HomeMy WebLinkAbout2476 Waxwing Way 18-1956; NEW SFHCITY OF
NANNJIM Building & Fire Prevention Division
PERMIT APPLICATION
F IRE,' DE, PARTNI(ENT
Application No:
sru7t5q
Documented
tc33tion Value: $ Job
Address:,/,1'
7 Lvy i'Ivrv, az Historic District: YesE]Nov Parcel
ID: 17-20-31-502-0000-j,.—o Residentialw] Commercial Type
of Work: Newt AdditionElAlterationD Repair Demo[] Change of UseElMove H Description of
Work: NEW SINGLE FAMILY HOME WYNDHAM PRESERVE
LOT # ==L2 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: Name: Street:
City,
St,
Zip: Fax: State
License
No.: CRC1330351 Architect/Engineer
Information Phone: Fax:
mamm
Bonding
Company:
N/A Mortgage Lender: N/A Address: Address:
WARNING TO
OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. 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: 6" Edition (2017) Florida Building Code Revised: January
1, 2018 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional pert -nits 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 pennit 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 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 ofOwner/Agent Late f Signature ofContractor/Agent 1)ato
VISHAAL S GUPTA VISHAAL S GUPTA
Print Owner/Agent's Name Print Contractor/Agent's Name
Signature of N`(' )tary('-tztte of Florida 'IDate SigTatNotaryStateof Florida Late D.XCUM
My COMMISSION
I FF 209108 R. & QAAK EXPIRES: June
27, 2019 My COMMISSION # FF 20108 CW 5,
Aed
Thm eu*t 14otary Ser*et f EXPIRES: 10402W7,2 19 Owner/Agent
is YES Personally Known to Me or Contractor/Agent is U§0,56a"YeKnox4nmcor Produced ID
N/A Type of ID Produced ID N/A Type of ID BELOW IS
FOR OFFICE USE ONLY Permits Required:
Building a Electrical r-a' Mechanical r'-1- Gas[] Roo GasRoof L.a LNConstructionType: Occupancy
Use: Flood Zone: Muv &L K
EP Total Sq Ft
of Bldg: &Dt Min. Occupancy Load: t Cc # of Stories: 2— LAW New Construction:
Electric - #
of Amps 200 Plumbing - # of Fixtures_ is Fire Sprinkler Permit:
YesE] No CFf #of Heads 01(t APPROVALS:
ZONING: LUTILITIES: ENGINEERING: -20(5&
FIRE: COMMENTS: Ok to
construct single family home with setbacks and
impervious area shown on plan.
G 5.1 0/. 'i, S el 2-
bn-,- ck - t,- - A , L- Fire Alarm Permit:
YesE] No El WASTE WATER: BUILDING:
Revised: January
1,
2018 Permit Application
CITY OF
Building & Fire Prevention DivisionkFo" A PR z" ?018 ` 11 1%1-11; PERMIT APPLICATION
FIRE C3EPARTMENT i V
Application No: 10
Documented Construction Value: $
Job Address: 2 1-114 Vq owvvf' 1-1) VV 0Y Historic District: YesE]NoWl
Parcel ID: 17-20-31-502-0000- 1 SaQ ResidentialW] CommercialEl Type
of Work- Neww] AdditionFlAlteration 0 Repair F—]DemoF-]Change of UseElMove 1-1 Description
of Work: NEW SINGLE FAMILY HOME WYNDHAM
PRESERVE LOT # J 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 Resident of property? City,
State Zip. Orlando FL 32811 Contractor
Information Name
VISHAAL S GUPTA - PARK SQUARE HOMES Phone: 407-5293100 Street:
5200 Vineland Rd STE 100 Fax: City,
State Zip- Orlando FL 32811 State License No.: CRC1 330351 Name:
Street:
City,
St, Zip: Bonding
Company: N/A Address:
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 IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED
AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced
prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in
this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces,
boilers, heaters, tanks, and air conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6" Edition (2017) Florida Building Code Revised:
January 1, 2018 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
q 12 11r
Signature of Owner/Agent ' Mte ' J
VISHAAL S GUPTA
Print Owner/Agent's Name
q12 /I
Signature of N&tar/t:r6te of Florida '/Date /
Y/Z/Iv14
Signature of Contractor/Agent Datd
VISHAAL S GUPTA
Print Contractor/Agent's Name
Sigh'atu7;IrNotary-State of Florida 'Date
D. A. CLARK
20108MyCOMMISSIONIFF D. A. CLARK
EXPIRES: June 27,2019 My COMMISSION FF209108
Bonded Thro BLtet Notary SakesMt.,"r 'r EXPIRES: June 27 2 19
Owner/Agent is YES Personally Known to Me or Contractor/Agent is YE*Jehaffye*n0W=mc60r
Produced ID N/A —Type ofID Produced ID N/A Type oflD
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building[] ElectricaIE] Mechanical[] PlurnbingE] Gas[] Roofn
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes n No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
Flood Zone:
of Stories:
Plumbing - # of Fixtures
of Heads Fire Alarm Permit: Yes [] No
UTILITIES: & 41 1,-
Z5— WASTE WATER:
113111*1 BUILDING:
Revised: January 1, 2018 Permit Application
CITY OF
SNF ORD
PLANNING & DEVELOPMENT
SERVICES DEPARTMENT
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: 2476 Waxwing Way
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-1530
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
FEW New structure EJ Existing Structure (pre-2007 FIRM adoption)
Fj Expansion/Addition E] Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption = finished floor elevation-247 above BFE (Ordinance 4360)
1 E0111
Flood Zone: x Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number- 120294 0090 F Map Date: Sept- 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: 0 floodplain Elfloodway
F-1 A portion of the parcel is in the: El floodplain 0 floodway
FE-1 The parcel is not in the: FE-1floodplain ofloodway
El The structure is in the: El floodplain F-1 floodway
El The structure is not in the: E] floodplain E] floodway
If the subject property is determined to be flood zone 'A', the best available information used to
determine the base flood elevation is:
BP# 18-1956
Reviewed by: Michael Cash, CFM Date: May 8, 2018
CtTY OF Application for Right -of -Way
fUtilization Permit NAJORDPLANNING &
DEVELOPMENT 300 North Park Avenue, Sanford, Florida 32771 SERVICES
fENT DEPARIMEPhone: 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, It does not approve any work within any other jurisdiction's right-of-way. All requested information
below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right-of-way and use
shall be provided or application could be delayed. Project
Location/Add Aerial
Installation Underground
Utilities Small
Cell/Wireless MV
Other (describe): r
Roadway
open cut -single lane Co -
location 171
Jack & Bore Roadway
open cut —multi lane New
pole Brief
Description of Work: DRIVEWAY FOR NEW SINGLE FAMILY HOME WYNDHAM
PRESERVE LOT # YJ Schedule
of Work: Start Date: Completion Date: El
Emergency Repairs - Reason: Excavation
Information: Total Length (Feet) # Open Roadway Cuts: Aerial
Info: Length (Feet) III of Poles (Existing) (New) This
Application is submitt;eqJ":6y: Signature:
Print Name: VISHAAL S GUPTA Firm/
Company: VISHAAL S GUPTA - PARK SQUARE HOMES Date: Address:
5200 Vineland Rd., STE 100, Orlando FL 32811 Phone:
407-257-6940 Fax: Email: Parksquare@PermitsPermitsPermits.com Notice.
It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanfo rd'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 corppleted via the following email address: a - sh I
have read and yoers apd the above statement and by signing this application I agree to its terms. Signature:
Application
No: Reviewed:
Public
Works Utilities
Engineering
Inspected
By: Conditions*:
Date:
Fee:
Date: Date:
Date:
Date:
Date:
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
Permit #
BUILDING PERMIT
Min Max Inspection Description
10 Farm board / Foundation Survey
10 Slab / Mono Slab Pre our
20 Lintel / Tie Beam / Fill l Down Cell
30 Sheathing — Walls
30 Sheathing — Roof
40 Roof Dry In
50 Frame
60 Insulation Rough In
70 Drywall / Sheetrock
40 70 Lath Inspection
50 1000 Final Roof
50 1000 Final Stucco / Siding
80 1000 Insulation Final
1000 Final Single Family Residence
Address;
ELECTRICALPERIYIIT
Min Max Inspection Description
10 Underground Electric
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
Inspection DescriptionMinMax
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
GI!EGHAIVIGA,L,
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
UnMi 4
DATE: L4
1
7- q,
t /
I HEREBY NAME AND APPOINT:
Allsan Peer t i Aneh n .Parr tti Jane ahner All n a n r G Bat n darn
EACH AN AGENT OF: PARK SQUARE HOMES
TO BE MY LAWFUL ATTORNEY IN FACT TO ACT FOR ME AND APPLY TO
THE BUILDING DEPARTMENT OF: joy -
FOR A BUILDING PERMIT FOR WORK TO BE PERFORMED AT
LOT NUMBER: iL rts
SUBDIVISION: Lv
ADDRESS: 2-J76
PARCEL ID: 17- 26?.- z I- 00do- I Ese
AND TO SIGN MY NAME AND DO ALL THINGS THAT ARE NECESSARY
TO THIS APPOINTMENT,
VISHAAL S G9PTA
NAME OF CONTR&QIQR.1
lld
SIGNATURE OF CQNjR&QTQRj
STATE CERT. # CRC1330351
CONTRACTORS STATE REGISTRATION NUMBER.
The foregoing instrument wastlhedged before me this:
DATE: i '147, y J Y
BY: V19HAA1 iC30I Who is personally known to me and did not take an oath.
STATE OF FLORIDA
COUNTY OF ORANGE,
NAME: D.A.Glark
My Commission If FF209108
My Commission Expires 6127/19
19iffit SIGNATURE OF NOTARY:
o'
NOT RY
4TV0
SCPA Parcel View: 17-20-31-502-0000-1530 http://parceldetail.scpafl.org/ParceiDetaillnfo.aspx?PID--- 1720315020...
Prop2gy ftcgrd Card
Parcel: 17-20-31-502-0000-1530
Property Address: 2476WAXVMNG WAY SANFORD, FL 32773
Parcel Information Value Summary
Parcel 17-20-31-502-0000-1530 2018 Working 2017 Certified
Owner BRISSON INV LLC
Values Values
Valuation Method CosttMarket CostlMarket
Property Address 2476 WAXWING WAY SANFORD, FL 32773
Number of Buildings 0 0
Mailing 27 N SUMMERLIN AVE ORLANDO, FL 32801
Depreciated Bldg Value
Subdivision Name WYNDHAM PRESERVE
Depreciated EXFT Value
Tax District SI-SANFORD
Land Value (Market) $45,000 14,000
DOR Use Code 00-VACANT RESIDENTIAL
Land Value Ag
Exemptions
J tLstt-Nla rket-Va-1 qq- $45,000 14,000
4+V +V i 'tv 1.0 4 It Portability Adj
55.2440 Save Our Homes Adj $0 0
Amendment 1 Adj $0 0
150 r 151 152 153 154
P&G Adj $0
Assessed Value $45,000
0
14,000
C"4
CD
a4 Tax Amount without SOH: $266.00
iC: c 00
C> C ZQjZ-Tgx Bill Amount $266.00
Tax Estimator
k?9 ti
1
Save Our Homes Savings: $0.00
40 40 40 40 130.18 Does NOT INCLUDE Non Ad Valorem Assessments
Seminole County GIS
Legal Description
LOT 153
WYNDHAM PRESERVE
PB 81 PGS 93-102
Taxes
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund 45,000 $0 45,000
Schools 45,000 $0 45,000
City Sanford 45,000 $0 45,000
SJWM(Saint Johns Water Management) 45,000 $0 45,000
County Bonds 45,000 $0 45,000
Sales
Description Date Book Page Amount Qualified Vac/Imp
No Sales
Find Comparable Sales
Land
Method Frontage Depth Units Units Price Land Value
LOT 1 45,000.00 45,000
Building Information
Permits
Permit # Description Agency Amount CO Date Permit Date
I of 2 3/28/2018, 7:04 PM
U N I V r Kv'b A L UESProjectNo: 0110.1700817.00009402604-1WorkorderNo:
ENGINEERING SCIENCES Report Date: 8/31/2018
CCA"'Llitant" ln: Geole(hnl(al Engimermg - hwtionmentat Sciences
Geophysical Services * Constrwilon Mateli'dST("'Jing - Threshold inspecUon
fluilding Inspection - Plan Reviev%t - Biiildwq (ode Adrnmrttoticm
3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106
In -Place Density Je§J &12o
Client: Park Square Homes
5200 Vineland Road, Suite 200
Orlando, FL 32811
UES Technician: Sammie Edwards
Date Tested: 08/31/2018
Project: Wyndham Preserve, House Lot Testing
East Lake Mary Boulevard & Bris venue South, Sanford, Seminole County, FL 32773
Area Tested: 2476 Wax Wing Way (Lot # 153 Tvg)e of Test
Material: Native 7) Field: ASTM D-2937 Drive Cylinder Methoc
Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density,
Test
No.
it
Location of Test Range
Maximum
Density
Pcf)
C)ptimum
Moisture
Field Dry
Density
Pcf)
Field
Moisture
I
Soil
Compaction
Native
Depth
inch)
Pass
or Fail
1 North Footing 0-1 ft 106.8 10.6 105.8 5.9 99 N/A pas!
2 South Footing 1-2 ft 106.8 10.6 106.3 7.0 100 N/A Pas:
3 East Footing 1-2 ft 106.8 10.6 105.1 7.4 98 NIA Pas:
4 North East Corner of Pad (TOF) 1-2 ft 106.8 10.6 107.1 4.9 100 N/A Pas:
5 Center of Pad (TOF) 2-3 ft 106.8 10,6 108.3 6.6 101 N/A Pas:
Remarks: TOF= Top Of Fill
U
r- o —.4"' 1 #^ # '17—+' ##,^ D-kli- —4 o It --# — — —44-6 1 -f—,
AS FURNISHIls'l W E as recorded IT' Pl(V 00 I )14,AM PR
10,-I of the Pubb" hs Sigm;note County, Flondo.
VOR/CEMYFIED TO: flor `square r0", - tetprises, IJ.- (,) Deiowc:e Crirpol
Wind,rweGA(F,, Haines, Ward & Woodmon, PA• At(ornFys [A'(-
nsurancca Funci; Hank of A(re,,:ri
i01 I'l? L07
130 N
8,9'40'5 4n
40,00 1,
07, 153 20
GO' 4
IS 160'
ay 1
c7) o QI
T
IV Q;
FORMBOARO FOUNDATION TOF-
TOpOF fOf?W b FORM
AVERAGE- 29,21' 5 00,
5M, rn
5,
00
N 89'
4051*' K 40.00' hV4X11VZN6
50' PRWATF
R/
W) 4 11-111,
K-
1j) Al !CIS NO
MOTit FHAN PLOT PLAN A((JA CAU C A710) 211' 'NO A MINIMUM
ON IT `5 6
A 4.4 010 Ht I —,TA INF,UII
PPT GRAOCFtE-VAD(,11,15 LA I WORK ON/OFF LOT TO L SQUAF?f FEET FLATWORI DRIVE 4001110- 510 1
0 L SOOARCFEETFOUNPAPON/fIAO il? 1 iL: 1 7 WALKS 691200-
2--) 1- 5QOIAPE FUCT PIiM FPA NO RON PORCH 9FCK 1.
93 POOL 0t._-(-.
K SOD 2,0631 lir) - 2" + SOUARE FEET m/'I i 'w)-Iqf I W-N _'I ANC
IQT£, FRONT SIDEWALK AND SMUT LOCATION TAKEN Fj?0. P-15 Pi FIEO A" Ci.IFIT 4,5S0C. JA 71 ----
AAlVD S[!1?f/'A')`08-, 400 t COLONIAL OR,
OPLIAN00, 11 J"07 ns- I- _11M 5G+
t.
11. R- M"c" Ol 1-
1 -I-I "I C 51— Ai &4Sr
Vfi PIIG MU,1 IL - A=--, t)"It
IF LotiM(
FC;Ah.)
FOUNGIMil)
N/ELl_l OF 07-Z01111 ORTIf PER 11141, f
k - I q _%:('0
3 3 'A I ls:lf
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100004
BUILDING APPLICATION #: 18-10000441
BUILDING PERMIT NUMBER: 18-10000441
UNIT ADDRESS: WAXWING WAY 2476
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG: SUF:
SUBDIVISION:
PLAT BOOK: PLAT BOOK PAGE:
OWNER NAME:
ADDRESS:
DATE: May 07, 2018
17-20-31-502-0000-1530
PARCEL:
TRACT:
BLOCK: LOT:
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: 2476 WAXWING WAY / WYNDHAM PRESERVE
SFR
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
I ----------------- ---------------------------------------------
ROADS-ARTERIALS CO -WIDE ORD
Single Family Housing 705.00 1.000 dwl unit
ROADS -COLLECTORS
705,00
N/A
Single Family Housing .00 1.000 dwl unit
FIRE RESCUE N/A
00
LIBRARY CO -WIDE ORD
00
Single Family Housin 54.00 1.000 dwl unit
SCHOOLS
54.00
CO -WIDE ORD
Single Family Housing 91000.00 1.000 dwl unit 9,000.00PARKSN/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 THE
SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR
DAYS OF THE DATE ABOVE, BUT NO LATER THAN
CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. otCOPIESOFRULESGOVERNINGAPPEALSMAYBEPICKEDUP, OR REQUESTED,
FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD
BUILDING DEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT
ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE
111111111111111111111111 i 111111111111111
Parcel ID Number: 17-20-31-502-0000- IS3 0 Gltr'iWT r-jAl- IY P sat:hl:fl OLE :ilUhlW
i11,-R.4 OF CIRCUITT 'OUR T & <:::UNI"TR01-LER
Prepared By Daphne Clark BIB. 91"3 hs 167 (1F's )
and Park Square Homes CLERKS 4 2018068015
Return To: 5200 Vineland Road, Suite 200 rtE'G0R[Y) 14(.- I`EE'S i 1C+. (16
Orlando, F132811 RECORDED BY t:smi h
NOTICE OF COMMENCEMENT.
State of Florida.
County of Seminole. Permit Number : _
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.
I. Description of Property: LOT
Legal Description: WYNDHAM PRESERVE, according to the plat thereof, as recorded in Plat Book 81,
Page 93--102, of the public records of Seminole County, Florida.
GAddress : (tom /i , Sanford FI 32773
2. General Description of Improvements: New Single Family Home
Owner Information : Name Park Square Enterprises LLC
Address 5200 Vineland Road, Suite 200, Orlando, F1 3281I Telephone
407) 529-3000 Fee
Simple Title Holder: N.A. Contractor
Name and Address: Name Park Square Homes Address
5200 Vineland Road, Suite 200, Orlando, FI 32811 Telephone
407) 529-3000 Surety:
N.A. Lender:
Name Fifth Third Bank Address
5050 Kingsley Dr. MD: iMOC3J Cincinnati, OH 45227 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(1)(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(1)(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: 611,W1KSignatureof 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 Daphne
Clark My
commission expires: 6/27/19 Serial
No. FF209108 Notary Signature: Notaryta a oA
444
Mb Z t I /f '3
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATIONrDJApplicationNo:
Documented Construction Value: $
Job Address:
t Historic District: Yes [I No
Parcel ID: Residential W Commercial
Type of Work: New [A AdditionEl Alteration RepairEl Demo 11 Change of UseEl Move Description of
Work: Plan Review
Contact Person: Title: Phone: Fax:
Email: Property Owner
Information Name Phone:
Street: Resident
of property? City, State
Zip: Contractor Information
Name Hief"'
ll'ol Phone: b 49 Street: C)
oo F, Fax:
City,
State
Zip State License No.: I&L Architect/Engineer
Information Name: Street:
City,
St,
Zip: Bonding Company:
Address: Phone:
Fax: -
E-
mail:
Mortgage Lender:
Address: - WARNING
TO
OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND
POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application
is
hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior
to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this
jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pool$, furnaces, boilers,
beaters, tanks, and air conditioners, etc. FBC 1053
Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June
30,2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
Found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state, agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
Signature ot'Owner/Agent Date sigdatu 0- Ccfor/Agent to
Print Owner/Agent's Name Print Contractor/Agerit's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID _ _. Type of ID
Signature rNotary -State ofFlorida at F 7, ?
0, 0-
0 0
aeOFF 120855 Contractor/
Agent is Personally Kn"ft-q0, ST
N ProducedID _ Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building[:] Electrical[] Mechanical E] PlurnbingE] Gas E] Roof[ Construction
Type: Total
Sq Ft of Bldg: Occupancy
Use: Min.
Occupancy Load. New
Construction: Electric - # of Amps. Fire
Sprinkler Permit: Yes F] Non APPROVALS:
ZONING: ENGINEERING:
COMMENTS:
of
Heads UTILITIES:
FIRE:
Flood
Zone: of
Stories: Plumbing - #
of Fixtures, Fire
Alarm Permit: Yes F] No [—] WASTE
WATER: BUILDING:
Revised:
June 30, 2015 Permit Application
v"Ln0
K
J?
N111 0 V 11 11 2018 1
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $.6368.00
Job Address; 2476 WAXWING WAY SANFORD, FL 32773 Historic District: Yes [I No
Parcel ID: 17-20-31-502-0000-1530 Lot 153 Residential Commercia)[]
Type of Work: New E Addition AlterationEl RepairEl DemoEl Change of UseEl MoveE] Description of Work: Install
new 4-ton HVAC system with duct work _ Plan Review Contact Person:
Paula Bagley — Title: Permit Clerk Phone: 407-975-2762
Fax: 407-620-9307 Email: permitting@onestopcoolinq.com Property Owner Information Name
Park Square Homes
Phone:._ 407-529-3000 Street: 5200 Vineland Rd #
100 Resident of property? : City, State Zip: Orlando,
FL 32811 Contractor Information Name One
Stop Cooling &
Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court
Fax: 407-629-9307 City, State Zip: Vintel:
Park I *12Z99 State License No.: CAC 032444 ArchitectlEngineer Information Name: Street:
City, St,
Zip:
Bonding
Company: Address: Phone:
Fax: E-
mail•
Mortgage
Lender:
Address: WARNING
TO OWNER:
YOUR
FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS
TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON
THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby
made
to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I
understand that a separate permit must be secured for electrical work, plumbing, signs, wells, P001s, furnaces, boilers, healers, tanks,
and air conditioners, etc. F13C 105.3 Shall
be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015
Perniit Application
NQM-',:: In addition to the requirenlents Of' this permit, (here Only he additional restrictions applicable to this property that niay he
found in the public records of this county, and there Only be additional permits required from other governmental entities such as water
nianagenient, districts, state agencies, Or federal agencies.
Acceptance ofperinit is verification that I will notify the owner ofthe properly of the requirements ol'I'lorida Lieu 1,aw, FS 713,
The City of Sanford requires lutyinew of it plan review fee at the time of perinit 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 (lie current KV Valuation Table in effect at the finic 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 perinit is issued,
OWNER'S AFFIDAVIT: I certify that all of the forc&oing information is accurate and that all work will
be done in compliance with all applicable laws regulati g 'ustructir it and zoning.
11/1/18
ignmore of'OwkierlAgent Date
Print Oml(I/Agcnt's Name
Signawre ot'NouiryState of Florida Date Print
Contraetor/Aaent's Name Signature
Date
KELLY
WEBSTER Notary
PublIC - State of Florida Commission
0 FF 978034 My
Comm, Expires Apr 4, 2020 Owner/
Agent is _ Personally Known to Me or Coil tractor/Ageff iT, -T Produced
ID -- Type of ID Produced ID _ Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building[] Electrical[] Mechanical[] PlumbingR GasE] Roof[] Construction
Type:_ Occupancy Use: Flood Zone: Total
Sq Ft of Bldg: Min, Occupancy Load: # of Stories: New
Construction: Electric - # of Amps — Plumbing - # of Fixtures Fire
Sprinkler Permit: YesE] No It of Heads APPROVALS:
ZONING: UTILITIES: ENGINEERING:
FIRE: COMMENTS:
Fire
Alarm Permit: Yes [] No WASTE
WATER: BUILDING:
Rev
ised: June 30, 2015 Permit Application
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
Page 3
Application Number 18-00001956 Date 11/01/18
Property Address . . . . 2476 WAXWING WAY
Parcel Number . . 17.20.31,502-0000-1530
Application description . . . NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name
Property Zoning . . . . . . . PUD
Permit . . . I . . MECHANICAL - NEW RESIDENTIAL
Additional de5c . ,
Phone Access Code 1085539
Permit pin number 1085539
Required Inspections
Phone Insp
Seq Insp# Code Description Initials Date
10 409 MH01 MECHANICAL ROUGH IN
1000 410 MH02 MECHANICAL FINAL
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 . . . . . 18-00001956 Date 11/01/18
Application pin number . . . 763840
Property Address . . . . . . 2476 WAXWING WAY
Parcel Number 17.20.31.502-0000-1530
Application type description NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . . PUD
Application valuation . , 333154
Application de.9c
NOC ON FILE
Owner Contractor
PARK SQUARE HOMES PARK SQUARE HOMES
5200 VINELAND RD SUITE 200
ORLANDO FL 32811
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 18.00
NUMBER OF STORIES 2.00
SQUARE FOOTAGE 3084.00
Permit . . . I . . MECHANICAL - NEW RESIDENTIAL
Additional desc . .
Phone Access Code 1085539
Permit pin number 1085539
Sub Contractor . ONE STOP COOLING & HEATING INC
Permit Fee . . . 110.00
Issue Date . . 1 11/01/18 Valuation . . 6368
Expiration Date . 4/30/19
Qty Unit Charge Per Extension
BASE FEE 110.00
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 1227.00
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.
If
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Apptication M:
DOCUlnet1ted (7011SCRIC6011 VaILIC: -S
Job address: AWIL: Jk L, ,l Historic District: )'cs 0-1--
I--
D
to Parcellf):
1,04- JAL') Wylly, jResidential Commercial
E El Ty-peol'
Work: ACNNQ Addition 0 AlterationD Repair.0 Denkioll chan reoruseEl move I n
r Ir 0' Description ot'Work: Plan 1-
1'cv1Q« Contact Person: Tide: Phone: Fax:
Email: Property Owner
Information Name street'
Resident
of propertyl cirn State
Zip: Contractor InKI-
matron Pllnne F
a
x: City. State
Zip: State License 'No': Architect!Enqinear
Information Name: Phone:
a\ nl
ib
n
d in g Co m p a v y: Alortgage Wder: addr'?ss•
Add ass: All"NING,
JO OWNER: YOVP, I \H.PRE To RE(URD A MUCE ()FCUAF\IFX(T:NIE`CT IAN RFCi, I I IN P %YIN
G W I CT FOR M PRO \FN IF KIS 10 AM R PROPERM \ N(-) I I(F OF COIN I EXCE)IF"'T N I L- I Ill: RECORDED AND POSTED
ON THE JOB SHE BIT ORE THE FIRST INSPECTION. IF YUP INTEND 10 OBT W FINANUINQ MNSULT "ITH
YOUR FENDER OR AN AlTuRNFY' BEFORE I)F`,C0RDIV'; v()L R, comVIFACEMEN I va"
WVAA: that
a '-cparlm
P mw [sun he samod rw c6ndnal \-'wl" plu"nilin", hCmvm tjrkv and
air c-ndhinncry w. FA( 14.1
4hal; ho in"Hid " ah W dr, W ayawj,n and KK onk hl U&n n.a thn &c- A, I dn"m QuIll I w0i h humm, nw,
LI aldi wl', tO the , tJUi'Z:Aetliz A thk pertst- Kni may 4 aw"roul rostronons applist"Ile to dia", mly beto',Md it', the Ueord's oct'his couai\, ZuIJ C111o,"o My be AWMal locann rrquircd Rom when on onnIsTal ennjks ,,h
mansyms. cmdoNcEs. Staw agenneor PAY agricks Accopmwe oyams
a whorion to I will J,oCi:`, th." w,\ ller0f[): PFOPerIYOf the reqWrwmewn o4fondAim Lw FS 7 P, The Cq
OF SwdbW laqws, paywo. of phn rn WA No w the &nw of pano, subnquA .4 cop of We ewound c"Out a awroi n order
w cAm5w a plait r"iew drane wd "A be amn&vj Cho esom,10 construation \slue of the job w the tiane of Suyv"IMI Tlo \11toItit! be Humd bwA on th: cunnni WC Mushm Table in enla at to ums to loca! Sh,
tiuld cAndred charge; fipmd ok we extand cowazz ewred 00 anual conwonop 7 Creditwill
be apphed 0 tom Pows: on "Men do Peowl (5 WUW. OWNER'S AFFIDAVIT:
I certify that all Of the foregoing information is rtaurme and that A mork will be done in
co"qkmwe "th all applicable la\\s cOnStrUCtiOn i A Ds OIL
A.
zz,;-,
I
1 Persor"ali., Knov, r, t, Mz (r WOMAN) Aws of
I'D L Q S
EPHANIE RALL.
0 Commission # FF 175017
T Expires November
9, 2018 T?,,, TIW 4s+
a439WW ID BEIADVIS FOR
OFFICE
USE ONLY Pwinks Required: BwKd&!
ElvancY Waimn:caj Pla:nSIA-1 G as E] War ConaiwEicin Type: ---- Occupancy
Use: Flood Am: Too! Sq 11
of Eli g:----- flirt, 0 c C up a it C y boar: 0 of S w r 4 S: A" ('onstruction: Electric -
x (11' fire Sprinkicr Pundt:
Yc,E] 'All MIPRIOVAI-' FI! 1-
1 1 NANI FUNG
PRK Plunlbilill, of , F.
ix(III.,:S vire AkIrin Peri:-
i:t: 17 WASTE WATER: ARDING:
k
Filename: PARK SQ BARCEL00A.zzz
Lighting and Small Appliance/Laundry Circuits
Floor Area 8nApp0o Lannd0o Line Neutral
2393 2 I
Lighting Summary Standard 6,037 6,037
Optional I1,676 6,037
Baogee & Ovens
Range No. No? Nameplate Line Neutral
l 8000
2 O O
3 U O
Range/Oven Summary Standard 6,400 4,480
Optional 8,000 4,480
Drl^ers
Dryer No. 2Jo9 Nameplate Line Neutral
SjIl5000
2 U
O O
Dryer Summary Standard 5,000 3 S00
Optional 5,000 3,500 rr , g - / {% +wm
8eatiog and Cooling: Actual Number = l
Name M? Ph No Amps Volts V& BP Line Neutral
l M l l 27.0 340 6,480 0
I y0 l I 3.0 240 480 0
I M I I 5.0 240 1,200 O
1 l I l 27 240 I 6,480 0
Reat/CooI Summary Standard 14,640 O
Optional I4,640 0
Fi/ced Appliances: Actual Number = 6
Name M7 Ph No Amps Volts VA BP Line Neutral
DISP l l 120 600 GOO 600
DISH l I 120 1300 1,200 1,200
MICRO l l 120 1200 I,200 I,200
WATER HEATER l I 18.5 240 4,440 O
OPT POOL l I IO 240 2,400 O
OPT POOL BEAT l I 31 340 7,440 0
Vixed Appliance 8onnnary Standard 12,960 2,250
25O
Other Appliances. Actual Number = O
Optional 17,280 2,250
Name M? Ph No Amps Volts V& UP Line Neutral
r -- -- -- ---- ----- -- -- ____ -------
Other Appliance Summary Standard 0 0
Optional 0 0
Max5WoMaxMotor:-
Line is 3td Only; Neutral for Both
maximum Phase Amps Volts
1 27
Heat/Cool Phase Amps Volta
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 46,657 16,267
Maximum Amperage = 194 68
Service Voltage = 240 Service Phase = 1
optional Line Neutral
Total Total 37,422 16,267
Maximum Amperage 156 68
Service Voltage = 240 Service Phase = 1
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 153 Barcelona A LHG - S Builder Name:,
Street: 2476 Waxwing Way Permit Office: City of Sanford i'.
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 6 15001r
Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2)
1. New construction or existing New (From Plans) 9. Wall Types (2911.7 sgft.) Insulation
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=11.0 1521.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2
4. Number of Bedrooms 4 d' N/A R= 112
10. Ceiling Types (14810 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1483.00 ff
6. Conditioned floor area above grade (ft2) 2413 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(304.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6
a. U-Factor: Dbl, U=0.55 195.00 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 47.0 SEER:16.00
c. U-Factor: Dbl, U=0.54 45.00 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 2,425 ft.
Area Weighted Average SHGC: 0,231 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (2413.0 sgft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1186.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 930.00 ft2 None
c. other (see details) R. 297.00 ft2 15. Credits Pstat
Total Proposed Modified Loads: 70.68
Glass/Floor Area: 0.126 PASSSSTotalBaselineLoads: 73.97 fi
1 hereby certify that the plans and specifications covered by Review of the plans andv J'RE SZ4)T
this calculation are in compliance with the Florida Energy specifications covered by this
Code. Digitally signed by Michael calculation indicates compliance`
pEy rd^^
Michael Conway cQ"wayDate. 2018.040514:37:58-04'00'
with the Florida Energy Code.
r .+
1",i o
1_tPREPAREDBY. _.__
DATE: `
Before construction Is completed
this building will be inspected for
compliance with Section 553.908
I hereby certify that this building, as designed, is in compliance FloridaStatutes. ttSt
Cot) with the Florida Energy Code. VIC
ER/AGENT:
a 7DATE:
BUILDING OFFICIAL:
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 ANSURESNETICC 380, Is not greater than 0.030 On for whole house.
4/5/2018 2:32 PM EnergyGaugeO USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FnPKA PAnr;-9nl7
PROJECT
Title: Lot 153 Barcelona A LHG - S Bedrooms: 4 Address Type: Lot Information
Building Type: User Conditioned Area: 2413 Lot # 153
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WYNDHAM PRESERV
If of Units: 1 Worst Case: No PlatBook:
Builder Name: Rotate Angle: 45 Street: 2476 Waxwing Way
Permit Office: City of Sanford Cross Ventilation: No County: Seminole
Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford ,
Family Type: Single-family FL ,
New/Existing: New (From Plans)
Comment:
CLIMATE
Design Temp Int Design Temp Heating Design Daily Temp
V Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL, Orlando FL, ORLANDO--INTL--_AR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2413 22072.8
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
1 1 st Floor 1186 11029,8 Yes 1 1 1 Yes Yes Yes
2 2nd Floor 1227 11043 No 4 3 1 Yes Yes Yes
FLOORS
V# Floor Type Space Perimeter Perimeter R-Value
I
Area Joist R-Value Tile Wood Carpet
1 Raised Floor 2nd Floor ---- ---- 131 ft2 11 0.29 0 0,71
2 Floor over Garage 2nd Floor ---- ---- 166 W 11 0.29 0 0.71
3 Slab -On -Grade Edge Insulatio 1 st Floor 127 ft 0 1186 ft2 0.29 0 0,71
4 Floor Over Other Space 2nd Floor ---- ---- 930 ft2 0 0.29 0 0,71
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Hip Composition shingles 1659 W 0 W Dark 0,9 N 0.9 No 0 26.6
ATTIC
Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1483 ft2 N N
4/5/2018 2:32 PM EnergyGaugeO USA - FlaRos2017 Section R405.4.1 Compliant Software Page 2 of 5
FORM R40S-2017
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1 st Floor 30 Blown 1483 W 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar BelowV#_ Ornt To Walt Type Space R-Value Ft In Ft to Area R-Value Fraction Absor, Grade%
I NE=>E Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft- 0 0.25 0.8 0
NE=>E Exterior Concrete Block - Int Insul 1st Floor 41 44 6 9 4 415.3 W 0 0 0.8 0
3 SE=>S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270,0 W 0 0.25 0.8 0
4 SE->S Exterior Concrete Block - Int Insul 1 st Floor 4.1 8 0 9 4 74.7 ft2 0 0 0,8 0
5 SW=>W Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft-' 0 025 0,8 0
6 SW=>W Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0
7 NW=>N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft-? 0 0.25 0.8 0
8 NW=>N Exterior Concrete Block - Int Insul 1 st Floor 4.1 30 0 9 4 280,0 ft2 0 0 0.8 0
9 N Garage Frame - Wood 1st Floor 11 22 0 9 4 205.3 W 0 025 0.8 0
DOORS
V# Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 SE=>S Insulated 1 st Floor None 4 3 8 24 ft2
2 -=>N Wood 1st Floor None 46 2 8 8 21.3 ft-'
WINDOWS
Orientation shown is the entered orientation (=>) changed to As Built (rotated 45 degrees).
Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 ne.>E 1 Metal Low-E Double Yes 0.55 0,22 N 15.0 ft2 1 ft 0 in 1 It 2 in Drapes/blinds None
2 ne=>E 1 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 1 ft 0 in I ft 2 in Drapes/blinds None
3 ne.>E 1 Metal Low-E Double Yes 0.54 0.25 N 15,0 ft2 1 ft 0 in I ft 2 in Drapes/blinds None
4 ne.>E 2 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None
5 ne.>E 2 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 8 ft 0 in 1 it 4 in Drapes/blinds None
6 se=>S 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in I it 2 in Drapes/blinds None
7 se=>S 3 Metal Low-E Double Yes 0,54 025 N 4,0 ft2 1 ft 0 in I It 2 in Drapes/blinds None
8 se=>S 3 Metal Low-E Double Yes 0.54 025 N 12.0 ft2 1 ft 0 in 1 It 2 in Drapes/blinds None
9 sw=>W 5 Metal Low-E Double Yes 0.55 0.22 N 45,0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
10 sw=>W 6 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 11 it 0 in Drapes/blinds None
11 sw=>W 6 Metal Low-E Double Yes 0.54 0.25 N 4,0 ft2 1 ft 0 in 11 It 0 in Drapes/blinds None
12 nw=>N 7 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 It 0 in 1 It 2 in Drapes/blinds None
13 nw.>N 8 Metal Low-E Double Yes 0.55 0.22 N 30.0 W 1 ft 0 in 1 It 4 in Drapes/blinds None
14 NW=>N 8 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 ft 4 in 1 It 4 in None None
4/5/2018 2:32 PM EnergyGaugeO USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
NOW A 92. r, rim 5 a Im
GARAGE
V#
1
Floor Area Ceiling Area
455 IF 455 W
Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
64 ft 93 ft I
INFILTRATION
Scope
1 Wholehouse
Method
Proposed ACH(50)
SLA
000407
CFM 50 FLA EqLA ACH ACM 50
2575.2 141.37 265.87 .3657 7
HEATING SYSTEM
V#
1
System Type
Electric Heat Pump/
Subtype
Split
Efficiency Capacity" --",Block,
HSPF:9 45.5 kBtu/hr 1
Ducts
sys#1
COOLING SYSTEM
1
System Type
Central Unit/
Subtype
Split
Efficiency Capacity Air Flow SHR Block
SEER: 16 47 kBtu/hr 1410 cfm 0,75 1
Ducts
sys#1
HOT WATER SYSTEM
1
System Type SubType
Electric None
Location
Garage
EF Cap Use SetPnt Co-n-servatioln,
0.9 50 gal 70 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cert # Company Name
None None
Collector Storage
System Model # Collector Model # Area Volume
ft2
FEF
DUCTS
1
Supply ----
Location R-Value Area
Attic 6 482,6 It
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
Attic 120.65 Prop. Leak Free 2nd Floor --- cfm 72.4 cfm 0.03 0.50
HVAC #
Heat Cool
1 1
4/5/2018 2:32 PM EnergyGauge@ USA - FlaRes2017 Section R405,4.1 Compliant Software Page 4 of 5
FORM R405-2017
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Coolin JanFebg Mar Ap, Ma Jun JuJXJ AJXJ
Se Oct Nov Dec
Heating Jan Feb Mar A r Mayy JunIXI Julxl Aug Oct Nov Dec
Venting Jan Feb Mar Apr May Jun Jul Aug Sep Oct X Nov Dec
Thermostat Schedule: HERS 2006 Reference Hours
Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12
Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
4/5/2018 2:32 PM EnergyGaugeO USA - FlaRes2017 Section R405.4,1 Compliant Software Page 5 of 5
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Resuirements for Residential Performance, Prescriptive and ERI Methods
2476 Waxwing Way Permit Number:
Sanford , FL ,
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings, The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402,4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing
methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489,105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/ WDIVIA/CSA 1 01&S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
4/5/2018 2:32 PIVI EnergyGaugeO 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 -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403,2,9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553,993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handier. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
Postconstruction test: Total leakage shall be measured with a pressure differential of 0,1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1, A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope,
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41'C)
or below 55°F (I WC) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in
accordance with Section R403.5.1 .1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5,1.2,
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water,
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy,
4/5/2018 2:32 PM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 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).
R403.5.6.11,11 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 meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5,6.2. 1,
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-1 1 and the ceiling shall be insulated to a minimum of R-1 9, space permitting, or R-1 0
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302. 1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMUN
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroorn, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 L/inin. a. When tested in accordance with HVI Standard 916
4/5/2018 2:32 PM EnergyGaugeO 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 CFIVl 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 115 times greater than the design cooling load even if
the design heating load is 115 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
Z A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (1 O'C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4,8'C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403. 10.1 through R403.10.5.
R403.1 0.1 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 7 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
4/5/2018 2:32 PIVI EnergyGaUge9 USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandatorgohe 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.
4/5/2018 2:32 PM EnergyGaugeO USA , FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 96
The lower the EnergyPerformance Index, the more efficient the home.
1. New construction or existing
2. Single family or multiple family
3. Number of units, if multiple family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (112)
7. Windows- Description
a. U-Factor: Dbl, U=0.55
SHGC: SHGC-0.22
b. U-Factor: Dbl, U=0.58
SHGC: SHGC=0.25
c. U-Factor: Dbl, U=0.54
SHGC: SHGC=0.25
d. U-Factor: N/A
SHGC:
Area Weighted Average Overhang Depth
Area Weighted Average SHGC:
2476 Waxwing Way, Sanford, FL,
New (From Plans) 9. Wall Types Insulation Area
Single-family
a. Frame - Wood, Exterior R=1 1.0 1521,00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft2
1 c. Frame - Wood, Adjacent R=1 1,0 205.33 ft2
4 d. N/A R. ft2
10. Coiling Types Insulation Area
No a. Under Attic (Vented) R=30.0 1483,00 112
2413 b. N/A R. ft2
c. N/A R= W
Area
11. Ducts R ft2
195M ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6
64.00 ft2
12. Cooling systems kBtu/hr Efficiency
45.00 ft2 a. Central Unit 47.0 SEER:16.00
UN
2.425 ft.
0.231
8. Floor Types Insulation Area
a. Slab -On -Grade Edge Insulation R=0,0 1186.00 fV
b. Floor Over Other Space R=O.O 930.00 ft2
c. other (see details) R= 297.00 ft2
13. Heating systems
a. Electric Heat Pump
14. Hot water systems
a. Electric
b, Conservation features
None
15. Credits
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compli feat S-:,
Builder Signature: Date: Y/2
Address of New Home: WAy City/FL Zip:
Z-7
L! - ------ --
7
kBtu/hr Efficiency
45.5 HSPF:9.00
Cap: 50 gallons
EF: 0.9
Pstat
w7l _IPVI
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.
4/5/2018 2:32 PM EnergyGauge@ USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of I
wrightsoft" Project Summary
Entire House
One Stop Cooling and Heating
7225 Sandscove Coot, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.ourn License: CAC032444
Proect Information
For: Park are Homes
2476'0Uaxwing Way, Sanford, FL
Notes:
Design Information
Weather: Orlando ExecutiveAR FL, US
Job: , Lot 153 Barcelona A LHG - S
Date: 04/05/2018
By: LF/LM/MC
Plan: RHG
Winter Design Conditions Summer Design Conditions
Outside db 44 OF Outside db 93 OF
Inside db 68 IF Inside db 74 OF
Design TD 24 OF Design TD 19 OF
Daily range L
Relative humidity 50
Moisture difference 46 grAb
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 20598 Btuh Structure 23219 Btuh
Ducts 3299 Btuh Ducts 11233 Btuh
Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh
none) none)
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 23898 Btuh Use manufacturers data n
Rate/swing multiplierM 0.98
BtuhInfiltrationEquipmentsensibleload33624
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality Average
Fireplaces 0 Structure 3489 Btuh
Ducts 2317 Btuh
Central vent (0 cfm) 0 Btuh
Heating Coolin none)
5806 BtuhArea (W) 2505 2R Equipment latent load
Volume (ft3) 22898 22898
Air chan rstbour 041 0.21 Equipment Total Load (Sen+Lat)
Req. 0.75 SHR
39430
3.7
Btuh
tonEquiv. A F (cfm) 156 80 total capacity at
Heating Equipment Summary Cooling Equipment Summary
Make Trane Make Trane
Trade TRANS Trade TRANS
Model 4TWR6048H1 Cond 4TWR6048H1
AHRI ref 7563627 Coil TEM6AOD48H41 ++TDR
AHRI ref 7563627
Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER
Heating input Sensible cooling 35250 B1uh
Heating output 45500 Btuh @ 47°F Latentcooling 11750 Btuh
Temperature rise 0 OF Total cooling 47000 Btuh
Actual airflow 0 cfm Actual airflow 1567 cfm
Air flow factor 0 cfm/Btuh Air flow factor 0.045 cfm/Btuh
Static pressure 0.50 in H2O Static pressure 0.50 in H2O
Space thermostat Load sensible heat ratio 0.86
Capacity balance point = 28 OF
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
Right-SuiteOUnivesal 2018 18,011 RSU25029
2018-Apr-05 14:19.56
Page 1
lora A LHG - Slot 153 Barcelona A LHG - S,rLp Calc = MA Front Ooor faces: S
dl-
9- wrightsoft* Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.O(i,-StopCooling.com License: CAC032444
Job: Lot 153 Barcelona A LHG - S
Date: 04/05/2018
8 LFILM/MC
irl: RHG
1 Room name Entire House FOY
2 Exposed vkdl 296.0 It 17.5 It
3 Room height 9,11 ft d 9.3 It heat/cool
4 Room dimensions 1.0 x 168.0 It
5 Room area 2504.5 ft2 168.0 tF
Ty Construction
number
U-value
BUM12-017)
Or HTM
BU 2)
Area (ft1)
1 or perimeter (ft)
Load
Btih)
Area OF)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/F/S Heat Cool Gross N/P/S Heat Cool
6 Vh12B-0sw 0.097 ne 2.31 2,89 491 455 1049 1312 0 0 0 0
4A5-2om 0.550 ne 13.09 22,24 15 0 196 334 0 0 0 0
4B5-21m 0.540 ne 12.85 23,69 6 0 77 142 0 0 0 0
4135-21fm 0.540 ne 12.85 2169 15 0 193 355 0 0 0 0
V[=13A-4ocs11 0.143 ne 3.40 3.00 414 395 1344 1183 88 73 250 220
4A5-2om 0.550 ne 13,09 22.24 15 0 196 334 15 0 196 334
4135-2frn 0.540 ne 12.85 23.69 4 0 51 95 0 0 0 0
12B-0sN 0.097 se 2.31 2.89 270 239 552 690 0 0 0 0
4A5-2om 0.550 se 13.09 21.91 15 1 196 329 0 0 0 0
4135-2frn 0.540 se 12.85 21.97 4 1 51 88 0 0 0 0
4B5-2fm 0.540 se 12.85 22.72 12 2 154 273 0 0 0 0
VL-D
13A-flocs 0143 so 3.40 3.00 74 50 172 151 74 50 172 151
I 1DO 0,390 se 928 12.54 24 24 223 301 24 24 223 301
t-G
1213-0sw 0097, sw Z31 2.89 491 446 1028 1286 0 0 0 0
4A5-2om 0550 sw 13.09 21.91 45 4 589 986 0 0 0 0
13A-4ocs 0.143 sw 3.40 3.00 414 365 1242 1093 0 0 0 0
4A5-2onn 0.550 sw 13.09 22.70 45 0 589 1022 0 0 0 0
4135-2fin 0,540 sw 12.85 24.22 4 0 51 97 0 0 0 0
t-G
12B-09N 0,097 rw 231 2.89 270 240 554 693 0 0 0 0
4A52om 0.550 nw 13.09 2224 30 0 393 667 0 0 0 0
G
13A-4ocs 0.143 nw 3.40 3.00 279 185 630 554 0 0 0 0
4A5-2om 0.550 nw 13.09 22.24 30 0 393 667 0 0 0 0
G 4A5-2omd 0,580 nw 13.80 27.82 64 0 883 1780 0 0 0 0
Ft-D
12C-Osw 0091 2117 1,57 205 183 397 288 0 0 0 0
1 1DO 0,390 n 928 12.54 21 21 198 267 0 0 0 0
C 1613-30ad 0,032 0.76 1.78 1489 1489 1134 2652 0 0 0 0
F 19A-0tosclo 0295 2.64 2.06 132 132 348 272 0 0 0 0
F lgc-lgcscp 0,049 0.40 0.32 166 166 67 52 0 0 0 0
F 22A-tpm 1,180 28.08 0.00 1191 127 3567 0 168 18 491 0
6 c) AED excursion 775 32
Envelope loss/gain 16518 18736 1332 973
12 a) Infiltration 4080 1633 246 98
b) Room ventilation 0 0 0 0
13 Internal gains., Occupants @ 230 5 1150 0 0
Appliances/other 1700 0
Subtotal (lines 6 to 13) 20598 23219 1577 1071
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 1577 1071
14 Subtotal 20598 23219 0 0
15 Duct loads 1 169/61 48'/ol 3299 11233 16%1 48% 0 0
Total room load I I 238981 34451 0 0
Air required (dm) 0 1567 0 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed,
2018-Apr-05 14:19:56
Right-SuiteO Universal 2018 18.0.11 RSU25029 Page 1
elona A LHG - S\Lot 153 Barcelona A LHG - S.rup Calc = W8 Front Door faces: S
AL-
IT wrightsoftk Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolingoom License: CAC032444
Job: Lot 153 Barcelona A LHG - S
Date: 04/05/2018
B LF/LM /MC
an: RHG
1 Room name LOFT DIN
2
3
Exposed wall
Room height
16.0 it
9.0 ft heat/cool
34.5 ft
9.3 Q heaVcool
4
5
Room dimensions
Room area
1.0 x 281.8 It
281.8 ft'
14.0 x 13.0 If
182.0 IF
Ty Construction 1.1-value Or HTM Area (112) Load Area (ft2) Load
number BtuMV--F) Btuh/112) or perimeter (ft) B h) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6
f
126-Osw
4A5-2om
4B5-21M
0.097
0.550
0,540
no
no
no
2311
13.09
12.85
2.89
22.24
2169
18
0
0
18
0
0
42
0
0
52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
465-2fm
4A5-torn
4135-2fm
12110sw
0,540
0.143
0.550
0,540
0.097
ne
ne
ne
ne
se
12.85
3.40
13.09
12.85
2.31
23.69
3.00
2224
23.69
2.89
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
121
0
0
0
0
121
0
0
0
0
411
0
0
0
0
362
0
0
0
VL,
13A-flocs
4A5-2orn
465-2frn
OMO
0.540
se
se
13.09
12115
21.91
21.97
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0G
G
Vu
T
465-2fm
3A-4ocs1-
D 11DO
12110sw
4A5-tom
13A-flocs
4A5-tom
4B5-2fm
12B-09N
4A5-2om
13A-flocs
0.540
0.143
0.390
0.097
0.550
0,143
0.550
0.540
0.097
0.550
0.143
se
se
se
9N
9N
sw
svv
sw
rrw
nw
nw
12B5
3.40
9.28
2.31
13.09
3A0
13.09
12,85
2.31
13.09
3.40
22.72
3.00
12.54
2,89
21.91
3.00
2270
2422
2.89
22.24
3.00
0
0
0
126
15
0
0
0
0
0
0
0
0
0
ill
1
0
0
0
0
0
0
0
0
0
256
196
0
0
0
0
0
0
0
0
0
320
329
0
0
0
0
0
0
0
0
0
0
0
70
0
0
0
0
130
0
0
0
0
0
70
0
0
0
0
100
0
0
0
0
0
237
0
0
0
0
341
0
0
0
0
0
209
0
0
0
0
300
t-G
T=
t-G
4A5-2orn
4A5-2omd
2C-01M0.
550 0.
580 0.
091 nw
nw
13.
09 13.
80 217
22.
24 27.
82 157
0
0
0
0
0
0
0
0
0
0
0
0
30
0
0
0
0
0
393
0
0
667
0
0
q- 11DO 16B
30ad 0.
390 0.
032 n
928 076
1254
1.
78 0
282
0
282
0
215
0
502
0
176
0
176
0
134
0
313
o
C
F
19A-0bscp 0.295 2.64 2,06 0 0 0 0 0 0 0 0 F
19C-19csclo 0.049 0A0 0.32 6 6 2 2 0 0 0 0 F
22A-tpm 1
1.
180 28.08 0,00 0 0 0 0 182 1
35
969 0 6
c) AED excursion 56 139 Envelope
loss/gain 711 1261 24855 1990 12
a) Infiltration 217 87 484 194 b)
Room ventilation 0 0 0 0 13
Internal gains. Occupants @ 230 0 0 0 0 Applianoes(
other 01 0 Subtotal (
lines 6 to 13) 928 13481 2970 2184 Less
external load 0 0 0 0 14
Less
transfer Redistribution
Subtotal
0
141
1070
0
211
1559
0
0
2970
0
0
2184
15
Duct loads 1 489/61 171 754 160/61 48% 476 1057 Total
room Air
required Id
ftn)
I 1 1241 01
2313
105,
I 3445 0
3241
147_
ri-
1- Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. 2018-
Apr-05 1419:56 A!
cK ' TM,..-..'..'..`_"_..
Right-SuiteO Universal 2018 18.0.11 RSU25029 Page 2 elona
ALHG - S\Lot 153 Barcelona ALHG - Srup Calc -- W8 Front Door faces: S
d 1.
9w wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Gout, Wirter Park, FL 32792 Phone: (407) 629 -6920 Fax: (407) 629 - 9307 Web: wwwOneStopGoolitgoorn License: CAC032444
Job: Lot 153 Barcelona A LHG - S
Date: 0410512018
an: MB LF/LM/MC
RHG
1 Room name LATH KIT
2 Exposed MI 32.0 It 11.5 It
3 Room height 93 It healvbool 9.3 ft healicool
4 Room dimensions 10 x 286.0 It 135 x 1115 It
5 Room area 286,0 IF 155,3 W
Ty Construction U-value Or HTM Area OF) Load Area OF) Load
number BtuW-+h Btuh/W) or perimeter (ft) 6tuh) or perimeter (ft) Bbih)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat cool
6 12B-Osw U97 ne 231 2.89 0 0 0 0 0 0 0 0
4A5-2orn
4B5-2fm
0SW
0,540
ne,
ne,
13,09
12,85
22.24
2169
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
G
G 4B5-2kn 0,540 ne 12.85 23.69 0 0 0 0 0 0 0 0
11 3A 0.143 ne 3.40 3.00 0 0 0 0 107 107 364 320
4A.5:
4
2 0.550 ne 13.09 22.24 0 0 0 0 0 0 0 0
4B5-2tm 0.540 ne 12.85 2169 0 0 0 0 0 0 0 0
1211ftv 0,097 se 231 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 se 13,09 21,91 0 0 0 0 0 0 0 0
41915-2frn 0.540 se 1285 21.97 0 0 0 0 0 0 0 0
4B5-2fm 0.540 se 12115 22.72 0 0 0 0 0 0 0 0
Vr-D
13A-40cs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0
11DO 0.390 se 928 12,54 0 0 0 0 0 0 0 0
12&OSw 0.097 v 2.31 2.89 0 0 0 0 0 0 0 0t-G 4A5-2orn 0550 sw 13.09 21.91 0 0 0 0 0 0 0 0
13A-floes OA43 sw 3,40 3.00 149 119 404 356 0 0 0 0
4A5-2orn 0.550 sw 13D9 22.70 30 0 393 681 0 0 0 0
4135-2frn 0,540 sw 12.85 24.22 0 0 0 0 0 0 0 0
1213-Osw 0.097 rw 2,31 2.89 0 0 0 0 0 0 0 0t--.G 4A5-2om 0550 rw 1109 2224 0 0 0 0 0 0 0 0
13A-flocs 0,143 rrw 3.40 3,00 149 85 269 254 0 0 0 0
4A5-20m 0550 nw 13,09 22.24 0 0 0 0 0 0 0 0
4A5-2omd 0.580 rM 13,80 27.82 64 0 883 1780 0 0 0 0
T- 1 2C-OSN 0091 2,17 157 0 0 0 0 0 0 0 0
D 11 DO 390 n 928 12.54 0 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1,78 0 0 0 0 0 0 0 0
F 19A-Obscp 0295 2,64 2.06 0 0 0 0 0 0 0 0
F lgc-lgcsrp 0.049 OAO 0.32 0 0 0 0 0 0 0 0
F 22A-tpm
1
1.180 28.08 ODO 286 32 899 0 155
1
12 323 0
6 c) AED excursion 529 73
Envelope losstgain 2868 3601 687 248
12 a) Infiltration 449 180 161 65
b) Room ventilation 0 0 0 0
131 Internal gains: Occupants @ 230 0 0 0 0
Applianceslother 01 1200
Subtotal (lines 6 to 13) 3317 3781 848 1512
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 479 298 439 190
14 Subtotal 37961 4078 1288 1703
15 Duct loads 16% 481% 608 1973 16% 481% 206 824
Total room load 4405 6051 14940L 5262
Air required (cfm) 0 2751 0 115115
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
2018-Apr-05 14:19:56
Right-SuiteO Universal 2018 180,11 RSU25029 Page 3
Iona ALHG - S\Lot 153 Barcelona ALHG - S.rup Calc = W8 Frorl Door laces: S
Id I
9w wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Gourt, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www,0neStopQ)oIing.wm License: CAG032444
Job: Lot 153 Barcelona A LHG - S
Date: 04/05/2018
By: LF/LM/MC
Plan: RHG
1 Room name BED2 wic
2 Exposed wall 10.0 If 5.0 It
3 Room height 9.3 It heaV000l 9.3 It heaV000l
4 Room dimensions 11.0 x Mo It 5.0 x 5.0 If
5 Room area 110.0 tr 25D IF
Ty Construction U-Value or HTM Area (w) Load Area (fr) Load
number Btuh4V--F) Btuh/f?) or perimeter (ft) Bkjh) or perimeter (II) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1213-0sw
4A5-2om
4B5-2fm
0,097
0.550
0.540
no
ne
ne
231
13.09
IM
2.89
22,24
2169
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4B5-2frn 0,540
0.143
no
ne
IM
3.40
23,69
3.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0V13A-does
4A5-tom
4B5-2frn
112B'05w
0.550
0,540
0,097
ne
no
so
13D9
12.85
2.31
22.24
23.69
2.89
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-tom
4B5-2(m
0.550
0,540
so
so
13.09
12.85
21.91
21.97
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t-D
485-2fm
13A-flocs
I 1DO
12B-(sw
4A5-tom
0.540
0.143
0.390
0.097
0550
se
so
se
sw
sw
12.85
3.40
9.28
2.31
13,09
2212
3.00
1254
289
21.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0t-G
IL213A-4cocs
4A5-2orn
4B5-2frn
12B-Osw
4A5-2om
13A-flocs
0,143
0550
0.540
0.097
0,550
0,143
w
sw
sw
rrw
nw
nw
3.40
13,09
12.85
2,31
13.09
340
3.00
2270
24,22
Z89
22,24
3.00
93
15
0
0
0
0
78
0
0
0
0
0
265
196
0
0
0
0
234
341
0
0
0
0
47
0
0
0
0
0
47
0
0
0
0
0
158
0
0
0
0
0
139
0
0
0
0
0
t--G
4A5-2om
4A5-2omd
2C-09N1-
0
0.550
0.580
0.091
nw
nw
13.09
13,80
217
2224
27.82
1,57
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0111DO
166-30ad
0,390
0.032
n 928
0.76
12.54
1.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0C
F 19A-Obs(p 0.295 2.64 2.06 0 0 0 0 0 0 0 0
F 19C-19c$cp 0.049 0.40 032 0 0 0 0 0 0 0 0
F 22A-tpm 1,180 28.08 0,00 110 10 281 0 25 5 140 0
6 of AED excursion 58 8
Envelope IoWgain 743 632 299 132
12 a) Infiltration
b) Room ventilation
140
0
56
0
70
0
28
0
13 Internal gains: Ocoupantsp 230 1 230 0 0
Applianoos/crther 0 0
Subtotal (lines 6 to 13) 883 918--- 369 160
Less external load 0 0 0 0
14
Less transfer
Redistribution
Subtotal
0
365,
1248
0
248
1 1671
0
0
369
0
0
160
15 Duct loads 16% 48% 200 564 16f_ 48% 59 77
Total room load 1448 17311 1 428 237
Air required (cfm) 01 79 0 11.
Calculations ageroved byACCAto meet all Muirements of Manual J 8th Ed.
r4- 2018,Apr-05 1419:56 Right-
SuiteO Universal 2018 18.0,11 RSU25029 Page 4 elona
Al-HG - SLot 153 Barcelona ALHO - S.rLp Galc = W8 Frord Door faces: S
Al.
9w wrightsoft- Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandsoove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopGoolingoorn License: CAG032444
Job: Lot 153 Barcelona A LHG - S
Date: 04/05/2018
B LFILM/MC
an: RHG
1 Room name HALL STIR 1
2 Exposed wall 0 It 7.5 4
3 Room height 93 ft heaftol 9.3 It heaV000l
4 Room dimensions 1.0 x 44D 111 1.0 x 653 it
5 Room area 44,0 IF 65.3 fF
Ty Construction
number
U-value
Bbj"2-117)
or HTM
Bkjw)
Area (w)
or perimeter (11)
Load
Btuh)
Area (w)
or perimeter (11)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12110sw 0.097 no 2.31 2.89 0 0 0 0 0 0 0 0
4A5-tom 0,550 ne 13.09 92,24 0 0 0 0 0 0 0 0
4135-2(m 0-540 ne 12,85 2169 0 0 0 0 0 0 0 0
4B5-2fm 0,540 ne 12,85 23,69 0 0 0 0 0 0 0 0
11 13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 70 70 237 209
4A5-tom 0,550 ne 13D9 22.24 0 0 0 0 0 0 0 0
4B5-2fm 0,540
0.097
ne
se
12.85
231
23.69
2.89
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0vh12B-0sw
4A5-2om 0.550 so 13,09 21,91 0 0 0 0 0 0 0 0
4135-211im 0.540 so 12,85 21,97 0 0 0 0 0 0 0 0
4B5-2fm 0540 so 1285 22.72 0 0 0 0 0 0 0 0
3A-flocs 0,143 se 3,40 3,00 0 0 0 0 0 0 0 0t-D LIDO 0.390 se 928 12.54 0 0 0 0 0 0 0 0
t-.G
1213-09N 0,097 sw 2,31 289' 0 0 0 0 0 0 0 0
4A5-2om 0.550 sw 13,09 21.91 0 0 0 0 0 0 0 0
t:2
13A-4ocs 0,143 sw 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0,550 sw 13.09 22.70 0 0 0 0 0 0 0 0
4135-2fm 0.540 sw 12,85 24.22 0 0 0 0 0 0 0 0
Vp
t--G
112B-0sw
4A5-2om
0.097
0.550
nw
rw
2131
13D9
2.89
22-24
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-flocs 0.143 rrw 3,40 3,00 0 0 0 0 0 0 0 0
4A5-tom
4A5-2ornd
0.550
0.580
nw
nw
13.09
13.80
22.24
27.82
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12C-05w 0,091 2,17 1,57 0 0 0 0 0 0 0 0L-D 11D0 0390 n 928 12,54 0 0 0 0 0 0 0 0
C 1613-30ad 0.032 0,76 178 0 0 0 0 0 0 0 0
F 19A-Obscp 0295 2.64 2,06 0 0 0 0 0 0 0 0
F 19C-19cq(P 0.049 0.40 032 0 0 0 0 0 0 0 0
F 22A-tpm
1
1A80 28.08 ODD 44 0 0 0 65
1
8 211 0
6 c) AED excursion 01 12
Envelope loss/gain 0 0 448 197
12 a) Infiltration 0 0 105 42
b) Room ventilation 0 0 0 0
13 Internal gains: Oocupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 0 0 553 240
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 553 240
14 Subtotal 0 0 0 0
15 Duct " 1 161%1 481/.1 0 0 16% 1 48%1 01 0
I Total room load L-Loo 0
Air required (cftn) requ 0 0o
Calculations approved byACCAto meet all requirements of Manual J 8th Ed,
2018-Apr-05 14 19:56
Rig"-SuleO Universal 2018 18,011 RSU25029 Page 5
Iona ALHO - S\Lot 153 Barcelona ALHG - S rLt) Calc WB Front Door S
a,
9w wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Court, Witter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopGooling,corn License: CAG032444
Job: Lot 153 Barcelona A LHG - S
Date: 04/05/2018
By: LF/LM/MC
Plan: RHG
I Room name BTH I LAUN
2 Exposed volf 6.0 It U it
3 Room height 9.3 It heaVcool 93 ft heaVcool
4
5
Room dimensions
Room area
115 x 6.0 it
69.0 fF
1.0 x 86.5 Q
86.5 fF
Ty Construction
number
U-value
Btuh/W--F)
or HTM
BU1412)
Area OF)
or perimeter (11)
Load
Btuh)
Area M
or perimeter (it)
Load
Btuh)
Heat Cool Gross N/P/S Heat C-1 Gross N/P/S Heat cool
6 12B-09N
4A5-2orn
4B5-2frn
0.097
0550
0,540
no
ne
no
2,31
13,09
12.85
2.89
22.24
23,69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
11
4135-2frn 0,540
0.143
no
ne
12.85
3.40
23,69
3.00
0
0
0
0
0
0
0
0
0
28
0
24
0
81
0
72
Lr13A-
does
4A5-2om
4B5-2tm
12B-0sw
0.550
0,540
0,097
ne
ne
so
13.09
12.85
2,31
22,24
23,69
2.89
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
0
0
0
51
0
0
95
0
G
4A5-2om
4B5-2[m
0,550
0.540
so
so
1109
12.85
21.91
21.97
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
T-D
4135-2fm
13A-flocs
1 1DO
12B-QSW
4A5-2orn
13A-4ocs
4A5-2orn
485-21m
11213-OsN
4A5-2om
4A5-2orn
4A5-2omd
12C-Osw
11DO
16B-30ad
0.540
0.143
0.390
0,097
0.550
0,143
0.550
0540
0,097
0,550
0.143
0,550
0,580
0.091
0,390
0,032
so
so
se
sw
sw
9N
sw
bN
ow
rry
nw
nw
nw
n
12.85
3.40
9.28
2.31
13.09
3.40
13.09
12,85
231
13.09
3.40
13.09
13.80
2.17
9,28
0,76
22.72
3.00
12.54
2,89
21,91
3,00
2270
24.22
2.89
22.24
3.00
22,24
27.82
1.57
12,54
t78
0
0
0
0
0
56
0
4
0
0
0
0
0
107
0
0
0
0
0
0
0
52
0
0
0
0
0
0
0
107
0
0
0
0
0
0
0
176
0
51
0
0
0
0
0
232
0
0
0
0
0
0
0
155
0
97
0
0
0
0
0
168
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
98
21
0
0
0
0
0
0
0
0
0
0
0
0
0
0
76
21
0
0
0
0
0
0
0
0
0
0
0
0
0
0
165
198
0
0
0
0
0
0
0
0
0
0
0
0
0
0
120
267
0
t__13
t-G
I13N4ocsG
t-D
C
F 19A-ObsT 0295 2.64 2,06 0 0 0 0 0 0 0 0
F 19C-19cq(P 0.049 0,40 0,32 0 0 0 0 0 0 0 0
F 22A,tpm 1.180 28.08 0.00 69 6 169 0 87 3 84 0
6 c) AED excursion 9 49
Envelope loss/gain 628 429 580 505
12 a) Infiltration
b) Room ventilation
84
0
34
0.
