
0 2013 James Hardie Building Products. All rights reserved.
TIA, SINA, and 0 denote trademarks or registered trademarks of Additional Installation Information
James I-lardieTechriology Limited 13,11 is a registered Warranties, and Warnings are available at JamesHardle
trademark of James Hardie Technology Limited. www.jameshard,ie.com
HS1236-P3/3 6/13
Florida Building Code Online https://www.floridabuilding.org/pr/p_app__dtl.aspx?pai-am=wG.EVX-..'.
Product Approvald. *r 4 USER: Public User
Prod: clApc mval ImOon DetailAppr
FL # FL12194-R7
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer, Aluminum Coils, Inc.
Address/ Phone/ Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9743
grahman@aluminumcoilsinc.com
Authorized Signature Gareth Rahman
grahman@aluminumcolisinc.com
Technical Representative Paul Frost
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9742
PFrost@aluminumcoilsinc.com
Quality Assurance Representative
Address/Phone/Email
Category Panel Walls
Subcategory Soffits
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity PRI Construction Materials Technologies, LLC
Quality Assurance Contract Expiration Date 06/19/2020
Validated By Locke Bowden P.E.
Validation Checklist - Hardcopy Received
Certificate of Independence FL1.2394 R7 COI ALCI5001,,4_2017 FBC Evaluation Rep k,.,Q
Soffits Fir-i fl.pjf
Referenced Standard and Year (of Standard) Standard
AAMA 1402
Equivalence of Product Standards
Certified By
Year
2009
I of 2 4/13/2018, 7:37 AM
flodda Building Code Online littps://NvNv-A,,tloridabuilding.org/pripr app dtl.aspx?p4rarn=wGEVX...
Sections from the Code
Product Approval Method
Date Su bmitted
Date Validated
Date Pending FBC Approval
Date Approved
Method 1 Option D
12/15/2017
12/15/2017
1.2/20/2017
02/13/2018
1.1111, ---_____. - __ 1 __ . . ...... ..... .......... .. ... __- l--..",.""",
FL # Model, Number or Name
12194.1 Alumunurn Coils Aluminum Soffit
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +80/-90
Other* See Evaluation Report for limits of use.
B Ck.
Description
Aluminum soffit panels
Installation instructions
FL12194 R,7_11 ALC15_0_0 1,.1 2017 FBC Evaluation I ep ft
Verified By: Zachary R. Priest PE-74021
Created by Independent Third Party: Yes
Evaluation Reports
FL121 R7 AE AL 15001.4 2017 FBC Ey lu tion Repg12l ...................... . I rt.
QLT! 5gffiUsFJnaLPd(
Created by Independent Third Party: Yes
11 11 . . . . ......... . - ........ .. - ........ ...
Contact-U5:: 2601 Phone; 850-48Z-1824
The State of Florida: is an WEED employer. _CgaydiLhI29DI Lflonda Privar Stat-ern-eilt 82furid-5mgm-Qat
j , :: .
y_ _
Under Florida lawi email addresses are pubic records. If you do not want your e-mall address released in response to a public -records request, do not send electronic
mail to this ent1ty. Instead, contact the office by phone or by 4-aditional 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 Linder Chapter 455, F.S, must pn,vde the Oelpartment with an email address if they have
one. The emaits 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 ifyou are a licensee under Chapter
455, FS, please click bq!g_.
Product Approval Acoepts;
M = . M F-,-;-], 0L___j
Credit Card
S ifLei's C
2 of 2 4/13/2018,7:37 AM
rEW10-01 wN
EVALUATION REPORT
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
FLORIDA BUILDING CODE GN EDITION (2017)
Manufacturer: ALUMINUM COILS, INC.
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
www;alurnin g ing comqcqils
Manufacturing: Tampa, FL
Quality Assurance: PRI Construction Materials Technologies (QUA91 10)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1709.10
Properties- Wind Resistance
REFERENCES
Issued December 14, 2017
antRy Report No, Standard Year
Certified Testing Laboratories (TST1577) CTLA 1847VV AAMA 1402 2009
Certified Testing Laboratories (TST1577) CTLA 2076VV 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
PRI Construction Materials Technologies (TST5878) ACIX-008-02-01 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 12012.
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.
ALC15001.4 FL12194-R7 Pagel of3
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.
ALUMINUM COILS, INCCREEKSoffits
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 aluminu , m J-channel. See Appendix D for
dimension drawings.
Fascia Preformed nominal 0.019-inGh 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 panels provided in 16-
inch sections The reported net free ventilation areas are 22.3 in 2j, in.ft. for the 'full vent'
configuration and 11. 1 in 211in.ft. and for the 'center vent' configuration. See Appendix D for
dimension drawings.
16" FULL VENT NTER VENT
I
16" SOLID PANEL
12?'T4 Soffit Preformed nominal 0.0135-inch thick; 3105 H-14 aluminum soffit panels provided in 12-
inch sections. The reported net free ventilation areas are 12.5 in 2/1 in.ft. for the 'full vent
configuration and 4.2 in2/lin.ft. for the 'center vent' configuration, See Appendix D for
dimension drawings.
12"FULLVEN
ALC15001A
12" CENTER VE
FL
12" SOLID PANEL
of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVIC E% ULC
COMPLIANCE STATEMENT
ALUMINUM COILS, ING
Soffits
The products evaluated herein by Zachary R. Priest, P-E. have demonstrated compliance with the Florida Building
Code, 6th Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
Vot R
E N
No 74021
XZ
53 STATE 0 F .: 41J
441
0 R
I ONAO--ol
11#111111%
RTIFICATION OF INDEPENDENCE
2017.12.14
eG_.16:21:34
05'00'
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, RE. 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 hot have, nor will acquire, a financial interest in any other entity involved in the approval. process of the
product.
1) APPENDIX A —Approved Systems (11 pages)
2) APPENDIX B — Installation Drawings (19 pages)
3) APPENDIX C —Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001.4 FLIZ194-R7 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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
TEcHNIC-'AL SERVI,CF-S, LLC
ALUMINUM COILS, INC
soffits
Appendix A
APPROVED SYSTEMS
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 1404,51.
2. Refer to LIMITATIONS and sections of this evaluation when using the table(s), below.
3 Refer to INSTALLATION section, of thisreport 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 areas follows:
a. 12" T4 Soffit- 12-inch o,c.
Fastener Fastener
Location Location
b. 12" T4 Soffit -4-inch o.c.
Fastener Fastener Fastener Fastener
Location Location Location Location
c. 16" Q4 Soffit - 16-inch o.c.
Fastener Fastener
ALC15001A FL12194-R7 Page 1 of 11
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 theduration for which this report is valid. This evaluation report does not express nor imply varranty, 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
Lo tion
I J"_
Fastener Fastener
Location
11,
ALUMINUM COILS, INC
Soffits
A2proved System Numbers and Definitions
0,5,JJ-# Approved Systems for 10.5-inch Soffit Span with J-Channel at Wall and Eave
12P-# Approved Systems for 12-inch Soffit Span with F-Channel and Fascia Cap
12J-4 Approved Systems for 12-inch Soffit Span with J-Channel and Fascia Cap
I 2J1J_# Approved Systems for 12-inch Soffit Span with J-Channel at Wall and Eave
14,5JJ-4' Approved Systems for 14.5-inch Soffit Span with J-Channef at Wall and Eave
16F-# Approved Systems for 16-inch Soffit Span with F-Channel and Fascia Cap
16J_# Approved Systems for 16-inch Soffit Span with J-Channel and Fascia Cap
16JJ-# Approved Systems for 16-inch Soffit Span with J-Channel at Wall and Eave
22.5,J,;-# Approved Systems for 22.5-inch Soffit Span with J-Channel at Wall and Eave
24---# Approved Systems for 24-inch Soffit Span with F-Channel. and Fascia Cap
24J4 Approved Systems for 24-inch Soffit Span with J-Channel and Fascia Cap
I Z4AL# Approved Systems for 24-inch Soffit Span with J-Channel at Wall and Eave
Appendix A
Approved Systems for Maximum 10.5-Inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Eave Connection
System Panel MDP
No. Width Psf)
Substrat J-Channel
Substrate
J-Channel
e Attachment Attachment
Three (3) 18 ga. 114-inch crown x 1 -inch leg staples in Three (3) 18 ga. 1/4-inch crown x 1 -inch leg staples in
diamond pattern spaced 24-inch o.c. securing diamond pattern spaced 24-inch o.c. securing
10.5JJ-1
Max
16-inch
Wood J-Channel to joists-,
One (1) 18 ga. 1/4-inch crown x 1 -inch leg staples
Wood J-Channel to joists; 59.8
located in the horizontal leg of the J-Channel spaced One (1) 18 ga.114-inch crown x 1-inch leg staples located
in the horizontal leg of the J-Channel spaced 12-inch o.c. I I 1.2-inch o.c. I I
ALC15001.4 , FL12194-R7 Page 2 of 11
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
Appendi.x A
Approved Systems for Maximum 12-inch Soffit Span math F-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width Pso
Substrate
F-Channel
Attachment
Substrate Panel Attachment Fascia Cap
Attachment
Max.
One (1) min. 318-inch head dia. nail, One (1).min. 318 x 3/8-inch crown
One (1) min. 1 314-inch long i
0.072-inch dia. x min. 3116-
12F-1
16-inch
Wood min. 1.25-inch embedment spaced Wood
staple spaced 16-inch o.c. inch head dia. trim nail
40
24-inch o.c. spaced 3BAnch o.c.
One (1) 14 ga, 5/8-inch long T nail or One (1) min. I 314-inch long x
12F-2
Max'
Masonry 9 ga., min. 5/8-inch long Stub Nail Wood
One (1) min. 318 x 318-inch crown 0.072-inch dia. x min., 3116-
40
16-inch with '3/8-inch diameter head spaced staple spaced 16-inch o.c. inch head dia. trim nail
8-inch o.c. spaced 36Anch o.c.
Max
Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4 inch x 114-inch One (1) mim 1 3/4-inch. long x
0.072-inch dia. x min. 114-inch 48
12F-3
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.
One (1) 14 ga. 5/8-inch long T nail or One:(1) min 3/4-inch x 1/4-inch One (1) min. I 314-inch long x
1217-4
Max.
Masonry 9 ga., min. 5/8-inch.long Stub Nail Wood crown staple spaced 8-inch o.c.
0.0727inch.dia. x min. 1/4-inch 48
16-inch with 3/8-inch diameter head spaced
and securing each panel lap
head dia. trip nail spaced 48- 64.2I11ncho.c. I inch o.c. i
Approved Systems for Maximum,12-inch Soffit Span with J-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
J-Channel
Attachment
Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
Three (3) min. 3/4-
inch x 1/4-inch crown
One (1) min. #8 x 1/2-inch
One (1) min 3/4-inch x One (1) min. 1 3*inch long.x
12J-1
Max
Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple
0.072-inch-dia. x min. 1/44nch 48
16-inch
pattern 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 soffit to J-channel inch o.c.
ALC15001A FL1 2194-R7 3 Of 11
This evaiuiation.report is provided for State of Florida product approval under Rule 6IG20-3. 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 Maximum 12-inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Eave Connection
System Panel MDP
No. Width Pso
Substrate
J-Channel
Substrate
J-Channel
Attachment Attachment
Three (3) 18 ga. 1/4-inch crown x I -inch leg staples in Three (3) 18 ga.1/4-inch crown x 1 -inch leg staples in
diamond pattern spaced 24-inch o.c. securing diamond pattern spaced 12-inch o.c. securing
12JJ-1
Max
Wood J-Channel to joists; Wood
J-Channel to fascia; 70
1.6-inch, One (1) 18 ga. 1/4-inch crown x 1 -inch leg staples One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing 60
located in the horizontal leg of the J-Channel spaced the nailer of each female lock or spaced 16-inch o.c.
I12-inch o.c. I I securing each panel lap I I
Approved Systems for 14.5-inch Soffit Span Wth J-Channel at Wall and Eave
Wall Connection Eave Connection
System Panel MOP
No. Width W
Substrate
J-Channel
Substrate
J-Channel
Attachment Attachment
Three (3).18 ga. 114-inch crown x 1 -inch leg staples in
diamond pattern spaced 24-inch o.c. securing Three (3) 18 ga, 114-inch crown x I -inch leg staples in
Max. J-Channel to joists; diamond pattern spaced 24-inch o.c. securing
14.5JJ-1
16-inch
Wood
One (1) 18 ga. 1/4 inclh crown x I -inch leg staples
Wood J-Channel to joists 43.3
located in the horizontal leg of the J-Channel spaced One (1) 18 ga.1/4-inch Crown x I -inch leg staples located
12-inch o.c. I in the horizontal leg of the J-Channel spaced 12-inch o.c. I I
ALC15001.4 916PIR M-211 4 of 11
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
TECHN11CAL SERVICF-S, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 16-inch Soffit Span with F-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width pso
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 14 ga. 518-inch long T nail or One (1) 18 ga. 1/4-inch crown x
One (1) min, 1.75-inch x
0.072-inch diameter
16F-1
Max
Masonry. 9 ga., min. 5/8-inch long Stub Nail Wood 1-inch leg staple spaced max. finishing nail with min. 3116- 53.3
12-inch with W.8-inch diameter head spaced 4Anch o.c. and securing each inch head spaced.
max. 8-inch o.c. panel lap 12-inch o.c,
One (1) 18 ga. 1/4-inch crown x
One (1) min. I .75-inch x
Max. Three (3) 18 ga. 1/4-inch crown x 1 - 11 inch leg staple spaced max.
0-072-inch diameter
1617-2
12-inch
Wood inch I eg staples in diarnond pattern Wood
4-inch o.c. and securing each finishing nail with min. 3/16- 53.3
spaced 16-inch o.c.
panel lap
inch head spaced
127inch o.c.
One (1) 14 ga. 5/8-inch long T nail or One (1) min 318-inch.x 3/8-inch One (1) min. 1 3/4-inch long
16F-3
Max,
Masonry 9 ga., min. 518-inch long Stub Nail Wood crown staple spaced 16-inob
x 0.072 inch dia. x min.
25.6
16-inch with 3/8-inch diameter head spaced 3/16-inch head dia. trim nail
8-inch o.c.
O.C.
spaced 36-inch o.c.
One (1) 3/8-inchhead.dia. nail, min. IOne (1) min 3/8-inch x 3/8-inch One (1 min, I 3/4-inch long
x 0.072 inch dia. x min,
16F-4
Max.
16-inch
Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-ilch 3116-inch head dia. trim nail
25.6
inch o.c. OZ.
spaced 36-inch o.c.
Three:(3) min. 3/4 inch x 114-inch One (1) min. 1 3/4-inch long
1617-5
Max.
Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 114-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 484ndh ci.c
One (1) 14 ga. 5/8-inch long T nail or One (1) 18 ga. 1/4-inch crown I x
One (1) min. 1.75-inch x
0 072-inch diameter
1617-6
Max
Masonry 9 ga., min. 5/8-inch lo ng Stub Nail Wood 1-inch leg staple spaced 4-inch finishing nail vAth min. 3/16- 43.3
16-inch with 3/8-inch diameter head spaced o.c, and securing each panel inch head spaced
8-inch o.c. lap 16-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 11- 1-inch leg staple spaced 4,inch
0.072-inch diameter
16F-7
16-inch
Wood inch I,egstaples in diamond pattern Wood
o.c. and securingeach panel
finishing nail with min, 3/16- 43.3
spaced 16-inch o,c.
lap
inch head spaced
I I I I
16-inch o.c.
ALC15001.4 FL1 2194-R7 Page 5 of 11
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 reportis,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 Maximum 16-inch Soffit Span with J-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width pso
Substrate
J-Channel Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max.
Three (3) min. 314-inch x 114-inch
One (1) min 3/4-inch x 114-inch
One (1) min. 1 314-inch
long x 0.072-inch dia. x 23.5
16J-1
16-inch
Wood crown staples in diamond pattern
spaced 24-inch o.c.
Wood
crown staple spaced 8-inch o.c, min. 1/4-inch head dia. trip 31.4
1 1 1 nail spaced 48-inch o.c.
Approved Systems for Maximum 16-inch Soffit Span with J-Channel at Wali and Eave
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
J-Channel
Substrate
J-Channel
Attachment Attachment
Three (3) 18 ga. 1/4-inch crown x 1 -inch leg staples in
diamond pattern spaced 24-inch o.c. securing. Three 13) 18 ga.1/4-inch crown x 1-inch leg staples in
16JJ-1
Max
16-inch Wood J-Channel to joists;
one (1) 18 ga. 1/4-inch crown x 1 nch leg staples
Wood diamond pattern spaced 8-inch o.c. securing 32.7
located in the horizontal leg of the J-Channel spaced
J-Channel to fascia
12-inch o.c.
Three (3) 18 ga. 114-inch crown x 1 -inch leg staples in Three (3) 18 ga. 114-inch crown x I -inch leg staples in
diamond pattern spaced 24-inch o.c. securing diamond pattern spaced 12-inch o.c. securing
16JJ-2
Max.
Wood J-Channef to joists; Wood.
J-Channel to fascia; 43.3
16-inch One (1) 18 ga. 1/4-inch crown x 1 -inch leg staples One (1) 18 ga.114-inch crown x 1-inch leg staple securing 33.3
located in the horizontal leg of the J-Channel. spaced the nailer of each female lock or spaced 16-inch o.c.
12-inch o.c. securing each panel lap
ALC15001.4 FL12194-R7 Page 6 of 11
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
TECHMICAL SFERVICES. LLC
ALUMINUM COILS, ING
Soffits
Appendix A
Approved Systems for Maximum 22.5-inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Center Connection Eave Connection
System Panel. MDP
No, Width Pso
Substrate
J-Channel
Attachment
Panel Attachment Substrate
J-Channel
Attachment
Three (3) 18 ga, 1/4-inch crown x One (1) 18 ga,1/4-inch crown x Three (3) 18 ga. 114-inch crown
1-inch leg staples in diamond I -inch leg staple securing the nailer x 1-inch leg staples in diamond
pattern spaced 24-inch o.c. of each female I ock. or spaced 16- pattern spaced 24-inch o.c.
22.5JJ-1
Max. I
Wood securing J-Channel to joists; inch o.c. securing each panel:lap Wood securing J-Channel to joists; 42.1
16-inch One (1) 18 ga. 1/4 inch crown x One (1) 18.ga.114-inch crown x
l-inch.leg staples located in the One (1) min. 1.75-inch x 0,072-inch 1 -inch leg staples located in the
horizontal leg of the J Channel diameter finishing nail with min. horizontal leg of the J-Channel
spaced 12-inch ox, 3/16-inch head, spaced spaced 12-inch o.c.
4-inch o.c.
Approved Systems for Maximum 24-Inch Soffit.Span with F-Channel and Fascia Cap
Wall Connection Center Connection Eave Connection
System Panel MDP
No, Width W
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, 11
1
4-
One (1) min, I .75-inch x
Max.
inch crown x 1-inch
rafter with one each panel lap inch crown x 1 -inch 0.072-inch diameter
80
24F-1 12-inch
Wood leg staples in 1) min. 2.25-
Wood
leg staple spaced 8-
finishing nail with min. 90
diamond pattern inch x 7d ring
One (1) min. 1.75-inch
inch o.c.
3116-inch head spaced
spaced 16-inch o,c. shank nail
x 0.072-inch diameter 124n.ch o.c.
24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001A FI_12194 R7 Page 7 of 11
This evaluation report is provided for State of Florida product approval under Rule 61 G2073. 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,
iMXH C RE E K
TF-CHNICAL SEFv!cEs. LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 24-inch Soffit Span with F-Channel and Fascia Cap
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 spaced
One (1) min, 1.5- No.2 SYP 12-inch o,c. securing One (1) 18 ga. 114-
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
80
2417-2
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.G.
3/16-inch head spaced
16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c,
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
One (1) 14 ga. 518- Nominal I x2 staple spaced
inch long T nail or 9 No.2 SYP 12-inch o.c. securing One. (1) 18 ga. 114-
One (1) min. 1.75-inch x
Max. ga., min, 518-inch anchored to each panel lap inch crown x 1-inch
0.072-inch diameter
80
24F-3
12-inch Masonry long Stub Nail with rafter with one Wood
leg staple spaced 8- finishing nail with min.
3/8-inch diameter 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.cl
311&inch head spaced
head spaced 8-inch inch ring shank, x 0.072-inch diameter 12-inch o.c,
O.C. nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c;
One (1) 18 ga. 1 /4-inch
crown x 1-inch leg
Nominal 1x2 staple securing the
No,2 SYP
nailer of each female
Three (3) 18 ga,114- anchored to
lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max.
inch crown x I -inch
rafter with one 16-inch o.c. securing inch crown x 1 -inch 0,072-inch diameter
80
24F-4 16-inch Wood leg staples in 1) min, 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 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.
3116-inch head spaced
4-inch o.c.
ALC115001.4 FI-112194-R7 8 of 11
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 SF_RvtcF_s, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 24-inch Soffit Span with F-Channel and Fascia Cap
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width W
Substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga.1/4-inch
crown x 1-inch leg
staple securing the
Nominal Ix2 nailer of each female
One (1) min, 1. 5- No.2 SYP lock or spaced One (1) 18 ga. 114- One (1) min, f,75-inch x
Max inch x 11 ga. anchored to. 16-inch o.c. securing inch crownx 1 -inch 0 * 072-inch diameter
80
24F-5
16-inch
Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min, 60
roofing nail spaced 1) 7d x 2.25- inch o'c..and securing 3/16-inch head spaced
16-inch o.c. inch ring shank One (1). min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x:0.072-inch'diameter
finishing nail with min.
3116-inch head spaced
4-inc,h o.c.
One (1) 18 ga. 1 /4-inch
crown x 1 -inch leg
staple securing the
One (1) 14 ga. 5/8- Nominal 1x2 nailer of each female
inch long T nail or 9 No;2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max ga., min. 5/8-inch anchored to 16-inch o.c. securing inch crown x I -inch 0,072-inch diameter 1 +
80
2417-6 16-inch Masonry long Stub Nail with rafter with one each panel lap Wood leg sta e spaced 8- pi finishing nail with min. 60
318-inch diameter 1) 7d x 2.25- inch o,c. and securing 3/16-inch head spaced
head spaced 9-inch inch ring shank One (1) min: 1.75-inch each panel lap 16-inch o.c.
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,
ALC1 5001 4 FL12194-R7
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 atidbutes that are not specifically addressed herein.
CREEK
TrcHNICAL SF-PVICES. LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 24-inch Soffit Span with J-Channel and Fascia Cap
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width W
Batten
J-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Nominal 1x2 No.2
8YP scabbed
between raftem with One (1) 18 ga. 114-
one (1) min. 2.25- inch crown x 1-inch
Nominal 1x2 inch x 7d ring shank leg staple spaced
No.2 SYP Three (3) 18
nail straight -nailed 12-inch o.c.
anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga, Y4-
One (1) min, 1.75-inch
Max. rafter with one x 1-inch leg
into the end of the lap inch crown x 1 -inch
x 0,0727inch diameter
24J-1
12-inch 1) min. 2.25- staples in diamond
batten or two (2) Wood
leg staple spaced finishing nail with min, 60
inch.x 7d ring pattern spaced 16-
min, 2.25-inch x 7d One (1) min. 1.75-
8-inch o.c.
3/16-inch head spaced
shank nail inch c.c. ring..shank nail stoe- inch.xO.072-inch 12-inch o c.
24-inch o.c. nailed on either side diameter finishing
of the batten at nail with min. 3116-
each batten/rafter inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c. .
Nominal 1x2 No.2
SYP scabbed One (1) 18 ga.1/4-
between rafters with inch crown x 1 -inch
one (1) min. 2,25 leg staple, securing
Nominal U2 inch x 7d ring shank the nailer of each
No.2 SYP Three (3) 18
nail straight -nailed female lock or
One (1) 18 ga 1/,
inchanchoredtogaA/4-inch crown
through the rafter spaced 16-inch o.c.
inch crown x I
One ( 1) min. 1.75-inch
Max. rafter with one x 1 -inch leg into the end of the securing each panel leg staple spaced
x 0.072-inch diameter
24J-2
16-inch 1) min. 2.25- staples in diamond
batten or two (2) lap Wood
8-inch o.c and finishing nail with min. 53 3
inch x 7d ring pattern spaced
1
16-
min. 2.25-inch x 7d
secun . ng eac'h panel
3116-inch head spaced
shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap
16-inch o.c.
24-inch o.c.
nailed on either side inch x 0.072-inch
of the batten at diameter finishing
each batten/rafter nail with min. 3116-
intersection. Max. inch head spaced
rafter spacing is 4-inch o.c.
24-inch o.c. I
ALC15001.4 FL12194-R7 of 11
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,
TEcHh4ICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systerns for.Maximum 24-inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width Psf)
Substrate
J-Channel
Attachment
Panel Attachment Substrate
J-Channel
Attachment
Three (3) 18 ga.114-inch crown x One (1), 18 ga. 1 /4-inch crown x
1-inch leg staples in diamond 1 -inch leg staple securing the nailer Three (3) 18 ga.1/4-inch crownpatternspaced24-inch o.c, of each female lock,of spaced 16- x 1-inch leg staples in diamond
24JJ-1
Max, Wood securing J-Channel to joists; inch ot. secu!ring each panel lap Wood pattern spaced 8-inch o.c. 43.5
16-inch One (1) 18 ga.114-inch crown x
securingI -inch leg staples located in the One (1) min. 1.75-inch x 0.072-inch J-Channel to fascia
horizontal leg of the J-Channel diameter finishing nail with min.
spaced 12-inch o.c. 3116-inch head spaced
4-inch o.c.
Three (3) 18 ga.114-inch crown x One (1) 18 ga.1/4-inch crown x Three (3) 18 g a, 1/4-inch crown
1-inch leg staples in diamond
1-inch leg staple securing the.nailer x 1-inch leg staples in diamond
pattern spaced 24-inch o.c.
of each female lock or spaced 16- pattern spaced 12-inch o.c.
Max. securing J Channel to joists; inch o,c. securing each panellap securing J-Channel to fascia: 53.3
24JJ-2
116-inch
Wood
One (1) 18 ga.1/4-inch crown x One (1) min, 1 .75-wJnch x 0.=-inch
Wood One (1) 18 ga. 114-inch crown x
1-inch leg staple securing the
44.4
1 -inch leg staples located in the
horizontal leg of the J-Channel diameter finishing nail with min. nailer of each female lock or
spaced 12-inch o.c.
3/16-inch head spaced spaced 16-inch o.c,securing
4-Inch o.c. each panel lap
ALC15001.4 FL121 11 of 11
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 norimply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CRIEEK
TECHNICALI—SE:RVICES. LLC
ALUMINUM COILS, INC
Soffits
Appendix B
INSTALLATION
Note - Refer to the APPRovED Sys-rEhis section of this report for additional installation details of a selected system and maximum design pressures limitations.
System No. Installation Detail
I 8fla I f4,, X I'
st,PIP*G 24-ox,max
OVEN PArrEP
I 3g a,, 1 J4" V
K,
JOIST staples 12" a.r. rna
P
7
J-Channei
Devall a
14.5JJ-1 Sga., I W x V
18 a,, 1 14-x V9 staples 24" 0.c. Max
staples 4" o-c. max Di,9mond"Pa!1en
t o c, rn a
Diamorld" Patten
J-Channel
Detail A
ALC1 5001.4 FL12194-R7 1 of 19
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify GREEK 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
TECHNIICAL SEF?VilcEs, LLC
12F-1 &
1217-2
Installation Detail
A, NAIL. MIN, 1,25"
ACPD 24' O.C. FOR WOOD
111N, 1, 4GA T-NAIL OR MIN. 9GA.
