HomeMy WebLinkAbout827 Escambia Dr 19-187; NEW SFH01CL Ix 143
CITY OF
ry
PERMIT APPLICATION
BUILDING DIVISION
Application No:
Documented Construction Value: $ 1 A0 C10c)
Job Address: &:l Ct> caxylKa... 1 Vz(_- Historic District: YesEl No[D Parcel
ID:Residential [3/Commercial R Type
of Work: New 0 Addition D AlterationEl Repair R DemoEl Change of UseEl MoveEl Description of Work: Plan Review
Contact Person: & b
Phone:. 4cq- q4e-- g ftp?.
X: - e, Fq-h I-t
Title: Property Ownerb&ormation I
Name
Y) A . f ?L-
0-, r\ Phone: C)CLV\'( Street: ,,0 4' -
Resident ofproperty?: City, State Zip: Al vJe-
n gq I fL Contractor InformationName . ja, 1-\
i , 0y.
Phone: v-s- o3 4_ u-4 Street: City, State Zip: 41
4-
1d IVW State License No.: //A
Architect/
Engineer Information 1 11
Name: &H 1A
a'wo
bvt""CA'h I V"'U Phone: Street: Fax: City, St, Zip:
06)!d'
E-mail: at)4v,_u, QC*'A
Bonding Company: Mortgage Lender: X
Address: Address: WARNING TO
OWNER:
YOUR FAILURE
TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR
PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE
BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT Application is hereby made to
obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a
permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must
be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc.
19
r - 144k
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
Nf TF(: 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 he executed contract exceed the actual construction value, credit will be applied to your pert -nit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be
done in compliance with all applicable laws regulating construction and zoning.
Signature of Own&, it Itiatc Signature ofContractor/Agent Date
Print Owner/Agent's Name Print Contractor/Agent's Name
C) L
Signature of Notary-Stat0pq ON
Otvl1i3SION# FF 178648
2nig
Owner/Agent is Personally Known to Me or
Produced ID Type of ID 6
1
Signature of Notary -State of Florida Date
Contractor/Agent is — Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building 0 Electrical El Mechanical F] Plumbing [I Gas [I Roof El
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: - Min. Occupancy Load:
e, Flood Zone:K:-c—t5
k--ty AC,t-tj:-t>
of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit: YesEl No 0 # of Heads APPROVALS:
ZONING: COMMENTS:
UTILITIES:
ENGINEERING:
ATC- V(-M FIRE: Fire
Alarm Permit: Yes F] No E] WASTE
WATER: BUILDING:
CITY OF
JNF O RD
PLANNING & DEVELOPMENT
SERVICES DEPARTMENT
Flood Zone Determination Request Form
Name: Bob Tucker Firm:
Address: 541 E. Orange Street
City: State: FL Zip Code:
Phone: 407.948.8167 Fax: Email: bobwtuckerCa-)g mail. corn
Property Address: 827 Escarnbia Drive
Property Owner: Kevin Partin
Parcel identification Number: 31-19-31-508-1900-0180
Phone Number: 678,682.0445 Email:
The reason for the flood plain determination is:
0 New structure Existing Structure (pre-2007 FIRM adoption)
F-1 Expansion/Addition Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360)
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0070 F Map Date: Sept- 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
F-1 The parcel is in the: 0 floodplain F-1 floodway
F-1 A portion of the parcel is in the: El floodplain 0 floodway
The parcel is not in the: FE-Ifloodplain E]floodway
The structure is in the: Ofloodplain F-1floodway
The structure is not in the: F-1 floodplain F--J floodway
If the subject property is determined to be flood zone W, the best available information used to
determine the base flood elevation is:
BP# BR19-000187
Reviewed by: Michael Cash, CFM Date: February 13, 2019
rprvop7,7Y, fLdVDA
Parcel: 31-19-31-508-1900-0180
Owner/Address: PARTIN, KATHLEEN K & KEVIN A
541 E ORANGE ST
ALTAMONTE SPG, FL 32701-2606
Situs 827 ESCAMBIA DR
SANFORD, FL 32771
Facility Code:
Facility Name:
Subdivision: SAN LANTA 2ND SEC
2019 Parcel Detail Sheet
10/22/201810:30 AM
Legal: E 1/2 OF LOT 18 + ALL LOT 19
LESS S 12 FT FOR ALLEY) BLK 19
2ND SEC SAN LANTA
Ejceritjstioit
Code I3es"ctipUon T ` G ahied
Assessmentiri#orina#ian
j pp raise! RE A Addition; Totai%
iand,Va(ue,s, ,, 21,150 21,150 0.0 21,150 0.0
Building Value ; , ,
Cost/(dlarkelustilalue=w°:: 21,150 21,150 0.0 21,150 0.0
Iricom"e JustValue,
Cd6ict.Msd/Admjh Ua(ue°`;
Classtlied-,Value
SON'Adjustmetit v:,. `
Non-HX Adf6strnent ,,, `-
P&G°;Adjustment
Total'Assessed Yaiue 21,1501 21,1501 0.01 21,150 0.0
Extra Feature iriformatlon
a4ct Eff Cap V' Appr k'. 8."kdg
Total: #
31-19-31-508-1900-0180
Site Date: 01/01/2017
Building Date: 05/25/2012
Land Date: 03/14/2017
Tax District: Sl: SANFORD
DOR Use Desc: 00: VACANT RESIDENTIAL
CPI: 2,10
Market Area: 01
Nbad Comm:
E&I Num: Pet Num:
Demo:
Income Ind: Income Ltr:
Taicable.lnfortnailon"
Authority
D diage
Exempt .:.
e "
Taxable; ".
0100 COUNTY GENERAL FUND 0 21,150 21,150
0400 SCHL SCHOOL 0 21,150 21,150
1000 CITY SANFORD 0 21,150 21,150
1200 jSJWM 0 21,150 21,150
9800 ICOUNTY BONDS 0 21,150 21,150
Land inform' e
Ag 1VlktliateAg,Ra#e Aseat D/T DepthAOlifVA1166' Adj Reason° `' liistValue
AF' 1 2501 1 0 901 2 1 i26 21,1501 11 21,150
Total;21150 F 21,150
Sales lnfoimatLori;;
1 Code D61id A- :::;Des`cri tioii': , p =: Date .., Book rPag"iig Amount " VZ Q C PCC?
SQ WD WARRANTY DEED 03/01/2018 09092 0189 50,000 V 01
SU WD WARRANTY DEED 07/01/2017 08958 0710 16,000 V 37
SU QD I QUITCLAIM DEED 11/01/2009 07293 1856 100 I 11
Created By ;Date '" ='"..; <Nores"
Unknown 08/02/2017 08:54 AM DB-150-41-WD DB-160-437-WD HOUSE DEMOLISHED 7-25-97 7293-1854-DC
Page 1 of 1
IN
E
I
0 1 111 :11114 01: 1 I I A
Altamonte Springs, Casselberry, Lake Mary, Longwood, Oviedo, Sanford,
Seminole County, Winter Springs
Florida Statutes are quoted here in part for your information to indicate the authority for exemptions for
homeowners from qualifying as contractors and to express any applicable restrictions and responsibilities.
OWNERS MUST PERSONALLY APPEAR AT THE BUILDING DIVISION TO SIGN THIS DOCUMENT
BY SIGNING THIS STATEMENT, I ATTEST THAT: (Initial to the left of each statement)
I understand that state law requires construction to be done by a licensed contractor and have applied for
an owner -builder permit under an exemption from the law. The exemption specifies that 1, as the owner of
the property listed, may act as my own contractor with certain restrictions even though I do not have a
license.
I understand that building permits are not required to be signed by a property owner unless he or she is
responsible for the construction and is not hiring a licensed contractor to assume responsibility.
I understand that, as an owner -builder, I am the responsible party of record on a permit. I understand that I
may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed
in his or her name instead of my own name. I also understand that a contractor is required by law to be
licensed in Florida and to list his or her license numbers on all permit and contracts.
I understand that I may build or improve a one -family or two-family residence or a farm outbuilding. I
may also build or improve a commercial building if the costs do not exceed $75,000. The building or
residence must be for my own use or occupancy. It may not be built or substantially improved for sale or
lease. If a building or residence that I have built or substantially improved myself is sold or leased within
in I year after the construction is complete, the law will presume that I built or substantially improved it
for sale or lease, which violates this exemption.
I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction.
I understand that I may not hire an unlicensed individual person to act as my contractor or to supervise
persons working on my building or residence. It is my responsibility to ensure that the persons whom 1
employ have the licenses required by law and by city ordinance.
I understand that it is a frequent practice of unlicensed persons to have the property owner obtain an
owner -builder pen -nit that erroneously implies that the property owner is providing his or her own labor
and materials. 1, as an owner -builder, may be held liable and subjected to serious financial risk for any
injuries sustained by an unlicensed person or his or her employees while working on my property. My
homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -
builder and am aware of the limits of my insurance coverage for injuries to workers on my property.
I understand that I may not delegate the responsibility for supervising work to a licensed contractor who is
not licensed to perform the work being done. Any person working on my building who Is not licensed
must work under my direct supervision and must be employed by me, which means that I must
comply with laws requiring the withholding of federal income tax and social security contributions
under the Federal Insurance Contributions Act (FICA) and must provide workers' compensation
for the employee. I understand that my failure to follow these laws may subject me to serious financial
risk.
Rev. 9.14.2009
IN
I agree that, as the party legally and financially responsible for this proposed construction activity, I will
abide by all applicable laws and requirements that govern owner -builders as well as employers. I also
understand that the construction must comply with all applicable laws, ordinances, building codes, and
zoning regulations.
I am of aware of construction practices and I have access to the Florida Building Codes.
I understand that I may obtain more information regarding my obligations as an employer from the Internal
Revenue Service, the United States Small Business Administration, the Florida Department of Financial
Services, and the Florida Department of Revenue. I also understand that I may contact the Florida
Construction Industry Licensing Board at 1-850-487-1395 or at www.myflorida.com/dbpr/pro/cilb/ for
more information about licensed contractors.
I am aware of, and consent to, an owner -builder building permit applied for in my name and understand
I am the party legally and financially responsible for the proposed construction activity at the address17VIthatlistedbelow.
1111, 1 agree to notify the building department immediately of any additions, deletions, or changes to any of the
441 information that I have provided on this disclosure or in the permit application package.
Licensed contractors are regulated by laws designed to protect the public. if you contract with a person
who does not have a license, the Construction Industry Licensing Board, the Department of Business and
Professional Regulation and the building department may be unable to assist you with any financial loss
that you sustain as a result of a complaint. Your only remedy against an unlicensed contractor may be in
civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an
individual or firm is injured while working on your property, you may be held liable for damages. If you
obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying
whether the contractor is property licensed and the status of the contractor's workers' compensation
coverage.
Property Address: )
1.
I, . ,EOA 1* k'---__ , do hereby state that I am qualified
and capable of performing the requested construction involved with the permit application filed and agree to the
conditions specified above.
Signature`er-Builder Date
Form of Identification
Must be Photo ID)
A violation of this exemption is a misdemeanor of the first degree punishable by a term of imprisonment
not exceeding I year and a $1,000.00 fine in addition to any civil penalties. In addition, the local
permitting jurisdiction shall withhold final approval, revoke the permit, or pursue any action or remedy
for unlicensed activity against the owner and any person performing work that requires licensure under
the permit issued.
Rev. 9.14.2009
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
I' - v 3) s
STATEMENT NUMBER: 18100008 DATE: October 23, 2018BUILDINGAPPLICATION #: 18-10000862
BUILDING PERMIT NUMBER: 18,10000862
UNIT ADDRESS: ESCAMBIA DR 827 31-19-31-508-1900-0180
TRAFFIC 20NE:022 JURISDICTION: SEC: TWP: RNG-
SUBDIVISION: SUF: PARCEL:
PLAT BOOK: PLAT BOOK PAGE: BLOCK:
TRACT:
LOT:
OWNER NAME:
ADDRESS:
APPADDLICANT NAME: KEVIN & KATHLEENRESS: 541 E ORANGE PARTIN
ST ALTAMONTE SPRINGS FL 32701
LAND USE: SINGLE FAMILY RESIDENCETYPEUSE:
WORK DESCRIPTION: CITY-SANFORDSPECIALNOTES: 827 ESCAMBIA DR SAN LANTA / SFR
FEE BENEFIT RATE ------- TYPE DIST SCHED
UNIT
RATE
CALL ----- UNIT _ ----- TOTAL DUEUNITSTYPE
ROADS-ARTERIALS N/A
Single FamilyHousingROAD --COLLECTORS N/AS 705.00 1.000 dwl unit 705.00
S,
S
ngle.Family HousingFIREESUEN/A
00 1.000 dwl unit 00
LIBRARY N/A
Single Family Housing 54.00 1.000
00
SSCH N/A dwl unit 54.00S901ngleFamilyHousingPARKSN/A 91000.00 1.000 dwl unit 91000.00
LAW ENFORCE N/A 00
DRAINAGE N/A 00
CREDIT FEES: 00
SCI LIBRARY R
Single Family HousingSCIOLSR 54.00 1.000 dwl unit 54.00- Single Family HousingSCIRADARTERALSR 91000.00 1.000 dwl unit 91000.00-
Single Family Housing 705.00 1.000 dwl unit 705.00- AMOUNT DUE 00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTEN &NUEST WITHIN 45 CALENDARDAYSOFTHEDATEABOVEBUTNOLATERTCERTIFICATEOFOCCUPAN6YOROCCUPANCY. THE REQUEST FOR REVIEWMUSTMEETTHERE8UIREMENTSOFTHECOUNTYLANDDEVELOPMENTCODE. COPIES OF RULES OVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORDBUILDINGDEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT SHOULD BE By CHECK OR MONEY ORDER AND SHOULREFRENE THECOUNTYBUILDINGPERMITNUMBERATTHE +OP LEFT OFD THISESTATCEMENT. THIS STATEMENT
IS No LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN60CALENDARDAYSFROMTHEDATEABOVE
T\TC01M COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Titan Mech Partin Rvd MJS 010819 Builder Name:
Street: 827 Escambia Drive Permit Office: 9 0 1 8
City, State, Zip: Sanford , FL, 32771 Permit Number:
Owner: Partin Residence Jurisdiction:
Design Location: FL, Sanford County: Seminole (Florida Climate Zone 2)
1. New construction or existing New (From Plans) 9. Wall Types (1500.3 sqft,) Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.0 1217.20 ft2
b. Frame - Wood, Adjacent R=13.0 283.11 ft2
3. Number of units, if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 2 d. N/A R= ft2
10. Ceiling Types (1220.0 sqft.) Insulation Area
5. Is this a worst me? No a. Under Attic (Vented) R=30.0 1220.00 ft'
6. Conditioned floor area above grade (W) 1220 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c, N/A
11. Ducts
R= ft2
R ft2
7. Windows(156.8 sqft,) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 217.6
a. U-Factor: Dbl, U=0.30 1%83 ft2
SHGC: SHGC=0.25
b. U-Factor: NIA ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: a. Central Unit 24,0 SEER:14.00
c. U-Factor. NIA ft2
SHGC: 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a, Electric Heat Pump 24.0 HSPF:8,50
SHGC:
Area Weighted Average Overhang Depth: 3.403 ft.