42
0-
17
0
13 Internal gains, Occupants @ 230 0 0 0 0
Applianceslother 0 500
Subtotal (lines 6 to 13) 712 463 622 1021
Less external load 0 0 0 0
14
Less transfer
Redistribution
Subtotal
0
0
712
0
0
463
0
847
1469
0
575
15%
15 Dud loads 16%1 48%] 114 2241 16%1 48%l 235 L----772
Total roomTotalmorn load 1 826 11:87 1 17041 2369
00 311 01 108
Calculations apgroved byACCA to meet all Muirements of Manual J 8th Ed.
2018-Apr-05 14:1956
Rigll-SriteO Uriversal 2018 18,011 RSU25029 Page 6Ae
elona ALHG - S Lot 1,)3 Barcelona ALHG - S.rup Calc-1418 Front Door faces: S
a,..
IT wrightsoft* Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.corn License: CA0032444
Job: Lot 153 Barcelona A U-IG - S
Date: 04/05/2018
B LF/LM/MC
Ptan: RHG
1 Room name PEED MT01
2 Exposed wall 46D ft 3.5 it
3 Room height 9.0 ft heaV000l 9.0 it heaVoDol
4 Room dimensions 1.0 x 320.3 it 3.5 x 5,5 it
5 Room area 320.3 fly 19.3 tF
Ty Construction
number
U-value
Bbjh*--F)
Or HTM
Bluh/ft2)
Area (ft2)
or perimeter (ft)
Load
6tuh)
Area OF)
or perimeter (it)
Load
Btuh)_
Heat Cool Gross N/P/S Heat Cool Gross- N/P/S Heat CoalI
6 Vh12B-06w U97 ne 2.31 2,89 117 117 270 338 0 0 0 0
05-2w 0,550 ne 13D9 22,24 0 0 0 0 0 0 0 0
4B5-2kn 0540 ne 12,85 23.69 0 0 0 0 0 0 0 0
4135-21M 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0
13A-4ocs11 0.143 ne 3.40 3,00 0 0 0 0 0 0 0 0
4A5-2om 0,550 ne 13.09 22.24 0 0 0 0 0 0 0 0
4B5-2tm 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0
Vh12B-0sw 0 ' 097 se 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0,550 se, 13,09 21.91 0 0 0 0 0 0 0 0
4135-2fm 0540 se 12.85 21.97 0 0 0 0 0 0 0 0
465-21m 0,540 se 12.85 22,72 0 0 0 0 0 0 0 0
t1 3A-4ocs 0,143 se 3.40 3.00 0 0 0 0 0 0 0 0
11DO 0.390 se 928 12.54 0 0 0 0 0 0 0 0D
Vjt 12B-09N 0'097 9N 2.31 229 149 119 274 342 0 0 0 0
4A5-2orn 0,550 sw 13D9 21.91 30 3 393 657 0 0 0 0
13A'4ocs 0.143 9N 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0,550 sw 1309 22.70 0 0 0 0 0 0 0 0
485-2ftn 0540 SN 12.85 2422 0 0 0 0 0 0 0 0
t-0
12B-0sw 0,097 nw 231 2.89 149 119 274 342 32 32 73 91
4A5-2om 0.550 rM 13.09 22.24 30 0 393 667 0 0 0 0
13A-flocs 0,143 nw 3.40 MO 0 0 0 0 0 0 0 0
4A5-2om 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0
4A5-2omd 0,580 nw 13.80 27.82 0 0 0 0 0 0 0 0
I- 12C-Osw 0,091 217 1.57 0 0 0 0 0 0 0 0
D 1 1DO 0390 n 928 11254 0 0 0 0 0 0 0 0
C 16B30ad 0M2 0.76 1.78 320 320 244 570 19 19 15 34
F I 9A-Obscp 0295 2.64 2M 120 120 317 247 0 0 0 0
F lgc-lgcscp 0,049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 209 7
Envelope loss(gain 2163 3373 87 119
12 a) Infiltration 625 250 48 19
b) Room ventilation 0 0 0 0
131 Internal gains: Oocupants @ 230 2 460 0 0
Applianoes(other 0 0
Subtotal (lines 6 to 13) 2788 4083 135 138
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 2788 4083 135 138
15 Duct loads 16% 481/. 447 1975 16%., 481/61 221 67
Total room load 3235 6058; 157 204IAirrequired (cm) C 71
Calculations ag2roved byACCAto meet all Muirements of Manual J 8th Ed.
rj4- 2018-Apr-05 14:1956
A88k ""' Right-SLiteDUriversal 2018 1&0,11 RSU25029 Pagel
storm A LHG - S\Lot 153 Barcelona A LHG - SrLp Calc = W8 Frort Door faces: S
a,
rr wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardswve Court, Winter Park, H- 32792 Plum: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling,00rn License: CAC032444
Job: Lot 153 Barcelom A LHG - S
Date: 04/05/2018
By: LF/LM/MC
Plan: RHG
I Room name METH MIC
2
3
Exposed wall
Room heigI it
21.5 R
9,0 ft heat/booll
8.0 It
9.0 it heaVcool
4
5
Room dimensions
Room area
1,0 x 136,0 It
136.0 ft2
105 X 8,0 ft
84.0 ff'
Ty Construction
number
U,value
BkjflM--F)
a HTM
Btu 2)
Area (112)
or perimeter (ft)
Load
B h)
Area q12)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw
4A5.2orn
465-21m
0,097
0,550
0.540
no
no
ne
231
13,09
12.85
2,89
22.24
23,69
104
0
6
98
0
0
225
0
77
281
0
142
0
0
0
0
0
0
0
0
0
0
0
0
G
11 V 13A-flocs
4B5-2fm 0540
0143
ne
ne
12.85
3.40
23,69
3.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-torn
4B5-2fm
12B-Osw
0.550
0.540
0.097
ne
ne
se
13.09
12.85
231
22.24
2169
2.89
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-tom
4B55-21m
0.550
0.540
se
so
13,09
12,85
21.91
21.97
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
tD
4B5-2fm
40cs1113DAO12B-
Osw 05-
2om 4A.
5-2om 4B5-
An 12B-
Osw 05-
2onn 05-
2onn 4A5-
2omd 12C-
0sw I
IDO 16B-
30ad 0,
540 0A43
0.
390 OD97
0.
550 OA43
0,
550 0.
540 0.
097 0550
0.
143 0,
550 0.
580 0.
091 0390
OD32
se
se
so
sw
9N
sw
9N
sw
ryw
rw
nw
nw
nw
n
12,
85 3AQ
9.
28 231
13.
09 3A0
1109
12.
85 2,
31 13.
09 140
13.
09 13.
80 2.
17 9,
28 0.
76 22,
72 3.
00 1254
2,
89 21,
91 3.
00 22,
70 24,
22 2.
89 22,
24 3.
00 22.
24 27,
82 1.
57 1254
1.
78 0
0
0
0
0
0
0
0
90
0
0
0
0
0
0
136
0
0
0
0
0
0
0
0
90
0
0
0
0
0
0
136
0
0
0
0
0
0
0
0
208
0
0
0
0
0
0
104
0
0
0
0
0
0
0
0
260
0
0
0
0
0
0
242
0
0
0
72
0
0
0
0
0
0
0
0
0
0
0
84
0
0
0
72
0
0
0
0
0
0
0
0
0
0
0
84
0
0
0
166
0
0
0
0
0
0
0
0
0
0
0
64
0
0
0
208
0
0
0
0
0
0
0
0
0
0
0
150
t--
G t213A-
dots G
t-
G Tf13A-
flocs
G-
q-
D C
F
19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F
I 9c, 1 g(ST 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F
22A-tpm 1,180 28.08 0.00 0 0 0 0 0 0 0 0 6
c) AED e=jrsion 48 18 Envelope
loss/gain 614 878 230 339 12
a) Infiltration 292 117 109 44 b)
Room ventilation 0 0 0 0 113
Internal gains: Cmipants P 230 0 0 0 0 Applia",
s/other 0 0 Subtotal (
lines 6 to 13) 906 995 339 382 Less
external load 0 0 0 0 14
15
Less
transfer Redistribution
Subtotal
Duct
loads 16%j 48%1 0
187
1093
175
0
269
1263
611
1 0
0
339
0
0
382
185
Total
room load Air
required (chi i) I I 12681 18518751393 0
568
26
Calculations
Mroved byACCAto meet all requirementsof Manual J 8th Ed. Rigfit-
SuiteOUriversal 2018 18,0,11 RSU25029 Page 8 2018-
Apr-05 14:19:56 A4-
IFZK "'.
1ona
AHG - STot 153 Raicelore Al,-HG - S,rtp Calc = W8 Front Door lams: S
X11
77 wrightsoft- Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOrieStopGoolingoorn Licerrse: CAGO32444
Job: Lot 153 Barcelona A LHG - S
Date: 04/05/2018
B LF/LM/MCm1n: RHG
I Room name BED3
2 Exposed wall 0 It 27.0 11
3 Room height 9,0 If heatt000l 9.0 It heat/cool
4
5
Room dimensions
Room area
3.5 x 5,5 It
193 f?
1.0 x 1393 If
139.3 W
Ty Construction
number
U-value
ptu"-9
Or HTM
Bluh/W)
Area M)
or perimeter (Q)
Load
Btuh)
Area (w)
or perimeter (tt)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat cool
6 126-0sw
4A5-2om
4B5-2fm
0.097
0550
O,W
ne
ne
ne
231
13,09
12,85
2.89
22.24
23,69
0
0
0
0
0
0
0
0
0
0
0
0
18
0
0
18
0
0
42
0
0
52
0
0
G
G
11
4B5-2frn 0.540
0.143
ne
ne
12.85
3.40
23.69
3.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
V
j13A-
flocs
4A5-2om
4B5-2fm
05W
0,540
0,097
ne
ne
se
1109
12.85
2.31
22.24
23,69
2.89
0
0
0
0
0
0
0
0
0
0
0
0
0
0
99
0
0
84
0
0
194
0
0
242
4A5-2om
4B5-2(m
0550
0.540
so
so
13.09
12,85
21.91
21.97
0
0
0
0
0
0
0
0
15
0
1
0
196
0
329
0Ti1213-
0sw
vu
t
41135-2frn
1 3A-floes
11 DO
0.540
0.143
0,390
se,
se
se
12,85
3,40
928
22.72
3.00
1254
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0D
t-G
12B-0sw
4A5-2om
0.097
0550
sw
9N
231
13.09
2.89
21,91
0
0
0
0
0
0
0
0
126
0
126
0
291
0
364
0
T= 13A-4ocs
4A5-2om
0.143
0r550
sw
sw
340
13.09
3.00
22.70
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-2(m 0.540 sw 12.85 2422 0 0 0 0 0 0 0 0
t-G
1213-09N
4A5-2om
13A-4ocs
0.097
0,550
0.143
nw
nw
nw
231
13.09
3.40
289
22,24
3.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
T= 4A5-2om
4A5-2omd
0.550
0.580
nw
nw
13.09
13.80
22.24
27.82
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I 1 2C-09N 0,091 2*17 1.57 0 0 0 0 0 0 0 0
11 DO 0390 n 928 1254 0 0 0 0 0 0 0 0D
C 1613-30ad 0.032 0,76 1.78 19 19 15 34 139 139 106 248
F
F
19A-0b9cp
lgc-lgcscp
0296
OD49
2.64
0,40
206
0.32
0
0
0
0
0
0
0
0
0
85
0
85
0
34
0
27
F 22A-tpm
1
1,180 28,08 0,00 0 0 0 0 0
1
0 0 0
6 c) AED excursion 2 26
Envelope loWgain 15 33 863 1287
12 a) Infiltration 0 0 367 147
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 1 230
Applianoes bther 0 0.
Subtotal (lines 6 to 13) 15 33 1230 1664
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 15 33 5 11
14 Subtotal 01 0 1235 1675
15 Duct loads 1 161/6 481/. 0 0 I6-/.j 48%1 1981 810
Total room load a 0 I"
Air required (cm)
14 332485
00 1131
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
4*4- 2018-Apr-05 14:1956
A8& RigltSuiteO(Jriversal 2018 18,0,11 RSU25029 Page 9
lore A LHG - S\Vot 153 Barcelona A LHG - S rup Gaic = " Front Door faces: S
a,
F wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www0neStopGooliqg,corn Licerse: CAC032444
Job: Lot 153 Barcelona A LHG - S
Date: 04/05/2018
B %. LF/LM /MC
an: RHG
1 Room name BTH3 T013
2 Exposed Yell 5,0 It 15,5 ft
3 Room [)eight 9.0 It heaRml 9.0 R heal/bool
4 Room dimensions 5,5 x 5.5 It 6.0 x 7,5 It
5 Room area 30.3 IF 45.0 IF
Ty Construction
number
U-value
BkjW--F)
or HTM
Btuh/112)
Area (ft2)
or perimeter (ft)
Load
Btuh)
Area (111)
or perimeter (ft)
Load
13tuh)
Heat Cool Gross N/P/S Heat Gool Gross I N/P/S Heat Cool
6 12&Osw
4A5-2om
4B5-2tm
0.097
0,550
0,540
no
ne
no
2.31
13D9
12,85
2,89
2224
2169
0
0
0
0
0
0
0
0
0
0
0
0
68
0
0
68
0OF156
0
0n
195
0
0
G
11
4IR5-21m 0,540
0.143
ne
ne
12.85
3.40
23A9
3.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0V13A-flocs
4A5-2orn
4135-21m
12B-Osw
0.550
0.540
01097
ne
no
so
13,09
12.85
2,31
22,24
23.69
2189
0
0
45
0
0
39
0
0
90
0
0
113
0
0
54
0
0
48
0
0
M
0
0
139
4A5-2orn
4135-2fm
0,550
OMO
se
a
13.09
12.85
21,91
21,97
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t-D
4135.2fm
1 3A-4ocs
11DO
0.540
0,143
0390
se
se
se
12,85
3.40
928
22.72
3.00
12.54
6
0
0
1
0
0
77
0
0
136
0
0
6
0
0
1
0
0
77
0
0
136
0
0
t--.G
1213-0sw
4A5-2orn
0.097
0.550
sw
sw
2.31
13.09
2.89
21.91
0
0
0
0
0
0
0
0
18
0
18
0
42
0
52
0
13A-flocs
4A5-2orn
4135-21'rn
12B-0sw
4A5-2orn
13A-4ocs
0,143
0.550
0.540
0,097
0.550
0.143
sw
sw
sw
nw
nw
nw
3.40
13.09
12.85
2.31
13,09
140
3,00
22,70
24,22
2,89
2224
3.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t-G
4A5-2orn
4A5-2omd
0.550
0580
nw
nw
13.09
13.80
22,24
27.82
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1 2C-Osw 0,091 2.17 1,57 0 0 0 0 0 0 0 0
L 11DO
1613-30ad
0,390
0.032
n 928
0,76
12.54
1.78
0
30
0
30
0
23
0
54
0
45
0
45
0
34
0
80
0
G
F
F
F
19A-Obscp
lgc-lgcs"p
22A-Ipm
1
0,295
0.049
1,180
2.64
0.40
28.08
2M
0.32
0.00
0
30
0
0
30
0
0
12
0
0
10
0
0
45
0
1
0
45
0
0
18
0
0
14
0
6 c) AED excursion 45 29
Envelope IoWgain 202 358 4381 645
12 a) Infiltration
b) Room ventilation
68
0
27
0
211
0
84
0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliance-Jother 01 0
Subtotal (lines 6 to 13) 270 385 w 729
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 270 385 648 729
15 Duct loads 1 16%1 48/.l 43 186 16%1 48/.l 104 1 353
Total room load 314 571 752 1082L10849Airrequired ((4m) 0 26 O
Calculations 2Mraved by ACCA to meet all r2quirements of Manual J 8th Ed.
2018-Apr-05 14:1956
Rigl-t-SuiteOUriversal 2018 M01 1 ASU25029 Page 10
eionaALHG-SI-otl53Barcelona ALNG -S.rup Gale =W8 FrorlDoor faces: S
9- wrightsoft* Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Cout, Winter Park, FL 32792 PhDre: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com Lroeme: CAG032444
Job: Lot 153 Barcelona A LHG - S
Date: 04/05/2018
B LF/LlvVMC
an: RHG
1 Room name STR2 BED 2
2 Exposed wall 7.0 It 195 ft
3 Room height U it heat/cool 9D It heat/cool
4 Room dimensions 13,5 x 7.0 It 1.0 x 144.0 It
5 Room area 945 W 144,0 fF
Ty Construdon
number
U-Value
Btuh/W-+F
Or HTM
6tumv)
Area OF)
or perimeter (ft)
Load
Btuh)
Area (ft2)
or perimeter (ft)
Load
BUh)
Heat C.1 Gross NP/S Heat C.1 G. N/P/S Heat Cool
6 128-0vw 0.097 ne 231 2,89 63 48 ill 139 104 89 204 255
4A5-tom
4135-21m
0,550
0,540
ne
ne
13-09
I2.85
22.24
23,69
0
0
0
0
0
0
0
0
15
0
0
0
196
0
334
0
G
G
4135-2frn 0,540 ne 12,85 23.69 15 0 193 355 0 0 0 0G
11 13A-flocs 0.143 ne 3AO 3,00 0 0 0 0 0 0 0 0
4A5-2om
4B5-2fm
0.550
0.540
ne
ne
13.09
12.85
2224
2169
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-09N 0.097 se 231 2,89 0 0 0 0 72 68 157 196
4A5-tom
4B5-2fm
0.550
0.540
se
se
11109
12.85
21,91
21.97
0
0
0
0
0
0
0
0
0
4
0
1
0
51
0
88
4B5-2fm 0,540 se 12.85 2272 0 0 0 0 0 0 0 0
IVY 13A-flocs 0,143 se 3.40 100 0 0 0 0 0 0 0 0
D 11DO 0.390 se 928 12,54 0 0 0 0 0 0 0 0
yt 12B-OEw
4A5-2om
0097
0.5Mi
sw
sw
2,31
13.09
2.89
21.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-flocs 0.143 sw 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
4135-21m 0.540 sw 12.85 24.22 0 0 0 0 0 0 0 0
1213-0sw 0.097 nw 231 2.89 0 0 0 0 0 0 0 0t--G 4A5-2om
13A-flocs
0,550
0.143
nw
nw
13.09
3.40
22.24
100
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
4A5-2omd
0,550
0,580
nw
nw
13,09
13.80
22,24
27.82
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0091 2.17 1,57 0 0 0 0 0 0 0 0I-D12C-Osv
11 DO1DO 0,390 n 928 1254 0 0 0 0 0 0 0 0
C 1613-30ad OD32 0.76 1.78 95 95 72 168 1" 1" 110 256
F 1 9A-Obscp 0295 2.64 2.06 0 0 0 0 12 12 32 25
F lgc-lgcscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-tpm
1
1180
1
28,08 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 23 56
Envelope loss/gain 376 6391 750 1099
12 a) Infiltration 95 38 265 106
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 1 230
Appliancoslother 0 0
Subtotal (lines 6 to 13) 471 677 1015 1435
Lessexternal load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 471 677 152 219
14 Subtotal 0 0 1168 1654
15 Duct loads 161/6 48% 0 0 16%1 48%1 187 1 800
Total room load 0 0 1-1515 2454
Air required (ctm) I OL- 0. 0 112
Calculations approved byACCA to meet all Muirements of Manual J 8th Ed.
ria- 2018-Apr-05 14:19:56
A&K Rig ht-SuiteO Uriversai 2018 18,011 RSU25029 Page 11
elona A LHG - S,Lot 153 Barcelona A LHO - SrLp Calc = W8 Frort Door faces: S
wrightsoft% Static Pressure and Friction Rate Job: Lot 153 Barcelona ALHG -S
Date: 04/05/2018
Entire House By: LFILM/MC
One Stop Cooling and Heating
Plan: RHG
7225 Sardsmve Go(ol, Wirtei Park, FL 32792 Phase: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OmS(opCooling.com License: CAC032444
For: Park Square Homes
2476 Waxwing Way, Sanford, FL
Heating Cooling
in H2O) in H2O)
External static pressure 0.50 0.50
Pressure losses
coil 0 0
Heat exchanger 0 0
Supply diffusers 0.03 0.03
Return grilles 0.03 0D3
Filter 0.10 0.10
Humidifier 0 0
Balancing damper 0 0
Other device 0 0
Available static pressure 0.34 0.34
Total Effective Length
supply Return
ft) ft)
Measured length of run -out 12 6
Measured length of trunk 52 0
Equivalent length of fittings 170 75
Total length 234 81
Total effective length 314
Heating Cooling
i n/1 00ft) (i n/1 00ft)
Supply Ducts 0.108 OK 0108 OK
Return Ducts 0,108 OK 0.108 OK
Fitting Equivalent Length Details
Supply 4X--35, 11 A--20, 11 G=5, 11 G--5, 11 A=20, 11 J=1 5, 11 J=1 5, 11 G--5, 1 A--35, 11 G=5, 11 G_-5, 11 G_-5: TbtalEL=1 70
Return 6M-_20,6A3=40,5E1=I0, 11G_-5:TbtalEL=75
wrightsoft- 201 8-Apr-05 14:19:57
11 -1-111 -I'_"___ Right-StiteOUriversal 2018 18,0A 1 RSU25029 Page 1
00ro A LHG - Slot 153 Barcelona A LHG - S,rLp Calc =- W8 From Door faces: S
Duct System Summary Job: Lot 153 Barcelona ALHG-S
wrightsofto Data: 04/05/2018
Entire House By: LF/LhVMC
One Stop Cooling and Heating
Plan: RHG
7225 Sardscove Craxt, Winter Park, FL 32792 Pfona: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirig.com License: CAC032444
mroject intormation
For: Park Square Homes
2476 Waxwing Way, Sanford, FL
External static pressure
Pressure losses
Available static pressure
Supply/ return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.50 in H2O
0.16 in H2O
034 in H2O
0.253 / 0.087 in H2O
0.108 in/1 00ft
0 cfm
314
Supply Branch Detail Table
Cooling
050 in H2O
0.16 in H2O
034 in H2O
0.253 / 0.087 in H2O
0.108 in/1 00ft
1567 cfm
Name
Design
Btuh)
Htg
cfm)
Gig
cfm)
Design
FR
Diam
in)
H x W
in)
Duct
Mat
Actual
Ln (ft)
Ftg.Eqv
Ln (ft) Trunk
BED2 C 2454 0 112 0.151 7.0 OX0 VlFx 27.3 140.0 st5
BED2 c 1731 0 79 0.133 6.0 Ox 0 VlFx 40.6 150.0 st3
BED3 c 2485 0 113 0.143 6.0 Ox 0 AFx 32.1 145.0 st5
BT'H1 c 687 0 31 0130 4D Ox 0 VlFx 44.6 150D st3
BTI-13 c 571 0 26 0.153 4.0 Ox 0 AFx 25.0 140.0 st5
DIN c 3241 0 147 0.108 7.0 Ox 0 MFx 63.6 170.0 st4
GATH c 3026 0 138 0,108 7.0 Ox 0 VlFx 63.1 170D st4
LATH -A c 3026 0 138 0.114 7.0 Ox 0 MFx 57.6 165.0 st4
KIT c 2526 0 115 0.109 7.0 Ox 0 VlFx 62.6 170.0 st4
I. ALIN c 2369 0 108 0.137 0 Ox 0 AFx 40.1 145.0 st3
LOFT c 2313 0 105 0206 6.0 OX0 VlFx 17.5 105.0 st2
MBF-D-A c 6058 0 276 0.161 9.0 OX0 AFx 32.1 125.0 st6
METH c 1875 0 85 0.164 6.0 OX0 MFx 29.6 125.0 st6
IVITOI c 204 0 9 0.177 4.0 0X0 MFx 28,0 115.0 st6
MWIC c 568 0 26 0.162 4.0 OX0 AFx 31.4 125.0 st6
T013 c 1082 0 49 0.152 4.0 0X0 AFx 26.5 140.0 st5
WIC c 237
1
0
1
11
1
0.128
1
4.0
1
OX0 MFx
1
46.8
1
150.0
1
st3
wrightsoft- 2018-Apr-05 14:19:57
Right-SuiteOl-Iniversal 2018 18.0.11 RSU25029 Page I
Iona A LHG - S\Lot 153 Barcelona A LFIG - S.rLp Cale " W8 Front Door faces: S
I Supply Trunk Detail Table
Name
Trunk
Type
Htg
Cfm)
Clg
Cfm)
Design
FR
Veloc
fpm)
Diam
in)
H x W
in)
Duct
Material Trunk
sti PeakAVF 0 766 0.108 717 14.0 0 x 0 VinIFIx
st4 PeakAVF 0 538 0.108 684 12.0 0 x 0 VinlAx st3
st3 PeakAVF 0 766 0.108 717 14.0 0 x 0 VinIFIx sti
st5 PeakAVF 0 300 0.143 550 10.0 0 x 0 VinIFIx st2
st6 PeakAVF 0 396 0,161 504 12.0 0 x 0 VinIFIx st2
st2
I
PeakAVF
1
0
1
801
1
0.143
1
749
1
14.0
1
0 x 0 VinIFIx
Grille Htg Cig TEL Design Woc Diam H x W Stud/Joist Duct
Name Size (in) Cfm) Gfm) ft) FIR fpm) in) in) Opening (in) Mal Trunk—
rbl OX0 0 1339 80.6 0.108 614 20.0 Ox 0 AFx
rb2 OX0 0 228 38.6 0,226 853 7.0 Ox 0 AFx
wrightsoft-
RiqI-t &AeO Unveisal 2018 18,0,11 RSU25029
10,-a A LHG - SUI 153 Barcelona A LHG Snp Gilc = W8 Froil Door faces: S
2018-Apr-05 14:19:57
Page 2
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 153 Barcelona A LHG - S Builder Name:
Street: 2476 Waxwing Way Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material,
requirements Breaks or joints in the air barrier shall be sealed.
The air barrier in any dropped ceiling/soffit 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.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with
sealed. a material having a thermal resistance of R-3 per inch
Knee walls shall be sealed. minimum.
Exterior thermal envelope insulation for framed walls
shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the 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 spa c as.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
extend behind plp'no alld y'r'no.
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
bpt)1eeI3 f 4 nEl lates d Wall gr ceilings
a. In addition, inspection of log walls shall be in accordance with provisions of ICC-400.
4/5/2018 2:33 PIVI EnergyGauge@ USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
Level 1
7" FBI33
11OX110-2
103cfm -,V-7 -----------
Tr GJAH10X10-2
103cfrn
12
16 0X91
m BEDIOFFI
8X4
61.1 11
dmr lox
to 91,
wic
lox10
4"
HALL
8TH11 / '
35
ctm 8X4
EF1
VTR I
Job#:
Lot 153 Barcelona A LHG - S Performed
by LF/LM for: Pak
Square Homes GARAGE
DIN
IOX8
122
drn I "
122 dm KIT
1OX8 MFBB2
6°
FOY 0X6
1FOY
X6
127
cfM DV
VTR LAUN
FBB11
14'
Sup
Riser 14 "
STR
I EF1 =
50 CFM Fan EF2 =
80 CFM Fan EF3 =
110 CFM Fan EFU =
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
aermostat
18/8 T SRB =
Small Reduction Box LRB =
Large Reduction Box FBB =
Field Built Box One
Stop Cooling and Heating 7225
Sandscove Court Winter
Park, FL32792 Phone: (
407) 629 - 6920 Fax: (407) 629 - 9307 www.
OneStopCooling.com Scale:
1 :97 Page
1 Right -
Suite@ Universal 2017 17.
023 RSU 16202 2017-
Sep-0615-.46:14 BarWonaA
RHG OpbMbth - S.rup
Level 2
MBED
EN VTR
12XI12-11
259 cfrn
nF
9 " SR B2
MT01 8X4
IV - ---------- locim
8X4 6"
4"
6-
EFI VTR
El27dm
16x16 IOX6
MVwC 127 cfm
I A 171 MBTH
14 "
IM
1OX6
6 x 16,LLN
12
STR2
6"
7 " 7
10XII0 X X
105 (Im -
1462 cfM
3OX18
BED3
JLRB1LRB1
xio
oxio I0X8
0 139 dm
7"
14 BED2
Sup Riser
14
4]
4 " —
IT
EF1 VTR
20'dm t f4
IT1
8X4
44 cftn
T013
Zone Damper 1 - IC
Zone Darnpor 2 - K'
Bypass DarnM - 12'
EFI = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 = 110 CFM Fan
EFL1 = 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
germostat 18/8 T
SRB = Small Reduction Box
LRB A Large Reduction Box
FBB = Field Built Box
Job#: Lot 153 Barcelona A LHG - S One Stop Cooling and Heating
Scale: 1 :97
Performed by LF/LM for: Page 2
Park Square Homes 7225 Sandscove Court Right-SuiteO Universal 2017
Winter Park, FL32792 17,0.23 RSU 162022017-Sep-0615:46:16Sanford, FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Barcelona A A HG OptMbth - S,rup
I I
www.OneStopCooling.com
I
DESCRIPTION AS FURNISHED: Lot 153 , WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages
93 through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FORICERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
LOT 131
J_
Ok to construct single family home
with setbacks and impervious area
shown on plan. 155. 1 '/- r,vie,
7-5 r-k 2. 16 a M e- 0 Y-4p. - IRA\- 1 61C L_ 5.001
LOT 130
N 89*40'51 " E
40. 00'
LOT 153 20. 00'
AC
5.00'
LANAI
LOT 152 PROPOSED RESIDENCE LOT 154
Z) 2392-BARCELONA-A
2 CAR GARAGE LEFT
COV'D,
ENTRY
S. 5,00'
Cy
22.0'
5.23 16'
SETBACKS AS FURNISHED
FRONT = 25'(9
REAR = 20'
SIDE = 5' (40' LOT)
7.5' (60- LOT)
10' (75' LOT)
SIDE STREET - 25' (60' & 75' LOT)
15' (40' LOT)
25' FRONT SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN
2) IN SUCCESSION AT 20' AND A MINIMUM
OF (2) IN SUCCESSION AT 25'
PROPOSED - FINSHED SPOT GRADE ELEVATIONS
PER DRAINAGE PLANS
PROPOSED DRAINAGE FLOW
LOT GRADING TYPE A
PROPOSED F.F. PER PLANS - 29,2' q
25.
DRIVE
Fff:
10' UTE
ESMT. T F
3ojR.C.
WALK
AT 89*40'51 " E
40, 00'
VA, Y H71, VC H7A jv
50- PRIVATE RIW)
PLOT PLAN ONLY
PLOT PLAN AREA CALCULATIONS NOT A SURVEY
TOTAL LOT AREA 4,400 t SQUARE FEET
FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK
DRIVE 4001110- 510 t SQUARE FEET FOUNDATION/PAD 1,641 ± SQUARE FEET
WALKS 69/ 200= 269 t SQUARE FEET REAR PATIO 117 ± SQUARE FEET
FRONT PORCH DECK 99 ± SQUARE FEETPOOLSOD2,0631130 - 2,193 SQUARE FEET DECK NIA ± SQUARE FEET
ANOTC: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT ' NOT neto vERinco -
CRUSENHEYER -SCOTT ASSOC, INC - 1,AArD ST UR VEYORS
LEGEND - LEGEND -
5400 E, COLONIAL DR, ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436
A PLAT PAL„ POINT ON LINE
NOTES:
FP FIELD
1R0 PIPEIRONROD TYPIPRIGP44. TYPICALPOINTOf REVERSE 0=MEEPOINTOFCOMPI 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF
R: C•M. CONCRETE MONUMENT RAP RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES
SET LR. t/2' IR, ./OLD 4596 A" NON -RADIAL 2 UNLESS EMBOSSED WIN SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID.
REC, RECOVERED W.P, WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS
P. , rPOINT0 BEGINNING CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. 1P.D.C. t Poo NT OF COMMENCEMENT PAX PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. I'D
N&D
CENTERLINE
MAIL & DI Ff04_ FINISHED FLOOR ELEVATION
BUILDING SETBACK LINE THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY
R/W RIGHT-OF-WAY B.N. 182CHMARK B. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES.
ESMT' EASEMENT BB,ASE DEARING, 7, BEARINGS, ARE EASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.)
DRAIN' B. ELEVATIONS, IF SHOWN, ARE 904CO ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED,
VTIL CLFC. UDRAINAGETILITYCHAINLINK FENCE 9, CERTIFICATE OF AUTHORIZATION Na 4590.
VD,Fc.
C/9
VOOD FENCE
CONCRETE BLOCK SCALE h I- - 20 DRAWN BY,
P.C. P.T. P11"T Il 111.11TURE
01HT OF TANGENCY CERTIFIED 13Y. DATE ORDER No. DESC,
RDESCRIPTION RADIUS
PLOT PLAN OJ-30-2018 220J- 18 L
ARC LENGTH D
DELTA C
CHORD C.
D. CHORD BEARING NORTH
THIS
BUILDING\PROPERTY DOES NOT UE WITHIN r-
0,4, tA , 'y LAv- ORUSMEYER,, R.L.S.,, 4714 1THEESTABLISHED100YEARFLOODPLANEASPER "FIRM" W
S ZONE
X. MAP I 12117CO090 F (09-28-07) JA
QFWS . R,L.S If 4801
fCity of Sanford
Building and Fire Prevention
Product Approval Specification Form
Permit #
Project Location Address ` -u Lr
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5, More information about Statewide Product
Approval can be obtained at www.floridabuilding.org.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category / Subcategory Manufacturer Product Florida Approval #
Desorl Lion Include decimal
1. Exterior Doors
Swinging Therma - Tru Single Door FL8871 5
Slicling MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332 4___
Sectional Clopay Building Products 94/T40-W4 FL15279.20
Roll U
Automatic
tither
2, Windows
Single _Hung Mi Windows & Doors Series GA 185 Aluminum SH_.
a ®
FL 17499.2
Horizontal Slider
Casement
Double Hung
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1
Awning
Pass Through
Projected
Mulllons_ MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category / Subcategory Manufacturer Product Florida Approval #
including decimal.)
3. Panel Walls
Description
Siding James Harding Bldg Products Hardie Panel FL13223,2
Soffits Aluminum Coils, Inc Coils I Soffits FL12194.1
Storefronts
Curtain Walls -------
Wall Louver
Glass block
Membrane
Greenhouse
ff.P.S Composite ---,--,-----
Panels
5ther
4. Roofing Products
As halt Shingles IKO Industries, L.TD Asphalt Shingles l Cambridge FUUM1
U. der ments Warrior Roofing 15 and #30 Roofing Felt
Roofing Fasf4neii'__
Nonstructural
Metal
Wood Shakes and
Shingles
Roofi tiles
Roofing
Insulation
Waterproofing
Built up roofing
S stem
Modified Bitumen
Single Ply Roof
System
R2of199 ate
Cements/
Adhesives
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofin
E.P.S. Roof
Panels
Roof Vents
Other
Jnne 2014
Category Subcategory Manufacturer Product
Description
Florida Approval #
include decimag
5. Shutters
Accordion
Bahama
Colonial
Roll
Egutment
Other
fi. Sk 1i hts
Sk li hts
Other
7, Structural
Components
Wood Connectors /
Anchors
Truss Plates
Engineered Lumber
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms
Plastics_
Deck /Roof__
Wall
Prefab Sheds
Other
5. New Exterior
Envelope Products
Applicant's Signature
Applicant's Namey`
Please Print)
June 2014
Florida Building Code Online littps://www.floi,i(labLiildiiig,ot-g/pr/pr_app_dt,l,as[)x?f)ai-,tiii-w(,iE,VX...
WP
acts Figure- US- RKjKt'a0On Mot Top" Suhmi( Ski0wqe Scats (* Ficts Pvb4cmUoa5 FHC Staff RCTS Site Map trnk5 Search
Product Approval1*1 -
7--
dbLeyr , 4, USER: Publk, user F"
i),luk't Ap[pe'Oj > PICOmt o- ApPllultwl Sk tmi) - iAit , Applicatipt, Detail FL_
4 FLOB71-RO Application
Type Revision Code
Version 2017 Application
Status Approved Comments
Archived
Product
Manufacturer Therrna-Tru Corporation Address/
Phone/Email 118 industrial Drive Edgerton,
Off 43517 419)
298-1740 ri
ckwo rwbidgconsulLarits. corn Authorized
Signature Vivian Wright rickw@rw6ldqconsultants,
corn Technical
Representative Address/
Phone/Email Quality
Assurance Representative Address/
Phone/Email Category
Exterior Doors Subcategory
Swinging Exterior Door Assemblies Compliance
Method Evaluation Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer Evaluation
Report - Hardcopy Received Florida
Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the
Evaluation Report Florida
License PE-43409 Quality
Assurance Entity National Accreditation and Management Institute Qualify
Assurance Contract Expiration Date 12131/2021 Validated
By Ryan J. King, P.E. Validation
Checklist - liardcopy Received Certificate
of Independence Referenced
Standard and Year (of Standard) FL8137
1,,_R8COI_ (b) Qert,ate of Independenc.e,p(if ifr, 5101darA
TM ASTM
D1929 1996 ASTM
D2643 1999 ASTM
D635 2003 ASTM
E1300 1998 ASTM
E84 2000 AS-
t M G26 1995 TAS
201, 202, 203 1994 I
01"T 4! 15/2018, 4:47 PM
rlorida Building Code Online lit[ps:i'/w,N,w.norid ibi,iildiiig.ot-g,(pri'[)r pp d(l,aspx?param—wGEVX...
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Florida Licensed Professional Engineer or Architect
Rij tquiy_(b) r;qorvplen(;y of $(andords,prif
Method 1 Option D
10/1.7/2017
10/17/2017
10/19/2017
12/12/2017
FL # Model, Number or Name Description
8871A a. "ClassicCraft Rustic" Series 3'6 x WO "Impact" Opaque Fiberglass Radius Tap Single Door
X) , Inswing or Outswing
Limits of Use Installation Instructions
Approved for use In HVHZ: Yes FO87IJR8, It (0) Ins((I pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F Schmidt, P.E. 43409
Impact Resistant. Yes Created by Independent Third Party: Yes
Design Pressure. N/A Evaluation Reports
Other: See INST 8871.1 for Design Pressure Ratings by FL887 I— R8, AI (0) Eval 8871,1,pcIf
specific Mode( and for any other additional use limitations Created by Independent third Party: Yes
and installation instructions.
8871.2 b. "ClassicCraft" or "ClassicCraft 1 X6 x WO "Impact" Opaque Fiberglass Single Door, (X) -
Rustic" Series Inswing or Outswing
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 6871.2 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation Instructions,
88713 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 INST8871.3 for Design Pressure Ratings by
specific Muctel and for any other additional use limitations
and installation Instructions. 'For FiberClassic and
SmoothStarsidelites, this product approval requires the use
of "Y' part numbers for these sidekes, 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
SinoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
Installation Instructions
Ft,887 1_,R8__I1it, 8871 27pdf b) lust I Verified
By: Lyndon F Schmidt, P.E. 43409 Created
by Independent Third Party: Yes Evaluation
Reports FL8871R8
AE (b) Fval 8671.2,pdf 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 F1,
887 — _(b) Im8871.3 p(,i( It VerifiedBy:
Lyndon F. Schmidt, RE. 43409 Created by
Independent Third Party: Yes Evaluation Reports
F(.887l_
jl8AE._(b) Eval 8871.3,pdf Created by
Independent Third Party: Yes 3'6
X 8'0 "Impact'* Opaque Fiberglass Single Door with Sidelil,es (
OXO) - Inswing or Outswing Installation Instructions
Verified By:
lyndon F. Schmidt, P.E. 43409 Created by
Independent third Party: Yes Evaluation Reports
FL8871 R8
AE Created by
independent Thud Party: Yes 2of4 4/
151/2018,4:47 PM
Florida Buildling Code Online littp-,:,'/www.floi-idabijilding.or&,/pr/pr _app__dtl.aspx'?pat-,ini=w(if-",VX,.. A
stained or painted within six rnonths of installation.)
8871.5 e, "FiberClassic" or "SmoothStar"
Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See. INST 8871.5 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions,
f, "FiberClassic" or "SmoothStar"
Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant* Yes
Design Pressure: N/A
Other: See INST 8871.6 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,)
TO x WO "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Installation Instructions
FL8871 RR It (b) lost 8,671,5,prif
Verified By: Lyndon r Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
1`08/1 R8 AL (b) Oval 6871.5,pd(
Created by Independent 'Third Party: Yes
TO x WO "Impact" Opaque riberglass Single Door with
Sidellte (OX or XO) - Inswing or Outswing
Installation instructions
fJ_887L_R8 It (b) lost 8f[71.6.pdf
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
1`1_8 71 R8 AF(ti) hval "/1,6,pdf
Created by independent Third Party: Yes
8871.7 g. "FiberClassic" or "SmoothStar" TO x WO "Impact" Opaque Fiberglass Single Door with
Series Sidelites (OX(J) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FLN71 R6,11 (1p) Inst 6871.7,pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, RE. 43409
Impact Resistant: Yes Created by Independent 'Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 88713 for Design Pressure Ratings by Ft,"ll R4 AE (b) Eval W371.7,Pdf
pe(jh( Model And for any other- additional use limitations I Created by Independent Third ['arty: Yes
and Installation instructions. (For Fiber -Classic 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.)
8871,8 h. "FiberClassic", "SmoothStar", WO 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 Made( and for any other additional use limitations
and Installation instructions.
8871.9 I. "FiberClassic", "SmoothSLar",
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 8871,9 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 require-, the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
Installation Instructions
FL 871_R8_jl(b) fi)sL } 471,6.pdf
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
FW1I7I_jk8 AF- (b) Eval MM O,Pdf
Created by Independent Third Party: Yes
6`0 x 8-0 "Impact" Opaque Fiberglass Double Door with
Sidelites (OXXO) - Inswing or Outswing
Installation Instructions
F1,8871 R8 11, (b) Int 0671,9L,df
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
FL8871 R8 AL_(b) (b) Eval 6871.<),pdf
Created by Independent Third Party: Yes
iBddtl ,Next;
3 of 4/15/20 18, 4:47 FINI
Florida Building Code Online https://www.floridabuilding.orb/pr/pr._apP_ dtl.aspx?pararnwGEVX... LQnWtIhi::
RMI A!AK2QM'R0Ad. Who"".ffID" Pbalm"AW-07JAW The
State of Florida Is an AA/EfO employer. 34(.M#Av, 54tripitat Wqp—(' 3Mwmitot Under
Fonda low, email addresses are public records. If you do not want youre-mail address released In response to a pubek-recou:14 request, do not send elactronK krM
to (bis entity, Instead, contact the office by phone or by traditional mat If you have any queStIons, please rontaCt 850,482,I395. *Pomuarit to Secton 455.
275(2). Florida Statutes, effective October 1, 2012, Wensees licensed kinder Chapter 455, F.S. must provide the Department with an email address if they have cirie.
The emkuls provided may be used for o(kialcommumcatton wth the kensee. However email addresses are public record. If YOU (10 not wish to supply a personal
address, please, provide the Department with driornikiladdress which can be made available to the Public. TO determine If YOU are a licensee undek-Chapter 4",
KS., please Click bfu4*,, Product
Approval Acpts; El
ON FcetrecF, M Credit
Card Safe
4
of 4 41' 15/2018, 4:47 PNI
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTSWING
GENERAL NOTES "
IMPAIL-Tv
1, 7his product has been ev=cled and is in compliance with the 61b EdfiDn (2011711 Fjorldc Building Code fF9C)
s, - ;he I -vd repArernews including ' 1-iigh velccfty Hurricane Zone' (HVHZI
Z Product onchars shall be as bteo and , spaced as shown on de;ajis. Anchor ernbedment'o bcsemciencl shall be
beyond wal dress ng or stucco.
3. Wen used r, the 'HVHr thiS P70ducl , Compes with Sec'llon 1626 of 'he FlcnYdo 8vicling Code and does not require an
impact resistant Covering, 4.
When used in areas outside of fie IHVHT'requiiing wind borne debris protection. this product complies with IBC Sections
1609.12 8 1.27.2 and does 'lot require on irnpcct resistant covering, Tits product meets missile level 'D" and -
hafudes Kno Zone 4os cefrzd in ASLM E 1996 and FBC Sections 1609.I.2.2 & R3G1.2.1.2.1. 5.
For 2x stud fran-ling cor,,struction, anchoring of these units shcE be The some as That shown for N buck rno5orlry construction.
6.
Site conditions Itict deviate ram the details oftos drawing require furlh.- engineering anoly i by -- 4cer'sed engineer
or registered achitect. 7.
Cutswing confiQvrctlons Using coastal sill Item #4 under active doors meetvvirer infitrarm recuirements for 'HVHZ". rVW,,
g conrWotlans and outswing using sg Item #5 under te door do not meet the water intijitration
requirements 'or fie 'HVHZ"and shall be installed orgy in non -habitable areas of at hadicbe locations protected
by an overhang a,, canopy such that the angle berweer the edge Of COMPY Or overhang to Sill is less than
419 degrees. 37.
75"MAX. RAMS
WIDTH, 6.
W MAX. PANEL
WIDTH C
Z
F--
I OVERALL DESIGN PRESSURE {PSI) DOOR
TYPE SWING FRAME DIMENSION
POSMVE NEGATIVE INSWING
37.75" x 98.00r 80.0 80.0 SMOOTH
STAR
OUTSWING
37,75" x 96.54" 80.0 80.0 INSWING 37,
75*'x 98-00' 80.0 80.0 FIBER CLASSIC
OUTSWING
37.
75" x 96,50" 80.0 MO See Sbeee4
8 -cr •Jemp cfesLae Wr&,Om z 9
sr:
LFS
FL-8877.
5
I
44)
EXTERIOR
L DETAIL A -A
c4o —10-01211- ,-
aGoaoo
oc", 0 0
000000000000000
o 0
000000C000000000000000
00011)000c;
oocoQo COOD0000
o0cocoo00000000DRAB
A -A Panel —
feintorcemeW m
28.
86% OPEN AREA
toAX. INTERIOR
I
HORIZONTAL CROSS SECVON 1\
211 4,
02- IC42
TOP RAIL 401 _LOCK $IILE N01E:
WOOD DOOR COMPONENT;: PINE (SC- - C,42) w"
WrojS INTERIOR 2
VEUXAL GROSS SECTION k
cl
d
cc
00-1N.
T.S. OWS
VY.
LFS F -
WI.5 2
or 8
EXTERIOR
f—v—u
DETAIL A -A
WM PAn
FRW Ckmdc
ocoocclio000000000000000
oc 0 0P 0 0
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aaoocoa
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0000co) 00000, 000
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RffAaA-A
Panel minlforcement
0
28,U% OPEN
AREA MAX.
INTERIOR
rj-'HORIZONTAL CROSS SECTION
18
cm
tfR4GE SW I
NOTE: WOOD DOOR COMPONENTS. FINE (SG — 0.42)
EXTERIOR tNTERIOR
ri'VERTICAL CROSS SECTION
f- N.T.S.
efom mr
LFS me
00. FL-
8871 .5 OF
QC
10 m a
6'/
j,/ 1 o
3
a35 o
18
EXTERIOR g4l 14
j i-1/4'iYIN j
i•1 I1 ..
1=.
U
E j EMB. (TYF.)
Do
HORIZONTAL CROSS SECTIONOLu " "
i
4 Shcnvn w/1 X sub -buck y T }._
SYP.I YN
10
INTERIOR INTERIOR
ffl
VL' C fl
Zl-
s
o
z 12 EXTERIOR EXTERIOR # 14 ' i tx c; OS 22108 s
1.114 MUv, \ R E
arrc, a: DWS m
FM6 {TYr `r 14 Mii9, ew . sr: 3
tHORtZONiAL CROSS SFCTiON NOR{1ONfA! CROSS SECTION Vie. I yp I a vn reo OuiSWTQSrarm-
rcWMN FL— &87;.5 4
Ousv ng shoum - inswirQ also approved 0 asoapprovede8
EXTERIOR INTERIOR
1 VERTICAL CROSS SECTION
n - f4,,,zlg
approvedalso
EXTERIOR INTERIOR
V,VEMAL CROSS SECTION
gemcl notes, I
of WHr water nfWc' *n
reqviwnents
EXTERIOR INTERIOR
ri-VERTICAL CROSS SECTION
S Shown -.v/IX Rxbuck
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
far wmrwater tntwation
ZZ.
yr
61
Y-.
INTERIOR Erl EWN On z
N 3
40,
Z a: i — 10
E. cz
ctq
to
r3-'\ VERMAL CROSS SECTION
X3 g-"
for'r"T water zfftatw
DI
r--;t —t
INTERIOR EXTERIOR
r6-", VERTICAL CROSS SECTION
lorlivfi"water PfAtmficn
feqLim-nerts
zz! .16-igD4Z Z
N.T.S.
err. DWS
ev LFS
Wm la,
FL-8571,5
aro
7 5 of 8
N 'AN, - - k
s% ............ A....... ....
SQ
T Z; ...........
zo
TYP. HEAD &
JAMBS YP. HEAD &
2MASONRYMASONRY
7
AMBS
OPENING —1 .1 OPEN;NG
tz
lIr
RAME
C14 7-
2XBUCK 2X RUCK
BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKEJAMB Masom)
2X buck c=ftuc-tw CONCRETE
ANCHOR NOTES: I .
Concrete onchoriocations at the comers may be odju0ed to maintain the tTin edge
dislance TO mortarjohits, 2.
Conr_,ete on-_hor Lo--atiom noted as MAX. ON CENTER" must be a4usted to maintain
the mr, edge c6sionce to concrete OnchO', may
be requrad to emFe the "MAX, ON CENTER` dimensior, are not exceeded 3.
Concrete and"'o, table: ANCHOR
ANCHOR MIN, MIN. CLEARANCE MIN. CLEARANCE] TYPE
SIZE TO
MASONRY TO ADJACENT j EMBEDMENt
EDGE ITW
114"
4f 4' TAFCONO
ELCO
01 114' 1-1/4 C ULTRACON
WOOD
SCREW INISTAi TION NOTES 7'
end a' -Nof dw 'c SPZ- wood
screws to preven, the spriffhg of wood. LATCH
a DEADBOLT DETAIL st
DWS BY,
LFS wx
No.; r7 _
5_ OF
j.
C AS
i
ist
I i
TYP.!-IEAO
8 JAMBS
1ttt 1lta 0 m z°A
6 q
MASONRY _. j j a 6 `a a
OPENING
I
4
Sri
I
3
17
FRAME ac
17
Hsu
1 X 8llCK tL I
LATCH d DEADBW DETAR mT
U
k 9
R
HINGE JAMB MU JAMB Q ¢
CL3NCRE7E ANCHOR NOi'E5:
i. Conc8te crc; a bcat nAs of the col em may be cdAztecf' to mamtcun the ,7*1.
fRAME ANCHOWMG
MC334D1Y 1X kU l OAS iCN i c3
e c qe dis;aoee is martar joint- 2
a
2 Concrete anch ar bcotiom noted as `MAX, ON CENTER' must be acMfed to
maksfairs the rtsii, edge dish'nce to rrxxratts, edc±ttiand concrete anchaz
may be regtred to ensue the'M,AX, ON Ca4i c*nenstcn are not exceeded.
3. Co=eie anchcrtat9a; o a
12
a
NOTES;
Ay£HCH;'- ANCHOR MfAI:
BILL OF MATERIALS
ITEM DMRIP170M MATERIAL
A I X BUCK SG >= 0.55 WOOD
6 2X BUCK SG - 0.55 Wool)
C MAX, I Ir $HIM SPACE WOOD
D 1/4"X 2-3/-f'PFH ELCO OR If CONCRETE SCREW STEEL
E MASONRY - 3,000 PSI MIN, CONCRETE CONFORMNG TO ACI301ORHOLLOWBLOCKCONT-ORMING TO ASTM C90
CONCRETE
G 3/16'X 3-114'Pfl4, JTW CONCRETE SCREW STEEL
J 1/4'X 3-3/,C PM ITW CONCRETE SCREW STEEL
L MENT10X2-1/2'PFH WOOD SCREW 0JSMIN- E) STEEL
1 INSWING ADJUSTABLE THRESHOLD (i 340A3) ALUM.IWOOD
2 INSWING THRSJiOLD {IS300HP51 ALUM/COMP,
3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ftSPWMl ALUM./COMP,
4 OUTSV4NG COASTAL THRESHOLD ALUM,/WOOD
5 OUTSWNG STANDARD THRESHOLD ALUM./WOOD
6 INSWING THRESHOLD ALUMJCOMp.
7 DOOR BOTTOM SWEEP VINYL
8 j M PINE >= 0,42 WOOD
9 IAMB. (OAKI, SIG >-- 0,42 WOOD
10 WEATHERSTRIP FOAM
11 HINGE STEEL
12 10X3/4"PHSCREW
TT q x —3-PF.H WOOD SCREW
14 LATCH STRIKE PLATE STEEL
15 SECURITY STRIKE PLATE STEEL
16 8 X 2-117 PFH SCREW STEEL
17 8 X 3/r FFH SCREW STEEL
18 KWlKk7 SERIES PASSAGE LOCK
y
STEEL
19 kWr-,S—F--7 S-R—Et
SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
41 DOOR SKIN 0X2"THK. SMOOTH STAR 6X0 PSI MIN. f9BERGLASS
50—mp42TOPRAILfSMOOTHST
43 LOCK STILE ISMOOTH STAR) WOOD/LVL_
44 HINGE STILE {SMOOTH STAR) WOOD
Z- R0—TTCW, M (SMOOTH STAR) COMP,
iC PANEL REINFORCEMENT D,P23"THL. LSMOOTH STAR}_-- STEEL
47 FOAM CORE POLYURETHANE
60 FIBER CLASSIC- DOOR - SEE DOOR PANEL DETAIL SHEF , FOP, DETAILS
61 DOOR SKIN 0. 137- THK, (FIBER CLASSIC) Fy = 6,000 PS4MIN, FIBERGLASS
re -"I TOP —RAFL fF18ERLCLA3SJJCIj_ COM"
63 LOCK STILE {FIBER CLASSIC' WOODILVL
64 HINGE STILE IRBER CLA JC WOOD
BOTTOM RAIL jFSER CLASSIC` 65
66 PANEL REINFORCEMEIJT O.MrTHK. (FIBER CHIC sm
T— FOAM --OR - POLYURETHANE
T-
4,W
E=Njj
ffis=3• .
Lwpllm:ZFEm=
0
INNZi
ffmimmEcom
LD
r--v
MAX. DESIGN PRESSURE = +1- 50 PSF
Jd
m
ISME, N,T,S. I
IM& W. Disis 1
jcase, or LFS I
F'L--8871.5
5 8 OF 8
Florida Building Code Onhae
I
https.//www.floridabuildiiig.oi-g/pr/pi-,_,app__dti,aspx?paraiii,-w(,EVX,,.
j
Vill
R25= Q3542. W.— 1,. FAZ
SCIS Home, togIn Use, Registration I W ropkcs Submit Surcharge stair, & Facts Pubrkat*ns F SC Stan KIS Sites Map Lnks Search 0
j—-a Product Approval USER;
Public User r 'c" rko(
tt'O Awof,41 Mc,p, , r"10110 or Aprllki Wl Search I Aptll,4atpl LM I Appikafirm Dotail Fl- # FL-
15332-R4 Application Type
Revision 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 Fxt 2560 bsitlinger@rn iwd.
corn Authorized Signature
Brent Sitlinger bsitlinger@miwd.corn
Technical Representative
Address/Phone/
Firiall 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 -
Harcicopy Received Florida Engineer
or Architect Name who developed Luis Roberto Lomas the Evaluation
Report Florida License
PE-62514 Quality Assurance
FnLity National Accreditation and Management Institute Quality Assurance
Contract Expiration Date 12/31/2018 Validated By
Steven M. Urich, PE Certificate of
Independence Referenced Standard
and Year (of Standard) Equivalence of
product Standards Certified By
Sections from
the Code Validation Checklist -
Hardcopy Received F1,15332
R4 COL, Ft,C01,pdf 51andAw AAMA/
WDMA/
CSA 101/l.S,2/A440 yes it
2008 I
o173
4/15/2018, 5:03 PM
I
Florida Building Code Online
k
htips://www.floridat)uilditig.org/pr/l)r app dtl.aspx?paramz-wGEVX
Product Approval Method Method I Option D
Date Submitted 08/11/2017
Date Validated 08/13/2017
Date Pending FBC Approval 08/15/2017
Date Approved 10/10/2017
Summary of Products
FL # Model, Number or Name Description
15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x8O" NON
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ; No 1`115W-Ri U QO-Qtt OQF"Pcjf
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 FI 15332 R4 AL 510010,I)cIf
PRESSURE RATINGS 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 Installation Instructions
Approved for use in HVHZ: No
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 t 05'33V R"l'W'5I0'30'5P.P('J'f
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO
REINFORCED 145-3/4"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No HJ5332,R,I It Oti OU48C,pdt
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 i
Impact Resistant. No Created by Independent -third Party: Yes
Design Pressure: N/A Evaluation Reports
Other; REFER TO APPROVAL DOCUMENT FOR DESIGN f LO-YM R1 W51296K-pdf
PRESSURE RATINGS Created by Independent Third Party; Yes
15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX
REINFORCED 96"06"
Limits of Use Installation Instructions
Approved for use in HVHZ: No
j R1j_U,0t10 24 k,)-,p jfI
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 FL15 33fJ, R! ff 5129(5(_p(j(
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96"
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ, No H-153,32,R4 It ' Q,5-02250(p jf
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 10 APPROVAL DOCUMENT FOR DESIGN I L1513,
PRESSURE RATINGS Created by Independent Third Party: Yes
15332,6 1 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX
ALUMINUM SGD 96*'x96"
Limits of Use Installation Instructions
Approved for use In HVHZ: No H j5,3$2_,R4
Approved for use outside HVHZ-. Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant. No Created by Independent'Third Party: Yes
2 of-1/ 15/2018, 5:03 PNj
Florida Building Code Online https://www.floi-idabtiilditig,oi-g/pr/I)r. -,tl)l)-_-dtl.aspx?paralli,,wCTEVX,. A ,
Design Pressure, N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F[-15332-R4AE,510t3O6D,r)(,If
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXQ 146"x96"
ALUMINUM SGD
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-00501E,pcif
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 FL353 R4 AE_510tIC3t}i),p if
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use In HVHZ: No FL1,53W R4 U 01t-0050217,pdf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lamas 62514
Impact Resistant, No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other- REFER TO APPROVAL DOCUMENT FOR DESIGN FL,15332 R4 AE 5:108Q90judf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.9 SERIES 4.30/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX
ALUMINUM SGD 143'*x96"
Limits of Use Installation Instructions
Approved for use in HVHZ; No FLA5 334 R4 11 0-00503E,p3f
Approved for use outside HVHZ: Yes i Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent T'hird Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 5,106101).pdf
PRESSURE RATINGS i Created by Independent Third Party: Yes
The State, of Florida is at, AAfFM employer. QpjqyAoc,,Q %,9f,F1Q0d4,, :: Pirivie;Y WlieoWt Q7,ZQ13S 4 t , underFlorida
law, eredil addresses are public, records. If you do not want your entail address released in response to a public -records request, do not :,end elect,onr In" 9
to this entity. instead, contact the offke by phone or by traditional mail, If you have any questions, please contact 850.487,1395. 'Pursuanl, to Section 151,275(
1), Ficrida Statutes, effective October 1. 2012, kertsees licensed under Chapter 455, F.S. must provide the, riepartment with an email address K they rove one. The
en,ails provided may be r%ed for official comm"ok.mk)" "(1:1, the lk;ensee However ernad address" are public, record. if you do not wI%h to supply a relsonal address,
please provide the, Department with an email address which can be made available to the politic. To determine f you are a lice -wee ijulde, Chapter 455, r-
S,, please ckk Ng, Pociduct, Approval
Amepts: M_ ED
09 Fq 0 Credit Card
Safe 3
of
3 4i 1 5/20M 5:03 I'M
o -7-7 OAT _1 x-mov'm
A ADDED FLANGI-E AND FIN INSTALIATION P12/10j13 -L
REVISED INSTALLATION DETAILS 05/03/15 R.L.
NOTES:
1. THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANIJFAC71JRED TO COMPLY WITH
DE7AU,
REQUiREMENTS OF THE FLORIDA BUILDING CODE,
Z. 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 ARCH17!EC:I OR ENGINEER OF RECORD,
3, IX SUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED
DISSIMILAR MATERIALS MUST BE SEPARATED W!TH APPROVED COATING OR MEMBRANE.
SELECTION OF COATING OR MEMBRANE IS THE RZSPONSiBiLl—, OF THE ARCHITECT OR
ENGINEER OF RECORD,
A. ALLOWABLE STRESS INCREASE OF 113 WAS NOT USED IN -THE DESIGN OF THE PRODUCT
SHOWN HEREIN. WND LOAD DURATION FACTOR Cd=1.6 WAS JSEO FOR WOOD ANCHOR
CALCULATIONS.
5, FRAME MATERIAL-, EXTRUDED ALUMINUM 6063--,5.
6, UNITS MUST BE GLAZED PER ASTN, E1300-04/09 WITH, SAFETY GLASS.
P T IN W BORN, -- 7. APPROVED IMPACT PROTECTIVE SYSTEM .5Zjj OLx `HIS DUFORRPRODUCT, WIND
DEBRIS REGIONS.
8. SHIM AS REOUiRED AT EACH INSTALLATION ANCHOR WFl LOAD BEARING SHIM. SHIM WHERE SPACE
OF 11/16- OR GREATER OCCURS. MAXIMUM ALL(3WABLE SHIM STACK TO BE 1/4', 9.
DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 00 NOT
REQUIRE WATER INFILTRATION RESISTANCE, OVERHANG
RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10,
FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WlTJ' SUFFICIENT
LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SJBSTWE, LOCATE ANCHORS
AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 11.
FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAP-_ONS 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 #1C SMS OR SELF DRILLING SCREWS WITH SUFFICIENT
LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND ;TRUCTJRE INTERIOR WALL. LOCATE
ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13,
ALL FASTENERS TO BE CORROSION RESISTANT, 14.
INSTALLATION ANCHORS SHALL SEE INSTALLED IN ACCORDANCE WFH ANCHOR MANJFACTJRER'
S INSTA_LX;ON INS' -RUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES
WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SP_TCiqE'D BELOW A.
WOOD - MINIMUM SPECIFIC GRAVITY OF G=C.42 B.
CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI, C.
MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER). SIGNED: 06,2112017 D.
METAL STRUCTURE: ST_7E1_ 18GA, 33K& OR ALUMINUM 6063-T5 .048" THICK MINIMUM 15.
APPROVED CONFIGURATIONS: OX, XO, XX, XP, IX, X!P, P;X MI WINDOWS AND DOORS LLC N311111L1!11/ N" -
R IO / 650WESTMARKETSTREETGRATZ,
PA 41
EIN * '
IcP 17030SERIES
420 SGD REINFORCED WITHOUT ADAPTER irK 5 ac 96"
X 96" NOTES
TATE OF: ABLE
OF CONTENTS DRAW 0 R Mt*sue SHEET
NO, DESCRiFMON V.L. 08-02249 i
NOTES 1
NTS —
10/.30/13 1 —ET 1 OF 10 2
3 ELEVATIONS L RWERTO LOMIVS P F Luis R. Lomas P.E. 4
10 INSTALLATION rETNLS 14,
32 WOODFORD RD _l)FwsALLE Aro 270-11 434,
6SI3-_'V0_- FL No.; 62514
96" MAX FRAME '410TH
2) ANCHORS PER OCAT ON
SEE CHART #3
FOR NUMBER OF LvCATICNS
6" MAX MAX
6" MAX
17' MAX
96-
MAX
FR AMF
HEIGH 11
8" MAX
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
EXTER;OP YtEW
DESIGN PRESSURE RATING i 'VPACTRA7NG
t35.017SF I NONE
SEE CHARTS V AND 02 FOR OTHER UNITS RATINGS
NC TES
II , MAXOMVM PANES SIZ=43 !;Z* X 96'
2. MAXIMUM D.L.0_4458*X90 13'
HARDWARE SCHEDULE
FLAT MOUNTED HANDLE SE7 (9S-014-1_45) AT 3e 1'4- ON CENTER FRCM PANE. 50TT'CM
ME-ALLC TANDEMRCLLERS {9s-I 7-195AT EACH ENO OF PANE- B07 70M, RAILS JUNUM
eC43-T5 AT ALL PANEL N7ERLCCKS 6"
MAX REWSON'
S MF+
vv__ A
i ADDED FLANGE AND FJN NS7ALLAMN S
j 3C,15-ED WSTAILATION OFTXLS 5 i R.L C
REYISED NS7ALLATJON DETXLS 06/2-/-7 iR_ CHART #
1 SF7F
Ak' , TE a SHEET Design
pressure char, OsO Ytrunt
in)
SfKAe
Pwwl arwo Tctaai PraTe aid (pi) 30,
0 36,0 42.0 48.0 WOO
7200 64,00 96,00 7F.-.-
F—Ng Pos Nag os pos, I Vag 84.