3/S" HEAD DiA., MIN, 5/S"
kCED S' O,C. FORIMASONRY
ASCIA SLIP BOARD
SOFFIT
MAX. 12-INCH SPAN
CHANNEL
FASCIA LIP 1/4"
STAPLE SOFFI T TO
FASCIA BOARD #T50
3/8" X 3/8" STAPLE
16" O.C.
PAINTED S.S.
1 3/4" TRIM NAIL
MIN, 5 NAILS PER 12' PIECE
ALUMINUM COILS, INC
Soffits
Appendix B
ALC15001.4 FL12194-R7 Page 2 of 19
This evaluation report is provided for State of Florida product approval under Rule 6-1 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
Soffilts
Appendix B
System No. Installation Detail
SOFFIT STAPLE
OPEN RAFTER
DIAMOND ...PATTERN
3/4- X 1/4- 2ETAILCROWNSTAPLES
USING A DIAMOND
WTVEEN I
SrAPLES
PATTERN FACIA BOARD
FASCIA CAP
12F-3
FACIA BOARD3/4 X 1/4' CROWN 1-3/4' TRIM NAIL
5" r"F-
STAPLE ON CENTER
113
1-3/4, TRIM NAJLJ PAINTEDjS,S..
CHANNEL CAN BE PAINTED S S, 48' —FAS IA CAP
INSTALLED WITH THE
NAILING FLANGE UP OR 3/4- X 1/4-
DOWN CROWN STAPLE
SOFFIT-Icla-- _12-in h Spa -
WOOD SOMT
SUBSTRATE SOFFIT & FASCIA
DETAIL
ALC15001.4 FL1 2194-R7 Page 3 of 19
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
NUN. 14GA T-NAiL OR [AIN. 9GA,
STUB NAIL WITH 3/8" HEAD DIA., MIN. 513"
EMBEDMENT SPACED 8" O,C. FOR MASONRY
SUBSIRATES,
FASCIA SLIP BOARD
FASCIA TRIM
I1217-4
SOFFIT
MAX 12-INCH SPAN
FA0A BOARD
F" CHANNEL 1-3/4' TRIM NMNLjS,S. PAINTED
L__ CA CAP
3/4' X 1/4'
CROWN STAPLE
SOFFIT —j
SOFFIT & FASCIA
DETAIL
ALGI 5001 4 FL12194-R7 Page 4 of 19
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,
12J-1
CREEK
TECHNICAL SERVICF-s, LLC
No. I Installation Detail
OPEN RAFTER
3/4- X 1/4- CROWN STAPLE -24-
ON CENTER USING A DIAMOND PATTERN
1 -3/4' TRIM NAL
t' cm 8 X PAINTED S.S. 48"
C)C.
WOOD OR BLOCK
SUBSTRATE
SOFFIT —wax. sijan
ALUMINUM COILS, INC
Soffits
Appendix B
3/4 X 1/4 CROWN STAPLE
SOFFIT STAPLE
FACA BOARD
DIAMOND EATTERN
DETAIL
FASCIA CAP
3/4" X 1/4- CROWN
STAPLE "8" ON CENTER 1-3/4" TRIM NAIL
PAINTED S.S.
L I )
SOFFIT
FACLA BOARD
FASCIA CAP
3/4' X 1/4'
CROWN STAPLE
SOFFIT k.-FASCIA
DETAIL
ALC15001.4 FL12194-R7 Page 5 of 19
This evaluation report is provided for State of Flori-da 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
TECHIJICAI SERVICES, LLC
ALUMINUM COILS, INC
Soffits
APpen.dix B
SystemNo. Installation Detail
OPEN RAPTEP
stapl$ 24- O.C, rnaX
Elamond" Paten
12JJ-1 &
16JJ-2
lega'IM'XI"
staples 12- 0 c' ma'
A
18f,a V4"x'I"
slapl s '4` ox- max
Dtarnoni:r' Patten
Irinpl
D-tal E4
2- T -x—"Diarnond'Panen
7
staples in horzontal
leg offemdfe lap
J-0hannel
Detail A
ALCI 5001.4 FL12194-R7 Page 6 of 19
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 othe
product attributes thatare not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
All13Ch(' 7Ral",
H.Ao FASCIA BOARD
FASCIA CAP
SOFFIT
X V—'- ZTaPL—E
OPEN RAFTER
FASCIA 80ARD
GA STUE 4,-Vi
H FAD
C5;- SOFFIT FASCIA16F-1
16F-6 OETAIL
FASCIA CAP REFER
TO SOFFIT & FASCIA
DETAIL
SWFO; MAX, '16"
2 SPAN
MAS014RY
SUSSIRATE
ALC15001.4 FL12194-R7 Page 7 of 19
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.
OF
11-101 C'_ R F - F K
UMM TECHNICAL SERVICES, LLC
System No. Installation Detail
MIN 318" HEAD DIA. NAIL, MIN. 1.25"
EMBENDMENT SPACED 24" O,C, FOR WOOD
SUBSTRATES. MIN. 14GA T-NAIL OR MIN, 9GA,
STUB NAIL WITH 3!8" HEAD D[A., MIN. 5/8"
EMBEDMENT SPACED.8'C,C, FOR.MASONRY
SUSSTR ES.
SLIP BOARD
FASCIA TRIM
16F-3 8,
16F-4
SOFFIT
F" CHANNEL
c -1 -' "'-' "
FASCIA LIP 1/4"
STAPLE SOFFIT TO
ASCIA BOARD #T50
8" X 3/8" STAPLE
16" O.C
SS
1 3/4" TRIM NAIL
MK 5 NAILS PER 12' PIECE
ALUMINUM COILS, INC
Soff its
Appendix B
ALC1 5001.4 FL12194-R7 Page.8 of 19
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 eval uati on, report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
16F-5
CREEK
TECHmCAL SERVICES, LLC
No, I Installation Detail
3/4' X 1/4"-'-,
CROWN STAPLES
USING A DIAMOND
PATTERN I
F' CHANNEL CAN BE
iNSTALLED WITH THE
NAILING FLANGE UP OR
DOWN
WOOD
SUBSTRATE
1-3/4' TRIM NAlLJ
PAINTED S.S. 48'
O C-
ALUMINUM COILS, INC
soffits
Appendix B
SOFFIT STAPLE
OPEN RAFTER STAPLES
pDIAMOND
PATTERN
3/8' BETVEEN I
DETAI.
FACIA BOARD
M
3/4- X 1/4- CROWN
STAPLE '8" ON CENTER
SOFFIT- ',I--1X. 01*z 11-,
1-3/4' TRIM NAIL
PAINTED S.S.
SOFFIT
FACLA BOARD
FASCIA CAP
3/4' X 1/4'
CROWN STAPLE
SOFFIT FASCIA
DETAIL
ALC15001.4 FL12194-R7 Page 9 of 19
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.
AM,
CREEK
TF_CH1i`q1.CAL SERVICE:S, LLC
FSystem No7
16F-2 &
16F-7
WL, R'UW"4
A nLE,N UED — 57, LNAVCIHC
PA7T EPPI
F.
OPEN RAFTER
FASCIA BOARD
FASCIA CAP. REFER
TO SOFFIT I FASCIA
SOMT,M,AX.16-
SPAN
ALUMINUM COILS, INC
soffits
Appendix B
FASCIA BOARD
FASCIA CAP
e4' -POWN STAPLE -
SOFFIT 9, FASCIA
OETAIL
Djamord- P4en
ALC15001A FL12194-R7 Page 10 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein,
CREEK
TECHNICAL SERVIcEs, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
OPEN RAFTER
3/4- X 1/4' CROWN STAPLE
OISTOIST
SOFFIT STAPLE
FACIA BOARD DIAMOND.-EATTERN
DETAIL
3/" X 1/4" CROWN STAPLE '24'
ON CENTER USING A 0"ONO PATTERN FASCIA CAP
16j-1 1 .
Ell
Lj
3/4 X 1/4- CROWN
1-3/4' TRIM NAIL
FACIA BOARD
STAPLE "8- ON CENTER
PAINTED SS. CHANNEL 1-3/4' TRIM NALJ
PAINTED S,S. 48" FASCIA CAP
X 1/4- 4k3CIR0 WN STAPLE
SOFFIT-nax. inch span
SOFFIT
WOOD OR BLOCK SOEST & FASCIA
SUBSTRATE DETAIL
ALC1 5001.4 FL12194-R7 Page 11 of 19
This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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 SF—RVICES, LLC
ALUMINUM COILS, INC
Soffft
Appendix B
System No. Installation Detail
18cia lf4"xl'
14" o:c-max
OPEN RAFTER "DIaDlond" Patten
staples 1T O.C, n1ax '0'
N
A
3 f 8'
1 8ga_ I i4" Y I"
X staples 24" ot rnw,,,
Diamorid"Patten
Diamond" Flatten
J-Channel
ALC15001.4 FL12194-R7 12 of 19
This evaluation report is provided for State of Florida product approval underRule 6IG20-3. The manufacturer shall notify GREEK 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.
ALUMINUM COILS INC
S iits
Appendix B
System No. Installation Detail
1 ?ga., 1j4' Y I"
staples 24' o,c, max
OPEN RAFTER 01amond' Pamen
1,Rga,. 114" xx I"
staples 1,2" ux. max
A
I Pj ga., 1!4;'x 1 staples
16" o -, max and 1 -,114"
Long x,072"Dia Trim i-Channel
Nails with 1161 Head 4" 3,"
22.5JJ-1
o.c max Detail 6
18ga , 114" x I' staples 2r o,c, ma,
30 24" 0.c. ry)aK Diamond"Patten
7
189a, I M" x 1
staples 12 0 C. MAX
Damond' Patten
J-Chinnel
Detail A
ALC15001A FL12194-R7 13 of 19
This evaluation report is provided for State of Florida product approval under Rule 61 G20-1 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, ING
Soffits
Appendix B
System No. Installation Detail
I - TRIM NAIL FASCIA 60ARD
PAINTED S.S.
I-.!- CROWN FASCIA CAP
STAPLES
USING A DIAMOND
PATTERN; REFER TO CROWN STAPLE
SOFFIT STAPLE
DIAMOND PATTERN
V
SOFFIT
DETAIL
TRIM NAIL FASCIA BOARD
SOFFIT & FASCIA
DETAIL
24F-4 l-,J".CROWN STAPLE 11,
ASCIA CAP: REFER
TO SOFFIT FASCIA
DETAIL
Nominal 1 '.2" SYR
Batfe A"hored -to SOFFIT; MAX 24"
F_CHAN4EL Rafters .4h one 7d
R;,g Sha0 Nail at
Very Rafter
WOOD SUBSTRATE-------'
S OFFIT STAPLE
DIAMOND PATTERN
ALC15001.4 FL12194-R7 Page 14 of 19
This evaluation report is provided for State of Florida product approval under Rule 61 (320-1 The manufacturer shall notify CREEK Technical Services, LLC of any product chariges 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
T"ECHNICAL SF-Rv czs, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I i- TRLI NAIL FASCIA BOARD
PAINTED S S,
I.J;' SMOOTH SHANK .',,FASCIA CAP
ROOF NAILS SOFFIT—
I"q" CROWN STAPLE
7<
1 TRIM
NAILA
FASCIA BOARD
PAINTED S,S,
SOFFIT & FASCIA
DETAIL24F-2 &
24F-5
J- CROWN STAPLE
FASCIA CAP: REFER
TO SOFFIT FASCIA
DETA1
Nonnal V'X2- SYP
Batten APchwed to SOFFIT5 MAX. 24'
Rafters ith one 7dF-CHA14NEL
Ring Shan Nail at
WOOD SUBSTRATE—
every Rafter
ALC15001.4 FL12194-R7 Page 15 of 19
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
S ciffits
Appendix B
System No, Installation Detail
I TRIM NAIL BOARD
SS,
146A T-NAILS FASCIA CAP
SOFFIT
1-.2" CROWN STAPLE
I t- TRIM NAIL FASCIA BOARD
PAINTED S.s,
SOFFIT FASCIA
24F-3 &
DETAIL
24F-6 1"q- CROWN STAPLE
FASCIA CAP; REFER
TO SOFFIT t FASCIA
GETAt.
Nomiqat V.2' SYP
F-CHANINEL
Balfer An(horee to SDFAT MAX. 24"
Rafters .0-h Dne 7d
Ring Shank Nail at
mry Rafter
MASONRY-
ALC15001.4 FL12194-R7 16 of 19
This evaluation report is provided for State of Florida product approval.under Rule 61 G20-3. The manufacturer shallnotify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 j" TRIM NAIL FASCIA BOARD
1'4" CROWN
PAINTED S.S.
FASCIA CAP
STAPLES
USING A 0 AMONO SOFFIT
PATTERN; REFER TO
CANTILEVERED CROWN STAPLE
SOFFIT STAPLE
RAFTER V
DIAMOND PATTERN
DETAIL
FASCIA BOARD
SOFFIT FASCIA
I TRIM 14AIL
24J-1 &
PAINTED S S
I"q* CROWN STAPLE
FASCIA CAP; REFE R
DETAIL
24J-2
70 SOFF17 FASCIA
DETAIL,
NOrninal 1'. 2" SYP battens
scsitmed bef'—n 'Wters and SOFFIT; MAX. 24"
J-CRAWL rec.re 1 111 0 le (11) % ring, narilk no!] 5; 1901-nw!ed
1hrough rhe raller into I" end
WOOD SUBSTRATE— f t" balten c, two (2) 7d
ring s ank nails W2-nwled on
sillier Side Of Ins witem at tne
SOFFIT STAPLE
DIAMOND PATTERN
ALC1 5001 A FL12194-R7 Page 17 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shallnotify 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 riot express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVIcEs, LILC
ALUMINUM COILS, INC
soffits
Appendix B
System No. Installation Detail
staples 24'o c max
OPEN R FTER DiamenT Patten
Z
1 aga" I f4" X 1
slapics 12" 0 C' max 'k
118 qa,, 14" x slapi-as
I !Yc,c. max,and ' 3/2 '
Lona Y-072" Dia, Trr-1 J-i;hannel
Nail,s %M I j I t5f' He ld 4'
c,c . max
2414-1
a P C"S ZZI 0. C' M a I W x I
Staples 8" O'C' ma'
J-ChannPI
DM-afl A
FL12194-R7 18 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC ofany 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 SERVIcSs, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail.
10 ga,, 114% 1'
staples 24'o,c. may
OPEN RAFTER T iarnond' Patten
I 8ga,. I Wx V
staples 12' a.c. max
I 24JJ-2
18 ga_ 1/4' x I " staplas
lrY'c.c, max and 1 3/4'
Long x.072" 0 ia Trim
Nails wil h 311 F,` Head
ot, max
X71
A
Diarnond'Patten
1 8ga., I A—( I "
stapies 24'o,c. max
J-0hannel
Detail 8
113ga,, IN% I"
staples I 0,C max
I 8ga, 1/4" x 1'
slapips in horzontal
leg Uffemalp Ian
Delail A
ALC15001.4 FL12194-R7 Page 19 of 19
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3, The manufacturer shall notify CREEK Technical Services, LILC 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, installaflon recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHt,11CAL SERVICE--, LI-C
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soff its
Appendix 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. 1, 11, 111, and IV buildings shall be as defined in Section 1609 of the FBC.
2. Exposure B, C, and D shall be as defined in section 1609 of the FBC.
3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft.
4. All calculations are based on an effective wind area of I 0-fl? or less.
5. Topographic factors such as escarpments or hills have been excluded from the analysis.
6 Wind directionality factor, Kd = O.M
7 V,,It 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
smaller, but not less than either 4% of the least horizontal dimension or 3-ft,
FL12194-P7
Roof Height), whichever is
I of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC, of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
A CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Design Wind Pressures for Soffits in Exposure B
Buildin 9
TYpe::
Zone
Mean
Roof,
Height (ft)
Basic Wind Speed mph)-:
120 130 140 1,50." 160, 170 190 200
20 16.9 19 8 22.9 26,3 3&0 33.8 37.9 42 2 46.8
25 16.9 19.3 26.3 30.0 33.8 37.9 42.2 46.8
30 16.9 19.8
22,9
22.9 26.3 30.0 33.8 37.9 42.2 46.8
4
40 18.3 21.5 24_9 2&6 32.5 36,7 412 45.9 50.8
50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1
Enclosed 60 20,5 24.0 27.8 32.0 36.4 41,11 4&0 51.3 56.8
Negative
20 20.8W 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
Loads)
25 20.8 24.4 28.3 32.5 37.0 41,7 46.8 52.1 57.8
30 2U 24.4 28,3 32,5 37.0 41.7 46.8 52.1 57.8
5
40 22,6 26.5 80.7 3&3 40.1 45.3 50.8 56.6 62.7
50 24.1 28.2 3-2.8 3716 42.8 54.1 60.3 66.8
60 25.3 29.6 34.4 39 5 44.9 50.7 56,8 63.3 70A
2b 10.8 12.7 14.7 1&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 12.7 141 16.9 19,2 21.7 24.3 27.1 30.0
4
40 11.7 118 16-0 18,3 20 8 23.5 26A 29A 32.5
50 12.5 14,7 7 _0 19-5 22.2 25.1 28.1 313 34 7
Enclosed 60 13.1 15,4 17.8 20.5 213 26.3 29,5 30 2_ U9 36.4
Positive
20 10,8 12.7 14.7 16 9 19 2 21.7 24.3 27.1 30.0
Loads)
25 10.8 12 7 14.7 16.9 19.2 21.7 24,3 27.1 30 O
30 10.8 12,7 14 7 16o9 19,2 21.7 24,3 27.1 30.0
5
40 11.7 13.8 16.0 1 18.3 20.8 1 23.5 26.4 29A 32.5
50 12.5 14,7 17.0 19 28,1 31.3 34.7
60 13.1 15.4 17,8 20.5 23.3 26.3 1 29.5 1 32.9 36A
ALC15001.4 FL12194-R7 Page 2 of 4
This evaluation report is provided for St ate 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.
ALUMINUM COILS, INC
CREEK S Offits
TcCHNICAL SERVIcF-S, LLC Appendix C
Design Wind Pressures forSoffits.in Expostire:C
Building'
Type
Zone
Mean,
Roof.
Height (ft)
Wind Speed (mph)
120: 1 9 150 160; 170 A 8b., 190 200
20 21.7 25A 29.5 33.8 38,5 43.5 48.7 54.3 60.2
25 22 6 26.6 80.8 35.4 4D.2 45.4 50.9 56.7 62,8
30 23.6 27.7 32,1-- 36.9 41,9 47.3 53 1 59.1 65.5
4
40 25,0 29.4 34.1 39.1 44.5 50.2 56.8 627 69.5
50 26,2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72 9
Enclosed 60 27.2 31.9 3,7.0 42.5 48.3 54.6 131.2 68.2 75.5
Negative
20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3
Loads)
25 27.9 32.8 38.0 A3.6 49.6 56.0 62.8 70.0 77.6
30 291 34.2 39 6 45.5
1
51.3 58.4 65.5 73.0 80.9
5
40 30,9 36.3 42.1 48.3 54.9 62,0 69.5 77.5 85,8
50 32.4 38. . 0 44.1 50.6 57.6 65.0 72.9 1 -81.2 89.9
60 33.6 39.4 45.7 52.5 59 7 67A 75.5 84.2 93.2
20 13,9 163 1&.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 3&3 1 40.3
30 15; 1 17,7 20.6 23.6 26.9 30.3 34 O 37.9 410
4
40 16.0 18.8 21.8 25.1 28.5 322 3& 1 40-2 44.5
50 16.8 19.7 22 9 26.3 29.9 337 37.8 42,1 46.7
Enclosed 60 17.4 23.7 27,2 31.0 35.0 39.2 43.7 48.4
Positive
20 163 1&9 21.7 24.7 27.9 31.2 34.8 38.5
Loads)
25 14.5 17.0 19.7 22.6 25 ' 8 29.1 32.6 36.3 40.3
30 15.1 177 20.6 23.6 2&9 1 30.3 34.0 37.9 42,0
5
40 16.0 18.8 21,8 25.1 28.5 32.2 36.1 40.2 44.5
50 1&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,C) 39.2 43.7 48.4
ALC15001A FL12194-R7 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is,valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
ALUMINUM COILS, INC
Soffits
Appendix C
Design Wind Pressures. for Soffits in Exposure D
Building
Typ
I
e .
1 Zone
Mean.
Roof
Height (ft
BasicWind,Speed mph)
120 130 14
1
0' 150 160 1 7 . 0 180 1'90 260
20 26.0 30.5 35A 40.6 46,2 52.2 58.5 65.2- 72.2
25 27.0 31.6 367 421 47.9 54.1 60.6 67,6 74.9
30 27.9 32.3 38.0 43.6 49.6 56.0 62.8 70.0 77.5
4
40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6
50 30.6 35.9 41.6 47.8 54,3 61.3 68,8 76.6 84.9
Enclosed 60 31.5 37.0 42.9 49.3 56.1 633 70i9 79.0 87.6
Negative
Loads)
20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1
25 33.3 39 1 45.3 52.0 59.2 66,8 74.9 83.4 92.4
30 34,5 40-4 46.9 53.8 61.3 69.2 77.5 86.4 95.7
5
40 36.2 42.5 49.3 56.6 64.4 727 81.5 90.9 100.7
1
50 37.7 44.3 51 A 58.9 67.1 75.7 84 9 94.6 104.8
60 38.9 45.7 53.0 6C.8 69.2 78.1 87.6 97.6 108.1
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 203 23,5 27-0 30.7 34.7 38.9 43.3 48.0
30 17,9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
4
40 18,8 22.1 25,6 29A 33A 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30;6 34.8 39.3 44.1 49.1 54.4
Enclosed 60 20.2 23.7 27.5 31.6 35 9 40.5 45.4 50.6 56.1
Positive
Loads)
20 1&7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 463
25 1T3 20.3 23.5 27.0 30.7 343 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40,2 44.8 49.7
5
40 18.8 22,1 25 6 29.4 33.4 37.8 42 1 47.2 52.2 1
50 19,6 23,0 26.7 30.6 34.8 39.3 44 1 49.1 54.4
60 20.2 233 27.5 31 6 35.9 40 5 454 + 50.6 56.1
ALC15001.4 FL12194-R7 Pace 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, recommerideduse, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SEFZVICEs ILLC
3/8" F-Channell
3/8" J-Channel
3/4"
1/8" HEM
3/4"
j
3/8'
ISOMETRIC VIEW
3/8" PROFILE
ISOMETRIC VIEW
3/8': PROFLE
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.4 FL12194-R7 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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 thatare hot specifically addressed herein -
Fascia
CREEK
TECHNICAL SERVICES, LLC
3/4"
7/81,
1/8" HEM
6"FASCIA
7" BLANK
1/4"
ISOMETRIC VIEW
ALUMINUM COILS INC
S its
Appendix D
ALC15001.4 FL12194-R7 Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TEC14NICAL SERVICEs. LLC
16" Q4 Soffit
18" BLANK
3 / B PROFILE
mom
ALUMINUM COILS, INC
soffits
Appendix D
ALCI 5001.4 FL12194-R7 Pago 3 of 4
This evaluation reportis 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 specifi.cally addressed herein.
CREEK
TmFWCAL SERVICES, LLC
12" T4 Soffit
3 1/3"
5116"
3 11/8" — 1 7/84
112" 1/2"'
zi —/V
13.75" BLANK
3/8" PROFILE
6 7,
71 P
1/2" 1/2"
U L j
H it n P"
J] 10 0 U
ALUMINUM COILS, INC
Soffits
Appendix D
END OF REPORT
ALC15001.4 FL12194-R7 Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically,addressed herein.
Norida Building Code Online https://Www.floridabuilding.org/pr/l)i--app_dt:l,,aspx?pai-am=vGEVX...
SCIS Home Log In : User Registration HotTo lcs : SubmitSurcharge Stats Facts Publications FBCStaff BCISSiteMap Links Search
Product ApprovaldbUSER: Public UserPr
App Lrlicationj t > Apilification Detail
FL # FL7006-RIO
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 IKO Industries, Ltd
Address/Phone/Email 40 Hansen Road South
Brampton, NON -US L6W 3114
708) 496-2800 Ext 200
rmetzOO10tampabay.rr.com
Authorized Signature Robert Metz
rmetzOOI@tampa ay.rr.com
Technical RepresenLative Bob Metz
Address/Phone/Email REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
emetzOO1@tampabay.rr.com
Quality Assurance Representative Don Shaw
Address/Phone/Email IKO Industries LTD
120 Hay Rd.
Wilmington, DE 19808
717 579-6706
don,.shaw@iko.com
Category, Roofing
Subcategory Asphalt Shingles
Compliance Method Certification Mark or Usti I ng
Certification Agency FM Approvals - CER
Validated By Locke Bowden P.E.
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Year
ASTM D3161 modified to 110 mph 2016
ASTM D3462 2010
ASTM D7158 Class H 2011
ASTM E10B 2011
I of 3 4/13/2018. 7:41 AM
Florida Building Code Online
V ,
tp_l
littps://www.floridabuilding.org/pr/p_app__Otl.aspx?para,tn=WGEVX...
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
FL # Model, Number or Name
7006.1 Cambridge, Cambridge HD,
Biltmore and Biltmore HI)
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ- Yes
Impact Resistant., N/A
Design Pressure: N/A
Other:
Method 1. Option A
10/08/2017
10/30/2017
11/01/2017
Description
Laminated architectural fiberglass asphalt shingle
manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.;
Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants
Certification Agency Certificate
A2!_Q3161.jeftr-
9-26-2017) fra n_FINI.pdf
FL7.006 RIO C CAC Lett ASTM D34k?. Ijfter -
F-1-70O _(_glQ_C CA Letter-ASIM E108 letter- 4 ..... .. . ... . . ...............
9-26-.201 7)Pdf
quality Assurance Contract Expiration Date
12/31/2020
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by1ndepenclent Third Party:
7006.2 Hip and Ridge 12 Cap i 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
Impact Resistant: N/A
Design Pressure: N/A
Other:
700663 Leading Edge Plus Asphalt Shingle
Starter Strip
Limits of Use
Approved for use in HVHZ.- Yes
Approved for use outside HVHZ., Yes
Impact Resistant. N/A
Design Pressure- N/A
Certification Agency Certificate
FL7006 R 0- C CAC STM D 3462-,Siin lelefter
SU'ryRI'llance Au6t_ Location, -._C6- 28-20 jZ) pdf
F L7 0 0 6 R 19. C CAK Let -ter - A5TM W161,jette-r-_
FM,pdf
FLZOQ_R,O C CAC Letter - ASI M D3462 letter
FL QQO,_RIO C CAC Letter - ASTM EIOS letter -
26,-2017),pdf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 IT
1nsVuqti ns pT
F_1.79. 0 6 R 1_0 11 A twIlpt,tpri
Instructions for FBC FL7006.pdf
Verified By: Due T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
j One piece fiberglass asphalt shingle used as a starter strip at
the bottom of a roof system manufactured in Brampton and
Hawkesbury, Ontario plants
Certification Agency Certificate
FL7006 RIO C CAC Letter - ASTM D3161. letter -
i FL700().RIO—C—CA LLet.te,--AS.T,.MD,346.2....I.e.t.t..e.'r..l-..
pdf
2 of 3 41/13/2018. 7:41 AM.
Fioiida Building Code Online https://ivNvNN,.floridabuilding.org/pr/pr appjt1,aspx?para1n1=wGEVX...