Area Weighted Average SHGC: 0.250 14, Hot water systems
a. Electric Cap: 50 gallons 8.
Floor Types (1220.0 sqft.) Insulation Area EF: 0,950 a.
Slab -On -Grade Edge Insulation R=O.O 1220,00 ft2 b. Conservation features b.
N/A R= ft2 None c,
N/A R= ft2 15. Credits Pstat Glass/
Floor Area: 0.129 Total
Proposed Modified Loads: 42.68 PASS TotalBaselineLoads: 42.72 1
hereby certify that the plans and specifications covered by Review of the plans and this
calculation are in compliance with the Florida Energy specifications covered by this 40 Code.
calculation indicates compliance with
the Florida Energy Code. h
PREPARED
BY: --MAf3-QAREL-,21MS ER1339 Before construction is completed DATE:
this building will be inspected for 2019.
01 ,08 17:23-127 --5 compliance with Section 553,908 I
hereby certify that this building, as designed, is in compliance Florida Statutes. with
the Florida Energy Code. WE OWNER/
AGENT: BUILDING OFFICIAL: DATE:
DATE: Compliance
requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified
factory -sealed in accordance with R403.3.2.1. Compliance
requires an Air Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and this project requires an envelope
leakage test report with envelope leakage no greater than 7.00 ACH60 (R402.4.1.2). 118/
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t
T
PnPM PAM-9f`117 INPUT SUMMARY CHECKLIST REPORT
PROJECT
Title: Titan Mech Partin Rvd MJS 0 Bedrooms: 2 Address Type: Street Address
Building Type: User Conditioned Area: 1220 Lot #
Owner Name: Partin Residence Total Stories: 1 Block/Subdivision:
of Units: I Worst Case: No PlatBook:
Builder Name: Rotate Angle: 0 Street: 827 Escambia Drive
Permit Office: Cross Ventilation: County: Seminole
Jurisdiction: Whole House Fan: City, State, Zip: Sanford
Family Type: Single-family FL, 32771
New/Existing: New (From Plans)
Comment:
CLIMATE
Design Temp Int Design Temp Heating Design Daily Temp
Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL, Sanford FL—ORLANDO—SANFOR 39 93 70 75 677 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 1220 11346
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
Main 1220 11346 Yes 3 2 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter R-Value Area Tile Wood Carpet
I Slab -On -Grade Edge Insulatio Main 1253 ft 0 1220 ft' 0 0 1
ROOF
Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch
V/ # Type Materials Area Area Color Barr Absor, Tested Tested Insul, (deg)
I Hip Composition shingles 1466 111 0 ft' Medium N 0.75 No 0.9 No 0,5 333
ATTIC
V/ # Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1220 W N N
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) Main 30 Blown 1220 ft' 0.11 Wood
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WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
Space
1 E Garage Frame - Wood Main 13 25 4 9 4 236A ft' 0.5 0,23 0,01 0
2 S Garage Frame - Wood Main 13 5 9 4 46.7 ft2 0.5 0.23 0.01 0
3 E Exterior Concrete Block - Int Insul Main 4 16 9 9 4 156.3 W 0 0 0,3 0
4 E Exterior Concrete Block - Int Insul Main 4 14 4 9 4 1318 ft' 0 0 0.3 0
5 N Exterior Concrete Block - Int Insul Main 4 24 9 4 224.0 ft2 0 0 0.3 0
6 W Exterior Concrete Block - Int Insul Main 4 57 9 4 532,0 ft2 0 0 0.3 0
7 S Exterior Concrete Block - Int Insul Main 4 18 4 9 4 171.1 W 0 0 0.3 0
DOORS
V Omt Door Type Space Storms U-Value Width HeightIn Area
Ft In Ft
1 E Wood Main None 46 3 6 8 20 W
2 E Insulated Main None 46 3 6 8 20 ft2
3 S Wood Main None A6 2 6 6 8 161 ft'
WINDOWS
Orientation shown is the entered, Procosed orientation.
Wall Overhang
V, Omt ID Frame Pares NFRC U-Factor SHGC Imp Area Depth Separation In( Shade Screening
I E 3 Vinyl Low-E Double Yes 0.3 0,25 N 63 ft' 8 If 0 in 0 It 6 in Drapes/blinds None
2 E 3 Vinyl Low-E Double Yes 0.3 0.25 N 30.0 ft" 8 ft 0 in 0 If 6 in Drapes/blinds None
3 E 4 Vinyl Low-E Double Yes 0.3 015 N 30,0 W 2 It 0 in 0ft6in Drapes/blinds None
4 N 5 Vinyl Low-E Double Yes 0,3 0.25 N 6.7 ft2 2 ft 0 in 0 ft 6 in Drapes/blinds None
5 W 6 Vinyl Low-E Double Yes 0.3 015 N 8.0 112 2 ft 0 in 0 It 6 in Drapes/blinds None
6 W 6 Vinyl Low-E Double Yes 0.3 0,25 N 12,5 ft2 2 ft 0 in 0 ft 6 in Drapes/blinds None
7 W 6 Vinyl Low-E Double Yes 0.3 0.25 N 48.0 ft2 2 It 0 in 0 ft 6 in Drapes/blinds None
8 W 6 Vinyl Low-E Double Yes 0.3 0,25 N 15.0 111 2 It 0 in 0 ft 6 in Drapes/blinds None
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 625 ft' 625 ft' 68 It 8 ft
INFILTRATION
Scope Method SLA CFM 50 ELA EqLA ACH ACH 50
1 Wholehouse Proposed ACH(50) .000414 13237 72.67 136.67 1653 7
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FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:8,5 24 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 14 24 kBtu/hr 700 cfm 0.75 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
I Electric None Garage 0.95 50 gal 50 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC Collector Storage
Cert # Company Name System Model # Collector Model Area Volume FEF
None None ftz
DUCTS
supply Return -- Air CFM 25 CFM25 HVAC #
V # Location R-Value Area Location Area Leakage Type Handier TOT OUT ON RLF Heat Coot
1 Attic 6 217.6 ft Attic 54A ft2 Default Leakage Main Default) (Default) 1 1
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Coolin Jan Feb Mar9
Heating Jan Feb MHHHX Apr
AprW May Jun Jul ri Aug, May Jun Jul AIrirl SepXjSep Oct
Oct
Nov
Nov
Dec
Dec
Venting Jan Feb M 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
MECHANICAL VENTILATION
Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System
None 0 0 0 1 - Electric Heat Pump 0% 1 - Central Unit
MASS
Mass Type Area Thickness Furniture Fraction Space
Default lbs/sq.ft. 0 ft2 0 ft 0.3 Main
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ESTIMATED ENERGY PERFORMANCE INDEX* = 100
The lower the Energy Performance Index, the more efficient the home.
1,New home or, addition 1._New(FIomPlann) 12,Ducts location & insulation level
a) Supply ducts R6,Q
2.Single-family ormultiple-family 2_E8 faINy b)Return ducts Rf,J
c>AHU location Main
3.No. ofunits (if mu}Up|e'fami}y> 3,1_ 4,
Number ofbedrooms 4 2_ 13. Cooling system: C a>
Split system 8EERl4,0 5.
iathis aworst case? (yem/no) 5 NoL_ b>Single package SEER_____ o) Gmund/watermuuma
GEER/OOF_____ 8. Conditioned floor
area (oq, ft) 0.122IL_ d}Room unit/PTAC EER_____ a> Other 7.
Windows, type
and area a>U-factpr(
waigNedaverage) 7m.030K0_ b> Solar Heat
Gain CoeM5dani(GHGC) 7h,l250_ 14. Heating system-. Capaoity___14.0 c>Area 7o.
156& a>Split system heat pump H8PF_8,5 b) Single package
heat pump M8PF_____ O. Skylights u)
Electric resistance COP a) U-factor: (
weighted average) 80.NA_ d) Gas furnace, natural gas AFUE_____ b> Solar Heat
Gain Coefficient (8HGC) 8b mA_ e} Gas furnace, LPG AFUE_____ Other 9. Floor
type,
insulation (ava|: a) Slab -on -
grade (R'vaue) 9a.0,0_ b)Wood, raised (
R°e{ue) 9b. 15.Water heating system o)Concrete, raised (
R- a|ue) go. o)Electric resistance EF0.95 b)Gas fired,
natural gas 2F_____ 10 Wall type
and inmu|ation o>Gas fired, LPG EF_____. A. Exterior d)
Solar system with tank EF_____ 1.Wood frame (
insulation R-veiue) 1041, e>Dedicated heat pump with tank EF____ 2. Masonry (Insulation
R-va|ue> 10/2.4lL Heat recovery unit HeatRecY6_____ 8.Adjanen*: g)
CVher 1,Wood frame (
Insulation R+e(uo) 10131.__13 0___ 2, Masonry (Insulation
R-vaiue> 1882.______ 10. HVACcredits claimed (
Performance Method) 11.Ceiling type and
insulation level a>Ceiling fans a>Under attic 1la,
Xl_ b>Cross ventilation No b)Single assembly 11h, dWhole
house fan No 4Knee walls/skylight walls 11u d>
N|u|dzonocooling credit d)Radiant barrier installed 11d No_ o)Muidzonoheating
credit Programmable thermostat Y±s Label required by Section R303.
1.3of the Florida
Building Code, Energy Conservation, if not DEFAULT, certify that this home has complied with the Florida
Building Code, Energy Conservation, through the above energy saving features which will bainstalled (or exceeded) |nthis home
before final inspection. Otherwise, anew EPL display card will becompleted based oninstalled code compliant features, Builder Signature: Date:
Address o/New Home: Coy/FLZip: Sanford , FL 32771 1x8/20195:
21:43Pm EnergyGa"
geoUSA 6/0.uuVRov 1>'FlaRem2V17FBC8mEdition (2V1r) Compliant Software
Page 1ov1
Mandaton! Resuirements for Residential Performance, PrescriEtive and ERI Methods
IADDRESS: 827 Escambia Drive Permit Number:
Sanford , FL , 32771
k i -
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 verity 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 enveloW building thermal envelope shall comply with Sections R402.4,11 and R402.4.1.2.
The sealing methods between dissimilar materials shall allow for differential expansion and contraction.
El 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. I . 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 airElchangesperhourinClimateZonesIand2, 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)ft (9) 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.
EiR402.4.3 Fenestration air leakagel/Vindows, 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 L/s/m2), when tested according to NFRC 400 or
AAMA/ WDIVIAICSA 101/1.5.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
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MANDATORY REQUIREMENTS - (Continued)
mR402.4.4 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*2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfim (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/RESNETIICC 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), (9) 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.
ED R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
I 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 handier enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
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.
FlR403.3.15 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums,
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41'C)
or below 55°F (1 3'C) shall be insulated to a minimum of R-3.
El 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,
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E] R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.S.6 Water heater efficiencies (Mandatory).
o R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 100°F to 140°F (38°C to 60'C).
R403.6.6.1.2 Shut down. A separate switch or a clearty 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 bumer(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 atilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
C] 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. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation
shall meet the following criteria:
1 The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-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).
0 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 aAIRFLOW
CFM/WATT)
RATE MAXIMUN
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
rB-. utility room 90 2.8 cfmtwatt An
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
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MANDATORY REQUIREMENTS - (Continued)
EiR403.7.1.1 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 CFIVI provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1 Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7, 1.1, and the heat pump total cooling capacity shall not be more than 1,15 times greater than the design cooling load even if
the design heating load is 1,15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
Ei R403.7.1.2.3 Fossil fuel heating equipment The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC--Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (1 O'C), and no
precipitation is failing and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4,8'C).
E] 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.
0 R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches, Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
El 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
El efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56, Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights,
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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 (Mandator^e energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights,
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2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Titan Mech Partin Rvd MJS 010819 Builder Name:
Street: 827 Escambia Drive Permit Office:
City, State, Zip: Sanford , FL , 32771 Permit Number:
Owner: Partin Residence Jurisdiction: LU
Design Location: FL, Sanford
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and any gaps in the air barrier shall be sealed, shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attic spaces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers 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
sealed, with a material having a thermal resistance of R-3
Knee walls shall be sealed. per inch minimum,
Exterior thermal envelope insulation for framed
walls shall be installed in substantial contact and
continuous alignment with the air banier.
Windows, skylights The space between window/door iambs 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 cra%&4space
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
Narrow cavities cavities shall be filled by insulation that on
installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spa s.
Recessed fighting 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 Wring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
exteuO ebipd Q42ing and Acing-
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
I beb=aa fi[e Al2ritlhle[ rgygL Qlatea al3d ZWIIA gr geilioaa,
a. In addition, inspection of log walls shall be in accordance with the provisions of IGG-400.
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Envelope Leakage Test Report (Blower Door Test)
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building Code, Energy Conservation, 6th Edition
Jurisdiction:
Address: 827 Escambia Drive
EMIL=
01L,• I :
I 111*10.1111YEII Permit #:
State:
FL ACH(
50) When
ACH(50) is less than 3, Mechanical Ventilation installation must
be verified by building department. Method
for calculating builglpq yqlUtne: 0
Retrieved from architectural plans 0
Code software calculated 0
Field measured and calculated R402.
4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNETIICC 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 Statues.or individuals licensed as set forth in Section 489.
105(3)(f), (9), 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 thecode oftial. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During
testing: 1.
Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control
measures. 2.
Dampers including exhaust, intake, makeup air, back draft 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. Company
Name: Phone: I
hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy
Conservation requirements according to the compliance method selected above. Signature
of Tester: Printed
Name of Tester: License/
Certification #: Date
of Test: Issuing
Authority: 1/
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Manual S Compliance Report Job: Titan Mechanical 827 Es
wrightsoft Date: JAN 8, 2019
Entire House By: Energycalcs.net
Titan Mechanical
Energycalcs.net 267 deleon road, Debary, FL 32713 Licensez CAC058194 GARY ALTMAN
Project Information
For: Partin Residence
827 Escambia Drive, Sanford, FL 32771
Outdoor design DB: 910*F Sensible gain: 19971 Btuh
Outdoor design WB: 76,0'F Latent gain: 2529 Btuh
Indoor design DB: 75,0'F Total gain: 22500 Btuh
Indoor RK 50% Estimated airflow: 700 cfm
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split ASHP
Manufacturer: 2 TON HEAT PUMP
Actual airflow: 700 cfm
Sensible capacity, 21000 Btuh
Latent capacity.- 3000 Btuh
Total capacity: 24000 Btuh
ZIERSIM =.
105% of load
1191/6 of load
107% of load SHR: 88%
M! "M I ra 119 rM wo
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split ASHP
Manufacturer: 2 TON HEAT PUMP Model:
Actual airflow: 700 cfm
Output capacity: 24000 Btuh 12711/6 of load
Supplemental heat required: 0 Btuh
Meets all requirements of ACCA Manual S.