0 40,0 55A 40.0 5C,9 40,0 45 7 8
40 8. 40.0 552 40.0 4aO EM40,3 4310 --9,4 1 _iq.4 92
4,1.0 52,4 40,0 4!L4 40.0 405 27,1] 9&
40.0 4-1.1 386 38,4 _6 CHART #
2 WHERE
WATER WFIL TRA TiONRESISTANCE ISNOT REQUIRED, SEE NOTE
9 SHEET i De -sign
p-__ ch- 0507 4e Panel
and Totai Frame, 4M 30.0
38.0 420 48.0 ftoo 72,
rn) P,
YL09
P, N,9 a A" Pors, Neg 34,0
58.4 518.4 510 1 4TI 31 71— 7 42.11 42.0 88.0
55-2 55.2 4&) 3 :1 43.
0
39A 39A 52,4
52.4 45A a 3_ r, 137.! 96.0
All 411 384 38,4 35,0 35.O C, ART;*
Number W
anchor locations required Heigni Srve
Panel
am Tctal Frame (M) wo 3&
0 4ZO 48.0 W.0
72.0 84.0 96.0 His --. H,&
sT---b S Jamb H!S I Jamb 34,0
4 1 6 3 as,D
4 11 3 6 6 920 5
9co 4
a 5 a SIGNED: 08,'
2 !,,2017 M1 WINDOWS
AND DOORS LLC Ilillfjj/ L 650
WEST
MARKET STREET S R. t . . 4" GRATZ. PA
17030 ti SERIES 420
SGD REINFORCED WITHOUT ADAPTER 0% 51 96" x
96" ELEVATION OF .-
1,4Z 0, RON;
V.
L.
38-022 NTS 10'
T& 10/30/13 13111-1,72 of 10 J, P,-,.
t<32 *
VCQ0F,:,P0 PO NC 27=1 Lijis R.
Lomas F.E. Fl- No.:
62514
6* MAX
6" MAX
7" MAX
O.C.
96"
I,w
TRAME
HEIGHT
6" MAX
96' MAX FRAME WIDTH,
I1) ANCHOR PER LOCATION
AT HEAD & jAVBS
SEE CHART #4
r, OR NUMBER OF
REQUIREC
I17" MAX
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
EX7EHIOR VIEW
DESIGN PRESSURE RATING STING
NONE
SEE CHARTS 81 ANG #2 SHEET 2 FOR OTHER UNITS RATINGS
HARDWARE SCHEDULE
I FLAT -MOUNTED HANDLE SET(9-C4-145) AT3$ 314"ON CENTER =ROM PAN-z-: BOTTOM.
ME7ALLIC, TANDEM RO-;—=RS(99-17-195)ATEAf-i? END CIF PANEL B=ONI RAILS
Uh4NUM!5063-TC REINFORCEMENT f658j A? ALL PANEL INTERLOCKS
6' MAX
2) ANCHORS PER LOCATION
AT SuL
SEE CHART #4
FOR NUMBER OF LOCA71ONS
REOUIRED
OAT&
ADDED FLWGE AND FN INSTALL-AliON 12/10/13 E.
B i REVISED INS7ALLNTION DFTA;LS 08/03/!,5 R, L
RDASED INSTALLATfON DETAILS j 06/21/-7 R.L.
NOTES:
I. MAXIMUM PANEL S=:48 1,12'x 95"
2.
CHART #4
Number of anchor locations required
segle Farrelwd T0.4 Lim— Wa-, (in)
30.0 X0 42.0 48.0
7ZO 84.O 9"
tfi7$0.0
Has T —J&M—b ismb HAS HAS Jamb
0 4 6 5 6 6
lall
6
8610 4d t66 5 P 6 5 S 6
92.0 4
98.0 4 5 6 6
MI WINDOWS AND DOORS LLO
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGO REINFORCED WITHOUT ADAPTER
96" X 96"
FIN ELEVATION
V.L. 1 05-02249
sue°-` N715 I— lo/3 =713=-3 OF 10
ROBERTO -IDWAS PiE,
SIGNED: 0el21,12017
rrojo ` TAATirE OF -Z, zz
0 R IV"
Luis R. Lamas F.E.
FL No,: 62514
t/2- MIN,
EDGE DISTANCE
3/8- MIN.
FRAMING MBE MENT
OR 2X SUCK
BY OTHF,,R 3
MAX.
10 # WOOD SPACE10
SCREW
EXTERIOR INTERIOR
SILL 70 BE SET IN
A BED OF
APPRIOVEl SEALANT
SCREW
WOOD FRAMING
OR 2X SUCK
BY OTHERS
MIN
ENT
AIN.
T—Ir
VERTICAL CROSS SECTION
ACODFRAV6W, OR 2X SUCK lAS7ALLA7,lON
NOTES:
1, WTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
D. PER,'METEPA,VDiCiNTSEALANT BYC,-HERS TO SE DESIGNED
IN ACCORDANCE IMTH ASTM-EP 12 CATE
A111111D ADDED
P—kNGE AND IN INSTALLATION 2/10/13 R-L INSTALLATION
DETA61S 08/031, ` 5 R.L RFvISED
NS7ALLA73,014 OETX15 06/21/-7 R.L. I -
3/8MAX. - MIN. /4' M Sl%,
IM SPACE INTERIOR
MIN.
EDGE
DISTANCE KT
iIT410
WOOD — SCREW .
0(TE. WOOD
FRAMING JAMS INSTALLATION DETAIL OR
2X BUCK WOOD FRAMING OR2XBLICKiNSTALLATION BY
DjHZERS SIGNED,
06 2312017 Ml
WINDOWS AND DOORS LLD 650
WEST MARKET STREET N
GRATZ, FA 17030 tiNr, ",!.,p 0 &
1281 SERIES420SGOREINFORCEDWtTHOUTADAPTERFRAME !
NSTALLATiON DETAILS p , STP.T OF f:
ZORVD VA-
OS Luis
R. Lomas P.E. sc
NTS 1-7- 10/30/13 1-E'-34 OF L
RCEERTE) L0444S P-E 1-
02 4r,-,0F0R0 RD LLL FMSV 5, NC 17022 FL No.; 62514
METAL
RUCTURE
By OTHERS
112" MIN.
EDGE
0 13 TA N CE
1/4" MAX.
I SHIM SPACE
ADDED WOE V40 FIN
REV.SED wSTALLATION DETALS 08/0.3/75 l R.L-
REIASED IW7ALLATION DCDi-S 06/21/17 Rl, 1/
4- MAX, SHIM
SPACE 10
SMS OR SELF
DRILU113 Smzw
T- INTERIOR 1 /
2" MIN. EDGE
DISTANCE El
EXTERIOR
INTERIOR SILL
TO BE SET IN #10
SMS OR A
SED OF APPROVED
SELAIN?SELF DRILNG SCRELIWS METAL
SELF
DRILLING
j STRUHjRE SCREW BY
07',i'R- EXTERIOR META_. STRUCTUREJAMB
INSTALLATION
DETAIL By OTHERS1METAL
STRUCTURE INSTA LILA TION 1/2'
MIN, 11 EDGE DISTANCE '
VERTICAL CROSS
SECTION METAL STRLC-
PJRE INSTALLATiON NOTES: NO
SHOWN
FOP CLARITY 2, PERIMETER
AA0JOINT SEALANT BY OTHERS TO BE flESiGNEOINAC,ORDANCEWITH A37'
ME2'',2 SIGNED: 04612P2017 MI WINDOWS
ANDKET DOORS
LLC I 650 WESTMSTREET AR 9I
L GRATZ PA 17030SERIES
420 SG0
REINFORCED WITHOUT ADAPTER
96" x 96, FRAME INSTALLATION DETAILS
7-,p LATE
OF OR I'D "4 T-- V.
L. 08 02249 7cOAIAI-
Luis R. Lomas ?,E, FL No.:
62514 NTS 1— 10/
30/13 1—'
5 OF 1C 1432 MOMFC RV RD LEWISVP As
L4, NC 27= 43,6NOWS
CONCRETE/
V,ASONF<'!'
BY OTHERS
OPTIONAL
1 X BUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET I
11 -6- TAPCON
MASONRY/
CONCRETE
BY OTHERS
1 1/2- MIN I" MIN.
SERARATON EDGE DISTANCE
I 1/4'" MIN, 1 1/4" MIN.
MEEDMENT 7M6EDMENT
I MAX.
SHIM SPACE
MIN.
EDGE
DISTANCE
3/18' 7APCON
EXTERIOR i INTERIOR
su- 70 BE SE' iN
i A BED OF
APPROVED FFALANT
4. 1 1/4' MIN,
EMBEDMENT
A
2 7/8- MIN I" MiN.
SEPARA-IQN EDGE DISTANCE
VERTICAL CROSS SECTION
3"
MIN
SEPARA5CN
ACDED
RVASED "NSTALLATION DE'-XLS 108/03/15 IR.L.
REVISED NSTX.LATJM OE7NUS 06/2 1 / 17 R.L.
1/4" MAX.
SHIM SPACE
INTERIOR
3115- T —/,
EXTERIOR
CONCRETE/MASONRY
BY OTHERS JAME INSTALLATION DETAIL
C,OWF,ETF-'PAASONRY,'NSTALLA'7aV
OPTIONAL 1 X BUCK
TO BE PROPERLY
SECURED
SEE N07E 3 SHEET I
NOTES:
I, INTERCR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY,
2. PERIMETER AND .DINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH A S TM EZ 1 12 SIGNED: 0&2112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET F. L 0
GRATZ. PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER a
96" x 96"
FRAME INSTALLATION DETAILS
i P jv
1--M It^;/30 13 1 VIELNTS OF 10
L ACSER70 LCA"S PE
4,12 AA501VIURO 17D LEMSWLU NC 27M Luis R. Lomas P.E.
FL No.: 62514434'a6$,'vg
1/2- MIN,
EDGE OBTANCE
WOOD FRAMING ------- 7 1 3/8- MIN,
01, 21 31JCI f E-BED-ENT
ev OTHERS
1 /4" MAX.
SHIM SPACE
MORgMaN L kTz APZRCVW
ADDED FLANGE AND FIN INS-A—ATtQV 1 7 2/10/13 R-L.
INSTALLATION D L05/03/-S F. AILS
E' Rl. REWSED INSTALLA7,14,DN DE7VLS
1 318- MIN. 114- MAX.
EMBEDMENT i SHIM SPACE
1c, WOOD
SCREWS
INTERIOR
MIN.
DGE DISTANCE
EXTERIOR INTERIOR
TOOBE SET IN # 1
0 WOOD DVFD
SEX, Q47 SCREWS 10
WOOD SCREW
WOOD
FRAMING DR
2X 5U, BY
OTHERS MIN.
ME
N T VERTICAL
CROSS SECTION VA,
100 FRAMWi3 OR 2X SUCK hVST&LA7kWV NOTES'
NTERIOP ,
Aw EXTEROR FWfSHES, BY 07-HERS, AiO7
S;40 FOP CtARITY 2,
PERIME7.-P ANCXAW7, SEALANT BY 07HFR,; TO BE aESr,
XFD IN ACCOHDANCE Wf-,H ASTV E-17772EXTERIOR
T
JAMB
INSTALLATION DETAIL WOOD '
RAMINS WOOD FRAhflNG OR 2Y SUCK INSTAUATVON OR
2X RUCK BY
OTHERS SIGNED:
06121,12017 MI
WINDOWS AND DOORS Lc 0IIIJO/j1r 650
WEST MARKET STREET lk
GRATZ,
PA 17030 SERIES
420 $GO REINFORCED WITHOUT ADAPTER 96"
x 96" FLANGE
INSTALLATION DETAILS ATE OF R&
08-
02249 C Luis
R.,Lomms P.E. NTS
1— 10/30/13 1-7 OF 10 fj,-,&€
R7C> Lo"4$ PE 4.
EMSIIXLE W 170V I FL N 62514 4-14-
86p,06W
ME7AL
STRUCTURE
BY OTHERS
10 SM6 OR
SELF DRILLING
SCREW
METAL
STRU,,-7,JP.E
Sv OTHERS
1/2- MIN,
EDGE
EXTERIOR
1/2- MIN,
EDGE DiS-ANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLA 7;ON
NOTES.,
NOT SHOWN zOR CLARITY,
2. PERIME-PAND JOWT SEALANT 5 Y OTHERS TO BE
DESiGNEDIN ACCORDANCE MTHA$-WE2112
I1 /4' MAX.
SHIM SPACE
3MS aR
DRILL NO
q
INTERIOR
70 BE SET IN
BED Of
PRI,V'E:) SEALANT
MIN.
EDGE
STAN(
po SMS OR
SEL= DRIL-!NG
SCREWS
METAL
STRUCTURE
E y OTHERS
REVISIONS
CIATE 'FfRCN
ADOED FLANGE' V40 FIN INSTALLATICN '2/10/13 I R.L.
8 REASO INSTALLATION DETAILS 08/'03/15 R.L.
c REASED INSTALLATION DETAILS 35/21/17 R-L
JAMB INSTALLATION DETAIL
METAL STRUCTURE WS TALLA TION
SIGNED: 061211'2017
MI WINDOWS AND DOORSSTREET LLC
lk L
650 WEST MARKET GRATZ,
PA 0
E
Nq 17030SERIES
420 SGO REINFORCED WITHOUT ADAPTER 96"
X 96, 5-'
FLANGE
INSTAL-ATION DETAILS OF REY
7- 05-02249 NTS
I-"'E 10/30/13 I—B Of 10 0 L
Ra3F"To Lows 1 z RD
L&WSIVALLE. AAC T-,23 Luis
R. Lomas R.E. FL
No.; 6251A 4-6WZW5
1 ,/2- MIN, 1" MIN -
EDGE DISTANCE
1 1/4' MIN,
EMBEDMENT
CONCRETE/
MASONRY 1/4' MAX.
By OTHERS
SHIM SPACE
OPTIONAL
1 X SUCK
TO SE
PROPERLY
SECURED
SEE NOTE 3
s'iEt-T i
3/16- TAPC-ON
3/16" TAPCONI
MASONRY/
CONCRETE
By OTHERS
H 11 11 1
EXTERJf3RLj- L INTERIOR
SILL TO 87 SET, IN
A BED OF
APPROVED SEALANT
4, 1 1 1/4" MIN.
4
EMBEDMENT
4 4
2 7/8- MIN. MIN.
SEPARATION EDGE DSTTANCE
VERTICAL CROSS SECTION
I-0N',RETE,MAS3NRY INSTA4.LA T;-0%
REviSYWaS
ADDED F'-ANGE AND F'M' INSTALLATION 1 12/}0/13 R.L.
RE'llSZI) 94STAL-ATION DUAII-S o8/03,11 55
REVISED WSTAL-ATION DUAL--- j ')6/2 1 / 17 P.L.
1 1/4- MIN,,
EMBEDMEN71
1/4* MAX,
SHIM SPACE
INTERIOR
E
O!STDANCE
3
1
MIN.
SEFIARA7,ON
3/16- 7AP03N EXTERIOR
CONCRETE/MASONRY • JAMS INSTALLATION DETAIL
E3Y OTHERS CONCR£TEIWSON,13"A'STALi-A7;ON
OPTIONA- 1)( BUCK
To BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1 NOTES
7, IAVHIOHANL) 4:XIERIOR FINISHES, BYOTHER& NOT
SHOWN FOR CLARITY 2.
PERIMETER AND JOINT SEALAAr BY OTHERS TO BE OESiGNED
IN ACCORDANC- WITH AS 1h, t:21 IZ SIGNED,
0612112017 MI
WINDOWS AND DOORS LLC JlIjI 650
WEST MARKET STREET R. LIO 4;, GRATZ,
PA 17030 f A' pip SERIES
420 SGO REINFORCED WITHOUT ADAPTER 51 96,
x 96" D FLANGE
INSTALLATION DETAILS jr Z: TAT0, 44 OWN
08-
02249ti sc&'
INTS IOA'E 10/30/13 OF 10 111111111 N Luis
R. Lomas P.E. 1432
Vf04DFOAD F,D'=WSVILLF, AC 27023 FL
No.: 6251 4
WOOD FRAMING
BY OTHERS
1 1, /4'
MIN.
EMBEDMENT
I
APPROVED
SEALANT
BEHIND FIN
8 WOOD
SCREW
1 /4" MAX
7 SHIM SPACE
7/18- MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING CRZIX SLACK WS7ALLA 77;ON
APPROVED
SEALANT
BEHIND FIN 1/4' MIN,
EMBEDMENT
8 wcof) WOOO
SCREW FRAMING
By 17HER 'S
114" MAX.
S4,IM SPACE
7/116" MIN
EDGE DISTANCE
INTERIOR
EXTERIOR
VERTICAL CROSS SECTION
WOW FRAMING OR 2X BUCK iNSTALLA 7a'v
FOR, SILL INSTALLAT70N SEE SHEETS44
1/2- MIN.
EDGE
DISTANCE:
WTER10p 7RIM
EMBEDMENT
HOOK STRIP
JIO WOOD
SCREW
EXTERIOR PANEL INTERLOCK
HOOK STRIP INSTALLATION
2X SUCKWOOC FRAMING
IATE APPRp A
AIDED F-ANCE AND FIN NSTIALLA710N 1 12 11, 0,1 tt
R.
L. B
REMISED INSTALLATION ae"ALS R.L. REVISED
WSTALLATi,'N DETALS 06/211,11,7 R,L, 1
5/8- MIN. EDGE
DIST. RIM
INTERIOR
EMBEDMENT MIASONRY/
CONCRETE TE 45v OTHERS
IX BUCK
BY OTHERS, HOCK S-
RIP i X BUCK TO BE PROPERLY SEC-
UPED A AP03N
EXTERIORPANEL
iNTER'_XK HOOK STRIP
INSTALLATION MASONRY,rONCRETE
METAL STRUCTURE
BY OTHERS
1/2" MIN, EDGE DISTANCE
TRIM INTERIOR
HOOK
STRIP
ti #I
C SEL, F 0R:L;_lNG SCREW PANEL
EXTERIOR
INTERLOCK
HOOK STRIP
INSTALLATION Mrt:IAL
slHucluRk SIGNED: 0612112017
Ml WINDOWS
AND DOORS LLC 1Jflliljlll // 650 WEST
MPA lB . 17ARKET
030STREET
GRATZ,/ SERIES420 $
GO REINFORCED WITHOUT ADAPTER 96" x
96" I NAILF;
N &
HOOK IMSTALLA740N DETAILS AT OF R DRAW'
owu
REV NOTES 0ERIOR AND
EXTERIOR FIN,'SHES, 6Y OTHERS, 1, INTSHOWN08-02249 C NOT OR
CLARITY 2 PERiMETER
AND JOINT SEALANT BY OT7qERS TO BE N7S 10/30/13 lO OF 10 Luis R.
Lomas P.E. L 1132M_
10FaRO RD L_-WSVX!.£ AC 27023 434-40 I
L Na.: 82514
Florida F3uilding Code Online
I
https://www.floridabuildiiig.org/pr/pr app dtLaspx?paraniw wGEVX...
8CIS Home I Dj It, User Registiabon not Topic's Suomk Swchatge Stats & Facts Ptd)1ka(K)ns F5C Staff W,15 Site Map Larks Seatch
dProductb'r ApprovalAUSER: Pubk User
Pnslua A;wvtol Meaw > Pfodwl PNpi*Atwi L. A r APPtication Dotal
M.
Fl. 4 FL15279-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments reapply 11/28/17
Archived
Product Manufacturer Clopay Building PrOdUCL5 Company
Address/Phone/Email 8585 Duke Blvd.
Mason, 01-1 45040
513) 770-6062
mwesterfieid@clopay.com
Authorized Signature Scott Hamilton
shamilton@clopay.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Sectional Exterior Door Assemblies
Compliance Method Certification Mark or Listing
Certification Agency Intertek Testing Services NA, Inc.
Validated By Gary Pfuehler
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) 51andgrd Year
ANSI/DASMA 108 2005
ANSI/DASMA 115 2005
ASTM E1886 2002
ASTM E1996 2002
ASTM V-330 2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL,k52?qjr5" Fqqiy, ()l /0809 FBC C}A` MA Intl, equiv. () It
4LA5279 D ,MA 115 cq 1, , A!,; ! p jt
I of 7 4/15/2018, 5:17 I'M
Florida Building Code Online https://www.floridabLlilding.org/pr/pr_,app_,dti.aspx"prtram-w(,iEVX...
I
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Go to Page 0
Fill.
115279.1
Method I Option A
08/10/2017
11/29/2017
12/05/2017
40 40 Page 1 / 8 0 0
Model, Number or Name Description
001 W3-09 DSTE-IA171: 2050, 1-316" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min,) Single -Car (up to 9'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODEO W3 Garage Door
5FL38, SRP38, 134, 135, 136,
6130, 6131, 6133
Limits of Use
Approved for use in HVHZ; No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure, +20 PSF/-20 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT rneet 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-IA471: GDISP,
GRISR GDIL,P, GRILP, ARISP,
ARILP, EDISR 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: +ZO PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609,1.4 FBC).
15279.3 003 W3-09 DSILI-IA171: 9130,
9131, 9133, IIDPI 3, LIDPFI 3,
HDPL13, 7130, 7131, 7133, 8130,
8131, 81,33
Certification Agency Certificate
1_15279 R5__CCAC-_Letter with proof of QQWW aild 11rk)01`
of Inspection.p(If
FLIS279, R5._Q,,CACW3_LisUng, Intertek,p(If
Quality Assurance Contract Expiration Date
05/21/2028
installation instructions
FLIW79 R5 jI,j01055-,RpyJ2.P0t
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 skirt 27 ga. min.; interior skit) 27 ga. min.)
Single -Car (up to 9'0" wide) WINDCODE(ti) W3 Garage Door
Certification Agency Certificate
FLA a279 R5 Q (,,A(-- 0e Wt Y401 pr Q0 Of C ntJO(€ a0d I), 00f
Fi 15279,_R5 Q_C-A(: W,Lriutr9 Irt eqr ,,K_pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 It 103952 r-,ev0t,Pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party;
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WTNDCODE0 W3 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No H-15219, R5 C QC Letter with proof Of (1-10ti(YaO arld Prool
Approved for use outside HVHZ: Yes of impectjon.p(Jif
Impact Resistant: N/A Ft_152171),k41,tr CAC W31,jsA'InU Itrleftekpdf Design
Pressure: 4-20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other:
The OPTIONAL glazing available for this product. 05/21/2028 meets
the wind load requirements of the building code but Installation Instructions DOES
NOT rneet the impact resistant requirement for FL15279 R,5 II104I75-Rev01,pdf windborne
debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply
with the impact resistant requirement for windborne Created by Independent Third Party: debt -
is regions (ref 1609,1,4 FBC). Evaluation Reports Created
by Independent Third Party: 15279.
4 004 W3-16 DSIE-IA171: 2050, 1-3/8" Double -skin Insulated FPS (exterior skin 27 ga, min.; 2051,
2053, 4050, 4051, 4053, 62, j interior skin 29 ga. min.) Double -Car (97" to 16'0' wide) 64,
65, 62G, 62LG, 64G, SDP38, WINDCODE(P) W3 Garage Door SFL38,
SRP38, 134, 135, 136, 6130,
6131, 6133 2
of 4/15/2018, 5:17 PM
Florida Building Code Online https://www.floridabuilding.org/pi•/pr_ app, (Laspx?pararn-wGEVX...
Limits of Use
Approved for use In HVHZ. No
Approved for use outside "VHZ: Yes
Impact Resistant. N/A
Design Pressure. +20 PSF/-21 PSF
Othert 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 1609.1A FBC)L
15279.5 005 W3-16 DSIE-IA471: GDISP,
GRISP, GDILP, GRILP, ARISP,
ARILP, EDISP, EDILP, 4132, 213
6132, SFC38, MFC38
Certification Agency Certificate
rL,j 5' C:_f.fC Let pr wi(I i pi c>kj of , ont eiicl arl( prqpf
hIf15279 K5 Q,_t;AQ V3,i_!,1Afn9 lntprt'ek,pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
F(j , It
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.)
2, Double -Car (9'2" up to 16W wide) WINDCODECA) W3 Garage
Door
Limits of Use Certification Agency Certificate
Approved for use In HVKZ; No F1,15279 R5 C CAC Letter with proof of contract, and proof
Approved for use outside HVHZ. Yes 1 of inspection,prif
Impact Resistant: N/A I''
Design Pressure. +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other. The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for 1`111`i279 R511 101402'fl-(2eV()j.prlf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debt -is regions (ref 1609.1.4 FBC)L Evaluation Reports
Created by Independent Third Party:
15279.6 oub w3-16 DSIL1-IA171: 9130,
9131, 9133, HDP13, HDPF13,
HDPI-13, 7130, 7131, 7133, 8130,
8131, 8133
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga, min.) Double -Car (97' to 16W wide)
WINDCODFit W3 Garage Door
Limits of Use Certification Agency Certificate
Approved for use In HVHZ: No R5 (QAC Lgttief with ptopf of 4qntract 'aild proof i
Approved for use outside HVIIM Yes of (11'SpeC(!oo"4f
Impact Resistant; N/A
Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for HJ 5,279 R5 !! 104 t(' i-flrn,0 l j)0f
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609,1.4 FBC). Evaluation Reports
Created by independent Third Party:
15279,7 007 W3-16 PAN-2FI53: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (97' to 16'0' wide)
75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE®R W3 Garage Door
488, 55S, 411ST, 6RST, 4RSF, 6RSF
Limits of Use Certification Agency Certificate
Approved for use in HVHZz No f(I 29 R5 (,,, (A(, ((Atcr vMh pn)(J rat (pntra'Q 4qcj pfplf
Approved for use outside MVHZ. Yes of
Impact Resistant: N/A FlJ W79 R5, C (AC W31 t istino lnk(rlekrl)df
Design Pressure: 120 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the Impact, resistant requirement for
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the Impact resistant requirement for windborne Created by Independent Third Party;
debris regions (ref 1609,1.4 FBC). Evaluation Reports
Created by Independent Third Party;
15279.8 008 W4-09 DSIE-1F171: 4300,
4301, 4310, 4400, 4401, HDG,
HDGL, HDGF, 66, 66G, 67, 67G, 68,
SP200, SF200, SE200, 6200, 6201,
6203
Limits of Use
Approved for use in HVHZ-. No
Approved for use outside HVHZ. Yes
Impact Resistant: No
Design Pressure: +28 PSFI.,29 PSF
Other; The OPTIONAL glazing available for this product
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE(t W4 Garage Door
Certification Agency Certificate
C, ('Af.' Leta with ptoof of cwitract and proof
cif
F(1;a219,K5 G (,W, YM
Quality Assurance Contract Expiration Date
05/21/2028
3 of 7 4/1 S/2018, 5:17 PM
Florida Building Code Online https://www.floridabtiilditig.org/pr/pr app_dtJ,aspx?paranT"wGEVX...
I
rneeLs the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for M5279 R5 It J01,652-B-RevII,pdf
windborne debris regions. The product without glazing DOES Verified By: Intertek lesLing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.9 ong W4-09 DSIE-IF471: GD2SP,
GR2SP, GD2LP, GR2LP, AR2SP,
ARZLP, ED2$P, ED21-P, 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- +28 P'iF-/-7,9 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.
15279.10 010 W4-09 DSIU-IF171: 9200,
9201, 9203, HDP20, HDPF20,
liDPL20, 1200, -1201, 7203, 8200,
i8201,6203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure. +28 PSF/-29 PSF
Other, The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOF-S 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. IA FBC).
15279.11 011 W4-09 DSILJO-1K479: Canyon
Ridge/BrooksLone
Limits of Use
Approved for use in HVHZ, No
Approved for use outside HVHZ., Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PST
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 DOFS
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 F13C),
15279.12
Limits of Use
Approved for use In HVHZ,. No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: 12,5 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 Irnpact resistant requirement for
windborne debris regions.
Gallery/Artistry/Expressions: 2" Double -skin Insulated FPS
exterior skin 27 go. min.; interior skin 27 go. min.) Single
Car (up to 9'0" wide) WINDCODE,* W4 Garage Door
Certification Agency Certificate
FL15Z79 R5 C CAC Letter with proof of contract and proof
ofin';Pection.pof
FL15279P5__,C_,_CAQW4 L15ting Intertek.pcif
Quality Assurance Contract Expiration Date
05/2112028
Installation Instructions
FLt5279R5_II I03969-B-Rev0Z.pd(
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skit) 27 ga. min.,,
interior skin 27 ga. ruin.) Single -Car (up to 9'0" wide)
WINDCODE(P) W4 Garage Door
Certification Agency Certificate
1`1.15279 ,R5 ,,C CACLetter with proof of contract and proof
of w5pechon,pof
VV4_
Quality Assurance Contract Expiration Date
05/21/2028
Installation instructions
FL15279R5 11,10,116-RevOl,pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double Skin Insulated POR (exterior skin 27 go. min.;
Interior Skin 27ga. ruin.) with Overlay Single -Car (up to 9'0"
wide) WINDCODE(A) W4 Garage Door
Certification Agency Certificate
FltjS?79, R5C CAC (,Qtter with Proof of contract and ProOf of
inspecUon,pdf FLI5279
95 C CACW4 1-isting, lntertek.odf Quality Assurance
Contract Expiration Date 05/n/
202B Installation Instructions
FLI 5279,-.,
R5-- II,_104456-Rev0t.,pdf Verified By:
Intertek Testing Services NA, Inc.. 1 Created
by Independent Third Party: Evaluation Reports
Created by
Independent Third Party: Steel Pan (
ruin. 25 go.) Single -Car (Lip to 9'0" wide) WINDCODFI,P)
W4Garage Door 012 W4-
09 PAN-2FI5I: 73, 1500, 75, 190,
84A, 94, 76, 42, 48, 55, 426, 48B,
55S, 4RST, 6RST, 4RSF, 6RSF, 2RST,
GD5S, GD5SV, GR55, GR5SV, AR5S,
AR5SV, EMS, FD5SV Certification Agency
Certificate FL15279R5 C,
CAC Letter with proof of con(riJ anO proof of inspection.
pdf FLIS279 R5C,
CAC W4_,Listing InLertek„pdf Quality Assurance
Contract Expiration Date 05121/2028
Installation Instructions
FL, 15279,
P5,11, 300 I.!59-,I3-RevI6,Pdf Verified By:
Intertek Testing Services NA, Inc. Created by
Independent Third Patty: Evaluation Reports
Created by
Independent Third Party: 4 ot'
7 4! 15/2018, 5:17 I'M
Florida Building Code Online littps://www.flori(ial,vitilding.org/pr/pr-,_app dl1,asp0paranV=wGEVX-..
15279.13 013 W4-09 PAN-21`441: G4S, QS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga,) Single-
341, GLA, GD4S, GD4L, GR45, Car (tip to 9'0" wide) WINDCODE(_A) W4 Garage Door
GR4L, G45V, GS4V, G4LV, GLAV,
GD45V, GD4LV, GR4SV, GR4LV, E45,
E4L, ED4S, FD41, F4SV, E4VV,
ED4SV, ED4LV, $54, 51-4, AR4S,
AR4L, SS4V, StAV, AR4SV, AR4V_V
Limits of Use
Approved for use In HVHZ; No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure. +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
1
15279,14 i 014 W4-09 SPO-2F449: Grand
I Harbor, Stone Manor
Limits of Use
Approved for use in HVtiZ-. No
Approved for use outside HVHZ. Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-32 PST
Other. The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the Impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1,4 FBC).
Certification Agency Certificate
FV,15219 R5 CAC, V)Oof of ('on(ra(Ir and pf?Q
of inspectiowpLif
Fl, OW9 R5 C CAC W4 Visting jntem*p(jf
Quality Assurance Contract Expiration Date
05121/2028 Installation Instructions FL,
15279 K5 (
1, Verified By: Intertek '
Vesting Services NA, Inc. Created by Independent
Third Party: Evaluation Reports Created
by Independent
Third Party: Steel Pan (min,
24 ga.) with Overlay Single -Car (up to 9'0"wide)
WINDCODE(R) W4 Garage Door Certification Agency Certificate
Q CAQ V
eRer with or on-oof of ctr, a(t and proof of 'nSwnon 7Pdr
Fk152/9W5 C CAC'
W41.1sting Inteilek,p(W 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: 152/9J5 015 W4-
16 DSIE-IF171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga, min,; 4301, 4310, 4400, 4401,
VIDG, interior skin 27 ga. min.) Double -Car (97' to 16'0" wide) HDGL, HDGF, 66, 66G,
67, 67G, 68, j WINDCODF(P) W4 Garage Door SP200, SF200, SE200, 6200,
6201, 6203 Limits of Use
Certification
Agency Certificate Approved for use in
HVHZ: No Ftj5279K5,_Q_CA(: Letter With proof of contract ztn(V proof Approved for use outside
HVHZ: Yes of (n5peaion.pqf Impact Resistant: No K-
115279 Design Pressure. +25.5
PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other; The standard glazing
available for this product 05/21/2028 meets the wind load
requirements of the building code but Installation Instructions DOES NOT meet the
impact resistant requirement for t014L 1 jjRev tj pd windborne debris regions. Verified By: Intertek
Testing Services NA, Inc. Created by Independent Third Party: Evaluation
Reports Created by Independent -third
Party: 15279,
16 016 W4-16 DSIE-
IF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP,
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 IISF/-25,
5 PSF Other: The standard glazing available for
this product meets the wind load requirements of
the building Code but DOES NOT meet the impact resistant
requirement for windborne debris regions. 15279.17 017
W4-16 DSIEO-
11`419: Coachman/Settlers/Affinity Gallery/Artistry/Expressions;
2" Double -skin
Insulated EPS exterior skin 27 ga. min.; interior
skin 27 ga. min.) Double - Cat, (97' up to 16'0"
wide) WINDCODF(A) W4 Gat -age Door Certification Agency Certificate F1,15279 R5
C, CAC Letter
with proof of contract and pf,Qot of inspection,pof FLJS279 (-, 4V4 Lt,,
nnq Quality Assurance
Contract Expiration Date 05/
21/2028 Installation Instructions FLJ5279,
R5, 11, 1040,>
9-R-
Rey03,p(If Verified By: Intertek Testing Services NA,
Inc, Created by Independent Third Party Evaluation
Reports Created by Independent Third
Party: Double
Skin Insulated EPS (exterior skin
27 ga, rnin,; Interior skin 279a. min.) with Overlay Double -
Car (Lip to 16'0" wide) WINDCODECP) W4 Garage Door 5 of
7 41115/2018, 5:
17 PM
Florida Building ("ode Onfine ltttps://www.tloridabtiil(iing.org)pr/pr__app_ dti.ti,;px?pa,ratit--w(iEVX..-
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of conLratI and pi our
Approved for use outside HVtiZ*. Yes of inspectlon.pdf
Impact Resistant: N/A FLI5279 R5 C CAC WI Listing InLeri(ek,pdf
Design Pressure: +25 PSF/-25 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FIAW79 R5,11, 103046-Rev0-/.pd'
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609,1A FBC), Evaluation Reports
5*279,18 018 W4-16 DS[U-IF171: 9200,
9201, 9203, HDP20, HDPFM,
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
cornply with the impact resistant requirement for windborne
debris, regions (ref 1609,1,4 FBC).
15279.19 019 W4-16 DSIVO- I K479: Canyon
Ridge/Brookstone
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25,5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debt -is regions (ref 1609,1.4 FBC),
15219,20
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. ruin,;
Interior skin 27 ga. min.) Double -Car (97' to 16'0" wide)
WINDCODEO W4 Garage Door
Certification Agency Certificate
FL15279, R5 C. CAC Letter mth proof of contract and proof
of inspection.pcif
FLI5279 R5 C CAC W4 Listing Interltek-pdf
Quality Assurance Contract Expiration Date
05121/2028
Installation Instructions
1`115279,R5,11 104169-Rev01,pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
i Evaluation Reports
Created by independent Third Party:
Double Skin Insulated PUR (exterior skin 27 qa. min.;
interior skin 27ga. min,) with Overlay Double -Car (9'2" to
16'0" wide) WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 contract and proof
Of irspection,pdf
FT1W,,79 J,5 Q__f"AQ_W,JIJJ5nq -,rtt*,,pdf1111 " _,Jqti
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279, R5_111 I04457-ReY02,pdf
Verified By: Intertek Testing Services NA, Inc,
Created by Independent: Third Party:
Evaluation Reports
Created by Independent -Third Party:
020 W4-16 PAN-21`153: 73, 1500, Steel Pan (rom. 25 g,),) Double -Car (97" to WO" wide)
75, 190, 84A, 94, 42, 48, 55, 4RST, WINDCODE(ii§) WIT Garage Door
6RST, 4RSF, 6RSF, GDSS, GD5SV,
GR5S, GR5SV, ARSS, 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 40
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of cuntr ict and pruof
or inspevon.pof FL15279
R5 Q CAQ W4 Listing JntertQk,pdf Quality
Assurance Contract Expiration Date 05/
21/2u28 Installation
Instructions I
L15419 R5, If 101 / 11 13 Rev 1,5,p(jf Verified
By: Intertek Testing Service,,, NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: Ck "
Xt i QQatAu'
W: *tqTjJ2a99 talra, 40 0page
I / 8 * 10 11W, Stele of
Florida is all AA/FF0 effl(110yar. (;QrryT4htzQrt?-.201 $ %o, under Florida law,
ernad addresses are put*. records. If you do not want your e-mail address reteased in response to a public -records request, do not send electronic 6 of 4/
15/2018, 5:17 I'm
Florida Building Code Online hops://www,Elot'idat)uilding.org/l)r/l)r__apj _,dtl,aspx'?paratn—wGEVX...
mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questillos, please contact 850.4d 1.1395. -Pursuant to Section
455.275(1), Muda Statutes, effectare0cLober 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emat address if ttwy have
one. The ematis provided may be used for cifficialcommunication With the licensee. However email addresses are public record. It you do not WWI to supply a
personal address, please provide the Department with an email address whOican be made available to the filiI To deLermme ffyou are a licensee under Chapter
455, please (:h(.k here..
Product Approval Ao:eptiln
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Credit Card
Safe
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Florida Building Code Online
I
https://www.floridabuildi,ng.org/pr/prIZ,ipp__dti.aspx?paraiii---wCjEVX...
BUS Home lag In User Regmraoon Hot Topic's Submit Swchage stars & Facts Publications FBC Stall` RCIS Site Nhip Links Search
Product Approval
USM POW, Ow—, dbj r
V9ud.d ?_Of Aj1P;r,MV00 ,QUO > APpK,,Mpn Q,,a ApplimtIon Detail
Ft. 11 FLI 7499-R3
Application Type Revision
Code Version 2017
Application Status Approved
Approved by OBPR, 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.corn
Authorized Signature Brent Sitlinger
bsitlinger(Mmiwd.com
Technical Representative
Addiess/Phune/Ernail
Quality Assurance Representative
Ad dress/ Phone/ Em ail
Category Windows
Subcategory Single Hung
Compliance Method Certification Mark or Usting
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Rmiftlrd Y-4mr
AAMA 506 2011
AAMA/WDMA/CSA 101/1,S,2/A440 2008
AAMA/WDMA/CSA 101/LS.2/A440 2011
Equivalence of Product Standards
Certified By
Product Approval Method Method I Option A
1 of 4/13/20 18, 7:05 AIM
Florida i3ttilding Code Online https://www.tloridabuilding.org/pr/pr__app dtl.aspx?paratn=wGE.VX...
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
01/15/2018
01/15/2018
01/21/2018
FL # Model, Number or Name 'Description
17499.1 1185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FIJ,74199- Mt Win(k)ws - tti5 $h (Fifl) (!tipsy-[
Approved for use outside HVHZ; Yes (1),Pdf
Impact Resistant: Yes K17499 R3 C _CAC, FnWjlfl(jfNs 10 fj (Fill) If,,p acj (5)
Design Pressure: 155/-55
Other: R-PG55-, Missile Level D, Wind Zone 3. Glass to be FI, 1 /499 R-3, CAC, M It 1Af:ndpkT,, - 185 1,,ili (I'lange) Impact
bedded in Pecora 896 sealant, 0) Wif
17499,2 185 SH
Limits of Use
Approved for use in HVHZ. No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +601-60
Other: R-PG60
17499.3 185 SH
Limits of Use
Approved for use in HVHZ. No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +60/-60
Other; R-PG60*
17499.4 185 SH
Limits of Use
Approved for use in HVHZ. No
Approved for use outside HVHZ. Yes
Impact Resistant: No
Design Pressure- -f 60/-67
Other: R-PG60*
Fl- 1099, R 3 (_CA( M11 Wm0l)w5 - t85 SH (Fl pli)e) pripict
4) Or
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
Verified By: Luis R Lomas PE-62514
Created by Independent Third Panty: Yes
Evaluation Reports
1t1749)q fl'i AF 513321 ' 13-,ij(jf
Created by Independent Third Party: Yes
Fin/Flange Frame IG/SG Single Hung Laminated Glass
Certification Agency Certificate
FI 17499,,k3 G r'AQ,APC(I3361)F1/_)6.Qj 1(<) 4/ ki) jtSS
F117499 R3,CCA(- Mj \,y!f)cjow, 1,rj (Fiji) lit) ll(If
HA-1499 R13 (" _CAK, MI VViildoW,,; IkIl_, (Fill) (t2).pof
Ftl/499,R31 C, CAC M1 Windows I,Ji5 (f lail(je)
10),PfJf
Quality Assurance Contract Expiration Date
10/08/2018
Installation Instructions
Fitt /499 145_ II, U8
Verified By: Luis R Lornas PE-62514
Created by Independent -third Party: Yes
Evaluation Reports
1`1_1/499,RAE Created
by Independent Third Party: Yes I
36x84 Fin/Flange Frame IG/SG Single Hung Larninated Glass I
Certification Agency Certificate 1117499
R3 (:,(.-,AC APC(Fj$ 18 101,j -1/ tio df
Ft.
17499 k3.4, CA Q P11 05 $ti (Fi (13),ildf j185 (
F fj) (14),po( Q_CA( W!ntj?ws Sri tj I
W irf(l()w4 - IRS SH (F 01).Nf
Quality Assurance
Contract Expiration Date 10/17/
2018 Installation Instructions
FL , I ,
7499,,R3 It Qd 025,5,013,pdf Verified BY:
Luis R Lomas PE-62514 Created by
Independent Third Party: Yes Evaluation Reports
F1 11
7499__R3, Al p[jl 133261,3 Created by
Independent Third Party: Yes 36x71 Fin,
Finless, Flange Frame IG Single [lung Certification Agency
Certificate H-17,
199 R3 G (_AC_Ap(H04Q_Q -47 RO 1409 18,5 SH, Quality Assurance
Contract Expiration Date 04/25/
2022 Installation Instructions
2 of
4 4/ 13/
2018, 7:05 AM
Florida Building Code Online littps://www,floridabuildiiig.org/pr/pr-,,app__dtl.aspx?pai-atti=wGEVX..,
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/-5,5
Other., R-PG55, Missile Level D, Wind Zone 3, Glass to bebeddedinPecora896sealant.
t7499,6 185 SH
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant.- No
Design Pressure: -1-60/-60
Other, R-PG60
174993 185 Triple SH
Limits of Use
Approved for use In HVHZ.- No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +50/-5()
Other. R-PG50*
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: f-45/-45
Other: R-PG45
Ft,-,,l 7499 R3 11 08-03163,pdf
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499R3AE-5140Z.pcIf Created
by Independent Third Party; Yes 1
52x72- Fin/Flange Frame tG/SG Impact Single Hung kI
Certification Agency Certificate 1
FL17499, R3__C- QAC MI Window._ (Fin) [Pjpa,.j, 2).
pdf FLI
7499 R3,,C'(AC_MI Windlowl , 185 SH (Fin) Impact 401'
FL1-
7499 R3 C _(AQ_Mj W,,iinklow- 185 $1-1 (Flange) 2).
pFlf ct
FL174r9,,R3 C-CAC-MI Window,, - jB5 5H (Fja1r-jq(,) Iniph df (
5)'P Quality
Assurance Contract Expiration Date 10/
10/2018 Installation
Instructions FL17499
K3 11_0-8.-02 54413- I.pdf Verified
By: Luis R Lomas PE 62514 Created
by Independent Third Party: Yes Evaluation
Reports Created
by Independent Third Party: Yes 52x84
Fin/Flange Frame IG/SG Single Hung Certification
Agency Certificate FLI
7,499, R3C, CAC, APC(I 336,QE-174,5,01-109 47-RO 185 SH(Ft,(
j YYatvqr)5 81G 1-8A !j2 1 BX94 R60000918),Pdf A;livjj
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1,17499
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Expiration Date
10/20/2018 Installation Instructions
F1,17499, R3
11 08-
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PE 67514 Created by Independent Third Party:
Yes Evaluation Reports 1-1.17499
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Installation Instructions
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Evaluation Reports
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Bad*; Next
The state ofFtoodb is an AA/ER) employer. -NA ftql Ct .1pjjAy,,5 _qqp teLtgogoot :; pgi
UrXlef* PlOfkld 6W, eMall addresses are public CeCGWS. 9 You do not want your e -mat address released in response to a PUNK.-roCooN feqvest, do not send electardc
mart 10 this entity_ FrosLead, contact the ofte by phone or by traditional mail, If you have any q.csruos, please contact 850AV, 1 39S. *Pursuant to Sectoon
455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, E.S. must provide the Department with an emaA address krthey have
one. The enons PeOvided may be used for OMM) COMMMOZat10- wfth the licensee_ However erna4 addresses are pohlrrecord_ If you do not nSh to supply a
Personal adV%s, please provde the Department rttth an enlag address which can be made 4vdg,)bt- to the Pub1c. To 06(ertnone f you art a kensee under Chapter 455,
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FLANGE & FTAfL CSS INSTALI IA TI ON FLANGE & FINLESS INS TALIA TOIJ SEE
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7630-0317C SEFIES '65
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S ELEVATIONS 025 49
N G, PITSOFF 11
L ROBERTO
t0VAS PZ C2702-3
SIGNED; 12,
1412017 E N
AT!O
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s Lamas 'mas
F.- L N.':
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00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 0
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00 3 5 3 5 4 5 5 5 6 5 8 5 6 5 42.
00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 01
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6 33 5 4 6 5 6 5 6 6 6 6 6 1
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00 3 8 3 8 4 8 5 6 5 8 6 8 72,
00 1 3 1 8 3 1 8 1 4 1 8 1 5 1 8 1 6 8 6 8 6+ 1 185
ALUMINUM SINGLE HUNGWINDOW i 85 ALUMINUM SINGLE HUNG WINDOW EXTEPSOA
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1211412017 WINDOWS
AND DOORS, V.1 -LC 650
WEST MARKET STREE7 PA
170.30-0370 RATi, S SERIES
18-R A-UMINUM SINGLE HUNG *N0cN 52"
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2'
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7
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VERTICAL CROSS SECTION
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NOTES:
INTERIOR AN l EX TERfOR FINISHES, By OTHERS.
NO—SHOWNOR CLARITY, 2
PERIME7ER AND JOINT SEALANT BY OTHERS 70 SE DESIGNED
IN ACCORDANCE W7H AS I—Af E2112 SIGNED:
1211412017 M;
WINDOWS AND DOORS, LLr- 650
WEST MARKET STREET CRAT7—
PA 17330-0s7,: A 0
SLRILS '385 ALUMJN,JwA SINGiE HUNG WiNDOW 52"
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02-549 a Il!
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N ACCORDANCE WTH ASTM E2112 INTERIOR
V
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JAMB
INSTALLATION DETAIL METAL
STRUCTUPE INS TALLA TfON SIGNED:
121141017 M!
WINDOWS AND 01,C)ORS, LLC 650
WEST MARKET S7REET S Eu"
GRATZ, PA17030-0370 SERIES
18S ALUMINUM SINGLE HLNG WINDOW 52"
X 72" NCN-IMPACT FLANGE
AT T 40F INSTALLA-1CM DETAILS 400
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3. 08-02549 Ljis
R. Lornos P,E, NTS
1" 12/29/14 OF 11 L.
POSER TO I Ohl,*P, E, 7432
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No,: 62514 I434-
66W-06CY
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CON^AETc/MA,SOfiIRYtNS ALLATdrJN
NOTES:
7. tNIrMOT? AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARtTY.
2. PERIMETER AID JOINT SEALANT BYO'HERS TO BE
DES)GNED IN ACCORDANCE WITH ASTV -^t 12 SIGNED: 12I1412017
Mi WNDC"'WS AND DOORS. LLIC
650 WEST MARKET STREET
GRATZ, PA '7030-C-370
51,11JEt1/fT/
SERIES ''85 ALUMINUM SINGLE HJ',IG WINDOW'
52" X 72 NON -IMPACT
p
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VERTICAL CROSS SECTION
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NOTES:
1, W7ERICR AND EX7ERiCP FNISHES, 811'07-iERS,
NOT SHOWN FOR CLARITY
2. PERIME,-E4'?.AND.)CINTSEALANT SY OTHERS TO SE DESIGNED
IN ACCORDANCE WITH ASTM E2172 4"
11111AX INTERIOR
EXTERIOR
A-
11F"CVZD SEA,_
Ap,lT JAMS
INSTALLATION DETAIL W"
FR4,MWGOR 2X BUWfV ,j;-jCN V!
WINDOWS AND MORS, LUC 650 '
WEST MARKET 4-37REF-7 GRATZ,
PA 17030-G370 SERIES
185 ALUM NUM SINGLE HUNG 'WINDOW 52"
X 72" NON -IMPACT FINLESS
INSTALLATION DETAILS 08-
02549 N7S
12/29/14 s e 7 OF 11 L
ROSE,5TO 4CWS P.E. 14,
12 WOODFORD, RD i.EWiSVh-'i Pic 21723 SIGNED:
12174,2017 4f
4TA"
1 4Q 11;
1IS10N A, 011111110%,
Luis
P. Lomas P.E. No.:
82514
2- VI,
Al-_"-_'RV,
EA,_ANI_
INTERIOR
L
EXTERIOR 1
SL.L 'f:) 3c SV-
iN A BED OF
A.'.RrVED
S_ R _j C T A,
1/4'
iM SPAZ,,7
VERTICAL CROSS SECTION
UETAL STRUCTURE INSTALLATION
NOTES:
L INTERIOR AND EXTERIOR FINISHES, BY OT74eRS,
NOT SHOWAI FOR CLARITY
2 PERIMETER AN-C JOW-SEALWT BYID- HERS TO BE DSIGNED
IN AC'ORDANCE WITH AST V E27 12 E V! ",
I SPAv`D. 'I: 0 SM'
S CR INTERIOR if j!
MS
EXTERIOR
JAMB
INSTALLATION
DETAIL METAL STRUCT-
LIRE INSTALLADON M! 'A"
INDOWS AN DOORS, LLC 650 WEST
MAP,`/ET S-RE--7 G 0
WZ, PA1703 -C37Ol SERIES 185
ALUMINUM. SINGLE HUN' , WINDOW 52" X
72" NON -IMPACT FINLESS INSTAL{
ATION DE7k:-S TN.G.
t432VKY-
30FORD RD tEWSIALE, NC R7M 4.14-
M8 0309 CAI. SIGNED: 7211412017
R L
CE At -
f 1 w
T11A:
5Nc.: 62514
2..
r v
CC
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Al APO
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INTERIOR C _ ' INTERIOR
EXTERIOR
EXTERIOR CAS;{:.=c hCD
JAMB INSTALLATION DETAIL
lid
Rk,. r »'
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l [J
NOTES,
A ti`
J ^"• ,I .,fir }, iNF£RiGAAND £X1'BRIGR FINISHES, BYGTi#£RS
NOT SHOWN FOR CLARTT)'.
2. PERIMETER AND JOINT SEAtAWT B1' OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
r A ' — — —
SIGNED: 1211412017
j i yowO WEST AAR Ei SIRE E;
L
N%S!R }Lt0fi
GRATZ,
PA 1703E-0370 BY"^
if RS s
SERIES
85 ALUMINUM SINGLE HUNG WINDOW ^ 'k47ATE# 32X72" NON -IMPACT a
iti c 'ivSTALLA';G? QtTAiLS 5 OF e :-
O {It
p /gyIliN,
G. { E-02549 B laNAi?ti VERTICAL
CROSSS SECTION _ „ 11 } 1 CCNCRETF_
MASL NRY WSTAIiA Cfv N7S
12/29/t4 '`'"-`'9 CF ' 11 L.
ROBERTO LO'dAS P.E- Li9 R. _cmos P"E, 71V
AC00FOM R'D LEAISVXL_, AC 27G23 4,
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2
Y
INTERIOR
O
EXTERIOR IN
EXTERIOR
11n - -1 N11 , tI VERTICAL CROSS
SECTION WOOD FRAMING
OF ZX BUCrINS 7ALLATJCW JAMB INSTALLA TION
DETAIL NOTES: I INTERIOR
AND
070?1OR FINISHES, BY OTHERS, NOT SHOWN FOP
CLARITY. 2 PERWE J-
9 AND JOINT SEALANT BY OTHERS TO -BE DESIGNED W ACCORDANCE
WITH ASTV E2112 SIGNED., 12174120 7
V11 WiNDOWS AN"
DIOORS, _LC 640 WES7 MARKET
S-REEll 9 L 41 11; 3 0
GRATZ, PA 17030-C37- Ns p NGSPIES 1 1
185A-UMINIUM
SINGS HJ141, WiNDOW 52- X 72"
NON -IMPACT v ; 4 PIN INSTALLATiON DETAILSccr-;o . TATEOFZz: 0 . . - Ok, Ik )`', .
08-02549 DNAL
N! S 1
1 i. R_1160?
To LI-MAS p Luis A. Lomas ' F E. 43g, WO-OFOP0
RO L_W.Lj_E, 14 27a E3 FL No.: 62514
434,M-06EIP
2 F
FLANGE FRAME SILL
CAf-;3502
ALLMNA4 6062-T5 .0,55' THICK
5/8'
LOCK RAILISTILE
ImI - 111505
ALUMINUM 6063- T5,062' THICK
GLAZING BEAD
RIGID PVC,050' THACK
1 71'a"
T ------
FLANGE FRAME JAMB
I 1 11-1 1. 11 C'M:4 .-
I
JAMB
1 -1
AL UMINUA4 6063- T5,050' TH#CK
FINLESS FRAME SILL
CU 16554
ALUM NUM 6063- 75,055'THICK
2 iY l
SASH BOTTOM RAIL
CM-78555
Atum"llitm 6063-T5,0501 THICK
SASH STILE
CIA +8507
At i!MINUM 3063-T5, 050' Ti-I,CK
FINLESS FRAME HEAD
Cm 15553
ALUMlAiVM60453-T5,050* THICK
2 3
FINLESS FRAME JAMB
ALUMINUM W6a- 75,350" THICK
2
A-,
FIN FRAME SILL FIN FRAME HEAD
I - -
cm-'T 6w IsRis
ALUMINUM 600-T5 Z55' THICK ALUMINUM 6061--T5 050' THICK
IF
MEETING RAIL FIN FRAME JAMB
C,% 18504
AL UMNUM $063- 75,355" THICK
A L UMINVA4 6063- T5, M' THICK
YE IPIRCIED
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1,90 zVP ;-y ;<URARAY
R - N F ORF EXTERIOR
A
I ; INTERIOR SFA-
GLAZING
DETAIL Vll
WINCINS AND 'ACRS LLC 850
WEST MARKET 57REET GRA'
Z, PA 17030-0370 SERIES
1515 ALUMINUM SINGLE HUNG WINDOW 12"
X - 2" NON -IMPACT OMPONENTS
N-,
S 12/29/14 OF i 1 ACSEF?
710 LCU451 P.E. 1432
AACC-lFaRDPD L--YVTSVJUZ AC 27a,3 4J44W4;
609 SIGNED:
12114,2017 141
AT
OF Luis
R, Lorics F.E. l
No,: 62514
I
Florida Bijilding Code Online iittps://www.floridabLlilciitig.org/l)i-/pral)l),- dl1-aspx?paralYl—wGFVX-
6CIS Home tag In User RegMrarion hOt TOPiCs Subrnt Surcharge State & Facts P'4iKdtIM15 FBC Staff eCIS Stke MOP (N*S search
Product ApprovaldbrUSER: Public User
I P c4o-)
PryOurt App;pyaj f+,p6j x w Seigy01 A n,ak6'tfj Ittit I Appl"Itia. Oetail
FL # FLI5349-R10
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
Address/Phone/Emaii
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlmger@)mIwd,com
Brent Sitlinger
bsitlinger@m(wd,corn
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) ft4n rOA_d XW
AAMA506 2011
AAMA/WDMA/CSA 101/I.S. 2/A440 2008
Equivalence of Product Standards
Certified By
Product Approval Method Method 1 Option A
1 01"1 4/13/2018,7:21 AM
Florida Building Code Online littps://www,floi-idabuildiiig.org/pr/pr__app_,dti.aspx?parain=wGL"Vx...
Date Submitted 03/26/2018
Date Validated 03/26/2018
Date Pending FBC Approval
Date Approved 03/27/20IB
Summary of Products
FIL # Model, Number or Name Description
15349A 185 PW :73 x 72 Insulated Glass
Limits of Use i Certification Agency Certificate
Approved for use in HVHZ: Na 112780,12/87.pd(
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 04103/2023
Design Pressure: +60/-60 Installation Instructions
Other: ('W-PG60 FLI5349_R10Jl_08-42357l3.pdf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FLI5349 1410,_AE 513124b,pdf
Created by Independent Third Party: Yes
15349,2 PW :159 x 54 Triple CHS Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349,_R1Q_4__,CAQ,_APC 15350,pc)f
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 01/24/2021
Design Pressure: +55/-55 Installation Instructions
Other; R-PG55 I'Ll 5349_110_11_08-02949p(lf Verified
By: Luis R. Lomas, PE 62514 Created
by Independent Third Party: Yes Evaluation
Reports FL15349,_.
RI0 AL_51378,3.pdf Created
by Independent Third Party: Yes 15349,
3 165 PW Impact 72 x 72 Insulated Laminated Glass Limits
of Use Certification Agency Certificate Approved
for use in HVHZ; No FU5349R10,C CK AP(,, 15454,pd( Approved
for use outside HVHZ- Yes Quality Assurance Contract Expiration Date Impact
Resistant: Yes 06/25/2021 Design
Pressure, +55/-55 Installation Instructions Other:
r-W-LC55, Missile Level D, Wind Zone 3. Glass FL15349_1110 11, 08 02948.pdf consisted
of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed /
0.100 Solutia Sallex HP 15/32" annealed. Glass i Created by Independent Third Party: Yes was
bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL?
53j9_R1O_AF_5I3 782.pdf Created
by Independent Third Party: Yes 15349.
4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits
of Use Certification Agency Certificate Approved
for use in HVHZ; No rLt5349__RiO__C_,' CAC__APC 3272,pdf Approved
for use outside HVHZ-, Yes FLI 5349 RIO C CAC ARC 8273,pdf Impact
Resistant: Yes Quality Assurance Contract Expiration Date Design
Pressure. 155/-55 01/24/2021 Other,
FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted
of 1/8" annealed exterior- spacer- 3/32" annealed 0.
090 Solutia PVB / 3/32" annealed, Glass was bedded in Verified By: Luis Roberto Lomas 62514 Pecora
896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation
Reports FLIS349
RIO, AI 512278B,pdf Created
by Independent Third Party: Yes 15349.
5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits
of Use Certification Agency Certificate Approved
for use In HVHZ* No FLI 5349_RIO_C _,A (,-,AC -PC 7962_pd( Approved
for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact
Resistant: Yes 12105/2020 Design
Pressure: A-55/-55 Installation Instructions Other.
FW-LC55, Missile Level D, Wind Zone 3. Glass Ft,15349_1110 11 08-016136,pdl consisted
of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed /
0A00 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was
bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports 2of3
411113/2018, 7:21 AM
Florida Building Code Online https://www,floridabuildiiig.org/pr/pt_app_dt1.aspx?paratii",,v(jEVX...
Created by Independent Third Party: Yes
ctifitoct W ::
The State of Florida is an WEEO employer, S, 11!Oility',
Under Florida law, emai addresses are P.Ok records, V you do not want your e-mail address released in response to a public -records request, (10 not send tdcctronjc
mail to this entity. Instead, contact the o(ke by phone or by traditional truid. it you have any questions, please cootact "0,487,1395, wKirsuant to section
455.27$( 1), Mnda Statutes, effective GctobLr 1, 2012, licensees lkensed under Chapter 455, F,5, must provide the Department with an email address if they have
one, The emails provided may be used for official communication with the licensee, Huwever erriall addresses are public re(ord. It you (to not wish to supply a
personal address, please provide the Department wfih .n email address which can be made available to the public. To deummne, if you are a Ittonsee under Chapter
455, RS., please Ock ritog, .
Product Approval AcKaptxz
MWIMEdm
Credit Car(I
Safe
3 of 3 4/13/2018,7:21 AM
DES:
Y WITHHEPRODUCTSHOWNHEREINISDESIGNEDANDMANUFACTUREDTOc0PML
REQUIREMENTS OF THE FLORIDA BUILDING CODE
2, WOOD FRAMING ANO MASONRY OPENING 70 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. lX SUCK OVER MASONRY/CONCRETE ;S OPI)ONAL.
4. WHERE SHIM OF SUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MIUS7 RE
ANCHOR THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INISTALLAT!,ON 1NS71RUCTIONS, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY NTC
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, SUCI< S-iALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR 07HER STRUC7,JRAL SJBS.TE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURE, '#COO BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
T APPROVE,' 6. WHERE 'X SUCK IS NOT LSED DISSIMILAR MATERIALS MUSTBE SEPARATED WITH
COATING OR MEMBRANE. SELECTION OF COATINGC, OR MEMBRANE ;S THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD,
7, SUCKS SHALL -EXTEND BEYOND WINDOW INTERIOR FACE 50 THAT FULL FRAME SUPPORT IS
PROVIDED.
8, FOR c!N INSTALLATION SHIM AS NEEDED, FOR FRAME NS-AILAT!ON SHWI AS REQUIRE:) AT
F-AC14 ANCHOR LOCATION WITH LOAD BEARING SHIM, SHIM WHERE SPACE Of 1/146- 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 C8=1.6 WAS USED FOR WOOD ANCHOR CALCLLA71CNS.
It FRAME MATERIAL: EXTRUDED ALUMINUM 5063-T5.
12, UNITS MUST BE GLAZED PER ASTM E13010-04/09.
13. APPROVE:) IMPACT PROTECTWE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14 FOR ANCHORING THROUGH FIN INTO WOOL, 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.
O
REVISED lKWE AND 4DDRE-55 10/27/16 R.L.
15, FOR ANI ',F,,RCUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS 'WITH, SUFF;C:ENT LENGTH 70 ACHICAE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16, FOP ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16' 'APCONS WITH
SUFFICIENT LENGTH TO A.C4,&JE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17- FOR ANCHORING 7HRCUC4-i FRAME !NT,^ METAL STRUCTURE USE #10 SMS OR SELF
DRILL';NG SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 5 TNRFAOS MINIMUM BEYOND
STRUCTURE INTERIOR 'WXU_ LOCATE ANCHORS AS SHOWN A ELEVATIONS AND iNSTALLA710N
OF I AILS.
18. ALL FASTENERS 70 BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SiALL BE NSTALLED IN ACCORDANCE WITH ANCHOR
MANiUFACTJRER'S ASTALLATION INS -RUCTIONS AND ANCHORS S* ALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS DES; THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=C.42
S. CONCRETE; MINIMUM COMPRESSNE STRENGTH OF 2,000 PSI.
C. MASCNPY: HOLLOW/FILLED BLOCK PER ASTM CSO WITH Frr=2,OOOPSI 101N MLM,
D, METAL STRUCTURE: STEEL 18GA (.048") FY=3.3KS;/FU=52KSI OR
ALUMINUM 6063-TS FU=30KSi C48" THICK MINIMUM
20, GEOMETRIC SHARES ARE ALSO APPROVED'. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
ABLE OF CONTENTS
SHEET No'! DESCRIPTION
11 1 NODES
2 - 3 ELE/APONS, CHARTS AND GLAZING DETAILS
4 - 12 IINSTALLATION DETAILS
SIGNED: 1111512016
Ml WINDOWS AND DOORS, LLB
650 W. MARKET ST. S R.
GRATZ, PA 17030 4p__
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
NOTES A;.4;ATz OF
08-02357
If1wo"
Luis R. Lomas P.E.
acxt NTS 09/03/14 1— 1 OF 12'O
L. RGBERIO LOU45 P'
143? WOOOFORO RD LEWSW4L4. VC 27OZ3
434.68F-0609 M—asgow'—p.,c rr+
FL No.: 62514
4
72 7/2" MAX FRAME WIDTH --
6' MAX ----— 18' MAX C.C. -- 6" MAX
MAX O.C.
jI
71 1/2"
pMAX
Hw .E
REFER TO CHARTS
P & f2
FOR NUMBER OF
ANCHORS REDi.UIRED
6' MAX
i
7! ?/2 g'
M`'X VAXO.C.
FRAME
HEIGHT
SERIES 185 ALUMINUM FIXED WINDOW
EXTERIOR VIEW
72 1/2" MAX, FRAME WIDTH #
f i---ri 18' MAX O.C. {j
5" MAX
REFER TO CHARTS ,SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
1 # EXTERIOR VfEW
FOR NUMB: R OF
ANC -TORS REQUIRED
DES7Gtr`PRESSJf3EAATtNG IMPA 7AATtNG
tSO.OPSF NONE
i
NOTES:
i.. MAXIMUM D1, 0.; Ba 3%4' X 68 3l4'
I
f Y C6C'TXati f Atii
P. ! REV5£.^ WSTALiATiON AI-S $ QEr07rtS ' R.L.
E + REVS C w1raE area AL1IIftF._:,S 10/27r16 R,L.