Other: FL7006 R10 CCAC LilAter- AS 4.,Ej )Jii tt..rTL
01-1?,-_ZQI,7)odf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
1,87-02,-,01 Letter -
foll, IFIBIC F.1-700&pcif
FL7006 RIQJI gq Sd :-,Phzj-,_
Appl1catian-EN,(.j),,pdf
Verified By: Duc T Nguyen PE 65034
Created by.independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
1006.4 Marathon Plus Ali Superglass Plus 1 3 tab fiberglass asphalt shingle manufactured at IKO's
AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont,;
Sylacauga, AL and Kanakakee, IL plants
Limits of Use
Approved for use in HiJHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant., N/A
Design Pressure: N/A
Other;
Certification Agency Certificate
R-71, a , 045__RIO — C — CAC Letter_-_.ASTM , D316JJA t er__-
19__26-01,7) fii FM.:p&
FL7006 RIO C CAC Letter - AS1 M D3462 letter -
20,171.). po f
Fi RIO C CAC Lettelrl_- AST E10
1 '9 )Nf272017
Quality Assurance Contract Expiration Date
12120j2020
Installation Instructions
ft7G,Qo_RjQ_j1jK0 181T-1021-0. 1. better -, JI)sNJI,tipfl,
instructions for FRC FLZ f006,pd
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
Badd
Qqntact U :: 2601 Blair Stone Rci Ta 111a .. ge.Fl,_12j99Phone,, 8 0-487-1§24
The State of Florida is ail AA/lEE6 employer C Qpyfight 2607-2013 State of ii :: Env_acy il qmpnt :: PLccessibifty Statemen :: Refund, statemqrj
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 affice by phone or by traditional mail, if you have any questions, please contact 850.487.1395. *Pursuant to SeclJon
455,275(l), Florida Statutes, effective October 1, 20 12, licensees licensed under Chapter 455, IS, must provide the Department with an email address if they have
one. The ein ails provided may be used for official communicatkinwith the licensee. However ernad 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 I available to the public. Todetermine if you are a licensee under Chapter
45S, F.S., please click here .
Product Approval Accepts:
M KI M LFK E
Credit Card
saf&
3 of 3 4/113/2018,7:41 AM
M
RIF.11,1111111111
TECH NOLOGI ES
October 27, 2017
IKO Industries, Ltd
120 Hay Rd.
Wilmington, DIE 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-2012-1 1—reformatted 2013-02-rev07113-FIorida)
2) IKO Laminated Shingles Application Instructions
EN-Laminated—A,r),olns—BTTEFS-2012-04—reformafted 2013-02-revO7/13-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 govern.
Statementof Independence: PRI Construction Materials Technologies and/or DucT. Nguyen, FL P,E, donot
have nor plan to acquire a financial interest in any company manufacturing or distributing products.for which
the test reports are issued.
Signed: Signed: J 2Q)
Brad Grzyboyvl kl UuC I . MARRO
Managing D6ector Florida Rdgils-W-6-d—Ofafessional 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) IKQ Hip and Ridge 12 Application Instructions
D) IKO Leading Edge Plus Application Instructions
IKO-187-02-01
PRIC,onstrucfionMateda]sTechnt)logies,LLC. 6412BadgerDrive Tampa,FL33610 Tel:813-621-5777 Vax;813-U1-5840 e-mail: mata6alsteSlJng6pftmt.com WebSite:hftp:4ww.p6cmt.com
IKO,
Installation Instructions for
Asphalt Shingles
Page 2 of 5
111(0 Shingle Application Instructions — 3-Tab Shingles
ASTM D3161, Class, F — IKO Marathon 25 AR and CRC S,uperglass M25AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND. THE APPLICABLE C
I
ODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTION& 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 or3/4" 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, 1(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 seat 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
Y,
11,J\
SEAUNG 5TRIP
XI
NAILS NAILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
PPJConstftcUonMatedaisTothnologies,LLC.64126adgerDrive Tampa,FL33610 Tel:813-621-5777 Fax:813-621-5840 e-mail: matedaist sfl,ng@pdcm.t.com WebS!te:fifip:/hmw,pdcmt,Gom
V
1i
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" perfoot, 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".
NAIL LINE
6 WSJ
NAILING - STEEP SLOPES APPLICATION,
UsL six nails as shown,
PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE
PRI Construction Materials Techwkigles, LLC. 6412 Badger Drive Tampa, FL 33610 TO 813-621-5777 Fax: 81M21-5840 e-Maill: Mate6alSteSbng@pr!GMt.COM WebSite: ht1p:/Avww.prcmtcom
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5,
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — IKO Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS. SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are
designed for a 5 118" (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 hipor 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 kip 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
coveredwith cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easier bending.
NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USEAS HIP AND RIDGE
SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO
RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE'WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS.
TAPER CUT
PRI Construction Materials Technologies, LLG. 6412BadgerNve Tampa,FL336`10 Tel:813-621-5777 Fax:813-621-5840 e-mail: Matedalstesdng@p6cmt.com WebSite h1tp:/MWw.pdcmLoDm
41
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.
I . Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required.
2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) lK0 Leading, Edge Plus strip is perforated lengthwise for
separation into two (2) shingles, Take one I KO 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 t4" (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 theshingle to the roof deck with fasteners
located 3" to 4" (75 mm to 100 mm) from the rake edge and 1 " (25 mm) in from each end.
5. Repeat Steps 3 — 4 for the right lower corner of the roof deck.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least
3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20
mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 m m) 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 I KO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PRI Construcilan Materials TeOnofogies, LLC. 6412 Badger Drive Tamps, FIL 33610 TO 813-621-5T77 Fax: 813-621-5840 e-mail: mateNalstesting@pricmt.com Web&te: ht1p:f*vw.prIcmt,(;orn
4
Norida Building Code Online https://www.floridabuild.ing.org/pr/ptl_app_dtl.aspx?param=wGEVX...
BCIS Flom e Log In User Registration HotTopics SubmitSurcharge Stats&Facts Publications FBCSlaff 8055iteMap Unks Search
Product Approval
USER: Public Userd,b,pr
Menu > > Apptatblijist > Application Detail
01 FL # FL2346-R7
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Warrior Roofing Manufacturing
Address/Phone/Emall 3050 Warrior Road
Tuscaloosa, AL 35404
20S) 553-1734 Ext 115
Steven@WarriorRo,ofing.net
Authorized Signature Steven C rew
Steven@WarriorRoofing.net
Technical Representative Steven Crew
Address/Phone/Email 3050 Warrior Road
Tuscaloosa, AL 35404
205) 553-1734 Ext 1024
teven@WarriorRoofing.net
Quality Assurance Representative Steven Crew
Address/ Phone/Erna il 3050 Warrior Road
Tuscaloosa, AL 35404
205) 553-1734 Ext 1024
Steven@WarriorRoofing.net
Category Roofing
Subcategory Underlayments
Compliance Method Test Report
Testing Lab PRI Construction Materials Technologies, LLC
Quality Assurance Entity Keystone Certifications, Inc.
Qualit y Assurance Contract Expiration Date 10/05/2021
Validated By Jesus Gonzalez, P.E.
Certificate of Independence
Validation Checklist - Ha.rcicopy Received
Fl- )Of46P -findep. eOCM1Qrit9 -lidfuf — ce, L
Referenced Standard and Year (of Standard) Standard
ASTM D226
ASTM D4869
Equivalence of Product Standards
Certified By Approved Testing Lab
FLR34._.9,7 Equi
Year
2009
2016
I of 2 4/13/2018,7A4A.M
Florida Building Code Online litLps:i'/www.floridabuilding.or,,-,/pr/pr_app_dtl.aspx?parain—wGEVX...
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
iummary of Products
FL # Model, Number or Name
2346.1 15 and #30 roofing felt
11.111.11.11 .... .... ..... ..... .. .
Method 1 Option B
01/17/2018
01/17/2018
01/17/2018
04/10/2018
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ.* Yes
Impact Resistant: N/A
Design Pressure: N/A
Other; Primary roof covering should be Installed
immediately after felt. Roofing felt is not intended to be an
unprotected weathering surface.
2346.2 115w and 3ow roofing felt
I .................... . . . ..... .
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other: Primary roof covering should be installed
I m mediately after felt. Roofing felt is not intended to be an
unprotected weathering surface.
Description
ASTM D 226 Tested
Installation Instructions
FL2346 RZ_H nstallmlJoU ngqLc tions,pdf
Verified By: PR I Construction Materials Technologies, LLC
Test Reports
FL2346 R7 TR 15A Test Rep9jtp
FL2346_R- R__30A.Te_st__Rep q!:t_pSjf
ASTM D 4869 Tested
Installation Instructions
FL2346 R7 11 Installationinstructions, dfp
Verified By: PRI Construction Materials Technologies, LLC
Test Reports
11-1.2346 R7 TR 15wTest Re q[tj fII - . . ........ . ........ . ............................... . ... I P _
FL2346 R7 TR 30vv Test Report,p
L!! j-Next]
Conta.ck-Us :: FhQne,&5,Q:4t.7 1_aZ4
The State of l is an AAJEE0 employer. (;_qpy -2013 rLv 501,etrP_ _aQY_5_U!LeW_aIit _A=55_kbjhLY_ ent :: R0fVnd_:5Ia_LVSjaf!ot
Under Florida taw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic
mail to this entity. Instead, contact the office by phone or by traditional mail, If you have arry questions, please contact 850.487.1395. 'Pursuant to Section
4 55.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emal 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 am a Rcensee under Chapter
455, F.S., please crick here .
Produet Approval Aroceptsi
ffT ED M EE 12
Credit Card
Safe
2 of 2 4/13/2018, 7:44 AM
WARRIORe ROOFING MANUFACTURING
P 0. BOX 40185 o TUSCALOOSA, AL 35404 * PHONE (2D6) 553-1734 * FAX (205) 553-175
193 LEROY ANDERSON ROAD * MONROE, GA 30655 * PHONE (T7Q) 207-0695 6 FAX (T70) 207 0775
323 0EVELOPMENTAVENUE, a CHAMBERSBURG, PA 17201 * PHONE (717) 709-0323 * FAX (117) 709-0027
Roofing Felt Installation Recommendations
Be aware that roofing felt should not be walked upon prior to fastening into position.
Proper safety equipment is recommended for all installations. Also, the roof decking,
should be clear of debris and moisture prior to installation of the roofing felt.
Roofing felt should be installed from the bottom ofthe roof in horizontal layers to
increase the water shedding ability of the felt. The initial 1 yer of felt should be installed
to cover the bottom edge of the decking, from edge to edge. Overhang is not required.
Anchor the top comer of the felt after it has been properly positioned and roll the felt out
across the roof Pay careful attention to roll the felt out smoothly, avoiding wrinkles as
you move across the roof. The top edge of the felt should be fastened no less than every
eight inches. The middle and bottom edge should also be fastened no less than every
eight inches. Fasteners should be applied no less than every eight inches along the eaves,
The next course of felt should also be aligned with the roof edge and should overlap The
previous course two inches (sometimes referred to as head lap). In the event you get to
the end of a roll prior to getting to the.opposite edge of the roof, begin a new roll with a
four inch, overlap over the end of the prior roll (sometimes referred to as end lap), The
same fastening pattern used on the middle, and bottom of the initial course should be used
for each subsequent course. For the top of each subsequent course, fasten intermittently
to hold the top edge in place until the next course is applied. The fasteners in the bottom
of the next course will hold.the top of the previous course securely,
Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if
it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and
secure then begin at the bottom of the other, side of the ridge and repeat the process.
In valleys, lay a vertical section of roofing felt the length of the valley prior to the
installation of the horizontal runs of roofing felt If you use more than one section of
roofing felt in a v ley, be certain to start at the I
length a minimum of two inches as you move ul
shedding.
In the event some wrinkles are created while fastening down a course of felt, slice the
wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement.
Installation of the primary roof covering (ex. Shingles) is recommended immediately
after felt installation.
NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING
PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY
THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE
ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC
FASTENING REQUIREMENTS.
6904 Parke East Blvd.
Site Information:
Tpyg, f 33660-4115CustomerInfo- PARK SQUARE HMS Project Name: P2718AC Model- TUSCANY or
Lot/Block: 21 Subdivision: V\1YNDHAM PRESERVE 40'
Address: 3830 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/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 140 mph
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 67 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. iSeal# Truss Name Date I No. Seal# Truss Name I Date
11 IT13673703 lAl 14/3/18 112 IT13673714 JC3
12 IT13673704 IA2 14/3/18 113 IT13673715 JC4 14/3/18
13 IT13673705 JA3 14/3/18 114 IT13673716 JCJ 14/3/18 1
14 IT13673706 IA4 14/3/18 115 IT13673717 CA 14/3/18
15 IT13673707 IA5 14/3/18 116 IT13673718 JCJ3 14/3/18
16 IT13673708 IB1 14/3/18 117 IT13673719 JCJ5 14/3/18
17 IT13673709 IB2 14/3/18 118 IT13673720 ICJ5A 14/3/18
18 IT13673710 1133 14/3/18 119 IT13673721 ID1 14/3/18
19 IT13673711 IB4 14/3/18 120 IT13673722 ID2 14/3/18
110 IT13673712 IC1 14018 121 IT13673723 ID3 14/3/18
I'll IT13673713 IC2 14/3/18 122 IT13673724 ID4 14/3/18
t.D//VG
SANFORD
1
This item has been electronically signed and sealed by Albani, Thomas, 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
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: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSlrrPl 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSl/TPl 1, Chapter 2.
A%
se. e, :
I
No 39:380
STATE OF 1JJ Z
0 R
0 N1
fill%
Thomas A. Marl PE No.39380
MiTek USA, lnc FL C.ert 6634
6904. Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
Albani, Thomas I of 2
4
RE: P2718AC - Park Sq Hm/Tuscany 2718-A or C
Site Information:
Customer Info: PARK SQUARE HMS Project Name: P2718AC Model: TUSCANY 2718 - A or C
Lot/Block: 21 Subdivision: WYNDHAM PRESERVE 40'
Address: 3830 SALTMARSH LOOP
City: SANFORD State: FLORIDA
No. Seal# JTruss Name Date No. Seal# I Truss Name Date
123 IT13673725 ID5 14/3/18 166 IT13673768 IKJ34 4/3/18
124 IT13673726 JD6 14/3/18 167 IT13673769 V 14/3/18 1
125 IT13673727 JD7 14/3/18 1
126 IT13673728 JD8 14/3/18 1
127 IT13673729 ID9 14/3/18 ]
128 IT13673730 ID10 14/3/18 1
129 IT13673731 ID11 14/3/18 1
130 IT13673732 ID12 14/3/18 1
131 IT13673733 JE1 14/3/18
132 IT13673734 JE2 14/3/18
133 IT13673735 JF1 14/3/18 1
134 IT13673736 JF2 14/3/18 1
135 IT13673737 IF3 14/3/18
136 IT13673738 JF3A 14/3/18
137 IT13673739 JF4 14/3/18 1
138 IT13673740 JF5 14/3/18 1
139 IT13673741 IF6 14/3/18
140 IT13673742 JF7 14/3/18
141 IT13673743 JF8 14/3/18 1
142 IT13673744 JF9 14/3/18 1
143 IT13673745 JF9G, 14/3/18 1
144 IT13673746 IF10 14/3/18
145 IT13673747 IF10A 14/3/18
146 IT13673748 IF11 14/3/18
147 IT13673749 IF11A 14/3/18
148 IT13673750 IF12 14/3/18
149 IT13673751 IFT1 14/3/18
150 IT13673752 IFT2 14/3/18
151 IT13673753 IFT3 14/3/18 1
152 IT13673754 IFT4 14/3/18
153 IT13673755 JG1 14/3/18
154 IT13673756 JG2 14/3/18 1
155 IT13673757 IG3 14/3/18
156 IT13673758 I G4 14/3/18
157 IT13673759 IH1 14/3/18
158 IT13673760 IJ3 14/3/18
159 IT13673761 IJ5 14/3/18
160 IT13673762 IJ7 14/3/18
161 IT13673763 IJ34 14/3/18
162 IT13673764 IKJ3 14/3/18
163 IT13673765 IKJ3A
1
14/3/18
164 IT13673766 IKJ6 14/3/18
165 1 T1 3E373767 JKJ7 14/3/18
2 of 2
Job Truss Truss Type City Ply Park Sq Hm/Tuscany 271 B-A or C
I T13673703
P2718AC Al HIP 1
2 Job Reference (optional)
Mia-t-lonaa Lumber, barow, I-L.,
4-9-11 9-0-11,
4-9-11 4-3-3
U. 131) s Mar 11 Z01 III MI I CK Industries, Inc. I ue Apr 3 12:39:19 2018 Page 1
ID*MnroRiMTSTo7RD4WFfNCPvzHyrnh-GHEu6shcndOzxBxNENOHRBliyOkfa6njm6SDlqzUQYs
13-4-0 16-2-0 19-9-9 23-3-3 27-6-5
4-3-3 2-10-0 _1'_0 4_,_3 4-3-3 1
4x8
1 X4 4x8
4 5 6
Scale = 1:54.7
21 16 -- 15 14 13 12 11 10
4x8 2.4 3x5 4x4 7x8 4x4 3x5 2x4
4x8
1 3 3 1 -2-Q 1 19-Q-0 23 -3 27 5 324-0N _3 1 0
4-1-1 l %- -3 4 2-1-0 2-10-6 4 4-3--3 4-9-11
Plate Offsets (X,Y)-- [1:0-0-12,0-0-51, f4:0-5-4,0-2-01, [6:0-5-4,0-2-01, [9:0-0-12.0-0-51, [13:0-4-0.0-4-81
LOADING (pso SPACING- 1-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Verl(ILL) 0.23 14-15 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.46 14-15 847 180
BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.14 9 n/a n1a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x6SPNo.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=5926/0-3-8,9=5409/Mechanical
Max Horz 1 =70(LC 7)
Max Uplift 1 =-I 651 (LC 8), 9=-1 515(LC 8)
PLATES GRIP
MT20 244/190
Weight: 452 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-1 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (Ilb) or less except when shown.
TOPCHORD 1-2=-1 1214/3197, 2-3=-9410/2767, 3-4=-7571/2265, 4-5=-6971/2106, 5-6=-6971/2106,
6-7=-7540/2249, 7-8=-9365/2726, 8-9=-1 1120/3146
BOTCHORD 1-16=-2837/10029,15-16=-2837/10029,14-15=-241418398,13-14=-l944/6800,
12-13=-1929/6771, 11-12=-2377/8358, 10-1 1=-2791/9943, 9-10=-2791/9943
WEBS 2-16=-366/1556, 2-15=-1865/483, 3-15=-661/2367, 3-14=-2370/698, 4-14=-847/2862,
4-13=-140/498, 6-13=-178/572, 6-12=-805/2781, 7-12=-2352/665, 7-11 =-625/2347,
8-1 1=-1812/473, 8-10=-358/1512
NOTES-
1) 2-plytruss to be connected togetherwith 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 if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph. TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=32ft, eave=4ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=1651,9=1515.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 637 lb down and 161 lb up at
0-4-12, 634 lb down and 164 lb up at 2-4-12, 634 lb down and 164 lb up at 4-4-12, 634 lb down and 164 lb up at 6-4-12, 629 lb
down and 218 lb up at 8-4-12, 629 lb down and 200 lb up at 10-4-12, 626 lb down and 199 lb up at 12-4-12, 621 lb down and 212
lb up at 14-4-12, 636 lb down and 206 lb up at 16-4-12, 622 lb down and 209 lb up at 18-4-12, 626 lb down and 197 lb up at
20-4-12, 624 lb down and 206 lb up at 22-4-12, 627 lb down and 167 lb up at 24-4-12, 627 lb down and 167 lb up at 26-4-12, and
627 lb down and 167 lb up at 28-4-12, and 627 lb down and 167 lb up at 30-4-12 on bottom chord. The design/selection of such
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co es.
Thomas A, Albani PE No,393po
MiTelk USA, Inc. I'L Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
connec
7ont d on page 2X
I.. -
verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PArE Mil-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FIL 36610
Job Truss Truss Type Qty Ply Park Sq Hmf-ruscany 2718-A or C
MM703
P2718AC At HIP 1 2
Mid -Florida Lumber, Bartow, FL. b.1JU s mar 11 zu-ib mi I eK inaustries, inc. Tu Api a 14,aU. 1U 4V 10 F1Y1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-GHEu6shcndOzxBxNENOHRBliyOkfa6njm6SDlqzUQYs
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plif)
Vert: 1-4=-30, 4-6=-30, 6-9=-30, 1-9=-10
Concentrated Loads (lb)
Vert: 13=-61 8(F) 21 =-637(F) 22=-634(F) 23=-634(F) 24=-634(F) 25=-629(F) 26=-629(F) 27=-626(F) 28=-621 (F) 29=-622(F) 30=-626(F) 31 =-624(F) 32=-627(F)
33=-627(F) 34=-627(F) 35=-627(F)
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek9 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, I'L 36610
Job Truss Tru ss Type City Ply Park Sq HmfFuscany 271 8-A or C
Job
T13673704
P271BAC A2 HIP 1 1
Reference Optional)
Mid-Floncla Lumber, Bartow, IFL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:20 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-kToGJBhEYwWqZLWZo4vW—OHwwnBVJS6s?mBmHHzUaYr
6-3-4 16-2-0 4-0 26-0-12 L24_0
06-3-4 5-13-12 4-2-0 1-2 5-8-12 4 1-0-0
Scale = 1 55.8
5x5
3x4 5x5
3 22 423 24 5
13 12 10 9
3x4
1x4 3x8
3x4
3x8 1x4 3x4
6-3-4 20A-0 26-0 2 KA 0
06-3-4 19Z 0-
1 Oi B-4-0 5 -_112 -3_
LOADING (ps, SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(ILL) 0.15 10-12 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.28 10-12 883 180
BCLL 0.0 Rep Stress Incr YES WE 0.99 Horz(CT) 0.02 10 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=668/Mechanical, 10=1704/0-3-8, 7=275/0-3-8
Max Horz 1=-135(LC 10)
Max Uplift 1 =-1 63(LC 12), 10=-393(LC 12). 7=-1 02(LC 12)
Max Grav 1=693(LC 21), 10=1704(LC 1), 7=335(LC 22)
PLATES GRIP
MT20 244/190
Weight: 167 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-10 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1125/379,2-3=-601/257,3-4=-457/285.4-5=-24/481,5-6=-106/616
BOTCHORD 1-13=-256/970,12-13=-256/970
WEBS 2-12=-585/275, 4-12=-1 78/625, 4-1 0=-929/355, 5-1 0=-509/210, 6-1 0=-587/275
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf. BCDL=3.Opsf, h=25ft. B=45ft. L=32ft; eave=4ft; Cat.
11, Exp B. Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-2-13, Interior(l) 3-2-13 to 12-0-0, Exterior(2) 12-0-0
to 24-10-14, Interior(l) 24-10-14 to 33-4-0 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 poncling.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
1=163,10=393,7=102.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas 4. Albani PE No,39380
Walk USA, Inc. FL Cent 6634
69D4 Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and IBCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HmrTuscany 2718-A or C —=]
T13673705
P2718AC A3 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar It 2018 MiTek Industries, Inc. I ue Apr 3 12:39:2i 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-CfMeXXisJEehAU5mMnQlWcq75BYd2ylOEQxJpjzUQYq
16-2-0 21-4-0 26-6-12 32-4-0 3-4-19i , -0-0, 5-2-12 5-2-0 5-2-0 5-2-12 . 5-9-4
CS
4x8 =
23
1 x4 11 4x8
24 4 25 265
Scale = 1 54.8
14 13 11 10 9
3X4
lX4 11 6x6 3X4 = 3xlO 6x6 1x4 11 3x4
I',
ci
11-0-0 16-2-0 2 1-0- 1 - —0 2 2 32-4-04i I
5 z4 5-2-12 5 -2-0
0
4 TO . 2-- 5-9-44% 5 112
Plate Offsets (X,Y)-- [3:0-5-4_0-2-01,[5:0-5-4,0-2-01
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.04 14-17 >999 240 MT20
TCDIL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.10 14-17 >999 180
BCLIL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.02 10 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 172 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-10-3 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=728/Mechanical, 10=1638/0-3-8, 7=281/0-3-8
Max Horz 1=-124(LC 10)
Max Uplift 1 =-1 77(LC 12), 1 0=-377(LC 12), 7=-1 04(LC 12)
Max Grav 1=748(LC 21), 10=1638(LC 1), 7=329(LC 22)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1277/436, 2-3=-775/321, 3-4=-332/231, 4-5=-332/231, 5-6=-821537
BOTCHORD 1-14=-311/1104, 13-14=-311/1104,11-13=-90/630, 10-11=-459/270
WEBS 2-13=-550/254, 3-13=-89/399, 3-11 =-469/158, 4-11 =-353/187, 5-11 =-370/1072,
5-1 0=- 1271/449, 6-1 0=-554/254
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=32ft; eave=4ft Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriorl 0-0-0 to 3-2-13, Interior(l) 3-2-13 to 11-0-0, Exterlor(2) 11-0-0
to 25-10-14, Interion(l) 25-10-14 to 33-4-0 zone;C-C for members and forces & MW`RS 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 This item has been
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections. electronically signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) sealed by Albani, Thomas, PE
1=177,10=377,7=104. using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic co Iles.
Thomas A. Albani PE No,393ro
MiTelk USA, Ind. FL Cert 8834
004 Park@ East Blvd, Tampa FL 33610
Date:
April 3,2018
A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 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, FIL 36610
Job T uss Truss Type Qty Ply Park Sq Hm/Tuscany 2718 -A or C
T136 73706
P2718AC A4 HIP 1 1
Job Reference ontionah
Mid -Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:22 2018 Page I
ID MnroRiMTSTo7RD4WFfNCPvzHymh-gswlktjV4YmYoegyv\/)-3pNCwbuqnVK9S4gtM9zUQYp
fll 0- 4-2-4 16-2-0 23-4-0 76- 2 2-4 0 39-0-0
Zi12 7-2-0 7-2-0 4-2_12 4_ _4 1-0-0
5x5
4 23
3x8 5x5
24 5 25 26 6
Scale= 1 56.0
12 11
3x4
3X4 3x4 3x4 = lx4 11 3x4
3x4
3x4
Plate Offsets (X.Y)-- [4:0-2-8 0-2-41, [6:0-2-8,0-2-41
LOADING (psf) SPACING- 2-0-0 CS1. DEFIL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(ILL) -0.03 15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.08 15-18 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 11 n/a n/a
BCDIL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 165 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2 BOTCHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (lb/size) 2=752/0-3-8, 11 =1 693/0-3-8, 8=261/0-3-8
Max Horz 2= 1 05(LC 11)
Max Uplift 2=-212(LC 12). 11 =-390(LC 12), 8=-99(LC 12)
Max Grav 2=771(LC 21), 1 1=1693(LC 1), 8=303(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1211/428, 3-4=-1 101/438, 4-5=-600/288, 5-6=-126/682
BOTCHORD 2-15=-31111052, 14-15=-135/702,12-14=-30/303, 11-12=-30/303, 10-11=-313/202
WEBS 3-15=-253/186.4-15=-157/418, 5-14=-120/442, 5-11=-1278/455, 6-11=-795/316,
6-10=-161/430,7-10=-260/188
Structural wood sheathing directly applied or 5-1-4 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
I Row at mid pt 5-11
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat.
11; Exp B; Encl., G pi=0.118; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-2-13, Interion(l) 2-2-13 to 9-0-0, Exterior(2) 9-0-0 to
27-7-10, Interion(l) 27-7-10 to 33-4-0 zone C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Ut=lb)
2=212,11=390.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE 6,3096
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd, Tampa FL.33810
April 3,2018
WARNING- Ventryde.ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bet
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq Hm uscany 271 S-A or C
T13673707
P271BAC A5 HIP 1
lob R-fe—g- ( " "
Mid -Florida Lumber, Bartow, FL.