Entering coil DB: 69-40F
Capacity balance: 0 OF
Economic balance: 0 OF
wrightsoft- 2019-Jan-08 17:14:50
AMRight -suit eO Universal 2018 18,0,16 RSUI9927 Page I
ggle\DownloadaVntanMech Partin Rvi:1010819.rup Caic-MJB Front Door taoes: E
Job: Titan Mechanical 827 Es
writs gtIloftBuilding Analysis Date: JAN 8, 2019 Entire
House By: Energycalcs.net Titan
Mechanical Energycalcs.
net 267 deleon road, Debary, FL 32713 License: CAC058194 GARY ALTMAN Project
Information For:
Partin Residence 827
Escambia Drive, Sanford, FL 32771 J
Location:
Indoor: Heating Cooling Sanford,
FL, US Indoor temperature (OF) 70 75 Elevation:
55 ft Design TD (OF) 32 18 Latitude:
28'N Relative humidity 50 50 Outdoor:
Heating Cooling Moisture difference (gr/lb) 27.8 43,5 Dry
bulb (OF) 38 93 Infiltration: Dailyrange (
OF) - 20 M Method Simplified Wet
bulb (* F) - 76 Construction quality Average Wind
speed (mph) 15.0 7.5 Fireplaces 0 iw
Component
Btuhffe Btuh of load Walls
42 5451 28.9 Glazing
112 1772 9.4 Doors
12,5 683 3.6 Ceilings
1.0 1247 6.6 Floors
3.4 4146 22.0 Infiltration
2,4 2973 15.8 Ducts
2589 13.7 Piping
0 0 Humidification
0 0 Ventilation
0 0 Adjustments
0 Total
18861, 100.01 I
Cooling Component
Btu h/ft2 Btuh of load Walls
2.4 3028 15.2 Glazing
29.5 4672 23.4 Doors
11.5 630 12 Ceilings
17 2066 10.3 Floors
0 0 0 Infiltration
0.7 855 4.3 Ducts
3532 17.7 Ventilation
0 0 Internal
gains 5190 26.0 Blower
0 0 Adjustments
0 Total
19971, 100.0, Latent
Cooling Load = 2529 Btuh Overall
U-value = 0.106 Btuh/IP-*F Data
entries checked. WE
K-
0 wrilptWooft,
2019-Jan-08 17:14:50 Right-
SuiteO Universal 2018 18,0,16 RSU19927 Page 1 ggielDownloadskTilan
Mach Partin Rvd 010819rup Calc - MJ8 Front Door faces: E
Job: Titan Mechanical $27 Es
wrightsoft. Project Summary Date: JAN 8, 2019
Entire House By: Enorgycalcs.not
Titan Mechanical
Energycaics.net 267 deleon road, Debary, FL 32713 License: CAC058194 GARY ALTMAN
For: Partin Residence
827 Escambia Drive, Sanford, FL 32771
Notes:
Design Info . ation
Weather: Sanford, FL, US
I III •- 0 1 0 •
38 OF
70 OF
32 OF
Heating Summary
Structure 16271 Btuh
Ducts 2589 Btuh
Central vent (0 cfm) 0 Btuh
none)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 18861 Btuh
Infiltration
Method
Construction quality
Fireplaces
Simplified
Average
Heatin Coollin
Area (ft 121 121
Volume (ft3) 11282 11282
Air chan es/hour 0.45 0.23
Equiv. A F (cfm) 85 43
Heating Equipment Summary
Make 2 TON HEAT PUMP
Trade
Model
AHRI ref
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
Ca pacity ba lance po int = 0 OF
8.5 HSPF
24000 Btu h@47-F
31 F
700 cfm
0.037 cfm/Btuh
0,40 in H2O
Summer Design Conditions
Outside db 93 OF
Inside db 75 F
Design TD 18 F
Daily range M
Relative humidity 50
Moisture difference 44 gr/lb
Sensible Cooling Equipment Load Sizing
Structure 16440 Btuh
Ducts 3532 Btuh
Central vent (0 cfm) 0 Btuh
none)
Blower 0 Btuh
Use manufacturers data y
Rate/swin multiplier 1.00
Equipmen? sensible load 19971 Btuh
Latent Cooling Equipment Load Sizing
Structure 1877 Btuh
Ducts 652 Btuh
Central vent (0 cfm) 0 Btuh
gone)
Equipment latent load 2529 Btuh
Equipment Total Load (Sen+Lat) 22500 Btuh
Req. total capacity at 0,83 SHR 2.0 ton
Cooling Equipment Summary
Make 2 TON HEAT PUMP
Trade
Cond
Coil
AHRI ref
Efficiency
Sensible cooling
Latent cooling
Total cooling
Actual air flow
Air flow factor
Static pressure
Load sensible heat ratio
14 SEER
19920 Btuh
4080 Btuh
24000 Btuh
700 cfm
0,035 cfm/Btuh
0.40 in H20
0,89
Backup:
Input = 8 kW, Output = 26765 Btuh, 100 AFUE
801d1l"alic values have been manually overilddon
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Right -Suite(& universal 2018 18 0,16 RSU19927
2019-Jan-08 17:14:51
Pagel
ggie\Downloads\ritanMechPaninRvdOI0819,rup Cac-MJ8 FrontDoorfares: E
RI 3
Job #: Titan Mechanical 827 Escambia
Performed by Energycales.net for:
Partin Residence
27 Escambia Drive
Sanford, FL 32771
Level I
Titan Mechanical
Energycaics.net 267 deleon road
Debary, FL 32713
Scale: 1 : 95
Page I
Right-SuiteO Universal 2018
18,016 RSU19927
2019-Jan-08 17:15:06
Titan Mech Partin RA 010819,
Job: Titan Mechanical 827 Es
wrightsoft Duct System Summary Date: JAN$, 2019
Entire House By: En"ycaics.net
Titan Mechanical
EnoMycalcsoat 267 deleon road, Debary, FL 32713 License: CAC058194 GARY ALTMAN
For: Partin Residence
827 Escambia Drive, Sanford, FL 32771
External static pressure
Pressure losses
Available static pressure
Supply I return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.40 in H2O
0 in H2O
0.40 in H2O
0,342 / 0.058 in H2O
0,265 in/100ft
700 cfm
151 ft
Cooling
0.40 in H2O
0 in H2O
0.40 in H2O
0,342 / 0,058 in H2O
0,265 in/100ft
700 cfm
Supply Branch Detail 'Table
Name
Design
Btuh)
Htg
cfm)
Cig
cfm)
Design
FR
Diam
in)
H x W
in)
Duct
Matl
Actual
Ln (ft)
Ftg.Eqv
Ln (ft) Trunk
BDRM h 3494 130 82 0297 7.0 OX0 VlFx 15.1 100,0 SO
BTH h 800 30 19 0.307 4.O Ox 0 VlFx 11.1 100,0 SO
GREAT RM c 3577 90 125 0.295 7.0 Ox 0 VlFx 25,6 90.0 W
KITCHENONING c 3031 53 106 0,435 6.0 Ox 0 VlFx 8.5 70.0
KITCHENIDINING-A c 3031 53 106 0,300 6,0 Ox 0 VlFx 24.0 90.0 st2
LAUNDRY h 1297 48 43 0.297 5.0 Ox 0 VlFx 15.2 100.0 stl
M.6DRM h 4314 160 153 0290 7.0 Ox 0 VlFx 27.8 90.0 st2
M,8TH h 2395 89 38 0.265 6,O Ox 0 VlFx 33,8 95.0 st2
Rooml h 543 20 15 0307 4.0 Ox 0 VlFx 11,2 100,0 SO
WIC h 7521 28 12 0.290 40 Ox 0 VlFx 27,9 90.0 W
Supply Trunk Detail Table
Trunk Htg Cig Design Veloc Diam H x W Duct
Name Type cfm) cfm) FR fpm) in) in) Material Trunk]
sti Peak AVF 228 160 0.297 652 8,0 0 x 0 VinIFIx
W Peak AVF 420 434 0.265 553 12.0
1
0 x 0 VinIFIx
Soldfitalic values have been manually overridden
201 9Wan-08 17:14:5 1
wrightsRig
oft-
nt-Su iteO U niv ersal 2018 18,0.16 RSU 1 !4927 Page 1 1-
1-1111-- ggielDowntoads\
Titan Mech Partin Rvd 010819.rup GaIc - MJB Front Door faces: E
Return Branch Detail Table
Name
Grille
Size (in)
Htg
Cfm)
CIg
Cfm)
TEL
ft)
Design
FIR
Veloc
fpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Matl Trunk
rb2 ox 0 700 700 2ZO 0265 501 16,0 Ox 0 VlFx rst2
Return Trunk Detail Table
Name
Trunk
Type
Htg
Cfm)
CIg
Cfm)
Design
FIR
Veloc
fpm)
Diam
in)
H x W
in)
Duct
Material Trunk
rst2 Peak AVF 700 700 0265 655 14.0 0 x 0 VinIFIx
wrightsow
2019-Jan-081714:51
1- 1 -11-11 Right-SulteO Universal 201818.0.16 RSU19927 Page 2
AM ... gglelDownloadsMtan Mech Partin Rvd 010819.rup Calc-10,18 Front Door faces: E
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek'
RE: 1524452 -
Site Information:
Customer Info: Partin Plumbing
Lot/Block:
Address: 827 Escambia Dr
City: Sanford
R', 1(Y)"I" I') (`(gym,.
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Project Name: Partin Residence Model: Custom
Subdivision:
State: Florida
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE7-10 Wind Speed: 139 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 29 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name Date
1 T16097363CJ1 1/24/19 18 T16097380 T09 1/24/19
2 T16097364 EJ11 1/24/19 :19 T16097381 T10 1/24/19
3 T16097365 EJ1A 1/24/19 ,20 T16097382 T11 1/24/19
4 T16097366 EJ3 1/24/19 21 T16097383 T12 1/24/19
5 T16097367 HA 1/24/19 '22 T16097384 T13 1/24/19
6 T16097368 HJ1A 1/24/19 123 T16097385 T14 1/24/19
7 T16097369 HJ3 124 T16097386 V01 1/24/19
8 T16097370 PB01 1/24/19 i25 T1 6097387VO2 1/24/19
9 T16097371 PB02 1/24/19 126 T1 6097388VO3 1/24/19
10 T16097372 T01 1/24/19 127 T`16097389VO4 1/24/19
11 T116097373T02 1/24/19 128 T16097390 V05 1/24/19
T16097374 T03 1/24/19 i29 T16097391 V06
13 T16097375 T04 1/24/19
14 T16097376 T05 1/24/19
15 T16097377 T06 1/24/19
16 T16097378 T07 1/24/19
17
The truss drawing(s) referenced above have been prepared by 0 1 N
MiTek USA, Inc. under my direct supervision based on the parameters
N**
ee
provided by Builders FirstSource - Plant City.
Truss Design Engineer's Name: Velez, Joaquin 8182
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification 7S TATE 0 F 441 thattheengineernamedislicensedinthejurisdiction(s) identified and that the w, 0 44, designs
comply with ANSI/TPI 1. These designs are based upon parameters shown (
e.g., loads, supports, dimensions, design 10 "kO shapesandcodes), which were R e",
giventoMiTek. Any project specific information included is for MiTek's customers file
reference purpose only, and was not taken into account in the preparation of t N At- %%0' 11101111101
these
designs. MiTek has not independently verified the applicability of the design parameters
or the designs for any particular building. Before use, the building designer Joaqulo Velez P No,68182 should
verify applicability of design parameters and properly incorporate these designs L GO 6634 into
the overall building design per ANSI/TPI 1, Chapter 2. 69D4 Parka Eas ,Blvd, Tampa FL 13610 Date:
January
24,2019 Velez,
Joaquin I of I
Job
1524452 CJ1
T16097363
Corner Jack
33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:36 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-9HWEBuh42IMFUvAcisQI 7yDwvK9-PTR7Yi5?zazsQtt)
2-0-0 0-11-4
2-0-0 6,11
Scale: 1'=I'
Plate Offsets (X,Y)-- V4:9-670,0-0-101-
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39
TCDL 10,0 Lumber DOL 1.25 BC 0.01
BCLL 0.0 Rep Stress Incr YES WEI 0.00
BCDL 10.0 Code FBC2017/TP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No,2
REACTIONS. (lb/size) 3=-124/Mechanical,2=308/0-8-0,4=9/MechanicaI
Max Horz 2=63(LC 12)
Max Uplift 3=-124(LC 1). 2=-125(LC 12)
Max Grav 3=59(LC 12), 2=308(LC 1), 4= 1 71LC 3)
FORCES, (lb) - Max, Comp./Max, Ten, - All forces 250 (lb) or less except when shown.
7
6
0-11-4
6-11-4
DEFL- in (loc) I/def] L/d PLATES GRIP
Vert(LL) -0.00 2 >999 240 MT20 244/190
Vert(CT) -0,00 2 >999 180
Horz(CT) 0.00 3 n/a Ma
Weight: 7 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins,
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10 Vult= 1 39mph (3-second gust) Vasd= 1 08mph: TCDL=4.2psf; BCDL=3,Opsf: h= 1 5ft; Cat, 11; Exp C; Encl.,
GCpi=0,18: MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and night exposed ; end vertical left and night 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 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 fall 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) except (jt=lb)
3=124,2=125.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code,"
Joaquin Velez PE No,68182
ll USA, Inc. FL Cart 66U
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 410,7473 rev. 10,10=015 BEFORE USE.
Design valid for use only with Wek(f) connectors This design is based only upon parameters shown, and is for an individual building component not
a truss system Before use, the building designer must 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/ord/or chord members only, Additional temporary and permanent bracing M!Tek'
is always required for stability and to prevent collapse with possible personol injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANV4MI Quallilly Cd1ledi D049 and SCSI Buldlinig Component 6904 Parke East Blvd,
Safety Informatlitdilavoilabie from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 33610
Job
1524452 EJ1
T16097364
Jack -Open 30
8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:37 2019 Page 1
ID:Ut QvTUm?zt2Ds3Uah3ckvySplh-dU4cPEiip3U662loGaxGgAm5fkVE8wsGmNgYV1 zsOta
2.0.0 1.0.0
2-0-0 1.0-0
Scale = 1:12,3
3x6 ','..... 3
1.0.0
1-0.0
Plate Offsets (X,Y)--[2:0-6-010-0-10i,_(3:0-1.9,0-8-8j, [3:0 1-3,0-1-12j, j4:0 0-0;0 1-12]
LOADING (psf) SPACING- 2.0-0 CBI- DEFL, in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.00 2 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180
BCLL 0.0 Rep Stress Incr YES W B 0.05 Hofz(CT) 0.00 nta n/a
BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 8 lb FT = 20°t
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins.
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) 2=318/0-8-0, 4 131/Mechanical
Max Horz 2=61(LC 12)
Max Uplift 2=-132(LC 12), 4=-131(LC 1)
Max Grav 2=318(LC 1), 4=70(LC 12)
FORCES. (lb) - Max. Camp,/Max. Ten. - All forces 250 (Ib) or less except when shown.
WEBS 3-4=-265/162
NOTES- (6)
1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. ll; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right 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 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) except Qt=lb)
2=132,4=131.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.66162
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANC€ PAGE Md-7473 rev. t 01Tt3l2Pt 5 BEFORE USE.