CHART #'1
Number of anchars required (without rigid fi$IWV
frame Frame width m)
Height 24.00 ?8.00 26,00 42.A0 44A0 54.0e 50A0 b5A0 ZSO
Iin) H&S rmb H&S Jambi HAS IMMb HAS Jambi HAS Pamb HAS Jamb HAS Wnib H&S JaMb H&S IAMb
24,00 2 2 2 2 3 2 3 2 1 3 2 4 2 4 2 4 2 5 2
30,00 2 2 2 2 3 2 3 2s 2 4 2 4 2 4 2 5 2
35.00 2 3 2 2 3 i 3 3 3 3 4 3 4 3 5 3 5 3
42.00 3 2 3 3 3 3 3 4 3 5 3 3 6 3
48,00 2 3 2 3 3 3 3 3 3 4 3 5 3 6 3 5 3
S4,00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 a
60,00 4 2 4 3 4 3 5 5 4 5 5 5 8 5 7 5
b,00 4 2 4 S 3 5 6 4 6 5 6 6 6 7 6
71.50 2 5 2 6 1 3 1 5 13 3 6 4 7 5 7 6 7 7 7
CHART42
Number of or -hors required {watt riyld filJer*
Frame Frame width fw
Height 24,00 30,00 3A00 1 4200 4200 1 54" 40.00 80100 7Z50
fm) H4S. mb H&S Parib H&8 Panu, H&S Pamb H&S Jambi H&S Jamb H&S. amb H4S Jamb H4S Jamb
2tac 2 2 2 2 3 2 3
2
32 4 2 4 2 4 2 $ 2
00 2 2 2 2 3 2 3 2 2 4 2 4 2 4 2 5 2
38100 2 3 2 j 3 3 3 a 3 3 3 4 3 4 3 4 3 5 3
42,00 2 3 2 3 3 3 3 2 3 3 4 3 4 3 4 3 5 3
4,00 2 3 2 j 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3
54.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 3 5 4
50.00 2 4 2 4 3 4 4 3 4 4 4 4 4 4 4 5 4
65.00 2 4 2 j 4 4 4 3 4 4 4 4 4 4 4 5 4
TL50 2 5 2 5 3 S b S 4 4 S 4 5 3
SEE SHEETS 4-7 FOR M STALLATION OETAItS
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
OFAwN: tNMG MG.
i.L, 08-02357
NTS — 09/03/14 srtixr2 OF 12
L. RCDERTO LOMAS P.E
14V bW000FORZ RD L''WSI ti? E. hC 27a1,
434-568-c? JJ9 61 "RaSrx....G=
SIGNED: 1111512016
iLt%fr/i
TATE OF
Luis R, Lomas P.E.
FL No. 62514
72 1/2" MAX FRAME W107H
6' MAX 18' VAX O.C. 6*, MAX
71 1/2-
MAX
FRAME
REFER TO CHART #3
FOR NUMBER OF
ANCHORS REQUIRED
K
00
SERIES 185 AL UfAWUM FIXED WINDOW
Ex—IcRicR VIEW
REFER TO CHART #3 —
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED Ex TER"Op VIEW
OFSIGN PRESSURE RA TUVG iMFAC7RATlVr,
60,0PSF ALONE
VOTES:
4" At4XlW'MD,L,C_ 69314'X59?
REY x$mpT_0h DATE '
4 14E0SFD N57AUA710N rS7 1ALS RL,
5 i REWSED 444E AND ADDRESS R.L.
OHART#3
Number of anchors required {fin installation}
F'am. wtom {in)
f*igm 14.00 1 2a4v t x0e 42,0 1 45.00 4.00 1 W,00 folz 72-M
i") H&S .1—b N&S Jamb H&S JJOmb H,&S Pambi HAS Jamb N&S Jamb H&S JMMb HAS jamb HAS mb
24,00 3 3 3 3 3 3 4 3 4 3 4 2 5 3 5 3 8 1 3
2aO0 3 'A 3 3 3 3 4 2 4 3 4 2 5 3 6 3 5 3
X00 3 3 3 3 3 3 4 3 4 3 4 3 5- 3 5 5 6 3
4Z00 Z 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 5 4
4&00 3 I 4 3 4 3 4 4 4 4 4 4 4 5 4 5 A 4
4.1v z 4 3 4 3 4 4 4 A 4 4 4 5 4 5 4 3
3 4 5 4 5 4 5 5 6 5
4 4 5 5 5 d45gi71503636464151 '5 1 S 6 45
SEE SHEET 8 FOR INSTALLA 77ON DETA XS
SIGNED: 1117512016
Ml WINDOWS AND DOORS, LLC
650 W. MARKE' ST.
P,
41
GRATZ, FA 17030 y ..Nr 'Ely's;"y
SERIES 185 ALUMINUM FIXED WINDOW
73' X 72" NON -IMPACT
FiN ELEVATION & CHART TIAT E OF
0.
ZOR101' ORAW :wl No,
J.L. 08-02357 pe,
L R. Lomos P.E. u
C"&E NTS 09/03/14 1— 3 OF 12
L, P05FRTO Laws P5,
w WCWF4 WRDLIEWSVXLENC2,023 FL No.: 62514i3
1 /7" MIN
IOR 2x R-JcW
07HCRs
1/4' VAX
ACKDR RD--,
EXTERIOR
INTERIOR
DAcK7-;I
V1101:31 srPTll
7
2 V, iN
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X SUCK INSTALLATION
T— ------71—
INTERIOR
ViCOIL EXTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X SLK-X INSTALLATION
Gy OTHERS
Ac - K;-R ROD
SF 1V PJ
EXTERIOR
i NAM-` ANT 13/27/IE
Z' MAX
T
p1RM 'p INTERIOR
VERTICAL
CROSS SECTION METAL
STRUCTURE INSTALLATKON NOTES,
7.
INTERIOR AND EXTERKOP FINISHES, BY OTHERS, NOT
SHOWN FOR CLAR[TY 2
PERIMETER ANC JON7 SEALANT BY OTHERS TO BE DESrL-
AIEDIN ACCORDANCE A17H ASTM E21 12 MAX
MiN.
INTERIOR
SIGNED: 11115,2016 Mi
WIN'DIOWS AND D0,U)RS, -LC Plif
650 W, MARKE7 ST GRATZ,
PA N 0
i 17030 SER17-
S 185 A UMINLJV WINDOw X71) 1.
ZPAl-T 51
EXTERIOR
73
7 X2" NON FINLESS ;
NS7AI-A-NON DETAiLS W1-HOLJ7 FOLLERS 4TA7 5y -
THF,7S R
c)
I Ap;;'ROV7D Sl--
A; AN 08-02357 6 V, JAMB
INSTALLATION DETAIL NIT S 1— 0,91/03/14 4 0-- 12 JONAL METAL
STRU071JREJNSTAL;. 70N POBERTOICWAS-E Luis R, omzs P.E. 14VW000FORDRDLr'VPSWLLE, NC 27an LNo.:
4-U-&M-060P kvr com
Y .,;
P7 CIIAL 'X
S FE 3
SHZ,--
EXTERIOR
SACK , R ;CC
ALA'4T
DGE
VAX.
31',lo,
INTERIOR
k P,- ON
IL401 VAX
2 2' W, N-
VERTICAL CROSS SECTION
C- A 7,6-N
MASCIN&
MAX,
HH NCTES 3
INTERIOR
2
V
ti
EXTERIOR
BACKrR RG
APPRGVW
SEA -AN -
JAMS INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
ATI Plcli
SIGNED: 11115.12016
NOTES:
V! WINDOWS AND DOORS, LLC
550 N. MARKET ST.
GRA7Z, PA 1 7030
N01WIll"j/ N P, LO
E V
1,fSERIES18-- ALUMINUM, FIXED WINDOW
1. W7FRiOP AND EXTERiOR FUSHES, SY0774EPS,
ACT SHOWN FOP CLARri Y
2PFRIAfFTER AND JOWT SEALANT S Y OTHERS TO
DESIGNED i.N ACCORDANCE WITH ASTAR E2172 73
X NON-ImpAc- yV!
7 j 7 F;N'LfSS iNSTALLA J•ON DUAILS FILLERS nc 104ITATEOFka
Z l 0
8 — C, 2 357 14TS
C9/-03/114 17 5 07 12 FL
No,; 62514
CR 2x Sj::K
2- WN
4 WN -
T 'R L
Ry
SPACE RA
H
W03D
EXTERIOR EXTERIOR
INTERIOR
511
D C,;- D: S A,"
VERTICAL CROSS SECTION
WXX) RAWNG OR 2X 910K INSTAt 1 ATION
7D'
INTERIOR
A
CREA A
EXTERIOR
All"KER R01
APPPDvEZ
JAMS INSTALLATION DETAIL
FR - FRAMING 'OR ii RT- - AA1006ANIAKINS TARN
F ; RCDI
NAM-K All4c, kDl:iKs C
INTERIOR
Sc E 10,
SPA'—
o I)' S-A 4—
VERTICAL GROSS SECTION
METAL STRUCTURE INSTALLATOON
tAAY
3
INTERIOR
U;
EXTERIORM77
7P
JAMB INSTALLATIONDETAIL METAL
STRUCTURE iNSTALLATAON NOTES.
1,
INTER)OR AND EXTERIOR KNISHES, BY OTHERS, NOT
shfoWw FOR CLARJ" 2,
PERWE TER AND JOINT SEALAN 7- B Y 0 THERS 70 BE DESIGNED
IN ACCORDANCE W17,14 AS The E.'? 12 SIGNED.-
1111512016 Ml
WINC)OWS AND DOORS, LLC 850 '
A. MARKET ST, GRA-
17. PA 17030 SERIES
185 A JMINUM FIXED WNDOW X
2 7NDN- MPACT IINLESS
I0.STALLAT1,3N DETAILS WiTH, RIGID ITILLEPS TAfirOF 0
08-
02357 8 Luis
F. Lomc s P 7 L
N. 62 14 17S
C19/113/14 OT 12 1
13--Hry LOWS P'E
Y
JESC33P'?G+ _..
2 Ni
NAME A"C ._
C
a
J _
H SIG 3 \1 1_
LLN
EXTERIOR INTERIOR INTERIOR
n
i
m 1 - y EXTERIOR
i
JAMB INSTALLATION DETAIL
C0NCRf7EMASCNRY INS7ALA7,CN
VERTICAL CROSS SECTION
CONCRETE%MASONRY iNSTAL:AT?ON
SIGNED: 1111512016
Mf VIN"ROWS AND DOORS, -Lv 1 A ilt t f
ji
8$4 W. MARK T ST. S
N07ES:
GRATZ, PA, 17030 y,•CEAISB` i'
7.I TEMORANDEXTERX-;HFNJSHES,SYOTHERS, SERIES 185 A,-JMiNt}M FIXED WINDOW 4yNOTSCWNFOR—?APITY 73 X 72` NON-1MPAi,
e PER7AiE'FEAANOJG'J.NFS£A., PJ?'BYOTNE.9&;C76£ ^BNL-SS it~7STA,.A 103 GFTAILS W17? RIGID LL--RS 'iAi RF ; t",
EFSkCN£G tN ACCORDANCE WR7.1 ASTM £27 12 ii% h`
LCa
r r„
fi$-0237' yI i2 $
j/XS riJAJA ft,:•'*
IT S 09/03/" 1
i. R(
QDLf
P-E lvt5 R. t9'fiaS P.E.
1132 Ft?DRD RD L£w1S'itd£E NC 27023
FL P7o.: c25?4434-688.M9 rt3proa." uhn Pa.csr,
2' Dr','N, vrq s
E D'S v,7t
A_Ea; R, U,._ - .. , ,.
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R R fit
F A
SCREA,
EXTERIOR EXTERIOR INTERIOR
INTERIOR —
s
r
Ali' I 3u ,'. t. :t',/. ,w,U _A..I
SKACz NOTES:
1, WTERI iR AND EXTERIOR FINISHES. BY 0 rHE,RS,
CM "" "'
x"
N:N_ >,RU _ 0 ? NOT SHOWN FOR CLARITY
V,3! LIN -, . ev 0 ,.-+:d$ ^ 2. PER741E7ER AN£ JOtfl7 SEALAIv7 EY il rfERS TO BE
DESIGNED iN ACOORDANCE WITH AS M E2112
r% -•' 4 3!4 xIMN ,
VERTICAL CROSS SECTIONJ.itiCc
VERTICAL CROSS SECTION METAL s RucTJR f STALLAT1ON
WOOD FRAMING 0,17 2X SOCK INS TA;. LA T ION
1 % 5' MAX.
Vi'rr-t
ti <"
xR INTERIOR
SIGNED: I Ill 5,2G 16
INTERIORZI ;
WINDOWS tD t niWIN4cW. MARKET ST
FS, L
gr''/r
i _.___._.
GRA' np ' 7030 E
S=RIES 185 A-LIM NUM, FIXED WiNDCiW."3fuLt0 f
l3 72 — M
Cr ch EXTERIOR 4NU£ itsiA_t?'JDETAILS "r3t? >"iv1.ERS :;ID blRTEVF BA r
ROD S avRn BACK .. Dr7nfvw, oua - hr= 0$-
ti`
123wi NTS - DE /G3/ 14 " 8 OF i 2 JAMS INSTALLATION
DETAIL JAMS INSTALLATION DETAILgE,?a tsaS e E. W'JOp
FRAMINGCiR2X3piCK1 S—,A_LLATION Afc'4ESTRUOTURE INSTALLA TION 1432 WrXODFORf Rs LEMSVkLE. tC 270-13 i_uis
R, Lomcs P1, a34-6 -¢
9P3 n masp5s m ` L P
G.: 62514
2 N
i S-A N C,
ay
VVIL 4e E
has: MAX,
AC
j
IX
7,
EXTEPiCP INTERIOR INTERIOR
2
P7! -4CNA x SC'K
Y
Z7
EXTERIOR
JAMB INSTALLATION DETAIL
70NTCONCRETSIMASONRYINSTAUX
2 bk tr-------
VERTICAL CROSS SECTION
00NCRE7E,MAS(-)NJRY INSTALLATION
NOTES
I WTERIOR,4ND EXTEPiOR FINISHES, 8 Y OTHERS,
NOT SHOWN FOR CLARTTY
2 PERIMETER AND JOINT SEALANT BY OTHERS TO SE
DESZNED IN ACCORDANCE WITH ASTM E2112
M! WINDOWS AND DOORS, LLC
650 IN. MARKET ST.
GRATZ, PA 17030
St-ERIES 1185 ALiMINUM, TIXED WiAlDow
73- X 72" NON-IVFIAC7
ANGE tNSTALLATQN DE701S WIT-,CLJT FILLERS
i.L. 08-323.57
NTS 09/03/14 1-9- CF 72
L, ACBEA7o L-lw$ P.E.
14:i2M"FORD AD
434-eM-0W9
SIGNED; I 1/1512D 16
41
00 -
1
ORVD,'
Laic R_
FL No.: 52514
2" WIN,
EYSIANC,-
WN
R' 2X
T 1,,4' MAX
BACKER io-1 &
APPROVED, S-','e N7
EXTERIOP?
INTERIOR
fill S--OV S'-E
X)0
VERTICAL CROSS SECTION
AAfWC 2X M-7 -L— W063 F - OR gj i S7A LiTiON
4' H1, 4' N,14X
INTERIOR
V;Dl')
2X EXTERIOR
JAMB INSTALLATION DETAIL
1 ;4" MAX
FV SPAH-
iZAlc'K-R R00) &
A —ROVED o7ALAN7
EXTERIOR INTERIOR
3
L
NOTES;
WTEPIOP ANO EXTERIOR FPWSHES, SY OTHERS,
NOT SHOM'FOP CLARITY
By Z PERIME-359 AND JOWT SEALANT S)(OTHERS TO BE
DESIGNED &ACCORDANCE WITH ASW, E21,12
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATAA
MAX
7-
GE,
M,N INTERIOR
SIGNED: 7111512016
OWS AND DOORS, MI WIND
650 W. MARKET ST,
T3; of, 170307 , A
SERIES lt!5 ALUMINUM 1XE') WINO0W
73'* X 72" NON-IMPACCT -
FLANGE INS7ALLATOU N DUW17,, RiGIC Ffl-ERS TATE OF = Al v7DkA
wI --
w, c
j. -
08-02357
BEH',r -AN
E N-, 0 9 3 /11 4 017 '2 JAMB INSTALLATION DETAIL
METAL STRUCTORE INSTALLATION
1432 KnOOr-OAD RD LE-WISVILZ AC 2702S Luis R. Lorncs P.E. No,: 6251L
AW A,
R 19
N,
L
5 JAX. 0gaaTE,2 S,M ACE
EXTERIOR INTERIOR 0 INTERIOR
G rev'X
SEE NC
MAX,
flV. S
2 ',2'
A N c E EXTERIOR
SACK -ER
SLALA
JAMS INSTALLATION DETAIL
CClVCRE7EAf4SOMRYfASTALLA7'fON
1,11 N.
VERTICAL CROSS SECTION
adNiCRj7jj,M4S&NF?Y INSTALLATION
SIGNED: 1,11512076
Nclt—cs:
WrEOR AND FX7ERFi CRNISHES, BYOTHERS HI NCTSHOWAOFOR
CLAPITY M,j "
WiNDOWS AND' DCORS, LLC 6500 W.
MARKET ST, GRATZ, PA
17030 UMINUM ' FIXF0 '
N i 1,100W SERIES 185ALUMINUM73- X
72" W NCN-
IMPACT
FLANGE INSTALLATION
DETA,LS T,'+ R GM FiLLERS 2, PERIMETER
AND XINTSEALANT13y OTHERS TO BE DESIGNEC W
ACCORDANCE KIT?l ASTM E21 f2 o F5FZZ 0 VtA
T 1/
c0_ J
40,
x". ORI!Dt-
fjJ711,111, u
I
P, 08-02357 NTS
09/03/ 4
1 OF 12 flM Luis R. Lo,,
r,--
s P.E.
AP ROVEE D
S-Ai-AN-
8 E H: 14D
INTERIOR
EXTERIOR
A'R'DVD _NT
VERTICAL
CROSS SECTION BUCK
tNSTA4,LATlaV 57A _
AI ON D7 AIL RJ INTERIOR
c7,_ v" i
wi ERIOA AND E RIOR FiNfSHES, 8 Y 0 7NERS, A
V_ D NOT SHOWN FOR CLARITY 2
PERIMETER ANC JOiNT SEALANT BY OTHERS TO BE DES;
GNED i& ACCORDANCE WITH ASTM E21 12 EXTERIOR
JAMB
INSTALLATION DETAIL WCOC
FRAWNG OR 2X BUCK iASTAL!.A T;ON SIGNED:
1111512076 V,
l WIDOWS AND DOORS, LLIC 650
W, MARKET ST. p"
t 6 ",// F
tiGRAT7. PA 17030 r, OF4
SERIES
185 ALUVkNOW, FIXED WINDOW 73'
X 72" NON -IMPACT F'
JN lNSTA-LATION DETAILS Qr_ TAiN
C:,; J.
L, 08-02,157 B AL vnlO
P. -
mcs FI.E. FL
No:052514 NTS
1" 09/03/14 F"E771,2 Or- 2 L.
RORERTOi ' R.E. OU4SLuis
Florida Building Code Online https;/fwww.floridabiailding.org/pr/pr_ app dtl,aspx?para 171=w(l EV X..
s of
RCAS Home tog In User Registration Not lopiaq Submit Surcharge Stats 8 Facts Publications 1`13C Staff BCIS Site Map ranks Search
Product Approval
Pr USER: Puw Ure,
111,,do-t Afj?,Dval rwnu > i-u,0mk Q, Apokotg)u > AP9;X;aUo11j,9jr > Application Detail
Fl, # FL15353-R3M
Application Type Revision
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
bsiLlin9er@)r-niwcLcorn
Authorized Signature Brent Sitlinger
bsitlln9er@m1wd.coni
technical Representative
Addiess/Phone/Frnail
Quality Assurance Representative
Address/Phone/Finail
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - tlardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Unch, PE
Validation Checklist - 11ardcopy Received
Certificate, of Independence
Referenced Standard and Year, (of Standard)
AAMA 450
Equivalence of Product Standards
Certified By
Sections from the Code
Y"r
2010
1 of 3 4/13,210 18, 7i26 AM
I
Florida Building Code Online https://www.floridabuilding.org/pr/pr-,_app_ _dI1.aspx?parain wGEVX...
Product Approval Method Method I Option D
Date Submitted 10/16/2017
Date Validated 10/23/2017
Date Pending BBC Approval 10/26/2017
Date Approved 12/12/2017
Summary of Products
FL# Model, Number or Name Description
15353.1 5764 HorizunLal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ. No F1,15353_Fk3_ H_ Otr 0,14430,pOt'
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: 52-1/6" x 84". Max mullion AF ,
span: 104-1/4", Created by Independent Third Party: Yes
15353.2 5764 Vertical Alummurn Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No fI,1 i 53 Pj 11 08-01439B,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 Ftl 5353 K3 A'('-512Q6"3p'w"ff
span: 83" Created by Independent Third Party; Yes
153533 5765 1 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use In HVHZ; No Ff,`IS,353 R. Q8-(
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(j5,J,5,3_R,3, AL, 51207,3(5,pdf
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 frtjs:35:i R3 if 08'0144013,pjf
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 1`115353,143 AIE 9,12064t3,prff
span; 83". Created by Independent third Party: Yes
15353,5 CM-18514 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use In HVHZ- No FLJ5353 R3 It
Approved for use outside HVHZ: Yes Ve rified 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: 52.118" x 84". Max mullion I 15 353 K31 'A F 5 t,,? 0
length - 83". Created by Independent Third Party: Yes
15353,6 CM-18520 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No 11
Approved for use outside HVHZ. Yes Verified By: Luis R Lornas, 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 FLM,5J R3,,At -51!9/5,fi-rAf
span - 156-3/8" Created by Independent Third Party: Yes
15353.7 CM-18523 Horizontal Aluminum Mullion
2 of' 3 4/ 13!2018, T26 AM
Florida Building Code Online https://www.floridabLiildiiig.org/pi`/pt,-_app_dtf.aspx?paritrii=wGEVX...
I
Limits of Use Installation Instructions
Approved for use In HVHZ: No FLM531t,3, It Q8-Q145ZB,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 sree - 52-1/8" x 84", Max mullion FLIS353 R3 AE 511 dr
span - 104 1/4". Created by Independent Third Party; Yes
15353.8 CM-18531 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
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: 57-1/8" x 84". Max mullion FL15353 R3 AV 51206713.p(if
span BY Created by Independent Third Party: Yes
153519 CM-18532 licurizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use In HVHZ: No rLI5353 R3 11 08--01453B.pOf
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; NIA i Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion F1.115-1ri3 R3-,AF, 51207713.pdf
span - 156-316" j Created by Independent Third Party: Yes
15353J0 CM-18533 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 PF.,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 R-15,353 R3 AF_5120,GUQ,pdf
span: 83" Created by Independent Third Party: Yes
15353.11 CM-185.34 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No F1,15353 RJ it_." Q14548.pcJf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PF-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 FIL15,353 R3 AE_5t2I)Mb,pc:lf
span: 156-3/8", Created by Independent Third Party: Yes
rick, Next
Cgri'llo'e'rth :: 20,01, -ft Ir.R'-1z 9'9 prone: Qi1"'tf-'46Q--'19'Z4
Tire State of Florida is an AA/HOernployer' S'Qpytlq 'tq (n't;qs5(bKYnty
Under Flurda Saw, earafladdres5es arepublir records, If you do not want your e-mad address released in response to a public -records, request, do not send electronic
ma H to this entky. Instead, contact the orke by phone or by tradirlonal mail, If you have any questions, please contact 850.487,1395, *Pursuant to Section
455.27S(I ), Florida Statutes, effective octowr 1, 2012, licensees licensed under Chapter 455, F.S. must Provide the Department with an email address rf they have
one, The emails. provided may be used for official communication with the ken%ee, However eMad addresses am public record. If you do not wish to supply a
personal address, please provitle the Department with an email addrie. s which can be made available to the public. To determine if you are a licensee under Chapter
455, please click 114m..
Product Approval Acmpts:
M a] 0 Fd 13
Credit Card
Safe
3 of 3 4/l 3/2018, 7:26 AM
NC s:
THE SHOWN HEREIN !S DESIGNED AND ANOFACTJPLD IC
P'-EOJRSWEENTS , OPIDA 8U!,:lIND CO:)t-
HOF D P c Ei
STRJC7 7RAWNOA- -OADS 77 PF
WSPORTMOY N T'S AMM7M DR ENGNE& 0' RNWO'
PLOWANP SUSS P.NCKAS't- 0:' '13 WAS NIT USED IN T 1-,-
LSGN "'tip 4IPODJ,'T SiOlt,N t4EREN. W;NjnAL; DU;zA-,DN' A:TOR
Cd-` 6 WAS JSED FOR WOOD ANCOR OALCJLA7!ONs A"ROVEO VRAV
PUUMO EnIEV OnE RE001101 OR T'{S 7RODLI- N Wfh,'
N 30RNE DWRG REIMS UP TO WND 70W XIM -RESSWE WD
NYMOWN nOWS SHOWN N %S Y ON_Y
To M"LON WNDOWS MUS: B', P-M D NDER SEp'Ak/-'
TE 6' SNOL-E
14';NDOWS, TO RE ARi NOI LWIT-C, T:, THCSE SHOWN 'N WS
KAWNG 'WPnDCV,'S ?AL;ST BE VANU-ACTUR` M NIDOWS AND DONS,
IN7, 7) CONTRO',-ED
51 7-'-7 ASSER DESIGN PRESSURE
OF it MiAON OR 7K ;NWOUAL WNW* OR DMR
UW IWS M" BE
M"LED TOGETnR lQE%7nY AS WC AS SNG-L N 7 VkD
7H AND HEFGHT ARE Y -,X7KEDLO AND M-',-JICN S ANMORD AS SHOWN
KNEIN NQN VER-ICAL
2 SMAN, MUGN My K UND IN '14RZONIA- kPPOCA7IONS AS
iONG AS OW N. NMATM rAWN ARE NY ENUND c,
P65 VULLION iS ANMORD AWORDING Q NG ow"AT FP=
jz!E 7AB--1
NS,RJC-ONS: DE1N- RE0,0RED D-LSiCP,
GOAD PG FAWA 9MMNG CM-- wlDT, AI']D M-LIDN
BRAN 3ASED ^jN PRODL;;7 70 BE NS7A-
L--D, SEE FOPMolA F,)JR rR;Bv:ARY Wi-',T H 007 HAWN SM, _,,N'OHf",
AN 7R;='j7ARY i;_ 0' ROY,' AND -O-
J*AA CM-413NNG, S"A', ANP 5 iTAFY
A7H RESNONEY 5 &L MinIN RONG OR lPCDjY N 57,-- 2, Mj--sON 'A1N1.
BE EQML OR IWA7R T"
N RFWQEv HSIG1RESSIUPE OSIANF N s i'- 1, 2 4 — ----- FFVNIST11--
HON 0E-llv S, oc"'Ir'—s
PEVISE'
ANCHORPNG
NOTF,& NS% :X7' 1 FDR NT-, WOM IRWIN5 OR
ZX SUN WS[ b0 WO:,
7 SORW WPH S&Ra&T AW 70 CSY, A 1 ye
WNMJV, EM97D#1E,,T A',CQRE AS SiC)WN' S', ;NSTAL-AT?
ON DE-'Ai-S S&E7 z 2) FOR ANCHORING L'SE 1/4" ELW IJ-Tpu-
DN TAPCO"N
ENY- 70 AC?!'EVE A 1 '/4" %iiNikloV F I ' ,AmB,EI,AENT '
V 7H FfX:E :)STANC LOCAT- AS SN'
J"A"l !'I N'S-A-A--ION 0",7A-S
S'FFT 3 3: rX ANCHORNO 102 MFk AE #5 WS CR Sn' DT-NG SCREW
WHTH 0 A"UE ! nARDS VMMV, B-YO,D STRj07jPE A'N>
ORS Sy OWN S SHE." 4) ALL FASTEPAEFIS
70 K- WSSWNT INSOnVION AWSIS SHAU BE NTAL&O
A AMMOAKE
Wl- 4N0-Q;R mANJ`AjREr,,
S7AL-A-,PDN AN: ANTTRS S", NY BE jaO
N SISTRATES "H SMEIMS 7 i kl,,VM,,jl.l STRE.
NG7, SPECT-,fFu 5'F -7,W A 100O -
M MVjV O' O=C42 s cwzQq - mm"N' (;:WIPPESSIV O' 3131 PS: C
VIAS3NRI S-R7-NrT,' '-MORVANCE 70 AF7,'
2-90, NADE N D OP A,,L,
IMlNJV 5063--5 L;=3OK2' MINIt,AiM SE-- SMNS M SYM&W :
AS-
0 A E& A MUMV SCR; , W 2" C S 5*
OV
EA V'j-LQN END AND MAX, C T-1=
RELAFT;-7F STAF S--VS AT LA,--i ',INDOV',' Mi WINDOWS AND DOORS, LLC NO
WED MMKET SAUT GRA72' PA -7030-0370 5764 - VERTICAL MULLION 63" MULLION
SPAN GONAL NOTES DR — IL,
08-01439 5c'E
N-1 S 1—
01/-1/12
1 SQU 1
OF 4
L.
RaoRm Mms RE
7437 wxaa n ap L swsvt s. IC 2,1322 SIGNED: IT131917 TA7. OF *
4,, sw 4ow ONAL
Its, MwW 3 I Lo"s P,E. L No.:
625114
107 3
fiL
j
jWINDCW' WACOW
7-
WWDC-W
WINDOW
T-
7 WINDOW
vAA
WINDOW M'Noc
vesign pressure raung f Tj
Mullion
span fin)
Tributary width (in) I
1113 25,50130,0014100 4&00 152,131
25,00 120:0 120.0 120.0 12C 0 120.01
37,3_8 123,0 20O 121i
120.
0 12011 1,20,1) 2110 49.
63 1r.0 9e,3 812 76,9 75.2 5' 6Z00 711,
0 52.2 39,7 35.9 314 3 85.63
59.6 43,7 33O 29,6 274 d7 44.9 32324.4 21.S IRG i'W2-' F010
220. 3 LARGE AND SMALL
MISSILE IMPACT, LEVEL D-WIND ZONE 3 DIMENS,'ONS IN
CHART 4,RE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE WINDOW
ANPOW-1:
7
3/F,
APPi3OVED CONFIGIJRATIONS MULTIPLE
UNITS MAYBE '
MULLED -T-OGE7--fEFIASi-CAtCAS,-CMBiNED WIDTH DOES Nr,
7 EXCEED 1073B'AS SHCJWAI HEREIN Design pressure rating (
pst) widi rebar Mullion span (in)
Tributary
width fin)
I 18.13125,50
36,00 142.00 14&00 $2,13 2&00 1120-
0 120.0 120,0 120.0 120,0 120.0 3T38 120.0
120.0 120.0 IMg 120,0 120.0 49.53 12C*.
0 9.3 e1,2 75.9 75,2 75,, 62.00 95.
2 70,0 53,3 48,1 44,3 434 65.63 K,
0 5&6 44.2 39.7 3&7 353 72.00 50.
3 43,9 32.8 29.2 2&1 25.5 84.00 37,
7 27,3 j 20.1 17.7 1&0 15.1 LARGE AND SMALL
MISSILE IMPACT, LEVEL D WIND ZONE 3 DIMENSIONS IN CHART
ARE FRAME DIMENSIONS AND DO NOT INCLUDE FILANGE. AKDI'
WINDOW WiNDOW1
MI
WINDOWS
AND
DOORS, LIC 550 WEST MARKET
STREET GRA-Z, PA
17030-0370 5764 - VERTICAL MULUON
83" MULUON SPAN
APPROVED 1-CNF;
GUR.AT1BNS AND RATING ClitRTS DkAWN Y. L,
1
08-01439 N7S 1-'-- 01/
11/12 1 -- 2 OF L ROMPTO LOWS
PE 43? AVCZDFY M
RD LEWIS',t-, EAC Z= SIGNED: 1011312017 4
0 0
4eTEOF .
A,, L!5 R.
Lomas P.F. FL No.: 62514
8 REIIS D ANCH- NST og/,7/7
AS NlRli DNI:"R`
ey
Tfl, 9 6
OR,
RflL N
1
VERTICAL CROSS SECTION
METAL INS TA L LAT ON
rr
3 N
WDD:
FD,;7
AN
VER TICAL CROSS SECTION
MA S-CW0
INSTALLATION
Mi WINDOWS ANC DORS, LLC
650 WEST MARYET SREE- GRATZ,
FA 17030-0370 S764 -
VER-ICAL MJJON F-
3" mul " ION S;IAN N'
S7ALLATION DE7AILS 08-
01439 KA
NT I— ol/17/12 3 OT 4 L.
R:DBSRTO 432
WOXFORD RD L-EWSVX LIE X-- 27122.7 SIGNED:
10,113,2017 F.
L ti \
C, E Ny (p OTTA
a7OFZ Z=- OhW,
o l cL
C.:
2 : 40„
HV
SECT5764 MULLION
ALUMINUM 6005-75 -125' THICK
w
RF-1 E5-2 REBAR
16GA (.4762} vAL VANtZE£% STEEL
5 A OL :;C.A`0'C.
Ca S,NICRETE i?dSTAL
MT300022 CLIP
SGA {: A63" CsAt lAW;2 6 STEEL
SEE NOTE 2 & 3 THIS SHEET.
5 2
SECT5796 CLIP
FOR WOOD FRAMING 3NSTALL4`TQ i
ALUb11NUM50&3-T5.125"THICK
T` x s'% G
c -
1
422 -
A
t
2.C32" 2 8715`
77
7 G
i
SECT5796 CLIP `
2X 10 z 7' r
FOR CONCRETE WSTAL.iATION
ALUMINUM 6063-T5. i25' THICK
h"i WINDOWS AND DOORS, LLL
B n 'NEST MARKET STREET
GRATZ, PA 17030-C370
5764 - VER MCAL MULLION
83" MUL 2N SPAN
CvMPONENTS
V.L.
V
08-01439
K,, N. S aa.; 01 / 11 f -'2 n£ " 4 OF 4
f368ER-0 tOtdAS P.£
i43? wowrOR6 R0 L-1 W'SVXLE, INC 27=
Yii$iaC$R3 rP,cr,^.h^3vbxa F.a-;,thn
SIGNED; 1011312017
Florida Building Code Online lTttps:l/www.11oridabtlilding.org/pr/pr_app__dtt.aspx Iparam=w(l> wVX...
d
BOS Horne tog in User Req6tidUrn) Hot Topics Submit Surcharge Stars & Facts Publications FBC Staff 6CIS Site Map Links Search
dProduct Approvalb' USER: Public User
F"q'jk'q ApprK:yat MC04 - pr2"I'Kt f+' Ap'pt4ot,40 I E 29. tr L" > Apial"tia- firetaill
FL # FL13223-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer James Hardie Building Products, Inc,
Address/Phone/Email 26300 La Alarnecla
Ste. 250
Mission Viejo, CA 92691
909) 349 -2927
pingsheng.zlit,j@jameshat-die.rotii
Authorized Signature Pingsheng Zhu
pingsher)g.zhu@jarne,,Iiardie,(,-om
Technical Representative Pingsheng Zhu
Address/ Phone/Erna 11 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
p(ngsheng,zhu(q)jamestiardie,com
Quality Assurance Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhulgiijameshardie,com
Category Panel Wallis
Subcategory Siding
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer,
Evaluation Report - Hardcopy Received
Florida Engineer of Architect Name who developed Ronald I. Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity Intertek Testing Services NA, Inc, - QA Entity
Quality Assurance Contract Expiration Date 12/31/2020
Validated By John Southard, P.E.
Certificate of Independence
Validation Checklist - Hatdcopy Received
Fl,j'R,9 R4 WI-RIO - C7cf-Ofrcllate r14 j,t0(
Referenced Standard and Year (of Standard) 9twWw1d
ASTM C 1186
ASTM E330
Year
2007
2002
I of 3 4 / 13,12018, 7:29 AM
Florida Building Code Online llttps://www.flotridabLIiIditig,org/pt-/pr_app dtl.aspx'?paranv-wGl.,VX...
I
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Florida Licensed Professional Engineer or Architect
A$11M C1,166 equivalen(ly,ptif
Method I Option D
08/09/2017
08/25/2017
08/28/2017
10/10/2017
Summary of Products
FL # Model, Number or Name Description
13223.1 Cernpanei siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL132Z3R4,11 Approved
for use outside HVHZ: Yes 1`1_13223,10 II NOA 17-0406.06.pdf Impact
Resistant: Yes FL13223R4,.-It-.,RIO 2689.11 Panel to R.,r1rjoq,pdf Design
Pressure: N/A Ft,13223_10 11RI0,2606-17 Panel WoodMelial Frarne,pdf Other: For
use inside a HVHZ install in accordance with NOA Verified By: Ronald 1. 09awa 24121 11-0406.
06 Created by Independent Third Party: No Evaluation Reports
Ftj3223 R4AE,_
NOA 1 7 -0406, 06 '. pdf FLj3ZZ3_,R4_
AE_,RIO Z689-17 Panel to Furrjilq.pof R4,AF
R1O-26,06 17Pzmel WqP0 McAal Fiarne,pdf Created by
Independent Third Party: Yes 13223.2
HardiePanel Siding fiber -cement panel siding Limits of
Use Installation Instructions Approved for
use in HVHZ: Yes F1,13223,_114 Approved for
use outside HVHZ, Yes FL13223_R4,j1 NOA 17-0406.0(),pdf Impact Resistant:
Yes F1,13223 - R4 It RIO 2689-17 Panel to Furrmg.pdt Design Pressure.
N/A Fl, I 3,?23_--R4 II—RIO 2,686-17 Panel Woo,,,J Mctal Hame-pdf 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
f-'L13223R4,
AF_N0A 1,,7 04106.06.pdf RJ3223 P,
4_AF RIO 2089-17 Pariel to Fvrrinpp(jf FL13223, R,,T
AF _RIQ-2666-17 Panel Wood Metal harue.pdf Created by Independent
Third Party: Yes 13223.3 Prevail
Panel Siding I fiber -cement panel siding Limits of Use
i Installation Instructions Approved for use
in HVHZ: Yes VIA 3223_ R4,_,II_ _N0A 17-0406.06,pdf Approved for use
outside HVHZ: Yes I'L132 2 3_R4—f I' -Prevail. -Panel- Instal I ition. pdf Impact Resistant., N/
A FLI 322 3,,,K4_1I_KJ0 2689,17 Panel to Fur f inq.pif Design Pressure: N/
A FL1322,3—R4__I,I,_RI,Q-2,686-1,7 Pane! Wood Metal Fiaow.pdf Other: For use,
Inside a HVHZ Install in accordance with NOA Verified By: Ronald I. Cigawa 24121 17-0406,06
Created by Independent Third Party: No Evaluation Reports FL,
13223,.R4
A[ NOA ]7-0406,0s,pdf FLI 223 R4
kE tZIO 2684-11 PanQl to FurrinL Ft.13223 R4AE
RIO 2686-11 Poncl Wood Mctal Franne,pdf Created by Independent
Third Party: Yes sack No xt'
i, The Slue4f
rkrr@1a ii all AAIM) elnproye,,, 2 of 3
4/1312018. 7:29 ANi
Florida Building Code Online lit[ps://www,tloi,idabLtil(liiig.org/pr/pr app d[l.aspx?palram=wGEVX...
Under Florida law, ernalt addresses are public tewrds. If you do not want your e-mail address released in response to a request, do not send ele(tuonc
mad to this entity. Instead, contact the office by phone or by (racknonal mal. If you have any questions, please contact 45b,487,1395, *Pkwsuarit to Section
455,275(1), Florida Statutes, effective October 1, 2012, lizensees licensed under Chapter 455, RS roust provide the Department with an email address Or they have
Doe. The ernaiLs provided may be used for of communication with the iicensee. However email addresses are public record. If you do not wish to supply d
personal address, please provide the Department with an email address whIch Can he made available to the public. ro determine tl` you are a licensee under Chapter
455, F.S , pleaeie click Ilgirt .
Produd Approval Accepts:
rT W1 [go F11 M
Gredit Card
Safe
3 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.
For use outside of HVHZ,
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.
Hardie Pane Vertical Siding
JamesHardle
IN11ciAl LAtION N I 'i 14:''01A I IN, [AM11Y OLlY PkINIf 0 1
FFFFCI'IVE SLPTLIVIBER 2013
I I for the most recent Wson
SMOOTH - CEDARMILL11 - SELECT SIERRA 8 - STUCCO
IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANGE WITH APPLIGA13LE BUILDING CODES AND JADES HARDIE
WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL, BUILDING GOOFS,
AND VOID THE PRODUCT ONLY WARRANTY, BEFORE INSTALLATION, CONFIRM THAT YOU An[ USING THE GORREGL HARDIEZONE INS TRUITIONS.
INSTALLATION OF HZ1 Or"A PRODUCTS OUTSIDE AN HZIO" LOCATION WILL VOID YOUR WARRANTY ID DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWWHARDIEZONE,COM OR GALL 4-866-942-7343 (866 9HARDIE)
STORAGE & HANDLING:
Store flat and keep dry and
covered prior to installation. Installing
siding wet or saturated may result in
shrinkage at butt joints. Carry planks
on edge. Protect edges and comers
from breakage, James Hardie is not
responsible for damage caused
by improper storage and handling of
the product,
GENERAL REQUIREMENTS:
L CUTTING INSTRUCTIONS
I I'MOOM
1. position cutting station so That wind will blow dust a" from user
arid ofts in workIN area
2. ruse one of the indowing methods:
a. Bost: i Score and stop
IL Shears (manual, electric or pnookbatc)
li, fter, i, cost reducing circular saw equipped with a
Hardieffia(W saw Ulu and H11PA vacuribin extraction
cGood: i, Dust >tAldrig circular saw with a fiardleEllade saw 0 only
use for low to lboderale cutting} INDOORS
1,
Gat only using Score arid snap, or sheers (manual, electric or plitcloratc), 2.
position uniting Mahon in wall -ventilated area NFVFR
use a powief saw runners NIXR
usea circular saw aide that rims to carry the Flaufoblaclesaw [Axlo trademark NFVF.
R dry sweet) --rise wet suppression of HEPAVacturat Important
Note: for boodinurn protectlen (lowest respirable dust produciW), James Hereto rttxlnmelrts atvvays ustig "Bes!"-luvol crifIrrC methods where tortablit, Nitior'
li-apploved respirators can be uwJ in conjunction with atme cutting froactices; to firdliet noduce dust eliposkires. Addiburral rokposure Inforination is avallable at
wwaiamosharife,com to help you determine the most apirit"or cutting mrilbod for your job rectinreirients, It concern still exists about rpirmule kor you do not
comply with #in above practroas, you should alwa, ys consitift a qualified industrial hyfirrilst or contact,larnes Hardie for further information AW3105 These instructions
to be used for residential single family installations only. For Commercial / Mufti -Family installation requirements go to wwNv,JainesHai(l['IoG(Antl101Ciil.(X)(Ti nardictPanet" vertical
siding can be installed over braced wood or steel studs; spaced a maximum of 24" o.c. See gorremal fastening requirements. Irregularites if) framing and
sheathing can mirror through the finished application. James Hardie recommends installing 1-farcrePariel on a capillary break (rainscreerViluning) as a 0irst practice, Information on
lostallIng James Hardie products over team can be located in JH Tech Bulletin 19 at Mffiyjffkhffqle.,c_Qm A water -
resistive harrier is required in accordance with local building code requirements. The water, resistive barrier must he 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 Hard!eWrap* Weather Barrier, a non -woven non -perforated housewrapl, which complies with building code roqurremenls. When installing
James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed. Adjacent finished
grade must slope away from the building In accordance with local building codes - typically a minimum of 6" in the first 10'. Do not
install James Hardie products, such that they may remain in contact with standing water. HardiaParlel vertical
siding may be installed or, vertical wall %pications only, DO NOT
use HardiePanel vertical sidl in Fascia or Trim app ications, Some application
are not suitable for olorPlus, Refer to ColorPlus section pap 3, DO NO'
use stain, oiValkyd base paint or powder coating oil James Hardfee' roducts. I For
largerprojects, including commercial air(] multi -family projects, where the span of the wall is Significant in length, the designer and/or architect should take into consiX
ration the coefficient of thermal ex arrision and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 "Expansion
Characteristics` at www.Jameslardio.com. INSTALLATION, Joint
Treatment
Fastener Requirements * Vertical Joints -
Install panels in moderate contact (fig. 1), alternatively Position fasteners3/8" from panel edges and no closer than joints may also he covered with battens, PVC or metal jointers or 2" awayfromcorners. Do net nail into corners. caulked (Not applicable to Golot-Plus`" Finish) (fig. 2). HardleParrel VerticalSidingInstallation * Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing mustbeprovidedathorizontalandverticaledgesfornailing. Hardiel"arrel
vertical siding must be joined off stud. Figure 2 Figure 3 water banterwater
resiative barrier Double stud
may be required to maintain minimum edge ?_X 4 stud 4 stud water resistive
is waterb 'orTrading distances.
harder bb"in' upper flaft
Figure 1
a r-
I —upper panitnelOnnot 1/4" riap atu irk_
Caulk
4 Batten Joint "
H" joint sheathing HardorPone!
0 vertical
siding water-reslative barrier decorative hand o0ra
keen) nai
il
s
2 x 4 StUd ovea lower 318n rlipanel41— pairs; brothpanel edoes
plateFigure4
leave
appropriate
gap between
riecornmendatorc When panels, their cat -OW
astallingSioaa 8, Provide Caulk Joint a Within -
Stud at panel moderate contact (Not applicabletoColofPlus' Finish) irrifits to avoid boiling keep fasteners 2* 'Apply
caulk in amadriocewilh caulk through 9FOOVErS. away from comers ManUfaCtIrfel"
S Written application For additional information on
qVrd Lek air I m Weather Barrier, consult Jarnes Hardie at 11- 866-41-lardle or www,hardewrap,coin WARN1_N_G;AV0ID
BREATHING SILICA DUST James respirable crystokrrme silica,
which laknitiornioIna Data d California to CYlrlCe cart and to consrdwal by IARC and 141091 to ha acause of carroor trap sane 4nCn¢aikxkat s(krioaki 13(whirN excessive amounts of rcstpitattin silica dust
can ol-w Cause d 613011119 and arns'lliallY trial lung (JIMS0, called silicosis, anti has been halkeilwith other otaea". Sir sbsukr4 suggest shlotAing nury increase, these risks. During installation (A handlitorl: (1) work in
ould" of= with aart verriflatio 4914 use fiber riabralft prears Wcutting of, where not feasible, rise a Hanfiefoado", saw blarle and dust fodm circular saw Alachod to a HEPA vacutail; 3) wool (Alias in the firanediatearea: (4) wear a pgrly,bred, N EA Wring dean -up, we K
AYacutrins, or wet dorioup hoe bods newt drysweep. For turther libormallou, rotor to her inkstahefirrit ifutwiGes and Material Safety Data Short availark at FAILURE TOADHERE TO OUR WARNINGS, MSDS,
AND INSTAi IATION INSTRUCTIONS MAY LEAF) TO SERIOUS PERSONAL UJORY OR DEA11.1 IS1 236 - P 113 1/13
GE_ EARANGES
Install siding and trial products In Wiltaill a olinifflurn 1 " Maintain a minimum 1 2" clearance At file juncture Of the roof and vertical Maintain a 1/4"
compliance with local building cocle 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between
for clearance between James Hardie-' arid decking material, shall be installed per the roofing
manufacturer's instructions. Provide a
the bottom of Jamesrequirements
Hardie products andthebotlernedgeofthesidingandproductsandpaths, Figure 7 rainimurn I "- 2" clearance between horizontal flashing,
the adjacent finished grade. steps and driveways.
urr-j the roofintj and the bottom edge of the Do not call lk gap.
Figure 5 Sind
Figure 6
waterIdiIR1, siding an( trine.
Figure 8
Refer to fig, 3 oil
page 1
Foundation
Maintain a inininturn I " gap
between gutter end caps and
siding & trim.
Figure 9
gutter and end cap
On nrit bridge flows, with tlardisPanel siding. Horizontal
joints should always be created between florirs (fig, 10).
Aister,
Resistive
Firimor
Figure 10
horizontal
I'dul
1, 1% 2" min.
KICKOUT FLASHING
Because of the volume of water that can poor down a sloped
Framing
roof, one of the most critical flashing details occurs where a
roof intoisects a sidewall. The roof must he flashed wltb step
Flooring flashing. Where the roof terminates, install a kickout to deflect
water away from the siding. It is best to install I sett -adhering
membrane on the wall before the subfascia and Into 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 iorrf
sheathing intersection, install a "kickout" as required by IFIC code
R905.2,8.3 : "..,flashing shall he a rinin, of 4" high and 4"
wide." James Hardie recommends the kickout be angled
between 1000 - 110' to maximize water deflection
BLOGKED PENETRATIONS
Penetrations such as hose bibs and holes 1 1/2" or larger such as dryer vents
should have a block of Win around point of penetration,
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel, Electre-galvanized are
acceptable but May exhibit premature corrosion, James Hardie recommends the use of quality,
hot -dipped galvanized narls. )allies 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 leads,
NOlf-i Published Wild 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 bole and add a nail, (fig, B)
For wood framing, under driven nails should be hit IILI$t) to the plank with it harilriler (for steel
training, remove and replace nafl).
NOTE, Whenever a structural member is present, HitdioPlank should he fastened with even
spacing to the structural member. The, tables allowing direct to OSB orplywood should only be
used when traditional training is not available.
On not use aluminum fasteners, staples, or clipped head nails.
Snug Flush
17-4 Countersunk, 1/Z f—"4
Li
fill & add nail
Figure A Figure B
do not under
drive nails DO NOTSTAPLE
Figure 11
PNELIMAflG FASTENING
James Hardie products can be hand nailed or fastened with a
Pneumatic tool, Pneumatic fastening is highly recommended.
Set air pressure so that the fastener is driven Snug with the
surface of the siding. A flush mount attachment on the
pneurnatic tool is recommended. This will help control the
depth the nail is driven. It 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 training).
HS1236-P2/3 8/13
CAULKING
For best results use an Ela!,Ioftiefi(,joititSealant (,,t)tTiplyipgwith ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with AS I M 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 (to
not allow tooling, DO NOT
caulk nail heads when using ColorPlus products, refer to the C0101PILIS touch-up section CUT EDGE
TREATMENT PAINTING Caulk, paint
of prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardre'll 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 it the siding is sprayed. COLO RPLUS"
TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should
he taken when handling and cutting James HafdieO GolorPlusO products. During installation use a wet soft cloth or soft brush to gently wipe,
off any residue or construction dust left on the product, then rinse with a garden hose, Touch up
nicks, scrapes and nail heads using the ColorPlusO Technology tOLIC11-up applicator. Touch-up should be used sparingly. It large
areas require touch-up, replace the damaged area with new HardiePancIL' 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 (30101'PILIS"' product dealer, Troat all
other non -factory cut edges using the ColorPlus Technology edge coaters, available from your Colot-Plus product dealer, Note: James
Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products, Problems with
appearance or performance arising from use of third Party tOLIch-LIP Paints or paints used as touch-up that are not James Hardie touch-up,
will not be covered under the James Hardie ColorPlus Limited Finish Warranty, The following
outlines the recommended applications for ColorPlus and Printed 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 ColorPlits products - primed panel recommended For ColorPlus
panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedartnill 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
HARUIE" 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 Ropriming is
normally not necessary 100% acrylic
topcoats are recommended DO NOT
use stain, oil/alkyd base paint, or powder coating on Jarr ies Hardie" Products Apply finish
coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature IRECOG-
1,
111ION
In xcuddrce Aft IM-Es Evaluation Regan ESR-1844, Harriet areal vertical siding is r"Inized as a suitabla alternate to that spiwifforl in, IN M06 2009, 8 2012 lolornatiortal R%lderilml Code for One, and two-Faouly
Nellirgs and the 2006,200, & 2012 Internalkinal Buildintr GuduHardepanof Verfloal siding is alao tempos err forapplication In the tolloMag Giry of (,(,,s Angeles Rosoarcli Repot No 24862, State of Florida listing 1`4889, Dade
county, FlorkU NOA No. 02-0729,02, It S. Dart of For) Materials Release I 263c, Texas flepartroant of Insurance Psi duet Evaluatfort EG 23, City (A New York MEA 223-93-M. and California OSA PA,01 9, New' (Mulnervis should also
he coasultoof for all(Ifffo(ial lefoanaliurt concerning the suitability of "its lxwkk( (or spectric appl"hoot' 0 2013 James Hardie
building Products. All rights reserved. W, SM, and 0
denote trademarks or registered trademarks or Additional Installation Intortualion, James I lardie"Technology
I writted N is a registered Warranties, and Warnings are available at JamesHardie trademark of James Hardie
technology Limited, www.jamoshardie.com HS1236-P3/3 6113
Horida Building Code Online
I
tittps://www.floridabuiIdirig,org/pr/pr_app _,dfl.aspx?paraiu=w(iEVX...
FICIS t*)ifie Log In User Reqrstmtion Hot Torrk.-s Submfl, Swc1large Stars a Facts Ritifications F9C Staff OCIS Site Mal) Links Search
dbprProduct Approval
USER: puwkc User
flodwct Appioval (v uiu , 1j, S 1,101 I ApprKaUu n,j_sk I APPI)MOOn VOW FL #
FLI2194-R7 Application
Type Revision Code
Version 2017 Application
Status Approved Comments
Archived
Product
Manufacturer Aluminum Coils, Inc. Address/
Rhone/Email 5001 West Knox Street Tampa,
FL 33634 813)
249-9743 grahmanpalurri
i numcoi Isinc, corn Authorized
Signature Gareth Rahman grahman@alkjrninumcoilsinc,
co,,ii Technical
Representative Paul Frost Address/
Phone/Email 5001 West Knox Street Tampa,
FL 33634 813)
249-9742 PFrosL@aturiiiriunicuilsinc.
corTi Quality
Assurance Representative Address/
Phone/Email Category
Panel Walls Subcategory
Soffits Compliance
Method Evaluation Report frorn 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 - Harcicopy Received Certificate
of Independence Referenced
Standard and Year (of Standard) Equivalence
of Product Standards Certified
By FLJ
2 ' 194 R ' 7 COI A1-05001A 2017 FbC, EvaluaCrpn Report Q4 T4 5affits
HoLpdf SwndaLd
AAMA
1402 YWE
2009
1
of 2 41" 13 i20 t 8, 7:3 7 AIM
Florida Building Code Online
I
https:t/www.floridabuilding,org/pr/pr_app_dtl.aspx9pararn- wGFVX...
Sections from the Code
Product Approval Method Method 1 Option D
Date Submitted 12/15/2017
Date Validated 12/15/2017
Date Pending FBC Approval 12/20/2017
Date Approved 02/13/2018
Summary of Products
FL # : Model, Number or Name Description
12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels
Limits of Use Installation Instructions
Approved for use in HV"Z: No 701/ FBC Fvjlltjokioil lIere it
Approved for use outside HVHZ: Yes T soffts Flno:,pdf
Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021
Design Pressure, +80/-90 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use, Evaluation Reports
11121 )4 R7__fiE 2017 FbC Evalrialtion Repl jj
Q4 T4 SC)ffff,,-,
Created by Independent Third Party: Yes
Back: 114axt
r—WULU u* itoikl, TaILAWsift J`L,I;IWFhQM; 4-50,431 In 4 The
state ilfl`lorida is all AA/EFO employer $14M of flo'od, :; llrtia $1,4017rent :: AcmiatiffAY5tatellwalt Under
Florida law, email addre3ses are public records It you do not "an( your e-mail address released in response to iii public -records request, (10 not. send .je, popic mail
to This entity. Instead, contact the office by phone or by traditional mail. It you have any qUeShOpS, *05e CO(ltaCt 850,487, 1395. 'Pursuant to Section 455.
27Sf 1), Florida Statutes, effective October 1, 2012, ftcensees kensed milder chapter 455, F.S. 'Oust Provide the 0cooltulent with an epuld address it they have one.
The emaiis provided maybe used for official communication with the licensee. However email addresses are public recoid, it you do not wish 10 supply a personal
address, please provide the Department with an email address which (:Air be made available to the public. To delieraune ifyou area licensee under Chapter 455,
F's, please click hqm Product
Approval Aompts: rT
91 FO Fxn.t CM Credit
Cal d safe
2
of 2 4/ 13/2018, 7:37 AM
CREEK
TF-cHNICAL SFERVICIE-S, I_ LC
EVALUATION REPORT
Manufacturer:
Manufacturing:
Quality Assurance:
SCOPE
Category:
Subcategory:
Code Sections:
Properties:
REFERENCES
ALUMINUM COILS, INC,
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
w Ll 411L, wn)L
Tampa, FL
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
FLORIDA BUILDING CODE 6"' EDITION (2017)
PRI Construction Materials Technologies (QUA91 10)
Panel Walls
Soffits
1404.5,1, 1709.10
Wind Resistance
Issued December 14, 2017
Entity ftSlrNk Standa r Year
Certified Testing Laboratories (I ST 1577) CTLA 1847W AAMA 1402 2009
Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009
PRI Construction Materials -Technologies (TST5878) ACIX-008-02-01 AAMA 1402 2009
LIMITATIONS
1 This report is not for use in the HVI-iZ.
2, Design wind loads shall be determined in accordance with FEIC Section 1609,
3, Soffits shall be labeled in accordance with FBC Section 1709,10,
4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's
published application instructions. Where discrepancies exist between these sources, the more restrictive
and FBC compliant installation detail shall prevail,
5. Installations shall meet the minimum ventilation requirements of FBC section 1203-2.
6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall
be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the
minimum load resistance for the project requirements.
7. All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 611320-3.
ALC 1500 1 A FL12194-R7 Palle 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout (tie 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.
S, INCCREEKSoffitsaALUMINUMCOILTECHNICALRVICES, [-
L.0 PRODUCT DESCRIPTIONS
318" F-
Channel Preformed nominal 0,016-inch thick, 3105 H-14 aluminum F-channel, See Appendix D for dimension drawings.
318" J-
Channel Preformed nominal 0,016-inch thick, 3105 H-14 aluminum J-channel, See Appendix D for dimension drawings,
Fascia Preformed
nominal 0.019-inch thick, 3105 H-14 aluminum fascia, See Appendix D for dimension drawings.
16" Q4
Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections.
The reported net free ventilation areas are 22.3 ir,2/1 in.ft. for the 'full vent' configuration and
11.1 in 2/lin.ft. and for the 'center vent' configuration, See Appendix D for dimension drawings,
1"Wa-
Mu" 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 in2/lin,ft. for the 'full vent' configuration and
4,2 in2/lin.ft, for the 'center vent' configuration, See Appendix D for dimension drawings,
AI,C15001,
4 FL12194-R7 Page 2 of 3 This evaluation
report is provided for State of Florida product approval under Rule 61(320-3, 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
TF:cHNICAL SERVICES, LA-C
COMPLIANCE STATEMENT
ALUMINUM COILS, INC
Soffits
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, 6tt) Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer,
1%,W11111111 0 ,
L N
No 74021
j :jr - z
STATE OF .: UJ
A,
0 R
CERTIFICATION OF INDEPENDENCE
2017.12.14
16:21:34
05'00'
Zachary R. Priest, P.E.
Florida Registration No. 74021
Organization No. ANE9641
CREEK Technical Services, 11C does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, I_LC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation,
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P,E, does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX A —Approved Systems (11 pages)
2) APPENDIX B — Installation Drawings (19 pages)
3) APPENDIX C — Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001A FL12194-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
us TEcHNICAL SERVICF-S, LLC
APPROVED SYSTEMS
ALUMINUM COILS, INC
Soffits
Appendix A
The following notes shall be observed when using the assembly tables below.
1. Maximum Design Pressures (MDP} were calculated using a 1,5:1 margin of safety per FBC Section 1404.5.1
2, Refer to LirAnoNs and sections of this evaluation when using the table(s) below, 3.
Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4.
The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5.
Unless otherwise specified, the Wood substrate shall be minimum No, 2 SPF (S.G. = 0-42) 2x lumber. Substrate attachment shall be designed by others in
accordance with FBC requirements to meet the minimum design requirements for the project, Unless
otherwise specified, the Masonry substrate shall conform to ASTM C 90, Substrate attachment shall be designed by others in accordance with FBC
requirements to meet the minimum design requirements for the project 7.
Typical fastening details are as follows: ALC15001.
4 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,
16'04 Soffit— 16-incho.c. Fastener
Fastener Loc
ton LoTion FL412194-
R7 Fade 1 of 11 This
evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacture, shall notify CREEK 7echnicEil 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
TF_,_-HNiCAL SE_-vicF_s. LLC
d, 16'04 Soffit— 8-inch c,--.
Fastener
Location
Fastener Fastener
Location Location
Approved System Numbers and Definitions
ALUMINUM COILS. INC
Soffits
1_0 Aperoved Systems for 10,5-inch Soffit Span with J-Channel at Wall and Eave5J_1_#
12F-# Approved Systems for 12-inch Soffit Span with F-Channel and Fascia Cap
12J-# Approved Systems for 12-inch Soffit Sean with J-Channel and Fascia Cap
j !2J'J-# Approved Systems for 12-inch Soffit Span with J-Channel at Wall and Eave
Approved Systems for 114,5-inch SotTd Span with J-Channel at Wail and Eave
6F-# ApRLoved Systems for 16-4nch Soffit Span with F-Channel and Fascia Cap
61141 Approved Systems for 16-inch Soffit Span with J-ChanneJ and Fascia Cap
1iJJ Approved §ystems for 16-inch Soffit Span with J-Channel at Wall and Eave
22,5iJ-# Approved Systems for 22.5-inch Soffd Span with J-Channel at Wall and Eave
24F-# Ap roved Systems for 24-inch Soffit Span with F-Channel and Fascia Cap
24j-# Approved Systems for 24-inch Soffit Span with J-Channel and Fascia Cap
Approved Systems for 24-inch Soffit Span with J-Channel at Wall and Eave
ME=
Approved Systems for Maximum 10.5-inch Soffit Span with J-Channel at Wail and Eave
Wall Connection Eave Connection
System Panel MDP
No. Width W
Substrat J-Channel
Substrate
J-Channel
e Attachment Attachment
Three (3) 18 ga, I 14-inch crown x 1 -inch leg staples in Three (3) 18 9a, 1/44nch crown x 1-inch leg staples indiamondpatternspaced24-inch o.c. securing diamond pattern spaced 24-inch o.c. securing
10,5ij-1
Max.
16-inch
Wood i-Channel to joists;
One (1) 18 ga. 1/4-inch crown x 1-inch leg staples
Wood J-Channel to joists; t59.8
in the horizontal leg of the J-Channel spaced
One (1) 18 ga. 1/4-inch crown x 1-inch leg staples located
Ilocated 12-inch o.c. in the horizontal leg of the J-Channel spaced 12-inch o.cI
ALC15001,4 FL12194-R7 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.
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 12-inch Soffit Span with F-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width W
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max.
One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 318-inch crown
One (1) min. I 3/4-inch long x
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 36-inch o.c.
One (1) 14 ga. 518-inch long T nail or One (1) min. I 314-incur long x
12F-2
Max.
Masonry 9 ga., min. 518-inch long Stub Nail Wood
One (1) min. 318 x 318-inch crown 0,072-inch dia. x min. 3/16- 40
16-inch with 3i8-inch diameter head spaced staple spaced 16-inch o.c. inch head dia. trim nail
84nch o.c. spaced 36-inch o.c,
Max.
Three (3) min. 314-inch x 1/4-inch One (1) min 3/4-inch x 114-inch One (l) min. I 3/4-inch long x
0.072-inch dia. xmin. 1/44nch 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 0.c.
One (1) 14 ga. 518-inch long T nail or One (1) min 3/4-inch x 114-inch One (1) min. I 314-inch long x
12F-4
Max.
Masonry 9 ga., min. 5/8-inch long Stub Nail Wood crown staple spaced 8-inch o.c.
0.072-inch dia. x min. 114 inch 48
16-inch with 318-inch diameter head spaced
and securing each panel lap head dia. trip nail spaced 64.2
1 1 8-inch o.c. I inch o.c.
Approved Systems for Maximum12-inch Soffit Span with J-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No, Width psf)
Substrate
J-Channel
Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Three (3) min. 3/4-
inch x 1144nch crown
One (1) min. #8 x 112-inch
One (1) min 3J4-inch x One (1) min. 1 34-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. 1/4-inch 48
16-inch
pattern spaced 24-
screw spaced 164nch o.c,
spaced 84nch o.c.
head dia. in nail spaced 48- p 64.2
inch o.c. connecting soffit to J-channelco
I I
inch o.c.
I
ALC15001+4 FL12194-R7 Page 3 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 no, express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
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 1 -inch leg staples in Three (3) 18 ga. 114nch 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
164nch 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 60
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. I securing each panel lap
Approved Systems for 14.5-inch Soffit Span YAM J-Channel at Wall 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 Three (3) 18 ga. 1/4-inch crown x 1-inch leg staples indiamondpatternspaced24-inch o.c. securing diamond pattern spaced 24-inch o.c. securing
14.5JJ-1
Max.
16-inch
Wood J-Channel to joists;
One (1) 18 ga.114-inch crown x 1-inch leg staples
Wood J-Channel to joists; 43.3
located in the horizontal leg of the J-Channel spaced One (1) 18 ga. I 144nch crown x 1 -inch leg staples located
12-inch o.c. I in the horizontal leg of the J-Channel spaced 12-inch c.c. I I
ALC1 5001.4 FL12194-R7 Paoe 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.
M
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 Psf)
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 14 ga. 5/8-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 3/8-inch diameter head spaced 4-inch 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 .754nch x
Max. Three (3) 18 ga. 114-inch crown x 1- 1-inch leg staple spaced max.
0.072-inch diameter
16F-2
12-inch
Wood inch leg staples in diamond pattern Wood
44nch o.c. and securing each finishing nail with min. 3116- 53.3
spaced 16-inch o.c,
panel lap
inch head spaced
124nch O.C.
One (1) 14 ga. 518-inch long T nail or One (1) min 3/8-inch x 3/8-inch One (1) min. I 314-inch long
16F-3
Max.
Masonry 9 ga., min. 518-inch long Stub Nail Wood crown staple spaced 16-inch
x 0.072 inch dia. x min.
25,6
164nch with 3/8-inch diameter head spaced 3116-inch head dia. trim nail
8-inch o,c.
0'c
spaced 36-inch o.c.
Max.
One (1) 318-inchhead dia. nail, min, One (1) min 3/6-inch x 3/8-inch One (1) min, I 3/4-inch Jong
x 0.072 inch dia. x min.
16F-4
16-inch
Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch
3116-inch head dia. trim nail
25.6
inch o.c. spaced 36-inch o.c.
Three (3) min. 314-inch x 1/4-inch One (1) min. 1 3/44nch long
16F-5
Max
Woodo crown staples in diamond pattern Wood One (1) min 314-inch x 1/4-inch x 0.072-inch dia, x min. 114- 27
16-inch
spaced 24-inch o.c.
crown staple spaced 8-inch o.c. inch head dia. trip nail 36,1
spaced 48Anch o.c.