1 -0-0 3-9-4 1
3-9-4 3-2-12 4-7-14
4x8 =
r, n n Fi _9 4 24 25
ts. iau s iviai ' u 10`1- '--" - -
I D:MnroRi MTSTo7 RD4WFfNCPvzHymh-82 UPyDk7rruPQoFBTCSDcl 1
16-2-0 0-8-2 25-4-0 28-6-1, 2
4-6-2 1-1-2 -7-14 3-2-12
3x4 = 5X5 = 5x6 = 4x8
26 5 27 28 6 29 30 7 31 32 33 8
AnWpBJhkQQuczUQYo
32-4-0 3-4-Q
3-9-4 1-0-0,
Scale= 1 56.0
17
34 35 16 36 15 37
14
38 39 13 40 41
1 z
3x4
3X4 = 3x4 = 3x4 = 5xlO = 6x6 =
3x4l 3x4
THIS TRUSS IS NOT SYMMETRIC
PROPER ORIENTATION IS ESSENTIAL.
7-0-0 11-7-14 1 62 20-8-2 2 00 25-40 32-4-01 -' -V
4-7-14 -T4 -0-0
1 1462 4-6-2 01 440 7
Plate Offsets (X,Y)-- [4:0-5-4,0-2-0l,f6:0-2-8,0-3-01,[8:0-5-4,0-2-01 —
LOADING (psf) SPACING- 2-0-0 cSL DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(I-L) 0.07 16-17 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.15 17-20 999 180
BCLL 0.0 Rep Stress Incr NO WEI 0.97 Horz(CT) 0.04 13 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MS
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD
10-15 2x4SPNo.1D WEBS
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1228/0-3-8, 13=3369/0-3-8, 10=288/0-3-8
Max Hor7 2=84(LC 7)
Max Uplift 2=-373(LC 8), 13=-996(LC 8), 10=-95(LC 8)
Max Grav 2=1236(LC 17), 13=3369(LC 1), 10=308(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2248/663, 3-4=-2041/614, 4-5=-1672/546, 5-6=-622/231, 6-7=-622/231,
7-8=-356/1406, 9-1 0=-259/71
BOTCHORD 2-17=-524/1986, 16-17=-452/1809, 14-16=-430/1672, 13-14=-1406/499
WEBS 3-17=-278/106, 4-17=-72/637, 5-11 5-14=-1350/401, 6-14=-536/284,
7-14=-747/2537, 7-13=-2131/741, 8-13=-1 694/483, 8-12=-74/643, 9-12=-281/119
Weight: 169 lb FT = 20%
Structural wood sheathing directly applied or 3-9-5 oc purlins.
Rigid ceiling directly applied or 5-6-5 oc bracing.
1 Row at midpt 8-13
A
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft. B=45ft; L=32ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water poncling.
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 This item has been
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) 10 except Ot=lb) electronically signed and
2=373,13=996, sealed by Albani, Thomas, PE
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 206 lb up at using a Digital Signature.
7-0-0, 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 Ib down Printed copies of this
and 106 lb up at 15-0-12, 97 lb down and 106 lb up at 16-2-0, 97 lb down and 106 lb up at 17-3-4, 97 lb down and 106 lb up at document are not considered19-3-4. 97 lb down and 106 lb up at 21-3-4, and 97 lb down and 106 Ito up at 23-3-4, and 189 lb down and 206 lb up at 25-4-0 on
top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 Ito down signed and sealed and the
at 15-0-12, 66 lb down at 16-2-0, 66 lb down at 17-3-4, 66 lb down at 19-3-4, 66 lb down at 21-3-4, and 66 lb down at 23-3-4, and signature must be verified
327 Ito down and 97 lb up at 25-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of on any electronic copies.
others. Thomas A. Albani PIE No.39380
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTok USA, Inc. FIL Cott 6634
LOAD CASE(S) Standard
8904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. MIMS, Design valid for use only with MiTekS connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall no
I
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI11 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, I'L 36610
Job Truss Truss Type Qty Ply Park Sq HmfTuscany 2718-A or C
T13673707
P2718AC A5 HIP I
Job Reference (optional)
Mid-Flodda Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:23 2018 Page 2
ID:MnroRiMTSTo7RD4WFfNCpvzHymh-82 UPYDk7rruPQoF8TCSDclvMd?AnWpBJhkQQuczUQYo
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-.8=-60, 8-11 =-60, 18-21 =-20
Concentrated Loads (lb)
Vert: 4=-142(F) 8=-142(F) 17=-327(F) 14=-41(F).6=-97(F) 12=-327(F) 25=-97(F) 26=-97(F) 27=-97(F) 28=-97(F) 29=-97(F) 30=-97(F) 31=-97(F) 32=-97(F)
34=41 (F) 35-41 (F) 36=41 (F) 37=-41 (F) 38=411 (F) 39=-41 (F) 40=41 (F) 41 =-41 (F)
AwARNlNG- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Put
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Ea t Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss russ TypeTruss Type Qty Ply Park Sq HmfTuseany 271 B-A or C
T13673708
P2718AC 131 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. I ue Apr 3 12:39 24 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-cE2n9Zklc9OGlyqLlWZS8EScOOTgFIZSwO9—Q2zUQYn
6-3-4 "7- 14-11-15 17-2-10 19-5-5 21-8-0 i 24-0-8
F,1 - —0-00 1
1 _0_0 -
2-11 2-2-11 . 2-4-d0_ 6-3-4 6-8-1 2-4-7 11 2
Scale = 1 49.7
1.5x4
2x4
4 1.5X4
3x4
19 18 11 16 1 14 1. 12
4x6 3X4 11 7x8 2X4 2x4 5x8 2X4
3x4 =
P4 12-7-8 7-2 4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0 0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2017rTP12014
CS1.
TIC 0.57
BC 0.87
WB 0.89
Matrix-S
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x6 SP DSS *Except*
12-16: 2x6 SP No.1
WEBS 2x4 SID No.3 *Except*
4-18: 2x4 SP No.2
REACTIONS. (lb/size) 12=1285/Mechanical, 2=1259/0-8-0
Max Horz 2=350(LC 12)
Max Uplift 12=-1 60(LC 12), 2=-1 70(LC 12)
Max Grav 12=1447(LC 17),2=1259(LC 17)
DEFL. in (loc) I/defl L/d
Vert(LL) -0.31 17 >927 360
Vert(CT) -0.63 17 >448 240
Horz(CT) 0.05 12 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 302 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-11-0 oc purlins,
except end verticals. Except:
6-0-0 oc bracing: 4-5
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2327/557, 5-6=-9071/3138, 6-7=-8207/2650, 7-8=-8194/2646, 8-9=-6233/1848,
9-1 0=-2691/743, 10-11 =-2691/743, 11-12=-1 226/343, 5-1 8=-652/237
BOTCHORD 2-19=-880/2150, 18-19=-2741/7909, 17-18=-2983/8370, 16-17=-3138/9071,
15-16=-1848/6233,14-15=-1848/6233, 13-14=-1848/6233
WEBS 3-19---396/1443, 6-17=-273/73, 7-16=-269/70, 8-15=-839/322, 9-14=-343/1075,
5-1 9=-5843/1889, 3-5=-2150/770, 5-17=-226/1017, 6-16=-937/530, B-16=-872/2143,
11-13=-751/2722, 9-13=-3856/1203
NOTES-
1) 2-plytrussto be connected togetherwith 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 if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 23-10-12 zone.C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
12=160,2=170.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such
This item has been
electronically signed and
sealed by Albani, Thomas, 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 c ies. 0
Thomas A, Albani PE NO,3il
MITek USA, Inc, FL Cert 6634
6904 Parke East'Blvd. Tampa FL 33610
Date:
April 3,2018
connection devi ' ) 11109 =999§101111% lijimnlionlilli 1 "
7ond2tWWCIAORUNWIVarif design parameters and READ NOTES ON T141S AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(F) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FIL 36610
Truss Truss Type Qty Ply Park Sq HmfFuscany 2718-A or C
T13673708tobBlSPECIAL12Reference (optional)
Mid -Florida Lumber, Barlow, FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1,00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 1-4=-60, 5-6=-60, 6-11 =-75, 2-12=-20
Concentrated Loads (lb)
Vert: 6=412
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:24 2018 Page 2
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-cE2n9Zklc9OGlyqLlwzS8EScOOTgFIZSwO9—Q2zUOYn
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with ViTelk1l) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Del'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fa bficati on, storag e, delivery, erectio n a not braci ng of trusses a nd tru ss syste m s, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
T uss Truss Type oty Ply Park Sq Hm[Tuscany 2718-A or C
T13673709
B2 S PECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. I ue Apr ;3 lz:39:zb zu1b; Page i
ID MnroRiMTSTo7RD4WFfNCPvzHymh-4Rb9MvINNT87f6PXbdUhhS?i5otu mHcg2vXyUzUQYm
7-6-11 11-0-0 12-7-8 1 li4-29-614 17-2-0 19-6 2 21-10-4 24-011-11-00 1-11
2-2- 1
4-1-1 3-5-5 3-5-5 1-7-8 2-4-2 241 2 Z
5X8 =
2x4 11
Scale = 1 43.6
3x4
21 zu 1 10 I — 16
2X4 3x4 6X10 = 3x4 7x8 2x4 11 2x4 11 4x10 3X4 11
14 -5 11-0-0 12-7-8 14-9-14 1 —0 129-46-2 2 1 -.,l 1-4 4-1-41142-2 — 4-1 3 5 3 -5-5 1 -7-8 2-2-6 2 2 2_2_
Plate Offsets (X,Y)-- [5:0-5-8,0-2-41, [7:0-3-4,0-2-81, fl7:0-4-0,0-5-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/clefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.37 17-18 >757 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.71 17-18 >397 240
BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.04 13 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight: 312 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-1-7 oc purlins,
BOTCHORD 2x6 SP DSS except end verticals.
WEBS 2x4 SP No.3 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
5-19,7-19: 2x4 SP No.2
REACTIONS. (lb/size) 13=1412/Mechanical, 2=1307/0-8-0
Max Horz 2=325(LC 12)
Max Uplift 13=-74(LC 12), 2=-150(LC 12)
Max Grav 13=1783(LC 17), 2=1380(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2433/486, 3-4=-2324/493, 4-5=-1849/390, 7-8=-9604/2300, 8-9=-9604/2300,
9-1 0=-7428/1520, 10-11 =-3047/543, 11-12=-3047/543, 12-13=-1 513/268
BOTCHORD 2-21=-800/2244, 20-21=-800/2244, 19-20=-749/2165, 18-19=-2556/9658,
17-18=-2759/10221, 16-17=-1520/7428, 15-16=-1520/7428, 14-15=-1520/7428
WEBS 5-19=-1546/6007, 5-7=-5548/1561, 7-19=-9574/2379, 8-17=-346/50, 9-16=-988/291,
10-15=-30511243, 7-17=-813/496, 9-17=-842/2351, 12-14=-558/3131, 10-14=-4734/1056,
4-20=-1001469. 4-19=-636/239
NOTES-
1) 2-ply truss to be connected together with 10d (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, Except member 19-7 2x4 - I row at 0-7-0 oc. This item has been2) 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. electronically signed and
3) Unbalanced roof live loads have been considered for this design. sealed by Albani, Thomas, PE
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf. h=15ft; B=45ft; L=24ft, eave=4ft; Cat. using a Digital Signature.
11 Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to Printed copies of this
1-5-112, Inteirior(l) 12-5-12 to 23-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
document are not consideredgripDOL=1.60
5) Provide adequate drainage to prevent water ponding. signed and sealed and the
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signature must be verified
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide on any electronic c lies. 0
will fit between the bottom chord and any other members. Thomas A, Albani PE No,393PO
8) Refer to girder(s) for truss to truss connections. MiTelk USAi Inc, FL Cott 6434
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 13 except Ot=lb) 6904 Parke East Blvd. Tampa FL 33810
2=150.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such Date:
connection device(s) is the responsibility of others. April 3,2018
nntinupd on once 2
am glinggill't I ONEMEMEMMMMM
LU- --k j -df)UdlU
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473— 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite M2, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type Qty Ply Park Sq Hnn/Tuscany 2718-A or C
T13673709
B2 SPECIAL 1 2 Job Reference (optional)
Mid-Flonda Lumber, Barlow, FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-60, 5-6=-60, 7-12=-90, 2-13=-20
Concentrated Loads (lb)
Vert: 7=412
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:25 2018 Page 2
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-4Rb9MvINNT87f6PXbdUhhS?i5otu—mHc92vXyUzUQYm
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,01-7473re, 1010312015 BEFORE USE.
Design valid for use only with MiTekID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPII 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
Truss Truss Type Qty Ply Park Sq HmfFuscany 2718-A or C
T13673710]
B3 SPECIAL 1 2 Job Reference (optior __7_
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:26 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-ZdgXaFm?7mGzHGzj8LOwDfxu_CCijBmlNie4VwzUQYI
9-0-0 12-7-8 1 14 7-2-0 1 M-2 21-10-4 i 244-09- , __
2 2 2 1, rllf
1-60 1 -4-2114-2-12 3-7-8 2-2- 242 2
4x8 —
4 22
1.5x4
23 5
Scale = 1 42.9
1
3X4
IV 10 11 I 1. - 1. 12
2x4 11 6x8 3X4 7x8 2X4 11 2x4 11 4x12 3x4 I
4-1-1 1 9-0-0 1 14-_914 7-42-0 9 21,- 4- -01__ 1- 1 1 2 i 4 i —1-1-8
6_ ,_7T44-2-12 2 2_E
62
2 _2 2 _2 2 _,
Plate Offsets (X,Y)-- [4:0-5-4_0-2-01, [6:0-2-8,0-3-41, [16:0-4-0.0-5-41
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.37 16-17 >774 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.70 16-17 >409 240
BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.05 12 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrx-S Weight: 294 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-11-1 oc purlins,
BOTCHORD 2x6 SP DSS except end verticals.
AIEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=1427/0-3-8,2=1325/0-8-0
Max Horz 2=264(LC 12)
Max Uplift 12=-59(LC 12), 2=-164(LC 12)
Max Grav 12=1799(LC 2), 2=1401(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11h) or less except when shown.
TOPCHORD 2-3=-2482/566, 3-4=-2280/539, 6-17=-465/175, 6-7=-9814/2228, 7-8=-9814/2228,
8-9=-7757/1505, 9-10=-3421/579, 10-1 1=-34211579, 11-12=-1513/254
BOTCHORD 2-19=-789/2254, 18-19=-789/2254, 17-18=-2446/9614, 16-17=-2621/10206,
15-16=-1505/7757, 14-15=-1505/7757,13-14=-1505/7757,12-13=-42/254
WEBS 4-18=-677/2838, 4-6=-2863/825, 6-1 8=-7743/1816, 7-16=-328/42, 8-15=-956/274,
9-14=-28911234, 6-16=-673/425, 8-16=-78112222, 11-13=-581/3425, 9-13=-4685/1 000
NOTES-
1) 2-ply truss to be connected together with 10d (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 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. This item has been3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. electronically signed and
11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-Oto sealed by Albani, Thomas, PE
12-0-0, Interior(l) 12-5-12 to 24-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip using a Digital Signature.
DOL=11.60
Printed copies of this5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the
will fit between the bottom chord and any other members. signature must be verified
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except Jt=I1b) on any electronic copies. 2=164. Thomas A. Albani PE No,39380
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such MiTek USA, Inc. FIL Cert 6634
connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FIL 33610
LOAD CASE(S) Standard Date:
April 3,2018
a 2
A WARNING -Verify design parameters and READ NOTES ON This AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 1010312015 BEFORE USE.
Design valid for use only with M!TekID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design, Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
T uss T,,,e Qty Ply Park Sq Hi nfruscany 2718-A or C
rw as T13673710
B3 S, CA 1 2 lob Rpferpnnp. fn- --- 11
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2015 Mi I eK Industries, Inc. I ue Apr 3 12:;39:Zb ZU16 Hage 2
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-Zd9XaFm?7mGzHGzj8LOwDfXu_CCijBmINie4VwzUQYI
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-60, 4-5=-60, 6-11 =-90, 2-12=-20
Concentrated Loads (lb)
Vert: 6=412
AWARNING - Verify design parameters and READ NOrES ON THIS AND INCLUDEr) MITEK REFERENCE PAGE Ii rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Park Sq Hm/-Fuscany 2718-A or C
T13673711
P2718AC B4 S PECIAL 1 3 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 a Mar 11 2018 MiTek Industries, Inc. I ue Apr 3 12:39:28 21JI118 Vage I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-VOHI?xoFfOWhWZ76Gm2OJ4dAuOrKB8h2ro7BZpzUQYj
i-1-0-0 i 3-9-4 i 7-0-0 9-11-1 2-1-8 124-
2-
14 17-2-0 1 9-6-2 i 21-10-4 1 24-4-0 1
1_ _i__ I
g i . 1___
I
0_0 i_9_4 i_ _12 2_8_0 -6 2A-2 242 2-4-2 2-5-12
ci)
Scale = 1 43.3
4x8 =
4x6 — 2x4
4 22 5 23 6
2x4 11 3x4 8x10 4X4 11 8x10 MT20HS — 2X4 3X8 11 4x12 3x4 11
1
4 7 -0-0 9-11-5 1 1 - _' i 1,4-
2.
l 4 i 127-42-0 i 19-,22 21-410-4 t1l) 43-.4 2-12 2 11 2N 2 2_ 2_ _2 .
2,
Plate Offsets (X,Y)-- [4:0-5-4,0-2-01, [7:0-4-0,0-3-41, [9:0-3-8.0-1-81, [10:0-3-8,0-1-81, [17:0-4-12,0-4-121
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TIC 0.98 Vert(LL) -0.42 17-18 >679 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.82 17-18 >351 240 MT20HS 187/143
BCLL 0 0 Rep Stress Incr NO WEI 0.76 Horz(CT) 0.06 13 n1a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 446 to FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins,
7-12: 2x4 SP No. 1 except end verticals.
BOTCHORD 2x6 SP DSS BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
6-18,7-19,7-17,9-17,12-14,10-14: 2x4 SP No.2
REACTIONS. (lb/size) 13=2528/0-3-8, 2=2408/0-8-0
Max Horz 2=203(LC 8)
Max Uplift 13=-341 (LC 5), 2=-464(LC 8)
Max Grav 13=3505(LC 2), 2=2428(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4604/813, 3-4=-4594/856, 4-5=-5314/936, 5-6=-336/33, 7-18=-99/389,
7-8=-18963/2834,8-9=-18963/2834, 9-10=-14515/1859, 10-11=-6356/696,
11-12=-6356/696, 12-13=-2670/296
BOTCHORD 2-21 =-848/4019, 20-21 =-848/4019, 19-20=-842/4094, 18-19=-3134/18792,
17-18=-3312/19870, 16-17=-1859/14515, 15-16=-1859/14515,14-15=-1859/14515,
13-14=-46/432
WEBS 4-20=-48/417, 4-19=-244/1903, 5-19=-764/4774, 5-7=-7032/1278, 7-19=-1441912283,
8-17=-260/41, 9-16=-1728/354, 10-15=-360/2601, 7-17=-19621516, 9-17=-1053/5143,
12-14=-702/6404, 10-14=-8815/1257
NOTES-
1 ) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows, This item has beenTopchordsconnectedasfollows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows, 2x6 - 2 rows staggered at 0-5-0 oc. electronically signed and
Webs connected as follows: 2x4 - I row at 0-9-0 oc. sealed by Albani, Thomas, PE
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 using a Digital Signature.
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed copies of this3) Unbalanced roof live loads have been considered for this design.
document4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=4ft; Cat. are not considered
11 ' Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=1.60 signed and sealed and the
5) Provide adequate drainage to prevent water ponding. signature must be verified
6) All plates are MT20 plates unless otherwise indicated. on any electronic co ies. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Thomas A. Albani PE No.3910
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 MiTelk USA, Inc. FL Cort 6634
will fit between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FIL 33610
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb) bate: 13=341,2=464.
April 3,2018
W"WW"i Rall i --
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
T uss Truss Type Cly Ply Park Sq Hm/Tuscany 2718-A or C
T13
B4 SPECIAL 1
3 7 Job Reference (optional)
Mid -Florida Lumber, Bartow, FIL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:28 2018 Page 2
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-VOHI?xoFfOVVhWZ76Gm2OJ4dAuOrKB8h2rO7BZpzUQYj
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0, and 97 lb down and 106 lb up at
9-0-12, and 97 lb down and 106 lb up at 11-0-12 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, 344 lb down at
14-9-12, 344 lb down at 16-9-12, 344 lb down at 18-9-12, 344 lb down at 20-9-12, 344 lb down at 22-9-12, and 354 lb down at 24-2-4, and 1305 lb down and 231 lb up
at 12-9-12 on bottom chord. The designiselection of such connection device(s) is the responsibility of others,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced), Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-60, 4-6=-60, 7-12=-75, 2-13=-20
Concentrated Loads (lb)
Vert: 4=-142(B) 7=-368 13=-89(B) 20=-327(B) 17=-79(B) 22=-97(B) 23=-97(B) 26=41 (B) 27=-41(B) 28=-1 173(F) 29=-79(B) 30=-79(B) 31=-79(B) 32=-79(B)
AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 1010312015 BEFORE USE.
Design valid for use only with MiTekg connectors. This design is based only upon parameters shown, and is for an individual building component, not
a tfu s system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Dal'
building design. Bracing indicated is to prevent buckling 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
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq HmfTuscany 2718-A or C
T13673712
P2718AC C 1 COMMON 1 2 Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:29 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-zCrgCGouQheY8jilqTZdrl9M7PDUwacB3gtl5FzUQYI
7-2-12 -4 13-5-4 1 6-6-8 1 2U-8-C0
1_ -
0 i 1
1 _
1_ -1-8
1-0-0 4-1 13 4 3 4 41-0-0 4-1-8 3-1-4 3-14
4x4 =
Scale = 1 36.3
OW
Ic? 9
4x8 2X6 11 8x8 = 4x8 = 4x6 = 3x10MT20HS 11
5x8 MT18HS
4 L2 14 0 13-5-4 82
4 1-6 3- 1 3-1-4 16- 4 4M
Plate Offsets (X,Y)-- [2:0-4-0,0-1-151, [8:0-4-0,0-2-131, [10:0-6-4,0-1-81, 03:04-0,0-6-01
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0,12 10-11 >999 240 MT20 2441190
TCDL 110 0 Lumber DOL 1.25 BIC 0.64 Vert(CT) -0.24 10-11 >999 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) &05 8 n/a n/a MT18HS 244/190
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 298 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-4-4 oc purlins.
BOTCHORD 2x8 SP DSS *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except:
2-13* 2x8 SP No.2 6-0-0 oc bracing: 8-10.
WEBS 2x4 SP No.3 *Except*
7-10,3-14: 2x4 SP No.2
REACTIONS. (lb/size) 8=7388/(0-3-8 + bearing block) (req. 0-3-12), 2=2263/0-3-8
Max Horz 2=108(LC7)
Max Uplift 8=-1960(LC 8), 2=-620(LC 8)
FORCES. (Ilb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4493/1170, 3-4=-431411165, 4-5=-4106/1146, 5-6=-4109/1147, 6-7=-7046/1914,
7-8=-13524/3638
BOTCHORD 2-14=-1 000/3980, 13-14=-1 000/3980, 12-13=-944/3825, 11-12=-1 61916288,
10-11 =-3210112073, 8-1 0=-1 2073/12073
WEBS 5-12=-943/3439, 6-12=-3996/1119, 6-11 =-1 092/4087, 7-11 =-6834/1878, 7-1 0=-1 699/6369,
4-12=-366/104. 3-13=-272/66
NOTES-
1) 2-plytruss to be connected together with 10d (0.1131"xY) nails as follows
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows 2x8 - 2 rows staggered at 0-2-0 oc.
Webs connected as follows: 2x4 - I row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to This item has beenplyconnectionshavebeenprovidedtodistributeonlyloadsnotedas (F) or (B), unless otherwise indicated.
3) 2x8 SP DSS bearing block 12" long atilt. 8 attached to each face with 4 rows of 10d (0.11311"xY) nails spaced 3" o.c. 16 Total electronically signed and
fasteners per block. Bearing is assumed to be SP DSS. sealed by Albani, Thomas, PE
4) Unbalanced roof live loads have been considered for this design. using a Digital Signature.
5) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 8=45ft; L=24ft; eave=4ft, Cat. Printed copies of this
11; Exp B; Encf., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
document are not considered6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and sealed and the
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 signature must be verified
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) except Ot=lb) on any electronic -copies.
Thomas A. Albani PE . No.39380
8=1960,2=620.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5399 lb down and 1525 lb up at
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
16-6-8, and 1273 lb down and 328 lb up at 16-11-4, and 1273 lb down and 328 lb up at 18-11-4 on bottom chord. The Date: design/selection of such connection device(s) is the responsibility of others.
April 3,2018
nntin
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
eenee
Design valid for use only with Miffelkll) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Truss Truss Type Q ty Ply Park Sq Hm[TusGany 2718-A or C
T13673712
C1 COMMON 1 2 Job Reference (optional)
Mid-Flohda Lumber, Barlow, FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced), Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-5=-60, 5-8=-60, 2-9=-20, 9-16=20, 8-16=-20
Concentrated Loads (lb)
I Vert: l 0=-5399(B) 19=-1273(B) 20=-1273(B)
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:29 2018 Page 2
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-zCrgCGouQheYBjilqTZdrl9M7PDUwacB3gtl5FzUQYj
MMMMMEE
A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Trus Truss Type Qty Ply Park Sq Hmfruscany 271 B-A or C
T13673713
C2 COMMON 3
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 Milek Industnes, Inc. I Ue Apr j iz:j9:ju zuits vage 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-ROP2QcpWB?nPmtHUNA4sOVihkpbgfB5LlKcleizUQYh
5-5-4 10-4-0 15-2-12 20-8-0 121-8-0
1
4-10-120-' 5-5-4 4-10-12 5-5-4 1-0-0
Scale= 1 36 3
4x4
4
3x4 =
3x4 3x4 = 3X4 =
3x4 =
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.06 8-16 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.52 Verl(CT) 0.14 8-16 999 180
BCLL 0.0 Rep Stress Incr YES WEI 0.19 Horz(CT) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SID No.3
REACTIONS. (lb/size) 2=887/0-3-8, 6=887/0-3-8
Max Horz 2=1 09(LC 11)
Max Uplift 2=-239(LC 12), 6=-239(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1427/441, 3-4=-1280/443, 4-5=-1280/443, 5-6=-1427/441
BOTCHORD 2r10=-306/1243,8-10=-142/822, 6-8=-324/1243
WEBS 4-8=-148/492,5-8=-318/192, 4-10=-148/492,3-10=-3181192
PLATES GRIP
MT20 244/190
Weight: 95 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-7-11 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft L=24ft; eave=4ft; Cat.
11; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to
13-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=239,6=239.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A, Albani PE No,393ro
MiTok USA, Inc. FL Cott 6634
6904 Parke East Blvd, Tampa FIL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ohms
Design valid for use only with MiTel,8 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 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 Trus Truss Type Qty Ply Park Sq HmfTuscany 2718-A or C
T13673714
P2718AC C3 HIP I
Job Reference (ootional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:30 2018 Page I
ID,MnroRiMTSTo7RD4WFfNCPvzHymh-ROP2QcpWB?nPmtHUNA4sOVieOpZsfB9LIKcleizUoYh
4-9-4 9-0-0 11-8-0 1 -10-12 20-8-0 1-8-0
11" 4-9-4 _2_124-2-12 2-8-0 4 4-9-4 1-0-0
4x4 =
4x8 =
Scale = 1 36.9
4X4 = 3x8 =
4x4
3x4 = 44 =
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCILL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2017fTP12014
CS1. DEFL. in (loc) I/defl Ud
TC 0.47 Vert(LI-) 0.15 9-17 999 240
BC 0.70 Vert(CT) 0.32 9-17 777 180
WB 0.18 Horz(CT) 0.04 7 n/a n/a
Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2 BOTCHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=887/0-3-8, 7=887/0-3-8
Max Horz 2=-96(LC 10)
Max Uplift 2=-239(LC 12), 7=-239(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1433/529, 3-4=-1 121/411, 4-5=-948/412, 5-6=-1 120/411, 6-7=-1 433/529
BOTCHORD 2-11 =-402/1262, 9-11 =-208/947, 7-9=-410/1262
WEBS 3-11 =-365/229, 4-11 =-83/315, 5-9=-72/314, 6-9=-366/229
PLATES GRIP
MT20 244/190
Weight: 102 lb FT = 20%
Structural wood sheathing directly applied or 4-6-11 oc purlins.