Design valid for use only with Wokre 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 ptoperly incorporate this design into the overall
buiding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing AM iTek'
is always required for stability and tc prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bfacing of trusses and truss systems, seeANSMI) Quaft CrStda, DSB49 and SCSI Buldfng Compontnt 6904 Parke Past Blvd.
tmSatisfyInfaatbmvoliable from Truss Plate Institute, 218 N- Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 33610
Job Truss Truss Type Qty Ply
T16097365
1524452 EJ1A Jack -Open 1 1
Job Reference _(oplionaO
Builders FirstS ource, Tampa, Plant City, Florida 33S66 8.220 s Nov 16 201B fkfek Industries, Inc. Wed Jan 23 15:39:38 2019 Page 1
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-59d?cajKaMczkCJ—qHSVCNIIS7rQtNwQ?1 a61 TZSQtZ
2-0-0 1.0-0
2-0-0 1-0-6
Scale = 1: 14,9
ADEQUATE
SUPPORT
REQUIRED
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.20
TCDL 10.0 Lumber DOL 1,25 BC 0,01
BCLL 0.0 Rep Stress Incr YES WEI 0.00
BCDL 10.0 Code FBC20171TPI2014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. lb/size) I = 1 22/Mechanical, 3= 11 O/Mechanical, 4= 1 O/Mechanical
Max Horz 3=73(LC 12)
Max Uplift I =-56(LC 12), 3=- 11 (LC 12)
Max Grav 1=134(LC 19), 3=1 IO(LC 1), 4=20(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown,
DEFL. in (loc) Ildeff Lid PLATES GRIP
Vert(LL) 0,02 1-2 >999 240 MT20 244/190
Vert(CT) -0.02 1-2 >999 180
Horz(CT) 0,01 4 Wei n/a
Weight: 7 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4,2psf; BGDL=3.0psf; h=15ft; Cat. 11, Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ' end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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) 1, 3.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE slo,68182
MiTaR USA, Inc. FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
January 24,2019
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED NIFTEK REFERANCE PAGE MN-7473 rev. IWMOIS BEFORE USE.
Design valid for use only with MiTeke 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 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, seeANSMIJ Quality Ctilleirla. DSB49 and IIICSI IlhAding Component 6904 Parke East Blvd.
Safety Intomatillairrovoilablis from Truss Plate Institute, 218 N Lee Street Suite 312, Alexandria, VA 22314 Tampa, FL 33610
Job
1524452 1 EJ3 Jack -Open
T16097366
M
8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:38 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-59d?caiKaMczkCJ-qHSVCNIEx7qTtNZQ?la6lTzsQtZ
2-0-0 3-0-0
2-0-0 _3_-o-_o
2x4 :
3
3-0-0300
LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/clefl L/d
TCLL 20.0 Plate Grip DOL 125 TC 0A8 Verl(LL) 0.00 2-4 999 240
TCDL 10,0 Lumber DOL 1.25 BC 0,07 Vert(CT) 0.00 2-4 999 180
BOLL 0.0 Rep Stress Incr YES WEI 0.02 Horz(CT) 0.00 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-P
Scale= 1: 19,0
PLATES GRIP
MT20 244/190
Weight 16 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No3
REACTIONS. (lb/size) 2=30610-8-0,4=36/lvlecldanical
Max Horz 2= 111 (LC 12)
Max Uplift 2=-82(LC 112), 4=-25(LC 12)
Max Grav 2=306(LC 1), 4=54(LC 3)
FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
NOTES- (6)
1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4,2psf; BCDL=3,Opsf; h=15ft; Cat. II: Exp C; Encl.,
GCpi=O. 18 ' MWFRS (envelope) and C-C Exterior(2) zone: cantilever left and right exposed ; end vertical left and night 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 nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opst 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 to uplift at joint(s) 2, 4,
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
MiTok USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 11111111,7473 rev. 1010312015 BEFORE USE,
Design valid for use only with MiTsikriO connectors This design is based only upon parameters shown, and is for an individual building component, not
a trum system Before use, the building designer must verify the abolica0litty of design parameters and property incorporate this design into the overall
bruitclrngdesiqrr Bracing indicated is to prevent buckling of individual truss wet, 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, seeANSVTPII Quaft CrIlrilida, DSB-69 and Dir-SI Buldhg Comportiont 6904 Parke East Blvd.
3alf4ty Informaillonovallable from Truss Plate institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 33610
Truss Type City Ply
T16097367
1524452 HJ1 Diagonal Hip Girder 3 1
Job, Re,
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018
ID:UI`jQvTUm?zt2Ds3Uah3ckvye
2-9-15 1-44
2-9-15 1-4-4
1-4-4
1-4-4
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/deft Ud
TCLL 20.0 Plate Grip DOL 1.25 TG 0.59 Vert(LL) 0.00 2 999 240
TCDL 10.0 Lumber DOL 125 BC 0,02 Vert(CT) 0.00 2 999 180
BCLL 0.0 Rep Stress Incr NO WEI 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-P
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD
ROT CHORD 2x4 SP No.2 BOT CHORD
REACTIONS. (lb/size) 2=430/0-10-15,4=12/Mechanical,3=-167/MechanicaI
Max Herz 2=63(LC 12)
Max Uplift 2=- 1 89(LC 8), 3=- 1 67(LC 1)
Max Gray, 2=430(LC 1). 4=25(LC 3), 3= 1 04(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1 18/254
Inc. Wed Jan 23 15:39:39 2019 Page 1
qLMuBO?zklbrN2XBXcqAZEhJfavzsQtY
Scale: 1"=1'
rn
PLATES GRIP
MT20 244/190
Weight: 9 Ito FT = 20%
Structural wood sheathing directly applied or 1-4-4 oc pudins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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,Opst 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) except Ot=lb)
2=1189,3=167.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
Joaquin Velez PE No.68182
kliTek USA, Inc, FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
January 24,2019
A.Ill, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED UtTEKREFERANCE PAGE M#-7473 rev. lavwOIS BEFORE USE.
Design valid for use only with MiTeW0 connectors, This design is based only upon parameters shown, and is for an individual building component. no,
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 .00 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
faOrrootion, storage delivery, erection and bracing of trusses and truss systems. seeANSVTPII QualIityCrIliefiG, DS049 and SCSI IkAdkV Component 6904 Parke East Blvd, Satiety
kitfortmationova(lobte from Truss Plate institute. 218 N fee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 33610
Job Truss Truss Type Oty Ply
T16097368
1524452 HAA Diagonal Hip Girder 1 1
Job Reference (optional)
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:40 2019 Page 1
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-1 2111 Gka5-shzWTNxiVzHoObExWNLHOiTL3D6MZSQtX
2-9-15 1-4-4
2-9-15 1-4-4
Scale = 1: 14 . 5
ADEQUATE
SUPPORT
REQUIRED
LOADING (psf) SPACING- 2-0-0 CSL
TCLL 20.0 Plate Grip DOL 1.25 TG 0.43
TCDL 10.0 Lumber DOL 1,25 BC 0.04
BCLL 0.0 Rep Stress Incr NO WB 0.00
BCDL 10.0 Code FBC2017/TP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
REACTIONS. (lb/size) 1=168/Mechanical,4=13/Mechanical,3=153/MechanicaI
Max Harz 4=72(LC 12)
Max Uplift 1 =-51 (LC 12), 3=-46(LC 12)
Max Grav 1 = I 68(LC 1), 4=27(LC 3), 3= 1 53(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/defl L/d PLATES GRIP
VerftLL) 0.07 1-2 >686 240 MT20 244/190
Vert(CT) -0.08 1-2 >647 180
Horz(CT) -0.03 3 n/a n/a
Weight: 9 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10; Vult= 1 39mph (3-second gust) Vasd= I 08mph ' TCDL=4.2psf; BCDL=3,Opsf: h= I 5ft; Cat. 11; Exp C: Encl.,
GCpi=O, 18; MWFRS (envelope) and C-C Corner(3) zone, cantilever left and right exposed ; end vertical Jett and night 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 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 tit 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, 3.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
Iii USA, Inc. Fl. Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ARTEK REFERANCE PAGE Wit-7473 rev, laWWIS BEFORE USE.
Design valid for use only with WOW connectors This design is based only upon parameters shown, and is for On individual building component, not
a truss system Before usethe 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 i M!Tek' is
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.
storage. delivery, erection and bracing Of trusses and truss SySteMS, soeANSV1PI1 "_' CrItsida. 01111111-1119 and 5CSi bulding Component 6904 Parke East Blvd, Safolly
Infoanatainova(lobie from Truss Plate, institute, 218 N Lee Street Suite 312 Alexandria, 1A 221 4 Tampa, FL 33610
Job Truss Truss Type City Ply
T16097369
1524452 HJ3 Diagonal Hip Girder
Builders Firstsource, Tampa, Plant City, Florida 321566-
2-9-15
LOADING (psf) SPACING- 2-0-0 CSIL
TCLL 20,0 Plate Grip DOL 1.25 TC 0.79
TCDL 10.0 Lumber DOL 1.25 BC 0.15
BCLL 0,0 Rep Stress Incr NO WB 0.19
BCDL 10.0 Code FBC2017fTP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SIP No,3
REACTIONS. (lb/size) 2=321/0-10-15,6=36/Mechanical
Max Harz 2= 11 O(LC 8)
Max Uplift 2=-189(LC 4), 6=-60(LC 5)
Max Grav 2=359(LC 32), 6=86(LC 32)
FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-244/374
BOT CHORD 2-7=-378/186
WEBS 3-7=-242/491
8.220 s Nov 16 2018 Mi I ek Industries, Inc. Wed Jan 23 15:39:40 2019 Page 1
I D:UfjQvTUm? zt2Ds3Uah3ckvySpl h-12111 Gka5-shzWTNxiVzHoOVixUfLFWiTL3D6MZ$QtX
1-5,7 2-2-11 4-2-3
1 1 ...... .. . ....
1-5-7 0.9-3 1-11-8
Scale = 1:18.5
DEFL. in (loc) I/defi Ud PLATES GRIP
Vert(LL) -0.02 2-7 >999 240 MT20 244/190
Vert(CT) -0.02 2-7 >999 180
Horz(CT) -0.00 6 n/a n/a
Weight: 22 lb FT = 200
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing,
NOTES- (8)
1) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.OpSf; h=15ft; Cat, 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed: 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 100 lb uplift at joint(s) 6 except (jt=lb)
2= 189.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 208 lb up at
1-4-15, and 109 lb down and 208 Ito up at 1-4-15 on top chord, and 0 Ito down at 1-4-15, and 0 Ito down at 1-4-15 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 (13).
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase= 1 .25, Plate Increase= 1,25
Uniform Loads (plf)
Vert: 1-5=-60, 2-6=-20
Concentrated Loads (lb)
Vert: 8=139(F=69, B=69)
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. I&IMMIS 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 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 comage For general guidance regarding the
fabrication, storage, doisvory, erection and bracing of trusses and truss systems, seeANSVTPII Qucdlty CrIteirla, DS549 and $CM WAdling Component
Safety Inforlinationavaiiable from Truss Plate institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
a['
MiTek'
6904 Parke East Blvd.
Tampa, Fl- 33610
Truss Truss Type City Ply
T16097370
1524452 PB01 PIGGYBACK
Builders FirstSource, Tam
I
pa Plant City,
I
Florida 33566
111-1
20
21 1
Job, Reference (optional)
8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:41 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-WFJ7FclCsH-Ybg2ZVPOCqOwsSLsW4kgsh?omeozsQtW
3-1-6
1-6-11
3x4 Scale = 1:7,3
3-1-6
1-6
2x4
Plate Offsets (X,Y)_-_- [3:0-2-0,Edgel
LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in floc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.02 VerffLL) -0.00 4 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.05 Vert(CT) -0.00 4 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) ODO 4 n/a n/a
BCDL 10,0 Code FBC2017/TPI2014 Matrix-P Weight: 8 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb(size) 2=91/1-6-8, 4=91/1-6-8
Max Horz 2=-23(LC 10)
Max Uplift 2=-25(LC 12), 4=-25(LC 13)
FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8)
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=3.Opsf; h=15ft: Cat. 11; Exp C; Encl.,
GCpi=0,18; MWFRS (envelope) and C-C Exterior(2) zone: cantilever left and right exposed; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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.Opst 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 joints) 2. 4.
6) NA
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
MiTelt USA, Inc, FL Cert 6634
6304 Parke East Blvd, Tampa FL 33610
Data:
January 24,2019
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERAmCE PAGE MX7473 rev. IMMIS BEFORE USE.
Design valid for use only with M!TekO connectors This design is based only upon parameters shown and is for on individual building component, not of' a truss system Before use, the building designer must Verify the applicability of design parameters and properly incorporate this design into the overall
bu0tIngdesign 13foong rridicated,sto prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent twocing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general quoicinceegardr-ig the
fabrication, storage, delivery, erection and bracing of trusses and truss systems SeEtANSWIsIll Quallilly Cdt*da, DSB49 and SCSI Balding Compansint 6904 Parke East Blvd,
SalIsity Informationavailable from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria VA 22314 Tampa, Fl, 33610
Job Truss Truss Type Qty Ply
T16097371
1524452 P602 Piggyback 1 1
Job Reference (optional)_,
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 KIiTek Industries, Inc. Wed Jan 23 15:39:42 2019 Page I
ID:UqQvTUm?zt2Ds3Uah3ckvySplh--RtVSxmqdb6PCqdl37XRNDTOBIBJpBe?WfYJAEZSQtV
2-10-3 5.8-6
2-10-3 2-10-3
4x6 Scale = 1:112
2xit 2x4
3
6
5-8-6
5-8-6
2x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/detl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.08 Vert(CT) 0.00 5 n/r 120
6CLL 0,0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 4 n1a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 18 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No3
REACTIONS. (lb/size) 2=119/4-2-8,4=119/4-2-8,6=150/4-2-8
Max Horz 2=46(LC 11)
Max Uplift 2.-40(LC 12), 4=45(LC 13), 6=- 1 4(C 12)
FORCES. (lb) - Max, Comp,/Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10 ' Vult=139mph (3-second gust) Vasd=108mph; TCIDL=42pisf; BCDL=3.Opsf; h=15ft; Cat. It: Exp C; Encl.,
GCpi=O. 18; MWFFIS (envelope) and C-C Extedor(2) zone: cantilever left and right exposed; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing,
4) This truss has been designed for a 10.0 pst 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) 2, 4, 6,
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No,68182
MiTok USA, Inc, FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFI(REFERANCE PAGE Af0-7473mv. I(Ma.W015 BEFORE USE.