One (1) 14 ga. 518-inch long T nail or One (1) IS ga. 1/4 na crown x
One (1) min. 1.75-inch x
0,072-inch diameter
16F-6
Max,
Masonry 9 ga., min, 518-inch long Stub Nail Wood 1-inch leg staple spaced 4-inch finishing nail with min, 3116- t43.3
16-inch with 3/8-inch diameter head spaced o.c, and securing each panel h head spacedinc
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 9a,V4-inch crown x I-
3o. Anch leg staple spaced 4-inch
0.072 inch diameter
16F-7
16-inch
Wood inch leg staples in diamond pattern Wood
c. and securing each panel finishing nail with min. 3116- 43.3
spaced 16-inch o,c,
lap
inch head spaced
I 16-inch o,c.
AL'-15001,4 R-12194-137 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 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 A
Approved Systems for Maximum 16-inch Soffit Span with J-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width W
Substrate
J-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max.
Three (3) min. 314-inch x 114-inch One (1) min 314-inch x 14-inch
One (1) min. 1 314Anch
long x 0.072-inch dia. x
16J_1
16-inch
Wood crown staples in diamond pattern wood
crown staple spaced 8-inch O.C. min. 114-inch head dia, trip 31.4
spaced 24-inch o,c.
I I I nail spaced 48-inch o.c.
Approved Systems for Maximum 164nch Soffit Span with J-Channel at Wall and Eave
Wall Connection Eave Connection
System Panel MDP
No, Width W
Substrate
J-Channel
Substrate
J-Channel
Attachment Attachment
Three (3) 18 ga.1144nch crown x 1 -inch leg staples in
diamond pattern spaced 24-inch o.c. securing Three (3) 18 ga. 1/4-4'nch crown x 14nch leg staples in
16JJ-1
Max.
16-inch
Wood J-Channel to joists;
One (1) 18 ga.114-inch crown x 14nch leg staples
Wood diamond pattern spaced 8-inch o.c. securing t32.7
located in the horizontal leg of the J-Channel spaced
J-Channel to fascia
12-inch o.c.
Three (3) 18 ga. 1144nch crown x 1 -inch leg staples in Three f3) 18 ga. 114--Jnch crown x 1-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-Channel to joists; Wood
J-Channel to fascia; 43.3
16-minch One {1) 18 ga. 1/4-inch crown x 14nch leg staples One (1) 18 ga,1/44nch 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.
124nch o.c.
I I securing each panel lap
ALC15001.4 FL12194-R7 6 of I I
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
TF-cHN,ICAL SERvicEs;.' LLC
ALUMINUM COILS, INC
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 lkpsf)
Substrate
J-Channel
Panel Attachment Substrate
J-Channel
Attachment Attachment
Three (3) 18 ga, 114-inch crown x One (1) 18 ga- 114-Jnch crown x Three (3) 18 ga. 1 14-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 24-inch o.c.
22,5JJ-1
Max.
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 g a. 114-inch crown x One (1) 18 ga, 1 /4-inch, crown x
1-inch leg staples located in the One (1) min. 1.75-inch x 0.072-inch 14nch I-eg staples located in the
horizontal leg of the J-Channel diameter finishing nail with min. horizontal leg of the J-Channel
spaced 12Anch o.c. 3116-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 Psfi
Substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga.1/44nch
Nominal 1x2 crown x 1 -inch leg
No,2 SYP
staple spaced
Three (3) 18 ga. 114- anchored to 12-inch o.c. securing One (11) 18 ga. 1 i4-
One (1) min. 1.754neh x
Max,
inch crown x 14nch
rafter with one each panel lap inch crown x 1-inch
0.072-inch diameter
80
2417- 1
124nch
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 0,0724n& diameter 124nch o,c-
24-inch o.c. finishing nail with min.
3116-inch head spaced
I 44nch c.c. J
ALCI5001,4 FL12194-R7 7 of 11
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 reporl 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=_c 41-41CAL SF-RvicEs. LLC
ALUMINUM COILS, INC
soffits
Zug =-
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. 114-inch
crown x 1 -inch leg
Nominal 1x2 staple spaced
One (1) min. 1 .5- No.2 SYP 12-inch oz. securing One (1) 18 ga. 1 /4-
One (1) min. 1.75-inch x
Max. rich x 11 ga. anchored to each panel lap inch crown x 1-inch-
inch diameter
80
2417-2 124nch
Wood smooth shank rafter with one wood
leg staple spaced 8- finishing nail with min. 76.6
roofing nail spaced 1) 7d x 2.25- One (1) min. 1,75-inch
inch o.c
3/16-inch head spaced
16-inch o.c. inch ring shank x 0,072-inct, diameter 12-inch o.c.
nail 244nch o.c. finishing nail with min,
3116-inch head spaced
44nch o.c,
One (1) 18 ga, 114-inch
crown x 1 -inch leg
One (1) 14 ga. 518- Nominal 1)Q staple spaced
inch long T nail or 9 No1 SYP 12-inch o.c. securing One (1) 18 ga 114-
One 0) min. 1. 754nch x
Max. ga-, min. 518-inch anchored to each panel lap inch crown x !'-Inch
0.072-inch diameter 80
24F-3
12-inch Masonry long Stub Nail with rafter with one Wood
leg spaced 8- finishing nail with man,staple 76.6
318-inch diameter 1) 7d x 2.25- One (1) min, 1,754neh
inch o.c.
3116-inch head spaced
head spaced 8-inch inch ring shank x 0.072-inch diameter 124nch o.c.
O'C' nail 244nch o.c. finishing nail with min.
3116-inch head spaced
4-inch o.c,
One (1) 18 ga. 1 14-inch
crown x 14nch leg
Nominal 1 x2 staple securing the
Nc.2 SYP
nailer of each female
Three (3) 18 ga.114- anchored to
lock or spaced One (1) 18 ga. 114- One (1) min, 1.75-inch x
Max
inch crown x 1-inch
rafter with one 16-inch o,c. securing inch crown x 1-inch 0,0724nch diameter 80
24F-4
164nch
Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail.%Mth min' 60
diamond pattern
inch x 7d ring
inch o.c, and securing 3/164nch head spaced
4rispaced16ch o.c. nail
One (1) min, 1.75-inch each panel lap 164neli o.c,
244nch o.c,
x 0.072-inch diameter
finishing nail with min'
3/16-inch head spaced
I 4-inch o.c.
ALC 15001.4 FL12194-R7 8 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 charges 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 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
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga.114-inch
crown x !-inch leg
staple securing the
Nominal I x2 nailer of each female
One(l)min 1.5- No.2 SYP lock or spaced One (1) 18 ga. 114- One (1) min. 1 .75-inch x
Max inch x 11 ga. anchored to 16-inch o,c. securing inch crown x 1-inch 0.072-inch diameter
802417-5
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 0.0724neh diameter
finishing nail with min.
3/164nch head spaced
44nch o.c.
One (1) 18 ga. 114-inch
crown x 1 -inch leg
staple securing the
One (1) 14 ga. 518- Nominal 1x2 nailer of each female
inch long T nail or 9 No2 SYP lock or spaced One (1) 18 ga. 114- One (1) min, 1.75-inch x
Max ga., min. 5/8-inch anchored to 164nch o.c, securing inch crown x 14nch 0.0724nch diameter
80
24F-6
16-inch Masonry long Stub Nail with rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min, 60
318-inch diameter 1) 7d x 2.25- inch o.c. and securing 3116-inch head spaced
head spaced &4nch inch ring shank One (1) min. 1.75-inch each panel lap 16-inch c.c.
O.C. nail 24-inch o.c. x 0.0724nch diameter
finishing nail with min
3/16-inch head spaced
4-inch o.c.
ALC15001,4 FLII 21194-137 9 of, i 1
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer she]' notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration fo,, which this repo, t is valid. This evaluation report does no; express nor imply warranty, installation recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHN1-_AL SERVICES. LLC
ALUMINUM COILS, INC
Soffits
UMMEM
Approved Systems for Maximum 24-inch Soffit Span with J-Channel and Fascia Cap
Wall Connection Center Connection Eave Connection
System Panel MOP
No, Width psf)
Batten
J-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Nominal 1x2 No.2
SYP scabbed
between rafters with One (1) 18 ga. 114-
one (!) 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.1/44neh crown
through the rafter securing each panel One (1) 18 ga. I/-
One (1) min. 1. 75-inch
Max,
24J-1,
rafter with one x 1-inch leg
into the end of the
batten or two (2)
iap
Wood
inch crown x 1-inch
x 0,072-inch diameter
finishing nail with min. t60
124rich 1) min, 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1 75- lestaple spaced g3/116- inch head spaced in
x 7d ring pattern spaced 16- ring shank nails toe- inch x 0.072-inch 8-
inch o.c. 12-
inch c.o shank
nail inch o.c, nailed
on either side diameter finishing 24-inch o.c. of
the batten at nail with min. 3/16- each
batlenlrafter inch head spaced intersection.
Max. 4-inch o.c. rafter
spacing is 24-
inch o, c. , i Nominal
1x2 No.2 SYP
scabbed One (1) 18 ga. 1/4- between
rafters with inch crown x 1 -inch one (
1) min. 2,25- leg staple securing Nominal
1x2 inch x 7d ring shank the nailer of each No.
2 SYP Three (3) 18 nail
straight -nailed through
the rafter female
lock or spaced
16-inch o.c. One (1) 18 ga. A - One (1) min, 1,75-inch anchored
to ga.114 nch crown into the end of the securing each panel inch
crown x 1-inch x
0.072-inch diameter Max.
24J-
2 rafter
with one x 1-inch leg batten or two (2) lap Wood leg staple spaced finishing nail with min. t53.3 16-
inch 1) min, 2.25- staples in diamond min, 2.254nch x 7d 8-inch o,c, and 3/
16-inch head spaced inch
x 7d ring pattern spaced 16- ring shank nails toe- One (1) min. 1.75- securing each panel 16-inch o.c. shank
nail inch o.c, nailed on either side inch x 0.072-inch lap 24-
inch o.c. of
the batten at diameter finishing each
battenlrafter nail with min. 3/16- intersection.
Max. Inch head spaced rafter
spacing is 44rch o.--. 24-
inch o.c. I I I I I I ALC15001,
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
attributes that are not specifically addressed herein.
R
ALUMINUM COILS, INC
soffits
Appendix A
Approved Systems for Maximum 24-inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width ps l
Substrate
J-Channel
Panel Attachment Substrate
J-Channel
Attachment Attachment
Three (3) 18 ga. 114-inch crown x One (1) 18 ga, 114-inch crown x
1-inch leg staples in diamond 1 -inch leg staple securing the nailer Three 13) 18 ga.114-inch crownpatternspaced244ncho.c. of each female lock of spaced 16-
x 14nch leg staples in diamond
24JJ-1
Max
Wood securing J-Channef to joists; inch o.c. securing each panel lap Wood pattern spaced 8-inch o.c. t-43.5
16-inch One (1) 18 ga.1/4-nch crown x
securingng1-inch leg staples located in the One (1) min. 1.754nch 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 g& 114-inch crown x One (1) 18 ga. 1/4-inch crown x Three (3) 18 ga, 114-inch crown
inch leg staples in diamond 1-inch leg staple securing the nailer x 1-inch leg staples in diamond
pattern spaced 24 nch 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 panel lap securing J-Channel to fascia: 53.3
24JJ-2
16-inch
Wood
One (1) 18 9a.1 ' 14-inch crown x
Wood One (1) 18 ga. I 4-inch crown x 44.4
1-inch leg staples located in the One (1) min. 1.75-inch x 0.072-inch inch leg staple securing 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 FL 1 2194-R7 11 of11
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 B
INSTALLATION
Note - Refer to the APPRovED Sys section of this report for additional Installation details of a selected system and maximum design pressures limitations.
System No. Installation Detail
st;oJe5 24, QI: max OPEN
R.F7FYI 'Z)iarnord' Flatten sz;
mes 12- o,,, may, J-
Channel 14.
5JJ-1 1W 1
18ga , 1 A" 1' slaoles 24' 0 7 max, S!
aples 24" 0 c max "D!aInolla" Patten 7
I
8fja , 114" 1' staples
12" 0, C, ma), Diamond'
Patten J-
0hannell ALC15001.
4 FL12194-R7 Page 1 of 19 This
evaluation report is provided for Stale 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
System No. Installation Detail
Milk S/S'HEAD D A. NAIL, 1,01N, 125'
EIASENDMEN'T SPACED 24" C.C. FOR WOOD
SUBSTRATES- 1`01,N. 14GA T-NAIL OR. MIN, 9GA
STUB NAIL 1Nj7H 3i3" HEAD DiA., Mr, 5/3'
EMBEDIAV,J SPACED S" OC. FOR ',AAS0N'R'Y SUBS
TPATES, ASC;
A SLIP BOARD 12F-
1 & I
I 'j ', \ '-- SOFFIT 12F-
2 WkX, 1241NCH SPAN E
CHANNELFAS--!
A UP 11/4" FASCIA
TRIM STAPLE
SOFFIT TO ASCIA
BOARD #T50 8"
X 3/8" STAPLE 16"
0"C' SS
1
3/4" TRIM NA1 MIN-
5 NAILS PER, 12' PlIECE S'
OFFIT &--FAS1--iA- D'ETAIL ALC15001.
4 FL12194-R7 Page 2 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, LI-C 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. instaliation, recommended use. or other product
attributes that are not specificaily addressed herein.
1 System No. I installation Detail
12F-3
3/4' X 1/4- -'-,
CROWN STAPLES
USING A DIAMOND
PATTERN j
1-3/4" TRIM NAIL
F' CHANNEL CAN BE PANTED S.S. 48"
INSTALLED WITH THE O.C.
NAILING FLANGE UP OR
DOWN
Wool)
SUBSTRATE
SOFFIT-
ALUMINUM COILS, INC
Soffits
Mam
OPEN RAFrER
SOFFIT STAPLE
DIAMOND PATTERN
I'DETAIL
Vfr SE7VVN I
STAPLES
FACIA BOARD
in
W.
3/4- X 1/4- CROWN
STAPLE '8' ON CENTER
1-3/4' TRIM NAIL
PANTED 5.5,
ON=
FACIA BOARD
FASCIA CAP
3/4- X 1/4-
CROWN STAPLE
SOFFIT & FASCIA
DETAIL
ALC15001.4 FL12194-R7 Page 3 of 19
This evaluation report is provided for State of Forida 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.
j'CREEK
4N! J TEct CAL SERViCES, LLC
No. I Installation Detail
12F-4
4GA T-NAIL OR !AIN' 9G-'
NAIL W! T'- 3/8" HE,4,D, D!A,, fMVo. SIS'
DkIENT SFACED 6" G.C. =OR MASONRY
kSCiA SLIP BOARD
FASCIA T R I .A
1-3/4' TRIM NAIL
FACIA 80ARE)
RAI'NTED S.S.
FASCiA CAP
3/4- X 1/4-
CROWN STAPLE
SOFFIT & FASCIA
DETAIL
ALUMINUM COILS, INC
Soffits
Appendix B
ALC15001,4 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,
ALUMINUM COILS, INCCREEKSoffitsATECHNICALSERvir-F-s, LLC
Appendix B
I System No. I Installation Detail
OPEN RAFTER
3/4' X 1/4" CROWN STAPLE
ST SOFFF S TAPLE
ND PATTEFACIABOARDQlAMOIRN DETAIL
31/
4' X 1/4' CROWN STAPLE '24- ON
CENTER USIN' A DtAMOND PA TERN FASCIA CAP Mal
12J-
1 A t3/4' X 1/4' CROWN FACIA BOARD STAPLE '
8* ON CENTER 1-3/4- TRIM NAIL Li —CHANNEL 1-3/4- TRIM NAJL—' PAINTED S.S. PAtN
ED S.S. 45' FASCIA CAP 3/
4 - X 1/4- CROWN
STAPLE SOFFIT
WOOD
OR BLOCK SOFFIT & FASCIA SUBSTRATE
DETAIL ALC150101.
4 FL12194-R7 Page 5 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, of other product
attributes that are not specifically addressed herein,.
CREEK
7`Ect-iNICAL SERVICES. LLC
System No.
I
Installation Detail
12JJ-1 &
16JJ-2
spa, V4, XI-
sta'Ples 12- C, C Max
W
I 15ga , If.," 1,
7;
Diar;ionT Fatten
lea Qffprnale lap
J-Charinei
ALUMINUM COILS, INC
Soffits
Appendix B
DarnonT Paten
FORM
slaoeB I i" C r Max
DiarQnT Paler,
ALC15001.4 FL12194-R7 Page 6 of 19
This evaluation report is provided for State of Florida product approval under Ruie 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 othe-
product attributes that are not specifically addressed herein,
CREEK
TF-cHNICAL SF-RvicF-s, LLC
ALUMINUM COILS, INC
soffits
System No. Installation Detail
FASCA CAP
SOMT X
OPEN RAF'ER
FASCLA WAPO
16F-1 SOFFIT 2, FASCIA
DETAIL
1-7
4SUA 1AP'RUER
To SViT S FASfJA OVA&
SOMT,
V f
SMSTRATE ALC!
5001-,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 net express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein,
System No, 1 Installation Detail
I 16F-3 &
16F-4
SOFF1 T
F" CHANNEL
IFASCIA LIP
MIN, 3/S' HEA',D DIA. NA, 11 , MIN. 125"
EMBETAIDMEr-47 SPACED 24- C.C. ' FOR WOOD
7RA TES, MIN. 14GA T-NAIL OR, WN, 9aA-
S 7US NA- 1 L W 171H 3,!S " HEAD D 1 A, . M I NIL 5 l,'S'
EIABEDMEV SPACED 3' 0,C. FOR MASONIPY
FASCIA SLUP BOARD
rASCIA TRIM
STAPLE S&FIFIT TO
ASC[A BOARD #-T50
8" X 3/8" STAPLE
16" O.C.
SS
1 3/4" TRIM NAIL
IVIJN5 NAILS PER 12' PIECE S07FT &
FASCIA DETAIL ALUMINUM
COILS, INC soffits
Appendix
B ALC15001,
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, LL". 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 SERVICE5. LLC
System No. 1, Installation Detail
16F-r
3/4' X 1/4' ",
CROWN STAPLES
USING A DIAMOND
PATTERN I
3/4- TRIM NALA
F' CHANNEL CAN BE PAINTED S.S. 4a'
iNSzTALLED WITH THE O.C.
NAILING FLANGE UP OR
0OWN
S0FFTT-_t_-j" Inch
ALUMINUM COILS, INC
soffits
Appendix B
SOFFIT STAPLE3/ir SETWEEN
OPEN RAF i
DIAMOND PATTER
DETAILj1—1
31W SErVaN 1
FACIA BOARD
ST^R_ES
r ------- rl
ASCIA CAP
3/4- X 1/4- CROWN
STAPLE '$" ON CENTER
1-3/4' TRIM NAIL
PAINTED S.S.
SOFFIT
FACIA 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 6IG20-3. The manufacturer st,41 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
TE-cHNICAL SE.-VICE:S, LLC
No, Installation Detail
S7
16F-2 &
16F-7
f.
EMT RATE
CK11 Unfit,
FASCIA aDARO
FACIA CAP RIMP,
TO SOFFO I FAKIA
DETAIL
SoffjT' 111.0- 16'
SPAN
SUM
ALUMINUM COILS, INC
soffits
Appendix B
FASCIA BOARt
FASCIA CAP
SOFFIT & FASCIA
DETAIL
ALCI5001,4 FL! 2194-R7 Page 10 of 19
This evaluation report is provided for State of Ronda product approval under Rule 6IG20-3. The manufacturer shall notify CREE_::X Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which fts 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
TEcHi,N]CAL SERviczss, LLC
No, I Installation Detail
3/4- X 1/4- CROWN STAPLE -24-
ON CENTER USING A DIAMOND PATTERN
ALUMINUM COILS, INC
Soffits
M
OPEN RAFTER
3/4- X /4- CROWN STAPLE
GIST
SOFFIT STAPLE
FACIA BOARD DIAMOND PATTERN
DE
1, T_ CHANNEL 1-2/4* TRIM NAIL
PAINTED S.S. 0'
O.G.
OFFrr— -1"-11. X . pa;
WOOD OR BLOCK
SUBSTRATE
FASCIA CAP
1/4" X 1/4' CROWN i— FACIA BOARD
STAPLE -8- ON CENTER TRIM NAILI '
PAINTED S,S. —
FASCIA CAP
3/4- X 1/4-
CROWN STAPLE
SOFFIT &-FASCIA
DETAIL
ALC15001.4 FL12194-R7 Page 11 of 19
This evaluation report is provided for Sate of Florida product approval under Rule BIG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration forvm.ich this rep ort Valid, ?his evalua tion report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SF-RvicF-s, LLC
I System No, I Installation Detail
II fs9a , 114' x V
slaoles " 2' o'r rnaz
I Sga, I W,,x I'
310' states es 24"' C max
J-Channei
mmm
ALUMINUM COILS, INC
soffits
Appendix B
I 8ga" I W X V
slapies 24' o c r-nax
Diamond"Patter, I
S"apies a" 0 C rna'
Paten
ALC15001,4 FL12194-R7 Page 12 of 19
This evaluation report, is provided for State of Florida product approve" 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 valjd. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein,
CREEK
TEct-iNiCAL SzRwcEs, L-LC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
gga,, 114- g I"
staples 24' c, max
Fatten
1 "pa i4" 7 1'
c-s
A
0 pa 14, x t staDies
o - n-,ax and
L ng x 072- via Tnni
Naii5 r -"th 3' 1 T Head 3f"'
22.,5JJ-1
C Max 8
8ga t"4- % I' slapt' <4" of ma'
StaWP5 24 -0 r. MZ C"jamond, Patten 1WX
1" Staples
0 C' Max, Fatl'
n ALC
15001,4 FL12194-R7 Page 13 of 19 Th
is hisevaluation 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
attrbutes that are not specifically addressed herein.
CREEK
Tg-7cHNJCA1- SERVICES, LLC
ALUMINUM COILS, INC
soffits
Appendix B
System No. Installation Detail
I MNTPRAI aOARD S.
S. 1"
4- CROWN FASCIA CAP STAPLES
USING
A INAMAID SOFM
PATTERN:
REFER TO 1-4- CROWN STAPLE SOPHT
STAKt MAMM
PATTERN TRV1
NAIL--- PAMTED
SS FASOA
BOARD SOFFIT &
FASCIA V
DETAIL 2417-
1 & 24F-
4 1'CROWN S I Api -E CRD- FASCIA
CAP, R.PER, 10
SOFF17 FASOA Of
TAIL gmnal
I'X2, SYP Be
tea Anchored tz tIAX 2., F-
CHANVEL Rafters vitb 0oe 14 qing
Sba.'* Nwi al every
Ratter WOOD
SUBSTRATE SOFFIT
S7APLE DIAMOND
PATTERN ALC
15001,4 FL12194-R7 Page 14 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.
ALUMINUM COILS, INCCREEKSoffitsaTF—cHm--AL SERviczs, LLC
Appendix 8
System No. Installation Detail
A
I j' TRPI MAIL FASCIA BOARD
PAINTED S';.
I-i' SMOOTH -HANX FASCIA CAP
ROOF NABS
1-.J- [?,DWH STAPI-E
SOFFIT
4 101
1 TR' M NAIL FAS(JA BOARD
SOFFIT & FASCIA
24F -2 c JDETAIL
24F-5
STAPLE l k =ASCIA CAP: R£ER
TO SOFFIT & FASOA
ME
W00 SUBS
ALC15001A FL I 2194-R7 Page 15 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
TECHIN)CAL SERVICES, LLC
ALUMINUM COILS, INC
soffits
Appendix 8
System No, Installation Detail
TRv'I FASCIA 50ARO
UIGA T-NABS ---- FASCIA LAP
1'.j- CROWN SIAPU
I Tpvl NAIL FA$C A $OAR,
PAWTED S.S.
SOFFJ 8, FASCIA
24F-3 &
DETAIL
2417-6 CROWN stAGe
FASM CAP: REFER
IO SOFFIT 3 FASCIA
OETA11
SOFFIT; tIAX 24'
MASONRY
Pram RaftK
ALC15001,4 FI-12194-R7 Page 16 of 19
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer steal( notify CREEK Technical Services, LLC of any product changes orI
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
Soffits
Appendix B
System No. f Installation Detail
Rm NAIL f Sc 80 RD
PAiN I ED S.S'
SiAitfs p
r"_:A CAP
USING A OW10140
PATTERN, REFER TO uROWN STAPLEEVE
SOFFIT STAPI z RAFTER
DIAMOND PATTERN
TAIL
FASVA aaARD
SOFFIT & FASCIA
TRVI NAIL
PAINTED S.S DETAIL
24J-1 & r*- cmo STAPLE
2 -24J FASCIA AP, REFER
TO
0
SVAIOFFIT & FASCIA
L
ev— 1.n—zna SGrFr;; MAX 24,
i-CHANNEL W" 70 "J
arle, 'Nc IPIC snd
TE
f, naqS CP-'adz OntlalMe
SOFFIT STAPLE
DIAMOND PATTERN
ALC1 5001,4 FL12194-R7 Page 17 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 311jiloules that are not specifically addressed herein.
CREEK
TECHINICAL VICES. LLB'
ALUMINUM COILS, INC
soffits
Appendix B
System No. Installation Detail
1A" I'
staples 24" o C m a't
OPEN RAFTFF "Olamond' Panel)
rnax
7.
1
C max anz
Long x 0 72' to I fr-
rMIX
24JJ-1
1-1
stapir-s- 24' o c max, 1,4'> 1, 1,
7
v,Iamoncr Flatten
ALC 15001.4 FL12194-R7 Page 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. i-LC 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
TEEECHNPCAL SF-RvicEs. LLC
No. I Installation Detail
24JJ-2
Is
18 ga, V4- 'staples
IfT C rnax ant 1 Y4'
Long x 072'0,Ia, Tnr
C C frox
3isl
OPEN P.FTF1?
I?ga,, IW;4 I'
staplas 12 0, r. max
I gaI 4'x I s
of es 44'0,k: max 04a
M-nd" Fallen 18
ga. 1 Wx V slaptps
in ha zer#ai — leg
cif fernaic la;) J-
Cnannpi 34
A ALUMINUM
COILS, INC Soffits
Appendix
8 1
Sga,, 11 W x I' StaplP-
S- 24"O.e, Mar Diamond,
Felten 04
18gl,,
1W x V staples
I --- 0 C Max Diamond"
Patten ALC15001.
4 FL12194-R7 Page 19 of 119 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 tat are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
DESIGN WIND LoADs
ALUMINUM COILS, INC
Soffits
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 01 the FBC
2, Exposure B, C, and D shall be as defined in section 1609 of the FBC,
I Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft.
4. All calculations are based on an effective wind area of 10-ft2 or less,
5. Topographic factors such as escarpments or hills have been excluded from the analysis.
6. Wind directionality factor, K,, = 0.85
7, Vq is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC. 8,
Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9.
Zones 4 and 5 shall be defined as shown below. Dimension'a' shall be 10% of the least horizontal dimension or (0.4 x mean Roof Heigf;t), whichever is smaller,
but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001
4 FL12194-R7 1 of This
evaluation report is provided for State of Florida product approval under Rule 61 G20-3, The manufacturer shall notify CREEK Technical Services, ; LC 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 no', specifically addressed herein.
CREEK
TF-cH,NICAL SEFWCESLLC ALUMINUM
COILS, INC Soffits
Desi2n
Wind Pressures for Soffits in Exposure B Building
Type
Zone
Mean
f
RoofHei2ht
120 130 14() Basic
Wind Speed (mph) 150
160 170 180 190 200 20
16.9 19,8 22-9 26.3 30.0 33.8 37.9 42,2 46,8 25
16,9 19.8 22.9 L-4 26,3 30,0 318 37 9 42.2 4 6830
16.9 19.8 22.9 263 300 33,8 37.9 42.2 46,8 4
40
18,3 21.5 24.9 4-
28,
6 32.5 36.7 1 EE-42E-45.9 50,8 50
19.5 22.9 26,5 30,5 34,7 3 948.9 41 Enclosed
60 20.5 27.8 32,0 36A 41.1 46,0 51.3 56,8 Negative
20
20.8 24.
0 24.
4 1 283 32.5 37.0 41,7 46.8 52.1 57,8 Loads)
25
20.8 24A 283 32,5 37,0 37.
0 4
1.7 46.8 521 57,3 30
20,8 24.4 1 28.3 32,5-+ 41.7 46.8 i 52.1 57.3 5
40
22.6 26.5 M7 3&3 40.1 45.3 50.8 56.6 62.7 50
241 28.2 32.8 37,6 42.8 48,3 54.1 1 60,3 i 66.8 60
25,3 29.6 34.4 39,5 44.9 50,7 56.8 63.3 1 70,1 20
10,8 12.7 14,7 16.9 19,2 217 24.3 T- 271 30.0 25
10.8 12.7 14.7 16.9 19,2 1 21.7 24.3 271 30.0 30
10,8 12.7 14.7 16.9 19,2 21.7 24.327.1 30.0 4
40
411.7 13.3 6,0 182 20,8 1 23.5 26.4 29.4 32.5 50
2.5 14.7 1 19,5 22,2 251 28.1 31.3 34.7 Enclosed
60 13.1 1 15.4 17.8 20,5 23.3 26.3 29.5 32.9 36 4 Positive
20
10.8 12.7 14.7 16,9 19.2 217 24,3 27.1 30,0 Loads)
25
10 3 127 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30
010.8 12.7 14.7 16,9 19.2 217 24,3 27.1 30.0 0
24011.7 13,8 16.0 18.3 2&8 23,5 26A 29,4 32.5 50
12.5 1 147 17,0 19.5 22.2 251 28.1 31.3 34.7 60
6015A 1T8 20,5 23,3 26,3 29,5 32.9 3e.4 ALC15001.
4 FL12194-R7 2 of 4 This
evaluation report is provided for State of Florida product approval under Rule 61G20-3 The manufacturer shall notify CREEK 'rechnicai 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 hereir.
CREEK
T;:--H.','!CAL SERvicFzs, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Design Wind Pressures for Soffits in Ex osure C
Building
Type
Zone
Mean
Roof
Height (ft)
Basic Wind Speed rhph)
120 130 140 150 160 170 180 190 200
20 21.7 25A 29.5 318 i 38,5 43.5 48.7 54.3 60.2
25 22.6 26,6 1 -30,8 35A 40.2 45.4 50.9 56.7 62,3
30 23.6 27.7 32,1 36.9 41,9 47.3 53-1 59,1
1
65.5
4
40 25.0 29.4 34,1 39,1 44-5 50.2 i -56.3 627 69,5
so 26,2 30,8 35.7 41.0 46.6 1 52.6 I -590 i -65.8 I 72.9
Enclosed 60 27.2 31.9 37.0 42,5 48.3 54.6 61,2 68,2 75.5
Negative
20 26.7 31.4 36.4 41,8 47.5 537 60.2 67.0 74,3
Loads)
25 2T9 32.8 38,0 43-6 49,6 56-0 6Z8 70.0 77,6
30 34.2 -39.6 -455 -51.8 -58.4 -65"r -73.0 8&9
5
40 30 9 36.3 42.1 483 54.9 62.0 695 77.5 85.8
50 P-
29,1
38.0 44.1 50.6 57,6 65.0 81.2 89.9
60 33L.6661 39.4 45.7 52,5 59.7 67.4 1-5.5 84,2 93,2
20 13.9 1 163 18,9 21.7 24.7 1 27.9 31.2 34.8 38,5
25 14,5 17.0 19.7 22.6 I 25,8 i 29.1 32.6 36,3 40.3
30 151 177 20.6 23.6 1 2e.9 30.3 34.O 37-9 42.0
4
40 1&0 18,3 21.8 25,1 1 2&5 32.2 36.1 4U 44,5
50 16.8 I 19,7 22,9 263 2.9,9 337 37,8 42.1 46,7
Enclosed 60 17A 20.5 23.7 2T2 31,0 35,0 39.2 43.7 48A
Positive
20 13.9 16,3 18,9 213 24.7 27.9 31-2 34.8 1 38.5
Loads)
25 14.5 17,0 19.7 22,6 25.8 29.1 316 3&3 i 40,3
30 15.1 17.7 20,6 23.6 26.9 3C.3 34.0 37,9 42,0
5
40 16.0 18,8 21.8 25.1 28.5 32.2 36,1 40,2 44.5
50 16.8 19.7 22.9 26,3 29.9 33.7 37.8 42.1 46.7
1 60 17A j 20.5 23.7 27.2 31.0 35,0 39.2 . 2- 437 48.4
ALC15001,4 IFL 1 2194-R7 Page 3 of 4
This evaluation report is provided for Stale of Florida product approval under Rule 6 1 G20-3, The manufacturer shall notify CREEK Technical Services, LI-C of any product changes or
quality assurance changes throughout the duration for which this report is vaiid. This evaluation report does not express no., imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein,
CREEK
Tizc j,t',UCAL LLC
ALUMINUM COILS, iNC
soffits
W-7-TIMM
Design Wind Pressures for Soffits in Exposure D
Building
Type
Zone
Mean
Root
Height (ft)
I Basic Wind Speed (mph)
120 130 140 150 160 170 180 190 200
20 26,0 30.5 1 -35-4 40.6 462 522 65.2 722
25 27.0 -31.6 1 -36.7 -42. -47.9 -67,6 74.9
30 27,9 32.3 3&0 43,13 49,6 O e2.8 MO 77,5
4
40 29A 34.5 40.0 45.9 i -52,2 58,9 66.1 716 811,6
50 30.6 35.9 41.6 47.8 54,3 61.3 68.8 7e,6 84.9
Enclosed 60 31.5 37.0 42.9 49,3 56-1 63,3 70.9 79.0 87,6
Negative
Loads)
20 32.1 37.7 1,1-43,7 50.1 57,0 64.4 l 72.2 80.4 89.1
25 3313 -39.1 -4 .3 -52,0 -59,2 -66,8 -74,9 -83,4 1 92.4
30 6.9 53,8 61,3 69.2 77,5 86,4 95.7
5
40 3e.2 42 49,3 56.6 644 72.7 8151 . 5 90,9 1 ti. 7
50 37,7 44,3 i 51.4 58.9 671 75.7 84.9 L--94.6 104,8
1 60 38,9 45.7 j 53.0 60.8 69,2 78.1 87,6 '1 97,6 108A
20 16.7 19.5 22.7 26,0 29,6 33.4 I 37.5 417 46.3
25 17.3 20,3 23.5 27,0 30,7 34.7 38,9 43,3 43,0
30 17.9 21,0 24.3 27.9 31.8 i 35.9 40.2 44,8 49,7
4
40 18,8 22.1 25,6 29A 33.4 37.8 1 42.3 47.2 52.2
50 19,6 23,0 2617 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
20 7iT6 19-5 22,7 26.0 29.6 33A 37,5 417 46.3
Loads)
25 17.3 2013 23,5 27,0 30.7 34.7 38,9 43.3 48.0
0 17.9 21.0 24,3 27.9 31.8 35,9 40,2 44.3 497
40 18,8 221 25.6 29.4 33.4 37,8 42.3 47.2 52.2
50 19.6 23,0 267 30,6 34-8 39,3 44.1 49,1 54.4
60 20.2 23.7 275 31.6 1 35,9 40,5 45.4 50.6 561
ALCI5001,4 FL12194-R7 4 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 that are not specifically addressed herein,
CREEK
TECHNiCA;— SERYicEs, EL
318" F-Channel
318" J-Channel
ISOMETRIC VIEW
3/8" PROF LE
3SOMETP,r Vk.'
3/9,
ALUMINUM COILS, INC
soffits
U-7-TTIT-TMe
ALC15001,4 FL12194-.R7 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3, The manufacturer shall notify CREEK Techqicai Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein,
Fascia
CREEK
TECHN.JCAL SE:77VI.CES, U-C
5 3/4"
7/8"
1/8" HEM
6"FASCIA
7" BLANK
ISOMETRIC VIEW
ALUMINIUM COILS, INC
Soffits
ALC150014 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 of
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
TF-c-HNICAL SE.RvicEs, LLC
16" Q4 Soffit
18' 8LXNK
8 PROFILL
J
ALUMINUM COILS, INC
soffits
Appendix D
ALC15001,4 FL12194-R7 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 6I020-3. The manufacturer shall notify CREEK Technical Services, L'-C of any product changes of
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
TZCHN CAL LLC
12" T4 Soffit
3 V13" 7/8- , 3 1/3" 1 -1/8- 1 31/81,
1/2"
13.75" BLANK
3/8" PROFILE
I
ALUMINUM COILS, INC
Soffits
Appendix D
1/2" /
xV
3/8" L
Lj L:
END OF REPORT
ALC15001A 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, LLG 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 ;got specifically addressed herein.
0
Florida Building Code Online littps://www,floridat)iiilding,.oi-g/pr,,'I)i-
a('.15 Home Log In User Regitratm)rl Hot wpv-s WNTIR SUIVIlarge Stets 6 FactS Publications FeC Staff 4CIS Site Mail I nks Se4i,Ji
Product Approval
USER: PUN-. User
P'Qduct AQ-j),FQy01 fjc'Jv > rri)(114A S Omh I I APPOMItion Detall
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
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
IKO Industries, Ltd
40 Hansen Road South
Brampton, NON -US L6W 3H4
708) 496-2800 Ext 200
rmetz0010tampabay.ii.com
Robert Metz
rmetz001 Cq}tarrjpabay, urcon i
Bob Metz
RFMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, F1, 33703
727) 776-5261
rMetZ001Cd)t,ampabay.rr.com
Dori Shaw
TKO Industries t:rD
120 Hay Rd.
Wilmington, DE 19806
717) 579-6706
don.shaw@iko.corri
Rooting
Asphalt Shingles
Certification Mark or Listing
FM Approvals - CER
Locke Bowden R.E.
Validation Checklist - Hardcopy Received
92DOM0
ASTM D3161 modified to 110 mph
ASTM D3462
ASTM D7158 Class H
ASTM E106
Y"r
2016
2010
2011
2011
I of'3 4/13/2018,7:41 AM
Florida Building Code Onfine littp,-:/I'Www.floridabuilding.org/pr/prapp dt1.aspx?pararrt—wGF,VX.,.1, Equivalence
of Product Standards Certified
By Product
Approval Method Date
Submitted Date
Validated Date
Pending FBC Approval Date
Approved Summary
of Products FL #
7006.
1 Model,
Number or Name Cambridge,
Cambridge HD, Biltmore
and Biltmore HD Limits
of Use Approved
for use in HVHZ: Yes Approved
for use outside HVHZ: Yes Impact
Resistant: N/A Design
Pressure: N/A Other:
7006.
2 Hip and Ridge 12 Cap 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
I Option A 10/
08/2017 1013012017
11101/
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 FL7006
RIO C CAC LeUer A$IM D3161 leLter 9-
26-2017) fi-orn FM pelf FL7006
RIO_C,(;AC, 1-e(tet ASVM D346?, etLei - 9
FL-
7006, RTO C (AC Letter ASIM E108 lett,eT 9-
20-20140f Quality
Assurance Contract Expiration Date 12/
31/2020 Installation
Instructions 1`
17006RID, 11 11(0-187 02-01 LeWr, , Installation for FFIC
FL7006,pdf Verified By:
Duc T Nguyen 65034 Created by
Independent Third Party: No Evaluation Reports
Created by
Independent Third Party: 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. Certification Agency
Certificate 1 47000,
R Q_--(---4.AC-,A51 M D 3462 - Shingle letlfw urve4lance Aodft
Location - (0-28-2017),tifif FL7006 RIO
C CAC,jette,' - ASTM 03161 letter 9-2 , ()-
ZQJ 7) from FM.pdf FL7Q06R10_C._
CAC Letter ASTNI WAO lettei 9- 2
6- ZO 11), p(ff 1l-7006
RIO C CAC.' Letter AS] M F10ti leRer 1(9
26-2O17),pdf Quality Assurance
Contract Expiration Date 12/31/
2020 Installation Instructions
Fl,79G6_
RtO_,jj_Kp 'jri Ridge Cap Shmgle Tn:-st,)jlwon FL7006 RIO,
Latter Jo5tal[lation itl-strucWris
fqF FBC,FL7O0(i.pdf Verified By:
Due T Nguyen RE 65034 Created by
Independent Third Party: No Evaluation Reports
Created by
Independent Third Party: 7006.3
Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter, Strip '
the bottom of a roof systern manufactured in Brampton and Hawkesbury, Ontario
plants Limits of
Use Certification Agency Certificate Approved for
use in HVHZ: Yes FL7QQC, RIO, C_CAC ,Leger - ASTM 1)311 lettc-w - Approved for use
outside HVHZ.- Yes (9 7F-2017) frorn FWpdf Impact Resistant: N/
A rt-7006, RIQ.-C CAC .,Letter - ASIM D3462 letter - Design Pressure, N/
A (9 262017),pdf 2 of 3 413/
2018, 7:41 A N1
Florida Building Code Online
0 https://www.fl(ii-idal)tilidiiig.org/pr/pr_app_dtl. as px?param—wGE VX...
Other:
7006,4 marathon Plus AR, Superglass Ptu
AR
Limits of Use
Approved for use in HVHZ. Yes
Approved for use outside HVHZ: Yes
Impact Resistant. N/A
Design Pressure: N/A
Other;
FL700 RIO C CAC LetCp( - Ai M (;-10 letlet
9-26-2017).'pcjf
Quality Assurance Contract Expiration Date
12/31/2020
Installation instructions
1-1 10 6_RIO_JJ_jK() ),07,02-01 LetAer - ln t talon
I ri'Stj-ljKt kpn5 for FPC FL7C)06.pof
FL70()6 !dIQ 11,
Verified By: Duc T Nguyen PF 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
s 3 Lab fiberglass asphalt shingle manufactured at IKO's
i Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.;
Sylacauga, AL and Kanakakee, IL. plants
Certification Agency Certificate
1`1,7001,RIO_C CAC Letter - A51 H Dz 161 letter_
flual FM [xif
FL1006RIG ( tAC, Let(er - 1,4 M 1. letter
9 26-2014p(If
F1,7006 R [0 C f,,A(,-" Letter - A-)T'M HOP lgl,tgr -
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
RIO, 11 lKO-W-0-Q1 t,iz-,Qat - Ins(allplian
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by independent Third Party;
Back Next.
CQ91a-'X'Vs :: 0. 12,3,99
The Slate of Florida is all AVU-kO elurioyer, Yry# ,y,_$t#re(rjjrrt :: : : g4lupSt Stqhemqq
Under Florida taw, email addresses are public records. If you do not want your e-mad address released in response to a public records request, do not send electronic
mad to this entity. Instead, contact the office by phone or by traditional mail If you have any questions, please contact 850,4871395. 'pursuant W Section
455,275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Deportment with an entiul address if they have
one. The emalls provided may be used for official communication with the licensee, However email addresses are public record. If you do not wish to supply a
personal address, please, provide tire nepartmeat with an ernall address which can be made available to the public. To determine if you are a licensee under Chapter
455, FS,, please click hffg..
product Approval Aooepts
9 Ed M
Credit Card
Safe
3 of 3 4/ 13/2018, 7 A 1 AM
T E C H N 0 L 0 G V E S
October 27.2017
KOIndustries, Ltd 12UHay
Rd. Wilmington, DE
19809 Re: FBCFL70UO
Sh(s)^
PRI Construction
Materials Technologies has completed a technical review and attached sealed shingle instructions incompliance
the 2Q17Florida Building Code. This review was completed
based on the receipt of following evidence from IKO Industries, Ltd: 1) |KDShingle Application Instructions —
3-TabShingles EN-3Tob_.pp| 11_nsk
nna ed2013-O2-rev07/13-F(o/ida) 2) |KOLeminahad8hing|eo/\pp|icaUon|
nutruotionu EN-LmmivaVed_App|ns_8TTEFS'
2O12-04_reformatted 2013-O2-,ev07/13'F|q/ida) 3) IKDHip and Ridg*12App|
iomhonInstructions EN-HipandRidQe1 ri-2U13-08_rofo,
ma\had2O18'O8) 4) IKO Leading Edge Plus Shingle
Application Instructions EN'3LEP-Tr|-2012-06_refonneMed2013-
03) 5} /\8TyN 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. |nthe event
the instructions conflict, these instructions shall govern. Statement of lndep!kndence: PRI Construction Materials
Technologies and/or Due T. Nguyen, FL P. E. do not have nor plan toacquire afinancial interest inany
company manufacturing ordistributing products for which the test reports are issued. Signed: Signed: Managing Director Florida
R#gl1tCiVd Professional Engineer p
mumber: 66034
Date: October 27 2017 Date: Ootober27 2017
Attachments: AJ |N0
Shingle Application Instructions -3-Teb B)|KOLaminated
Shingles Application Instructions C) }KO Hip and Ridge
12App|icatkzn Instructions D)|KOLeading Edge
Plus Application Instructions mo'/o/ozu1 rmc^~lt*
fion Materials rechw°logw"uG 64oBadger Nye
Tampa, uomo n*
m;-6mv/n mm.m3om-58w °-m" htlp:/*".pdcmFcrrra
om
Installation |nstrLictinnsfor
Asphalt Shingles
Page 2v,m
UKO Shingle Application Instructions — 3-Tab Shingles
ASTMQ3161'Class F-|KOMarathon 25ARand CRC Supeo0immeK825AR) NOTE:
THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION
INSTRUCTIONS AND THE APPLICABLE CODE. |NTHE EVENT THE INSTRUCTION CONFLICT, THESE
INSTRUCTIONS WILL GOVERN. ROOF DECK:
Solidly sheathed and fastened deck conforming to 2017F8C UNApplied inaccordance
with building code requirements. For areas where the roof slope is eao than /y' 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 mntop 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 hupenetrate through plywood
or3/4''into boards. Use 4nails per shingle placed 8-10''above the butt edge, approx. 1''and 13''from
each end and 1/2''above each cutout. Drive nails straight mothat nail head ia flush with, but not cutting into shingle
surface. NAILING ON STEEP SLOPES: For steep slopes
of 21" per foot (600) or more, use 6 nails per shingle placed aoshown below. Ensure that nonail iswithin 2"
ofa joint/cutout nfthe 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 of6-5/
0^ STEEP SLOPES 00 NOT NAIL INTO OR ABOVE THE SEALING STRIP
pmmmtRMionMalo*l%
hnot(Vies,uo6412Badgermrive Tarnpa.1133610lol:813-62/y77a"813-
621-5840w
mV
Installation Instructions for
Asphalt Shingles
Page owa
KKOLaminated Shingles Application Instructions
ASTM D3t8i.Class F—Cambridge, Cambridge HD, and CRC Biltmore AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJWCTION WITH INQ'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. |NTHE EVENT THE INSTRUCTION CONFLICT,
THESE INSTRUCTIONS WILL GOVERN. ROOF
DECK: Solidly sheathed and fastened deck conforming to2017FBC, 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 oonhznniog 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 gnaahar' 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 ontop of
any underlay along rake edges and directly \othe deck along eaves in accordance with building code requirements, NAILING:
Use
galvanized (zinc coated) roofing nails, 11m12gauge, with at least 3/8"diameter heads, long enough kupenetrate through
plywood o,3/4''into boards. Use 4nails per shingle placed |nthe nail line 7-3/8^ below the top edge, approx. 1"
and 13'infrom each end. Drive nails straight sothat nail head imflush with, but not cutting into shingle surface, NAILING ONSTEEP SLOPES:
For steep slopes of21^per foot (
30~)ormore, use 8nails per shingle placed aashown below, Ensure that nunail iswithin 2"ofajoint/cutout cdthe 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 amaximum average exposure of 5-7/8. NAIL
LINE wmr' NAILIS NAILING -
STEEP SLOPES AppucAnon m, Fi Fl. pnupanAPpucAnow REQUIRES THAT THE NAILS PENETRATE BOTH
THE OVERLAY
AND
UNDERLAY
ponrmoaopr*sSHINGLE pmmm=*=Materials
Tediaologles,uo,wnRWmtive
Tampa, p336wTel, w3-62mmm"m3,621-58me-mail: web.Siteht1p:www.pncmtm
om
Installation Instructions for,
Asphalt Shingles
Page *v/m
U& ~ ^^ Application Instructions0="^U "=^"k.===ons
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CON0UCT|ON WITH |KO'8 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 m cutting guide, These shingles are
designed for a51/8"(130mm)exposure. (For aneater appearance, the top ofeach side ofeach piece has been factory trimmed
on a 1 " (25 mm) taper (see drawing), Bend each piece over the hip or ridge, and nail 5 5/0(143
mm) above the buttedge 1^ (25 mm) in from each edga, exposing each piece 5 1/8(130 mm). Apply hip pieces
starting at the lower end of the bip, working up toward the ridge. On hip roofo, apply ridge pieces starting at
each end, meeting in the middle, On gable roofs, apply ridge pieces starting atthe end opposite to the
prevailing wind direction and continue to the other end, Note: To obtain a three-dimensional effect, (which is
recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top
of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final
shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement.
Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending, NOTE:
SHINGLES MUST
BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND
SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS
OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE
SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE
WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS, REVIEW ALL APPLICABLE BUILDING
CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TOAPPLYING THESE SHINGLES
USING THESE APPLICATION INSTRUCTIONS. PRI Gomtmottor Mater(ais
lechnologie.11(; 6412Wge( Orve Tampa, FL 33610 (el:o13 621 b711 Fax:o13 621 5840 e mail. weh$lte: WtP1A"ffi'Pft'n1LG0rn
mo
mmtaom*n/nmm,"ov"ofor
Asphalt Shingles
Page 5vv5
IKO Leading Edge Plus Application Instructions
ASTM D31611, Class F — IKO Leading Edge Plus)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKD"B PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. |NTHE EVENT THE INSTRUCTION CONFLICT,
THESE INSTRUCTIONS WILL GOVERN. 1.
Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required 2,
Each 303/8"x131/4"(100mmx336mm)|KOLeading Edge Plus strip is perforated lengthwise for separation into
two (2)shingles, Take one |PQLeading Edge Plus strip and fold flat at perforation to separate. 3, Take
one
ofthe separated shingles 3Q30''x85/O'(108Ommx108mm)and remove approximately 2O"(GO0mm)inshaKthimahinA|eontholower|
eftoornmroftheroofdoch.granu|enidoup.vvi\hthe factory installed sealant adjacent
bthe eaves. The shingle should overhang the rake edge and eaves byanominal 1/4''(Gmm)minimum,
Fasten the shingle tuthe roof deck with nails located 3"\u4^(75 mm|o1OOmm)from the emvoedge and 1''(
25mm)infrom each end, 4, Take the leftover 20" (500 mm) piece shingle.
Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer
edge of the roof, The shingle should overhang the rake edge by a nominal 1/4" (6
mm) minimum. Fasten the shingle to the roof deck with fasteners located 3''0o4^(75mmVo1OOmm)from the rake edge and
1''(25mm)infrom each end. 5. Repeat Steps 3 — 4 for the right lower corner
of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11or12gauge, with at
least 3/O^(gmm)diameter heads, long enough hnpenetrate through plywood
o,3/4''(2O mm)into boards, Use 4nails per shingle placed 3'ho4''(78mmkn1O0mm)
from the eave edge and approximately 1 " and 13" (25 mm and 330
mm) in from each end. G, Apply full-length IKO Leading Edge Plus shingles to the remaining
eaveedges of the roof deck, Install the shingles granule side upwith the factory applied sealant adjacent hothe eaves.
The shingles should overhang the rake edge and eaves byanominal 1/4'(0mm) minimum. Fasten the
shingles ¢o the roof deck with nails located 8''tu4^(75mmb/100mm)from the aaveedge, 4nails per
shingle. 7 Apply roof shingles as per the instructions printed on each product's package. Make certain the
first course of field shingle ties 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. nov m"wmww,a/xw w uomonMUe/Orivp. rwnpanmmm
namxnmxn/ owmomn*w^ email:wemto:xftp:x*~w*
m*nm
Florida Building Code Online hilps://www.floridabtiildiiig,otg/pr,lpr,, app dt1.aspx?param=w6FVX...
IT, In
OCIS Home o5li In user Reg'ir'atfon Hot Topk's Submit Swchage Stars Ft Ncts Publications FbC Staff W,:IS Ste Map rtks Seamh
Product ApprovaldbprUseR; Putlk Wet
pivdv,"' Apw"'Ydl mtov I Ft-w;tic ol ;Wp C4tglrPWi, I Application Detad F1
FL-2346-117 Application
Type Revision Code
Version 2017 Application
Status Approved Comments
Archived
Product
Manufacturer Warrior Roofing Manufacturing Address/
Phone/Email 3050 Warrior Road Tuscaloosa,
AL 35404 205)
553-1734 Ext 115 Steven@)
WarrkarRoofing.net Authorized
Signature Steven Crew Steven
OWa rrior Roofing. net Technical
Representative Steven Crew Address/
Phone/Email 3050 Warrior Road Tuscaloosa,
AL. 35404 205)
553-1734 Ext: 1024 SteveriCa)
Warriol-Roofing,riet Quality
Assurance Representative Steven Crew Address/
Phone/Email 3050 Warrior Road Tuscaloosa,
AL 35404 205)
553.1734 Ext 1024 Steve
rr@)Wa rhorRocifing. net Category
Roofing Subcategory
Underlayments Compliance
Method Test Report Testing
Lab PRI Construction Materials Technologies, LJ,C Quality
Assurance Entity Keystone Certifications, Inc. Quality
Assurance Contract Expiration Date 10/05/2021 Validated
By Jesus Gonzalez, R.E. Validation
Checklist - Hardcopy Received Certificate
of Independence L t1'`Il) R1 (1,01 1114 (:M1 Celt of I 11depende lice pill' Referenced
Standard and Year (of Standard) ji nrd year ASTM
D226 2009 ASTM
D4869 2016 Equivalence
of Product Standards Certified
By Approved Testing l.ab H,
12'i4flil R7 Fqoty Fp7, 1 of
2 -11/ 13/2018, 7:44 AM
Florida Building Code Online
Product Approval Method
Date Submitted
Date Validated
Date Pending FRC Approval
Date Approved
Summary of Products
FL # Model, Number or Name
2346.1 415 and #30 roofing felt
Method I 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 ar
unprotected weathering surface.
2346.2 15w and 30w roofing felt
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
immediately after felt. Roofing felt Is not intended to be at
unprotected weathering surface.
Description
ASTM D 226 Tested
Installation Instructions
FL2,346-,R7,_'11
Verified By: PRI Construction Materials Technologies, 11 C
Test Reports
FL23,16 R7 TR_15A 'Vest R 1.,1Pq1r-1,',pdf
K2346__R7-_fR,_30A rest Repor--pdf
ASTM D 4869 Tested
Installation Instructions
FL2 34 6--R7_1 I, Installation In struCti QnS, pof
Verified By: PRI Construction Materials Technologies, LLC
Test Reports
FL,23,16_R/ — I R_15vy Test ReporUpdf
R23461.1R7-11-11-30w T(sl, Report,j.xff
Back: Next
CQnWO W: Z6Q1 Olalr Slone Road,
The ';rate or M—Ida an AAjFF0 employer, of Flarida, !: Priyary,5takerntp( .: ACreS%ibjtty 5tatercteuk :: ROW
uncle, Florida law, erna,l addresses ara, public records. Ifyro, to ,or v,ant you, e Maq address released in response to a public -records ,quqst, do not send electronic
ad to this entity, Irstecid, contact ttv. offwv by phone or by tradkonal rualt if you have ally questions, please contact 850487.1395. *t"olsoant to Section
ar 'S .2 IC(1), Florida Skat,rtes, Wfetive Oct -Op, t, 2012, licensees [tensed under Chapter 455, ES- touat pm,kle the Clepaurnew. with an ernaf ad(ke's If they have one.
The emails rlmykierl may he used in, official communication with the lke,oiee. However email addressee are public record. It you do not wish to Supply a personal
addna'S" please provide uW 00paumort with an email address which can I,(-, made avaObde to the public. 'To detoroune, d'you are a licensee undo, Chapter 455,
Fs, please click, tIlpe Product
Approval Acmptsz 7777
WJ Credit
Gird Safe
2
of 2 4/ 13/2019. 7:44 AM
WARRIORe ROOFING MANUFACTURING
AP. O. BOX 40t45 * TUSCAL006A, AL 35404 # PHONE (205 553-1734 * FAX (205) 553,1755 rtIMLEROYANDERSONROAD * MONROE, GA 30655 * PHONE (770) 207-0695 # FAX (770) 201-0775 Qp
32I DEVELOPMENT AVENUE a CHAMBERSBURG, PA 17201 * PHONE (117) 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 of the roof in horizontal layers to increase
the water shedding ability of the felt. The initial layer of felt should be installed to
cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor
the top corner of the felt after it has been property 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 firrilly fasten the top of the final course if it
terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure
then begin at the bottom of the other side of the ridge and repeat the process. In
valleys, lay a vertical section of roofing felt the length of the valley prior to the installation
of the horizontal runs of roofing felt. If you use more than one section of roofing
felt in a valley, be certain to start at the bottom and overlap each subsequent length
a minimum of two inches as you move up tl 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 DIFFERJ-,,NT FASTENING
PATTERN AND/OR, SPECIFIC FASTENERTYPES THAN RECOMMENDED BY THESE
INSTRUCTIONS, PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR
FORTi-IE EXISTENCE OF REGIONALLY SPECIFIC FASTENING
REQUIREMENTS.
Lumber design ma|ueaeneinocuondanoavvhhANS|/TP|1 eaotinnO.3
These truss designs rely onlumber values established bvothers. MiTek
4
1 Pm
0 Site
Information: Ta Customer
Info: PARK SQUARE HMS Project Name: P2302ACT Model: BARCEL{}m* 3 2 C/ /x*y Lot/
Block: 153 Subdivision:VVYNDHAM PREGERVE4O' Address:
2478WAXWING WAY City: SANFORD
State: FLORIDA Name Address
and License # of Structural Engineer of Record, If there is one, for the building. Name: Liuenma#:
Address: City:
State:
General Truss
Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions):
Design CodeFBC207/
TPCZ014 Design K4Uek20/208.| Wind Code: A8CF7-10
Wind Speed: 140 mph This package includes 72
individual, dated Truss Design Drawings and 0 Additional Drawings. With myseal affixed hzthis
sheet, | hereby Truss Design Engineer and this index sheet conforms b>S1G15-31O03. section 5ofthe
Florida Board of Professional Engineers Rules. This item has been electronically signed
and sealed by ORegan, Philip, PEusing Digital Signature, Printed copies of this document are not
considered signed and sealed and the signature must boverified onany electronic copies The truss Jrawing(x)referenced above
have been
prepared by MiTek USA, Inc. under mydirect supervision based oothe parameters
provided hyMid-Florida Lumber Acquisitions, inc' Truss Design Engineer's
Name: ORegan. Philipuary 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 ANSIfTPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which
were iven to MiTek. Any project specific information included is for MiTek'
s customers Ile reference purpose only, and was not taken into account in
the preparation of these designs. MiTelk 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 ANSI1TPI 1, Chapter 2. March
9,2018 o»v plp J 94 Pre EsldapI31 ORcgao,
Phi|ip | uf2
RE: P2382ACT-Park Gq8Bome|ona-4or
Site Information:
Customer Info: PARK SQUARE HMS Project Name: P2392ACTModel: BARCELONA23S2-AC/TRAY LoVBlock:
153 Subdivision: VVYNDHAMPRESERVE 4O Address: 247GWAXWING
WAY
Ptlob Truss Truss Type Q[y y Park SglBarcelona-A or C TRAY
392ACT At HIP 1
T13452380
pb Reference ja,} L -1)— .----- W..r_.-_,
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:22 2018 Page 1
I D:ItiEj_2vgrkv4uF,JUYC 2jFzkFng-xNX5w2r7N W_iRwPVdvgHUeQObX_OLXh9zd0mOzzcgbp
4-9-11 9.0-13-__-___ 13 4-0 16 10 G 21-1-3 25-4-5 30-2 0---_ __
l..____ ...... 4--11-__-_-----_.--I—......_ - 4 3-g ---f _._.-------
ass --_..-- —+— --____-3 va- ------_-I----- Q,3 3 __. +---'---- 4 33 — ---t----------- t i
Scale = 1:50.9
THIS TRUSS IS NOT SYMMETRIC- 4x8 = _
PROPER ORIENTATION IS ESSENTIAL- 4x5 —
19 _. 14 13 1Z II to a
4xiQ
400 30 II 7x6 "= 4x5 =- 3x8 -_- 7x6 '-= 2.4
S _4 4 - ( ?6 1Q:4 ( _ 21-1 _. ..__ -25.9 5--
LOADING (psf) SPACING- 2-0-0 CST.
TCLL 20,0 Plate Grip COL 1.25 TC 0.81
TCDL 10.0 Lumber DOL 1,25 BC 0.72
BCLL 0.0 Rep Stress Incr NO WB 0.63
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP DSS Except"
10-13: 2x6 SP NOT
WEBS 2x4 SP No.3
DEFL. in (loc) I/defl L/d
Vert(LL) -0.23 12-13 1999 240
Vert(CT) -0.46 12-13 1792 180
Horz(CT) 0,13 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 398 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. Lb/size) 1=6305/0-3-8, 8=6011/Mechanical
Max Horz 1=137(LC 7)
Max Uplift 1=-1760(LC 8), 8=-1695(LC 8)
FORCES. (lb) -Max, Camp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-11838/3391, 2-3=-9838/2913, 3-4=4860/2387, 4-5=-7140/2203, 5-6=-7969/2413,
6-7=-10128/2961, 7-8=-12088/3443
BOT CHORD 1-14=-2985/10568, 13-14=-2985/10568, 12-13=-2474/8723, 11-12=-195417033,
10-11=-2517/8978, 9-10=-3031/10793, 8-9=-3031/10793
WEBS 2-14=-373/1607, 2-13=-2070/572, 3-13=-692/2475, 3-12=-2573/793, 4-12=-933/3087,
4-11=-139/367, 5-11=-990/3329, 6-11=-2801/819, 6-10=-724/2729, 7-10=-2031/576,
7-9=-375/1568
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 0-7-0 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 CASES) 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=30ft: 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 (jt=lb)
1=1760, 8=1695,
cg'tiRk P' ry 8es(gn parameters arrd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev, 1010312015 BEFORE USE -
Design valid for use only with MiTakile connectors- This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSO-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314_
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J.0'Regan PE No.58126
MiTek USA, Inc. FL Cert6634
6904 Parke East Blvd, Tampa FL 33610
Date:
March 9,2018
p *p
R
IYI elk
6904 Parke Fast Blvd.
Tampa, FL 36610
Job (Truss Truss Type Oty Ply Park Sglt3arcelona A or C TRAY
P2392ACT +A1 NIP 1
T13452380
Jq(1 Rgfgn it S4P.w al -
Mid-Flodda Lumber, Bartow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.51:22 2018 Page 2
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-xNX5w2r7NW iRwPVdvgHUeQObX_OLXh9zdOmOzzcgbp
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 165 lb up at 0-4-0, 624 lb down and 174 Ile up at
2-4-0, 624 lb down and 174 lb up at 4-4-0, 624 lb down and 174 lb up at 6-4-0, 619 lb down and 228 lb up at 8-4-0, 619 lb down and 210 lb up at 10-4-0, 616 lb down
and 209 lb up at 12-4-0, 611 lb down and 221 lb up at 14-4-0, 611 lb down and 221 lb up at 15-10-0, 616 lb down and 209 lb up at 17-10-0, 619 Ile down and 210 lb up
at 19-10-0, 616 Ile down and 180 lb up at 20-7-4, 616 lb down and 180 lb up at 22-7-4, 616 lb down and 180 lb up at 24-7-4, and 616 lb down and 180 lb up at 26-7-4,
and 616 lb down and 182 lb up at 28-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-5=-60, 5-8=-60, 1-6=-20
Concentrated Loads (lb)
Vert: 19=-040(F) 20=4624(F) 21=-624(F) 22=-624(F) 23=-619(F) 24=-619(F) 25=-616(F) 26=-611(F) 27=-611(F) 28=-616(F) 29=-619(F) 30=-616(F) 31=-616(F)
32=-616(F) 33=-616(F) 34=-616(F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 104473 rev. f010312015 BEFORE USE.
Design valid for use only with R6iTeke 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 11
building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiT®k` 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 busses 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. F'r. 36610
Job 1 fuss Tss ruTypePly Sq/Barcelona-A or C rRAY P2392ACT Idly ]
Park 711A52381
A2
HIP
1 1 fob Referencp,(
oLitianag -- - .. -- Mid-Florida
Lumber, Bartow, FL. 8,130 s Se 15 2017 MiTek Industries, Inc. Fn Mar 9 10:5122 2018 Page 1 p ID:
ItiEj_2vgtkv4uEJUYC2jFzkFng-xNX5w2r7N W_i RwPVdvg HUeoSwX31LZ09zdOmOzzcgbp 6-3-
4 12-0 0 18 2-0 23 10-12 30 2 0 1 2 0 63A - - 634--
5-81-6-20 5-8-12 10g1 Scale = 1:
52.2 3x4 -- 5
x
5 = 5x5 -- 3
21
22 23 1 x4
11 3x4 = 3x4 -= 3x8 _: 3x4 =_ I_4
l _12QQ . --- 4-- ?U Q ]_14.Q---231212 f-- 429 — --1 6 :4 - __ - -
1 - 6r2 0 _. 8- — 5 '.1 - - 6-3-4 -_.__ --------- Plate Offsets
jX Y) _A3 0-2 a.0 2 41..t4:Q-2-8 0-2,-4} ------ ------- _--- LOADING (psf)
SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.