Rigid ceiling directly applied or 9-2-5 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to
11-8-0, Interion(l) 16-0-11 to 21-8-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip
DOL=11.60
3) Provide adequate drainage to prevent water pond ing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb)
2=239,7=239.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No.39390'
MiTak USA, Inc. I'L Cott 6634
6404 Parlie East Blvd, Tampa FL 33610
Date:
April 3,2018
AWARNING- Verify desig.p.rameters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Idt
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply carry 271 B-A or C
T13673715
P2718AC C4 HIP 1
Ptional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:32 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-NnWpqlrmjcl7?BRtVb7KTwnOLdGV7z6emd5PiazUQYf
10-4-0 13-8-0 16-10-12 20-8-0 21-8-0
3-9-4 1-0-000-0, 1 914 3--2--102 341-0 3-4-0
6;
4x8 =
1x4 4xB
4 19 5 20 6
3x8 = 2.4 11 6x6 = 7x8 — 6x6 = 2.4 11
3X8 =
Scale = 1 36.9
A
R
cs
10-4-0 3 -113 1 2
3-91 3 2 102 1
3-4-0 3-2 12 3H1 4
Plate Offsets (X,Y)-- [2:0-4-0,0-1-11, [4:0-5-12,0-1-121, [6:0-5-12,0-1-12L [8:0-4-0,0-1-11, [11:0-3-0,0-4-41, [12:0-4-0,0-4-81, [13:0-3-0,0-4-41
LOADING (psf) SPACING- 2-0-0 CsI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLIL 20.0 Plate Grip DOL 1.25 TC 0.38 Verl(LL) -0.11 13-14 999 240 MT20 244/190
TCDIL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.22 13-14 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(CT) 0.05 8 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 126 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-7-12 oc purlins.
BOTCHORD 2x6 SP DSS BOTCHORD Rigid ceiling directly applied or 8-5-2 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=2057/0-3-8, 8= 1332/0-3-8
Max Horz 2=77(LC 7)
Max Uplift 2=-574(LC 8), 8=-366(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4305/1153, 3-4=-3289/904, 4-5=-25191711, 5-6=-2519/711, 6-7=-2292/618,
7-8=-2520/642
BOTCHORD 2-14=-962/3811, 13-14=-962/3811, 12-13=-706/2983, 11-12=-432/2019, 10-11 =-507/2230,
8-10=-507/2230
WEBS 3-14=-184/771, 3-13=-1030/314, 4-13=-468/1749, 4-12=-7321374, 6-12=-219/791,
6-11 =-55/304, 7-11 =-297/89
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph ' TCDL=4.2psf ' BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18 ' MWFRS (directional); Lumber DOL=11.60 plate grip DOIL=11.60
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. This item has been6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=574,8=366. electronically signed and
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 364 lb down and 132 lb up at sealed by Albani, Thomas, PE
5-0-12, and 1252 lb down and 351 lb up at 5-10-8 on bottom chord. The design/selection of such connection device(s) is the using a Digital Signature.
responsibility of others. Printed copies of this8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
document are not considered
LOAD CASE(S) Standard signed and sealed and the
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified
Uniform Loads (plf) on any electronic co Iles. Vert: 1-4=-60, 4-6=-60, 6-9=-60, 2-8=-20 Thomas A, Albani PE N0910
Concentrated Loads (lb) MiTek USA, Ind. FIL dert 6634
Vert: 21 =-364(F) 22=-1 252(F)
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015)BEFORE USE.
Design valid for use only with MiTek(E) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH 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, I'L 36610
Truss Truss Type Qty Ply Park Sq HmfTuscany 2718-A or C
T13673716 IciJACK3
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:32 2018 Page I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-NnWpqlrmjcl7?BRtVb7KTwn32dPI77Wemd5P!azUaYf
1-0-0 1-0-0
1-0-0 1-0-0
Scale= 1: 101
5
1.5x4 11
I1-0,
4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 5 999 180
BCLL 0.0 Rep Stress Incr YES WEI O.OD Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MR Weight: 6 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=149/0-8-0, 3=-12/Mechanical, 4=-1 /Mechanical
Max Horz 5=36(LC 12)
Max Uplift 5=-42(LC 12), 3=-12(LC 1), 4=-8(LC 12)
Max Grav 5=149(LC 1), 3=3(LC 13), 4=13(LC 3)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft ' B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., kpi=0.118; MWFRS (directional) and C-C Exterior(2) zone C-C formembers and for es & MWFRS for,re..tions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 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) 5, 3, 4.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No,393ro
MiTek USA, Ind. FL Cott 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
WARNING - Verifyclesignparametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTekID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Tfuss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Trus Truss Type Qty Ply Park Sq Hm/Tuscany 2718-A or C
T13673717
Cil JACK 18
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:33 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-rz4B2erOUw9—dKO33JeZO8KFwllGsZln_HryFOzUQYe
1-0-0 1-0-0 1
1-0-0 1-0-0
Scale = 1 TO
2x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lid PLATES GRIP
TCLIL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDIL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 5 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-3-8, 4=-O/Mechanical
Max Horz 2=42(LC 12)
Max Uplift 3=-3(LC 9), 2=-73(LC 12)
Max Grav 3=1 I(LC 17), 2=130(LC 1), 4=12(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wncl: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat,
11 Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
sl tovvn, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No.3910
MTekUSA,Inc,FLCertGG34
6904 Parke East Blvd, Tampa FIL 33610
Date:
April 3,2018
m -
monssm
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. MAIffDesignvalidforuseonlywithMiTel,8 connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall NU
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
Truss Truss Type Qty Ply Park Sq HmiTuscany 271 B -A or C
T13673718
CJ3 JACK 18 1
Job Reference (optional)
Mid-Flonda Lumber, Barlow, FL.
ii
8.130 s Mar 11 2018 MiTelk Industries, InG. Tue Apr 3 12:39:34 2018 Page 1
ID:MnroR!MTSTo7RD4WFfNCPvzHymh-KAeZF_sOFEHrEUbGcO9oYLtQIQ3UbO?wDxaVnTzUQYd
1-0-0 3-0-0
2x4 —
LOADING (lps SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09
TCDL 11D.D Lumber DOL 1.25 BC 0.08
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017rTPI2D14 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=7 1 I'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.
Scale 1"=1'
DEFL. in (loc) Ildefl Lid PLATES GRIP
Vert(LL) -0.00 4-7 >999 240 MT20 244/190
Vert(CT) -0.01 4-7 >999 180
Horz(CT) -0.00 3 n/a n/a
Weight: 11 lb FT = 20%
IBRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf h=25ft ' B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., &pi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior('1) 2-0-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=11.60
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 1010 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE ko,3080
MiTok USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPil Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd
safety information available from Tfuss,Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type city Ply Park Sq Hm/TusGany 2718-A or C
T13673719
P271BAC CJ5 JACK 13 1
a])
Mid-Floricla Lumber, Bartow, FL. 8.13U s Mar I I :euit5 Nh ieK inauStries, Inc. me tApr j iz:jtP:j,4 /vio aye i
ID MnroRiMTSTo7RD4WFfNCPvzHymh-KAeZF_sOFEHrEUbGcO9oYLtMhQObbO?wDxaVnTzUQYd
1-0-0 5-0-0
2x4 —
Scale= 1 17.0
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.06 4-7, 988 180
BCLI_ 0.0 Rep Stress Incr YES WEI 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 18 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=1 27/Mechanical, 2=26410-3-8, 4=64/Mechanical
Max Horz 2=108(LC 12)
Max Uplift 3=-64(LC 12), 2=-73(LC 12)
Max Grav 3=1 27(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.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Albani,Thomas, 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.
Thomas A, Albani PE No,39380
MiTek USA, Ine, FL Cart 6634
6904 Parke East Blvd, Tampa FL 33810
Date:
April 3,2018
AOL WARNING - Veritydesignparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTel,0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bet
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforniation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Cty Ply Park Sq HmfTuscany 2718-A or C
T13673720
P2718AC CJ5A JACK 1
Job Reference (optional)
Mid-Flonda Lumber, Barlow, FL.
2x4 =
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:35 2018 Page I
ID MnroRiMTSTo7RD4WFfNCPvzHymh-oMCxTKteOXPiseASAkgl5ZPXCqMbKTF4SbK3JVZUQYc
5-0-0
5-0-0
Scale= 1:17,13
LOADING (psflt SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.04 3-6 >999 240 MT20 2441/190
TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.07 3-6 >905 180
BCILL 0.0 Rep Stress Incr YES W`B 0.00 Horz(CT) -0.00 2 n/a n/a
BCDL 10 0 Code FBC2017fTP12014 Matrix -MP Weight: 16 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=198/Mechanical, 2=130/Mechanical, 3=67/Mechanical
Max Horz 1=83(LC 12)
Max Uplift 1=-26(LC 12), 2=-66(LC 12), 3=-2(LC 12)
Max Grav 1=198(LC 1), 2=130(LC 1), 3=92(LC 3)
FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf , BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft. Cat,
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 4-11-4 zone;C-C for
members and forces & MWIFIRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 3.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co Iles.
Thomas A, Albani PE No'210
MiTek USA, Ind. FIL Coo 6634
6604 Parke East Blvd, Tampa FIL 336 , 10
Date:
April 3,2018
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev, 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HmrTuscany 2718-A or C
T13673721
P2718AC Cil COMMON 1
Job Reference (ootional)
Mid-Florda Lumber, Bartow, FL. 8.130 s Mar 11 Zulu vi I eK industries, Inc. i ue Apr j iz:ziwou zu to rage I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-GYmJgguHnrXZUokekRBGdmydREb73lqDhF3crLzUQYb
7-11-11 15-0-0 16-5-01-1-0-01
1 _'_' 7-11-11 7-0-5
Scale = 1:42.6
1 6
3x4 3x4 4x4
Plate Offsets (X,Y)-- [3:0-3-0,Edgel
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lid PLATES GRIP
TCLIL 20.0 Plate Grip DOL 1.25 TC 0.69 Ven(LL) -0.20 6-7 >997 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.32 6-7 >619 180
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.01 6 Ilia n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 95 Ito FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical
Max Horz 2=255(LC 12)
Max Uplift 2=-150(LC 12), 6=-202(LC 12)
Max Grav 2=713(LC 1), 6=706(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-961/152, 3-4=-981/308
BOTCHORD 2-7=-310/813
WEBS 3-7=-503/306, 4-7=-366/1015, 4-6=-620/342
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to
16-3-4 zone,C-C for members and forces & MWIFIRS 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 = 10.0psf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) This item has been2=150,6=202.
electronically signed and
sealed by Albani, Thomas, 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 co es.
THontas A. Albani PE No.3910
MiTek USA, Inc, I'L Cent 6634
69D4 Parke East Ellvd. Tampa FL 33610
Date:
April 3,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev. 1010312015 BEFORE USE. lo moll
Deiign valid for use only with MiTelkS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IN
i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing Of trusses and truss systems, see ANSI/TPll 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
Truss Truss Type Qty Ply Park Sq Hnn'Tuscany 2718-A or C
T13673722
D2 MONO HIP 1
Job Reference (optional)
Mid-Floncla Lumber, Bartow, FL. 8.130 s Mar 11 2015 MiTek Industries, Inc. Tue Apr 3 12:39:40 2018 Page 1
ID:MnroR!MTSTo7RD4WFfNCPvzHymh-8J?qWlxnq4l_yP2PzHGCoc7KUr.?K?VVrpbtlq 6zUQYX
oo 7-5A 14-4-0 1 16-5-0
I& 7-5A 6-10-12
4 2-1-0 5
Scale = 1 38.5
6
3x4 1x4 H 3X8 = 1 .5x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Ildefl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.07 8-11 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.17 8-11 999 180
BCLL 0.0 Rep Stress Incr YES W13 0.90 Horz(CT) 0.02 6 n1a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8
Max Horz 2=266(LC 12)
Max Uplift 6=-207(LC 12), 2=-145(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-969/157, 3-4=-289/19, 5-6=-646/292
BOTCHORD 2-8=-353/816, 7-8=-353/816
WEBS 3-8=01324, 3-7=-741/311, 5-7=-307/651
PLATES GRIP
MT20 244/190
Weight: 101 lb FT = 20%
Structural wood sheathing directly applied or 5-3-8 oc purlins,
except end verticals.
Rigid ceiling directly applied or 9-7-15 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat.
11, Exp B, Encl., GCpi=0.18 MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 14-4-0, Exterior -I 14-4-0 to
16-3-4 zone.C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
6=207,2=145.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. 410 " ani PE N6.086
MiTek USA; Inc.. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
A WARNING - V.,ffy design parameters and READ NOTES ON THIS AND INCL UDED MITEK REFERENCE PAGE Ji rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(E) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall Dal'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Crlte la, 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
Truss Type oty Ply Park Sq HmrFuscany 2718-A or C
T13673723
HIP 1 1
all
Mid-Fiorida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:41 2018 Page I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-cWZCjNyPbN9raZdcX_nRKqfvvFLOk?3yqXnNXZZUQYW
7-2-8 13-10-8 16-1-8 IL6 54 00)00 7-2-8 6-8-0
4
2-3-0 Oka
3
6
3x4 1X4 3x8 1.5x4 11
LOADING (psf) SPACING-, 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC O 58
TCDL 10.0 Lumber DOL 1.25 BC 0.53
BCLL 0.0 Rep Stress Incr YES WB 0.81
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS
DEFL. in (loc) Ildefl Lid PLATES GRIP
Vert(LL) -0.06 8-11 >999 240 MT20 244/190
Vert(CT) -0.15 8-11 >999 180
Horz(CT) 0.02 6 n/a n/a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical
Max Horz 2=258(LC 12)
Max Uplift 2=-148(LC 12), 6=-204(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-981/175, 3-4=-326/38, 5-6=-639/299
BOTCHORD 2-8=-363/829, 7-8=-363/829
WEBS 3-8=0/313, 3-7=-7151302, 5-7=-299/630
Scale = 1:37.4
Weighti 99 lb FT = 20%
Structural wood sheathing directly applied or 5-4-3 oc purlins,
except end verticals.
Rigid ceiling directly applied or 9-6-13 oc bracing.
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.181 MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 13-10-8, Exterior(2) 13-10-8
to 16-3-4 zone;C-C for members and forces & MWIFRS 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=148,6=204. This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No,3910
MiTek USA, Inc. FL Cer t 6634
69D4 Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekV connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Not
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HmfTuscany 271 B-A or C
T13673724
P271BAC D4 MONO HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, IFL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:42 2018 Page I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-5i7bxjy2MhHiCjCo4jigtlCjofjhTWG63BVVX3?zUQYV
6-5-4 12-4-0 16-5-0
6-5-4 5-10-12
4
4-1-0
5
3
6
3x4
1 X4 3x8 1.5X4 11
LOADING (ps, SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44
TCDL 10.0 Lumber DOL 1.25 BC 0.44
BCLL 0.0 Rep Stress Incr YES WIB 0.56
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
DEFL. in (loc) I/defl Lid
Vert(LL) -0.05 8-11 >999 240
Vert(CT) -0.11 8-11 >999 180
Horz(CT) 0.02 6 n/a n/a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 6=649/Mechanical, 2=71310-3-8
Max Horz 2=232(LC 12)
Max Uplift 6=-193(LC 12),2=-159(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 022/229, 3-4=-450/107, 4-5=-318/148, 5-6=-617/301
BOTCHORD 2-8=-392/870, 7-8=-392/870
WEBS 3-8=0/274, 3-7=-6251273, 5-7=-281/601
Scale = 1 33.6
PLATES GRIP
MT20 244/190
Weight: 95 lb FT = 20%
Structural wood sheathing directly applied or 5-5-5 oc purlins,
except end verticals.
Rigid ceiling directly applied or 9-3-8 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 12-4-0, Exterior(2) 12-4-0 to
16-3-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7_Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except dt=lb)
6=193,2=159.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thoma's A. Albani PE No,39380
Welk USA, Inc, FL Ceir 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473re, 1010312015 BEFORE USE.
Design valid for use only with MiTel,41) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ant
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm[Tuscany 2718-A or C
T13673725
P2718AC D5 MONO HIP
Job Reference (optional)
Mia-t-londa Lumber, uartow, I-L. .. - . 1v- . . 1. -vn. - I.". . .. -P.
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-5i7bxjy2MhHiCjCo4ilgtlqOfj_TXG63BWx3?zUQYV
6-2-8 11-10-8 16-5-0
6-2-8 55-8-0
4
4-6-8
i
6
3x4 1x4 3x8 1.5x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.04 B-11 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.10 8-11 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8
Max Horz 2=224(LC 12)
Max Uplift 6=-190(LC 12),2=-162(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 033/245, 3-4=-487/126, 4-5=-355/164, 5-6=-612/299
BOTCHORD 2-8=-400/882, 7-8=-400/882
WEBS 3-8=0/261, 3-7=-596/264, 5-7=-279/601
Scale = 1 33.1
PLATES GRIP
MT20 244/190
Weight: 94 lb FT = 20%
Structural wood sheathing directly applied or 5-5-5 oc purlins;
except end verticals.
Rigid ceiling directly applied or 9-2-11 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 8=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.181 MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 11-10-8, Exterior(2) 11-10-8
to 16-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
6=190,2=162.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Sidnature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Albani PE No,39380
MiTek USA; Inc. FL Gort 6634
6404 Parke East Blvd, Tampa FL 33810
Date:
April 3,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type Oty Ply Park Sq Hm[Tuscany 271 B-A or C
T13673726
D6 MONO HIP 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 201b; Mir I ek industries, Inc. I Lie Apr 3 12:3U:44 ZU18 Flage I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-15FLMP_IuIXQR1 MBC7K8ySHlkSQCxUWPWV?17uzUQYT
100 5-5-4 10-4-0 16-5-0
5-5-4 4-10-12 6-1-0
Scale: 3/8"=l'
4 14 15 16 5
1
6
3x4
1 x4 11 US 1.5X4 11
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48
TCDL 10.0 Lumber DOL 1.25 BC , 0.37
BCLL 0.0 Rep Stress Incr YES WB 0.32
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.04 6-7 >999 240 MT20 244/190
Vert(CT) -0.08 6-7 >999 180
Horz(CT) 0.02 6 n/a n1a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8
Max Horz 2=1 99(LC 12)
Max Uplift 6=-1 92(LC 9). 2=-1 71 (LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 068/294, 3-4=-616/189, 4-5=-486/216, 5-6=-595/292
BOTCHORD 2-8=-423/918, 7-8=-423/918
WEBS 3-7=-490/232, 5-7=-281/629
Weight: 90 lb FT = 20%
Structural wood sheathing directly applied or 5-5-2 oc purlins,
except end verticals.
Rigid ceiling directly applied or 9-0-2 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft: B=45ft; L=24ft; eave=4ft, Cat.
11. Exp B; Encl., GCpi=0.18, MWIFIRS (directional), and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to
14-6-15 zone;C-C for members and forces & MWIFIRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
6=192,2=171.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No,39380
MiTek USA, Inc. FIL Cod 6634
6904 Parke East Blvd, Tampa I'L 33610
Date:
April 3,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 r— 101031201S BEFORE USE.
Design valid for use only with ViTelk(S) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HmrTuscany 2718-A or C
T13673727
P2718AC D7 MONO HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1-0-0 5-2-8
1 -,-, 5-2-8
8.13U s Mar 11 zuib Nit ieK maustries, Inc. I ue /\pr j iz:,jti:,4D zu to vage i
ID-MnroRiMTSTo7RD4WFfNCPvzHymh-VHpjZl?wfrfH3BwNmqrNVgqAtsf8gwwyl9lbgKzUQYS
3-10-8 16-5-0
4-8-0 6-6-8
4x4 = 3x4 = Scale = 1 32.6
4 13 14 15 5
6
4x4
3x8 1.5x4 H
LOADING (psf)
TCLL 20,0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CS1.
TC 0.58
BC 0.77
WB 0.33
Matrix -MS
DEFL. in
Vert(LL) -0.19
Vert(CT) -0.40
Horz(CT) 0.01
loc) I/defl Lid
7-10 999 240
7-10 >484 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 86 Ito FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-2-4 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8-9-13 oc bracing.
REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8
Max Horz 2=191(LC 12)
Max Uplift 6=-1 96(LC 9), 2=-1 73(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1018/325,3-4=-681/202,4-5=-545/229,5-6=-607/286
BOTCHORD 2-7=-444/889
WEBS 3-7=-386/239, 5-7=-280/671
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 9-10-8, Exterior(2) 9-10-8 to
14-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ito uplift at joint(s) except Ot=lb)
6=196,2=173.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No.39380
II USA, Inc. FL Cert 6634
99D4 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelG) connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dot
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse Min possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systeMST see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
Truss Truss Type city Ply Park Sq HmITuscany 2718-A or C
T13673728
D8 MONO HIP 1
Job Reference (optional)
Mid-Flonda Lumber, Barlow, FL. 6.130 s Mar 11 Z016 Mi lek Industries, Inc. lue Apr 3 12:39:45 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-VHpjZl?wfcfH3BwNmqrNVgqEmshqgv6YI91bgKzUOYS
1--00 4-5-4 B-4-0 12-4-8 16-5-0
4-54 3-10-12 4-0-8 4-0-8
4x4 Scale = 1:29.1
3x4 1.5x4
4 13 5 14 6
i
3X4 3x8 7
3x4 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.08 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.17 8-11 >999 180
BCLL 0.0 Rep Stress Incr YES WE3 0.42 Horz(CT) 0.02 7 n/a n/a
BCDL 10.0 Code FBC2017rFP12014 Matrix -MS Weight: 87 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-4-11 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8-8-2 oc bracing.
REACTIONS. (lb/size) 2=713/0-3-8, 7=649/Mechanical
Max Horz 2= 1 65(LC 12)
Max Uplift 2=-180(LC 12), 7=-208(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1079/366, 3-4=-797/254, 4-5=-660/267
BOTCHORD 2-8=-461/946, 7-8=-202/462
WEBS 3-8=-327/217, 5-8=-97/318, 5-7=-661/296
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft; 8=45ft; L=24ft; eave=4ft; Cat.
11; Exp B. Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interionj 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to
12-4-8 zone;C-C for members and forces & MWIFIRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at=lb)
2=180,7=208.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No.3096
MiTek USA, Inc. FIL Cott 6634
6904 Parke East Blvd. Tampa FL 33616
DaW,
April 3,2018
mmmmmommmmmmmmmmunzm
WARNING - Verilyd.,sigriparranrater,s and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11411-7473., 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm[Tuscany 2718-A or C
T13673729
P271BAC D9 COMMON 4
Job Reference (optional)
Mid-Floncla Lumber, Bartow, FL. 0. 1 au 5 Mal I I — I o Ivu I — I I 1—u—, I -. "' P' , --- -- . .,, .
ID MnroRiMTSTo7RD4WFfNCPvzHymh-zTN5n4?YQwo8gKVZJXNcItMOjGl5PIqh pU8CmzUQYR
1-0-0 5-5-4 10-4-0 16-5-0
1-1-0 5-5-4 4-10-12 6-1-0
I
3x4 6
3x4
3x4 —
a = 1 29A
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CS1.
TC 0.45
BC 0.66
WB 0.65
Matrix -MS
DEFL. in
Vert(LL) -0.09
Vert(CT) -0.18
Horz(CT) 0.02
loc) I/defl Lid
6-7 >999 240
7-10 >999 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 81 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-4-10 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical
Max Horz 2=99(LC 12)
Max Uplift 2=-1 94(LC 12), 6=-1 58(LC 12)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1031/337,3-4=-793/282
BOTCHORD 2-7=-324/893, 6-7=-143/487
WEBS 3-7=-348/200, 4-7=-89/492, 4-6=-561/154
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to
13-4-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=194,6=158. This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A, Albani PE No,313380
MlTek USA, Inc, FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 re, 1010312015 BEFORE USE. WARDesignvalidforuseonlywithMITek1Dconnectors. 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 verifyr the applicability of design parameters and property incorporate this design into the overall Im
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, I'L 36610
Truss Truss Type Gly Ply Park Sq Hrri any 2718-A or C
T13673730 ID10COMMON41
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL.
1-0-0 4-54
1, 4-5-4
i
3x4 =
3-10-12
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:37 2018 Page I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-kiKiuOvvY9fQ5yJqlgiVA—VtqezboLuNvvpAOozUOYa
4x4 =
3x8 =
3-10-12
8-4-0 16-5-0
B-4-0 8-1-0
Plate Offsets (X,Y)-- [2:0-0-4,Edgel
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC D.33
TCDL 10.0 Lumber DOL 1.25 BC 0.63
BCLIL 0.0 Rep Stress Incr YES WB 0.18
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=655/Mechanical, 2=718/0-3-8
Max Horz 2=88(LC 11)
Max Uplift 5=-1 55(LC 12), 2=-200(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1091/381, 3-4=-817/289, 4-5=-814/301, 5-6=-1077/387
BOTCHORD 2-7=-2991956, 6-7=-286/924
WEBS 4-7=-1 26/482, 5-7=-297/181, 3-7=-328/191
4-2-4
Scale = 1 29,6
U4 =
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.08 7-13 >999 240 MT20 244/190
Vert(CT) -0.17 7-13 >999 180
Horz(CT) 0.02 6 n/a n/a
Weight: 72 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-4-3 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf BCDL=3.Opsf; h=25ft; B=45ft; L=24ft ' eave=4ft Cat.
11 ' Exp 6, Encl., G6pj=0.18; MWIFIRS (directional) and C-C Exterior(2) -1-0-0 to'2-0-0, Interior(l) 2-0-0 to 8-4-0, Exterior(2) 8-4-6 to
11-4-0 zone;C-C for members and forces & MWIFIRS 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Ot=lb)
6=155,2=200. This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A, Albani PE No,3910
MiTek USA, Ind, FIL Cert(1634
69D4 Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
onsommomm
AWARNING- Verifyd-ignparameters and READ NOTES ON THIS AND INCLUDEDMITEK REFERENCE PAGE 11111-7473rev. 1010312015 BEFORE USE.
Design valid for use only with Miffelk(10 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bel'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
Job Truss Truss Type Qty Ply Park Sq Hm[Tuscany 271 B-A or C
T13673731
P2718AC D11 COMMON 2
Job Reference (optional)
Mid-l-loncla Lumber, Bartow, FL. u. iou s mar 1 1 ZU 10 IVII I eK 111UL]SUIeS, 111G. I — P[ - -- zu IG —yu I
I D:MnroRiMTSTo7RD4WFfNCPvzHymh-g7SSJhw94mv7LFTDPZIzFPaETReIGFFfNDIGSgzUQYY
4-5-4 8-4-0 12-2-12 16-8-0 17-8-0
1
3-10-12 3-10-1 2 4-54 1-0-01-'-0 4-5-4
I
4x4 =
4
3x4 — 3x8
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in Ioc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.08 8-14 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.17 8-14 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.02 6 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=727/0-3-8, 6=727/0-3-8
Max Horz 2=89(LC 11)
Max Uplift 2=-201(LC 12), 6=-201(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 111/374, 3-4=-838/293, 4-5=-838/293, 5-6=-1 111/373
BOTCHORD 2-8=-256/974, 6-8=-274/974
WEBS 4-8=-1 19/503, 5-8=-327/190, 3-8=-327/190
Scale = 1 *29. 9
3x4 —
PLATES GRIP
MT20 244/190
Weight: 75 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-3-14 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C, Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to
11-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=201,6=201.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co les.