Design valid for use only with MiTokO connectors This design is based only upon parameters shown, and is for an individual building component, not Nil' a truss system Before use, the Outriding designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent bucking of individual truss wet) and/or chord members only. Additionat 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. seeANSitirrIell Qualifty Criteria, D3849 and SCSI Wilding Component 6904 Parke East Blvd,
010ty Informcition3voilaNe from Truss Plate Institute, 218 IN Lee Street, Suite 312, Alexandra, VA 22314 Tampa, rL. 33610
Job
T16097372
1524452 T01 GABLE
ity, Florida 33566
4-11,5 12-8.0
4-1 i.5 7-8-11
8.00 1 12
4x6
8.220 s Nov 16 2018 Mi I ek Industries, Inc. Wed Jan 23 15:39:44 2019 Page 1
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-wq?Gtdn59CM7S7n8AYZvSeY9aYo8HzNlNz1 QF7zsQtT
20-4-11 25-4-0 27.4-0
3x6 - AIM) 3x6
3x8
4-11-5 12-8-0 20-4-11 25.4-0
4-11-5 7-8-'l 7-8-11 4-'11-5 Plate
Offse 0 'Q LOADING (
psf) SPACING- 2-0-0 TCLL
20.0 Plate Grip DOL 1.25 TCDL
10.0 Lumber DOL 1.25 BCLIL
0.0 Rep Stress Incr NO BCDIL
10.0 Code FBC2017/TP12014 LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x6 SP No.2 WEBS
2x4 SP No.3 OTHERS
20 SP No.3 REACTIONS. (
lb/size) 2=1240/0-8-0,8=1240/0-8-0 Max
Herz 2=268(LC 33) Max
Uplift 2=-508(LC 8), 8=-508(LC 9) Max
Grav 2= 1 455(LC 40), 8= 1 454(LC 4 1) Scale =
1:58A CS1.
DEFL. in (loc) I/defl Ud PLATES GRIP TC
0,92 Vert(LL) 0.07 11-13 >999 240 MT20 2441190 BC
OA4 Vert(CT) -0.13 11-13 >999 180 VVB
0,45 Horz(CT) 0.04 8 n/a n/a Matrix-
SH Weight: 206 In FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied, BOT
CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS
1 Row at micipt 7-11,3-11 FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-1979/670, 3-5=-1322/486, 5-7=-1322/486, 7-8=-1982/673 BOT
CHORD 2-13=-591/1762, 11-13=-591/1762, 10-11 =-460/1565, 8-1 0=-460/1565 WEBS
5-11 =-340/928, 7-11 =-747/394, 7-10=-95/411, 3-11 =-743/391, 3-13=-95/410 NOTES- (
11) 1 )
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4,2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl- GCpi=
0.18; MWFRS (envelope); cantilever left and night exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=
1.60 3)
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4)
All plates are 2x4 MT20 unless otherwise indicated. 5)
Gable studs spaced at 2-0-0 oc. 6)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *
This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=
508,8=508, 9)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 194 lb down and 126 lb up at 3-
0.0, 80 lb down and 34 lb up at 5-0-12, 80 Ito down and 34 lb up at 7-0-12, 80 lb down and 34 lb up at 9-0-12, 80 lb down and 34 Ibupat
11-0-12,801bdown and 341bupat 12-8-0,801bdown and 341bupat 14-3-4,801bdown and 341bupat 16-3-4,801b down and 34 lb
up at 18-3-4, and 80 lb down and 34 lb up at 20-3-4, and 194 lb down and 126 lb up at 22-3-4 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). 11) "This manufactured product
is designed as an individual building component, The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard
A WARNING - V.1fly
dirlig. pw...11els end READ NOTES ON THIS AND INCLUDED MITEK REFFRANCE PAGE M11,7473 re, 1W=015 BEFORE Use Design valid for use
only with mooke 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 brocing is always required for
stability and to prevent collapse with possible persona; injury and property damage. For general guidance regarding the fabrication, storage, delivery, election
and bracing of trusses and truss systems seeANSI Quality CrIlloda, D3549 and BCS1 BuldkV Component Safety linforlmatlonavollaNe from Truss
Plate institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314 Joaquin Velez PE No,
68182 MiTilk USA, Inc. FL
Cort 6634 6904 Parke East Blvd,
Tampa FL 33610 Date: January 24,2019
6904
Parke East Blvd.
Tampa, FL 33610
Job
1524452 T01 GABLE
T16097372
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced):
Uniform Loads (pit)
Vert: 1-5=-60, 5-9=-6(
Concentrated Loads (lb)
Lumber Increase= 1.25, Plate Increase= 1,25
2-8=-20
8.220 s Nov 16 2018 MiTek Industries, Inc, Wed Jan 23 15:39:44 2019 Page 2
ID:UqQvTUm?zt2Ds3Uah3ckvySplh-wq?Gtdn59CM7S7n8AYZvSeY9aYo8HzNlNz1 QF7zsQtT
Vert: I 1=-16(F) 10=-16(F) 13=-16(F) 34=-41 (F) 35=-16(F) 36=-16(F) 37=-16fl 38=-16(F) 39=-16(F) 40=-16(F) 41=-41 (F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITIEK REFERANCE PAGE 11,111-7473 rev, IM/2015 BEFORE USE.
Design valid for use only with Mileksb) 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 nfury and property damage. For general guidance regarding the
faixication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quallify Criteria, 03649 and SCSI Buldling Component 2 6904 Parke East Blvd,
Safety Informa"onava0able from Truss Plate institute, 218 N Lee Street, Suite 312, Alexandria VA 22314 1 Tampa, FL 33610
T16097373
1524452 T02
Tampa, Plant City
2.0-0 5-0-7
8,00 12
8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:45 2019 Page 1
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-OOYe4zoiwWUz3HMKkF48-s5Mky5VOTKScdm-nZzsQts
20-3-9 25-4-0 27-4-0 ,
4x6 :
6
Scale - 1:571
3x4 ex`l 3X4 2X4 3x4
3x8
5-0-7 12-8-0 20-3-9__,,, 25.4.0
5-0-7 7-7-8 7-7-9 5-0-8
LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.07 10-11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.17 10-11 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.05 8 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matnx-SH Weight: 136 In FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No,3 WEBS I Row at midpt 7-11,3-11
REACTIONS. (lb/size) 2=1127/0-8-0,8=1127/0-8-0
Max Horz 2=268(LC 11)
Max Uplift 2=-271 (LC 12), 8=-271 (LC 13)
FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1534/536,3-5=-1062/456, 5-7=-1062/456,7-8=-1534/536
BOT CHORD 2-13=-291/1237,11-13=-291/1237, 10-11=-331/1235,8-10=-331/1235
WEBS 5-11 =-201/679, 7-11 =-658/326, 7-1 0=0/254, 3-11 =-659/326, 3-13=0/254
NOTES- (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4,2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=O. 18: MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(l) 4-0-0 to 12-8-0, Exterior(2) 12-8-0 to 18-8-0,
Interior(l) 18-8-0 to 27-4-0 zone; cantilever left and right exposed . end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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.Opst 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 (it=lb)
2=27118=271,
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
MiTlik USA, Inc. FL Cart 6634
6904 Perks East Blvd, Tampa FL 33610
Date:
January 24,2019
WARNING - Verify dettign pareffiaters, and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Afff-7473 rev. 10/0"016 BEFORE USE
Design valid for use only with MiTeW connectors, This design is based only upon parameters shown, and is for an individual building component, not Nil' 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 bucking 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. seeAN31MI) Quallify Citlefda, OSB49 and SCSI Buldhe Component 6904 Parke East Blvd,
SWOty Informatiollialvallable from Truss Plate institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 33610
Job Truss Truss Type QtY Ply
T16097374
1524452 T03 GABLE 1
3 J _ Reference (opti anal)
B... FirstSo
I'll-1-1-11-111 :" -go"
Builders urce, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:49 2019 Page I
ID:U4QvTUiTi?zt2Ds3Uah3ckvySplh-Hno9wLrD-I-PYut6z5949iG2VZVXyAK1 XFkBwKz$QtO
2-0-0 6-4-11 12.11-5 18-7-11 25-4-0
6-6-11 5.8.6 6-8-5
5x8 Scale = 1:57,6
4x6
8'0012 5 6
Plate Offsets (X,Y)--
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0'0
BCDL 10.0
3XB
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 125
Rep Stress Incr NO
Code FBC2017fTP12014
Ift bird --
12-11
6-11
7-11
CSL DEFL. in (loc) Well Ud
TC 0.78 Vert(LL) 0.13 11-12 999 240
BC 0.42 Vert(CT) 025 11-12 999 180
WB 0,72 Horz(CT) 0.04 8 n/a n/a
Matnx-SH
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2X6 SP M 26
WEBS 20 SP No.3 BOT CHORD
OTHERS 20 SP No.3
REACTIONS. (lb/size) 2=8203/0-8-0, 8=7672/0-8-0
Max Horz 2=325(LC 33)
Max Uplift 2=-2425(LC 8), 8=- 1 683(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-11631/2683, 3-5=-7458/1716, 5-6=4979/1202, 6-7=-6039/1387, 7-8=-6543/1462 BOT
CHORD 2-12=-2312/9494, 11-12=-2312/9494, 9-1 1=-1462/6196 WEBS
3-12=-972/4245,3-1 1=-4012/1132, 5-1 1=-1 294/5623, 5-9=-2299/598, 6-9=-674/3015, 7-
9=-1279/5707 4x6
41, [
10:0-0-0,0-2-12], PLATES
GRIP MT20
244/190 Weight:
837 lb FT = 20% Structural
wood sheathing directly applied or 5-9-15 oc pudins, except
end verticals. Rigid
ceiling directly applied or 10-0-0 oc bracing, NOTES- (
13) 1)
3-ply truss to be connected together with 1 Od (0.131 "xX) 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 0-6-0 oc. Webs
connected as follows: 2x4 - I row at 0-9-0 oc. 2)
All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)
Unbalanced root live loads have been considered for this design. 4)
Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpi=
0,18: MVVFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=
1.60 5)
Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6)
Provide adequate drainage to prevent water ponding. 7)
All plates are 2x4 MT20 unless otherwise indicated. 8)
Gable studs spaced at 2-0-0 oc. 9)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) *
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, with BCDL = I 0,0pSf. 11)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=
2425,8=1683. WARNING -
Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. l0v3P2015 BEFORE USE. Design
valid for use only with MfTekH, 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 buidingoesign
Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tempo(oryand 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, election and bracing of trusses and truss systems, seeANSVTPII QualCifteirla, DSB49 and 5CSI &AdIng Componient Satiety InformationavarloOle from
Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22,14 Joaquin Velez PE
No,0182 MiTek USA, Inc.
FL Carl 6634 6904 Parke East
Blvd, Tampa FL 33610 Date: January 24,
2019
1- MiTek' 6904
Parke
Cast
Blvd. Tampa. V L
33610
Job Truss Truss Type
1524452 T03 GABLE
Qty Ply
T16097374
8.220 a Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:49 2019 Page 2
10:UfiQvTUm?zt2Ds3Uah3ckvySplh-Hno9wLrD_I_.PYuf6z5949iG2VZVXyAKI XFkBwKzsQtO
NOTES- (13)
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1227 lb down and 781 lb up at 1-0- 12, 1180 lb down and 276 lb up at
3-0-12, 1180 Ito down and 276 lb up at 5-0-12, 1180 lb down and 276 Ito up at 7-0-12, 1180 lb down and 276 lb up at 9-0-12, 1180 lb down and 276 lb up at I 1 -0- 12,
1180 lb down and 276 lb up at 13-0-12, 1180 to down and 276 lb up at 15-0-12, 1180 Ito down and 276 lb up at 17-0-12, 1180 Ito down and 276 Ito up at 19-0-12, and
1180 lb down and 276 Ito up at 21 -0-12, and 1192 lb down and 272 lb up at 23-0-12 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others,
13) "This manufactured product is designed as an individual building component, The suitability and use of this component for any particular building is the responsibility of
the building designer per ANSI TPI I as referenced by the building code."
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase= 1.25
Uniform Loads (pit)
Vert: 1-5=-60, 5-6--60, 6-7=-60, 2-8=-20
Concentrated Loads (lb)
Vert: 11 =-1 180(6) 44=-750(B) 45=-1 180(B) 46=-1 180(6) 47=-1 180(B) 48=-1 180(B) 49=-1 180(6) 50=-1 180(B) 51 =-I 180(B) 52=-1 180(B) 53=-1 180(B) 54=-1 1 92(B)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE UII-7473 rev, 1""015 BEFORE USE.
Design valid for use only with MiTekft 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' s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabncation, storage, delivery, election and bracing of trusses and truss systems 50,9011,11,12110FTY'll Quality Criteria, D115-4119 and BCS1 MAdIng Component 6904 Parke East Blvd.
Solely Informatlanovailabie from Truss Prote4istituto 218 N. Lee Street Suite 312, Alexandria, VA 22314 Tampa, FL 33610
T16097375
1524452 i!T04 Piggyback Base Girder 1
6
impa, Plant City, Florida 33566 8,220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:09 2019 Page 1
ID: UfjQvTUm?zt2Ds3Uah3ckvySplh-mxC9f3l2SBn6XjDRiLFp4pt1 1Ev?SAAdH23h5Uzsofy
2-0-0 8-5-5 17-6-11 23,-640 30-7-8
3,1-6 6-0-0
5xe
8,00 12
4x6 -
I I I - I I I
2x4 3x8 4x6
4x6 3x4 -
8-5-5 14.5-5 23-6-10,
6-5-5 6.0-1 3.1.6 6-6-6 7-0-1
Plate Offsets (XY)_-- , [2:0-0-0,0-0-4]115.0-6-4,0-2-41,_[6:0-3-12,0-2-91,,j9:Eage,o-3-81
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.76
TCDL 10,0 Lumber DOL 1.25 BC 0.85
BCLL 0,0 Rep Stress Incir NO WIB 0.54
BCDL 10,0 Code FBC2017frPI2014 Matrix-SH
DEFL. in (loc) Well Ud
Vert(LL) -0.33 2-14 >999 240
Vert(CT) -037 2-14 >976 180
Horz(CT) 0.05 9 We n/a
Scale = 1:65,6
PLATES GRIP
MT20 244/190
Weight: 197 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins,
1-3: 2x4 SP lslo. I except end verticals, and 0.0-0 oc purins (5-8-3 nirl 5-6.
BOT CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing.