0 Plate Grip DOL 1,25 ( TC 0,54 Vert(LL) 0,05 12-15 >999 240 MT20 244/190 TCDL 10.
0 Lumber DOL 1,25 BC 0.44 Vert(CT) -0,11 12-15 >999 180 BCLL 0.
0 Rep Stress Incr YES WB 0,46 Horz(CT) 0.02 9 We n/a BCDL 10.
0 Code FBC2017/TP12014 Matrix -MS WeighC 152 lb FT = 20% LUMBER- BRACING -
TOP CHORD
2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5.11 oc puffins. BOT CHORD
2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4
SP No.3 WEBS 1 Row at midpt 3-9 REACTIONS. (lb/
size) 1=587/Mechanical, 9=1575/0-3-8, 6=312/0-3-8 Max Horz
1-132(LC 10) Max Uplift
1=-143(LC 12), 9=-365(LC 12), 6=-109(LC 12) Max Grav
1=615(LC 21), 9=1575(LC 1), 6=369(LC 22) FORCES. (lb) -
Max. Camp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
1-2=-956/312, 2-3=-424/198, 3-4=0/407, 4-5=-78/539, 5-6=-271/136 BOT CHORD
1-12=-1941827, 11-12=-194/827, 9-11=0/317 WEBS 2-
12=0/251, 2-11=-588/261, 3-11=-89/461, 3-9=-912/314, 4-9=-550/243, 5-9=586/260, 5-8=
0/251 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=251', B=45ft, L=30ft, eave=oft, Cat. If; Exp
B; Encl., GCpi=0.18. MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 12-0-0, Exterior(2) 12-0-0 to 22-5-
3, Interior(1) 22-5-3 to 31-2-0 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. This Item has been 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 electronically signed and will fitbetweenthebottomchordandanyothermembers, with BCDL = 10.Opsf. sealed by
ORegan, Philip, PE 6) Refertogirder(s) for truss to truss connections. 7) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) using a Digital Signature. 1=143,
9=365, 6=109. Printed Copies of this document are
not considered signed and
sealed and the signature must
be verified on any
electronic copies. Philip J.
0'Regan PE No.66126 MiTek USA,
Inc. FL Cert6664 6904 Parke
East Blvd, Tampa FL 33610 Date: March
9,
2018 WARNING - veriy
design parameters anrf READ NOTES ON THIS AND INCLUDED MfTEIf REFERENCE PAGE 11,014473 rev. 1e/01/2e1e BEFORE USE. Design valid
for use only with MiTol,6 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss
system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design
Bracing indicated is to prevent buckling of individual truss wet) and/or chord members only. Additional temporary and permanent bracing tt is always
required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the M(:"e fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSItTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information
available from Truss Plate Institute, 218 N- Lee Strict, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job I runs Truss Typo Ply Park Sq/Barcelona A or C_TRAYP2392ACrtliP16tyf13452382
A4I i i
l( Jo¢Fteference,(aptonal)
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51,23 2018 Page 1
ID:ItiFj_2vgrkv4uEJUYC2fFzkFng-PZ5L80s18p6Z34_hAdBW'isze wNg4xWlChimJYPzcgbo
5-9-4 11-0-0 15-1 0 19 2 0 24-4-12 .......-----__Ij .....---- ...-------- t-----...__ 30 2-0 31 2-0
f__....
594 ....... .........
1 .__._ 5 2-2_-..... .. ___ :.,.0 4-1-0 5 2-12_. 5-9-4 1 0 01
Scale = 1:51.2
4x4 7-
3x4 _.
4x4 -:-
3 21 4 22 5
3xA 20r.-'`j'`
ro
2_--
d
23 3x4
6
d
24
o5
7 g
Id
12 11
25 2610
1 x4 11 5x8 = 3x8— 1.4 I! 3x4
3x4 =
I ---._ ._11_Q_4 - --.1 _.1 4..__ f ----- --------- L 34 2 =4..- -----1
3-12 - -. - — 5-4—
Plate_O(fsets - - - -- - — -
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/defl L/d PLATES GRIP
TGLL 200 Plate Grip DOL 1.25 TC 0,45 Vert(LL) -0.09 10-11 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1,25 BC 0.46 Vert(CT) -0,18 10-11 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 10 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 156 Ib FT = 20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP NQ.3
REACTIONS. (lb/size) 1=616/Mechanical, 10=1595/0-3-8, 7=262/0-3-8
Max Harz 1=-122(LC 10)
Max Uplift 1=-151(LC 12), 10--367(LC 12), 7=-99(LC 12)
Max Grav 1=641(LC 21), 10=1595(LC 1), 7=317(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1039/351, 2-3=-543/234, 3-4=-4111257, 4-5=-30/471, 5-6=-98/572
BOT CHORD 1-12=-234/892, 11-12=-234892
WEBS 2-11=-546/255, 5-10=-475/195, 6-10=-547/254, 4-11=-1611570, 4-10=-884/336
NOTES-
1) Unbalanced roof live loads Have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4-2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=30ft; eave=oft; Cat.
11, Exp B, EncL, GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3. Interior(1) 3-0-3 to 11-0-0, Exterior(2) 11-0-0 to
23-5-3, Interior(i) 23-5-3 to 31-2-0 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 chard live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has been
will fit between the bottom chord and any other members, with BCDL = 10.0psf electronically signed and
6) Refer to girder(s) for truss to truss connections. sealed by ORegan, Philip, PE7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb)
1=151, 10=367, 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.
Philip J, ORegan PE No.58126
MiTek USA, Inc, FL Cart 6634
6664 Parke East Blvd. Tampa FL 3361D
Date:
March 9,2018
WARNING • Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7479 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with MiTeMi, connectors. This design is based only upon paramaters shown, and is for an individual building component, not
a toss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
budding design- Bracing indlcared is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing iTe"
is always required for stability and to prevent collapse will, possible personal injury and property damage- For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, USS-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 Ply -A or G1 RAYParkSq/Barcelona
T13452383
P2392ACT A5 IHIP I
Mid-Flodda Lumber, Barlow, FL, 8,130 a Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 51 24 2018 Page 1
ID:ItiEj_2vqrkv4kjEJUYC2jFzkFng-tinfrLktNv7EQgEZukKiIZ3Wp?KeKpSu2QxVt4rzcgbn
4-9-4 + 9-9-9 A -2-P I +'
4-9-4 4-2-12 6-1-0 6-1-0 4-2-12 4 9-4 10-0
Scale = 1 51 1
4x4 :-:
3x8 414
3 20 21 4 22 23 5
3x8 ---
3x8 =- 5.5 ---- 3X8 ` 3XI3 =
LOADING (psf) i SPACING- 2-0-0 CS1,
TCLL 20,0 Plate Grip DOL 1.25 TC 0,50
TCDL 10,0 Lumber DOL 1.25 BC 0.82
SCILL 00 Rep Stress Incr YES W13 0.53
BCDL 10'0 Code FBC2017/TP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No,2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No3
REACTIONS. (lb/size) 1=1072/Mechanical, 7=1049/0-3-8, 10=35310-3-8
Max Horz 1=-101(LC 10)
Max Uplift 1 254(LC 12), 7=-277(LC 12), 10=-86(LC 12)
DEFL. in (loc) I/defl Ltd PLATES GRIP
Vert(LL) -0,16 9-18 >868 240 1 MT20 244/190
Vert(CT) -0L37 9-18 >369 ISO
Horz(CT) 0.07 7 n/a n1a
Weight 149 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc porlins.
BOT CHORD Rigid ceiling directly applied or 8-4-9 oc bracing.
FORCES, (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1983/711, 2-3=-1683/595, 3-4=-14611580, 4-5=-1250/505, 5-6=-1452/514,
6-7=-1 765/634
BOT CHORD 1-12=-56411751, 11-12=-413/1573, 10-11 =-413/1573, 9-10=-413/1573, 7-9=-505/1562
WEBS 2-12=-3441226, 3-12-105/479, 4-12=-264/76, 4-9-.--502/175, 5-9=-65/407, 6-9=-
364/233 NOTES - I
I
Unbalanced roof live loads have been considered for this design, 2) Wind:
ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3,Opsf, h=25ft; B=45ft; L=30ft; eave=4ft, Cat, II; Exp
8 ' Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 9-0-0, Exterior(2) 9-0-0 to 25-6-
11, Interior(l) 25-6-11 to 31-2-0 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) 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) 10 except Ot=lb) 1=254,
7=277, WARMING - Verify
design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERENCE PAGE Affl- 7473 rev. 1010312015 BEFORE USE. Design valid
for use Only With Mffekt, connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss
system Before use, the building designer Must verity the applicability of design parameters and properly incorporate this design into the overall building design.
Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always
required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabn"hon,
storage, delivery, erection and bracing of misses and truss Systems, see ANSIfTPI1 Quality Criteria, 058-119 and SCSI Building Component safety Information
available here Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J.
O'lliegan PE No.58126 Walf USA,
Ino, FL Cert 6634 6904 Parke
East Blvd Tampa FL 33610 Date: March
9,
2018 MiTek' 6904
Parke
East Blvd Tampa, FL
36610
Job Truss Truss Type Qty 1PIy Park SglBarcelona A or G TRAY
113452384
P2392AC T A6 I-Ilp 1 1
90 Referg_ ia_pjional) Mid -
Florida Lumber. Bartow, FL 8,130 s Sep 15 2017 Mirek Industries, Inc. Fri Mar 9 10:51:26 2018 Page 1 ID:
ItiEL2vgrkv4uEJUYC2iFzkFng-g8mcmQveRkV8wYiGsilDeUb5x8QPHG6kuF 9kzcgbl f
0 0 3 9 4 7-0-0 .___...( f1 1 6 0 15-1-0 1& 8 0-_ '---._. 3
23-
2-0____ 26-a 12 30 2 0 ......... I _.,_,. _
4 ....---
f---_..
3 - --..-.. [ _.-.._--
3-9 1-
2-0 11
0-0 3-9-4 3 2 12 4-6-0 3 7 0 7 0 6 0 2-12 4 0.10I Scale =
1 52.4 30 -=
48
1 -
5x4 II 48 = 1.5x4 II 4x8 = 4
23 245 25 6 26 7 27 28 8 16
15 14 13 tL 3x4 =--
6x8 5x5 = 6x8 -. _ 3x4 3x4 --- I -- - - ---- - -
0 Q __.-. 11§ Q 1514. - 19- Q L} A __-23 2 p ---_ - - - 34 2 Q 7
Q 0..-. ...... 4 6 0 ............... ------ -7r-0-- ----.------ Plate_
Offsets (X,Y)-- [4.0-5 4,0-2-0l, [8 0-5-4,0 2-01, [140 2-8,0-3-01-- LOADING (
psf) SPACING- 2-0-0 CSI. TCLL
20.0 Plate Grip DOL 1.25 I TC 0.73 TCDL
10.0 Lumber DOL 1.25 BC 0.40 BCLL
OD Rep Stress Incr NO WB 0,93 BCDL
10.0 Code FBC2017rrP12014 Matrix -MS LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No. 1D WEBS
2x4 SP No.3 REACTIONS. (
Ib/size) 2=1076/0-3-8, 13=2996/0-3-8, 10=364/0-3-8 Max
Harz 2=82(LC 7) Max
Uplift 2=326(LC 8), 13=-880(LC 8), 10=-117(LC 8) Max
Grav 2=1086(LC 17), 13=2996(LC 1), 10=382(LC 18) DEFL,
in (loc) I/defl Ud PLATES GRIP Vert(
LL) -0.05 16-19 >999 240 MT20 2441190 Vert(
CT) -0.12 16-19 >999 180 Horz(
CT) 0.03 10 ma n/a Weight,
161 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins. BOT
CHORD 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. TOP
CHORD 2-3=-1920/562, 3-4=-17111512, 4-5=-11911397, 5-6=-11911397, 6-7=-272/1116, 7-8=-272/
1116, 9-10=-389/107 BOTCHORD 2-16=-
435/1694, 15-16=-361/1513, 14-15=-68/282, 13-14=-68/282, 10-12=-31/335 WEBS 3-16=-
273/109, 4-16=-73/641, 4-15=-426/112, 5-15=-490/251,6-15=-384/1293, 6-13=-1914/
558,7-13=-512/258,8-13=-1537/439,8-12=-751644.9-12=-279/118 NOTES- 1) Unbalanced
roof
live loads have been considered for this design. 2) Wind: ASCE
7-10: Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, 6=4511T; L=30ft, eave=4ft, Cat, 11' Exp B:
Encl., GCpi=0.18' MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate
drainage to prevent water ponding, 4) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss
has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members. 6) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=326,13=
880,10-117, 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 7-0-0,
97 lb down and 106 IS up at 9-0-12, 97 lb down and 106 Ito up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 lb down and 106 lb
up at 15-1-0, 97 lb down and 106 IS up at 17-1-4, 97 IS down and 106 lb up at 19-1-4, and 97 lb down and 106 lb up at 21-1-4,
and 189 lb down and 206 lb up at 23-2-0 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 IS down at 13-0-12, 66 lb down at 15-1-0, 66 IS down at 17-1-4, 66 IS down at 19-1-4, and 66 lb down at 21-1-4,
and 327 IS down and 97 lb up at 23-1-4 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=1.25 Uniform Loads (plf)
Vert: 1-4=-
60, 4-8=-60, 8-11=-60, 17-20=-20 Gg-Dy%IIflAwmRs
3esign pararnefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for
use only with MiTeklt, connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.
Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design- Bracing
indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required
for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication, storage, delivery-
erection and bracing of trusses and truss systems, see ANSI/TPit Quality Criteria, DSB-89 and SCSI Building Component Safety Information available
from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314- This item has
been electronically signed and
sealed by ORegan,
Philip, 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. Philip T URegan
PE NoM128 MiTak USA, Ina
FL Cart $634 6904 Parke East
Blvd, Tampa FL 33910 Date: March 9,
2018
OR M!Te
6904
Parke East
Blvd. Tampa. FL 36610
Job 1Truss Truss Type Qty Ply park SglBarcelona-A or C_TRAY
T13452384
P2392ACT A6 HIP 1 1
oh Rgference (option_ . _ - ...
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 51:26 2018 Page 2
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-g8mcinQveRkV8wYiGailDeUb5x8QPHG6kuF 9kzcgt)I
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 4=-142(F) 8=-142(F) 16=-327(F) 14=-41(1`) 6=-97(F) 12=-327(F) 23=-97(F) 24=-97(F) 25=-97(F) 26=-97(F) 27=-97(F) 28=-97(F) 29=-41(F) 30=-41(F)
31=-41(F) 32=-41(F) 33=-41(F) 34=-41(F)
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE RAGE MII-7473 rev. 1010312015 BEFORE USE,
Design valid for use only with MiTeke) 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 file 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 f
is always required for stability and to prevent collapse with possible personal injury and property damage. For MiTe' general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DS"9 and SCSI Building Component 6904 Parke East Blvd.
Safety ;
on,
available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610
r ____ Job TIuss Tmss Type Ply Park SgtBarcelona A or C PRAYQty
T13452385
P2392ACI B1 SPECIAL 1
Job ,Re_1ergnce.j9pIl_q_ )
Mid-Florida Lumber, Barrow, FI_. 8,130 s Sep 15 2017 MiTek Industries, Inc. I'd Mar 9 10 5t 27 2018 Page 1
ID:ItiEj_2vgrkv4uF,lUYC2jFzkFng-ILK_zmvGB2d?XiHSPTGSBi8DOYhF0iqu7vkXhAzcgbk
1-0 0
1 0-0 I 4 4-111-1
4 4-11 -. ....
I 5-6-15 _ 8-2-1
1-2-4 I 2-7-15
12-1 0 _ 1 7- 14 5 4 16 11-4 19-2-4 21-8-4 24 4-0 ---I
3-10-3 d6-1-9-12 . 2 6-0 -
l - &
3-0 -
I----
2 6-0
I
2-7-12
Scale - 1.47.3
15x4
15x4 Ii
5I5x4 II
v
30 =
19 id it it)Ib 1N .J 12
2x4 it 8x10 '_ 2x4 II 6x8 :-- 2x4 II 2,4 II Bx8 -- 3x4 II
9 441 ---- J9-2-4 _.I_._21 0-4 I 44 Q i
4 4-11 _ _ __--. 3 ._- 1 9 12. _ ---Q Z -?-4 ....--- 64 -- 2'7=)
P ate Offset XY - j2:0-1 8 d2e [6-R-4 12 d e 18 0 3 0 0 5-Oj 21:0, _2-0 0 2-Q1,
LOADING (psO SPACING- 2-0-0 CSI. DEFL. in loc) Well Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,00 TC 094 Vert(LL) -0,42 16-17 >697 360 MT20 244/190
TCDL 10.0 Lumber DOL 1,00 BC 0,74 Vert(CT) -0,80 16-17 >361 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0,96 Horz(CT) 0,06 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight. 314 Ito FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins,
6-11: 2x4 SP No,1 except end verticals.
BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
12-18. 2x6 SP DSS
WEBS 2x4 SP No.3 *Except*
6-18. 2x4 SP No.2
REACTIONS. (lb/size) 12=160710-4-0, 2=144810-8-0 Max Horz 2=187(LC
12) Max Uplift 12--79(LC
12), 2=-176(LC 12) Max Grav 12=1972(LC
2), 2=1518(LC 17) FORCES. (lb) -Max, Comp./Max.
Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2898/
684, 3-4=-2631/654, 6-7=-11590/2868, 7-8=-11590/2868, 8-9=-8962/1904, 9-10=-4075/751, 10-
11=-40751751, 11-12=-1680/305 BOT CHORD 2-19=-778/
2579, 18-19=-778/2579, 17-18=-3038111202, 16-17=-3126/11496, 15-16=-190418962, 14-15=-1904/8962, 13-14=-
1904/8962, 12-13=-551303 WEBS 6-17=-617/223, 7-16=-586/168, 8-15=-1028/
309, 9-14=-329/1286, 6-16=-335/401, 8-16=-1033/2814, 11-13=-746/4039, 9-13= 5268/1235.
4-18=-940/3539, 6-18=-9284/2467, 3-18=-339/130, 4-6=-347111012 NOTES- 1) 2-ply truss
to be connected together with 10d (0.
131"
0") nails as follows: This item has been Top chords connected as follows: 2x4 - 1 row at 0-7-0
oc, electronically signed and Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-
0 oc. Sealed by Regan, Philip, PE 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 Using a Digital Signature. ply connections have been provided to distribute only loads noted as (F)
or (B), unless otherwise indicated. Printed Copies Of this 3) Unbalanced roof live loads have been considered for this design. document
are not Considered 4) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph,
TCDL=4.2psf, BCDL=3.Opsf, h=15ft, 8=45ft, L=24ft, eave=oft, Cat. signed and sealed and the 11, Exp B, Encl., GCpi=0.18: MWFRS (directional) and C-C
Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 11-11-4, Exterior(2) 12-1-0 be to 15-1-0 zone;C-C for members and forces &
MWFRSforreactionsshown, Lumber DOL=1.60 plate grip DOL=1.60 signature must verified 5) Provide adequate drainage to prevent water ponding. on any electronic copies.
6) All plates are MT20 plates unless otherwise indicated. Philip T O'
Regan PE No.58126 7) This truss has been designed for a 10,0 psf bottom
chord live load nonconcurrent with any other live loads. MITak USA, Inc. FL Cart 6634 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 6904 Parke East Blvd. Tampa FL 33616 will fit between the bottom chord and any other members. Data: 9)
Provide mechanical connection (by others) of truss to bearing plate capable
of withstanding 100 lb uplift at joint(s) 12 except Ot=lb) March 9,2018 2=176, Art88 a(( }} II tthh l II' ( h C±tO eMryV+
iSsrp ip
r8ilte6fe 35QrQ l EAPt/QTt-S'OtHfSANDINCLUDEDNTENREFERENCEPAGEMff-7479 rev. 10/03/2015 BEFORE USE. atria v+WId W@ll idtf&i12®nay won MiTeke connectors.. This designisbasedonlyuponparametersshown, 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
ANSVTPl1 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
P2392ACT
Mid -Florida Lumber, Bartow, FL.
Type
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-60, 6-11=-90, 2-12=-20
Concentrated Loads (lb)
VerL 25=-706
Qty IPly I Park SglBarcelona-A or C_TRAY
T13452385
8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10-51:27 2018 Page 2
I D:ItiEj_2vgdcv4uEJUYC2jFzkFng-ILK_zmvGB2d?XiNSPTGSBi8DOYhF0iqu7vkXhAzcgbk
d WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 11,10-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MIT@kIlt connectors. This design is based only upon parameters shown, and is for an individual building component. not «
a truss system_ Before use, the buildtog designer must verify the applicability of design parameters and property incorporate this design into the overall
building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only_ Additional temporary and permanera bracing k" 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, D36-89 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 X610
Job muss Truss rype 1oty Ply )Park Sq/Barcelona A or C VRAY
T13452386
P2392ACI (82 SPECIAL 121 -_.. - -- -- _ __ ___ _. _- lpbRgfergnce (gP4iona
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:51:28 2018 Page 1
I D:ItiFj_2vgrkv4ttEJUYC2jFzkFng-mXuMB6wuyMls9rsfzAnhjvgN6x2H190 t LZT4Ddzcgbj
1-0-0 5 9 4 11-0-0 12 7-8 14 11-12 17 5 12 19-2-4 21-8-424 4-0 1-
0-0 - 5 9 4- f-_— 5-
2-12 _._--- —}- 1j 7 8 - 2-4-4- 2-6-0 -I- 1-8-8—f - 2:6-0 t ......._
2-
7-12 ...-i
Scale =
142.6 5x8 -'
3,
4 II 3x4 = — — „ —
11 — ,..
12
2x4
11 44 5x10 = 4x4 11 5x8 -= 2x4 11 2x4 !I 8x8 -= 3x4 II @ _
9.--------------- 4 -- JA-11-12 -- V,-5-J ---i 5_
9-4...... .........-_ .........------.... -----52..=12 ........__ _..------._ 1 7-8 ......... 2-4-4y12_--- Plate
Q_ffsets (X vj _-__t2 0-1-4 Edgyj4LL0-5-12 01_-12j,j6 0 3 12 0.3 Oj j18wOW2-...------------_---- LOADING (
Daft SPACING- 2-0-0 TCLL
20.0 Plate Grip DOL 1,00 TCDL
100 Lumber DOL 100 BCI-
L 00 Rep Stress Incr NO BCDL
10 0 Code FBC2017/TP12014 LUMBER -
TOP
CHORD 2x4 SP No 2 BOT
CHORD 2x6 SP No.2 *Except* 12-
19 2x6 SP DSS WEBS
2x4 SP No.3 *Except* 5-
17,4-18,6-18: 2x4 SP No.2 REACTIONS. (
Ib/size) 12=1597/0-4-0, 2=145610-8-0 Max Harz 2=
324(LC 12) Max Uplift 12=-
100(LC 12), 2=-166(LC 12) Max Grav 12=
1993(LC 17). 2=1549(LC 17) CSI, DEFL. in (
loc) I/deft Ltd PLATES GRIP TC 0,94
Vert(LL) 0,45 16-17 >650 360 MT20 244/190 SC 0.69
Vert(CT) 0,87 16-17 >334 240 WS 0.98
Horz(CT) 0,06 12 n/a We Matnx-MS Weight
301 Ib FT = 20% BRACING. TOP CHORD
Structural
wood sheathing directly applied or 1-11-14 oc purlins, except end verticals.
BOT CHORD Rigid
ceiling directly applied or 9-10-1 oc bracing. FORCES. (lb) - Max.
Camp./Max. Ten. - All forces 250 Lb) or less except when shown. TOP CHORD 2-
3=-3046/702, 3-4=-2350/542, 6-17=-437/191, 6-7=-11474/2937. 7-8=-11474/2937. 8-9=-898612008.
9-10=-4121/818, 10-11=-4121/818, 11-12=-1684/329 BOT CHORD 2-
20--982/2813, 18-20=-982/2813, 17-18=-3332/11833, 16-17=-3590/12573, 15-16=-2008/
8966. 14-15=-2008/8986, 13-14=-2008/8986, 12-13=-58/301 WEBS 3-20=-
36/380, 3-18=-747/283, 4-18=-2042/7526, 4-6=-6957/2050, 6-18=-11674/3135, 7-16=-353/
44, 8-15=-1006/318, 9-14=-356/1336, 6-16=-1271/699, 6-16=-99412665, 11-13=-814/
4091, 9-13=-5211/1275 NOTES- 1) 2-
ply
truss to be connected together with 1Od (0,131"xW) 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 18-6 2x4 - 1 row at 0-7-0 oc. 2) All loads
are considered equally applied to all plies, except if noted as front (F) of back (B) face in the LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or (8), 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=15111, B 35ft, L=24ft; eave=oft; Cat. 11. Exp 8;
EncL, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 12-5-12,
Interior(1) 12.5-12 to 24-2-4 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 pending- 6) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss
has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members. 8) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except Qt=1b) 2=166. 9)
Hanger(s)
or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such ramerers and READ
NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7472 rev. 1010312015 BEFORE USE. H6llgn`9aad'bl
4Uit Tek canneetors. 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 buildingdesign Bracing indicated
is to prevent buckling oriodividual truss web andlor chord members only Additional temporary and permanent bracing is always required for
stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection
and bracing of trusses and buss systems. see ANSITTPit Quality Criteria, 05849 and SCSI Building Component Safety Information available from
Truss Plate Institute, 218 N- Lee Street, Sule 312, Alexandria, VA 22314. This item has been
electronically signed and sealed
by ORegan, Philip,
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.
Philip J. O`Regan
PE NO.66126 MiTek USA, Inc. FL
Cert 6634 6904 Parke East Blvd-
Tampa FL 33610 Date: March 9,2018
Wok`
6904 Parke East
Blvd
Tampa,FL 36610
j
Job Truss Truss Type Qty Ply fart( Sq/Barcelona A or C TRAY
P2392ACT 62SPECIAL 1
T13452386
Mid-Flonda Lumber, Bartow, Fl- 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 2
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-mXuM66wuyMis9rsfzMhjvgN6x2li19o1 LZT4Ddzcgbj
LOAD CASE(S) Standard
1) Dead t 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=-706
WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiToM 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 inoorporale thin 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 11 i.
is always required for stabilay and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M'T Il
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH 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 I runs Type Ply Park Sq/Barcelona-A Or C_TRAY
1-
61y
T13452387
P2392AG1
Truss
B3 SPECIAL 1
o¢ Refe(ence (up¢9rrha-0
Mid -Florida Lumber, Bartow, FL. 8130 s Sep 15 2017 MiTek Industries, Inc- Fri Mar 9 10:51:29 2018 Page 1
I D:ItiEj,_2vgrkv4uEJUYC2jF zkFng-Ej SkORxWjjftjn?RrXu1wG7DYjLMbUdZBaDDem3zcgbi
1-POI 4-9-4 9-0-0 12 7 8 14 11-12 17-5 12 19-2 4 21-8 4 24-4 Q
f -.- -
1-0-0 4-9-4 4-2-12 3-7-8 2-4-4 2-6-0 1-8-8 2-6-0 2-7-12
Scale = 1 433
4x8
i Sx4 11
4 24 25 '
1
3)(4 -- 2x4 II 8x10 "_- 4x4 II 5x8 ="= 2x4 II 2x4 II 8x8-=- 3x4 11
1a-2 4 --t a1 Q,-4-- - --Z34 G
4 9._4_........---- ___.._.-.. ....._4: 12 ......---...-----_.__ - 3-7_'$--____. 2,4 4._..,------.-80 .. ---- t8-8----._-._ 2$--- ----------2 7 i
Plate offsets-(XY) j40_5 4 q 2 0, [6:0-2-8,0- 3 4j 18u0 3 12 0 5-4
LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/deft Ltd I PLATES GRIP
TCLL 20 0 Plate Grip DOL 1,00 TC 0.95 Vert(LL) -0,42 16-17 >699 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0,75 Vert(CT) -0.80 16-17 >361 240
BCLL 0-0 * Rep Stress Incr NO WE; 0,95 Horz(CT) 0.06 12 n/a We
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 295 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins,
BOT CHORD 2x6 SP DSS *Except* except end verticals.
2-18: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
6-18: 2x4 SP No.2
REACTIONS. (lb/size) 12=1597/0-4-0, 2=1456/0.8-0
Max Horz 2=263(LC 12)
Max Uplift 12=-90(LC 9). 2=-178(LC 12)
Max Grav 12=1981(LC 17), 2=1547(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-29881757, 3-4=-2716/703, 6-17=-507/205, 6-7=-11386/2822, 7-8=-1138612822,
8-9=-8918/1931, 9.10=-4095/788, 10-1 1=-4095/788,11-12=-1674/318
BOTCHORD 2-19=-963/2751, 18-19=-96312751, 17-18=-3207/11635, 16-17=-3415/12316,
15-16=-1931/8918, 14-15=-1931/8918, 13-14=-1931/8918, 12.13=-56/299
WEBS 3-18=-3541158, 4-18=-87013322, 4-6=-3259/992, 6-18=-9508/2471, 9-14=-341/1325, 8-15=-1007/
308, 7-16=-342t38, 6-16=-1173/634, 8.16=-955/2643, 11.13=-784/4065, 9-13=-5165/
1224 NOTES- 1) 2-
ply
truss to be connected together with 10d (0.131"l:Y) nails as follows: Top chords connected
as follows: 2x4 - 1 row at 0-7-0 oc. This item has been Bottom chords connected
as follows: 2x6 - 2 rows staggered at 0-9-0 oc. electronically signed and Webs connected as
follows: 2x4 - 1 row at 0-9-0 oc. sealed by ORegan, Philip, PE 2) All loadsareconsideredequallyappliedtoallplies, 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. using a Digital Signature, 3) Unbalanced roof
live loads have been considered for this design. Printed copies of this 4) Wind: ASCE
7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf. BCDL=3.Opsf: h=1511; 6=45ft, L=24ft, eave=oft, Cat. document are not considered 11, Exp B;
Encl., GCpf=0-18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(i) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to signed and Sealed and the 12-0-0, Interfor(1) 12-5-12 to 24-2-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1-60 plate grip signature must be
verified DOL=1 605) Provide adequate
drainage to prevent water ponding, on any electronic copies. 6) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Philip J, D`Regan PE Mo.58128 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 MiTek USA, Inc. FL Oert 6834 will fit between
the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL 33610 8) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=Ib) Date: 2=178 March
9,2018 9) Hanger(s)
or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such 77@@ll11''jj..``iiL
DGpp 3 i{1`' 2feaft 9rometers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9.7473 rev. 1010312015 BEFORE USE. G T761ii`eRaKPo{ttie
rrlqpp'(Ar(11rwrt
OtI1 I Ahl7ek0
connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system_
Before use, the braiding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing
indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required
Tor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTk- 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 22114- Tampa. FL 36610
Job Truss
Pass
Typo Oty Ply Park Sgl6a celona A or C TRAY
T13452387
P2392ACT B3 ECIAL 1 ,2 job Rgference jogflonal _.- _ . 1111-1-1-----------,-l------ ...r ---. _------------- -- -
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:29 2018 Page 2
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-Ej SkORxVtjftjn?RrXulw(37DYILMbUdZBaDDem3zcgbi
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=-706
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid to' 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
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ITe{t'
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, OSB-88 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1"amps. Fit 36610
Job T I - ---- - I-russ- Type
16ty---- IPly
Park Sq/Barcelona-A or C TRAY
P2392AC1 IB4 18PECIA1 foo fig
TI 3 52388
M: _ - - -- - -- - _ _ id-Flodda Lumber, Bartow, FL, 8,130 S Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:51:30 2018 Page I
ID:I(iEi_2vqrkv4uEJUYC2jFzkF(ig-ivO6cny8Uz?ZP9015bp9pKcnjsfhdD7dKptyBIVzcgbiI
I- I -O-U 3-9-4 - 7-0-0 ... . ............ 9-11-8 12-7-8 ............ . ..... 14- 11- 12,__ 17-5-12 19-2-4
31-0-0 3-9-4 .
1
2
1 - 1
12 2-11-8 2-8-0 24-4 2-6--0 "
1
1-8-8 2-6-0
1
2-7-12
1
Scale = 1 43.3
4x8 -7-
4x6 = 2x4 it
25 51 26
I
3,4 r= 2x4 II 3x4 ==
4x6 ----
04 5X8 2X4 it 2x4 II 6X9 = 3x4
700 =
Z-g-4 ---jQ-9- - - ------- g-1 1-0 - - ----- 14-1142 - -- -- -1-7,5-12 ...... .. . +--19,2-4 21 ... I--- - -24- -4---Q I
31-J2 --- ---------------------- ---ki-1 5---___ ------ 13--- - - --------- -
LOADING (psf) SPACING- 2-0-0 CS1, DEFL, in (loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,00 TC 0.92 Vert(LL) -0A2 17-18 >687 240 MT20 244/190
TCDL 10,0 Lumber DOL 1,00 BC 0.83 Vert(CT) -0,82 17-18 >355 180
EICLL 0,0 Rep Stress Incr NO WB 0.77 Horz(CT) OA7 13 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 448 lb FT = 20%
1---1 - ------
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc; purlins,
7-12: 2x4 SP No. 1 except end verticals.
BOT CHORD 2x6 SP DSS *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
2-20: 2x6 SP No.2
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) 13-2529/0-4-0, 2=2354f0-8-0
Max Horz 2=202(LC 8)
Max Uplift 13--341(LC 5), 2=-446(LC 8)
Max Grav 13=3512(LC 2), 2=2376(LC 2)
FORCES. (lb) - Max, Comp,lMax, Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4910/871, 3-4=-4708/875, 4-5=-5375/945, 5-6=-337133, 7-18=-161/317,
7-8=-18798/2775, 8-9=-1679812775, 9-10=-14658/1864, 10-1 1=-6849/755,
11-12=-6849/755, 12-13=-26851299
BOT CHORD 2-22=-92114371, 21-22=-921/4371, 19-21--86314198, 18-19=-3139/18876,
17-18=-3316/19968, 16-17=-1864/14658, 15-16=-1864/14658, 14-15=-1864114658,
13-14--49/464
WEBS 3-21=-283/69, 4-21=-711502. 4-19=-232/1843, 5-19=-770/4820, 5-7=-7118/1291,
7-19--14443/2278, 7-17=-2256/579, 9-16=-1503/309, 9-17=-976/4758, 10-15--32112328,
12-14=-756/6838, 10-14=-8364/1188
NOTES-
1) 3-ply truss to be connected together with 1 Od (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 0-6-0 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
ply connections have been provided to distribute only loads noted as (F) or (6), 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=45111 L=24ft, eave=41t; Cat.
11 Exp B. Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1,60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
13-341,2=446,
C 'WaflAwRas Resign Preanef-ird READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111171-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi fekO contractors 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
budding design. Suacargrucircated 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, daily", erection and bracing of trusses and truss systems see ANSIITPn Quality Criteria, D$8-89 and BCSI Building Component
Safety Information available from Truss Plate institute, 218 N Lee Street, Suite 312, Ate ajujna, VA 22314
This item has been
electronically signed and
sealed by ORegan, Philip, PE
Using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE Nti.581126
MiTaR USA, Inc, FL Cart 6634
69U Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
MI-1,
MiTok'
6904 Parke East Blvd
Tampa, Ft. 36610
Job +Truss Truss Type 4ty Ply ark Sg/Ba elona A or C- PRAY
P2392ACT Bt SPECIAL 1
T13452388
4b F2efere ce (opt a11a1)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,51:30 2018 Page 2
ID:ltiEj_2vgrkv4(jEJUYC2jFzkFng-ivO6cny8Uz?ZP9015bp9pKmjslhdD7dKptyBl Vzcgbh NOTES-
9)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0, and 97 lb down and 106 lb up at 9-
0-12, and 97 lb down and 106 lb up at 11-0-12 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 to down at 11-0-12, 344 lb down at 14-
9-12, 344 lb down at 16-9-12, 344 lb down at 18-9-12, 344 lb down at 20-9-12, 344 lb down at 22-9-12, and 354 lb down at 24-2-4, and 1136 lb down and 201 lb up at
12-9-12 on bottom chord. The design/selection of such connection device($) 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=460 13=-89(6) 20=-41(6) 21=-327(B) 17=-79(8) 25=-97(6) 26=-97(8) 29=-41(8) 30=-1021(F) 31=-79(B) 32=-79(B) 33=-79(B) 34=-79(B) WARNING -
Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Mg-7473rev. 10/0312015 BEFORE USE. Design valid
for use only with MiTeka, 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 h / ' ° is always
required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the r faoncatlon, storage,
delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSS-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 f cuss Truss 1 _. -.. --_ _ Ypo Qty - Ply Park Sq/Barcelona A or (,_TRAYJob
CI COMMON 1 1
T13452389
ob Reference (opSLoq jilt
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:31 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-A6aVp7yfnFH7QOJbEeIKOLY11194myiiT 1 Xikgxzcgbg
i-O-O 5-9-4 11-p-O 16-2 12 22-0 O 23.0-0
F1-0-0 -1--. ....... 5-9-4- 5-2-12-------....------ 5-2 12 ._...----- -------1--------. - -5-9 4 ........----.-........---f-1 0-0.,
Scale = 1:39.3
4x4 -_
I
3x4
3x4 :.:.:: 3x4 == 30 :_
3x4 ....
2 4 4-
3 6 11.11 _._. 7-6-3 . -----
LOADING (psf) SPACING- 2.0-0 CSL DEFL- in
t
loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.37 Vert(LL) -0,07 10-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0,58 Vert(CT) -0,18 10-13 999 180
BCLL 0.0 Rep Stress Incr YES WB 0,20 Horz(CT) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weighti 101 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc puffins.
BOT CHORD 2x4 SP No BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=94010-8-0, 6=940/0-8-0
Max Horz 2=115(LC 11)
Max Uplift 2=-181(LC 12), 6=-181(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-15251468. 3-4=-1367/470, 4-5=-1367/470, 5-6=-1525/468
BOT CHORD 2-10=-326/1328, 8-10=-151/876, 6-8=-344/1328
WEBS 4-8=-157/526, 5-8=-340/203, 4-10=-157/526, 3-10=-340/203
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, Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to
14-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads_
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=181,6=181.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Regan PE No.58126
MiTek USA, Inc, FL Cart 6634
69U Parke East Blvd. Tampa FL 33616
Date:
March 9,2018
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors- This design is baser) only upon parameters shown, and is for an individual building component, not
a truss system- Before use, the building designer most verity the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporary and permanent bracing i' 'e"
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, OSB-89 and Best Building Component 6904 Parke East Blvd.
Safety lnforni available from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 16610
Job Truss Truss Type Oly Ply Park Sq/-Barcelona-A or C_TRAY
Ti3452390
P2392AGT C2 HIP i 1
afLiReferenSejoLtt!onalj
Mid -Florida Lumber, Barlow FL. 8,130 s Sep 15 2017 MiTek Industnes, Inc. Fri Mar 9 10,51:32 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-el7tOTz00aF HeTAOCOSduIfAGZOehAGdGBRI MOzcgbf
E.-1i0-0
0._j._.__4.9
4-9-4 _...... 9-0 0 _---- .- .. J.._t—_._
13-0-0 17-2-12 2.2 0-0 23-0-017-2-1 ____._ { ._.__..__ __ .j4-004-2 i2 0 4-9-4 R_O
Scale = 1 39.1
4x4 -=
4x8
3x4
4x4 = 3x8 =3x4 =_- 4x4 =
LOADING (psf) SPACING- 2-0-0 CSL
TCLL 20.0 Plate Grip DOL t25 TC 0,48
TCDL 10.0 Lumber DOL 1,25 BC 0,73
BCLL &0 Rep Stress Incr YES WB 0./8
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=940/0-8-0, 7=94010-8-0
Max Horz 2=96(LC 11)
Max Uplift 2=-181(LC 12), 7=-181(LC 12)
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0,16 9-17 >999 A MT20 244/190
Vert(CT) -0.34 9-17 1781 180
Horz(CT) 0,04 7 n/a n/a
Weight: 108 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-8-15 oc bracing.
FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1547/578, 3-4=-1237/462, 4-5=-1054/459, 5-6=-1237/462, 6-7=-1547/578
BOT CHORD 2-11=-446/1364, 9-11=-25511054, 7-9=-453/1364 WEBS 3-11=-
360/226, 4-11=-74/339, 5-9--67/339, 6-9=-361/226 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=oft; Cat. 11 ' Exp B,
Encl., GCpi=0.18. MWFRS (directional) and C-C Exterjor(2) -1-0-0 to2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 1-0-0,
Interior(1) 17-4-11 to 23-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate
drainage to prevent water ponding. 4) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss
has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members. 6) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=1b) 2=181, 7=
181. Q WARNING - Verffy
design pararnaters and READ NOTES ON THIS AND INCLUDEO MITEK REFERENCE RAGE 11,0I4473 rev. 10/0312015 BEFORE USE. Design valid for
use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system.
Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing
indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required
for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding this fabrication, storage, delivery,
erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available
from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ ri This item
has
been electronically signed and
sealed by ORegan,
Philip, 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. Philip T O'
Regan PE No.58128 MiTek USA, Inc.
FL Galt 8834 6904 Parke East
Blvd. Tampa FL 33610 Date: March 9,
2018
MiTek' 6904 Parke
East
Blvd. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona A or C TRAY
T13452391
P2392AGF C3 HIP 1 1
fob Refgrgpce_k9ppqnalJ_
Mid-Flonda Lumber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:33 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkF ng-7 UhFEp_t tiuN8GdlcrnjNsOzOM 1 yjhQa7mVrBrvgzcgbe
1'1-0-0 3-9 4 ------...._3 2 17 ......... .--
f-------.....
4 -
0-------..__-- i - -___ 4-0_0 ..-------...----f -_ ____3-2_12 .__...... { ___._._... 3_g a-- _.-_I.23 0-:0_It0-0 3-9-4 T-0.0 11-0-0 15-0-0 1@-2-12 22 0-0
1-0-0
Scale = 1:39.1
I
04 -
20 21
4x4 -=
22 23 6
3x5
3x8 :..:::
4x4 '-- ix4 II 3x8 =
3.5 -_.
LOADING (psf) SPACING- 2-0-0 CSI,
TCLL 20.0 Plate Grip DOL 1,25 TIC 0,42
TCDL 10.0 Lumber DOL 125 BC 0,61
BCLL 0.0 Rep Stress Incr NO WB 0-33
BCDL 10.0 Code FBC2017(TP12014 Matrix -MS
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0,12 11 >999 240 MT20 244/190
Vert(CT) -0,24 11 >999 180
Horz(CT) 0,09 8 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1616/0-8-0, 8=1616/0.8-0
Max Herz 2--77(LC 6)
Max Uplift 2=-416(LC 8), 8=-416(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3074/796, 3-4=-2873/763, 4-5=-2564/708, 5-6=-2564/708, 6-7=-28731763,
7-8=-30741796
BOT CHORD 2-13=-651/2720, 11-13=-689/2898. 10-11=-689/2898, 8-10=-651/2720
WEBS 3-13=-274/78, 4-13=-152876, 5-13=-503/152, 5-10=-503/152, 6-10=-152/876, 7-10=-274178
Weight: 112 lb
FT = 20% Structural wood sheathing
directly applied or 3-2-7 oc purlins. Rigid ceiling directly
applied or 7-1-9 oe bracing. NOTES- 1) Unbalanced
roof
live loads have been considered for this design. 2) Wind: ASIDE
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 3) Provide adequate
drainage to prevent water pending. 4) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss
has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members. 6) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=416,8=
416, 7) Hanger(s)
or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 Ib down and 204 lb up at 7-0-0,
97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11-0-0, and 97 lb down and 106 lb up at 12-11-4, and 189 lb down and
204 lb up at 15-0-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-0. and 66 lb
down at 12-11-4, and 327 111 down and 97 lb up at 14-11-4 on bottom chord. The designtselection 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 (8). LOAD CASES) Standard
1) Dead +Roof
Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit)
Vert: 1-4=-
60, 4-6=-60, 6-9=-60, 14-17=-20 Concentrated Loads (lb)
Vert. 4--142(
F) 6=-142(F) 13=-327(F) 11=-41(F) 5=-97(F) 10=-327(F) 21=-97(F) 22=-97(F) 24=41(F) 25=-41(F) A WARNING • verify
design parantefers and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for
use only with Mitekai connectors. This design is based Only upon parameters shown, and is for an individual building component, not a truss system.
Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing
indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing is always required
for stability and to prevent collapse will) 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 Safety Information available
from Truss Plata Institute, 218 N. Lee Street, Suae 312, Alexandria, VA 22314- This item has
been electronically signed and
sealed by ORegan,
Philip, 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. Philip J- 0`
Regan PE No.56126 MiTek USA, Inc.
FL Cert 6634 6664 Parke East
Blvd. Tampa FL 33610 Date: March 9,
2018
MiTek' 6904 Parke
East
Blvd Tampa.FL 36610
Job Truss
P2392ACT C4 HIP
Type Ply IPart( Sq/Barcelona-A or C_TRAY
K
T13452392
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:34 2018 Page 1
to ltiEj_2vgrkv4uEJUYC2FzkFng-bhFdR9?fYCV?tmKpKRuSzAwOyM5g9vnwkVwPRGzcgbd
1 0-0 3-10-12 7-3-0 __-- 11-0 Q 14-9-0 16-6-8 _ 19-0-0 220 0
F 1-0-0 f - 3-10-12 3-4-444 -- 3-9-0 — — —{- - a 9_Q - -------9_& 2-5-8 3-0-0
THIS TRUSS IS NOT SYMMETRIC
PROPER ORIENTATION IS ESSENTIAL.
4x8 --
1 5x4 lI
4 20 5 21
5x8 MT18HS -_
Scale = 1:37.9
4x4
2.4 11 3x4 "- 7x8 6x6 = = 6x8 = 3x6 I I
5x14
7-10 --- 11 _Q 2 _____..._ 14 9.4_ 1Fa __19 4 Q ___ _ { -----.. _22 0 4 ----- _____1
3-MAR_------- - ___-_.---.-. 4-4
Platg Offs3 {X- I_0-2-4d9e1 [4.0.5_12 Q I6 0-6 8.0-?-41 t7.0-1-00 :2- t 4 15 0-3-41, I11 0-3 $ Q 4 11 L3 0 4-00-4 8L.__._
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lld PLATES GRIP
TCLL 20D Plate Grip DOL 1,25 TC 0.98 Vert(LL) -0A7 11 >999 240 MT20 244/190
TCDL 10,0 Lumber DOL 1,25 BC 0,69 Vert(CT) -034 11 >775 180 MT18HS 244/190
BCLL 00 Rep Stress Incr NO WB 0,82 Horz(CT) 0.08 9 nla n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 277 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins.
BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing.
WEBS 2x4 SP No.3 *Except*
4-14,5-13,6-12,7-11: 2x4 SP No.2
WEDGE
Right: 2x4 SP 140.3
REACTIONS. (lb/size) 9=7852/0.4-0, 2=2829/0-4-0
Max Horz 2=78(LC 7)
Max Uplift 9=-2102(LC 8), 2=-775(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5822/1545, 3-4=-5655/1541, 4-5=-7080/1962, 5-6=-7080/1962, 6-7=-9793/2701,
7-8=-14154/3875, 8.9=-15433/4176
BOT CHORD 2-15=-1339/5181, 14-15=-133915181, 13-14=-1279/5035, 12-13=-237418988, 11-12=-3394/12644,
10-11=-3701/13784,9-10=-3701/13784 WEBS 3-14=-325/
71, 4-14=-64/343, 4-13=-803/2907, 6-13=-2707/949, 6-12=-1647/6014, 7-12=-6664/1856,
7-11=-1976/7224, 8-11=-1329/357, 8-10=-26111127 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 - 3 rows staggered at 0-2-0 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=24ft, eave=oft; Cat. It; Exp B; Encl.,
GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage
to prevent water ponding. 6) All plates are
MT20 plates unless otherwise indicated. 7) This truss has
been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has
been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. 9) Provide mechanical connection (
by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=2102,2=775.
10) Hanger(s) or
other connection device(s) shall be provided sufficient to support concentrated load(s) 5991 lb down and 1715 lb up at 16-6-8, 1187
lb down and 307 lb up at 16-11-4, and 636 lb down and 176 lb up at 18-11-4, and 1047 lb down and 274 lb up at 20-11-4 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others. RR/RC" 'Va 7ryDasl
p'arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101031201E BEFORE USE. Design valid for use
only with MITek& connectors- This design is based only upon parameters shown, and is for an individual building component, not a truss system- Before
use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated
is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for
stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection
and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Sately Information available from
Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314. This item has been
electronically signed and sealed
by ORegan, Philip,
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.
Philip J. Ci Regan
PE No.58126 MITak U$A, Inc-
FL cart 6634 6904 Parke East Blvd.
Tampa FL 33619 Date: March 9,2018
Nil
Welk' 6904 Parke
East
Blvd
Tamps, FL 36610
Job 1 fuss Truss Type Oly Rly Park Sq/Baroelona A or C TRAY
P2392ACT C4 Nlp 1
T13452392
1_ _ ` ob Reference joptlonal _
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.51:34 2018 Page 2
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-bhFdR9?fYC V?tmKpKRu5zAwOyM5g9vrwkVwPRGzcgbd
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4=-60, 4-6=-60, 6-9=-60, 2-9=-20
Concentrated Loads (lb)
Vert, 11=-5991(6)10=-636(B)17=-1047(8) 22=-1187(6)
WARNING , Verffy d'es(gn Rararnafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1dld312015 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 mu building
design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1" isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DS"9 and SCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Pa k Sq/Barcelona A or C_TRAY
T13452393—
P2392ACT C5 HIP 1 1
w .. _ _, _.__ ._._. ..- -------
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:35 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-3tp?fVOHJVdsVwu?t8PKWOThbmSOu W63y9gyzjzcgbc
1 Q-0 6-Q-0 11 0-Q 16-0-0 22,4 23 Q Q
1-0-0 ) q
6-0-0
n
5-0-0 ..
w _._._.._._f ----- --
SA-0 "--- -----
f- ---..
6-0-_
0 .._ --
Q0
Scale = 1:39_1
4x8 =_
1x4 II
19 4 20
4x8
1x4 II 3x4 ==
3x8 --- 1x4 II
3x4 _= 3x4
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 200 Plate Grip DOL 1.25 TC 048
TCDL 10 0 Lurnber DOL 1,25 BC 0,53
BCLL 00 Rep Stress Incr YES WB 017
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No 2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=94010-3-8, 6=940/0-3-8 Max Horz
2=67(LC 11) Max Uplift
2=-252(LC 12), 6=-252(LC 12) FORCES. (lb) -
Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD
2-3=-1527/526, 3-4=-1616/614, 4-5=-1616/614, 5-6=-1527/529 BOT CHORD
2-11=-368/1301, 9-1 1=-367/1308,8-9=-378/1308, 6-8=-378/1301 WEBS 3-
9=-140/455, 4-9=-327/169, 5-9=-141/455 DEFL. in (
loc) I/defl L/d PLATES GRIP Vert(LL) -
0-06 9 >999 240 MT20 244/190 Vert(CT) -
0.13 11-14 >999 180 Horz(CT)
OD4 6 n/a n/a Weight: 99
lb FT = 20% BRACING - TOP
CHORD
Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD
Rigid ceiling directly applied or 9-1-3 oe 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=oft; Cat. II; Exp
B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 20-2-
15, Interior(1) 20-2-15 to 23-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=
1.60 3) Provide
adequate drainage to prevent water ponding. 4) This
truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This
truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members. 6) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=252,
6=252. WARNING - Verity
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIf•7473 rev, fa(03/2016 BEFORE USE. Design valid
for use only with M,Tek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss
system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.
Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always
required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB49 and BCSI Building Component Safety information
available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J-
O` ffgan PE No.56126 6tiTak USA,
Ina, FL Cart $614 6904 Parke
East Blvd, Tampa FL 33610 Data: March
9,
2018 it MiTek'
6904
Parke
Fast Blvd. Tampa, FL
36810
b Tr uss Truss Type Oty PlyyPark Sq/Barcelona-A or C TRAY
r0l392ACT C6 HIP 1 1
T13452394
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:36 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-X3NOsrOv4pij 74TBRswZ2b?rLAjTdt5CBpPVV9zegbb
1 -00 5-0-Q 9-0-9 12 11-7 17-0 0 22 0 0 23-0 0 i
1-0-0 4 ....-...... -------- 5 0 0 4-0-9 -----3-10-13 --_.-4 0 9 ......-5 0.0--------------i 1.0-0 -3 Scale
s 1:39.1 4x8 —
1,
4 II 3x4 -= 4x8 n
r--l- 3 4 18 19 5 20 6 40
20 (
4x8 = 6x6--
3x5 =_=
2x4 11 3x6
59
4 9:9...._-._ 1 ]_ 7.__.....__ 17-A Qi __ f {_ { i --- 2.2 9 0 S-
a-Q ---- a-4 9 __...__a.10 13 .....--- .._ ------ _._4-0-g 5-0-0 Plate
Offset X YL [ 0-2 8 Edgy j3 0 6 12,0 2 0, [6:0 5 8 0-2:QLF 0 -Q 0 LOADING (
psf) SPACING- 2-0-0 cSL DEFL. in (loc) Well L/d PLATES GRIP TCLL
20-0 Plate Grip DOL 1 25 TC 0,54 Vert(LL) 0.16 10-12 >999 240 MT20 2441190 TCDL
10.0 Lumber DOL 1.25 BC 0,86 Ved(CT) 431 10-12 >848 180 BCLL
0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0,06 7 n/a n/a BCDL
100 Code FBC2017tTP12014 Matrix -MS Weight 121 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins- BOT
CHORD 2x6 SP No.2 'Except" BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. 7-
11: 2x6 SP No,1 WEBS
2x4 SP No 3 REACTIONS. (
lb/size) 2=1371/0-3-8, 7=1569/0-3-8 Max
Horz 2=58(LC 7) Max
Uplift 2=-398(LC 8), 7=-476(LC 8) FORCES. (
lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-25901712, 3-4=-3500/1049, 4-5=-3500/1049, 5-6=-3785/1136, 6-7=-30511891 BOT
CHORD 2-13--575/2266, 12-13=-573/2274, 10-12=-1051/3785, 9-10=-720/2702, 7-9=-714/2677 WEBS
3-12=-478/1507, 5-12=-371/224, 6-10=-39711339, 6-9=-101/428 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=25R; 6=4511; L=24ft, eave=4ft, Cat. 11'
Exp B; Encl_ GCpi=0.18: MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water pending. 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) This item has been 2=
398, 7=476. electronically signed and 7)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 77 lb up at Sealed b ORe an, (ahlll f yp, 13-0-12, and 51 lb down and 77 lb up at 14-3-4 on top chord, and 577 lb down and 197 lb up at 11-0-12, 36 Ili down at 13-0-12, and
36 lb down at 14-3-4. and 329 Ili down and 145 lb up at 16-3-4 on bottom chord. The design/selection of such connection using a Digital Signature. device(
s) is the responsibility of others. Printed Copies of this 8)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (6), document are not Considered signed
and sealed and the LOAD
CASES) Standard signature
must be verified 1) Dead * Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (pit) On any electronic Copies. Vert:
1-3=60, 3-6=-60, 6-8=-60, 2-7=-20 Philip J- 0`Regan PE No.58126 Concentrated
Loads (lb) MiTek USA, Inc. FL Celt 604 Vert:
5=-51(F) 10=-26(F) 20=-51(F) 21=-577(F) 22=-26(F) 23=-329(F) 6904 Parke East Blvd. Tampa FL 33610 Date:
March
9,2018 WARNING-
Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1,7479 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 verity the applicability of design parameters and properly incorporate this design into the overall 1 bulidtngdesign. 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 stateuy and to prevent collapse with possible personal injury and property damage, For general guldance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, D38-89 and SCSI Building Component 6904 Parke East Blvd. Safety
information available from Truss Plate Instibde, 218 N. Lea Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss
P2392ACT C7 HIP
Type Ply I Park Sq/Barcelona-A or C_TRAY
T13452395
Mid-Flondef Lumber, Bartow, FL. 8-130 s Sep 15 2017 MiTek Industries, Inc. Fit Mar 9 10:51:37 2018 Page 1
ID ItiEj-_2vgrkv4uEJUYC2jFzkFng-?Gxm4B 1 Xr7takE2N?ZRobpY i EZ64MQNMQT932bzcgba
1-Q-0 4-9-4 9-0-0 ,13.0-0__-- ) 6-5-0
4-2-12212 . . _4 0-0 .-......-I — 3_s a .. -- -- -- 1
4x4 --
4x8
14
3x8 - 3x4 =_
r
4x4 === 1.5x4
94-Q - - __ ------ — {_--..._.. -_134-0 I--- __I(.5.5 4 - i
4-.-0.4 .........--- 3-5-0
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1,25
TCDL 10.0 Lumber DOL 1,25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2017ITP12014
CSL DEFL. in loc) Ildefl L/d
TC 0.47 Vert(LL) 0,14 9-12 999 240
BC 0.65 Vert(CT) 0,29 9-12 676 180
WB 0A9 Horz(CT) 0.02 7 n/a n/a
Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 2=713/0-3-8, 7=649/Mechanical
Max Horz 2=121(LC 12)
Max Uplift 2=-190(LC 12), 7=-162(LC 12)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (Ili) or less except when shown -
TOP CHORD 2-3=-1052/424, 3-4=-7401305, 4-5=-602/317, 5-6=-479/227, 6-7=-609/292
BOT CHORD 2-9=-440/922, 8-9=-153/382
WEBS 3-9=-363/232, 5-9=-125/362, 5-8=-288/143, 6-8=-1971496
Scale = 1:31.3
PLATES GRIP
MT20 244/190
Weight: 91 lb FT = 20%
Structural wood sheathing directly applied or 5-3-13 oc purlins,
except end verticals.
Rigid ceiling directly applied or 8-10-8 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; 6=45ft, L=24ft; eave=4ft, Cat.
II; Exp B. Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to
13-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load 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.
3) 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 (jt=lb)
2=190, 7=162.
AWARNING - Verity design parameters and READ NOTES ON THtS AND INCLUDED MITEK REFERENCE PAGE MB-T47Y rev. 1 WO312015 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
building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DS8-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by QRegan, Philip, 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.
Philip J. DRogan PE No,58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33619
Data:
March 9,2018
MR,
MiTek°
6904 Parke East Blvd.
Tampa,FL 36610
3452396
Job Truss iTruss-Type City Ply C
P2392ACT C8 COMMON 4 1
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. I'd Mar 9 10 51 37 2016 Page I
ID:ItiEj_2vqrkv4uEJUYG2jFzkFtig-?Gxtn4BlXr7takE2N?ZRobpY3dZ6jMJoMQT932bzcgba
1-0.0 11 -p_-o 16-5-0
01-0 5-9-4 5-2-12 5-5-0
5X6 Scale = 1 36 4
i
3x4 6
1X4 3x4 ---
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOE 1,25 TC 0,38
TCDL 10.0 Lumber DOE 1,25 BC 0,67
BCLL 0.0 Rep Stress Incr YES WEI 0.61
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS
DEFL. in (loc) Ildefl Lid PLATES GRIP
Vert(LL) -0,11 6-7 >999 240 MT20 244/190
Vert(CT) -0,20 6-7 >988 180
Horz(CT) 0.02 6 BIB n/a
LUMBER- BRACING -
TOP CHORD 2x4 Sri No.2 TOP CHORE)
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No,3 BOT CHORD
REACTIONS. (lb/size) 2=71310-3-8,6=649/Mechanical
Max Harz 2= 121 (LC 12)
Max Uplift 2=- 1 90(I-C 12), 6=-1 62(LC 12)
FORCES, (lb), Max, Comp./Max. Teri. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1019/321, 3-4=-7971282
BOT CHORD 2-7=-331/883, 6-7=-138/426
WEBS 3-7=-359/209,4-7=-116/540,4-6=-5621180 Weight:
83 lb FT = 20% Structural
wood sheathing directly applied or 5-4-11 oc purims, except
end verticals. Rigid
ceiling directly applied or 10-0-0 Be bracing. NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=106mph, TCDL=4.2pst ' BCDL=10psf, ' 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 11-0-0, Exterior(2) 11-0-0 to 14-
0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-11,60 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 EICDL = 1 O.Opsf, 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 Jt=lb) 2=
190,6=162, A
WARNING - verify design parameters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473n., 10,03AW15 BEFORE USE. Design
valid for use only with NIT-ekili, connectors This design is based only upon parameters Shown, and is for an individual building component, not a
truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building
design Bracing indicated is to prevent buckling of individual truss Web and/or chord members only. Additional temporary and permanent bracing is
always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety
Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314 This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. O'Regan PE No.58126 MiTek
USA, Inc, FL Cart 6634 6904
Parke East Blvd. Tampa Fl. 33619 Date:
March
9,2018 MR,
MiTek'
6904
Parke East Blvd Tampa,
FL 36610
Job Truss 1Truss Type Qty Ply Pa k SglBaicalona A or C TRAY
T13452397
P2392ACT CJ IJACK 4 i
1--- ----_—___._ Job Referenc® (9ptio_nI
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:38 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-TS V81iW29cQ?RMOdaZGy 1705HfzbA5vZVe7uca2zcgbZ
1-0-72 0-11-4 —
f
1-0-12 0_11 q_..
Scale = 1.13.8
15.4 ii
t_..__ i Z9 Q-11-4j
0-1-A 0-4-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 20,0 Plate Grip DOL 1,25 TC 0.17 Vert(LL) Q00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.08 Vert(CT) 0,00 5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(CT) 0,01 3 n/a n/a
BCDL 100 Code FBC2017/TPI2014 Matrix -MR Weight: 7 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS, (lb/size) 5=160/0-4-0, 3=-24/Mechanical, 4=- 1 /Mechanical
Max Herz 5=69(LC 12)
Max Uplift 5=-25(LC 8), 3- 24(LC 1), 4=-45(LC 12)
Max Gray 5=160(LC 1), 3=10(LC 10), 4=31(LC 10)
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=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1_60
2) This truss has been designed for a 10.0 psf bottom chord live load nanconcurrent 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 ORegan, Philip, 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.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33616
Date:
March 9,2018
WARNING - V.rlfy daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7479 rev. 10109/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system- Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t ,',"'
Is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the M
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DS8-89 and SCSI Building Component I 6904 Park. East Blvd.
Safety Information available from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job 1 russ Truss Type IQIy Ply Park SglBarcelona A or C TRAY
P2392AGT GJ1 JACK 22 1
T13452398
19b Ftgferencg,(Gphonal)
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:39 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-xe3 WU s3nNk71_YCm6_UGgEdTzNyWgMpftneA6UzcgbY
1-0-0 1-0-0
Scale = 1.7.0
2x4 _
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0,07 Veft(LL) 0,00 5 >999 240 MT20 2441190
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 nia nla
BCDL 10.0 Code F602017ITP12014 Matrix -MP Weight: 5 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT
CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
Iblsize) 3='10/Mechanical, 2=13010-3-8, 4=-OlMechanical Max Horz 2=
42(LC 12) Max Uplift 3=-
3(LC 9). 2=-73(LC 12) Max Grav 3=
11(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) Wind:
ASCE
7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; 8CDLm3.0ps1; h-25ft, B-4511; L=24ft; eave=oft; Cat. It; Exp B,
Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces &, MWFRS for reactions shown, Lumber DOL=
1.60 plate grip DOL=1.60 2) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) , This truss
has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members. 4) Refer to
girder(s) for truss to truss connections. 5) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This item has
been electronically signed and
sealed by ORegan,
Philip, 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. Philip J. ( Rogan
PE No.66126 MiTek USA, Inc,
FL Cott 6634 6904 Parke East
Blvd. Tampa FL 33610 Data: March 9,
2018
WARNING- Verify deslgn
pararn uers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid (or
use only with Mil ekW connectors. This design is based only upon parameters shown, and is for an individual building component. not µa 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 ITek` 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 braung of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East R10 Safety Information available
from Truss Plate Institute, 218 N- Lee Street, Sure 312, Alexandria. VA 22314- Tampa, R_ 36610
Job Truss Truss Iype Qry Ply Palk Sq/Barcelona-A oe G TRAY
r13452399
P2392ACT CJ3 JACK 13 1
tob Ref__rgncejoptipnalZ...---
Mid-Fionda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,51:39 2018 Page 1
i D:ItiEj_2vgrkv4uEJUYC 2jFzkFng-xe3 WUs3nNk71_YCm6_.UGgEdTcNxVgMpftneA6UzcgbY
I---- _ ..._._1-0-0 ...-------- -......------------- ---- . - .......___. i
1-0-0 3-0-0
Scale. 1 "=1 `
2x4 =
LOADING (psf) I SPACING- 2-0-0 ( CSI.
TCLL 20.0 I Plate Grip DOL 1.25 TC 0,09
TCDL 10.0 1 Lumber DOL 1,25 BC 0,08
BCLL 0.0 Rep Stress Incr YES WB 0,00
BCOL 10.0
I Code FBC2017ITPi2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=7 1 /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. 0b) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
DEFL. in (loc) I/defl 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%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft, L=24ft; eave=oft; Cat.
lit; Exp B; Encl., GCpi=0.18i MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(i) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by QRegan, Philip, 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,
Philip J- O'Regan PE No.56126
MITak USA, Inc, FL Cert6634
6604 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
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 MITek1a connectors. This design is based only upon parameters shown, and Is for an individual building component, not
rc
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
bullring 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
fabrication, storage, delivery, erection and bracing of t usses and truss systems, see ANSIITPIt Quality criteria, DW89 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 lYuss Truss Type Qty ParkSgtBarcelonaAorC_TRAY
P2392ACT CJ3A JAGK--1._- [
Ply
1
J4bReference(pptlonaQ _
T13452400
Mid -Florida Lumber. Bartow, FL- 8,130 s Sep 15 2017 MiTek Industries, Inc- Fri Mar 9 10:51:40 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-PrcuiC3Q82G9bhnygh?VDRAeAnHQZp3o6QNjewzcgbX
30-0 ----I
3-0-0
Scale. 1"=1'.
a1
2x4 ---
LOADING (psf) SPACING- 2-0-0 CST, DEFL. in loc) Ildefl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0,10 Vert(LL) 0,01 3-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0,10 Vert(CT) -0.01 3-6 >999 180
BCLL 0.0 Rep Stress incr YES WB 0,00 Horz(CT) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2017(TPI2014 Matrix -MP Weight: 10 lb FT = 2Q%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ibtsize) 1=118/Mechanical, 2=76/Mechanical, 3=42/Mechanical
Max Horz 1=49(LC 12)
Max Uplift 1=-15(LC 12), 2=-38(LC 12), 3=-3(LC 12)
Max Grav 1=118(LC 1), 2=76(LC 1), 3=54(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.Qpsf, h=25ft; 6=45ft; L=24ft; eave=Aft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone: C-C for members and forces & MWFRS for reactions
shown; Lumber D0L=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Regan PE N08126
MiTak USA, Inc. FL Cert 6634
9904 Parka East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING Vartfy design parameters and READ NOTES ON THIS AND INCLUDED W TEK REFERENCE PAGE MI14473 rev. 10/03/2015 BEFORE USE. Nil' valid for use only with MiTek1lk 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 Welk'
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabncatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi Quality Cotterie, DSB-69 and SCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suao 812, Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply
14pi
ark Sq/Barcelona-A or C_TRAY
P2392ACT CJ3T (SPECIAL 4 1
r13452401
bReference 0(irtna- Mid-
Flodda Lumber, Bartow, FL- 8,130 s Sep 15 2017 MiTek Industries, Inc, Fd Mar 9 10:51:41 2018 Page 1 ID
itiEi_2vgtkv4tiE,IUYC2iFzkFng-u 1 AGvY421jL OODrM9EP WklfjoNBb2lGxyL47GBMZcgb W 2-
1-12______ 3- 3-0-0 i—
1-
0-0 f
Z t,t0 1 Scale :1"
l' il 2x4 =
LOADING (
psf)
SPACING- 2-0-0 CSI. TCLL 20,
0 Plate Grip DOL 1,25 TC 0,14 TCDL 10.
0 Lumber DOL 1,25 BC 0.20 BCLL 0.
0 Rep Stress Incr YES WB 0.02 BCDL 10.
0 Code FBC2017iTP12014 Matrix -MP LUMBER - TOP
CHORD
2x4 SP No.2 BOT CHORD
2x4 SP No.2 WEBS 2x4
SP No.3 REACTIONS. (lb/
size) 2=189/0-3-8, 5=115/Mechanical Max Horz
2=84(LC 12) Max Uplift
2=-64(LC 12), 5=-51(LC 12) FORCES. (lb) -
Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in
Loc) I/deft Lid PLATES GRIP Vert(LL) -
0,01 7 >999 240 MT20 244/190 Vert(CT) -
0.01 7 >999 180 Horz(CT)
0,01 5 n/a n/a i Weight:
13 Ib FT = 20% BRACING- TOP
CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD
Rigid ceiling directly applied or 6-0-0 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=241L; eave=41`1; Cat. 11; Exp
6; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-0-0 zone,C-C for members and
forces 6 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 joints) 2, 5. This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J.