Thomas A, Albani PE No,391
MiTek USA, Inc. I'L Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Miffel<0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTeik'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
Trus Truss Type Qty Ply Park Sq Hmi'Tuscany 2718-A or C
T13673732
D12 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:39 2018 Page 1
to MnroRiMTSTo7RD4WFfNCPvzHymh-g7SSJhw94mv7LFTDPZIzFPaEyReHGErfNDIGSgzUQYY
3-94 7-0-0 1 9-8-0 12-10-12 16-8-0 1 17-8-0
T, 03-9-4 3-2-12 2-8-0 _2_12 3-9-4
4X4 = 4x8 =
17
3x4 =
3x8 = 3x4 —
3x4 =
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.29
TCDL 10.0 Lumber DOL 1.25 BC 0.68
BCILL 0.0 Rep Stress Incr NO WB 0.22
BCDIL 10.0 Code FBC2017fTP12014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lbisize) 2=1265/0-3-8, 7=1265/0-3-8
Max Horz 2=-77(LC 6)
Max Uplift 2=-387(LC 8), 7=-387(LC 8)
Scale = 1:30.4
DEFL. in (loc) I/defl Lid PLATES GRIP
Vert(LL) -0.07 9-16 >999 240 MT20 244/190
Vert(CT) -0.16 9-16 >999 180
Horz(CT) 0.05 7 n/a n/a
Weight: 82 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-8-12 oc purlins.
BOTCHORD Rigid ceiling directly applied or 7-11-11 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOP CHORD 2-3=-2312/695, 3-4=-2097/643, 4-5=-1854/601, 5-6=-2095/643, 6-7=-2311/695
BOTCHORD 2-10=-553/2044, 9-10=-45811851, 7-9=-553/2044
WEBS 3-10=-277/111, 4-10=-85/572, 5-9=-85/571, 6-9=-279/1 11
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=3.0psf h=25ft; B=45ft; L=24ft. eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWIFIRS (directional); Lumber DOL=11.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=387,7=387.
7) Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at
7-0-0, and 97 lb down and 106 lb up at 8-4-0, and 189 lb down and 204 lb up at 9-8-0 on top chord, and 327 lb down and 97 to up
at 7-0-0, and 66 lb down at 8-4-0, and 327 lb down and 97 lb up at 9-7-4 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 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=11.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-5=-60, 5-8=-60, 11-14=-20
Concentrated Loads (lb)
Vert: 4=-142(F) 5=-142(F) 1 0=-327(F) 9=-327(F) 17=-97(F) 1 8=411 (F)
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PIE No,39380
MiTak USA, Inc. FL Cort 6634
Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
A WARNING -Verify de ignparametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Qty Ply Park Sq Hm/Tuscany 2718-A or C
T13673733
P271BAC El 1
Job Reference (optional)
Ivic-l-londa Lumber, Bartow, t-L.
1-0-0 7-4-0
1-1-0 74-0
i
15. IjU S War I I LUID WHIUK 111U-11—, 11- 1—pi I'll 119 ,
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-RgwT QOABDw?IU4ltFura5vVagN48t8rCTEhkDzUQYQ
14-8-0
7-4-0
4X4 —
3
Scale = 1 26.6
3x5
1x4 11 3x5
5
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017rrPI2014
CS1.
TC 0.69
BC 0.62
WB 0.13
Matrix -MS
DEFL. in
Vert(LL) -0.10
Vert(CT) -0.19
Horz(CT) OV
loc) I/defl L/d
5-8 999 240
5-8 >908 180
4 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 53 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-7-10 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=585/Mechanical, 2=649/0-3-8
Max Horz 2=79(LC 11)
Max Uplift 4=-1 38(LC 12), 2=-1 84(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-846/288, 3-4=-845/301
BOTCHORD 2-5=-168/680, 4-5=-168/680
WEBS 3-5=-1 7/350
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft, Cat.
11; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 7-4-0, Exteriorl 7-4-0 to
10-4-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
4=138,2=184.
This item has been
electronically signed and,
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No.3910
MiTek USA, Inc. FL Cott 6634
89D4 Parke East Blvd, Tampa FL 33810
Date:
April 3,2018
MEMO=
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11611-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelk(ED connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall nil
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm/Tuscany 2718-A or C
T13673734
P2718AC E2 HIP 1
Job Reference (
Md-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:47 2018 Page 1
ID-MnroRiMTSTo7RD4WFfNCPvzHymh-RgwT QOABDw?IU4ltFura5valgJH8p6rCTEhkDzUQYQ
7-8-0
7-0-0 10-10-12 14-8-0
MA 3-2-12 3-2-12 3-9-4
0_'_0
3x4 =
3X6 11 Scale 1:26.6
3x4
0.91
4X4 =
3 4 5
6X8 = 4x4 —
7-8-0
7-0-0 14-8-0
7-0-0 ONO 1 1 7-0-0 1
Plate Offsets (X,Y)-- [1:0-1-0,Edgel, [3:0-2-0,0-2-81,[5:0-2-0,0-2-81,[7:0-1-0,EdgeI
I I
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC20171TPI2014
CSI '
TC 0.35
BC 0.86
WB 0.39
Matrix -MS
DEFL. in
Verl(LL) -0.06
Vert(CT) -0.14
Horz(CT) 0.04
loc) I/defl L/d
9-12 -999 , 240
9-12 >999 180
7 n/a n1a
PLATES GRIP
MT20 244/190
Weight: 65 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-11-12 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 8-6-6 oc bracing,
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1055/Mechanical, 7=1 117/0-3-8
Max Horz 1 =-76(LC 6)
Max Uplift 1 =-299(LC 8), 7=-345(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown.
TOPCHORD 1-2=-2000/609,2-3=-1771/546,3-4=-1539/510, 4-5=-1539/510,5-6=-1770/546,
6-7=-1992/603
BOTCHORD 1-9=-479/1770, 7-9=-472/1759
WEBS 2-9=-284/125, 6-9=-276/117, 4-9=-196/1027
R
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft. L=24ft; eave=4ft; Cat.
11; Exp B; Encl., G pi=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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) This item has been1 =299, 7=345.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 to down and 197 lb up at electronically signed and
7-8-0, and 189 lb down and 197 lb up at 7-0-0 on top chord, and 327 Ito down and 97 lb up at 7-0-0, and 327 lb down and 97 Ito up sealed by Albani, Thomas, PE
at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. using a Digital Signature. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Printed copies of this
LOAD CASE(S) Standard document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 signed and sealed and the
Uniform Loads (plo signature must be verified
Vert: 1-3=-60, 3-5=-60, 5-8=-60, 10-13=-20
on any electronic c lies. 0
Concentrated Loads (lb) Thomas A. Albani PE No,3;3PO
Vert: 3=-142(F) 5=-142(F) 9=-41(F) 16=-327(F) 17=-286(F) MiTek USA, Inc. FIL do
I
rt 6
1
634
69D4 Parke East Blvd, Tampa FL 336111)
Date;
April 3,2018
A WARNING -Verify designparametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473— 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Dun
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPII 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
TF'lu
TrussS Truss Type Qty Ply Park Sq Hm[Tuscany 271 B-A or C
T13673735
Reference
ROOF TRUSS 5 1
b Re erence CJob (optional)
Mid -Florida Lumber, Bartow, FL.
0-1-8
H --!-
1X3 11
1x3 -
lx3 -
1 2 3
5
4
33 32
u.-;,iu s mar I I zu i tj mi I eK MULISIFIeS, lr]C. I Ue mp' " - - .... .. Y -
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-N22EP62RjrAjXoE8?gwJf\N qcT_Mci?Bgnjop5zUQYO
0- Scalr= 1 50.0
1x3 I I
1x3 -
4x4 4x4 3x8 FP = 1x3 1x3 -
4 5 6 7 8 9 10 11 12 13 14 15 16 3817
37Z= ZNA 36
31 30 29 28 27 26 25 24 23 22 21 20 19 18
1 X3 11 1X3 4X4 - 3x8 FP = 4x4 1 x3 11
3x8 =
LOADING (psr) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.13 20-21 999 360 MT20 244/190
TCDL 10 0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.17 20-21 999 240
BCLIL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.03 18 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 155 lb FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (IbIsize) 18=677/0-7-4, 25=1954/0-3-8, 33=614/0-7-4
Max Grav 18=716(LC 7), 25=1954(LC 1), 33=682(LC 3)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown,
TOPCHORD 2-3=-1125/0,3-4=-1657/0,4-5=-1710/38,5-6=-1325/280,6-7=-374/718,7-8=0/1993,
8-9=0/1993, 9-10=-368/598, 10-12=-14371164, 12-13=-1890/0, 13-14=-1890/0,
14-15=-1874/0, 15-16=-1219/0
BOTCHORD 32-33=0/684, 31-32=0/1 541, 30-31 =-38/1710, 29-30=-38/1710, 28-29=-38/171 0,
27-28=-481/981, 25-27=-1 037/0, 24-25=-943/0, 23-24=-362/1030, 22-23=0/1 890,
21-22=0/1890, 20-21=0/2020, 19-20=011681, 18-19=0/734
WEBS 2-33=-93010, 7-25=-1348/0, 2-32=0/613, 7-27=01979, 3-32=-579/0, 6-27=-934/0,
6-28=0/586, 4-31 =-73/264, 5-28=-726/0, 4-30=-251/0, 5-29=0/274, 16-1 8=-998/0,
9-25=-1411/0, 16-19=0/675, 9-24=0/1038, 15-19=-643/0, 10-24=-995/0, 15-20=-4/269,
10-23=0/651, 12-23=-761/0, 14-21=-451/31
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x3 MT20 unless otherwise indicated.
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. This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No,3910
MiTek USA, Ind. FL Cert 6634
6464 Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. now
Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown, and is for an individual building component, not E
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WE
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 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
T uss Truss Type Qty Ply Park Sq Hmfruscany 2718-A or C
T13
F2 ROOFTRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.13U a mar 11 zulid Mi I eK industries, Inc. I Ue Apr 3 i2:39:54 20m Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-kOs7Sq6ZXNo?eZ66nDWUMZifLUicHwAtp2QZUJzUQYJ
0-1-8
H 1-1 0- ScU 1:50,0
lx3 11 1X3
lx3 - 3x3 lx3
lx3 3x3 3x3 1x3 11 3x3 4x4 3x3 4x6 44 3x8 IFP = 3x3 3x3 3x3 3x3 4x4 1x3
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 3817
5 37
4 36
33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18
3x3 3x3 3x3 = lx3 4x4 = 3x8 FP = 4x6 4x4 3x3 = 1 x3 1 x3 11 3x3 3x3 4x4 3x3
3x8
12 8-1-8 10-9-0 123-4-.1 1 10 8 -4-81_ 1 2-,1-08 4-1-.8 227 29-,102-- Z__ I
7_ 2-6-
Q.
5-4-8 2-7-8 _0
18
2 6_ _ _0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.23 21-22 >985 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.31 21-22 >724 240
BCLL 0.0 Rep Stress Incr YES W8 0.63 Horz(CT) 0.04 18 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 155 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) *Except* TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
1-10: 2x4 SP No. 1 (flat) except end verticals.
BOTCHORD 2x4 SP No.2(flat) *Except* BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
18-28: 2x4 SP No.1(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 18=895/0-7-4, 27=2033/0-3-8, 33=318/0-7-4
Max Uplift 33=-80(LC 4)
Max Grav 18=909(LC 7), 27=2033(LC 1), 33=485(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-714/228, 3-4=-778/815, 4-5=-778/815, 5-6=-292/1297, 6-7=0/2314, 7-8=0/2314,
8-9=-135/267, 9-1 1=-1689/0, 11-12=-2651/0, 12-13=-3052/0, 13-14=-3049/0,
14-15=-2618/0, 15-16=-1602/0
BOTCHORD 32-33=-102/480, 31-32=-431/895, 30-31=-815/778, 29-30=-815/778, 27-29=-1674/0,
26-27=-1050/0, 25-26=011047, 24-25=0/2297, 23-24=0/3052, 22-23=0/305 2,
21-22=0/3052, 20-21=0/2978, 19-20=0/2239, 18-19=0/936
WEBS 2-33=-652/139, 6-27=-1111/0, 2-32=-176/326, 6-29=0/872, 3-32=-251/282,
5-29=-1041/0, 3-31=-625/0, 5-30=0/301,16-18=-1272/0, 8-27=-1684/0, 16-19=0/928,
8-26=0/1316,15-19=-886/0, 9-26=-1293/0, 15-20=0/528, 9-25=0/918, 14-20=-501/0,
11-25=-870/0, 11-24=0/556, 13-21=-263/283, 12-24=-692/0, 12-23=-73/287,
13-22=-268/91
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 33.
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.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Alberti PE W6,392190
MiTek USA, Inc. I'L Ced 6634
6904 Parke East Blvd, Tampa FL 33610
6ate':'
April 3,2018
AWARNING - Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO 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 mist verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hmfruscany 271 8-A or C
T13673737
P2718AC F3 ROOFTRUSS 5
Job Reference (optional)
Mid-Flonda Lumber, banow, t-L. 0, IJU 5 Mal I I zu lo Ivin - 111-bulub, 111u. - mp, , -- , V ,
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-CCPVf968]hwsFjhlLwljvnEs?u34OOyO2iA70lzUQYI
0-1-8
1-3-0 0VHScal 1 40,6
1x3
1x3
1x3 3x3
1 2
I
0
29
3x3
3x3 -
3x3 =lx3 11 4x4 = 3x3 11 4x4 3x3 3X3 = 1 x3 11 1X3 11 3x8 FP 3x3
3 4 5 346 7 8 9 10 11 1213 14
1 X3
1x3
3x4 = 1x3
15 16
28 27 26 25 24 23 22 21 20 19 18 it
3x3 = lx3 11 3x4 3x8 Flo 4x4 3x3 3x3 - 3x3 3x3 3x4 3x3
3x8 -
33
32
7-7-4 1 0_-_2 -12 12 -121 19-0-4 1 21-6-4 1 24-3-4 1
4-10-4 2_,_. 2
8_
3-8
1 -
6-062 2 -9-0
Plate Offsets (X,Y)-- [26:0-1-8,Edgel
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.73 Vert(LL) -0.15 19-20 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BIC 0.80 Vert(CT) -0.21 19-20 >954 240
BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.03 17 n/a n1a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 128 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 17=781/0-3-8, 25=1717/0-8-0, 29=130/0-7-4
Max Uplift 29=-1 60(LC 4)
Max Grav 17=787(LC 7), 25=1 717(LC 1), 29=324LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-359/425, 3-4=-323/795, 4-5=-3231795, 5-6=0/1 734, 6-7=0/1 734, 7-8=-265/0,
8-9=-1489/0,9-10=-2262/0,10-11=-2262/0,11-12=-2262/0,1-14=-2109/0,
14-15=-1343/0
BOTCHORD 28-29=-172/319, 27-28=-795/323, 26-27=-7951323, 25-26=-1250/0, 23-25=-640/0,
22-23=0/1018, 21-22=0/1953,20-21=0/2262, 19-20=0/2314, 18-19=0/1861, 17-18=0/801
WEBS 2-29=-434/234, 5-25=-917/0, 2-28=-352/56, 5-26=0/855, 3-28=0/502, 3-27=-299/0,
4-26=-339/0, 15-17=-1089/0, 7-25=-1457/0, 15-18=0/754,7-23=0/1110, 14-18---720/0,
8-23=-1 062/0, 14-19=0/345, 8-22=0/669, 12-19=-285/0, 9-22=-659/0, 12-20=-275/227,
9-21=0/580, 10-21=-267/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 29.
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. This item has been4) CAUTION, Do not erect truss backwards.
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No,393ro
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Elvd, Tampa FL 33610
Date:
April 3,2018
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekQD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
J_____-
T
ob russ Type Qty Ply Park Sq Hmfruscany 2718 -A or CTruss
T1367 3738
P2718AC F3A GABLE 1 1
Job Reference (oDtional)
Mid -Honda Lumber, Bartow, FIL.
0-48
1 2
J
46 45
8.130 a Mar 11 2018 Mi I ek Industries, Inc. Tue Apr 3 12:39:56 2018 Page 1
ID:MnFoRiMTSTo7RD4WFfNCPvzHymh-gOzttV7q3_2jttGUveYyR_nBclbelxHAHMvgZBzUQYH
0-48
Scale = 1 3&9
3x3 11 3x8 FP = 3A 11
3 4 5 6 7 1 8 9 10 11 12 13 14 15 16 1718 19 20 21
44 43 42 4140 39 38 37 36 35 34 33 32 31 3029 28 27 26
3x3 11 Us FP = 3x3 11
22 23
I t 0
49
25 24
12-7-12
12-Oa3-4 17-7-4
0_a_0 i 11-7-8 02-1,1,0 , 13- -4 1
1-_
141-4 1 116-3-4 1 17-3-4 19-111-'4 1 Z'0-43-.4 i 21-474 1 221_1104 1 24-43-.4a_ 0- - -2
1 _4_ _ _ 1_ _ 1__ 0_ - 0 _4_6 - 10-0 014- 1-4-0 14-6 41!2442 1-4-121 171141 111-o 12 1-4-0 11 sti-4-6b'4-6 -11-8
0-1-10
0-1-10
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n1a 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 Incr NO WB 0.14 Horz(CT) 0.00 24 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 112 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SID No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 24-3-4.
lb) - Max Grav All reactions 250 lb or less at joint(s) 46, 24, 25, 26, 27, 28, 29, 31, 32, 33, 34, 45, 44, 43, 42,
41, 39, 37, 36, 35, 30 except 40=1 245(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 7-40=-1241/0
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.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 24-46=-10, 1-23=-100
Concentrated Loads (lb)
Vert, 7=-1265 This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A, Albani PE No,3910
MiTek LISK, lrtc Cert 6634
69Q,4 arke East Blvd, Tampa FL 33610
Date:
April 3,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pal'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type oty Ply Park Sq Hmrrus carry 2718-A or C
T13673739
F4 ROOFTRUSS 3 1
joh P.fr.— I,
Mid -Florida Lumber, Bartow, FL.
0-1-8
H 1 1-3-0
1 x3 11
lx3 —
1x3 3x3
1 2
1
0
3x3 _lX3 11 4.4 = 3X3 11 4x4
3 4 5 336 7
b. 115U S mar 1 ZU115 W11 le" 11 1"u5t"es, 11 lu. 1 uu ZI j I z - — " '. W .
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-BbXF4r8Sq[AaVlrgTL3B_CKCdimgUlaJWOfD5dzUQYG
OVScal 1 40.1
3x3 1 X3
3x3 3x3 = 1x3 11 lx3 3x8 FP 3x3 3x4 = 1x3
8 9 10 11 12 13 14 15 16
29 28 27 26 25 24 23 22 21 20 19 18 11
3x3 3x3 = lx3 11 3xii FP = 3x8 4X4 3x3 3x3 = 3x3 3x3 3x4 3x8
3X4 =
2 7-74 - - 2 12-8-12 18-8-12 1 Z1 21 2 1 23-11-12 19-0 1 1Q—
8
1 1
2.-6 4-10-4 23 2-6-0 6-0-0 2 2-9-0
ffsets (X,Y)-- [26:0-1-8,Edqel
32 11
LOADING (par) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defI LId PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.14 19-20 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) 0.19 19-20 999 240
BCLIL 0.0 Rep Stress Incr YES WEI 0.52 Horz(CT) 0.03 17 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 128 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD
BOTCHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat) BOTCHORD
REACTIONS. (lb/size) 24=170210-8-0,29=133/0-7-4, 17=762/Mechanical
Max Uplift 29=-1 57(LC 4)
Max Grav 24= 1 702(LC 1), 29=325(LC 3), 17=768(LC 7)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-361/418, 3-4=-325/783, 4-5=-325/783, 5-6=0/1 717, 6-7=0/1 717, 7-8=-258/12,
8-9=-1459/0, 9-10=-2188/0, 10-11=-2188/0, 11-12=-2188/0, 12-14=-2065/0,
14-15=-1341/0
BOTCHORD 28-29=-169/320, 27-28=-783/325, 26-27=-783/325, 24-26=-1234/0, 23-24=-637/0,
22-23=0/999,21-22=0/1908,20-21=0/2188,19-20=0/2252,18-19=0/1838,17-18=0/819
WEBS 2-29=-435/229, 5-24=-913/0, 2-28=-347/57, 5-26=0/849, 3-28=0/496, 3-27=-297/0,
4-26=-337/0,15-17=-1088/0,7-24=-1439/0,15-18=0/727,7-23=0/1092,14-18=-691/0,
8-23=-1046/0,14-19=0/315,8-22=0/654,12-19=-261/0,9-22=-639/0,12-20=-284/202,
9-21 =0/535
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 29.-
4) 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.
5) CAUTION, Do not erect truss backwards.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani FE NoAlo
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FIL 33610
Date:
April 3,2018
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 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
Truss Truss Type Oty Ply Park Sq Hmfruscany 2718-A or C
T13673740
F5 ROOFTRUSS 9
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0-1-8
H 1 1-3-0
1 X3
1x3
1x3 4x6
1 2
5
4
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:57 2018 Page I
ID-MnroRiMTSTo7RD4WFfNCPvzHymh-8bXF4r8SqlAaVI rgTL38_CKDBijsUHgJWOfD5dzUQYG
1-0-8 0-11,8IScJl = 1:34.3
1x3
4x6 1x3
3X4 3x3 3x3 = 1 x3 3x3 3x3 3x4 3x8 FP 1x3
3 4 5 6 7 8 9 10 11 12
3x4 3x8 FP 3x4 3x3 = 1X3 11 3x3 3x3 3x4 4x6 3x4 —
4x6
27
26
LOADING (psf]I SPACING- 2-0-0 CS1. DEFL. in (loc) I/def] Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) 0.39 17 >626 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(CT) 0.53 16-17 >454 240
BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.09 13 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrjx-S Weight: 106 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 4-10-14 oc purlins,
BOTCHORD 2x4 SP No.2(flat) *Except* except end verticals.
13-22: 2x4 SP No. 1 (flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 13=1109/0-8-0,23=1109/0-8-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown.
TOPCHORD 2-3=-2025/0, 3-4=-3452/0, 4-5=-4299/0, 5-6=-4596/0, 6-7=-4596/0, 7-8=-4305/0,
8-9=-345110, 9-11 =-2025/0
BOTCHORD 21-23=0/1 151, 20-21 =0/2871, 19-20=0/4007, 18-19=0/4596, 17-18=0/4596, 16-17=0/4568,
15-16=014009, 14-15=0/2870, 13-14=0/1 151
WEBS 11-1 3=-1 565/0, 2-23=-1 565/0,11-14=0/1 216, 2-21 =0/1 216, 9-14=-1 175/0, 3-21 =-1 176/0,
9-15=01807. 3-20=0/808, 8-15=-776/0, 4-20=-772/0, 8-16=0/412, 4-19=0/515,
7-16=-400/0, 5-19=-611/26, 7-17=-296/419
NOTES-
1) Unbalanced floor live 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.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Alb0ni PE No.3910
MiTek USA, Inc, FIL Cott 6634
6904 Parke East'Blvd. tam pa Fl. 33610
Date:
April 3,2018
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(E) connectors. This design is based only upon parameters shown, and is for an individual building component, not
truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall11
MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BGSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq Hm[Tuscany 2718-A or C
T13673741
P2718AC F6 ROOFTRUSS 4
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0-1-8
H
1-3-0
1 x3
IX3
1x3 3x3
1 2
3x3 —
8. 1:30 s mar 11 ZUI?3 MI I eK inaustries, Inc. I ue Apr o I z:jv:oo zu i o rage i
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-dn5elB94bcIR7AQtO3aQWPsSi69PDqXSkgOnd4zUQYF
1-4-12
Scale= 1 18.0
3x3 1 x3 3x3 3x3
3 4 5 6
3x3
7
3x8
LOADING (pso
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 Incr YES
Code FBC2017fTP12014
CS1.
TC 0.38
BC 0.57
WB 0.22
Martrix-S
DEFL. in
Vert(LL) -0.07
Vert(CT) -0.09
Horz(CT) 0.02
loc) I/defl L/d
9-10 >999 360
9-10 >999 240
8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 58 lb FT = 20%F, I I %E
LUMIBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=582/0-3-8, 13=582/0-7-4
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-909/0, 3-4=- 1246/0, 4-5=-1 246/0, 5-6=-928/0
BOTCHORD 12-13=0/580, 11-12=0/1 246, 10-11 =0/1 246, 9-1 0=0/1 211, 8-9=0/607
WEBS 6-8=-80810, 2-13=-788/0, 6-9=0/447, 2-12=0/458, 5-9=-393/0, 3-12=-462/0
NOTES-
1) Unbalanced floor live 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.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
onany electronic co ies.
Thomas A, Albani PE No,3910
MITek USA, Inc. FIL Cert 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(M connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
MiTek"
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq Hm[Tuscany 2718-A or C
T13673742
P271BAC F7 GABLE I
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0 p
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:39:59 2018 Page 1
ID-MnroRiMTSTo7RD4WFfNCPvzHymh-5zfOVXAiMvQlkK?3am6f3dPhkVcHyl2czK8K9WzUOYE
Scale = 1 18.1
3A3 11
lX3 1x3 1 X3 1x3 11 1x3 Ix3 11 1 X3 1 X3 3x3
1 2 3 4 5 6 7 8 9 10
22
L
c lx3
1 x3
21
a
20 19 18 17 16 15 14 13 12 11
IX3 1X3 lX3 1X3 11 1 x3 lx3 11 IX3 lX3 11 3X3
3X3 11
2,1-00 41-40-Q, 4,1111 1 10 1 1-9 12 44 7-0 0 2-,11 4
11, 1'-2 0_, _, %!1 i _0- 2 E0 1 _4-
4
1
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 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 Incr NO WB 0.14 Horz(CT) 0.00 11 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-R Weight: 50 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 9-11-4.
lb) - Max Grav All reactions 250 lb or less at joint(s) 20, 11, 16, 12, 13, 15, 19, 18, 17 except 14=1222(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 7-14=-1218/0
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 10-0-0 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.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 11-20=-10, 1-10=-100
Concentrated Loads (lb)
X-A 7— 1q9r%
I I'lls Item nals Deen
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No,39300
MiTek USA, Inc, FIL Cent 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
AwARNlNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelke connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
Truss Type Qty Ply Park Sq Hmf-ruscany 2718-A or C
T13673743
GABLE 1
Job Reference (oDtjonah
Mid-Flonda Lumber, Bartow, FL.
0"
16
15
ti.iju s rviar if zu m mii eK I nOUSITIeS, IFIG. I Lle API 0 1 -U- ZU 10 -Yu I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-ZADOjtAK7DY9MUaF8UducqyqNvxlhnviC—tuiyzUQYD
og
Scale= 1 13.4
i 3x4
3x4
2 1x3 3 lx3 4 lx3 5 1 x3 6 lx3 7
2+
H1
14
3x3
13 12
1x3 lx3
11
11 1
10
x3 11 1
9
x3 11 1x3
8
3x3
18
2x6 —
2x6 —
17
Q-1 1 2 2-11 3-7:5- 4-4 4-11-6 6-3-6 1-2 2
1 6_._, 4111 -40 6_"_
4
4 0-7-2 0_'
Plate Offsets (X,Y)-- [7:0-1-8,Edgel. [15:0-1-8,0-1-01, [16:0-1-8,0-1-01, [17:0-1-8,0-1-01, 18:0-1-8,0-1 -01
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BIC 0.09 Vert(CT) We n/a 999
BCLL 0.0 Rep Stress Incr NO WI3 0.03 Horz(CT) -0.00 8 n1a n/a
BCDL 5.0 Code FBC2017rFP12014 Matrix-R Weight 37 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 7-2-12 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 7-2-12.
lb) - Max Grav All reactions 250 lb or less at joint(s) 14, 11, 12, 13, 10, 9 except 8=1 279(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 7-8=-1251/0
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, an edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0. 131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 8-14=-10, 1-7=-100
Concentrated Loads (lb)
Vert, 7=-1265
I niS item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani FE ko.3910
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
ommommmmmmmm= 11111111111111 lit 111 11
WARNING - Verify design paramefers, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with M!TekID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
b uilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
T uss Truss Type Qty Ply Park Sq HmITuscany 2718-A or C
T13 IS F9 ROOFTRUSS 6
Job Reference (optional)
Mid-Floncla Lumber, Bartow, IFL.