WEBS 2x4 SP No3 WEBS 1 Row at micIpt 4.13, 5-13, 5-11 6-11, 7-11
REACTIONS. lb/size) 2=902/0-8-0, 9=772/Mechanical
Max Herz 2=305(LC 7)
Max Uplift 2=-845(LC 8), 9=-760(LC 9)
Max Grav 2=1588(LC 40), 9=1374(LC 41)
FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2001/1048,3-4=-1773/1054, 4-5=-1358/820,5-6=-10551728, 6-7=-1340/813,
7-8=-1703/937,8-9=-1260/684
BOT CHORD 2-15=-884/1717, 15-16=-884/1717, 16-17=-88411717, 17-18=-884/1717,
18-19=-884/1717, 14-19=-884/1717, 14-20=-884/1717, 20-21 =-884/1717,
21-22=-884/1717, 13-22=-884/1717, 13-23=-548/1145, 12-23=-548/1145,
12-24=-548/1145, 11-24=-548/1145, 11-25=-698/1327, 25-26=-698/1327,
26-27=-698/1327, 10-27=-698/1327
WEBS 4-14=-445/426, 4-13=-791/518, 5-13=-440/640, 6-11 =-386/537, 7-11 =-516/390,
7-10=-418/262, 8-10=-577/1172
NOTES- (1 1)
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3,Opsf; h-15ft: Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and 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 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. with BCDL = 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 845 Ita uplift at joint 2 and 760 lb uplift
at joint 9.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 151 lb up at
1-0-0, 74 lb down and 151 Ita up at 3-0-12, 74 Ill down and 151 lb up at 5-0-12, 74 lb down and 151 Ila up at 7-0-12, 74 Ita down
and 151 Ita up at 9-0-12, 74 lb down and 151 Ita up at 11 -0-121 74 lb down and 151 lb up at 13-0-12, 74 Ita down and 151 Ita up at
15-0-12, 74 lb down and 151 lb up at 17-0-12, 74 lb down and 151 lb up at 19-0-12, 74 lb down and 151 lb up at 21-0-12, 74 lb
down and 151 lb up at 23-0-12, 74 lb down and 151 lb up at 25-0-12, and 74 lb down and 151 lb up at 27-0-12, and 74 lb down
A'WAMNO'. V50i design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110-7473 rev. 1010312015 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 property incorporate this design into the overall
tau, ding 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 %eANSVTPl11 Qual CrItailla, D3111-69 and SCSI Suldinig Cianaponjimir
Sooty Infolirnatlairtavai(obe from Truss Plate institute 218 N Lee Street, Suite,312, Alexandria, VA T14
Joaquin Velez PE No.681a2
hiliTak USA, Inc, FL Cart 66U
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
Nil'
Wok'
6904 Parke East Blvd,
Tampa, Fl- 33610
Job Truss Truss Type
1524452 T04 Piggyback Base Girder
T16097375
Job
11) "This manufactured product is designed as an individual building component.
the building designer per ANSI TPI I as referenced by the building code,"
8,220 s May 29 2018 MI I ek Industries, Inc. Wed Jan 23 16:54:09 2019 Page 2
ID:UfQvTUm?zt2Ds3Uah3ckvySplh-mxC9t3l2SBn6XiDRiLFp4ptI lEv?SAAdH23h5UZSQty
The suitability and use of this component for any particular building is the responsibility of
LOAD CASE(S) Standard
1) Dead + Root Live (balanced): Lumber Increase= 125, Plate Increase= 1 .25
Uniform Loads (plf)
Vert: 1-5=-60, 5-6=-60, 6-8=-60, 2-9=-20
Concentrated Loads (lb)
Vert: 15=58(F) 16=58(F) 17=58(F) 19=58(F) 20=58(F) 21=58(F) 22=58(F) 23=58(F) 24=58(F) 25=58(F) 26=58(F) 27=58(F) 28=58(F) 29=58(F) 30=58(F)
WARNING - Verify design perametersand READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MM7473 rev. la(MWO15 BEFORE USE.
Design valid for use only with yfTek6 connectors. This design is based only upon parameters shown, and is tot an individual building component not
a Truss System Before use. the building designer must vefty The applicability of design parameters and properly incorporate this design into the overall
building design Bracing Indicated is to prevent buckling of individual tiuss web and/or chard members only, Additional temporary and permanent bracing MiTek'
is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, election and bracing of trusses and truss systems, seeMSVIIIIIIII Quality Crlt*da, DSB-69 and IICSI Illuilding Componont 6904 Parke East Blvd,
llafift Informattl000vailaUe from Truss Plate Institute, 218 N Lee Street Suite 312 Alexandria VA 22314 Tampa, FL 33610
Job Truss Truss Type Orly Ply
T16097376
1524452 T05 Piggyback Base 10 1
Job Reference (optional)
Builders FirstSource, Tampa, Plant City, Florida 33566 8.22O s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:10 2019 Page 1
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-E7mXsPmgDUvy9todG3n2dOQ9seHiBfTmWioEewzsQfx
8-5-5 14-5-5 23-6-10 30-7-8
2-0-0 8-5-5 6-0.1 6-0-0 7-0-14
5X8 Scale = 1:65.6
4x6
8.00 12
3x6 2x4 3X8 4x6
3x4
8-5-5 14-5-5 17-6-11 23-6-10 30-7-8
6-0-1 3-1 -13 6-0-0 7-6-14
Pilate Offsets [13:0-3-12,0-2-01, (8.,0-3-9,0-1-81
7
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) Wall Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(I-L) -0.15 2-14 >999 240 MT20 244/190
TCDL 10,0 Lumber DOL 1,25 BC 0.76 Vert(CT) -0,31 2-14 >999 180
BCLL 0,0 Rep Stress Incr YES WEI 0411 Horz(CT) 0.05 9 n/a n1a
BCDL 10,0 Code FBC20171TPI2014 Matrix-SH Weight: 197 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals,
BOT CHORD 2x4 SP No.2 and 0-0-0 oc pudins (5-6-4 max,): 5-6.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-11 oc bracing.
WEBS 1 Row at midpt 3-13, 5-11, 7-11
REACTIONS. (lb/size) 2=1351/0-8-0, 9=1200/Mechanical
Max Horz 2=305(LC 9)
Max Uplift 2=-317(LC 12). 9=-256(LC 13)
FORCES. (lb) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-1740/680, 15.16=-1645/681, 3-16=-1604n01, 3-4=-1299/631, 4-5=-1286/657,
5-6=-1 106/608, 6-7=-1280/660, 7-17=-1407/645, 17-18=-1427/633, 8-18=-1528/627, 8-
9=-1 134/528 BOT
CHORD 2-19=-527/1421, 114-119=-527/11421, 13-14=527/1421, 12-13=-249/934, 11-12=-249/934, 10-
1 1=-441/1184 WEBS
3-14=0/334, 3-13=-741/383, 5-13=-223/538, 6-11 =-216/474, 7-11 =-512/312, 8-
10=-314/1027 NOTES- (
9) 1)
Unbalanced roof live loads have been considered for this design, 2)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3,Opst; h=15ft, Cat. 11; Exp C; Encl., GCpi=
0,18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(l) 4-0-0 to 14-5-5, Extedor(2) 14-5-5 to 26-0-8, Interior(
l) 26-0-8 to 30-5-12 zone; cantilever left and night exposed , end vertical left and night 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 fora 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 0.0psf. 6)
Refer to girder(s) for truss to truss connections. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 2 and 256 lb uplift at
joint 9, 8)
Graphical purlin representation does not depict the size or the orientation of the purim along the top and/or bottom chord, 9) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI I as referenced by the building code." Joaquin
Velez PE N03182 LOAD
GASES ) Standard MiTek USA, Inc. FL Cort 6634 6904
Parke East Blvd. Tampa FL 33610 Date:
January
24,2019 AJ
WARNING - Verity design pararrialrent and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, Iar=015 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 wet) and/or chord members only Additional temporary and permanent bracing MiTek' is
always required for stability and to prevent collapse with possible personal lnlu,y and property damage For general guidance regarang the fabrication,
storage. delivery, erection and bracing of trusses and truss systems, screANSVIIIIIIII Quality Cifferda. OSS49 and ICSI Bulding Component 6904 Parke East Blvd, Safety
Inforritiatillonavoilable from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314 lantria, FL 33610
T16097377
1524452 T06 Piggyback Base 1 1
ampa, Plant City, Florida 33566 8220 s May 29 2018 Mi I ek industries, Inc, Wad Jan 23 16:54:11 2019 Page I
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-iKJv4knl-c)I pnl NpqmlHAEyKB2ZSw3QwIMYoANZ$Qtw
18-3-4
14-5-5, 17-6-11 17 30-7-8
2-0-0 7-0-7 7-4-14 3-1-6 0-4-9 5-0.6 7-3-14
0-4-0
6X8
5X6 -
2x4
8,00 1-2
410 MT20HS 2x4
5X8 -
jX6
7x10 --
Scale = 1:67.6
5.1173 12-0-0-- 14-5-5 17-11.4 18-+4 23-3-10 30-7-8
5. 11.3 6.0-13- 2-5-5 1 4-5-15 0-4- _ 6 5-0-4
Plate Offsets (X,Y)--_
LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in loc) Well Ud PLATES GRIP
TCLL 20,0 Plate Grip DOL 1,25 TC 0,96 Vert(LL) -0,17 15-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.37 15-16 >983 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.25 10 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 204 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, 4-
5: 2x4 SP No. 1 and 0-0-0 oc purlins (5-0-11 max.): 5-6. BOT
CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. WEBS
2x4 SP No.3 WEBS I Row at midpt 7-12.5-14 WEDGE
Left:
2x6 SP No,2 REACTIONS. (
lb/size) 2=1354/0-8-0, 10=1204/Mechanical Max
Horz 2=306(LC 9) Max
Uplift 2=-315(LC 12), 10=254(LC 13) FORCES, (
lb) - Max, Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-17=-320211271, 17-18=-3108/1284, 3-18=-3080/1289, 3-4=-2497/1005, 4-
5=-2363/1036, 5-6=- 1237/647, 6-7=- 1573/804, 7-8=- 1530/748, 8-19=- 1404/642, 19-
20=- 14261629, 9-20=- 1530/624, 9-1 0=- 1135/529 BOT
CHORD 2-16=-1091/2737, 15-16=-1109/2680, 14-15=-398/1440 WEBS 3-
16=0/305, 3-15=-777/464, 5-15=-567/1648, 8-11 =-404/235, 9-11 =-292/1001 11 -1
4=-454/1234, 5-14=-651/241, 6-14=-397/836 NOTES- (11)
1 ) Unbalanced
roof live loads have been considered for this design. 2) Wind:
ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3,Opsf; h=15ft; Cat, 11; Exp C; Encl., GCpi=O.
18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(l) 4-0-0 to 14-5-5, Exterior(2) 14-5-5 to 26-0-8, Interior(l)
26-0-8 to 30-5-12 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide
adequate drainage to prevent water ponding. 4) All
plates are MT20 plates unless otherwise indicated. 5) This
truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This
truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, 7) Refer
to girderts) for truss to truss connections. 8) Bearing
at joint(s) 2 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verity capacity of
bearing surface, 9) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 315 Ib uplift at joint 2 and 254 lb uplift at joint
10. 10) Graphical
purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, 11) "This
manufactured product is designed as an individual building component. The suitability and use of this component for any particular building
is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verity
design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. laV.W01S BEFOREUSE. Design valid
for use only with MrTokrN 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 Loaning of trusses and truss systems. seeANSVTPII Quality Criteria. DS449 and BCSI Sulding Component Safety Informallionavollable
from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Joaquin Velez
PE No,68182 MiTek USA,
Inc. FL Cart $634 6904 Parke
East Blvd. Tampa FL 33610 Date: January
24,
2019 191, M!
Tek'
6904 Parke
East Blvd, Tampa, FL
33610
T16097378
1524452 TO7 Piggyback Base
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:12 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-AWtIH4owl69gOAyOOUpWiRVYyRxxfQB3-,OHLipzsQfv
2,-0-0 7 0 7 14-5-5 17-6-11 23.4.0 301-7-811-
2-0.0 7 0 7 7-4-14_ 3-1-6 5-9-5 7-3-8
0
4xlOMT20HS
5X8
8,00 12
5X6 -:
4x6
10
7x10
Scale = 1:67,5
5-11-3 1 14-5.5 17-6-11 23,4-0 30.7-8_
5-11-3
1111111-1112-0-0
6.0-13 25-5 3.1-6 5-9-5 7-3-8 Plate ---
Offsets (X,Y)- 2:0-7-12,Edgel. [2:0-2-12,Eoqe],l?:0-4-2,0-10-01,[2 0-0-12,0-131,_L5:0-3-12,0-2-91,16:0-3-12,0-2-01,tp:Eoge,0-1-121, 10:0-5-0,0-2-0] LOADING (
psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TOLL
20.0 Plate Grip DOL 1,25 TC; 0.77 Vert(LL) 0.09 9-10 999 240 MT20 244090 TCDL
10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) 0, 18 12-13 999 180 MT20HS 187/143 BCLL
0.0 Rep Stress Incr YES WB 0,97 Horz(CT) 0,11 9 n/a n/a ElCDL
10.0 Code FBC2017[TP12014 Matrix-SH Weight: 183 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins, BOT
CHORD 2x4 SP No.2 except end verticals, and 0-0-0 oc purlins (6-0-0 max.): 5-6. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE
WEBS 1 Row at micipt 5-11 Left:
2x6 SP No.2 REACTIONS,
All bearings 7-3-8 except (jt=length) 2=0-8-0. lb) -
Max Horz 2=306(LC 9) Max
Uplift All uplift 100 In or less at joint(s) except 2=-214(LC 12). 10=-432(LC 12), 9=-466(LC 23) Max
Grav All reactions 250 lb or less at joint(s) 9 except 2=871 (LC 1), 1 0=2027(LC 1), 1 0=2027(LC 1) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-14=-1697/643, 14-15=-1630/656, 3-15=-1602/662, 3-4=-912/348, 4-5=-777/380, 5-
6=-241/263, 6-7=-287/232, 7-16=-310/1027, 16-17=-318/956, 8-17=-339/917, 8-
9=-182/535 BOTCHORD
2-13=-557/1532, 12-13=-573/1466, 11-12=-120/399, 10-11=-892/395 WEBS
3-13=0/323, 3-12=-873/503, 5-12=-246/880, 5-11 =-755/286, 7-11 =-254/1023, 7-
10=-1518/698, 8-10=-959/467 NOTES- (
10) 1 )
Unbalanced roof live loads have been considered for this design, 2)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3,Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=
O, 18; MVVFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 14-5-5, Extedor(2) 14-5-5 to 26-0-8, Interior(
i) 26-0-8 to 30-5-12 zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces MVVFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding. 4)
All plates are MT20 plates unless otherwise indicated. 5)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 7)
Bearing at joint(s) 2 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verity capacity
of bearing surface. 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 In uplift at joint 2, 432 lb uplift at joint
10 and 466 lb uplift at joint 9, 9)
Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code," LOAD
CASE(S) Standard A
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKRIFFERANCE PAGE MP-7473 rev, TaV"015 BEFORE USE, Design
valid for use only with MiTekb 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 property damage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPII Quality Cill9ela, D3849 and SCSI Suldiri Componaint Safety
Inforrimationavoilable from Truss Plate institute, 218 N Lee Street, Suite 312, Alexandria VA 22314 Joaquin
Velez PE No0182 MiTok
USA, Inc. FL Cart 6634 69U
Parke East Blvd, Tampa FL 33610 Date:
January
24,2019 ISek
MiT' 6904
Parke East Blvd, Tampa,
FL 33610
T16097379
1524452 T08 Piggyback Base 3 1
a
b1
e, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:13 2019 Page 1
ID:UfiQvTUm?zt2Ds3Uah3ckvy5pih-fiRgUQoZW PHXOKW C%BKl Ff2jxrG70uvCCg1 uEFzsQfu
2.0.0 7.0-7 14.5.5 17-6.11 23.4-0 27.10.12 32.0-0 34-0-0
2-0-6 7.0-7 7-4-14 3-1-6 5.g 5 4-6-12 4-1-5 2-0-6 1
5x6 =-
4x6 --
8,00 -12 5 6
4x10 MT20HS V1
3x6
ST t .5x8 STP :
5x8 5x8
Scale = 1:69A
5-11-3 72-0-0 14-5-5 17.6-11 23.4.0 B 0 32-0.0
5.11-3 6.0.13 2-S-5 3.1.6
23
5.9.5 0-4.0
Plate Offsets (X,Y)-- [2:0-7-12,Edgej, j2.0-2.12,Edgej, [2:0-4-2,0-10 Qj [2 0.0-12,0-1-31 5:0-3-12,0-2-oj, [6,0-3-12,0_2 01 [10:0-6-0,0-0.6], [12 0.5-12,0.2-12]
LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0,14 10-12 >724 240 MT20 244/190
TCDL 10,0 Lumber DOL 1.25 BC 0.84 Vert(CT) 0.27 10-12 >374 180 MT20HS 187/143
BCLL 0,0 Rep Stress Incr YES WB 0.94 Horz(CT) 0,10 12 n/a n/a
BCDL 10,0 Code FBC2017(TP12014 Matrix-SH Weight; 187 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc purlins, except
BOT CHORD 2x4 SP No.2 0-0-0 oc pudins (6-0-0 max.): 5-6.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-8 on bracing.