URegan PE No.66126 htiTak USA,
no. FL Oad $634 6004 Parka
East Blvd, Tampa FL 33610 Date: March
9,
2018 n WARNING -
Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev, 10/03/2015 BEFORE USE. Design valid
for use only with MITek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss
system- Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design-
Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the ei fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSVTPIi 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 T nlss Truss Type City Ply Park Sq/Barcelona A or C TRAY
T13452402
P2392ACT C15 JACK 10 1
gb Rgfce jop io I)
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:41 2018 Page 1
I D:ItiE)_2vgrkv4uEJUYC 2iFzkFng-u 1 AGvY42tiL00DrM9EP WklfllVBa41GIyL47GBMzcgb W
5-0-0 ---{
1-0-0 5-0-0
Scale ^ 1 17.0
2x4 -_
LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) Well Ltd
TCLL 20.0 Plate Grip DOL 1_25 TC 0,32 Vert(LL) 0,04 4-7 999 240
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 WE 0-00 Horz(CT) 0,00 3 n/a n/a
BCDL 10.0 Code FBC2017(TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
HOT CHORD 20 SP No.2
REACTIONS. (Ib/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechanical
Max Herz 2=108(LC 12)
Max Uplift 3=-64(LC 12), 2=-73(LC 12)
Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3)
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 2441190
Weight: 18 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph. TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat.
11, Exp 8, Encl, GCpi-0 18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip T ORsgan PE No.58126
MiTsk USA, Inc. FL Csrt $634
6904 Parke East Blvd. Tampa FL 33610
Oate:
March 9,2018
WARNfNG • Verify design parareters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mir-T4TJ rev. 10/09/2015 BEFORE USE. `
Design valid for use only with MiTekQP connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss m. systeBefore use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall T
buildingdesign- Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ( isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage- For general guidance regarding the e fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, OS8419 and SCSI Building Component mo4 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N- Lee Street, Stine 312, Alexandria, VA 22314, Tampa, FL 36610
Jab Truss Tnlss Type Qty Ply Park Sq/Barcelona A or C TRAY
T13452403
P2392ACT CJ5T SPECIAL A 1
49b Referenc fapSLnn .
Mid-Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 Mfl ek Industries, Inc. Fri Mar 9 10:51:42 2018 Page 1
I D:ItiEi_2vgrkv4uEJUYC2JFzkFng-MDkt7u5gffWtr?xLo61 zl sFuRawN 1 j?5Zks(UpzcgbV
1-0-0 -f
2-1-t2 2 3- 5-0-4
1-0-0 2-1-12 0-- 2 2-8-8
Scale = 1:17.0
2x4 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0,50 Vert(LL) 0A l 6 >540 240 MT20 2441190
TCDL 10.0 Lumber DOE 1.25 BC 0.19 Vert(CT) -0.14 6 >421 180
BCEL 0.0 Rep Stress Incr YES WB 0,04 Horz(CT) 0.07 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 19lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=165/Mechanical, 2=267/0-3-8, 5=29/Mechanical
Max Horz 2=108(LC 12)
Max Uplift 4=-71(LC 12), 2=-72(LC 12)
Max Grav 4=165(LC 1), 2=267(LC 1), 5=59(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7--10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft; eave=4ft; Cat.
II, Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for
members and forces & 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) 4, 2.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J.O`Rogan PE No.58126
MiTok USA, Ina. FL Cott $634
6904 Parke East Blvd, Tampa FL 33610
pate:
March 9,2018
WARNING - VerBy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. f 0/03/2015 BEFORE USE. °
Design valid for use only with WOW 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 r A , `
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, D5649 and SCSI Building Component 6904 Parke East Hlvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ Tampa, FL 36610
Job Truss... _ --Truss 1 ypa-- -_Qty ----Ply Park Sq/Barcelona A or C TRAY
P2392AC T 01 MONO HIP 2 1
T13452404
ob Reference (er tiona
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:43 2018 Page 1
I D:IIiEj_2vgrkv4uEJUYC2jFzkFng-qQl 1 KE61 QzejS9 WXLgYCg4o 1 Q_Bxmz_EoOcNF FzcgbU
11-0-0 7 4-1A _.,(..._ 1A-3-4 16-5-0
1-0-0 7-4-14 6-10-6 2-1-12
4x8 = 1-5x4 11 Scale = 1:43-1
6
3x4 = 1x4 II 3x4= 3x4
Z 4-14.... 1h1_-G69 7A 14--_ -- 21-1',
Plate Offset9 (X Y-- 4 0 5 _@ 0-2-0
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC Q61 Vert(LL) -0,07 8-11 >999 240 MT20 2441190
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 WB 088 Horz(CT) 0,02 6 nla n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 101 lb FT = 20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing.
REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8
Max Horz 2=264(LC 12)
Max Uplift 6=-207(LC 12), 2=-146(LC 12)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-970/159, 3-4=-295/22
BOT CHORD 2-8=-354/817, 7-8=-354/817
WEBS 3-8=01323, 3-7=-737/309. 4-7=-98/477, 4-6=-654/311
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.
II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 14-3-4, Extenor(2) 14-3-4 to
16-3-4 zane;C-C for members and forces & MWFRS for reactions shown, Lumber COL=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.Qpsf 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. This item has been
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) electronically signed and
6=207, 2=146.
sealed by ORegan, Philip, 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.
Philip 10'Regan PE 1,108126
MiTak USA, Irro, FL Cart 6634
904 Parke East Blvd, Tampa FL 33610
Date:
March 9,2018
ACJ WARNING - Verify design parameter, and REAP NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 41I1-7473 rev. 1010312015 BEFORE USE,
Design valid for use only with Mi relc0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system- Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord member$ only Additional lemporary and permanent bracing Il N j k' is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the iY ll
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, 0S8.88 and SCSI Building Component 6904 Parke East Blvd
SafetyInformation available from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314- Tampa, FL 36610
Job 1 nlss Truss Type
16tyTly
SgBareelana-A or C '(RAY
T13452405
P2392ACT DlT SPECIAL 1 ----..._- - ]
P`aik
jgb Refgrencg (4P! 2r i1 -- - -------
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:43 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-gQl1 KE61QzejS9WXLgYCg4oxL_6Fm7fEoOCNFFzcgbU
14 4 8 16-5-Q
2-3-8 6-0-8 6-0-8 2-0-8
Scale = 1:29-5
5x5_
2x4 II
2 38.....- ---— ..._.. -- I-.._.-- ....'
r3-8 ...___._..._....---------- -0-8 _____—... _-- --_ .-------- 6-0 8 ----------------------- _. -- - --x-Q$ ----------
Plate c fftssx .-_2s o-2-2 1a o 2-1,0 ,2of . --------
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) IJdefl L!d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 1.00 Vert(LL) -0,18 6-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0,86 Vert(CT) -0.36 6-13 >536 180
BCLL 0.0 Rep BStressIncrYESW0,20 Horz(CT) 0.27 5 nla n/a BCDL
10.0 Code FBC2017/TP12014 Matrix -MS i Weight 83 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x6 SP No.1 'Except" TOP CHORD Structural wood sheathing directly applied. 3-
5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT
CHORD 2x4 SP No.2 'Except" 7-
8,9-10: 2x4 SP No.3, 2-4: 2x6 SP No.2 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 1=66710-3-8, 5=654/Mechanical Max
Horz i=78(LC 11) Max
Uplift 1=-148(LC 12), 5=-151(LC 12) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP
CHORD 1-2=-2921113, 2.3=-1227(407, 3-4=-12271407, 4-5=-285t117 BOT CHORD 2-
6=-25511097, 4-6=-255l1097 WEBS 3-6=-
114f529 NOTES- 1) Unbalanced
roof
live loads have been considered for this design. 2) Wind: ASCE
7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B;
Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Interior(i) 3-3-0 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) Refer to
girder(s) for truss to truss connections. 6) Bearing atjoint(
s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing
surface. 7) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 1=148, 5=
151. A WARNING - Vertfy
dest0n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. IOIOV2015 BEFORE USE. Design valid for
use only with MiTeke) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.
Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing
indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required
for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery,
erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available
from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has
been electronically signed and
sealed by QRegan,
Philip, 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. Philip J. O'
Regan PE No.36126 MiTek USA, Inc.
FL Cart 6634 6904 Parke East
Blvd. Tampa FL 33610 Date: March 9,
2018
MIT®k 6904
Parke East
Blvd. Tampa, FL 36610
Job or-c-TR A Y______ - "
1 - -
T I 3 45 2406
P23 92A C T D 2 M 0 N 0 H IP 2 tYi
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 Mi rek Industries, Inc. Fri Mar 9 10:51:44 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFrig-icsPYa7wBGma4J4kvX3RNHLE?OZ2VUY012Lxllllzcgbj'
1-0-0 6:4,14 12-3-4 16-5-0 -- --- ------------ ---------
1 0- 0 6-4-1 4 10 - 6
48 15x4 ll Scale = 1 38 5
4 14 5
3
3x4 = lx4 II 3x4 3.4
LOADING (pst) SPACING- 2-0-0 CS1.
TCLL 20,0 Plate Grip DOL 1,25 TC 0,43
TCDL 10,0 Lumber DOL 1,25 BC 0,44
SCILL 0,0 Rep Stress Incr YES WB 0,61
BCDL I(To Code FBC2017rTP12014 Matrix -MS
DEFL. in (loc) I/defl Ud
Vert(LL) -0.04 8-11 >999 240
Vert(CT) -0.11 8-11 '999 180
Horz(CT) 0-02 6 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP No 2
WEBS 2x4 SP No,3 BOT CHORD
REACTIONS. (Ib/size) 2=71310-3-8,6=649IMeclianical
Max Horz 2=231 (LC 12)
Max Uplift 2=-1 59(LC 12), 6=- 1 93(LC 12)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-10231231, 3-4=-455/109
BOT CHORD 2-8--393/872, 7-8=-393/872, 6-7=-156/335
WEBS 3-8=0/273, 3-7=-6201271, 4-7=-92/428, 4-6=-608/284
PLATES GRIP
MT20 2441190
Weight: 95 lb FT = 20%
Structural wood sheathing directly applied or 5-5-5 oc puffins,
except end verticals.
Rigid ceiling directly applied or 9-3-6 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=O, 18 ' MWFRS (directional) and C-C Exterior(2) -1 -0-0 to 2-0-0, Interior(l) 2-0-0 to 12-3-4, Exterior(2) 12-3-4 to
16-3-4 zone.C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1,60 plate grip DOL=I .60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live 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=159,6-193,
A WARNING - Verify d-ItImparomrafors and READ NOTES ON THIS AND INCLUDED MrTEX REFERENCE PAGE 11411-7473rev. 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 property incorporate this design Into the overall building
design. Bracing indicated Is to prevent buckling of individual truss wet) 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 fabricated,
storage, delivery, erection and bracing of trusses and truss systems see ANSIITPII Quality Criteria, D$13•89 and BCSI Building Component Safety
Information available from rRISS Plate InSt&de. 218 N Lee Street, Siam, 312, Alexandria, VA 22314 This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J, O'Regan PE No,68126 MiTalk
USA, Inc. FL Cort 6634 6904
Parke East Blvd. Tampa FL 33610 Date:
March
9,2018 MR,
MiTek'
6904
Parke East Blvd Tampa.
FL 36610
Job ]j7 uss
LT;
pe
D--dFobReferenceLopionall—
ly ark Sq/Barcelona-AorCP2392ACTD2TL
T13452407
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:45 2018 Page 1
I D:ItiEi_2vgfkv4uEJUYC2lFzkFng-moQnlw7YyauRiTfwTFagwVtl3ooZE 16XFi5UK8zcgbS
4-0 14-4-8
f-
2-3-8 6-0-8 ----
I--—
6-0-8 2_3 8--_-_i
Scale = 1:30.6
5x5 _
T
LOADING (psf) SPACING- 2-0-0 CS'.
TCLL 20.0 Plate Grip DOL 1,25 TC 0,86
TCDL 10.0 Lumber DOL 1,25 BC 0.87
BCLL 0.0 " Rep Stress Incr YES WB 0,20
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS
LUMBER -
TOP CHORD 2x6 SP No,I
BOT CHORD 2x4 SP No.2 'Except^
7-8,9-10: 2x4 SP No.3, 2-4: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=676/0-3-8, 5=663/0-3-8
Max Harz 1=-78(LC 10)
Max Uplift 1=-150(LC 12), 5=-153(LC 12)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-297/118, 2-3=-1264/415, 3-4=-1265/414, 4-5=-288/120
BOT CHORD 2-6=-259/1131, 4-6=-259/1131
WEBS 3-6=-115/538
DEFL. in floc) I/deft L/d
Vert(LL) -0.18 6-16 >999 240
Vert(CT) -0.38 6-13 >523 180
Horz(CT) 0.30 5 n/a n/a
l ld
2x4 II
4 15 8`0
23-8
PLATES GRIP
MT20 244/190
Weight: 84 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 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.
ll; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Interior(1) 3-3-0 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) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1=150,5=153.
WARNING- VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. /0/03/2015 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
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip T O'Regan PE NoM126
MITak USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
MiTek`
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Tntss Type ---- —]
GlyLPIyJPOab RefoBrenceloop6onal)I_- -- ------ l T13452408
P292ACT D3 MONO HIP
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:46 2018 Page 1
ID:ItiEi_2vgrkv4uEJUYC2jFzkFng-E®9yFBAju01JcE61 y6vSiQZpCGUzM2hUMq 1 sazcgbR
165-0
1-0-0 _5-4 iaW_------------f----- 4-10_6 ---- -------I--.—.._______
6-1-12
08--
2x4
Scale =l-.33.2
II
4 14 15 16 5
6
3x4 -= 1x4 II 3x4 3x4 =_
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Lid
TCLL 20.0 Plate Grip DOL 1.25 TC 0,48 Vert(LL) 0.04 6-7 999 240
TCDL 10.0 Lumber DOL 1,25 BC 0.37 Vert(CT) 0.08 6-7 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical
Max Harz 2=198(LC 12)
Max Uplift 2=-171(LC 12), 6=-192(LC 9)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1069/296, 3-4=-622/192
BOT CHORD 2-8=-424/919, 7-8=-424/919, 6-7=-224/503
WEBS 3-7=-484/231, 4-7=-71/409,4-6=-640/286
PLATES GRIP
MT20 244/190
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) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft, eave=oft; Cat.
It Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-3-4, Exterior(2) 10-3-4 to
14-6-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) 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 (jt=lb)
2=171,6=192.
WARNING - Verffy desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Oesign valid for use only with MiTekM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, 038-e9 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
N1
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Tntss Truss Type Qty Ply Rark SglBarcelona A or C TRAY
P2392ACT D31 SPECIAL 1 1
T13452409
f4!LRgfgfepce _ tior gtj
Mid-Flodda Lurnber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:51:47 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-iBXYAb9pUB89xmplafd8?wzd 5bVkivrgjOabOOzcgbQ
5-1-B T-0-0 9-$-0 _ 11_fi>-$ 14-4-$_ 16-8-0
I —
2-3-8 2-10-0
I--
1-10-8 2-8-0 1-1Q-8 2-10-6 —
I— —
3-8
Scale = 1:28.5
5x8 =
RE
6x6 `-
2.4 II
3 6 -....... _ 1 _- _L44 9:D _Q ------ -- t 14=4 5 — -._... - t 16_$:4 I
2. =a _ --- -- ---.._4ra 8 _ _--------- 2-189..... -- Rlgte
OffsetAX Y) f2_0-9-4.- , I4 0-54 2 121 (7.o-9 4.p p $LI12 0-1-10.. Qd-0_W 0-1-19 0-9L LOADING (
psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1,25 TC 0,95 Vert(LL) 0.21 10-17 >944 240 MT20 244/190 TCDL
10,0 Lumber DOL 1,25 BC 0.82 Vert(CT) 0,43 10-17 >455 180 BCLL
0.0 Rep Stress Incr NO WB 0,38 Horz(CT) 037 8 n1a n/a BCDL
10.0 Code FBC2017ITP12014 Matrix -MS Weight 96 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x6 SP DSS *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. 4-
5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. BOT
CHORD 2x4 SP No.2 "Except" 11-
12,13-14: 2x4 SP No.3, 2-7: 2x6 SP No.1 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 1=1133/03-8, 8=1119/0-3-8 Max
Horz 1=66(LC 7) Max
Uplift 1=-319(LC 8), 8=-323(LC 8) FORCES. (
lb) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP
CHORD 1-2=-4991157, 2-3=-3354/1009, 3-4=-2784860, 4-5=-2508/796, 5-6=-2799/866, 6-
7=-3344/1014,7-8=-492/159 BOT
CHORD 2-10=-906/3251, 9-10=-675/2488, 7-9=-911/3232 WEBS
4-10=-241/1001, 5-9=-245/998, 3- 1 0=-947/283, 6-9=-903/282 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. IL
Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding. 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "
This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 6)
Bearing at joint(s) 1, 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) 1=
319,8=323. 8)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 171 Ib up at 7-
0-0, and 96 lb down and 102 lb up at 8-4-0, and 149 lb down and 171 Ito up at 9-8-0 on top chord, and 291 lb down and 108 lb up at
7-0-0, and 59 lb down at 8A-0, and 291 lb down and 108 lb up at 9-7-4 on bottom chord. The design/selection of such connection
devices) 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=11.25, Plate Increase=1.25 Uniform
Loads (plt) Vert:
1-16=-82, 4-16=60, 4-5=-60, 5-7=-60, 7-8=-82, 15-18=-20 W
RRINO •YiPtry 9.19. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PApE MIF7477 rev. 10/03/2015 BEFORE USE. Design
valid for use only with Mr rehia, 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 dasrgn parameters and property incorporate this design into the overall building
destgn. Bracing indicated is to prevent buckling of individual trass 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 ANS9TPH Quality Criteria, DSB-89 and BCSI Building Component Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. D`Regan PE NiI38126 MiTek
USA, Inc. FL Cert6634 6904
Parke East Blvd. Tampa FL 33610 Date:
March
9,2018 WOW
6904
Parke East Blvd. Tampa,
FL 36610
Job Truss 1"russ Type ---- .. Qty PlyPark SgtBarcalGna A or C TRAY
P2392ACT Dal SPECIAL i 1
T13452409
21 Refereneeoptt_onal)....
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:47 2018 Page 2
I D:Iti Ej_2vq rkv4u E J U YC 2j F zkFng-i B XYAb9p U B89xmpl afd8?wzd 5bVkivrgj OabQOzeg bQ
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 4=-102(F) 5=-102(F) 10=-291(F) 9=-291(F) 21=-96(F) 22=-29(F)
AWARNING - Vorlry rfosfgn parenrint— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FAGS MII-T4T3 rev. 10/03/2015 BEFORE USE. „
Design valid for use only with MiTelde Connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system- Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ik3 kF isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, D$8-89 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
LCD)4
Truss Type —'— Ply Park Sq/Barcelona-A or C_TRAY
P2392ACT MONO HIP 1T13452410
Park
Reference ontlOnalZ---------
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:47 2018 Page 1
I D:ItiEi_2vgfi(v4uEJUYC2jFzkFng-iBXYAb9pUB89xmplafd8?wzmzbX9iu9gi0abOOzcgbQ
1-0-0 4-4-14 8-3-4_ 12-4-2 16-5-0
10 0 -- 4-4.14 ...._ 3-106 --------+----- 4-0-14 -_ 4 0-14 Scale =
1:29.2 4x4 =
3x4
t5x4
II 4
13 5 14 6 3x4 =-
3x8 = 3x4 = Plate
Offsets LOADING (
psf) SPACING- 2-0-0 CSt. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.09 7-8 -999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.18 7-8 >999 180 BCLL
0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 7 n/a n/a BCDL
10.0 Code FBC2017rrP12014 Matrix -MS Weight: 86 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, BOT
CHORD 2x4 SP No.2 except end verticals. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing. REACTIONS. (
lb/size) 2=713/0-3-8, 7=649/Mechanical Max
Horz 2=164(LC 12) Max
Uplift 2=-181(LC 12), 7=-208(LC 9) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-1081/367, 3-4=-802/256, 4-5=-665/269 BOT
CHORD 2-8=-460/948, 7-8=-204/468 WEBS
3-8=-324/215, 5-8=-95/316, 5-7=-663/297 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft; L=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(1) 2-0-0 to 8-3-4, Exterior(2) 8-3-4 to 12-
4-2 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. This item has been 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) electronically signed and 2=181,7=208, sealed
by ORegan, Philip, 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. Philip
T ORegan PE No.58126 MITok
USA, Inc. FL Cott $634 6904
Parke East Blvd, Tampa FL 33610 Data:
March
9,2018 WARNING -
Verify design parameters and READ NOTES ON THIS AND INCI.UDED MI TEK REFERENCE PAGE Mil-7473 rev. 1010312016 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
buss system. Before use, 111e 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 '!F e isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
C
Job Truss Truss Type oty Ply Park Sq/BarcelonaA or C TRAY
T13452411
P2392ACT - D5— - COMMON 3 1
Mid-Flodda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MfTek Industries, Inc. Fri Mar 9 10:51:48 2018 Page t
I D:ItiEj_2vgrkv4uEJUYC2jFzkFilg-AN5wNxARFVGOZwOV8N8NX7Vxd7tORPA_ygJ8xSzcgbP
1-0-0 4-5A 8-4-0_ 12-2-1216-5-0 I- -
1.0.0 1 - — — n a - - -f---- --3-
10-12 I —
3-
10-12 f . --
4 2_4 Scale =
1,30.2 4x4
LL i
3x4 =-
LOADING (
psf) SPACING- 2-0-0 CSI. TCLL
20.0 Plate Grip DOL 1.25 TC 0.33 TCDL
10.0 Lumber DOL 1.25 BC 0.63 BCLL
0.0 Rep Stress Incr YES WB 0,18 BCDL
10.0 Code FBC2017/TP12014 Matrix -MS LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 6=655/Mechanical, 2=718/0-3-8 Max
Harz 2=88(LC 11) Max
Uplift 6=-155(LC 12), 2=-200(LC 12) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-1091/381, 3-4=-817/289, 4-5=-814/301, 5-6=-1077/387 BOT
CHORD 2-7=-299/956, 6-7=-286/924 WEBS
4-7=-126/482, 5-7=-297/181. 3-7=-328/191 3x8 =
DEFL.
in (loc) I/deft L/d Vert(
LL) -0.08 7-13 >999 240 Vert(
CT) -0.17 7-13 >999 180 HOFZ(
CT) 0.02 6 n/a n/a 3x4
PLATES
GRIP MT20
244/190 Weight:
72 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT
CHORD 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; 8=45111; L=24ft; eave=oft; Cat. 11,
Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to 11-
4-0 zone;GC 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 Qt=lb) 6=
155, 2=200. AWARNING -
Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg•7473 rev. 10/03/2015 BEFORE USE. Design
valid for use only with MiTekde connectors. This design is based only upon parameters shown, and is for an individual building component, not a
truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building
design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Sane 312, Alexandria, VA 22314, d
This
item has been electronically
signed and sealed
by QRegan, Philip, 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. Philip
J.O'Regan PE No.58126 MiTek
USA, Inc. FL Cert6634 6904
Parke East Blvd, Tampa FL 33610 Date:
March
9,2018 Mi%
k 6904
Parke East Blvd - Tampa,
FI- 36610
Job Truss
P2392ACT El
Mid -Florida Lumber, Bartow, FL.
1-0-0I .. _1-0-0 c- t —._...
3x4 ==
Type Ply (Park Sq/Barcelona-A or C_TRAY
T13452412
8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:49 2018 Page 1
1 D:ItiEj_2vgrkv4uEJUYC2jFzkFng-fZfIbHA3OpOtA4zhi4fc4L26zPGNAtO7AK3h1'vzcgbO
5-0-0
Scale = 1 20.3
4x4 = 4x4 =
L___.------ -- -'-- -----------------
5-0`R -_
LOADING (psf) I SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1,25 TC 0,35
TCDL 10,0 Lumber DOL 1.25 BC 0,43
BCLL 0.0 Rep Stress Incr NO WB 0.08
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=624/Mechanical, 2=690/0-3-8
Max Horz 2=57(LC 7)
Max Uplift 5=-160(LC 8), 2=-207(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1037/276, 3-4=-883/275, 4-5=-1024/275
BOT CHORD 2-7=-191/874, 6-7=-190/883, 5-6=-192/875
3x4
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) -0,04 6-10 >999 240 MT20 2441190
Vert(CT) -0.07 6-10 >999 180
Horz(CT) 0,01 5 n/a n/a
Weight: 43 lb FT = 20
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or /0-0-0 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, 8=45ft, L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18: MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
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 Ito uplift at joint(s) except (jt=lb)
5=160,2=207.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 179 lb up at
5-0-0, and 170 lb down and 179 lb up at 6-0-0 on top chord, and 86 lb down at 5-0-0, and 86 lb down at 5-11-4 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE($) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-60, 3-4=-60, 4-5=-60, 8-11--20
Concentrated Loads (lb)
Vert_ 3=-123(F) 4=-123(F) 7=-64(F) 6=-64(F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mtt-7473 rev. 10/03/2015 BEFORE USE -
Design valid for use only with MiTe1,40 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance cagarding the
fabrication. storage, delivery, erection and bracing of (cusses and truss systems, see ANSIITPII quality Criteria, DS8-88 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Regan PE Na.S8126
MiTak USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
March 9,2018
M iTe rl
3
6904 Parke East Blvd.
Tampa. FL 36610
Job Truss Russ Type Oty Ply Park Sq/Ba celona-Aor C TRAY
P2392ACT F 1 ROOF TRUSS 3 1
Ti3452413
1ab Ref@L rice (4 tPP!91.z1
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:52 2018 Page 1
I D:ttiEj_2vgrkv4uEJUYC2jFzkFng-38LRDJDxJkmS 1 XiGNDC KizgWacAtN6rZ11 HM4EzcgbL
0-1-8
Scale = 1:40.1
3x3 -== 30 ==3x6 FP == 4x8_= 3x4 =-- 3x4 ---- ix3 it 3x3 -= 30 =_= 3x3 =_= 4x6 =-
2 3 4 5 6 7 6 9 10 11 12
27 26 25 24 23 22 21 20 19 18 17 16 15 14 13
1x3 II 3x3 --:-- ix3 II ix3 II 30 = 3x3 II 46 = 3x4 -= 3x4 = lx3 II 3x3 -= 3x3 == 4x5 = 30 II
3x6 FP =_
15.=4_# _ 11- -----_ - 23 _Lt, x .._.. --
0-11-A---- _ -u0-0 - -
Iate
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Toc) I/defl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0,20 17-18 >956 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0,28 17-18 >704 240
BCLL 0.0 Rep Stress Incr YES WB 0,59 Horz(CT) 0.04 13 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
BOT CHORD 20 SP No.2(flat) 'Except'
16-27: 20 SP No_1 D(flat) BOT CHORD
WEBS 20 SP No.3(flat)
REACTIONS. (lb/size) 27=287/0-8-0. 13=839/0-3-8, 22=147710-8-0
Max Uplift 27=-l(LC 4)
Max Grav 27=366(LC 3), 13=853(LC 7), 22=1479(LC 8)
FORCES, (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown
TOP CHORD 1-27=-365t0, 12-13=-847/0, 1-2=-273/30, 2-3=-493/174, 3-5=-128/461, 5-6=-397/0,
6-7=-172110, 7-8=-2660/0, 8-9=-2660/0, 9-10=-2613/0, 10-11=-203410, 11-12=-842/0 BOT CHORD 25-
26=-174/493, 24-25=-174/493, 23-24=-174/493, 22-23=-845/0, 21-22=-845/0, 20-21=0/
1212, 19-20=0/2245, 18-19=0/2660, 17-18=0/2660, 15-17=0/2466, 14-15=0/1584 WEBS 1-26=-
40/370, 2-26=-300/197, 5-23=0t557, 3-23=-699/0, 12-14=0/1121, 5-21=0/1237, 11-14=-1032/
0, 6-21=-1144/0, 11-15=0/626, 6-20=0/749, 10-15=-600/0, 7-20=-782/0, 10-17=0/
288, 7.19=0/742, 9-17=-289/171, 8-19=-303/0, 5-22=-1432/0 q Weight: 123
lb
FT = 20%F, 11 %E Structural wood sheathing
directly applied or 6-0-0 oc purlins, except end verticals.
Rigid ceiling directly
applied or 2-2-0 oc bracing. 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 100 lb uplift at joint(s) 27. 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. WARNING - Verify design
parameters sad READ NOTES ON THIS AND INCI.IIDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for
use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.
Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design_ Bracing
indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required
for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,. delivery,
erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DSB-89 and SCSI Building Component Safety Information available
from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314. This item has
been electronically signed and
sealed by QRegan,
Philip, 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. Philip J. O'
Rogan PE No.66126 MiTek USA, Inc.
FL Cart 6634 6964 Parke East
Blvd. Tampa FL 33610 Date: March 9.
2018
MiTek 6904 Parke
East
Blvd. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY
P2392ACT ____]F2 RQOF TRUSS g 1
T13452414T ._ __ ..- - \....... --
fob Refgranc opUongijL -
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:57 2018 Page 1
ID:ItiEj,_2vgrkv4uEJUYC2jFzkFng-Q68KGOH47GPk8JaDAmoVP 1 NQMdwx2Nl IOa?71RzcgbG
0-1-8
1 3-0 1 11-12____ 1-3-0
f i F--= -- i f--=_- __ I F ----I Scale = 1 38.8
t x3 11 3x3
3x3 -= 34 MT20HS FP = 4x6 = 3x4 3x3 -- lx3 11 34 == 3x3 3x3 =- 4x6 -
2 3 4 5 6 7 8 9 10 11 12 13
1x3 II 30 = ix3 II 30 == 34 = 4x5 = 3x4 = 3x3 = ix3 II 3x6MT20HSFP 4x4 .. 3x3 II
3x3 = 3x3 ==
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0,58 Vert(LL) 0.15 18-19 999 360
TCDL 10.0 Lumber DOL 1,00 BC 0,76 Vert(CT) 021 18-19 895 240
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.04 14 n/a n/a
BCDL 5.0 Code FBC2017rTP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No-2(flat) TOP CHORD
BOT CHORD 2x4 SP No.t(flat) `Except'
14-17: 2x4 SP No.2(flat) BOT CHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 27=295/0-8-0, 14=799/0-3-8, 23=142710-8-0
Max Uplift 27=-1(LC 4)
Max Grav 27=375(LC 3), 14=81 l(LC 7), 23=1436(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 lb) or less except when shown.
TOP CHORD 1-27=-375/0, 13-14=-805/0, 1-2=-283/35, 2-3=-511/173, 3-5=-511/173, 5-6=0/844,
6-7=-375/0, 7-8=-1609/0, 8-9=-2415/0, 9-10=-2415/0, 10-11=-2390/0, 11-12=-190010, 12-13=-794/
0 BOT CHORD 25-
26=-173/511, 24-25=-1731511, 23-24=-459/222, 22-23=-844/0, 21-22=011134, 20-21=0/2087, 19-20=0/2415,
18-19=0/2415, 16-18=0/2286, 15-16=011493 WEBS 6-23--1038/0, 1-26=-47/
385, 5-23=-641/0, 2-26=-309/188, 5-24-0/608, 3-24=-292/0, 13-15=0/1057, 6-22=0/1206,
12-15=-972/0, 7-22=-1092/0, 12-16=0/565, 7-21=0/697, 11-16=-537/0, 8-21=-709/0,
8-20=0/611 PLATES GRIP MT20 244/190 MT20HS 187/143
Weight: 121
lb FT = 20%
F, 11%E
Structural wood sheathing directly applied or 6-0-
0 oc purlins, except end verticals. Rigid ceiling directly applied or
6-0-0
oc bracing. NOTES- 1) Unbalanced floor live loads have been
considered
for this design. 2) All plates are MT20 plates unless otherwise
indicated. 3) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1 lb uplift at joint 27. 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. WARNING •
l/wiry design parameter and READ NOTES
ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekB> connectors.
This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer
must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling
of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent
collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses
and truss systems, see ANSIITPit Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 21a
N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed
by ORegan, Philip, 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.
Philip J. O'Regan
PE No.58126 MIT&
USA, Inc, FL Cert 8834 9904 Parke
East Blvd. Tampa FL 33610 Oat$:
March 9,2018 MiTek' 6904 Parke East
Blvd.
I ammpa, FL
36610
Job T uss Truss Type Qry Ply Park Sq/Barcelona A or C_TRAY
P2392ACT F3 GABLE 1 1
T73452475
012 f{efgr@rice (don@I) __
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:58 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-uliiUMHivaXbIS9QkTJkxEw4il RznxWSFEkgHtzcgbF
0'1
Scale = 137.8
1 2
I
42 41
30 11 3x6 FP 3,3 II
3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22
3x3 11 3x6 FP -- 3.3 II
11-5-4 12-9-4
7T-`X ` 81-At0-9 4 + 1-4-0 - i i - 1 4,0 10,3 81-0-12 11-4-0-.1 } 11-4-0 8--LA j' 11-A-0 -4 0-948i1-4-0 1-6 0 1-2-0.._ U-10-12 O 1 0-1122W3, 4.0 0 0 -4-0 Q_¢.
a __.__. LOADING (
psf) SPACING- 2-0-0 CSI- DEFL. in (lac) I/deft L/d PLATES GRIP TCLL
40-0 Plate Grip DOL 1,00 TC 0-10 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 0,06 Horz(CT) 0.00 22 n/a n/a BCDL
5.0 Code FBC2017/TPI2014 Matrix-R Weight: 104 lb FT = 20%F, 11%E LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT
CHORD 2x4 SP No.2(flat) except end verticals. WEBS
2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS
2x4 SP No.3(flat) REACTIONS.
All bearings 22-10-8, lb) -
Max Grav All reactions 250 lb or less at joint(s) 42, 22, 31, 32, 34, 35, 37, 39, 40, 41, 30, 29, 28, 27, 26, 25,
24, 23, 36 except 36=580(LC 1) FORCES. (
lb) -Max, Comp,/Max. Ten_ -All forces 250 (lb) or less except when shown. WEBS
7-36=-576/0 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 3-1pd (0 131" X 3") nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means. 6)
CAUTION, Do not erect truss backwards. LOAD
CASE(S) Standard 1)
Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform
Loads (plf) This Rent has been Vert
22-42=-10,1-21=-100 electronically signed and ConcentratedLoads (lb) sealed
by ORegan, Philip, PE Vert: 7=-552 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 MiTek4P 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
ANvays required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication,
stoiaga. delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, OSS-89 and SCSI Building Component Safety
information available from Truss Plate Institute, 218 N_ Lee Street Suite 312, Alexandria, VA 22314. using
a Qigital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Philip
J. O'Regan PE NoM120 MiTek
USA, Inc. FL Cert $634 6904
Parke East Blvd. Tampa FL 33610 Bate:
March
9,2018 i
MiTek'
6904
Parke East Blvd. Tampa,
FL 36610
Job Truss Truss Type Oty Rly Park Sq/Barcelona A or C_TRAY
P2392ACT F4 ROOF TRUSS 2 1
113452416
fob Reference (Uop
Mid -Florida lumber, Bartow, FL,
0-1-8
ti.13U s aep 15 ZUi / MI l ex Industries. Inc. hn Mar 9 1V:D1 :bJ zults rage 1
I D:ItiEi_2vgrkv4uE,IUYC2iFzkF ng-M VG4hil KftfSNckcHBrzUSSiDRbKWDgbUuUDpKzcgbE
2-1-8
F I Swale = 1 36.5
3x5
4x4 -==- 3x5_- 3x5 -= 1 x3 11 3x3 = 30 =_- 3x6 MT20HS FP ==
2 3 4 5 6 7 8 9
4x4 :-- 5x6 -=-.
10 11
2x4 11 5x6 == 4x4 = 3x8MT18HSFP _ 3x4 = tx3 11 3x3 3x4 = 1x3 11 4x4 = 5x6 = 3.3 II
1x3 11 3z4 =_
LOADING (psf) SPACING- 21%0 CSI. DEFL. in (loc) I/deft Ltd
TCLL 40.0 Plate Grip DOL 1.Q0 TC 0.88 Vert(LL) -0 45 18 >575 360
TCDL 10.0 Lumber DOL 1,00 BC 0.77 Vert(CT) -0.62 18 >420 240
BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.09 12 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP NoAD(flat) 'Except* TOP CHORD
8-11: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP NoA(flat) *Except* BOT CHORD
12-21: 2x4 SP DSS(flat)
WEBS 2x4 SP No.3(fiat)
REACTIONS. (lb/size) 25=1186/0-8-0, 12=1186/0-3-8
FORGES. (lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-25=-1180/0, 11-12=-117910, 1-2=-116810, 2-3=-3056/0, 3-4=-4375/0, 4-5=-522810,
5-6=-5228/0, 6-7=-5104/0, 7-9=-4419/0, 9-10=-3092/0, 10-11=-1221/0
BOT CHORD 23-24=0/2260, 22-23=0/3869, 20-22=0/3869, 19-20=0/4872, 18-19=0/5228, 17-18=0/5228,
16-17=0/4909, 15-16=013891, 14-15=0/3891, 13-14=0/2310
WEBS 11-13=0/1626, 1-24=0/1588, 10-13=-1514/0, 2-24=-1519/0, 10-14=0/1087, 2-23=0/1108,
9-14=-1086/0, 3-23=-1104/0, 9-16=0/718, 3-20=0/688, 7-16=-681/0, 4-20=-691/0,
7-17=0/475, 4-19=-47/847, 6-17=-576/232, 5-19=-363/0
PLATES GRIP
MT20 2441190
MT20HS 187/143
MT18HS 2441190
Weight: 114 lb FT = 20%F, I t %E
Structural wood sheathing directly applied or 2-2-0 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) 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.
WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 rev, f 0f03/2015 BEFORE USE.
Design valid for use only with MiTBkV connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-aa and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by QRegan, Philip, 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.
Philip J_ Q`Regan PE No38129
MiTek USA, Inc. FL Cert 8834
6904 Parke East Blvd. Tampa FL 33919
Date:
March 9,2018
MI,
MiTek°
6904 Parke East Blvd
Tampa, FL, 36610
Job Truss
joity- -ry ---Ipark
Swaarcehorla-A-0-r- C---*T-RAY - -- --- ---
T13452 - 4 - 17
P2392ACT F5 ROOF TRUSS 5 1
I--,---------- - I I 1 111 - -1--l-l--,-----,- -11, - I "I--" ]," I "I'll1,--,' -1 - 1-111-1-1--- - I'll - --1-11 1,---- j erenge flaurpl) dApo _ -tW - ---------------- --- -------- 1--ll-"--,--
Mid Florida Lumber, Bartow, FL, 8130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:00 2018 Page 1
ID:ItiEi_2vqrkv4uEJUYC2jFzkFng-qhqSv2JzQBiiJ?tinJoruMCof.?surylFtialiYDnMmzcgbD
j
Scale = 1 35 6
4x5
lx3
1
4
3x3 = 3x5 --- I x3 11
4x4 3x3 = 3x4 = i X3 11 1 x3 11 3x3 34 MT20HS FP =-- 4x5 1x3
2 3 4 5 6 7 8 9 10 11 12
3x3 11 4x6 3x8MT18I1SFP --- 3x4 == 3x3 3x3 3x5 4x5 3'6
4x4 = 3x3
25 14
Q.-O-Q ---------I - ------- --------- -- I ------ 17-4-0 - ------- -----
26,0 --- ------- ---- - ----------- - . .....................
PlateR_Offs p s Xn -L4jdl 8 0-1-8 - ------- L_L _dg!a_0_
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/defl Ltd PLATES GRIP
TCLL 40,0 Plate Grip DOL 1,00 TC 0,89 Vert(-L) 0,42 16-17 >599 360 MT20 244/190
TCDL 10'0 Lumber DOL 1,00 BC 0,72 Vert(CT) 0,58 16-17 >435 240 MT20HS 1871143
BCLL 0,0 Rep Stress Incr YES WB 0.73 Horz(CT) 0,09 13 n/a We MT18HS 2441190
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 109 lb FT = 20%F, I I %E
LUMBER- BRACING -
POP CHORD 2x4 SP No. 1 (flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
9-12: 2x4 SP No.2(flat) except end verticals.
BOT CHORD 2x4 SP No. 1 (flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
13-20: 2x4 SP DSS(flat)
WEBS 2x4 SP No.3(f1at)
REACTIONS. (Ib/size) 23=1 15310-3-8, 13=1 153/0-4-0
FORCES. (lb) - Max, Comp./Max, Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 1-23=- 1148/0, 1-2=- 1191/0, 2-3=-3015/0, 3-4=-4220/0, 4-5=-4999/0, 5-6-4999/0'
6-7=-4999/0, 7-8=-464010, 8-1 0=-3690/0, 10-11 =-217710
BOT CHORD 21-22-0/2249, 19-21=0/3748, 18-19=0/4686, 17-18=0/4999, 16-17=0/4938, 15-16=0/4296,
14-15-0/3066, 13-14=0/1257
WEBS 11-13=-167110, 1-22=0/1538,11-14=0/1279,2-22=-147210, 10-14=-1237/0,2-21=0/1064,
10-15=0/868, 3-21=-1020/0, 8-15=-843/0, 3-19=0/656, 8-16=0/479, 4-19-64710,
7-16=-455/0, 4-18=-66/766, 7-17=-295/536, 5-18-351/0, 6-17=-256/75
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates 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
A WARNING - Ve#11i'lirdesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nill-7471frev, 1010312015 BEFORE USE. Design
valid for use only with MiTekill, connectors This design is based only upon parameters shown, and is for an individual building component, not a
truss system Before use, the building designer Must verify the applicability of design parameters and property incorporate this design into the overall building
design_ Bracing indicated is top, event buckling of individual truss wet) and/or chord members only Additional temporary and permanent bracing is
sways 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 SCSI Building Component Safety
Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22114 This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. O'Regan PE No.9126 MiTak
USA, Inc. FL Carl 6634 6904
Parke East Blvd, Tampa FL 33610 Rate:
March
9,2018 pk-
6904
Parke East Blvd Tampa,
FL, 36610
Jatr Truss Truss Type Oty Ply Park Sgf6arcelona-A or C_TRAY
P2392ACT F5A --GABLE t __-- 1
on Reference -(optional ._ -
T13452418
d-Florida Lumber, Bartow, FL. ts.13U S Sep 15 LU17 MI I ek mausVles, Inc. t-ri Mar 9 1U:62:U1 CUltt Wage i
I D:I(iEi_2vgfkv4uEJUYC2iFzkFng 4tOg6OKbBVvAdwu7PctRZtYDI FSf_JnuxCzKuCzcgbC
Scale = 1:35.6
36 MT20HS FP
4 5 6 7 8 9 10 11 12 13 14 15 16
33 32 31 30 29 28 27 26 25 24 23 22 21 20 19
34 MT20HS FP -== 3x3 11
I I _4-9-a { 5 40 I` 6.8 0 { 8 0.4 9'i' '$
i 4-0----- 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-1-8 0-2 8 C1-7-8 1-0-8 1-4-0 1-4-0 1-4-0 1.4,0 1-4-0 1-4-0 1-4-0
0-$-8
LOADING (psf) SPACING- 2-0-0 CsL DEFL. in loc) Ildefl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244090
TCDL 10.0 Lumber DOL 1_00 BC 0,01 Vert(CT) n/a n/a 999 MT20HS 187043
BCLL 0.0 Rep Stress Incr YES WB 0,03 Harz(CT) 0,00 19 n/a n/a
BCDL 5.0 Code FBC20171TP12014 Matrix-R Weight: 94lb FT=20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOR CHORD 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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 21-4-0,
lb) - Max Grav All reactions 250 lb or less at joint(s) 36, 19, 27, 20, 21, 22, 23, 24, 25, 26, 35, 34, 33, 32, 30,
29,28
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are MT20 plates unless otherwise indicated.
2) All plates are 10 MT20 unless otherwise indicated.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) 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 ORegan, Philip, 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.
Philip f O'Regan PE No.68126
MiTek USA, Ina. FL Ceft6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
Q WARNING - l/wIfy dasign parameters and READ NOTES ON TNlS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. f 0103120f 5 BEFORE USE.
Design valid for use only with MiTaKO 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
buildingdesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rt B'Aisek` is
always required for ,Y(
stabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Far general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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 Tn ss Type Qty Ply Park Sq/Barcelona A or C TRAY
2392ACT F6G ROOF TRUSS i
T134 2419
Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:02 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2iFzkFng-rn3yDJkKDyo11 E4TBzJOg644GPeaSjYF 1AsitQezcgbB
o-i-8
Scale 1:32.6
6x6 =-=. 4x6 II 5x6 II 4x6 11 24 II 3x6 II 3x6 II 4x6 it 7x6 11 34 II
2 3 4 5 6 7 23 8 9 10 11
4.6 Ii 6x6 = 3x6 II 5x6 II 2x6 II 3x6 11 34 11 3x6 II 6x7 -_- 6x6 -_
ix3 --
LOADING (psf) SPACING- 2-0-0 C SI. DEFL. in (loc) Ildell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1,00 TC 0.63 Vertl-L) -0,31 15-16 1745 360 MT20 244/190 TCDL
100 Lumber DOL 100 1 BC 0.93 Vert(CT) -0,42 15-16 >541 240 BCLL
OD Rep Stress Incr NO WB 0.91 Horz(CT) 0,06 12 n/a n/a BCDL
5.0 Code FBC2017/TP12014 Matrix-S Weight: 152 lb FT = 20%F, 11%E I,------------------- -----'-_ -__.------
I-- - ---_...---- -- -- __..._.-._. ......--- ---- LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT
CHORD 2x4 SP No. 1(flat) except end verticals. WEBS
2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 12=1908/0-3-8, 21=1244/0-8-0 FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-2620/0, 3-4=-3761/0, 4-5=-5278/0, 5-6=-6147/0, 6-7=-614710, 7-8=-6398/0, 8-
9=-5251/0, 9-10=-3782/0 BOTCHORD
20-21=011520, 19-20=0/3761, 18-19=014588, 17-18=0/6147, 16-17=016147, 15-16=0/6521, 14-15=0/6150, 13-
14=0/5251, 12-13=0/2334 WEBS 10-12=-2972/0,
2-21=-1918/0, 10-13=0/1915, 2-20=0/1456, 9-13=-1906/0, 9-14=01711, 3-20=-1480/0, 3-
19=0/706, 8-14=-1165/0, 4-19=-1072/0, 8-15=01396, 4-18=0/993, 7-15=-382177, 5-18=-
134410, 7-16=-8371363, 5-17=-62/432 NOTES- 1) Unbalanced floor live
loads
have been considered for this design. 2) Bearing at joint(s)
21 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3)
Recommend 2x6 strongbacks, on
edge, spaced at 10-0-0 oc and fastened to each truss with 3-10(1(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect
truss backwards. 5) Hanger(s) or other
connection device(s) shall be provided sufficient to support concentrated load(s) 357 Ito down at 13-5-8, and 357 Ib down at 15-5-
8, and 357 lb down at 17-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the
LOAD CASE(
S) section, loads applied to the face of truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)
Dead t Floor Live (
balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-
21=-10, 1-
11=-100 Concentrated Loads (lb) Vert: 10=-
357(F) 9=-
357(F) 23=-357(F) A WARNINQ - Verify design Parameters
and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only
with Wel,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 vorfy the applicability, of design Parameters and property incorporate this design into the overall building design, Bracing Indicated is
to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability
and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and
bracing or trusses and truss systems, see ANSIITPi1 Quality Criteria, DSB419 and BCSI Building Component Safety information avallabte from Truss
Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314- This item has been electronically
signed and sealed by
QRegan, Philip, 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. Philip
J. Ullkegan PE No.
56126 MiTek USA, Inc, FL Cert
6634 6904 Parke East Blvd. Tampa
FL 33610 Date: March 9,2018 re
W1-
MlTek' 6904 Parke
East
Blvd.
Tampa,
FL 36610
Job Truss T uss Type Oty Ply Park Sq/Barcelona-A or C 1 RAY
P2392ACT JF7G ROOF TRUSS 1 1
T13452420
etgretlg-(4ptiorl)
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 Mi7ek Industries, Inc. Fri Mar 9 10:52:03 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-EGVbX4Ltj69usE 1 N W 1 vveldSk2wWSO?BOVSRy5zcgbA
0-1-8
I I—J--4.0- i 1-11-12_-1 Scale = 1:32.8
7x6 11 4x6 11 3x8 II 3x6 II 2x6 II 5x6 11 4x6 II 4x6 11 6x6 34 II
2 3 4 23 5 6 7 8 9 10 11
Y
5x6 11 6x7 = 3x8 II 3x6 11 2x6 11 4x6 II 4x6 11 3x6 II 6x6 =- 6x6 =
ix3 "--
LOADING (psi) SPACING- 2-%0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1 0 TC 0,53 Vert(LL) -0,30 17 >769 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0,41 17 >559 240
BCLL 0-0 Rep Stress Incr NO WS 0,88 Horz(CT) 0.06 12 n/a n/a
SCOL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 152 lb FT = 20 %F, 11 %E
I— ___"i
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No, 1(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=1281/0-3-8, 21 = 1758/0-8-0
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3--3572/0, 3-4=-5014/0, 4-5=-6426/0, 5-6=-6667/0, 6-7=-6667/0, 7-8=-5422/0,
8-9=-3866/0, 9-10=-2693/0
BOTCHORD 20-21=012174, 19-20-015014, 18-19=0/6029, 17-18=0/6667, 16-17=0/6667, 15-16=016103, 14-15=0/
4775, 13-14=0/3866, 12-13=0/1549 WEBS 10-12=-
1971/0, 2-21=-2744/0, 10-13=0/1514, 2-20=0/1850, 9-13=-1520/0, 9-14=0/773, 3-20=-187010,
3-19=0/820, 8-14=-1179/0, 4-19=-1316/0, 8-15=0/856, 4-18=0/618. 7-15=-901/
0, 5-18=-712/162, 7-16=-80/1157, 5-17=-385/145, 6-16=-430/0 NOTES- 1) Unbalanced
floor
live loads have been considered for this design. 2) Bearing atjoint(
s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing
surface. 3) Recommend 2x6
strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do
not erect truss backwards. 5) Hanger(s)
or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down at 1-9-8, 239 lb This item has been down at 3-
9-8, and 239 lb down at 5-9-8, and 239 lb down at 7-9-8 on top chord. The design/selection of such connection electronically signed and device(s) is
the responsibility of others. Sealed by ORegan, Philip, PE 6) In theLOADCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). using a Digital
Signature. LOAD CASE(S)
Standard Printed copies of this 1) Dead + Floor
Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 document are not considered Uniform Loads (plf)
signed and sealed and the Vert: 12-21=-10, 1-11=-100 signature must be
verified Concentrated Loads (lb) Vert: 2=-239(
B) 3=-239(8) 5=-239(B) 23=-239(B) On any electronic Copies. Philip J.O'
Regan PE No.56126 MiTek USA, Inc,
FL Cert$634 6904 Parke East
Blvd, Tampa FL 33610 Date: March 9,
2018
Q WARNING - Verify
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 61114473 rev. 1010312015 BEFORE USE. Design valid for
use only with MIT00 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.
Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing
indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required
for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M '` fabrication, storage,
delivery,
erection and bracing or trusses and truss systems, see ANSIITPII Quality Criteria, USB-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 Qly Ply---- Park Sq/Barcelona-A or C_TRAY
713452421
P2392AGT F8 ROOF TRUSS 4 1
J9b 2eference (o-p-tI ---
Mid-Flodda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fit Mar 9 10:52:04 2018 Page 1
I D :I ti Ej_2vgrk v4 u E J U YC 2j F zk Fn g-i S 3zk P M T U Q H I U N ca4 k Q8 B VAfY S O J B cJ Kd9 B _V Xz cg b 9
0-1-8
1-3-0 1-11-0 0t1
1-- --- W._ -.. - Sethi3 = 1 16.8
13
1x3 =
1 3x3
3x3
3x3 ix3 II
2 3
1x3 II 3x3 =
4 5
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid
TCLL 40,0 Plate Grip COL 1,00 TC 0,39 Vert(LL) 0,05 10-11 999 360
TCDL 10.0 Lumber DOL 1,00 BC 0.40 Vert(CT) 0.06 10-11 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 7 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S
LUMBER, BRACING -
3x3 "'
6 1x3 =
30
PLATES GRIP
MT20 244/190
Weight: 54 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
SOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12-539/0-3-8, 7=539/0-3-8
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1.12=-535/0, 6-7=-535/0, 1-2=-492/0, 2-3=-1089/0, 3-4=-1089/0, 4-5=-1089/0, 5-6=-492/0
BOT CHORD 10-11=0/912, 9-10=0/1089, 8-9=0/912
WEBS 6-8=0/632, 1-11=01632, 5.8=-583/0, 2-11=-583/0. 5-9=0/380, 2-10=01380 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
ORegan, Philip, 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. Philip J.
O`Regan PE No.68126 MiTek USA,
Inc. FL Carl 6634 6604 Parke
East Blvd. Tampa FL 33610 Date: March
9,
2018 WARNING • Verlfy
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 Pot an Individual building component, not a truss
system- Before use, the building designer must verity the applicability of design parameters and propody 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' T 1. R isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage- For general guidance regarding the IYf 1 febricatom storage,
delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, 038-89 and SCSI Building Component 6904 Parke East Blvd. safety Information
available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2.2314. Tampa, FL 36610
Job Truss Truss Type Ory Ply Park SglBarcelona A or C TRAY
P2392ACT' FBA ROOF TRUSS 1 i
T13452422
lob„Referenca-i4[tiona i _ _.-------
Mid-Florida Lumber, Ballow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:05 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-Bedt.yiN5FjPc5XBrneRxNijioFsjww4JUspxY i zzcgb8
0-1-8
L..._I i----------- ----- ,--i i----- '----------- I Scdle0Ft1 1:16.8
1x3 - 3x3 = 1x3 II 1x3 II 3x3 = 3x3 =
1 30 = 2 3 4 5 15 6 ix3
3x3 --
TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED
LOADS AT ITS CANTILEVERED ENO(S).
LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0,07 10-11 999 360
TCDL 10.0 Lumber DOL 1,00 BC 0,50 Vert(CT) 0,09 10-11 999 240
BCLL 0.0 Rep Stress Incr YES WB 0,25 Horz(CT) 0,01 8 nla n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER- BRACING -
PLATES GRIP
MT20 2441190
Weight: 54 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No-2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlfns,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 7-8.
REACTIONS. (lb/size) 12=452/0-3-8, 8=626/0-3-8
Max Grav 12=460(LC 3), 8=626(LC 1)
FORCES. (Ib) -Max. Comp,/Max. Ten. -All forces 250 (Ib) or less except when shown
TOP CHORD 1-12=-464/0, 1-2=-415/0, 2-3=-768/0, 3-4=-768/0, 4-5=-768l0
BOT CHORD 10-11=0/739, 9-10=0/768, 8-9=0/423
WEBS 1-11=0/531, 5-8=-730/0, 2-11=-451/0, 5-9=0/490
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 3-1 Ed (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 ORegan, Philip, 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.
Philip J. O'Regan PE Na-68126
MiTek USA, Inc. FL Cert 6634
69U Parke East Blvd. Tampa FL 33619
Date:
March 9,2018
WARNING - Verify design parornefers and READ NOTES ON THIS AND INCLUDED i iTEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. lRl
n e
Design valid for use only with WOW connectors- This design is based only upon parameters shown, and is to( 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 overaoverallbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI '` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f w f
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 T uss Truss Type Qty (Ply Park SgBa celona-A or C TRAY
T13452423
P2392ACT F9 ROOF TRUSS 4 1
b-RePererice _L4pJL f?@i} - Mid -
Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52 06 2018 Page 1 ID:
ItiEj_2vqrkv4tiEJUYC2iFzkFng-frBj95Oj01 XTjhrnyC9TcGwFv_GyJfV?d5Tg5ZQzcgb7 Scale =
1 16..7 1
3,6 1
30
11 1x3
II 1x3 II 3x6M120HS ix3 II 2
3 4 5 3x3 ===
3x6 --
7
3x3
II q
I - — — - ..---------
4.9:8....._ ...... ------- _...... ?1G P-..- --- — _ZfzQ.r f 9 1.4- Plate
ffsets (X Yl-- (1 :03 18Edge_, LOADING (
psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL
40.0 Plate Grip DOL 1.00 TC 0,78 Vert(LL) -0.12 10-11 >726 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.00 BC 0,94 Vert(CT) -0A7 10-11 >531 240 MT20HS 187/143 BCLL
0.0 Rep Stress Incr YES WB 0,35 Horz(CT) 0.01 8 n/a n/a BCDL
5.0 Code FBC2017rrP12014 Matrix-S Weight: 53 Ib FT = 20%F, 11'%E LUMBER-
BRACING - TOP
CHORD 2x4 SP No-2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT
CHORD 2x4 SP No.2(flat) except end verticals. WEBS
20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-
2-0 oc bracing: 10-11. REACTIONS. (
lb/size) 14=440/Mechanical, 8=25 1 /Mechanical, 9=280/0-8-0 Max
Grav 14=443(LC 3), 8=251(LC 1), 9=321(LC 8) FORCES. (
lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP
CHORD 1-14=-485/0, 7-8=-320/0, 1-2=-56710, 2-3=-567/0, 3-4=-567/0, 4-5=-417/0, 5-
6=-417/0, 6-7=-417/0 BOT
CHORD 12-13=0/567, 11-12=0/823, 10-11=01823, 9-10=01417 WEBS 1-13=0/740, 4-
12=-337/0, 2-13=-312/0, 7-9=01544, 4-10=-532/0, 6-9=-365/0 NOTES. 1) Unbalanced floor live loads
have
been considered for this design. 2) All plates are MT20 plates
unless otherwise indicated. 3) Refer to girder(s) for
truss to truss connections. 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 ORegan,
Philip, 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. Philip J.
O'Regi n PE
Na.58126 MiTek USA, inc. FL Cert 6634
6904 Parke East Blvd, Tampa FL
33616 Date: March 9,2018 WARNING - Verffy
design
parameters and READ
NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/03/2015 BEFORE USE. AeT Design valid for use only
with
Mil-ekO 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 andfor chord members only Additional temporary and permanent bracing IYI! ek' is always required for stability andtopreventcollapsewithpossiblepersonalinquiryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing
of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-e9 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
TrussJobeTruss Type
1Qty Ply Pa k SglBarcelona-A or C_TRAY
l -
T13452424
P2392ACT F9A GABLE 1 1
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:06 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-frBj95Oj01 XTjhtnyC9TcGwF4gGApfa_d5l'g6ZQzcgb7
Scale = 1, 12.7
1 3x3 (( 2 1x3 1I 3 lx3 Il 4 1x3 Il 51x3 I( 63x3 11
Y
r
12 11 10 9 S 7
3x3 11 1.3 If i x3 11 1.3 11 1 x3 11 3x3 11
04-12 _ Q7 0 0 4 _ 0 6-8 0 .$_..- __.._-_- 2.
4.. _--- I ._- _ ___fi_1Q-Q 1
4 Q- --- _4 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL
40.0 Plate Grip DOL 1,00 TC 0.09 Vert(LL) We 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 YES WE; 0.03 Horz(CT) 0,00 7 n/a n/a BCDL
5.0 Code FBC2017ITP12014 Matrix-R Weight: 33 lb FT = 20°%F, 11%E LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT
CHORD 2x4 SP No.2(flat) except end verticals, WEBS2x4
SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS
2x4 SP No.3(flat) REACTIONS.
All bearings 6-10-0. lb) -
Max Grav All reactions 250 Ito or less at joint(s) 12, 7, 8, 9, 11, 10 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 Gc, 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 ORegan, Philip, 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. Philip
T Ullegan PE No.68126 MiTek
USA, Inc. FL Cart $634 6644
Parke East Blvd. Tampa FL 33616 Date:
March
9,2018 Q
WARNING • Verify design peram®fen and READ NOTES ON THIS AND INCIUpER MlTEK REFERENCE PAGE MII-7479 rev. 10/03/20/8 BEFORE USE. Design
valid for use only with MiTek* connectors. This design is based only upon parameters shown, and is for an individual building component, not a
truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building
design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT lk isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIl Quality Cdtoda, 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 Typa oty Pty Park Sg/Barcelona A or C TRAY
Ti3452425
P2392ACT F10 GABLE
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:52 2018 Page i
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-38LRDJDxJkmS 1 XiGNDCKizgl7JcOaN FYZtI H M4EzcgbL
0f 1'f
Scale = 1:13A
1 1 x3 I I 2 1 x3 11 3 1 x3 I I 4 1x3 11 5 1 x3 11
w -_-
6 1 x3 I I 7 3x3 11
171
16
III aI ----- 1 Eel
1x3 =_
I
1..<
r
K x
z r x %t :X n _F ..,. « x r x_ _L-S
14 13 12 11 10 9 8
1x3 II 1x3 II 1x3 II 1x3 11 1x3 II 1x3 I) 3x3 11
I 4 1_L4 -- 2-,3,-4,, --- f .2 L4 B ..._.f...... --_3.7 4_-- f .. ---4-4--Q----j 4 1fr9--- i -------------5-14---------- ------
0-1t-4---------------_....1 4:0.----------_p'7-4_ -.___. 06-12 .,.._._0-& 12 -------- -7-r= ----. ----- t'4'0------ 0114
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1,00 TC 0.09 Vert(LL) n/a n/a 999 MT20 2441190
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 0.03 Horz(CT) -0 00 8 n/a n/a
BCDL 5,0 Code FBC2017ITP12014 Matrix-R Weight 35 lb FT = 20 /oF 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-2-8 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 7-2-8,
lb) - Max Grav All reactions 250 lb or less at joint(s) 14, 11, 12, 13, 10, 9 except 8=1291(LC 1)
FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 7-8=-1287/0
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 (plf)
Vert: 8-14=-10, 1-7=-100
Concentrated Loads (lb) This item has been
Vert: 7=-1265 electronically signed and
sealed by ORegan, Philip, 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 -
Philip J. O'Regan PE N06126
MiTak USA, (no. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Data:
March 9,2018
WARNING • Verify design parameters and READ NOTES ON TNIS AND INCLVOED 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 verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M IQk..
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DS8419 and @CSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N_ Lee Street, Suite 312, Alexandria, VA 22314_ Tampa, F1. 36610
Job Truss Truss Typo Qty Ply Pa k Sq/Barcelona-A or C_TRAY
T13452426
P2392ACT F11 ROOF TRUSS 6 1
Job Reference o tlq[101 -.._-
Mid-Florida Lumber, Bartow, FL. 8A30 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10,51:54 2018 Page 1
ID:ItiEj_2vgrkv4uFJUYC 2jFzkF ng-?XTBe?ECrLOAHrrfVeFonOlxvQ_?r6msKcinS86zcgbJ
0-1-8
1-2 4f-_- f---------------- I ------._.. _._.-----------i Scale =1.12..9
12
1K
1 30 --
3x3 =
2 3 3x3
3x6 -_
4
ix3 11 3x3 II
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d
TCLL 40.0 Plate Grip DOL 1,00 TC 0,47 Vert(LL) 0.02 6-7 999 360
TCDL 10.0 Lumber DOL 1,00 BC 0.33 Vert(CT) 0,02 6-7 999 240
BCLL 00 Rep Stress Incr YES WB 0,18 Horz(CT) 0,00 5 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER- EIRACING-
PLATES GRIP
MT20 2441190
Weight 39 Ib FT = 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOP CHORD 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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=364/0-8-0, 5=364/Mechanical
FORCES. (lb) -Max. Comp.tMax- Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 1-10=-358/0, 4-5=-359/0, 1-2=-269/0, 2-3=-525/0, 3-4=-279/0
BOT CHORD 8-9=0/525, 7-8=0/525, 6-7=0/525
WEBS 4-6=0/371, 1-9=0/366, 3-6=-334/0, 2-9=-348/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Did (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 ORegan, Philip, 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.