0-1-8
H i 1-3-0
1 1 x3 11 2 3x3
12
ts.iju s mar i i ZU10 MI I elk inaustries, Inc. I ue Apr j iz:qu:uu zu iii rage i
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-ZADOjtAK7DY9MUaF8UducqyrZvvihmYIC_tuiyzUOYD
Scale= 1: 12.9
3 1X3 11 4 1 x3 11 5 3x3 = 6 3x3 11
3x3 = 3xa =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.02 7-8 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0. 1 9 Vert(CT) 0.02 7-8 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 7 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
SOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. lb/size) 7=364/Mechanical, 10=364/0-8-0
FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-493/0, 3-4=-493/0, 4-5=-493/0
BOTCHORD 9-10=0/326, 8-9=0/493, 7-8=0/338
WEBS 5-7=-450/0,2-10=-443/0,2-9=0/256
PLATES GRIP
MT20 244/190
Weight: 39 lb FT = 20%F, 11 %E
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
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.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co es.
Thomas A. Alberni PE No.3910
MlTek USA, Inc, FL Cert 6634
6904 Parke East Blvd., Tampa, FL 33610
Date:
April 3,2018
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bel'
buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BGSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale..ndria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm[Tuscady 2718-A or C
T13673745
P2718AC F9G ROOFTRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL.
12
III
0-1-8
H i 1-3-0
2 4X4 —
ts.16u s mar ii zuib mrieK inaustries, u1c. we mpi o - -- zulo ratju 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-1 MnmwDByuXgO_e9SiB8782UwzJBXQ8jvQedREPzUQYC
3 lx3 11 4 1x3 11 5 4x4 = 6 3x3 11
3X6 = 3x6 =
Scale = 1 12 9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Verl(I-L) 0.05 7-8 999 360 MT20 244/190
TCDIL 10 0 Lumber DOL 1.00 BC 0.67 Vert(CT) 0.06 7-8 999 240
BCLL 0.0 Rep Stress Incr NO WI3 0.45 Horz(CT) 0.01 7 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 39 lb FT = 20%F, 11 %E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOTCHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 7=1173/Mechanical,10=1173/0-8-0
Max Grav 7= 1 383(LC 4), 1 0=1 378(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1732/0, 3-4=-1732/0, 4-5=-1732/0
BOTCHORD 9-1 0=0/1 233, B-9=0/1 732, 7-8=0/1 281
WEBS 5-7=-1705/0, 2-10=-1675/0, 5-8=0/882, 2-9=0/937, 3-9=-56510, 4-8=-537/0
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Girder carries tie-in span(s): 6-8-0 from 0-0-0 to 6-11-4
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0. 131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=l .00
Uniform Loads (plf)
Vert: 7-10=-10, 1-6=-344
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No.3910
MiTek USA, Inc. FIL Cent ' 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M!TekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
2 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall sot
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll 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, Ale.andria, VA 22314L Tampa, FL 36610
0
Job Truss Truss Type Oty Ply Park 2718-A or CSqHm[Tuscany
T13673746
P2718AC F10 ROOFTRUSS 3 1
Job Reference (
Mid-Flonda Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek s, Inc. Tue Apr 3 12:39:49 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-N22EP62RjrAjXoE8?gwJfW—zZTAEcov8gnjop5zUQYO
Scale= 1 12.8
1 3x3 11 2 3x3 — 3 1x3 11 4 1x3 11 5 3x3 6 3X3 11
3x3
10 9 8 7
3x3
3x8 3x8
6-10-8
6-10-8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.01 9-10 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(CT) -0.02 9-10 >999 240
BCLL 0.0 Rep Stress Incr YES WEI 0.12 Horz(CT) 0.00 7 n/a n/a
BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight: 40 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, .
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=364/Mechanical, 7=364/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-494/0, 3-4=-494/0, 4-5=-494/0
BOTCHORD 9-10=0/338, 8-9=0/494, 7-8=0/338
WEBS 5-7=-450/0, 2-1 0=-45010
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 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A, Albani PE N AID*
MiTak USA, Inc. FL Cott 6634
004 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Welk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq HmfTusrany 2718-A or C
T13673747
P2718AC F10A ROOFTRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1-3-0
1 3X3 11 2 3x3
1
ts. iou s rviar 1 1 ZU 10 V11 I — I I I—L—b, n — I — Pl I --- - — I- I -- .
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-KRA_qo3hFSQQn6OX65ynkx4JhHqE4hdR75Cvt zUQYM
Scale= 1: 12.8
1 x3 11
3 12 4 lx3 5 3x3 6 3x3
3x8 3x8
LOADING (ps SPACING- 2-0-0 csi. DEFL. in loc) I/defl L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.02 7-8 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) 0.02 7-8 999 240
SCILL 0.0 Rep Stress Incr YES WEI OA0 Horz(CT) 0.00 7 n/a n/a
BCDL 5.0 Code FBC2017fTPI2014 Matrix-P
PLATES GRIP
MT20 244/190
Weight: 40 lb FT = 20%F, I I %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 11 =282/Mechanical, 7=295/Mechanical, 9=151/0-3-8
Max Grav 11 =282(LC 1), 7=301 (LC 8), 9=1 75(LC 9)
FORCES. (b) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-323/0, 3-4=-323/0, 4-5=-323/0
BOTCHORD 9-11 0=0/323, 8-9=0/323, 7-8=0/264
WEBS 5-7=-351/0, 2-1 1=-321/0
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 strong backs, 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.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No3910
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MrfeklD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ME
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type city Ply Park Sq Hmrruscany 2718-A or C
T13673748
P2718AC I'll ROOF TRUSS 7 1
Job Reference 1—ti—h
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 M!Tek Industries, Inc. Tue Apr 3 12:39:51 2018 -Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-KRA qo3hFSQQn6OX65ynkx4KZHtF4icR75Cvt—zUQYM
0-1-8
x3 0-9-4 2,313 =1 0-6-0 3 3xp 1-3-0 4 1x3
Scale = 1 9A
10
9
3x3 — 3x8 —
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Ildefl L/d
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.12 Vert(LL) 0.00 6 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(CT) 0.00 5-6 999 240
BCLIL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 5 n1a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S
LUMBER- BRACING -
1E
1x3 =
PLATES GRIP
MT20 244/190
Weight: 23 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=157/Mechanical, 8=163/0-7-4
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 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.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No,39380
Welk USA, Inc. FL Cert 6634
6904 ' Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
AWARNING - Verify design parameters and READ NOTES ON T141S AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS1 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 Trus Truss Type Qty Ply Park Sq Hm[Tuscany 271 8-A or C
T13673749
P2718AC F11A GABLE 1
ob Le_c optional)
A t: I A 12:39:52 2018 Pa e 1
Mid-Floncla Lumber, Bartow, FL. o. tov --. I — -Niii — r. usnes, . F
ID:MnroRiMTSTo7RD4WFfNCPv7Hymh-odkMl84JOmYHOFzjgoTOH8cVohEdp98aMlxsQQzUQYL
1 3x3 11 2 1 x3 11 3 1 x3 4 1 x3 11
Scale = 1 9.4
8 7 6 5
3x3 111. 1 l 1-7-12 1x3 11 1x3 11
11-4-0 1-7- 1 4 3-3-4
0 0-2-10 11 1__ 1-1-12 -2-4 U 6 3' 1-4-0
10
lx3
1x3
9
LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) TUB n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.02 VerI(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WI3 0.02 Horz(CT) 0.00 5 n1a n/a
BCDL 5.0 Code FBC2017rTP12014 Matrix-R Weight: 19 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-3-4 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 3-3-4.
lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 6, 7
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 10-0-0 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.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A, Albani PE No.39380
MiTek USA, Ime. FL Cert 6634
6404 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Not
huilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS] 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
0
Job Truss Truss Type Qty Ply Park Sci Hmrrusrany 2718-A or C
T13673750JobP2718ACF12ROOFTRUSS11
Reference
mia-t-10ricla Lumber, tiartow, t-L.
0-1-8
H 1 1-3-0
6x6
2
8.130 s Mar 11 2018 MlTek Industries, Inc. Tue Apr 3 12:39:53 2018 Page 1
ID MnroRiMTSTo7RD4WFfNCPvzHymh-GqIIFU5xn3g8OPYvEVv?FpMgX95LSYTEjbPhOyszUQYK
1-0-4
Scale = 1 32.7
5x6 11 4x6 11 3x6 11 3X6 11 3X6 11 5x6 11 8xlO MT20HS = 3x6 11
3 4 5 6 22 7 23 8 24 9 10
4x6 11 6x6 5x6 11 4X6 11 3X6 11 3X6 3x6 5x6 11 6x8 6X8
lx3 —
LOADING (psri SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid
TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) 0.32 14-15 714 360
TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) 0.44 14-15 519 240
BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.07 11 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD
BOTCHORD 2x4 SP No.1(flat)
WEBS 2x4 SP No.2(flat) *Except* BOTCHORD
20-21,1-20,10-11,5-16,6-15: 2x4 SP No.3(flat)
REACTIONS. (lb/size) 11 =2086/0-3-8, 20=1 335/0-7-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD 2-3=-2841/0, 3-4=-4937/0, 4-5=-6393/0, 5-6=-7136/0, 6-7=-7335/0, 7-8=-658610,
8-9=-4190/0
BOTCHORD 19-20=0/1 629,18-19=0/4042, 17-18=0/5792, 16-17=0/7136, 15-16=0/7136,14-15=0/7136,
13-14=0/7373,12-13=0/5788, 11-12=0/2565
WEBS 9711=-3266/0,2-20=-2055/0,9-12=0/2150,2-19=0/1604,8-12=-2115/0,3-19=-1589/0,
8-13=0/1056, 3-18=0/1185, 7-13=-1042/0, 4-18=-1131/0,7-14=-325/346, 4-17=0/926,
6-14=-379/643, 5-17=-1202/0, 5-16=-90/504, 6-15=-484/107
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 152 lb FT = 20%F, 11 %E
Structural wood sheathing directly applied or 5-5-7 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) All plates are MT20 plates unless otherwise indicated.
3) Bearing at joint(s) 20 considers parallel to grain value using ANSIITPI I angle to grain formula. Building designer should verify
capacity of bearing surface.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 272 lb down at 11-9-0, 354 11b
down at 13-9-0, and 354 lb down at 15-9-0, and 354 lb down at 17-9-0 on top 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 + Floor Live (balanced): Lumber fncrease=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 11-20=-10, 1-10=-100
Concentrated Loads (b)
Vert: 9=-354(F) 22=-272(F) 23=-354(F) 24=-354(F)
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A, Albani PE No,393ro
MiTok USA, Ind. FL Cott 6634
69U Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
A WARNING - verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Miffelk(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hrn/Tuscany 2718-A or C
12Job T13673751
P2718AC FT1 SPECIAL
Reference (optional)
Mid-Flodda Lumber, Bartow, FL. 8.130 s Mar 11 zuld Mi I eK industries, inG. Tue Apr 3 i2:40.0Z 4U 10 rdy 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-VYK87ZCafqptbokeFvfMhFI 1 IjSQ9XE2f[M_mrzUQYB
146-8 17-5-10 20-6-8M-14 6-0-0 1 115 -00_1 4 i_1 1-2 2-1EI 2-1 -3 2-11-2 3-0-14
Scale = 1 34.8
3x4 6x12 1.5x4 3x8 5x5 1.5x4 5x8 2x4
1 2 17 18 3 19 20 4 5 21 6 22 7 8
4x8 —
2X4 11 7x8 — 8x1 0 MT20HS = 3X4 bxd — ZX4 11 4x6 =
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
3 11i60- 8_10- - 3- i I _ 5 14-6-8 1 0 - Q-14
2-10 -3tY- 1 -02 TO 2 -10-3 2-11-2 3-0-14
Plate Offsets (X,Y)-- [5:0-2-4,0-3-01, fl3:0-5-0,0-4-121
LOADING (psf) SPACING- 2-0-0 CS1. DEFIL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.79 Vert(LL) 0.48 12-13 >508 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) 0.70 12-13 >346 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO W3 0.69 Horz(CT) 0.07 9 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 226 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP DSS *Except* TOPCHORD Structural wood sheathing directly applied or 2-11-4 oc purlins,
5-8: 2x4 SP No.2 except end verticals.
BOTCHORD 2x6 SP DSS BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
2-16,7-11,2-14,7-9: 2x4 SP No.2
REACTIONS. (lb/size) 16=3382/0-7-4, 9=1885/0-7-4
Max Uplift 16=-513(LC 4), 9=-252(LC 5)
Max Grav 16=3382(LC 1), 9=1972(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-16=-436/74,1-2=-543/83,2-3=-13298/1966,3-4=-13298/1966,4-5=-11480/1571,
5-6=-8490/1131, 6-7=-8490/1131, 7-8=-284/39
BOTCHORD 15-16=-1317/8684, 14-15=-1317/8684, 13-14=-1888/13406, 12-13=-1888/13406,
11-12=-1557/11365, 10-11=-676/5187, 9-10=-676/5187
WEBS 2-16=-8566/1298, 3-14=-1588/254, 4-14=-850/176, 4-13=-35/488, 4-12=-2032/383,
5-12=-109/766, 5-11=-3189/488, 7-11=-479/3506, 2-14=-698/4855,7-10=01289,
7-9=-5159/671
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"0") 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. This item has'been2) 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
indicated. electronically signed andplyconnectionshavebeenprovidedtodistributeonlyloadsnotedas (F) or (B), unless otherwise
3) Wind: ASCE 7-10; Vult=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf, BCDL=3.Opsf; h=1 5ft. B=45ft: L=24ft. eaI Cat. sealed by Albani, Thomas, PE
11; Exp B; Encl., GCpi=0.18 ' MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature.
4) Provide adequate drainage to prevent water ponding. Printed copies of this
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. document are not considered
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the
will fit between the bottom chord and any other members. signature must be verified
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint 16 and 252 lb uplift on any electronic c Iles. 0
at joint 9. Thomas A, Albani PE No3il
Girder carries tie-in span(s): 5-0-0 from 0-0-0 to 5-0-0 MiTek USA, Ind. I'L Cert 6634
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 860 lb down and 124 lb up at 6904 Parke East Blvd. Tampa FIL 33610
6-0-0, 412 lb down and 60 lb up at 5-0-12, and 112 lb down and 93 lb up at 3-3-4, and 62 lb down and 41 lb up at 5-0-0 on top Date: chord, and 54 lb down at 3-3-4, 23 lb down at 5-0-0, 333 lb down and 96 lb up at 6-0-12, 147 lb down at 6-9-0, 147 lb down at
B-5-8, 147 lb down at 10-5-8, 147 lb down at 12-5-8, 147 lb down at 14-5-8, and 147 lb down at 16-5-8, and 147 lb down at April 3,2018
18-5-8 on hotto III -
Ago MAWII !a IM IIRRgi&i&B6aff&mmmmmmmmmmmmmmmmmmam MMEMMMMMM
0ont VARAVIVefly design parameters andREAD NOTES ON THISAND INCLUDEDMITEK REFERENCE PAGE MI rev. 1010312015 BEFORE USE.
Design valid fo use only with MffekV connectors. This -design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall W1,
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCS1 Building Component 69134 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexe ndria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hm[Tuscany 271 B-A or C
T13673751
P2718AC IFT1 S PECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12 ' 40:02 2018 Page 2
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-VYK87ZCafqptbokeFvfMhFl 1 IjSQgXE2flM—mrzUQYB
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced), Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-17=-290, 17-19=-224, B-19=-100, 9-16=-10
Concentrated Loads (b)
Vert: 9=-13 2=-22(F) 3=-860 14=-333(F) 11 =-33(F) 15=-54(F) 17=-418(F=-6) 23=-22(F) 24=-33(F) 25=-33(F) 26=-33(F) 27=-33(F) 28=-33(F) 29=-33(F)
AwARNlNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Del'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223A. Tampa, FL 36610
Truss Truss Type Qty Ply Park Sq HmfFuscany 2718-A or C
T13673752
F72 SPECIAL 1 3 Job Reference (oDtional)
Mid-Flodda Lumber, Bartow, FL. b-1 Ju s Marl] zuild rvii eK inctusuries, inc. i ue Mpf a iz.qu.uj zu to rdye i
I D: MnroRiMTSTo7RD4WFfNCPvzHymh-zluXLuDDQ8xjDyJqpcAbDTZAa7m2uwsCuy6YI HzUQYA
14-9-62174-12 9-3-12 11-2-12 -0-1 11!] 1 11- 1 1 1115 1-9-5 111 -11 -11 1-9-l 1-51-16 1-11-0 1-11-0 1-11-0
Scale = 1 28.4
3X4 4x12 1.5X4 11 4x10 1.5x4 11 4x10 1.5X4 11 410 = 1.5x4 11
1 21 2 3 4 5 3x4 6 7 8 9 22 10
20 2X4 5x14 2X4 3x4 4x10 2x4 4x10 2X4 11 11
4x8 = 4x4
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
1-11-1 3-8-6 1 5-5-12 74-12 1 9-3-1 1- -2 Q-J
LOADING (pso SPACING- 1-4-0 CS1. DEFL. in loc) Ildefl Lid
TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.40 16 497 360
TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) 0.54 16 362 240
BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.07 11 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.1 TOPCHORD
BOTCHORD 2x6 SP DSS
WEBS 2x4 SP No.3 *Except* BOTCHORD
2-20,4-18,2-18,9-11,9-13,7-13: 2x4 SP No.2
REACTIONS. (lb/size) 20=6927/0-8-0, 11 =2978/Mechanical
Max Uplift 20=-1023(LC 4), 1 1=-429(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD 1-20=-633/101, 1-2=-607/90, 2-3=-19965/2921, 3-4=-19965/2921, 4-5=-23748/3435,
5-6=-18793/2708,6-7=-18793/2708,7-8=-9640/1389,8-9=-9640/1389,9-10=-252/37
BOTCHORD 19-20=-1674/11376,18-19=-1674/11376,17-18=-4009/27560,16-17=-4009/27560,
15-16=-3435/23748, 14-15=-2162/14998, 13-14=-2162/14998, 12-13=-749/5193,
11-12=-749/5193
WEBS 4-17=-401/67, 7-14=-92/701, 5-16=-333/2284, 4-16=-4262/643, 7-15=-624/4242,
5-15=-5541/821, 3-18=-1004/165,2-20=-12236/1799, 4-18=-8625/1238,2-18=-1417/9759,
9-11 =-5610/809, 9-13=-728/5054, 7-13=-6089/880
PLATES GRIP
MT20 244/190
Weight: 283 lb FT = 20%
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-Ooc bracing, Except:
2-2-0 oc bracing: 17-18,16-17.
NOTES-
1 ) 3-ply truss to be connected together with 1 Od 1(& 1 31"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-4-0 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 if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf, h=1 5ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1023 lb uplift at joint 20 and 429 lb uplift
at joint 11 .
9) Girder carries tie-in span(s): 16-8-0 from 0-0-0 to 5-7-8
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5926 lb down and 856 lb up at
5-5-12 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No,3910
MiTek USA, Inc, I'L Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
4gligag PQ Rug 9
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekV connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq HmfTuscany 2718-A or C
T13673752
P2718AC FT2 SPECIAL 1 3 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:03 2018 Page 2
ID,MnroRiMTSTo7RD4WFfNCPvzHymh-zluXLuDD08xjDyJqpcAbDTZAa7m2uwsCuy6YIHzUOYA
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-587, 4-10=-67, 11-20=-7
Concentrated Loads (lb)
Vert: 4=-5926
AWARNING -Verify dasignp.rameters and READ NOTES ON THISAND INCLUDED MiTEK REFERENCE PAGE M11-7473 — 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dot
building design. Bracing indicated is to prevent buckling of individual truss web andlof chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSITP11 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Trus Truss Type Qty Ply Park Sq Hm1ruscany 2718-A or C
T13673753
P271BAC FT3 ROOFTRUSS 1
2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8,130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:04 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-RxSvYEDrBS3ar5t1 NJhqmg6VGWEjdTKL7cr5ozUQY9
0:4 3-6-12 -'0-' 2
1
7-7-4 9-5-8
1_10 1-8-8 2-4-0 1-8-8 10-4
3x4
1.5x4 11 3x8
1 2 3
Scale = 1 17.6
4x4
1.5x4 3x4
4 5 6
12
3x6
7
2x4 3x4
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
3-6-12 2 4 _Z4 9-5-8IZ-2- 1-101 1
1-8-8 2-4-0 6_5-_2 2 T10-4
Plate Offsets (X.Y)-- [8:0-2-12,0-4-81, [9:0-1-12,0-1-81
LOADING (psq SPACING- 1-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.01 10 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.01 7-8 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(CT) 0.00 9 n/a n/a
BCDIL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 107 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 12=482/0-4-8, 7=1417/0-4-8, 9=5226/0-3-8
Max Uplift 12=-45(LC 4), 7=-291 (LC 5), 9=-1 184(LC 5)
Max Grav 12=661(LC 2), 7=1594(LC 2), 9=5675(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-12=-436/18,1-2=-734/18.2-3=-734/18,3-4=-66/554,4-5=-1350/300,5-6=-1350/300,
6-7=-779/169
BOTCHORD 10-11=-121/789,9-10=-121/789,8-9=-554/66
WEBS 1-11=-18/785,3-10=-51/621,3-9=-1383/36,4-9=-1343/247,6-8=-309/1327,
4-8=-405/2183
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows 2x4 - 1 row at 0-9-0 oc.
Boftom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph ' TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 This item has been4) 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 loads. electronically signed and
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 sealed by Albani, Thomas, PE
will fit between the bottom chord and any other members. using a Digital Signature.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 12, 291 lb uplift at Printed copies of thisjoint7and1184lbupliftatjoint9.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 354 lb down at 1-7-4, 354 lb document are not considered
down at 3-7-4, 758 lb down at 4-5-4, 354 lb down at 5-7-4, 2971 lb down and 801 lb up at 5-10-12, 1352 lb down and 339 lb up at signed and sealed and the
7-3-8, 291 lb down at 7-7-4, 1694 lb down and 261 lb up at 8-3-8, and 198 lb down and 29 lb up at 2-5-4, and 198 lb down and 29 signature must be verified
lb up at 0-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. on any electronic copies.
LOAD CASE(S) Standard
Thomas A. Albani PE No.39380
MiTelk USA, Ine. I'L CertGG34
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
6904 Parke East Blvd, Tampa FL 33616UniformLoads (plo
Vert: 1-6=-50, 7-12=-5 Date:
April 3,2018
nnlIpWl;g go gggg g
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M!TekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall sot
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Inlomnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Truss Truss Type oty Ply Park Sq Hm/Tuscany 2718-A or C
T13673753
FT3 ROOFTRUSS 1 2 Job Reference (ootional)
Mid-Flonda Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40 04 2018 Page 2
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-RxSvYEDrBS3ar5tI NJhqmg6VGWEjdTKL7rr5dzUQY9
LOAD GASE(S) Standard
Concentrated Loads (lb)
Vert: 12=-1 98(B) 11 =-89(F) 1 0=-89(F) 9=-3061 (F=-89, 8=-2971) 8=-75(F) 13=-1 98(B) 14=-1 98(B) 15=-1 293(B) 16=-1 420(B)
AWARNING - Verify design parameters and READ NOTES ON THIS AND iNCLUDEDMITEK REFERENCE PAGE M11-7473— 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricati on, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
07
Job T ss Truss Type Qty Ply Park Sq Hmrruscany 2718-A or C
T13673754
P271BAC FT4 SPECIAL 1 2 Job Reference (optional)
Mid-Flohda Lumber, Bartow, FL. 8.130sMar'll 2018 MilekInclustries, Inc. lueApr J 1Z:4U:U4ZU1b vage i
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-RxSvYEDrBS3ar5tlNJhqmg6T6WKMdbRL7cr5rjzUQY9
3-3-4
3-34
3X4 = 2 11.5X4 11
4 3x4 =
1.5x4 11
Scale = 1 9.4
LOADING (pso SPACING- 1-0-0 CSI. DEFL. in loc) I/defi Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.00 3-4 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) -0.00 3-4 999 240
BCILIL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDIL 5.0 Code FBC2017ITP12014 Matrix-P Weight 32 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-3-4 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=338/0-7-4, 3=338/Mechanical
Max Uplift 4=-50(LC 4), 3=-50(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-4=-331/54, 2-3=-331154
NOTIES-
1) 2-ply truss to be connected together with 1 Od (0. 13 1 "xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph ' TCDL=4.2psf ' BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18 ' MWFRS (directional); Lumber DOL=11.60 plate grip DOL=11.60
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 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ita uplift at joint 4 and 50 lb uplift at
This item has beenjoint3.
9) Girder carries tie-in span(s): 3-0-0 from 0-0-0 to 3-3-4 electronically signed and
I
sealed by Albani, Thomas, PE
LOA D CASE(S) Standard using a Digital Signature. 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=11.00
Printed copies of thisUniformLoads (pIrl
Vert: 1-2=-222, 3-4=-5 document are not considered
signed and sealed and the
signature must be verified
on any electronic co ies.
Thomas A. Albani PE No.3910
MiTak USA, Inc. FL Cert 6634
604 Parke East Blvd, Tampa FIL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing Of trusses and truss systems, see ANSIITPIi Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
Truss Truss Type Oty Ply Park Sq Hm/Tuscany 27 1 B-A or C
T13673755
G1 MONO HIP 1
Job Reference (ontional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:05 2018 Page I
ID MnroRiMTSTo7RD4WFfNCPvzHymh-v7OHmaETylBRSFSDxlC3JufVnwXmM—ULGbeNAzUQY8
11-00 6-2-11 9-4-0
1 - 6-2-11 3-1-5
4 6x6 11 Scale = 1:23.7
3x4
10
4x4 — 5X6 MT20HS 11
3x4 11
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.14 7-8 780 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.59 Verl(CT) -0.22 7-8 >493 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.00 10 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 56 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 7-2-11 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 8=438/0-8-0, 10=337/0-1-8
Max Horz 8=143(LC 12)
Max Uplift 8=-120(LC 12), 10=-129(LC 12)
Max Grav 8=451(LC 17), 10=420(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-267/54, 6-9=-143/252, 4-9=-143/252, 2-8=-350/246
BOTCHORD 7-8=-541/479
WEBS 2-7=-328/419, 4-10=-425/253
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10 ' Vult=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf BCDL=3.Opsf; h=1 5ft; B=45ft; L=24ft; eave=4ft; Cat.