WEDGE WEBS 1 Row atmidpt 5-13
Left: 2x6 SP No.2
REACTIONS, (lb/size) 2=861/0-8-0, 12=2002/0-8-0, 10=-74/0.6-0
Max Herz 2=-302(LC 10)
Max Uplift 2=-217(LC 12), 12= 398(LC 12), 10=-305(LC 23)
Max Grav 2=861(LC 1), 12=2002(LC 1), 10=139(LC 11)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2.16=-1665/571 16-17=-1575/586, 3-17=-1547/591, 3-4=-878/273, 4-5=-742/305,
5.6=-227/262, 7-8=-167/1064, 8-18=-167/1047, 9.18=-186/951, 9-10=-219/853
BOT CHORD 2-15=-390/1541, 14-15=-405/1475, 13.14=-92/426, 12-13=-976/459, 10-12=-617/279
WEBS 3-15=0/323, 3-14=-877/508, 5-14=-179/886. 5-13=-764/238, 7-13=-187/1069,
7-12=-1471/523, 9-12=-386/170
NOTES- (10)
11 Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=I08mph; TCDL=4,2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interiorl 4-0-0 to 14-5-5, Exterior(2) 14-5-5 to 26-0-8,
Interior(i) 26-0-8 to 34-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces
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 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 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.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2, 398 lb uplift at
joint 12 and 305 Ito uplift at joint 10.
9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) "This manufactured product is designed as an individual building component, The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
A WARNING - Verify design Parameters and READ NOTES ON THIS AND 1NCCUDEO MMEK REFERANCE PAGE 114I1.7473 rev. 10f03/2015 BEFORE USE.
Design valid for use only with MiTeW) connectors- This design is based only upon parameters shown, and is for an individual building component, net
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. Far general guidan(.,e regarding the
fabrication, storage, deliveryerection and bracing of trusses and truss systems, seeANWMI) Quallilly Criteria. DSO44 and Best iluliding Component Safety
Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223 14. Joaquin
Velez PE Na.88182 MiTak
USA, Inc. FL Cart 6634 6904
Parke East Blvd- Tampa FL 33610 Date:
January
24,2019 tiff
1 68 6904
Parke Fast Blvd, Tampa,
Ft.. 33616
Job
1524452 T09
Type
Piggyback Base
Ply
T16097380
Job Reference (optional)
e, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:14 2019 Page 1
I D: UfjQvTUm?zt2Ds3Uah3ckvySplh-7v?2impBGj POeU5OVvr_nsaugFcU7KZM RJmsnhzsQft
2-0-0 7-017 14-5 4 00 -5 17-6-11 23--0 27-10-12 32--34-0-0
2 0 0 _... 7-0-7 ...... . ......... _T4 14 ......... 3-1-6i6 ,...._ .5_9 5 _._. . 4-6-12 ....... 4-1-5 2-0 0 ..,.
5x6 r
4x6
8.00'; 12
J I 1 .t)Xa J i 1`
4x10 MT20HS VA ST1.5x8 STP = 2x4 V
3x8
5x6 --
Scale = 1:69.8
32-0-0
a _
5 1113 12-0 0 1455 17-6-11 5-
115 6-0-13 2-5 5 3 1-H 23-
40 231110 29-9 0 5-
5 0-4+0 6-1-0 930
p-0 i Q1J=
0 2-0-0 Plate
Offsets (X,Y)- L2:0-1-9,Edgej,[2 0-2-12,-Edt e],12:0.4-2,0-10-0111:0-0-12,0-1.31,[5.0-3-12,0-2-01,[6:0-3-12,0-2-01,[13.0-5-12,0-2-12] LOADING (
psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1,25 TC 0.69 Vert(LL) -0.07 15-16 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.17 15.16 >999 180 MT20HS 1871143 BCLL
0.0 Rep Stress Incr YES W B 0.97 Horz(CT) 0.10 13 n/a n/a BCDL
10.0 Code FBC2017fTP12014 Matrix-SH Weight: 192 Ib FT = 20°1 LUMBER"
BRACING- TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-i-8 oc pufins, except BOT
CHORD 2x4 SP No.2 0-0-0 oc puffins (6-0-0 max.): 5-6. WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing, WEDGE
WEBS i Row at midpt 5-14 Left:
2x6 SP No.2 REACTIONS. (
lb/size) 2=838/0-8-0, 13=2123/0-8-0, 12=-168/0-6-0 Max
Horz 2=-302(LC 10) Max
Uplift 2=-210(LC 12), 13— 448(LC 12), 12=-462(LC 23) Max
Grav 2=838(LC 1). 13=2123(LC 1), 12=150(LC 9) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-17=-15961524, 17-18=-1509/537, 3.18=-1482/543, 3-4=-805/235, 4.5=-670/266, 7-8=-219/
1177, 8.19=-228/1106, 9-19=-238/1064, 9.10=-580/496 BOTCHORD 2-16=-
366/1481, 15-16=-381/1414, 14-15=-100/387, 13-14=-1066/525, 12-13=-600/437, 10-12=-428/
646 WEBS 3-16=
0/324, 3-15=-882/511, 5-15= 165/848, 7-14= 204/1120, 7.13= 1529/538, 9-13=-583/
132, 9.12=-148l700, 5-14=-771/241 NOTES- (10) 1)
Unbalanced roof
live loads have been considered for this design. 2) Wind: ASCE
7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.t8;
MWFRS (envelope) and C-C Extenor(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 14-5-5, Extenor(2) 14-5-5 to 26-0-8, Interior(i) 26-
0.8 to 34-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate
drainage to prevent water ponding. 4) All plates
are MT20 plates unless otherwise indicated. 5) 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) Bearing at
joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing
surface. 8) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 2, 448 lb uplift at joint 13 and
462 lb uplift at joint 12. 9) Graphical purlin
representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) "This manufactured
product is designed as an individual building component. The suitability and use of this component for any particular building is
the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S)
Standard A WARNING - Verify
design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 10M"015 BEFORE USE. Design valid for
use only with MiTel<6 connectors. This design is based only upon parameters shown, and is for an individual building componentnot a truss system- Before
use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall bu ding 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- Far general guidance regarding the fabrication, storage, delivery, erection
and bracing of trusses and truss systems. seeAN3VTPlt QualMttyy CdtreAo, DSB49 and BCSi SuIldtnq Component Safety Informafbnavailable from Truss
Plate institute. 218 N- Lee Street, Suite 312. Alexandria, VA 22314. Joaquin Velez PE No.
68182 MiTek USA, Inc, FL
Cert 6634 6904 Parke East Blvd.
Tampa FL 33610 Date: January 24,2019
191'
MiTek' 6904 Parke
East
Blvd.
Tampa, FL 33610
Job Truss Truss Type Uty Ply
T16097381
1524452 TIO Piggyback Base 1 1
e, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:15 2019 Page 1
ID:UfjQvTUm?42Ds3Uah3ckvySplh-b5ZQv6qpI 1 XFFegb3cMDK47OYf?8$qWVgzW?J8zsQfs
5-10-5 _12-6-8 17-6-11_ 23-8 0 2 -6:Ii4 282-1 32-0-0 340-0
00-5 6184 1-10-13 3-1-6 6-1-5 0-1044 3-7-2 3-9 15 2-0-0
5X6 -
8,00 12
5x8
3x4 s1 1,BX8 5 I Z:i I I,Bxts 5 I F
3x12 MT20HS 2x4 l 5X8
5X8 li 3x4 ---- 2x4 \\
32-0-0
ri 10-5 12-0-0 11?,-6,ll,14-51 5 17-6-11 238-0 30-0-0 309,7, 5-10-5 61 11 0-6tit-10-13 3 1 6 6 115 C 4-0 0 7
Plate Off --- - ------- 0-7-12,Eqge1,12:0-2-12,Eoge],[2:0-4-2,0-10-pj,[2:0-0-12,0-1-3j,[5:0-31-1112,0-2-01,[6:0-6-4,0-2-41,[18-0-4,-4,10-4-1?1
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 FBC2017fTP[2014
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
4-5,6-8: 2x4 SP No. 1
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
Scale - 1:69A
CS1. DEFL. in (loc) Well Lid PLATES GRIP
TC 0.87 Vert(LL) 0.09 19-20 >999 240 MT20 244/190
BC 0.68 Vert(CT) 0.21 19-20 >999 ISO MT20HS 187/143
WEI 0.80 Horz(CT) OA3 13 n/a n/a
Matrix-SH Weight: 217 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except
0-0-0 oc purlins (6-0-0 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 6-15,7-13
JOINTS I Brace at Jt(s): 18
REACTIONS. (lb/size) 2=906/0-8-0, 13=2019/0-8-0, 12=-91/0-6-0
Max Mora 2=-302(LC 10)
Max Uplift 2=-220(LC 12), 13=-388(LC 12), 12=-378(LC 23)
Max Grav 2=906(LC 1), 13=2019(LC 1), 12= 1 59(LC 24)
FORCES. (lb) -Max. Comp,/Max, Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-21 =- 1860/673, 3-21 =- 1798/682, 3-4=- 1029/255, 4-5=-876/291, 5-6=-536/315,
6-7=-350/300, 7-8=- 166/1048, 8-22=- 168/1036, 22-23=- 186/970, 9-23=- 188/919,
9-10=-572/491
BOT CHORD 2-20=-432/1732, 19-20=-440/1736, 18-19=-82/521, 14-15=-839/409, 13-14=-839/409,
12-13=-533/379, 10-12=-426/635
WEBS 3-20=0/255, 3-19=-1056/585, 5-18=-669/231, 6-15=-853/160,5-19=-144,1839,
15-18=-188/322, 6-18=-196/853, 7-13=.1737/629, 7-15=-262/1200, 9-13=-512/110,
9-12= - 118/586
NOTES- (10)
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=1 5ft; Cat. 11; Expr C; Encl.,
GCpi=O. 18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(l) 4-0-0 to 14-5-5, Exterior(2) 14-5-5 to 26-0-8,
Interior(l) 26-0-8 to 34-0-0 zone: cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces
MVVFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
6) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 2, 388 lb uplift at
joint 13 and 378 lb uplift at joint 12.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
and READ NOTES ON THIS AND INCLUDED MIFTEK REFERANCE PAGE MIP7473 rev. 10'0312015 BEFORE USE,
Design valid for use only writ) Mffol<p 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 indmducit truss web and/or chord members only, Additional temporary and permanent bracing
is always required for stability and to prevent collapse with powbe personal injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing at trusses and truss systems, seerANSWIll Quallly CrIlloilla, DS049 and SCSI Sultding Component
Sall'i Informailloriavoilabie from Truss Plate Institute, 218 N Lee Street, Suite,'312, Alexandria. VA 22314
Joaquin Velez PE NcI0182
Welir USA, Inc, FL Cort 6634
6004 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
Nil'
MiTek'
6904 Parke East Blvd,
Tampa, FL 33610
Job Truss Truss Type (Ay Ply
T16097382
1524452 T11 Piggyback Base Girder
Job Reference {optional) _
Builders RrstSource, Tampa, Plant City, Florida 33566 8,220 a May 29 2018 MiTek Industries, Inc, Wed Jan 22116:54:17 2019 Page I
ID:UqQvTUm?zt2Ds3Uah3ckvySplh-XUhBKos3ZenzVyqzA1 PhPVCLEShdKnro7H?600zsQfq
12-6-8 114-5-5 176-11 23-8-0 24-6-A4 . . .. ..... 32-0-0 34 0-0,,
10-5 6-8 i6,i3'--- 3-1-6 611-5 0'10-14 7-5-2 12-6-0
5x6 Scale = 1:72,7
5xB
8.00 :i 12 5 6
2x4 5X8
JX4 I I bxts Z I V Z I I , Z) X6 Z:, I r,
3x6
2x4 2x4 - 3x6
3x8 0
14 5-8 32-0.0
120-0, 1716 11 23,8 9 29-9 0 X,9.0
5_M5 611-11 6,1e
Plate Offsets (X,Y)-- _f2:0-2-8,0 9-12L [2:Q-1-91!,Edgel_l5:0-3-1210-2-91, [6:0-6-4,0-2-41,[7,,0-,2,-,2,0-0-01,18:0-5-14,0-3-01, [8:9-0-0,0-1-1211 L9f:0-2-0,0-1-81 [1171:0-4-4,0-4-121
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ven(LL) 0.11 11-12 >705 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.21 18-19 >999 180
BCLL 0.0 Rep Stress Incr NO VVB 0.62 Horz(CT) 0.13 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 215 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No, l *Except* TOP CHORD Structural wood sheathing directly applied, except
5-6: 2x4 SP No.2 0-0-0 oc purlins (6-0-0 max.): 5-6,
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing.
WEBS 2x4 SP No.3 WEBS I Row at midpt 6-14,7-12
WEDGE JOINTS I Brace at Jt(s): 17
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=916/0-8-0, 12= 1864/0-8-0, 11 =-7/0-6-0
Max Horz 2=-302(LC 6)
Max Uplift 2=-234(LC 34), 12=-444(LC 8), 11 =-489(LC 6)
Max Grav 2=916(LC 1), 12=1872(LC 40), 11 =360(LC 31)
FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1911/497, 3-4=-1064/178, 4-5=-910/214, 5-6=-443/209, 6-7=-321/231,
7-8=-46/888, 8-20=-68/875, 9-20=-159/597
BOT CHORD 2-19=-473/1800, 18-19=-479/1804, 17-18=-95/562, 13-14=-711/192, 12-13=-711/192,
12-21 =-711/192, 21-22=-711/192, 22-23=-711/192, 11-23=-711/192, 11-24=-618/181,
9-24=-618/181
WEBS 3-19=0/255, 3-18=-818/437, 5-18=-164/927, 5-17=-711/236, 6-14=-807/172,
7-12=-1851/397,7-11=-173/550,7-14=-224/1146, 14-17=-29/283, 6-17=-205/856
NOTES- (11)
1 ) Unbalanced root live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3,Opsf; h=15ft; Cal. 11; Exp C; Encl_
GCpi=0.18: MWFRS (envelope); cantilever left and right exposed . end vertical left and night 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 10.0 psf bottom chord live load nonconcurrent with any other live loads,
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 2 considers parallel to grain value using ANSI[TPI I angle to grain formula. Building designer should verity
capacity of bearing surface,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 2, 444 lb uplift at
joint 12 and 489 Ito uplift at joint 11. Joaquin Velez PE No.68182
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, Inc. FL Gott 6634
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 214 lb down and 141 lb up at 6904 Parke East Blvd, Tampa FL 33610
30-10-4 on top chord, and 74 lb down and 151 lb up at 24-10-4, 74 lb down and 151 lb up at 26-10-4, and 74 lb down and 151 lb Date:
up at 28-10-4, and 10 lb down at 30-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility
of others. January 24,2019
design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,111-7473mv. 1010=015 BEFORE USE.