Philip J. OR4gan PE No,58126
MiTek USA, Inc, FL Carl6634
6004 Parke East Blvd. Tampa FL 33610
Date:
March 9.2018
U WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 44I1-7479 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 1isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the i tlT'®k"
fabrication, storage, delivery, erection and bracing of teases and truss systems, see ANSI/TPI1 Quality Criteria, DS8 49 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, Ft- 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY
P2392ACT F11G ROOF TRUSS 1
T13452427
1_ _ _ __ ___ ------- , 1 1111_____1 -------------- --------- - --------- - -1 1 ___ ___-____ :q0_Rqfqrqj1qe,jop#qQa1L — ------------ - - - -- — ----- -------- - -----
Mid -Florida Lumber, Bartow, FL. 8130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:51:54 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2iFzkFng-?XTBe?ECrLOAHufVeFotiOlq(QuGr3ksKcmS86z(:gbJ
0-1-8
1 --1 1 - ------- ---- Scale - 1 12 9
12
I 3x4 7-
30
2 3 3x3
3X6 =
4
I X3 11 3x3 11
LOADING (psf) SPACING- 2-0-0 CST. I DEFL. in loc) I/defl Ltd
TCLL 40,0 Plate Grip DOL 1,00 TC 11-92 Vert(LL) 0.04 6-7 999 360
TCDL 10,0 Lumber DOL 1,00 BC 076 Vert(CT) 0,05 6-7 999 240
BCLL 00 Rep Stress Incr NO WEl 0,37 Horz(CT) 0.01 5 n/a rite
BCDL 5.0 Code FBC2017tTPI2014 Matrix-S
LUMBER- BRACING -
PLATES GRIP
MT20 244t190
Weight: 39 lb FT = 20%F, 11 %E
TOP CHORD 2x4SPNO,1(flat) TOP CHORD 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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS, (lb/size) 10-77410-8-0, 5=774/0-3-8
FORCES, (lb) -Max. Comp.tMax. Ten, -All forces 250 (lb) or less except when shown
TOP CHORD 1 -10=-767/0, 4-5=-76910, 1-2=-565/0, 2-3=-1119/0, 3-4=-58510 BOT
CHORD 8-9=0/1119, 7-8=011119, 6-7=0/1119 WEBS
4-6=0/779, 1-9=0/767, 3-6=-725/0, 2-9=-753/0 NOTES-
1)
Unbalanced floor live loads have been considered for this design. 2)
Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 6-11-4 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. LOAD
CASE(S) Standard 1)
Dead + Floor Live (balanced): Lumber Increase=1,00, Plate Increase=1.00 Uniform
Loads (plf) Vert:
5-10=-10. 1-4=-224 This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J, O'Regan PE Nli3$126 MiTilli
USA, Inc, FL Cort $634 6904
Parke East Blvd, Tampa FL 33610 Date:
March
9,2018 I
N 1 11 1 1 WARNING -
Verify design pavilroxit— ..it READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design
valid for use only with liaTeM connectors This design is based only upon parameters spawn, and is for an individual building component, not Nil' atrusssystemBeforeuse, 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 ANSIITFI1 Quality Criteria, DS8,09 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/Barcelona-A or C_TRAY
P2392ACT F12 ROOF TRUSS 3 1
T13452428
r . _ _.1 2b R fn&@LAti4i??
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:56 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-xwax3gGSMyH1W9?lc2HGsprtlREgXJOE9nwFZD?zcgbH
1 3x6 _=
3x3
2 3 30 =_
Scale = 1:12.9
3x6 _=
4
3x3 =LL 1 x3 11 1 x3 11 34__-
10 9 B 7 6 5
3x3 11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d
TCLL 40.0 Plate Grip DOL 1,00 TC 0.47 Vert(LL) 0,02 8-9 999 360
TCDL 10.0 Lumber DOL 1,00 BC 0.33 Vert(CT) 0,02 8-9 999 240
BCLI- 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a
SCOL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER- BRACING-
3x3 11
PLATES GRIP
MT20 244/190
Weight: 40 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORE) 2x4 SP No_2(fiat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=367/Mechanical, 5=367/Mechanical
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown
TOP CHORD 1-10=-361/0, 4-5=-361/0, 1-2=-281/0, 2-3=-533/0, 3-4=-281/0
BOT CHORD 8-9=0/533, 7-8=0/533, 6-7=0/533
WEBS 4-6=0/375, 1-9=0/375, 3-6=-342/0, 2-9=-342/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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 ORegan, Philip, 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.
Philip J. Q'Regan PE No.58126
MiTak USA, Inc. FL Cert 6634
69U Parke East 6Nd. Tampa FL 33619
Date:
March 9,2018
AWARNING- Verify dealgn Parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. "
Design valid for use only with MiTek40 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R r'tIR" is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the t V i I
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 Iiuss Plate Institme, 218 N- Lee Street, Suite 312, Alexandria, VA 22314- Tampa, FL 36610
Jab 1 russ Type 1 - - Icity Pty Park SgBarcelona A or C TRAY
Tt3452429
P2392ACT FIT IfirrissSPECIAL Li-_-___-___,LobRefarence-(.gEttanalL -- ---
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:08 2018 Page i
I D:ItiEj_2vgrkv4uEJUYC2iFzkFng-bDJ UanP_XenAy?wLJa V4LLKG S3c l 7FnwYn9Celzcgb5
2-3-10I ._23-10
4 5-8 -1-- ---
2-1-14
6-7 6 9-9-41..._ -2-1
10-11 2 13-1-0 15 2-14 17-4 12 19-6-10 21 10-8
f ..._._....--1 ---1-`--- { _----(-- { 2 i 14---- 14 2-1-14._... 2 3-14----
I
2 1-14----- 2 i 14 2-1-142-1.14 Scale =
1:37.1 THIS
TRUSS IS NOT SYMMETRIC. PROPER
ORIENTATION IS ESSENTIAL. 7x6 =-
1 5x4 l 5x8 = 1.5x4 I 4x8 - 1-5x4 i 4x8 _= 5x5 -= 4x10 = 1-5x4 I 6x6 = 1
2 3 4 23 5 6 7 24 8 25 9 10 2611 22
72 22
8x12 `- 2x4 1 8xi2 MT20FIS = 2x4 4x8 =" 2x4 1 4x10 == 2x4 6x10 3H z_ iQ---------- --------
Plate otfaets
x Yy s:oa,g a 1r 9:0.6-0.0 5 al LOADING (psf)
SPACING- 2-0-0 CSL DEFL. in (loc) Well Ltd PLATES GRIP TCLL 40.
0 Plate Grip DOL 1,00 TC 0,98 Vert(LL) -031 17 >366 360 MT20 2441190 TCDL 10.
0 Lumber DOL 1,00 BC 0.99 Vert(CT) -0,97 17 >266 240 MT20HS 1871143 BCLL 0.
0 Rep Stress Incr NO WB 0,97 Horz(CT) 0,09 12 n/a n/a BCDL 5.
0 Code FBC2017frP12014 Matrix-S Weight. 244 lb FT = 20% LUMBER- BRACING -
TOP CHORD
2x4 SP DSS *Except* TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc purlins, 8-11:
2x4 SP No.2 except end verticals. BOT CHORD
2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4
SP N0.3 "Except' 1-21,
3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17: 2x4 SP No.2 REACTIONS. (Ib/
size) 22-3703/0-7-4, 12=275810-3-8 Max Uplift
22 --530(LC 4), 12=-382(LC 5) FORCES. (lb) -
Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
1-22=-3295/478, 1-2=-6770/963, 2-3=-6770/963. 3-4=-15381/2144, 4-5=-15381/2144, 5-6=-
16966/2286, 6-7=-16966/2286, 7-8=-12361/1677, 8-9=-12361/1677, 9-10=-5108/703, 10-11=-
5108/703,11-12=-2388/337 BOT CHORD
21-22=-671464, 20-21=-1760112473, 19-20=-1760/12473, 18-19=-2442/17783, 17-18--2442117783, 16-17=-2113/
15662, 15-16=-2113/15662, 14-15=-1354/9890, 13-14=-1354/9890,12-13=-48/341 WEBS 2-
21=-699/124, 3-20=-33/344, 4-
19--6561116, 5-18=-471453, 6-17=-773/123, 7-16=-65/580, 9-14=-44/429, 10-13=-
424/80, 1-21=-98016901, 3.21=-6241/872, 3-19=-44513182, 5-19=-2628/377, 5-17--894/171,
11-13=416/5208, 9-13=-5233/712, 9-15=-381/2703, 7-15=-3613/526, 7-17=-247/
1427 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 0-4-
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($) 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 4) Provide adequate drainage to prevent water ponding. 5) All plates
are MT20 plates unless otherwise indicated. 6) This
truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members- 8)
Provide mechanical connection (by others) of truss to bearing plate
capable of withstanding 530 lb uplift at joint 22 and 382 lb uplift at joint 12. 9) Girder carries tie-in span(s) 5-
0-0 from
0-0-0 to 10-1 1-4; 2.10-0 from 16-3-4 to 21-6.12. 5-0-0 from 0-0-0 to 10-11-4 10) Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 429 lb down and 62 lb up at c'tlAk It d' ry esfgn parameters and READ NOTES ON
THIS AND INCLUDED MITEK REFERENCE PAGE 11,41I-7477 rev. 10/03/2015 BEFORE USE. Design valid (or use only with MiTekvle 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 (he
applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss
web andlor chord members only Additional temporary and permanent bracing is aways required for staWity 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 muss systems,
see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N- Lee Street,
Suds 312, Alaxandna. VA 22314_ This item has been electronically signed and sealed by ORegan, Philip,
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. Philip J. O'
Regan PE No.58126
MiTek USA, Inc. FL
Carl 6634 6904 Parke East Blvd. Tampa
FL 336tD gala: March 9,2018
N11rt MiTek` 6904 Parke East Blvd. Tampa,
FL
36610
P
1---""",---------.----,
b Truss ]Truss—T—ype Qty Ply Park Sq/Barcelona-A or C TRAY
2392ACT FT1 SPECIAL 1
T13452429
4 deference (St4na4
Mid-Flonda Lumber, Bartow, FL- 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10 52:08 2018 Page 2
ID:ItiEj_2vgrkv4uEJUYC2)FzkFng-bDJUanP_Xet1Ay?wLJaV4LLKCS3c17FnwYn9Celzcgb5
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert:1-6=-373, 6.25=-100, 25-26=•239, 11-26=-115, 12-22=-10
Concentrated Loads (lb)
Vert: 6=-429
WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED Mil REFERENCE PAGE 111IIJ473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeksi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ft / t'":('
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M i i K
fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DS"9 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
lip
ob Truss Truss Type City Ply Park SgJBa celana A or G TRAY
T13452430
2392ACT FT2SPECIAL 1
fob Ref 1 e P to I) -
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:10 2018 Page 1
ID:ItiEi_2vgrkv4uEJUYC2jFzkFng-XcQE?TRE3G1 uC141R?XYQmQZjtL2bE6D?5eJiBzcgb3
2-3-10 4-5-8 6-7-6 8--9-4 10 11 2 13-1-0 15-2-li _...... 17-4 12 19 6-10 21 10-8
I
2-310
I........._
2-11,14 { --2-1 14.. 2-1-14-
1 2-1.14.--___-'-{____ 21 14 21-14 _i..__
1-14 2-1-14----.__{.._-r2_3-14 --'-1
Scale 1:37-1
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
5x5 = 15,4 ll 4x10 =- 15,4 IC 4x8 == 1.5x4 II 4x8 - 5x5 -= 400 -= 1.5x4 5x6
1 2 3 4 23 5 6 7 24 8 2526 9 10 11
22 _- __ - _ 12
3x4 11 6x8 =-= 2x4 II 8x8 MT20HS 2.4 II 4x8 W_ 2x4 II 400 == 2x4 II 7x8 -= 3x4 II
I.----- 2-1-IQ __-------- 6 _-. 1------_ 0:7-F .
i-4- ----- L4 _ 2-1-14 -__ 1 14 -----_
Plate ff eta X Y LrQ_2_-$.2?Al-L9 0 3 i Q 5 4j- --._ --
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0,93 Vert(LL) -0.55 17 >472 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0,82 Vert(CT) -082 17 >316 240 MT20HS 1871143
SCLL 0.0 Rep Stress Incr NO WB 0,66 Horz(CT) 0,07 12 n/a n/a
BCDL 5,0 Code FBC2017/TP12014 Matrix-S Weight: 244 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins,
BOT CHORD 2x6 SP No.1 'Except" except end verticals.
12-19: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
1-21,3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17: 2x4 SP No.2
REACTIONS. (lb/size) 22=1900/0-7-4, 12=2367/0-3-8
Max Uplift 22=-283(LC 4), 12=-372(LC 5)
FORCES. (lb) - Max. Comp,tMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-1693/259. 1-2=-3663/547, 2-3=-3663/547, 3-4=-9559/1435, 4-5=-9559/1435,
5-6=-1332612034. 6-7=-13326/2034, 7-8=-11929/1870, 8-9=-1192911870, 9-10=-4594/725,
10-11=-45941725,11-12=-2088/336
BOTCHORD 20-21=-1082/7222, 19-20=-1082/7222, 18-19=-1871112396, 17-18=-1871/12396, 16-17=-2163/14153, 15-16=-2163/
14153, 14-15=-1487/9346, 13-14=-1487/9346, 12-13=-46/286 WEBS 3-20=-25/270, 5-18=-68/526, 6-17=-686/
139, 7-16=81/
586, 8-15=-723/150, 9-14=-44/394, 1-21=-562/3766, 3-21=-3895/586, 3-19=-406/2557,
5-19=-3105/520, 5-17=-225/1018, 11-13=-742/4706.9-13=-5201/834, 9-15=-451/2826,
7-15=-24351363, 7-17=-905/176 NOTES- 1) 2-ply truss to be connected together with 1 Od (
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. 2) All loads are
considered equally applied to all plies, except if noted as front (F)
or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise
indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=
3.Opsf, h=1511; 8=45ft; L=2411; eave=oft; 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) All plates are MT20 plates unless otherwise
indicated. 6) This truss has been designed for
a 10.0 psf bottom chord live load nonconcurrent
with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom
chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others)
of truss to bearing plate capable of withstanding 283 lb
uplift at joint 22 and 372 lb uplift at joint 12, 9) Girder carries tie-in span(s): 5-0-0 from 10-7-
12 to 21100816-
6-12, 5-0-0 from 10-7-12 to 16-6-12 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(
s) 413 lb down and 131 lb up at A `y'Ib igRR %%meters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE MII=
7473
rev.
1010312015 BEFORE USE. U9 id with MiTekPu connectors_ This design is based only upon parameters shown, and is for
an individual building component, not a truss system- Before use, the building designer must verity the applicability of design parameters and
properly incorporate this design into the overall building destgn- 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 fabncetion, storage, delivery, erection and bracing of misses and truss systems, see ANSIlTP11 Quality Criteria, DSB-
a9 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N_ Lee Street, Suite 312, Alexandra, VA 22314.
This item has been electronically signed and sealed by ORegan, Philip, 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. Philip J. O'
Regan PE No.58126 MiTek
USA, Inc. FL Cott
6634 6904 Parke East
Blvd. Tampa FL 33610 Date: March 9,
2018 MiTek` 6904 Parke East Blvd.
Tampa, FL 36610
J101—
truss TrttssType ply Park Sq/Barcelona A orCTRAY--------
T13452430
392ACT FT2 SPECIAL 1 _.. - ---- ._ .--- ---- --
J._RE(e_C®lrcg(o t n ___--
Mid-Florida Lumber, Bartow, FL. 6.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52,10 201E Page 2
I D:ItiEL2vgrkv4uEJUYC2jFzkFng-XCQE?TRE3G 1 uC141R?XYQmQZjtL2bE6D?5eJiBzcgb3
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-6=-100, 6-26=-296, 11-26=-100, 12-22=-10
Concentrated Loads (lb)
Vert: 6=-413 25=-363
WARNING • VerKy design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev. 10tV312015 BEFORE USE. Nil' Design valid for use only wfth MIT@k@r 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 Mire ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'Fi
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP11 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
JTruss
Truss Type Oty
IPIV
Park Sq(Bamalona-A or C_TRAY
T13452431
P2392ACT
Tru
SPECIALITy 1 *
3J ob Refe eigP ions--.-..... -
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Ed Mar 9 10.52:11 2018 Page 1
ID1tiEj_2vgrkv4uEJUYC2jFzkFng-?o cCpRsgZ9lpStw_i2nz_yjwHewKbBME1OsFdzcgb2
1-11-$ 3-9 4 5-7-0 7 4-129-2-8 11-0-4 12-10 _p-_ 14 7 12___ _ _-___ 16-7-0 1-
11-8 (....-----1 9 12 1 9 12 ........-}._ 1 9 12 - I ------
1-
9-12 ._.__-i. -
1-
9-12 - ---_-}---- 1 9 12 1 s i 2 . { .. _-- — 1-11-4 3x4
11 6xl2 MT20HS =- 15x4 11 Scale =
1 2$.8 5x8 =
1.5x4 11 4x6 _ 6x8 = 15x4 11 6x8 == 15x4 i t 4
5 6 7 8 9 22 10 20
2x4 II 1ox12 = 2x4 ff 5x8 = 4x6 = 2x4 II 6x8 = 2x4 II '' 5x6
MT20HS == 4x4 = THIS
TRUSS IS NOT SYMMETRIC. PROPER
ORIENTATION IS ESSENTIAL 1
11-9 _ _ } 3.3 4 {._..__-5-7-4- ----I - --7 4 Z------- f r 2 9 —I f_11 0_2 .----___1 __1&_Z 9 __ ..... } 1.
i,g . ..... ----- ...---- 1-9-12`1----`--- --------- 1 9 12__.---- .___ 1-51. 4 Plate
CLffsets Y (2 0-3-12 01-41 _ _ LOADING (
psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL
40.0 Plate Grip DOL 1,00 TC 0,96 Vert(LL) -0.40 16 >490 360 MT20 244/190 TCDL
10.0 Lumber DOE 1.00 BC 0,98 Vert(CT) -0.55 16 >356 240 MT20HS 1871143 BCLL
0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0,07 11 n/a We BCDL
5.0 Code FBC2017ITP12014 Matrix-S Weight: 280 Itt FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No, To TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc puffins, BOT
CHORD 2x6 SP OSS except end verticals. WEBS
2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-
20,2-18,4-18,4-16,6-16,7-15,7-13,9-13,9-11: 2x4 SP No.2 2-2.0 oc bracing: 17-18,16-17. REACTIONS. (
lb/size) 20=723210-8-0, 11=3189/Mechanical Max
Uplift 20=-1069(LC 4), 11=-460(LC 5) FORCES. (
lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown - TOP
CHORD 1-20=-680/108, 1-2=-663/98, 2-3=-21440(3139, 3-4=-21440/3139, 4-5=-24927/3610, 5-
6=-24927(3610, 6.7=-20795/3002, 7-8--10590/1529, 8-9=-10590/1529, 9-10=-279/40 BOT
CHORD 19-20=-1779112083, 18-19=-1779/12083, 17-18=-4265/29296, 16-17=-4265129296, 15-16=-3002120795, 14-15=-2341/16211, 13-14=-2341(16211,
12-13=-808/5596, 11-12=-80815596 WEBS 3-18=-1Q75/176, 4-17=-353/
59, 6-15=-
2295/346, 7-14=-37/314, 2-20=-1291811901, 2-18=-1539(10584, 4-18=-8887/1276, 4-16=-4943/
742, 6-16=-695/4673, 7-15=-761/5186, 7-13=-6358/921, 9-13=-815/5650, 9-11=-6030(
871 NOTES- 1) 3-ply truss to be connected together with I
Od (
0,131"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=140mph (3-second gust) Vasd=
108mph, TCDL=4.2psf; BCDL=3.Opsf; h-15ft, 6=45ft, L=24ft; eave=oft; 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) All plates
are MT20 plates unless otherwise indicated. 6) This
truss has been designed for a 10,0 psf
bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 1069 Itt uplift at joint 20 and 460 lb uplift at joint 1 1. 10) Girder carries tie-in span(s):
16-8-0 from
0-0-0 to 5-8-0 11) Hanger(s) or other connection device(s) shall be provided
sufficient to support concentrated load(s) 6305 lb down and 911 Ib up at 5-3-8 on top chord. The design/selection of such
connection device(s) is the responsibility of others. rC'WAA2R1W%RA 9estgn parameters and READ NOTES ON THIS AND
INCLUDEDhtITEK REFERENCE PACE Mll-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 most 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 andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible
personal injury and property damage_ For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,
see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Prate Institute. 218 N- Lee Street,
Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip,
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. Philip J. 0`
Regan PE No.W26
MiTek USA, Inc. FL
Cert 6634 6%4 Parke East Blvd.
Tampa FL 33610 Date: March 9,
201E O. MiTek° 6904 Parka East Blvd. Tampa,
FL
36610
Job Truss Trus TyQty Ply Park Sq![9arcelona-A or C TRAY P2392ACT
FT3 SPEsCIAL pe i
T13452431
j94
Rgfe_ _
n __cop i n Mid-Flodda
Lumber, Bartow, FL J8,130 s Sep 15 2017 MiTek Industries, Inc. I'd Mar 9 10:52:11 2018 Page 2 I D
9tiEj_2vgrkv4uEJUYC2jFzkFng-?o_cCpRsg2gipSfw_i2nz_yjwHewKb6MEIDsFdzcgb2 LOAD CASE(
S) Standard 1) Dead +
Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (
plf) Vert: 1-
4=-604, 4-10=-67, 11-20=-7 Concentrated Loads (
lb) Vert:4=-
6305 WARNING - Verify
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid
for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component, not W1 ti trusssystem. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.
Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A A T 1 IC° isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the MY ( 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
Mid -Florida Lumber, Bartow, FL.
T13452432
SPECIAL
Jab Reference o tional----__--
8 130 s Feb 12 2018 MiTek Industries Inc Fri Mar 9 14-46A 5 2018 Page 1
ID:ItiEj 2vgrkv4tiEJUYC2jFzkFfrg-tmVmPdLOFhRbc8tiDAin?K9WbhJF?N7YdgdKVoFizee1s
2-95
1 2-7-9 2-9-6
Scale = 1:15.7
7x6
9
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL-
4x4 == 4x4 _v
2 3 10
1-5x4 ll
11 4
85 2x4
it 5x5 -_=
LOADING (
psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ltd PLATES GRIP TCLL
40.0 Plate Grip DOL 1,00 TC 068 Vert(ILL) -0,05 6-7 >999 360 MT20 244/190 TCDL
10.0 Lumber DOE 1.00 BC 0,61 Vert(CT) -0.07 6-7 >999 240 BCLL
0.0 Rep Stress Incr NO WB 0,88 Horz(CT) 0,01 5 n/a n/a BCDL
5.0 Code FBC2017/TP12014 Matrix-P Weight: 91 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT
CHORD 2x6 SP No.2 except end verticals. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
Ib/size) 8=1892/Mechanical, 5=226110-8-0 Max
Uplift 8=-468(LC 4), 5=-558(LC 5) FORCES. (
lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 1-8=-1657/419, 1-9=-3464/856, 2-9=-3464/856, 2-3=-3658/903, 4-5--597/156 BOT
CHORD 7-13=-856/3464, 6-13=-856/3464, 6-14=-903/3658, 5-14=-903/3658 WEBS
2-7=-959/263, 1-7=-911/3686, 3-5=-3892t961 NOTES-
1)
2-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top
chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom
chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs
connected as follows: 2x4 - 1 row at 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=30psf; h=15ft; B=45ft, L=24ft, eave=oft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; 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 This Item has been wide
will fit between the bottom chord and any other members. electronically
Signed and 7) Refer to girder(s) for truss to truss connections. 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 8 and 558 lb uplift sealed by ORegan, Philip, PE at
joint 5. using a Digital Signature. 9)
Girder carries tie-in span(s): 6-8-0 from 0-0-0 to 8-7-4 Printed copies of this 10)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 lb down and 97 lb up at document are not considered 7-0-0 on top chord, and 256 lb down and 62 lb up at 1-4-8, 256 lb down and 62 lb up at 3-4-8, and 256 lb down and 62 lb up at 5-
4-8, and 258 lb down and 63 lb up at 7-4-8 on bottom chord. The design/selection of such connection device(s) is the signed and sealed and the responsibility
of others. Signature must be Verified on
any electronic copies. LOADCASE(S) Standard Philip J. URegan PE No.58126 1)
Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 MiTek USA, Inc. FL Cert4634 Uniform
Loads (pit) 69U Parke East Blvd. Tampa FL 3361D Vert:
1-4=-335, 5-8=-10 Data: Concentrated
Loads (lb) Vert:
6=-256(F) 10=-398 12=-256(F) 13=-256(F) 14=-258(F) March 9,2018 WARNING -
verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill. 7473 rev. 10/0J/2015 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 buildingdesign
Bracing indicated is to prevent buckling of mdividual 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 Imes systems. see ANSIITPI1 Quality Criteria, OSS-09 and SCSI Building Component 6904 Parke East Blvd SafetyInformation available
from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314- Tampa, FL 36610
Job Truss Truss Type Qty Ply Park SgfBarcelona A or C TRAY
jjj' T13452433
P2392ACT FT5 ROOF TRUSS 1
Jno_!fan,OS'Q _ —4 n I _ _
Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:13 2018 Page 1
ID ItiEj_2vgrkv4uEJUYC21FzkFng-yB6NclUT6MBQT3mol675F2P2Ez4Llobhfi3tzJWzcgbO
2-4-9 4-7-7 7-Q-0
2-4-9 2-2-13 ---
i 2-4-9 ---{
THIS TRUSS IS NOT SYMMETRIC. Scale = 1:13.2
PROPER ORIENTATION IS ESSENTIAL.
54 = 4x4 = 4x6 1.5x4 11
1 2 3 4
6 2x4 11 5
4x6
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1,00
TCDL 10.0 Lumber DOL 1,00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2017fTP12014
CSI. DEFL. in loc) Ildefl Ltd
TC 0,29 Vert(LL) 0,04 6-7 999 360
BC 0.95 Vert(CT) 0.06 6-7 999 240
WB 0-61 Horz(CT) 0,01 5 nla n/a
Matrix-P
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No,I
WEBS 2x4 SP No.3 'Except` BOT CHORD
1-7,2-6,3-5: 2x4 SP No.2
REACTIONS. (ibfsize) 8=129010-3-8, 5=2968/0-4-8
Max Uplift 8=-165(LC 4), 5=-635(LC 4)
Max Grav 8=2225(LC 2), 5=3412(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-8=-17231156, 1-2=-3773/317, 2-3=-4684/631
BOT CHORD 6-7=-317/3773, 5-6=-631/4684
WEBS 1-7=-34514104, 2.7=-767/199, 2-6--344/1263, 3-6=-242/1899, 3-5=-5096/687
PLATES GRIP
MT20 244/190
Weight: 78 lb FT = 20%
Structural wood sheathing directly applied or 5-6-6 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES.
1) 2-ply truss to be connected together with 1 Old (0.131"0") nails as follows:
Top chords connected as follows_ 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 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=oft; Cat.
II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 8 and 635 lb uplift at
joint 5.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 1-9-4, 357 lb
down at 3-9-4, and 357 lb down at 5-9-4, and 2599 lb down and 698 lb up at 5-9-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-100, 5-8=-10
Concentrated Loads (lb)
Vert:6=-217 9=-217 1 0=-90(F) 11 =-217 12=-90(F)13=-2689(F=-90,6=-2599)
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Mff-7473 rev. 1"312015 BEFORE USE. Design
valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a
truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building
design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of tresses and truss systems, see ANSIITPI1 Quality Criteria, OSB-89 and BCSI Building Component Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. O'Regan PE No.56126 MiTek
USA, Inc, FL Carl6634 6944
Parke East Blvd. Tampa FL 33619 Date:
March
9,2018 Nil
MiTek'
6904
Parke East Blvd Tampa.
FL 36610
Job
P2392ACT
Mid-Flonda Lumber, Bartow, FL.
Truss Type
MONO HIP
Ply I Park Sq/Barcelona-A or C_TRAY
T13452434
8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:14 2018 Page 1
I D:ItiEi_2vgrkv4uEJUYC2jFzkFng-QNglrgUl7 UYKgwN VggcUbcaKl UnjX28ovvjcWryzcgb?
1.6-12 All 4T-11-4 I
t-0-72—_5-11-4 _ .2-0-0_._.__I
4x4 =_
12
46x8 !I 8
4x4 1 5x4 II 1.
5x4 II 3x4
10
d
Scale =
1-.28.5 LOADING (
psf) SPACING- 2-0-0 CSI. DEFI., in (loc) i/defl Ltd PLATES GRIP TCLL
20.0 Plate Grip DOL 1,25 TC 0,63 Vert(LL) 0.10 7-8 >963 240 MT20 244/190 TCDL
10.0 Lumber DOL 1,25 BC 0,46 Vert(CT) -0,20 7.8 >461 180 BCLL
0.0 Rep Stress Incr YES WB 0,60 Horz(CT) 0.01 10 n/a n/a BCDL
100 Code FBC2017fTP12014 Matrix -MP Weight: 55 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT
CHORD 2x4 SP No.2 except end verticals. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS
2x4 SP No.3 REACTIONS. (
lb/size) 8=387/0-8-0, 10=280/0-1-8 Max
Harz 8=187(LC 12) Max
Uplift 8=-87(LC 12), 10=-130(LC 12) Max
Grav 8=387(LC 1), 10=311(LC 17) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 2-8=-315/210 BOT
CHORD 7-8=-2561151 WEBS 4-10=-3161266
NOTES- 1) Unbalanced roof
live
loads have been considered for this design. 2) Wind: ASCE 7-
10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf. h=15ft, 13=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(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 7-6-12
zone, end vertical left exposed,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage
to prevent water ponding. 4) 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. electronically Signed and 6) Bearing at joint(
s) 10 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify Sealed by QRegan, Philip, PE capacity of bearing surface. 7) Provide mechanical connection (
by others) of truss to bearing plate at joint(s) 10, using a Digital Signature. 8) Provide mechanical connection (
by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 8 and 130 lb uplift at Printed Copies of this joint 10. document are
not considered signed and sealed and
the signature must be verified
on any electronic copies.
Philip J- O'Regan
PE Na.58126 MiTek USA, Inc. FL
Cert 6634 69U Parke East Blvd,
Tampa FL 33610 Date: March 9,2018
re
WARNING. Verify design
parameters
and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev, 1010312015 BEFORE USE. Design valid for use
only with MiTeks9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before
use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated
is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing IMiI F is always required for
stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding ma AtTek` fabrication, storage, delivery,
erection
and bracing of trusses and truss systems, see ANSI TPI7 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
F,
P2
aBaTRAY obRgf
rgeng. Uo!) T13452435
92ACT'
G2 MONO HIP i 1 Mid -
Florida Lumber, Bartow,FL, 8,130 s Sep 15 2017 MiTek Industries, inc. Fri Mar 9 10:52:14 2018 Page 1 I
D:ItiEj_2vgrkv4uEJUYC2jFzkF ng-QNolrgU17UYKgwN VggcUbcaJvUOOX i UowjcWryzcgb? 1,- -
12 4-7-4 7-1 1-4 f
1-0-12 4-7-4 _. 3-4-0 4x4 =
Scale = 1.24.8 6x6
MT24HS II 3
12 4 8
1.5x4 II 4x4 = 1.5x4 II LOADING (
psf) SPACING- 2-0-0 CSI. TCLL
20.0 Plate Grip DOL 115 TC 0,66 TCDL
10.0 Lumber DOL 1.25 BC 0,39 BCLL
0.0 Rep Stress Incr YES WB 0070 BCDL
10.0 Code FBC2017/TPI2014 Matrix -MP 3x4
10
j d
DEFL,
in (loc) I/deft Lid PLATES GRIP Vert(
LL) 0.15 7-8 >630 240 MT20 244/190 Vert(
CT) -0.19 7-8 >480 180 MT20HS 1871143 Horz(
CT) 0.02 10 n/a File LUMBER-
BRACING- TOPCHORD
2x4 SP No.2 TOP CHORD BOT CHORD
2x4 SP No.2 WEBS 2x4
SP No.3 BOT CHORD OTHERS 2x4
SP No.3 REACTIONS. (lb/
size) 8=387/0-8-0, 10=28010-1-8 Max Horz
8=113(LC 12) Max Uplift
8=-105(LC 12). 10=-113(LC 12) Max Grav
8=387(LC 1), 10=297(LC 17) FORCES. (lb) -
Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-8=-308/217 WEBS 4-
10=-304/236 Weight: 50
lb FT = 20% Structural wood
sheathing directly applied or 6-0-0 oc purlins, except end
verticals, Rigidceiling 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=oft; Cat. It: Exp
B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -i-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-8-0, Exterior(2) 4-8-0 to 7-
6-12 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) All
plates are MT20 plates unless otherwise indicated- 5) This
truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) " This
truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members. 7) Bearing
at joints) 10 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface. 8) Provide
mechanical connection (by others) of truss to bearing plate at joint($) 10- 9) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 8 and 113 lb uplift at joint 10,
Q, WARNINO •
Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11.7473 rev, 1010312015 BEFORE USE. Design valid
for use only with MifiekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss
system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design-
Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always
required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-e9 and SCSI Building Component Safety Information
available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip T
O'Regan PE No.58146 MiTsk USA,
Inc, FL Cart $634 6904 Parke
East Blvd. Tampa FL 33610 Date: March
9,
2018 M11 MlTek`
6904
Parke
East Blvd. Tampa, FL
36610
Job Truss
T13452436
P2392ACT---- G3 COMMON
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:52:15 2018 Page I
ID:I(iEL2vqrkv4uUJUYC2jFzkFng-uaE72AVNuogBl4yhDY7j7q7YCuA5GcOy9NM400zogb_
F A_ i
3-8-0 4-3-4 1 0-12
Scale = 124.9
4x4
4x6
10
6.00 fu
3X4 11 1 X4 11 5 3.4 11
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20,0 Plate Grip DOL 1.25 TC 0.43
TCDL 10'0 Lumber DOL 1.25 BC 0,26
SCILL 0.0 Rep Stress Incr YES WB 0.15
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
DEFL. in floc) Ildeff L/d PLATES GRIP
Vert(LL) -0.02 6 >999 240 MT20 244/190
Vert(CT) -0.05 5-6 >999 180
Horz(CT) 0.00 5 n1a n/a
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No,3
REACTIONS. (lb/size) 5=387/0-8-0, 10=280/0-1-8
Max Horz I 0=95(LC 11)
Max Uplift 5=-130(LC 12), 10=-88(LC 12)
FORCES, (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-5=-310/294
WEBS 1-10--292/226
Weight: 38 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.
III Exp B: Pail. Encl., GCpi=0,55, MWFRS (directional) and C-C Exterior(2) 0-5-4 to 6-8-0, Interior(l) 6-8-0 to 9-0-0 zone; end vertical
right exposed.C-C for members and forces & MWFRS for reactions shown; Lumber DQL=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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPl 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 130 Itt uplift at joint 5 and 88 lit uplift at
joint 10,
A WARN(NO-Vararyd"Iflatuaramstersand READ NOTES ON TINS AND INCLUDED IWTEK REFERENCE PAGE W114473rev, 1460312015 BEFORE USE.
Design valid for use only with NiTek(a 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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCS1 Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'liegan PE No.59126
MiTok USA, Inc, FL CerI11034
M Parke East Btvd. Tampa FL 33610
Oate:
March 9,2018
Wok'
6904 Parke East Blvd,
Tampa, FL 36610
Job Truss Truss Type Oty Ply— ---
RegeBence
o(
optioRgl YTRAY T13452437
P2392ACT G4 HIP 1 1
Mid-Flodda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:16 2018 Page 1
I D:IIiEj_2vgrkv4ttEJUYC2jFzkFng-MmOVFWV?f6o2wDXtnFeyg 1 gg_I Va?3g5O15dvrzcgaz
7-it-4--- _ 9-0-0_
2-4-0 +---- 2-8-0 2-11-4 1-0-12
4x4= 4x4 =_ Scale = 1:21.0
6.00 F12- 2 13 3
4xE
3x4 11
I — -- — .,_21:52--.__. ._....i— —5 -------------j._.------------------L # 0
2-.4--9 ..._._.--- — 2-8-0 _ 2-1i 4 _ 0- -12 ...................._
Plate Offsets (XY j4 0-2 0 0 1 12
LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.56 Vert(LL) 0.06 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0,07 7-8 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0,15 Horz(CT) -0.00 6 nla File
BCDL 10.0 Code FBC201717P12014 Matrix -MS Weight: 40 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 6=424/0-8-0, 12=323/0-1-8
Max Horz 12=-111(LC 8)
Max Uplift 6=-209(LC 8), 12--177(LC 8)
Max Grav 6-425(LC 18), 12=324(LC 17)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-260/184, 3-4=-281/173, 4-6=-329/186
WEBS 1-12=-338/189
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=1511t; 6=45111; L=24ft; eave=4ft; Cat.
11' Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 1 O,O 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 ANSIITPI i 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) 12.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 6 and 177 lb uplift at
joint 12,
9)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 169 lb up at
2-4-0, and 9 lb down and 76 Ib up at 3-8-0, and 65 lb down and 169 lb up at 5-0-0 on top chord, and 26 lb down and 27 lb up at
2-4-0, and 12 lb down and 13 Ib up at 3-8-0, and 26 lb down and 27 lb up at 4-11-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 6-10=-20
Concentrated Loads (lb)
Vert: 2=-18(F) 3--18(F) 8=-14(F) 7--14(F) 13=-9(F) 14=-8(F)
Q WARNING - Verity design paramefera end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MtTel,6 connectors. This design is based only upon parameters shown, and is for an individual building Component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSS-08 and SCSI Building Component
Safety Information available from Truss Plate Institute. 218 N- Lee Street, Suite 312, Alexandra, VA 22314.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cert6634
6644 Parka East Blvd. Tamps Ft. 33610
Gate:
March 9,2018
MR
Mire
6904 Parke East Blvd.
Tampa, FL 36610
Job — - — — ------- — ---------------- ------ ----- Qty ------ ----
I
Ply- Park sql6arce—lona-A o—- or—
T13452438
P2392AC- 11 1 MONO HIP
Mid-Flonda Lumber, Barlow, FL. 8.130 a Sep 15 2017 MiTek Industries, Inc. Fit Mar 9 10:52:17 2018 Page 1
ID:ItiEL2vqrkv4uEJUYC2iFzkFng-qyMtTsWdQPwvXN64Lz9BDFCyctivOkXrFchrARHzegay
1-0-0 -10-0 5-8-0
t ----.......... I
1-0-0 2-10-0 2-10-0
Scale = 1 14.1
4x4
3x4
il
2x4 5
I 5x4 11
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20,0 Plate Grip DOL 125 TC 0.12
TCDL 10.0 Lumber DOL 1,25 BC 0,10
BCLIL OD Rep Stress Incr YES WEI 0,09
BCDL 10,0 Code FBC2017rTP12014 Matrix -MP
DEFL, in (loc) I/defi L/d
Vert(LL) -0.00 6-9 >999 240
Vert(CT) -0,01 6-9 >999 180
Horz(CT) 0,00 5 n/a mia
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP No 2
WEBS 2x4 SP No,3 BOT CHORD
REACTIONS. (lb/size) 5=215/Mechanical, 2=286/0-3-8
Max Harz 2-73(LC 12)
Max Uplift 5=-70(LC 9), 2=-93(LC 12)
FORCES. (lb) - Max. Comp,/Max. Ten, - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-256/134
PLATES GRIP
MT20 244/190
Weight: 27 lb FT = 20%
Structural wood sheathing directly applied or 5-8-0 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; Vuft=140mph (3-second gust) Vasd=108mph. TCDL=4.2pst BCDL=3,Opsf, h=25ft, B-45ft, L=24ft, eave=4ft: Cat,
II; Exp B ' Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-0, Exterior(2) 2-10-0 to
5-6-4 zone ' C-C for members and forces & MWFRS for reactions shown: Lumber DOL=l .60 plate grip DOL=l .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 70 lb uplift at joint 5 and 93 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Regan PE No.58126
MiTelf USA, Inc. FL C04634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
A WARNING - Venitydesign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11011-7473—, 101031201$ BEFORE USE. Design
valid for use only with MiTish(a, 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 mcorpoiare this design into the overall Wt 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 M Re k' fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, De"91 and BCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plato institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL, 36610
Oty Ply Park Sq/Barcelona-Aor-C TRAY
T13452439lip—,2392ACT H2 COMMON 1 1
gf4r.#nq?ice _ _.
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 52:18 2018 Page i
I D:Iti Ej_2vq rkv4u E J UYC 2j F zkFng-18vGgCX F Bi2m9XhGvgg01 S 17d5 E R'r?(OrLakzjzcgax
2-10-0
4x4 = Scale = 1:14.5
2x4 =
2x4
LOADING (psf) SPACING- 2-0-0 CsL
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10
TCDL 10.0 Lumber DOL 1.25 BC 0,15
BCLL 0.0 Rep Stress Incr NO WB 0.05
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=238/Mechanical, 3-309/0-3-8
Max Horz 1=-36(LC 6)
Max Uplift 1--71(LC 8), 3=-122(LC 8)
Max Grav 1=249(LC 17), 3=316(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-334/113, 2-3=-333/111
BOT CHORD 1-5 66/277, 3-5=-66/277
DEFL. in floc) I/defl L/d PLATES GRIP
Vert(-L) -0,00 5-8 >999 240 MT20 2441190
Vert(CT) -0.01 5-8 >999 180
Horz(CT) 0,00 3 n/a n/a
Weight: 22 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins.
BOT CHORD 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.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members-
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint i and 122 lb uplift at
joint 3.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 170 Ib up at
2-10-0 on top chord, and 26 lb down at 2-10-0 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-4=-60, 6-9=-20
Concentrated Loads (lb)
Vert: 5=-26(F) 2=-8(F)
AWARNINQ - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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
fabrication, storage, delivery, erection and bracing of trusses, and truss systems, see ANSlITPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314-
This item has been
electronically signed and
sealed by C iRegan, Philip, 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.
Philip J O'Regan PE No.58126
MiTsk USA, Inc. FL Cert6634
6604 Parke East Blvd. Tampa FL 33610
Data:
March 9,2018
1K
MiTok
6904 Parke East Blvd.
Tampa, FL 36610
Job Tntss Truss Type Oty
ry--,za
Sq/Barcelona-AorGTRAY-.,-. _
T13452440
P2392A:T J2 JACK 1
Ref Tq_ _joptlonal
Mid -Florida Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 52 19 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC 2jF zkFng-mLTeuYYty 1 AdnhGSSOBtigHleVbrCsiY4?KH W9zcgaw
1-0-0 2-10-0
Scale = 1:11.7
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1,25 BC 0,08 Vert(CT) -0,01 4-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0,00 3 n/a n/a
SCOL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 11 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=66/Mechanical, 2=182/0-3-8, 4=34/Mechanical
Max Horz 2=75(LC 12)
Max Uplift 3=-39(LC 12). 2=-61(LG 12), 4=-1(LC 9)
Max Grav 3=77(LC 17). 2=182(LC 1), 4=49(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=151`1; 6=45ft, L=24ft; eave=4ft; Cat.
II; Exp 6; Part, Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-9-4 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 39 lb uplift at joint 3, 61 lb uplift at joint 2
and 1 Ib uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Ragan PE No.58128
MiTak USA, Ina FL Cart $634
5904 Parke East Blvd, Tampa FL 39810
Oats:
March 9,2018
AWARNING • Verify design parsmofars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIf-7473 row. 1010312015 BEFORE USE. '
Design valid for use only with Mi fel,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 Nil
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Ilk°
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 ANSVTP11 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 Ply Park SgBarcelona-A or C_TRAY
Ti3452441
P2392ACT ,13 JACK 3 1
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:19 2018 Page 1
I D:ItiEi_2vgrkv4uEJUYC 2iFzkFng-mLTeuYYty i AdnhG5SQBfigHCtVYiCSjY4?KH W9zcgaw
1-0-12 2-11-4
3x4 '
Scale = 1 18,8
LOADING (psf) SPACING- 2-0-0 cSt. DEFL.
W
in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.45 Vert(LL) 0,01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.28 Vert(CT) -0.01 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 3 n/a n/a
BCDL 100 Code FBC2017fTP12014 Matrix -MR Weight: 13 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc puriins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical
Max Horz 5=127(LC 12)
Max Uplift 5=-19(LC 12), 3=-67(LC 12), 4=-22(1_C 12)
Max Grav 5=198(LC 1), 3=89(LC 17), 4=51(LC 3)
FORCES. (lb) -Max. Comp,/Max, Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL-4.2psf; BCDL=3.0psf; h-15ft; B=45ft; L-2411; eave=oft; Cat.
II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; end
vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1.60
2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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 19 lb uplift at joint 5. 67 lb uplift at joint 3
and 22 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. VRegan PE No.58128
MITak USA, Inc. FL Cod 8884
6904 Parke East Blvd. Tampa FL 33610
Date
March 9,2018
0 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED 41/TEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. "
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual budding component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 p
is always required for stability and to prevent collapse with possible personal injury and property damage_ For general guidance regarding the FYI !cam
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPh Quality Criteria, DSO-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
P2392AGT
Truss Truss Type Qty Ply Park SgBarcelona-A or G TRAY
JS---._-. - - .._ _ — .._JJACK—..__... - _.. ....Refgrencq(9RSt4r1g(L_.---------
Mid_ -
T13452442
Florida Lumber, Baarlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 52 20 2018 Page 1
I D 1tiEj_2vgrkv4uEJUYC2jFzkFng-EX 105uYV)KITOrreO5jugtgPfvtCxvyliJf3q2czcgav
1-0-0 5-0-0
Scale = 117.0
it
2x4
LOADING (psf) SPACING 2-0-0 CSh DEFL. in loc) WellL/d
TCLL 20.0 Plate Grip DOL 125 TC 0,32 Vert(LL) 0,04 4-7 999 240
TCDL 10.0 Lumber DOL 1,25 BC 026 Vert(CT) 0.06 4-7 988 180
BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3-127/Mechanical, 2=264/0-3-8, 4=64/Mechanical
Max Horz 2=108(LC 12)
Max Uplift 3--64(LC 12), 2=-73(LC 12)
Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Enct, GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 73 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J- O'Regan PE No.66126
MiTek USA, Ina, FL Oert 6634
6604 Parke East Blvd. Tampa FL 33610
Otte:
March 9,2018
WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 111II-7473 rev. f0l031201 a BEFORE USE. "
Design valid for use only with MiTekW connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing K A L14 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYr
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-e9 and BCSI Building Component 6904 Parke East Blvd_
Safety Information available from Truss Plate Institute, 218 N- tree Street, Suite 312, Ale ourdria, VA 22314. Tampa, FL 36610
LP2392ACI
Truss Truss Type Qty Ply Rark Sq/Barcelona-A or C TRAY
713452443
J7 JACK 17 i
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:20 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-EX i O5uYV)KITOrreO5iugtgKhvppxvyhJf3q2czcgav
7-0-0 {
1-0-0 7-0-0
Scale - 1:21.8
3x4
LOADING (psf) SPACING- 2-0 O CSI.
TCLL 200 Plate Grip DOL 1.25 TC 0,70
TCDL 10.0 Lumber DOL 1,25 BC 0.54
BCLL 0.0 Rep Stress Incr YES WB 0,00
BCDL 10,0 Code FBC2017/TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/deft 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 n/a
Weight: 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h-25ft; B=45ft; L-24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(i) 2-0-0 to 6-11-4 zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 4)
Refer to girder(s) for truss to truss connections- 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at joint
2. This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. 0`Regan PE No.58126 MITek
USA, Inc. FL Cart4634 6804
Parke East Blvd. Tampa FL 33610 Data:
March
9,2018 WARNING -
Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design
valid for use only with Wake, 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 bustling
design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing C ,y i. is
always required for stabllay and to prevent collapse with pI+Aek° possible personalinjuryandpropertydamage- For general guidance regarding the t VII fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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
Tiylplyt
Park SglBarcelona A or C_
TRAYP2392ACT7TSPECIAL1T13452444— _ -_ __.____.__
9 p renoe(pp(q al
Mid-Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:21 2018 Page 1
I D :I ti Ei_2vq rkv4uE J U YC 2j Fz kF ng-h bO J D28UeQ KO?Q raoE7 N5NTFJ C I g M C gXJpOa 2zcgau
1-0-0 2.1-12F— -o-o— E ---
2-1-12 0- - 2
Scale = 1,21 7
2x4 =-
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ltd PLATES GRIP
TCLL 20.0 Plate Grip COL 1,25 TC 0,78 Vert(LL) 0,20 3 >394 240 MT20 244r190
TCDL 10.0 Lumber DOL 1,25 BC 0,33 Vert(CT) -0.31 3 >263 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.16 5 Tire n!a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 25 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No. i TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS, (lb/size) 4=214/Mechanical, 2-352/0-3-8, 5=49/Mechanical
Max Horz 2=143(LC 12)
Max Uplift 4=-101(LC 12), 2=-91(LC 12)
Max Grav 4=214(LC 1), 2=352(LC 1), 5=99(LC 3)
FORCES. (Ib) -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, 8=45ft; L=24ft; eave=oft; Cat.
11: Exp B; Eric[,, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2.0-0, Interfor(1) 2-0-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=L60
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 101 lb uplift at joint 4 and 91 lb uplift at
joint 2.
6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Regan PE No.58126
MITO USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Data:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA SE Mff-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 verity 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 °` '`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ek
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DSS49 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 Tntss Truss Type Oty Ply ParkSglBarcelona-Aar- TRAY
T13452445
P2392ACT KJ2 JACK 2 i
L fgf9nce p
8,130Mid -Florida Lumber, Bartow, FL. s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.52:23 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-f6j9jvbO?Fg2FIZDhDGbS WSzz6xY8Gi7?dl Vfxzcgas
1-5.0 4-0-1
2x4 =_
LOADING (psf) SPACING- 2-0-0 I CSL DEFL. in loc) I/deft Lid
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.01 4-7 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0,16 Vert(CT) 0,02 4-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0,00 Horz(CT) 0,00 2 n/a n/a
BCDL 10.0 Code FBC2017frP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3-94/Mechanical, 2=256/0-5-11, 4=47/Mechanical
Max Horz 2=75(LC 8)
Max Uplift 3=-49(LC 8), 2-96(LC 8)
Max Gray 3=94(LC 1), 2=256(LC 1), 4=70(LC 3)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:11.5
PLATES GRIP
MT20 244/190
Weight: 15 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 6=4511; L=241`1; eave=Aft; Cat.
Il; Exp B; Part. Encl., GCpi=0.55; MWFRS (directlonal); 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 49 lb uplift at joint 3 and 96 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 27 lb up at
1-6-12, and 3 lb down and 27 lb up at 1-6-12 on top chord, and 2 lb up at 1-6-12, and 2 lb up at 1.6-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6).
This item has been
LOAD CASE(S) Standard electronically signed and1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25
sealed by ORegan, Philip, PEUniformLoads (pif)
Vert: 1-3=60, 4-5=-20 using a Digital Signature.
Concentrated Loads (lb) Printed Copies Of this
Vert: 9=4(F=2, B=2) document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J.O'Regan PE No.98126
MITek USA, Inc. FL Cert 8834
6904 Parka East Blvd. Tampa FL 3361D
Date:
March 9,2018
WARNING - Vordy d"Irdi paameters and READ NOTES ON THIS AND INCLUOEO MfTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. `
Design valid for use only with MiTekIli 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 1l A T t.'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the !MI 1 fS
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Crlterla, USS-89 and SCSI Building Component 6904 Parka East Blvd.
Safety Information available from Truss Plate Institute, 218 N. lee Street. Suite 312, Alexandria, VA 22314_ Tampa, FL 36610
Job 1 russ truss Type Qty Ply Park SglBarcelona-A or C_TRAY
T1345244fi
P2392ACT KJ3 JACK 2 1
Rg nc 19Pt n __ _
Mid -Florida Lumber, Bartow, FL. 8A30 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:24 2018 Page 1
ID:itiEj_2vgrkv4uEJUYC2jFzkFng-71 HXxFcOmZovtS8QFxnq?j?7 WGSgyHDH 12BNzcgar
1-6-0 --i--------._ 4.1-14
1-6-0 4 1 14__
Scale = 1-.18.7
5
2x4 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L!d PLATES GRIP
TCLL 20.Q Plate Grip DOL 1,25 TC 0.25 Vert(LL) 0.04 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0,24 Vert(CT) 0,04 4-5 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0,00 Horz(CT) -0,06 3 n/a n/a
BCDL 10.0 Code FBC2017tTP12014 Matrix -MR Weight: 17 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc puffins, BOT
CHORD 2x4 SP No.2 except end verticals. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 3=78/Mechanical, 5=231/0-11-5, 4=33/Mechanical Max
Herz 5=127(LC 8) Max
Uplift 3=-86(LC 8), 5=-149(LC 8), 4=-39(LC 8) Max
Grav 3-78(LC 1), 5-231(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: Vuit=140mph (3-second gust) Vasd=108mph, TCDL=4.2psC BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11;
Exp B; Part. Encl., GCpi=0.55; MWFRS (directional), end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) .
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 4)
Refer to girder(s) for truss to truss Connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 3, 149 lb uplift at joint 5
and 39 lb uplift at joint 4. 6)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb up at 1-6-12, and 101 lb up
at 1-6-12 on top chord, and 45 lb up at i-6-12, and 45 lb up at 1-6-12 on bottom chord. The design/selection of such connection
devices) 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). This Item has been electronically
signed and LOADCASE(S) Standard sealed
by ORegan, Philip, PE 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1-25 Uniform
Loads (plf) using a Digital Signature. Vert:
i-2=-60, 2-3=-60, 4-5=-20 Printed copies of this Concentrated
Loads (Ib) document are not considered Vert:
6=66(F=33, 6=33) 7=7(F=3, 6=3) signed
and sealed and the signature
must be verified on
any electronic copies. Philip
J. ('Regan PE No.68126 MITok
USA, Inc. FL Cett6634 6604
Parke East Blvd, Tamps FL 33610 Date:
March
9,2018 AWARNING -
Verffy daaign pararnetrim and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/201a BEFORE USE. " Design valid
for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss
system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall+ building design.
Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 1® '` is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSUTPtt Quality Criteria, DS846 and SCSI Building Component 6904 Parke East Blvd_ Safety Information
available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Jab Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY
KJ5
T13452447
P2392ACT JACK 2 1
Y b Refergnce p anal) — —
Mid -Florida Lumber, Bartow, FL. 8,130 a Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:25 2018 Page 1
I D:ItiEj_2vgfkv4uEJUYC2iFzkFng-bVgv8bceXtwmVcjcpel3XxX9ywW8cACQSxnbipzcgaq
15-0 I
3-9-6 7-0-14 {
1-5-0 3-9-6 3-3-8
Scale = 1,16.7
3x4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 115 TC 0.80 Vert(LL) -0,11 4-7 >781 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0,60 Vert(CT) -0.25 4-7 >341 180
BCLL OA Rep Stress Incr NO WB 0,00 Horz(CT) 0,00 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3.183/Mechanical, 2=375/0-5-11, 4=95/Mechanical
Max Horz 2=108(LC 8)
Max Uplift 3=-79(LC 8), 2=-118(LC 8)
Max Grav 3=183(LC 1), 2=375(LC 1), 4=129(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=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 79 lb 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 11 lb up at
1-6-12, 3 lb down and 11 Ib up at 1-6-12, and 3 lb down and 44 lb up at 4-4-12, and 3 Ib down and 44 lb up at 4-4-12 on top chord,
and 2 lb up at 1-6-12, 2 lb 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). This Item has been
electronically signed andLOADCASE(s) standard
sealed by QRegan, Philip, PE1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf) Using a Digital Signature.
Vert: 1-3=-60, 4-5=-20 Printed copies of this
Concentrated Loads (lb) document are not considered
Vert: 10=4(F=2, B=2) 11=-10(F=-5, B=-5) signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.88126
MiTek USA, Inc, FL Cert $434
6904 Parke East Blvd. Tampa FL 33610
Data.
March 9,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 11111J477 rev. 101031201a BEFORE USE. 01, lk'`
Design
valid for use only with MiTakS 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. Additlonal 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, DS549 and SCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale Indite, VA 22314, Tampa, FL 36610
Job Truss Truss--f /Barcelona -A or C-TRAY
T13452448
P2392ACT KJ7 JACK
b Rgf
5 1
oJoqrqrlce_(qptL RaIL
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:26 2018 Page 1
ID:ItiEi_2vqrkv4uEJUYC2jFzkFng-3hOHMxdGIA2d6m[oNMql484RFKuvLYnZhaW9FFzcgap
1-5-0 5-2-5 4-8-8
Scale - 1,21 9
A
2x4 5
3x4 ----
LOADING (psf) SPACING- 2-0 OSPA CSL
TOLL 20,0 Plate G p DOL 1.25 TO 0,38
TCDL LumberDOL 1.25 BC 0,43
BCLL 0 o Rep Stess Incr NO W11 0,36
BCDL 10,0 Code FBC2017rTP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No,2
WEBS 2x4 SP No.3
REACTIONS, (lb/size) 4=128/Mechanical,2=511/0-5-11,5=328/MechanicaI
Max Horz 2=142(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.
TOP CHORD 2-3-775/136
BOT CHORD 2-7-2081'708, 6-7=-208/708
WEBS 3-7=01275, 3-6=-769/225
DEFL. in loc) I/defl Ud PLATES GRIP
Vert(LL) -0.03 6-7 >999 240 MT20 244/190
Vert(CT) -0,07 6-7 >999 180
Horz(CT) 0.01 5 n/a file
Weight: 42 lb FT = 20%
BRACING-
TOPCHORDStructural wood sheathing directly applied or 6-0-0 oc purlins. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES-
1)
Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL=3.Opsf, h=25ft. 13=45111. 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 lb down and 11 lb up at 1-
6-12, 3 lb down and 11 lb up at 1-6-12, 3 lb down and 44 lb up at 4-4-12, 3 lb down and 44 lb up at 4-4-12, and 27 lb down and 77
lb up at 7-2-11, and 27 lb down and 77 lb up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, 5 lb down at 4-
4-12, 5 lb down at 4-4-12, and 20 Ild down at 7-2-11, and 20 lb down at 7-2-11 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others. 7)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1,25 Uniform
Loads (pit) Vert:
1-4--60,5-8--20 Concentrated
Loads (lb) Vert:
13--53(F--27, B-27) 14=4(F=2, 8=2) 15=-10(F=-5, B=-5) 16=-35(F-17, B=-17) A
WARNING. Voifilydesign parameters and READ NOTES ON THIS AND INCLUDED AWTEK REFERENCE PAGE All rev. 1010312015 BEFORE USE, Design valid
for use only with Wake connectors, This design is based only upon parameters shown, and is for on 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 prop" damage For general guidance regarding the fabrication, storage,
delivery, erector, and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, QS8_89 and SCSI Building Component Safety Information
available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J.
O'Regan PE No,68126 MITek USA,
Inc, FL Cort6634 6904 Parke
East Blvd. Tampa FL 33610 Date: March
9,
2018 191, Welk'
6904
Parke
East Blvd Tampa, Fl_
36610
lotr Truss Truss Type City Ply Park Sq/Barcelona-A or C. 1-RAY
T13452449
P2392ACT KJ7T SPECIAL 2 i
ob e erencg (op tgrj§ _
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page I
ID:ItiEj_2vgtkv4uEJUYC2jFzkFng-XtyfZHeu3UAUkwt?w3LXdMdV 1 i6b40?iwEGioizcgao
1-5.0
1_50 3-
2-2 2
22 - 6-
4-11 9-10.13 3-
2-9 3-6-1 Scale -
1:21 A I
3x4
4xA =
5-
1.1 - -- f -- ... --- — _&w1Q 13 1 9._ __-----_..-._.--------- -----
PI
teOffetsi)-A 3 G9 LMO?L. __. LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1,25 TC 0,82 Vert(LL) -0.23 3-8 >521 240 MT20 244/190 TCDL
10.0 Lumber DOL 1,25 BC 0,92 Vert(CT) -0,47 3-8 >253 180 BCLL
0.0 Rep Stress Incr NO WB 0,30 Horz(CT) 0,18 6 n!a n/a BCDL
100 Code FBC2017/TPI2014 Matrix -MS Weight: 40 lb FT = 201% LUMBER-
BRACING - TOP
CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT
CHORD 2x4 SP No.2 "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-
9: 2x4 SP No.3, 3-6: 2x4 SP No.1 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical Max
Hors 2=142(LC 8) Max
Uplift 5=-40(LC 8), 2=-148(LC 8), 6=-101(LC 8) FORCES. (
Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 3-4=-1015/253 BOT
CHORD 3-8=-312/978, 7-8=-313/981 WEBS
4-8=-27/299, 4-7=-1056/337 NOTES-
1)
Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4-2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional); 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 148 lb uplift at joint 2
and 101 lb uplift at joint 6. This item has been 6)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at electronically signed and 1-6-12, 3 lb down and 11 lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top sealed by ORegan, Philip, PE chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others. Using a Digital Signature, 7)
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 document
are not considered LOAD
CASE($) standard signed and sealed and the 1)
Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature
must be verified UniformLoads (plf) Vert:
1-3=-60, 3-5=-60, 9-10=-20, 3-6=-20 on any electronic copies. Concentrated
Loads (lb) Philip J. ( Regan PE No.88128 Vert:
14=-66(F=-33, B=-33) 15=4(F=2, B=2) 17=-2(F=-1, 6=-1) MiTek USA, Ina. FL Cart 8834 9904
Parke East Blvd, Tampa FL 33610 Data:
March
9,2018 WARNING -
Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design
valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a
truss system. Before use, the building designer must 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 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 ANSIITPII Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N- Leo Street. Suite 312, Alexandria, VA 22314_ Tampa, FL 36610
r
ob_Truss Truss
Type ty --
P Y
1J_obRq_a_
BCertqel anpa
oval
C AYT13452450
P2392ACT M1 JACK 1 1
Mid-Floncia Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc_ Fn Mar 9 10:52:27 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jFzkF ng-XtyfZHeu3UAUkwt?w3LXdMdbKj7Q44hjwEGioizcgao
5-0-0
Scale = 1:17.0
30 _
2x4 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den L!d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.05 3-5 >999 240 MT20 244l190
TCDL 10.0 Lumber DOL 1,25 BC 0.86 Vert(CT) -0.10 3-5 >592 180
BCLL 0,0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n!a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 23 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing.
REACTIONS. (lb/size) 1=513/0-3-8, 3=597fMechanical
Max Herz 1=81(LC 8)
Max Uplift 1=-110(LC 8), 3=-177(LC 8)
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=25ft; B-45ft; L=24ft; eave=4ft; Cat.
It; ExitB; Encl., (3Cpi=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 110 lb uplift at joint 1 and 177 lb uplift at
joint 3.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 Ile down and 41 lb up at
1-1-13, and 606 lb down and 181 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B)_ This Item has been
LOAD CASE($) Standard electronically signed and
1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 sealed by QRegan, Philip, PE
Uniform Loads (plf) using a Digital Signature,
Vert: 1-2=-60, 1-3=-20 Printed copies of this
Concentrated Loads (Ib) document are not considered
Vert: 5=-116(6) 6--606(B) signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTsk USA, Inc, FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A41TEK REFERENCE PAGE aflf-7423 rev. 1WO312015 BEFORE USE. "
Design valid for use only with Mt rek 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
c"
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314_ Tampa, FL 36610
k
Job Truss Truss TypeQty Ply Pa k SglBarcelooa-A or C TRAY
T13452451
P2392ACT M2 JACK i
g ?fee[L LE?S!!Q[la!) _
Mid -Florida Lumber, Bartow, FL.
I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-?4
8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:28 2018 Page 1
W2ndfXgoJLM4SBUnsm9Z9n17alpXxs8u?GKBzcgan
5-0-0
5-0-0
Scale = 1:17.0
3x4
2x4 11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0,34 Vert(LL) -0,03 3-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 SC 0,44 Vert(CT) -0,06 3-5 >972 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a We
BCDL 10,0 Code FBC2017/TPI2014 Matrix -MP Weight: 23 to FT - 20%u
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. fib/size) 1=463/0-3-8, 3=349/Mechanical
Max Horz 1=81(LC 8)
Max Uplift 1=-121(LC 8), 3=-125(LC B)
FORCES. (lb) -Max, Comp./Max. Ten. -Al 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, 8=45ft; L=24ft; eave=Aft; Cat.
ll; 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 chard 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 ib uplift at joint 1 and 125 Ito uplift at
joint 3.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 Ib down and 92 Ito up at
0-10-12, and 188 lb down and 88 Ito up at 2-10-12 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). This Item has been
LOADCASE(S) Standard electronically signed and
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed by ORegan, Philip, PE
Uniform Loads (pif) using a Digital Signature.
Vert: 1-2=-60, 1-3=-20 Printed copies of this
Concentrated Loads (lb) document are not considered
Vert: 5=-235(F) 6=-188(F) signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'tTagan PE No2126
MiTak USA, Inc. FL Cart 6634
6904 Parka East Blvd. Tampa FL 33610
Data:
March 9,2018
Q WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 101031201 a aEFORE USE. OFDesignvalidforuseonlywithWekkconnectors. 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
budding design. Bracing indicated is to prevent bttuckling ofindividualtrusswebandlorchordmembersonly. Additional temporary and permanent bracing iTek' is
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the `tr
I fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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
16
n
PLATE LOCATION AND ORIENTATION
3/ " Center plate on joint unless x, y
4 offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0_41
For 4 x 2 orientation, locate
plates 0- ",e' 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
4 x 4 width measured perpendicular
to slots. 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:
ANSIfTPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-W Design Standard for Bracing,
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
dimensions shown in ft-in-sixteenths
Drawings not to scale)
2 3
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSILETTERS.
PRODUCT CODE APPROVALS
CC -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/TPl 1
section 6.3 These truss designs rely on lumber values
established by others.
0 2012 MiTeW All Rights Reserved
MiTek
MiTek Engineering Reference Sheet MII-7473 rev. 10/03/2015
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 ANSVTPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSUTPI I .
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 aft respects, equal to or better than that
specified.
13. Top chords must be sheathed or purtins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at I 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.
in
V1*r
1S'-11 114"
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24^O.C.UNLESS OTHERWISE NOTED.
ALL WALLS SHOWN ARE LOAD BEARING AJ9'-O" UNLESS OTHERWISE NOTED. SECOND FLOOR
APPROVED TRUSS ANCHOR BYBUILDER
BOTTOM =4X2
TOP =4x2
2x4CunL Bend
TRUSS END DETAIL
APPROVED TRUSS ANCHOR BYBU|LDE
PLUMB CUT OVERHANG
HEEL HEIGHT =2x4
BOTTOM =2x4
TOP= 2x4 ~
12
12^
TRUSS END DETAIL
J L 22'*uS26 1-PLYHnn
ma
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW.F00[A
AW
CEILING AT 9'- 4"
NOTE: 2nd FLOOR OVER ENTRY
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4X2
TOP = 4x2
2x4 Cont. Band
I V-11
TRUSS END DETAIL
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM= 2 x 4
12TOP= 2x4 NOW
12"
TRUSS END DETAIL
A L., 23 - HHUS46 FLR. HGRS
0 1 - HGUS26-3 3-PLY HGR