11 ' Exp B; Part. En.l., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-6-0 to 2-0-0, Interior(l) 2-b-0 to 6-2-11, Exterior(2)
6-2-11 to 8-10-12 zone,C-C for members and forces & MWIFIRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Bearing at joint(s) 10 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 8 and 129 lb uplift at
joint 10.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Allbani PE N'03910
MiTek USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
AWARNING- Verifyd-Ignp.rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. %ABU['
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall on
building design. Bracing indicated is to prevent buckling of incMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 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
Truss Truss Type Qty Ply Park Sq Hmrrusrany 2718-A OF C
T13673756
G2 MONO HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:06 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-OKafzwF5j3Jl4PlPUkkir5BhzKrk5R8eawKCvczUQY7
11--0-,, 4-10-11 i 9-4-0 i
0-) 4-10-11 4-5-5
1
3x4 11
LOADING (pso SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip COL 1.25 TC 0.94
TCDL 10.0 Lumber DOL 1.25 BC 0.67
BCLL 0.0 Rep Stress Incr YES WEI 0.31
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SID No.3
REACTIONS. (lb/size) 8=438/0-8-0, 10=337/0-1-8
Max Horz 8= 1 17(LC 12)
Max Uplift 8=-1 30(LC 12), 1 0=-1 19(LC 12)
Max Grav 8=438(LC 17), 10=349(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-293/108, 2-8=-339/253
BOTCHORD 7-8=-421/346
WEBS 2-7=-1 62/277, 4-1 0=-355/251
4x4 =
13 4 6x6 11
3x4
10
T
I I
4x4 — DM lv I zuM
DEFL. in (loc) I/defi L/d
VerI(LL) 0.15 7-8 >743 240
Vert(CT) -0.21 7-8 >517 180
Horz(CT) -0.00 10 n/a n/a
Scale = 1 21.2
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 51 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 8-1-7 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 4-10-11, Exterior(2)
4-10-11 to 8-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 10 considers parallel to grain value using ANSIrTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 8 and 119 lb uplift at
joint 10.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE No,3910
MiTek USA, Inc. I'L Cart 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall Bet
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fa brication, sto rage, de I ive ry, erection a nd bra ci ng of trusse s a nd tru ss system s, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610
Truss Truss Type Qty Park Sq Hmf-ruscany 2718-A or CPly
T13673757
G3 COMMON 1 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FIL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:06 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-OKafzwF5j3Jl4P1 PUkklr5BquKy75TceawKCvczUQY7
1-0-0 5-0-0 9-4-0
1-0-0 5-0-0 4A-0
1.5X4 11
LOADING (ps, SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37
TCDIL 10.0 Lumber DOL 1.25 BC 0.19
BCLL 0.0 Rep Stress Incr YES W13 0.15
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
4x4
3
10
3x4
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.02 7-8 -999 240 MT20 244/190
Vert(CT) -0.04 7-8 >999 180
Horz(CT) 0.00 10 n/a n/a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 8=438/0-8-0, 10=337/0-1-8
Max Horz 8=-49(LC 10)
Max Uplift 8=-149(LC 12), 10=-101(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-381/225, 3-4=-362/220, 2-8=-388/320
WEBS 4-10=-370/218
Scale = 1:2Z5
Weight: 52 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B , Part, Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 5-0-0, Exterior(2) 5-0-0
to 8-0-0 loneC-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 noncon urrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 8 and 101 lb uplift at
joint 10.
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL 313610
Date:
April 3,2018
AVVARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. %ARM['
Design valid for use only with MiTek(H) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Im
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hmrruscany 271 8-A or C
1JO T13673758
P2718AC G4 HIP 1 1
ce (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40-07 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-sWB18GGjUNR9iZcb2SFXOJkxSkFQqwfnpa4lR2zUQY6
641-0 941-2 10A-0
1 0 0IA-1 4-0-0 3-0-
4xf
1 12
6.00 [12
4x8 =
13 14
4X4 —
3x4 =
Scale= 1 20.2
2-4-Q i 6-4 -Q 9-4-0
2-4-0 4-01, 3-0-0
Plate Offsets (X,Y)-- [2:0-5-0,0-2-01, [4:0-2-0,0-1-121, [6:Edge,0-11 -81
LOADING (psq SPACING- 2-0-0 CS1. DEFL. in Ioc) I/defl L/d PLATES GRIP
TCLIL 20.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) 0.05 7-8 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.07 7-8 >999 180
BCLL 0.0 Rep Stress Incr NO WEI 0.16 Horz(CT) 0.01 6 n/a n/a
BCDIL 10.0 Code FBC2017rFP12014 Matrix -MS Weight: 46 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 6=475/0-8-0, 12=379/0-1 -8
Max Horz 12=-43(LC 8)
Max Uplift 6=-232(LC 8),12=-185(LC 8)
Max Grav 6=475(LC 18), 12=379(LC 1)
FORCES. (D) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD 1-2=-395/218, 2-3=-3481228, 3-4=-458/246, 4-6=-397/216
BOTCHORD 8-9=-141/310, 7-8=-138/309, 6-7=-1 69/347
WEBS 1-12=-421/206
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf, h=1 5ft; B=45ft; L=24ft; eave=4ft Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); Lumber DOL=11.60 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify This item has beencapacityofbearingsurface.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. electronically signed and
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 6 and 185 lb uplift at sealed by Albani, Thomas, PE
joint 12. using a Digital Signature.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 167 lb up at Printed copies of this
2-4-0, and 9 lb down and 76 lb up at 4-4-0, and 65 lb down and 182 lb up at 6-4-0 on top chord, and 18 Itt down and 27 lb up at
document are not considered2-4-0, and 12 lb down and 13 lb up at 4-4-0, and 26 Ito down and 29 D up at 6-3-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others. signed and sealed and the
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signature must be verified
LOAD CASE(S) Standard on any electronic co ies.
Thomas A. Albani PE No.3910
1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1 .25 MiTek USA, Ind. FL Cort 8634
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 6-10=-20
604 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTek(M connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Not
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Inforrnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job Truss Truss Type aty Park Sci Hmfruscany 2718-A or CPly
T13673758
P2718AC G4 HIP I I
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Tue Apr 3 12:40:07 2018 Page 2
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-sW81 BGGjUNRgiZcb2SFXOJkxSkFQqwfnpa4lR2zUQY6
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 2=-11(F) 3=-18(F) 8=-18(F) 7=-14(F) 14=-9(F) 15=-8(F)
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. BracingIndicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FIL 36610
Job Trus Truss Type oty Ply Park Sq Hm[Tuscany 2718-A or C
T136737597 P271BAC H1 MONO HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Tue Apr 3 12:40:08 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-KiiQOcHLEgZOJjBoc9mmwWHAU8cYZNjxlEpJ VzUQY5
1-0-0 5-0-0 7-H 1
1-0-0 5-0-0 2-0-6
4x4 = 3x4 = Scale= 1 18.4
2X4 =
1.5x4 11
5-0-0 7-0-0
5-0-0 2-0-0
Plate Offsets (X.Y)-- 2:Edge,0-0-41
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 6-9 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.05 6-9 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.00 5 n/a n1a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 34 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 5=407/Mechanical, 2=388/0-3-8
Max Horz 2=109(LC 8)
Max Uplift 5=-1 19(LC 8), 2=-1 11 (LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-359/56, 3-4=-253/71, 4-5=-435/129
BOTCHORD 2-6=-78/263
WEBS 4-6=-127/456
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4f Cat.
It; Exp 8 ' 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 5 and 111 Ito uplift at
joint 2.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at
5-0-0 on top chord, and 86 lb down at 5-0-0 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 lncrease=1.25
Uniform Loads (pI0
Vert: 1-3=-60, 3-4=-60, 5-7=-20
Concentrated Loads (lb)
Vert: 3=- 1 23(B) 6=-64(B)
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE NoMpo
MiTek USA, Inc. I'L Cart 6634
8904 PAe East Blvd. Tampa FL 33610
Date:
April 3,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLWEDMITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(M connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type Qty Ply Park Sq HmfFuscany 271 B-A or C
T13673760
J3 JACK 3
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. I Lie Apr 3 12:40:0 Z018 rage 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-KiiQOcHLEgZOJjBocgmmwWHCF8fPZPQxlEpJ_VzUQY5
I -_ I ---
1-0-0 3-0-0
Scale = 1 15.7
2x4 11
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lld 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 Verl(CT) -0011 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WEI 0.00 Horz(CT) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MR Weight: 12 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verlicals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=195/0-8-0, 3=69/Mechanical, 4=28/Mechanical
Max Hor7 5=78(LC 12)
Max Uplift 5=-47(LC 12), 3=-54(LC 12), 4=-5(LC 12)
Max Grav 5=1 95(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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 5, 54 lb uplift at joint 3
and 5 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A, Albani PE No.3910
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa,FL 3,3610
Date:
April 3,2018
AWARNING- Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FIL 36610
r -
Job Truss Truss Type Cty Ply Park Sq Hmrruscany 2718-A or C
T13673761
P271BAC J5 JACK 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0
ts,i,,tu s mar ii zuit5 mill eK mousuries, mc. i ue Mpr :t iz:qu.u zuio raye i
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-ovGobyHz?_htxtm_AtH?TkpLsXznlrg4GuZsWX7UQY4
5-0-0
1-0, 5-0-0
2x4l
Scale = 1 17.0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.06 4-7 >988 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 18 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD 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=1 08(LC 12)
Max Uplift 3=-64(LC 12), 2=-73(LC 12)
Max Grav 3= 1 27(LC 1), 2=264(LC 1), 4=91 (LC 3)
FORCES. (lb) -Max. Conrl Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25fl; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 64 lb uplift at joint 3 and 73 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co lies.
Thomas A. Albani PE No,3910
MiTek USA, Inc. FL Cort 6634
6904 Parke East Blvd, Tampa FL 3WO
Date:
April 3,2018
WARNiNG - Verify design parameters and READ NOTES ON THIS AND fNCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not
truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Not
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
i s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Welk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSS-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Ii
Job Truss Truss Type Qty Ply Park Sq Hmfruscany 2718-A or C
T13673762
P2718AC J7 JACK 19
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1
8.130 s Mar 11 2018 MjTek Industries, Inc. Tue Apr 3 12:40:10 2018 Page 1
ID,MnroRiMTSTo7RD4WFfNCPvzHymh-G5pApilcmlpkZOLAjaoEOxMRexFd1 IwDVYIP2NzUQY3
1-0-0 7-0-0
1-0-0 7-0-0
3x4 —
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70
TCDL 10.0 Lumber DOL 1.25 BC &54
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDIL 10.0 Code FBC2017rrPI2014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/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. Corri Ten. -All forces 250 (lb) or less except when shown.
Scale = 1 21.8
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(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 n1a
Weight: 24 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied of 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf. BCDL=3.Opsf; h=25ft, B=45ft. L=24ft; eave=4ft; Cat.
11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interlor(l) 2-0-0 to 6-11-4 zone.C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=11.60
2) This truss has been designed for a 10.0 psf boftom 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 93 lb uplift at joint 3 and 82 Ito uplift at
joint 2.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co es.
Thomas A. Albani Pit No.393po
MiTak USA, Inc. FIL Cert 6634
6* Parke East Blvd, Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTekOD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Scl Hmrruscany 271 B-A or C
T13673763
P271BAC J34 JACK 1
Job Reference lootional)
Mid-Flodda Lumber, Barlow, FL.
I
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:09 2018 Page 1
ID-MnroRiMTSTo7RD4WFfNCPvzHymh-OvGobyHz?_htxtm—AtH?TkpPDXOKlrg4GuZsW)(zUQY4
1-0-0 3-4-0
I _._1 3-4-0
2x4 —
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20. 0 Plate Grip DOL 1.25 TC 0.12
TCDL 0.0 Lumber DOL 1.25 BC 0.10
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=8 1 /Mechanical, 2=200/0-8-0, 4=41/Mechanical
Max Horz 2=67(LC 12)
Max Uplift 3=-30(LC 12), 2=-51 (LC 12)
Max Grav 3=81(LC 1), 2=200(LC 1), 4=59(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/clefl Lid
Vert(LL) 0.01 4-7 >999 240
Vert(CT) -0.01 4-7 >999 180
Horz(CT) -0.00 3 n/a n/a
Scale= 1 12.9
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-4-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=l 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; B=45ft, L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 3-3-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3 and 51 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co es.
Thomas A. Albani PE No,3910
Ill USA, Inc, FIL Cort 6634
69D4 Parke East Blvd. Tampa Fl. 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 ra, 1010312015 BEFORE USE.
Design valid for use only with ViTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dot
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPIl 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, FIL 36610
0
Job T uss Truss Type aty Ply Park Sq Hmrruscany 271 B-A or C
T13673764
P2718AC KJ3 JACK 1
Job Reference (optional)
Mid-Florda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:10 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-G5pApilcmlpkZDLNaoEOxMZJxMS1 IQDVYIP2NzUQY3
3-3-10
3-3-10
3X4 =
5
1 5.4 11
LOADING (ps, SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.15
TCDL 10.0 Lumber DOL 1.25 BC 0.10
BCLL 0.0 Rep Stress Incr NO WB 0.03
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR
9
DEFL. in (foe) I/defl Ud
Vert(LL) 0.01 3-4 >999 240
Vert(CT) -0.01 3-4 >999 180
Horz(CT) 0.01 2 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=84/Mechanical, 3=38/Mechanical, 7=80/0-1-12
Max Horz 7=38(LC 8)
Max Uplift 2=-53(LC 8), 3=-4(LC 8), 7=-31 (LC 8)
Max Grav 2=86(LC 13), 3=58(LC 3), 7=80(LC 1)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
Scale = 1 15.5
PLATES GRIP
MT20 244/190
Weight: 13 lb FT = 20%
Structural wood sheathing directly applied or 3-3-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=4ft; Cat.
11; Exp 8; Part. 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 load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 2, 4 lb uplift at joint 3
and 31 to uplift at joint 7.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 to up at 0-5-4 on top chord,
and 10 lb up at 0-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (ion
Vert: 1-2=-60, 3-5=-20
Concentrated Loads (lb)
Vert: 1 =24(F) 4=5(F)
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Alloani PE No.3910
MiTek USA, Inc, FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
A WARNING - Varify design p....t- and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and Best 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
April 3,2018
Job Trus Truss Type Clty Ply Park Sq HmfFuscany 2718-A or C
T13673765
P271BAC KJ3A JACK 1
Job Reference (optional)
Mid-Floncla Lumber, Bartow, FL.
c?
ti. iou s iviar I I ZU 10 IVII I eK I I I—L—b, 11- — Iul 14-11. 11 11-1 1-9
I D:MnroRi MTSTo7 RD4WFfNCPvzHymh-CTxwEzKsiv3SoKVZr?qi5M RvAIOOVC PWysnW7GzUQY 1
1-5-0 4-2-15
I.5x4 11
Scale = 1: 15.4
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 4-5 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Weight: 16 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-2-15 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=226/0-11-5, 3=84/Mechanical, 4=34/Mechanir-al
Max Horz 5=79(LC 8)
Max Uplift 5=-1 21 (LC 8), 3=-73(LC 8), 4=-6(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
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft, Cat.
11 1 Exp 8; Part. 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 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 121 lb uplift at joint 5, 73 lb uplift at joint
3 and 6 lb 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 10 lb up at 1-6-12, and 10 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, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 6=64(F=32, B=32) 7=1 O(F=5, B=5)
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Albani PE kt:I3910
Ill USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
A WARNING - Verity design parameters and READ NO rES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indivdual 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
MiTek*
fa bricatio n, storage, delive ry, ere ct ion a nd bra ci ng of t ru sse s and t ru ss system a, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
to
Job T uss Truss Type city Ply Park Sq HmfTuscany 2718-A or C
T13673766
P2718AC KJ6 MONO TRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:12 2018 Page I
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-CTxwEzKsiv3SoKVZr?qi5MRlglvFVCPWysnW7GzUQY1
5-0 7-0-14
11-5_' 7-0-14
3x4
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80
TCDL 10.0 Lumber DOL 1.25 BC 0.60
BCLL 0.0 Rep Stress Incr NO V`JB 0.00
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SID No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=183/Mechanical, 2=375/0-5-11, 4=95/Mechanical
Max Horz 2=108(LC8)
Max Uplift 3=-79(LC 8), 2=-1 18(LC 8)
Max Grav 3=183(LC 1), 2=375(LC 1), 4=129(LC 3)
FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:17.2
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.11 4-7 >781 240 MT20 244/190
Vert(CT) -0.25 4-7 >341 180
Horz(CT) 0.00 2 n/a n/a
Weighti 24 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11 Exp 8; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Tkis 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 79 Ito uplift at joint 3 and 118 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 I I Ito up at
1-6-12, 3 lb down and 11 lb up at 1-6-12, and 3 lb down and 44 Ito up at 4-4-12, and 3 lb down and 44 lb up at 4-4-12 on top chord,
and 2 lb up at 1-6-12, 2 Ito up at 1-6-12, and 5 lb down at 4-4-12, and 5 lb down at 4-4-12 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, 4-5=-20
Concentrated Loads (b)
Vert: 1 0=4(F=2, B=2) 11 =-1 O(F=-5, B=-5)
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No,393 0
MiTak USA, Inc, Fl- Cett,6634
Parke East Blvd, Tampa FL 313610
Date:
April 3,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nit
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSB-89 and BCS1 Building Component 69G4 Parke East Blvd.
Safety Infortnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
T.
Job Truss Truss Type Qty Ply Park Sq HnVTuscany 2718-A or C
T13673767
P2718AC KJ7 JACK 7
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:13 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-ggVJRJKU3DBJQU3lPiMxda_lz9lOEa?gBwx4fizUQYO
1-5-0 5-2-5 9-10-13
1 _'_0 5-2-5 4-8-7
Scale = 1 23.1
2x4 = 1.5x4 11 5
3X4 =
LOADING (pso
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOIL 1.25
Rep Stress Incr NO
Code FBC2017fTP12014
CS1.
TC 0.38
BC 0A3
WB 0.36
Matrix -MS
DEFL. in
Vert(LL) -0.03
Vert(CT) -0.07
Horz(CT) 0.01
loc) I/defl Lid
6-7 >999 240
6-7 >999 180
5 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 42 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=128/Mechanical, 2=510/0-5-11, 5=328/Mechanical
Max Horz 2= 1 42(LC 8)
Max Uplift 4=-70(LC 8), 2=-1 48(LC 8), 5=-69(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-775/136
BOTCHORD 2-7=-208/708, 6-7=-208/708
WEBS 3-7=0/275. 3-6=-769/225
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4, 148 lb uplift at joint
2 and 69 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ito 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 top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, 5 lb down at This item has been4-4-12, 5 lb down at 4-4-12, and 20 lb down at 7-2-11, and 20 Ito down at 7-2-11 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others. electronically signed and
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). sealed by Albani, Thomas, PE
using a Digital Signature.
LOAD CASE(S) Standard Printed copies of this
1) Dead + Roof Live (balanced), Lumber Increase=1.25, Plate lncrease=1.25
documentUniformLoads (plf) are not considered
Vert: 1-4=-60, 5-8=-20 signed and sealed and the
Concentrated Loads (lb) signature must be verified
Vert: 13=-53(F=-27, 8=-27) 14=4(F=2, B=2) l5=-l0(F=-5, B=-5) l6=-35(F=-l7, B=-17)
on any electronic c tes.
Thomas A. Albani PE No.3910
MiTok USA, Inc. FL Cott 6634
9904 Parke East Blvd. Tampa FIL 33610
Date:
April 3,2018
AWARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473rev. 1010312015 BEFORE USE. a mull
Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall FM
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS1 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
to
Job Truss Truss Type Oty Ply Park Sq Hm/TusGany 2718-A or C
T13673768
P2718AC KJ34 JACK 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:11 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-kHNYOeJEXbxbAAwNHIJTY9viqLgjml9NkC2zapzUQY2
1-5-0 4-8-9
2x4 =
LOADING (pso SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.29
TCIDL 10.0 Lumber DOL 1.25 BC 0.23
BCLL 0.0 Rep Stress Incr NO WIB 0.00
BCDL 10.0 Code FBC2017rTP12014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=145/Mechanical, 2=282/0-11-5, 4=81/Mechanical
Max Horz 2=67(LC 8)
Max Uplift 3=-66(LC 5), 2=-80(LC 8)
Max Grav 3= 1 45(LC 1), 2=282(LC 1), 4= 1 07(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1 12.7
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(ILL) -0.02 4-7 >999 240 MT20 244/190
Vert(CT) -0.04 4-7 >999 180
Horz(CT) 0.00 2 n/a n/a
Weight: 17 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-8-9 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B, Encl., GCpi=0.18; MWFRS (directional) ' Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 80 lb uplift at
joint 2.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ito down and 11 Ito up at
1-6-12, 3 Ito down and 11 lb up at 1-6-12, and 15 lb down and 44 lb up at 4-7-13, and 15 lb down and 44 lb up at 4-7-13 on top
chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, and 12 lb down at 4-7-13, and 12 lb down at 4-7-13 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, 4-5=-20
Concentrated Loads (lb)
Vert: 3=-30(F=-15, B=-15) 4=-24(F=-12, B=-12) 9=4(F=2, B=2)
This item has been
electronically signed and
sealed by Albani, Thomas, 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 co ies.
Thomas A. Alloani PE No.3910
MiTek USA, Inc. FIL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11011-7473 rev. 1010312015 BEFORE USE. %Bull
Design valid for use only with MiTekS connectors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall MA
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. AddRional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Surte 312, Alexandria, VA 22314. Tampa, FIL 36610
Job Truss Truss Type oty Ply Park Sq HmrFuscany 2718-A or C
T13673769
P271BAC Mi MONO HIP 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Apr 3 12:40:13 2018 Page 1
ID:MnroRiMTSTo7RD4WFfNCPvzHymh-ggVJRJKU3DBJQU3lPiMxda wS9BlEeegBwx4fizUQYO
3-1-12 5-9-0 7-0-0
3-1-12 2-7-4 1-3-0
LOADING (psf) SPACING- 1-0-0 CS1.
TCLIL 20. 0 Plate Grip DOL 11 25 TC 0.80
TCDL 1 0.0 Lumber DOL 1.25 BC O 88
BCLL 0.0 Rep St ess Incr NO WB 0.07
BCDL 10.0 Code FBC201171TP120114 Matrix -MP
44 = 1.5X4 11
5
2x4 11
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.10 6-8 >801 240 MT20 244/190
Vert(CT) -011 6-8 >400 180
Horz(CT) 0.00 5 n/a n/a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD
BOTCHORD 2x6 SP No.1
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 1 =860/0-3-8, 5=1 262/Mechanical
Max Horz I =48(LC 8)
Max Uplift 1 =-21 1 (LC 8), 5=-341 (LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-486/1 18
BOTCHORD 1-6=-182/594
WEBS 2-6=-664/203
Scale = 1:20.8
Weight: 79 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) 2-plytrussto be connected togetherwith 10d (0.131"x3") nails asfollows:
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 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10, Vult=140rnph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft. eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber COL=11.60 plate grip DOL=11.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 1 and 341 lb uplift at
joint 5.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 226 lb down and 49 11b up at
1-9-13, and 1046 lb down and 310 lb up at 3-8-12, and 576 lb down and 149 lb up at 5-8-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-30, 3-4=-30, 1-5=-10
This item has been
electronically signed and
sealed by Albani, Thomas, 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.
Thomas A. Albani PE No,3938D
MiTelk USA, Inc. I'L Cart 6634
6904 Parke East Blvd. Tampa FIL 33810
Date:
April 3,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 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
7'
Truss uss TypeTrussType oty Ply Park Sq HnnffusGany 2718-A or C
T13673769
P2718AC Ml PMONOHIP 1 2 Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. b.l ju s mar 11 zuits rvi i eK maustries, Inc. I ue Apr o iz:,qu: 1.3 zu io age z
ID:MnroRiMTSTo7RD4WFfNCPvzHyrnh-ggVJRJKU3DBJQU3lPiMxda wS9BlEeegBWX4fizUQYO
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert: 6=-576(F) 9=-226(F) 10=-1046(F)
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rs, 1010312015 BEFORE USE.
Design valid for use only ith MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing Wek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIl Quality Criteria, DSB-89 and BGSI 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
11*
4
PLATE LOCATION AND ORIENTATION
314" Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-W,
W
For 4 x 2 orientation, locate
plates 0- ",d' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
width measured perpendicular4x4toslots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TP11: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
6-4-8 1 dimensions shown in ft-in-sixteenths
1 (Drawings not to scale)
2 3
TOP CHORDS
C1-2 C2-3
0 WEBS 4
0
2:
A
0
L)
0
0 1 1L
C7-8 C6-7
0
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1 311, ESR-1 352, ESRI 988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTek(@ All Rights Reserved
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSIrTPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSVTPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size. and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 1 Oft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others
16. Do not cut or after truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
12'- 8" 11-8-0 6'- 10" T-1 0"
1 24" 1 24" 1 24" 1 24" ' 24" 24" ' 24" ' 24" ' 24" ' 20"
1 7'- 4" 1 17'- 0" 1 20' 17'
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.
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
2x4 Cont. Band
TRIP S S, EIN D. P-E TAII L
EL APPROVED TRUSS ANCHOR BY BUILDER
iGT. PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM= 2 x 4
TTOM AT 1 l'- 4"
12TOP= 2x4
6.0
4.0
ddg 0
12
11A 7 V
L?
Fll
12"
Fll
TRUSS END DETAIL
LLJ
Fll
14 - HHUS46 FLR HGR
Fll
D 4 - THA422 FLR HGR
Fll
1 - HGUS28-3 3-PLY HGR
Fll 0 1 - HGUS26-2 2-PLY HGR
Fll
74 J34
2-PLY
A
CJ3
MID - FLORIDA LUMBER ACQUISITIONS
Clil BARTOW, FLO RIDA
LOADING CONDITIONS
ROOF TRUSSES FLOOR TRUSSES
TOP CHORD LIJE, TOE CHORD LIUE HOO
TOP CHORD -D—EHO 10.0 TOP CHORD DERD: 100
3' 4" BUTTOM CHORD DEPD 10,0 BOTTOM CHORD OLHO: 5.0
TOTRL LOAD (PSF) q20 TCTRL LORD (PSF) 550
STRESS INCREHSI. 1.0
THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LORDS GENERATED BY IQ MPH
NINDS USING 42 PSr- TOP CHORD DEAD LOAD AND 3.0 PSF BOTTOM CHORD
I
BEHO LOAD 0 MILES FROM hURRICANE OCERNLINE CAT 11. EXP B (ASCE 7-10)
2UILUER
2718 A or C ,E r_Scivare Homes
LEGRL RODRESS
M9DEL
1 Tuscanv - A or C
FIRST FLOOR
P2718AC WIE -jyT 'vii —B,
N/A !9-6-17 Bmax
FO
12'- 32'- 4" 20'- 0"
I"— > IL 'F > [ > > > ir > — I — I cz, —
1
T- 0"
24" 24" 24" 24" 24" 24" 24" 24" 24"
38'- 3" <
24" ' -24" 1 -24" 24" 24" 24" 24" 24"
9'- 5" T- 0" 3'- 4"
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'-0" UNLESS OTHERWISE NOTED.
SECOND FLOOR
I
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM =. 2 x 4
12TOP= 2x4 6.0 pp-
0
12
12"
TRUSS END DETAiL
J L 22 - HUS26 1-PLY HGR
0 1 - HGUS26-2 2-PLY HGR
1 - HGUS28-2 2-PLY HGR
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
ROOF TRUSSES FLOOR TRUSSES
1 EF —CH 0 k6 -Cl 6 r' '50'0 'T'- O-'P- -C H —OR 0- ' L'T UE-:
TOF CHORD DEAD 102 'TOP CHORD DEAD 100
BOTTOM CHORD DERD 10.0 BOTTOM CHORD OEAD so
TOTAL L090 (PSF) 400 TOTAL LOHD (PSF) 550
STRESS INCREASE: 1,25 STRESS INCREASE 10
THIS TRUSS SYSTEM HRS BEEN DESIGNED WITH LORDS GENERATED BY 140 MPH
WINDS USINO H.2 POE TOP CHORD DERD LOAD HND 3M PSF BOTTOM CHORD
DEAD LORD 0 MILES FROM HURRICANE OCFRNLINE CRT. 11. FXP. A IRSCF 7-10)
BUILDER
Oark_S,quare Homes2718AorCE -iIDDRESS
MOOEL
Tuscany A or C
i6----'- ' SIDN
F--DAT ' ' -5 -e' --- P2718AC N/A -9-6-17 Bmax i