Design valid for use only with Wek(s, connectors This design is based only upon parameters shown, and is for an individual building component not
a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design preventindicatedistopvent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing ii Ik'
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, seeANSMII Qualley CrIlletict, DSO-69 and BCSI Buldling Comporiont 6904 Parke East Blvd.
Saterty Informationovailable from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL, 33610
Job
1524452 J11 Piggyback Base Girder
T16097382
11) "This manufactured product is designed as an individual building component.
the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-5=-60, 5-6=-60, 6-10=-60, 2-18=-20, 17-18=-20, 9-16=-20
Concentrated Loads (lb)
Vert: 20=- 1 17(B) 21 =58(B) 22=58(B) 23=58(B)
8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:17 2019
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-XUhBKos3ZenzVyqzA1 PhPVCLESlidKnro7H?6(
The suitability and use of this component for any particular building is the responsibility of
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mfrEK REFERANCE PAGE 41*7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M[TekO connectors This design is based only upon parameters shown and is for an individual building component, mot
a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Nil
building design bracing indicated is to prevent buckling of individuat 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, election and bracing of trusses and truss systems, seeANSVII1111 Quality CrItaida, D311149 and BCSI fluld" Carnpon*nt 6904 Parke East Blvd.
Safaity Informatianavoilable from Truss Plate Institute, 248 N Lee Street Susie 312, Alexandria, VA 22314 Tampa, FL 33610
Job Truss Truss Type Qty Ply
T16097383
1524452 T12 Common 1 1
Job Reference (optional)
ce, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MITek Industries, Inc. Wed Jan 23 15:39:59 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-_i Px01 zVdpF_I RQ 1 ZBKQZpgnXbp_IoMVgo9j HIzsQ1E
2.0.0 4 9 4 12-0-0 19.2-12 24.0.0
2-0-0 4.9.4 7-2-12 7 -12 4.9.4
00 12
n
cS
4x6 Scale = 1:50 a
ST1.5x8 STP ,,,,
3x4 -
4x6 r=
9-11-3
3x4 --- 3x4 ---
14.0.13
ST1,5x8 STP '--
4x6 --
24.0.0
9.11.3 4-t-10 9.1t4
Plate Offsets j2:Edge,90 4j._j7:0-0-0,0 0-41 LOADING (
psf) SPACING- 2.0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0,21 2.10 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0A4 7-8 >634 180 BCLL
0.0 Rep Stress Incr YES WB 0,37 Horz(CT) 0,04 7 n/a n/a BCDL
10.0 Code FBC2017ITP12014 Matrix-SH Weight: 124 lb FT = 20! LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oe pudins. BOT
CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 7=926/0-8-0, 2=1080/0-8-0 Max
Horz 2=244(LC 9) Max
Uplift 7=-206(LC 13). 2=-261(LC 12) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-1388/575, 3-5=-1135/472, 5-6=-1130/502, 6-7=- 1378/6 10 BOT
CHORD 2.10=-404/1123, 8-10=-93/700, 7-8=-424/1082 WEBS
5-8=-146/406, 6.8=-488/343, 5-10=-118/411, 3-1 0= -498/327 NOTES- (
6) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=
0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interiar(1) 4-0-0 to 12-0-0, Exterior(2) 12.0-0 to 18-0-0, Interior(
l) 18.0-0 to 23-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)
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 206 lb uplift at joint 7 and 261 lb uplift at joint
2. 6) '
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin
Velez PE No.66182 MiTek
USA, Inc. FL Cart 6634 6904
Parke East Blvd, Tampa FL 33610 Date:
January
24,2019 A0,
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev. tOrQB/20t S BEFORE USE. Design
valid for use only with MlTeW connectors. This design is based only upon parameters shown. and is for an individual building component, not a
truss system- Before use, the budding designer must verify the applicability of design parameters and 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 Mi4 ek' 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, seeANSIMIt Quality Cf**da, D$449 and SCSI Wading Component 6904 Parke East Blvd. swerty
Informafbnavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314- Tampa, FL 33610
4xb 4xb
9-11-3 24-0-0
9-11-3 4-1-10 9-11-3
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 125 TC 0.69
TCDL 10.0 Lumber DOL 1,25 BC 0.77
SCLL 0.0 Rep Stress Incr YES WB 0.37
BCDL 10.0 Code FBC2017/TP12014 Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1073/0-8-0,8=1073/0-8-0
Max Horz 2=256(LC 11)
Max Uplift 2=-259(LC 12), 8=-259(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 2-3=-1375/547, 3-5=-1123/452, 5-7=-1123/452, 7-6=-1375/547 BOT CHORD
2-12=-298/1135, 10-12=49/712, 8-10=-339/1128 WEBS 5-
10=-128/418,7-10=-498/3275-12=-128/418,3-12=-498/327 DEFL. in (loc)
Well L/d PLATES GRIP Vert(-L) -0.
21 2-12 >999 240 MT20 244/190 Vert(CT) -0,
42 2-12 >660 180 Horz(CT) 0.
04 8 We n/a Weight: 128 lb
FT = 20% BRACING - TOP CHORD
Structural
wood sheathing directly applied or 3-9-2 oc puffins. BOT CHORD Rigid
ceiling directly applied or 9-9-13 oc bracing. NOTES- (6) 1)
Unbalanced root
live loads have been considered for this design. 2) Wind: ASCE
7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4,2psf; BCDL=3.Opsf: h=15ft; Cat, 11 ' Exp C; Encl., GCpi=O, 18;
MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Intenor(l) 4-0-0 to 12-0-0, Extebor(2) 12-0-0 to 18-0-0, Interior(l) 18-
0-0 to 26-0-0 zone; cantilever left and right exposed ; end vertical left and night exposed;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 259 lb uplift at joint 2 and 259 lb uplift at joint 8. 6) "
This manufactured
product is designed as an individual building component. The suitability and use of this component for any particular building is
the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE
No.68182 MiTek USA, Inc.
FL Carl 6634 6904 Parke East
Blvd, Tampa FL 33610 Date: January 24,
2019
WARNING- Verify design
parameters and READ NOTES oNrHIS AND INCLUDED AUTEKREFERANCE PAGE 11411-7473mv, lao.WO15 BEFORE USE. Design valid for
use only with Vlffek(W 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 Welk' fabrication, storage.
delivery,
erection and bracing of trusses and truss systems, seeANSY711 Quality Critelli D3849 and ICSI Buldiri Component 6904 Parke East Blvd, Safety Informatilmavailable from
Truss Plate institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL, 33610
Job Truss Truss Type Orly Ply
T16097385
1524452 T14 GABLE 1 1
Job Reference (optional)
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2616 Miteik Industries, Inc, Wed Jan 23 15:40:02 2019 Page 1
ID: UfjQvTUm?zt2Ds3Uah3ckvySplh-OH43fn?NwkdZcu9bEKu7ARIGLpu3V8lyWmONu4zsOtB
2-0-0 3-10-13 12.0.0 20-1-4 26-0-0
8-1-3 8-1-3
3x4 Scale - 1:58,0
5x6
8,00112
3x6 3X6
9-4-10 14-7-6 24-0-0
9-4-10 5-2-12 9-4-10
PlateOffsets(X,Y)-- 2:0-7- 1
11 -
0 1
1 - -
1 - 31. [3:0-1-9,0-1-0], [4:0-3-0,E _ dge], [4:0-0-0,0- 1
1-
1 11
2
1
1,
11
5
0-1 -8,0-1-8], [6:0-0-0,0-1-12], 6:0-3-0,Edge), (7:0-1-9,0-1 -01, [8:0-7 11 11
0- -
1
1
11
1
11
3]
111:
0-5-0,0-4-8), [17:0-2-2,0-0-0], [18:0-1-12,0-1 -01, J28:0-2-2,0-0-01,131:0-1-12,0-1 -01 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.18 8-10 >999 240 MT20 244/190 TCDL
10,0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.20 8-10 >999 180 BCLL
0.0 Rep Stress Incr NO WEI 0.36 Horz(CT) 0,02 8 n/a We BCDL
10,0 Code FBC2017ITP12014 Matrix-SH Weight: 211 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4SPNo.1 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, BOT
CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS
2x4 SP No.3 WEBS I Row at midpt 5-10,5-12 OTHERS
2x4 SP No,3 WEDGE
Left:
2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (
lb/size) 2=655/0-8-0, 8=656/0-8-0 Max
Horz 2=-256(LC 6) Max
Uplift 2=-701(LC 8), 8=-700(LC 9) Max
Grav 2= 1 328(LC 40), 8= 1 327(LC 4 1) FORCES. (
lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown, TOP
CHORD 2-3=-1649/863, 3-5=-1321/739, 5-7=-1321/740, 7-8=-1650/864 BOT
CHORD 2-12=-783/1531, 10-12=-360/927, 8-10=-657/1341 WEBS
5-10=422/524, 7-10=-485/343, 5-12=-417/521, 3-12=-484/342 NOTES- (
11) 1 )
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opst: h=15ft: Cat. 11; Exp C: Encl., GCpi=
0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=
1.60 3)
Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSI/1 PI 1. 4)
All plates are 2x4 MT20 unless otherwise indicated. 5)
Gable studs spaced at 2-0-0 oc. 6)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *
This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf, 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 701 lb uplift at joint 2 and 700 lb uplift at joint
8, 9)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 192 lb down and 330 lb up at 1-
0-0, 74 lb down and 151 lb up at 3-0-12, 74 lb down and 151 lb up at 5-0-12, 74 lb down and 151 lb up at 7-0-12, 74 lb down and 151
lb up at 9-0-12, 74 lb down and 151 lb up at 11-0-12, 74 lb down and 151 lb up at 12-11-4, 74 lb down and 151 lb up at Joaquin Velez PE Noi$182 14-
11-4. 74 lb down and 151 lb up at 16-11-4, 74 lb down and 151 lb up at 18-11-4, and 74 lb down and 151 lb up at 20-11-4, and MiTek USA, Inc, FL Cart 6634 192
lb down and 330 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of 6904 Parke East Blvd, Tampa FL 33610 others,
Date: 10)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This
January 24,2019 11) manufactured product is designed as an individual building component, The suitability and use of this component for any WARNING -
Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE U11-7473 rev. 101=015 BEFORE USE. Design
valid for use only with Mirekli connectors This design is based only upon parameters Shown, and is for on individual building component, not Nil' atrusssystemBeforeuse, 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 ofindtvidual truss wed and/of 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 genefai guidance regarding the M!
Tek' fabncatlon.
storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII "-U CrItelft, D31149 and 5M kAdIng Componsint T16904 Parke Last Blvd, Safety
Informalloncivaiiable from Truss Plate institute, 218 N Lee Street, Suite 312, Alexandria, 1A 4 Tampa, FL 33610
Job
1524452 T14
Truss Type
GABLE
Qty Ply
T16097385
33566 8.220 s Nov 16 2018 MiTek Industries, Inc, Wed Jan 23 15:40:02 2019 Page 2
ID: UQQvTUm?zt2Ds3Uah3ckvySplh-OH43tn?NwkdZcu9bEKu7ARI(3Lpu3VBIyWmONu4zsQtB
LOAD CASE(S) Standard
1) Dead + Root Live (balanced): Lumber Increase= 1.25, Plate Increase= 1.25
Uniform Loads (pit)
Vert: 1-5=-60, 5-9=-60,2-8=-20
Concentrated Loads (lb)
Vem 35= 126(6) 36=58(B) 37=58(B) 38=58(B) 39=58(B) 41 =58(6) 42=58(6) 44=58(B) 45=58(B) 46=58(B) 47=58(B) 48= 126(6)
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. IMW015 BEFORE USE.
Design valid for use only with lvlffek# connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible persona; injury and property damage rOf general guidance regarding the
MiTek'
fabrication, storage, delwry, erection and bracing of trusses and truss systems seeANSIMIJ Quattly CrIllieft, DS849 and 401 building Comporl 6904 Parke East Blvd,
30folly InfomaftnavallorUe from Truss Plate Insttlote, 216 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 33610
Job Truss Truss Type Qty Ply
T16097386
1524452 :Vol GABLE 1 1
I -Job Reference (optional)
Builders FirstSource. Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, _ Inc, Wed Jan
I'll
2
1
3
11
15:40:03 2019 -
1 -1
P - age 1
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-sUeRs70?h21QE2kool PMifraqCLjEe751Q7xQWzsQtA
12-9-0 25-6-0
12-9-0 12-9-0
4x6 - Scale = 1:541
4
910
3x4
13 16 12 11 10 9 17 8
3x4
2x4 2x4 3x4 2x4 2x4
30 --
25-6-0
25.6-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ftoc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber DOIL 1,25 BC 0.17 Vert(CT) n/a n/a 999
BCLIL 0.0 Rep Stress Incr YES WEI 0.19 Horz(CT) 0.01 7 hire n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix-SH
0
PLATES GRIP
MT20 244/190
Weight: 127 to FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pullins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS 2x4 SP No.3 WEBS 1 Row at mic1pt 4-10
OTHERS 2x4 SP No.3
REACTIONS. All bearings 25-6-0.
lb) - Max Herz I =-224(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 1, 10, 12 except 13=-183(LC 12), 9=-162(LC 13), 8=-184(LC 13)
Max Grav All reactions 250 lb or less atioint(s) 1, 7 except 10=407(LC 19), 12=301(LC 19), 13=439(LC 19),
9=484(LC 20), 8=428(LC 20)
FORCES. (lb) - Max. Comp./Max. Teti. - All forces 250 (b) or less except when shown,
WEBS 2-13=-355/274, 5-9=-330/265, 6-8=-356/277
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult= 1 39mph (3-second gust) Vasd= I 08mph; TCDL=4.2psf; BCDL=3.Opsf: h= 1 5ft; Cat. 11; Exp C; Encl.,
GCpi=O. 18; MWFRS (envelope) and C-C Extedor(2) 0-5-12 to 6-5-12, Interior(l) 6-5-12 to 12-9-0, Extedor(2) 12-9-0 to 18-9-0,
Interior(l) 18-9-0 to 25-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing,
4) This truss has been designed for a 10.0 pst 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, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10, 12 except
Ot=lb) 13= 183, 9= 162, 8= 184.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code,"
Joaquin Velez PE No,68182
MiTak USA, Inc, FL Cart 6634
61104 Parke East Blvd. Tampa FL 33610
Date:
January 24,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 14=015 BEFORE USE.
Design valid for use only with MrTek& 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 01-119
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabneation, storage, delivery, erection and placing of trusses and truss systems. seeANSVMII Quallty CrItiodo, DS11149 and SCSI bulding Component 6904 Parke East Blvd.
Safety Informallonavailablo from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tantpa, FL 33610
Truss
1524452 V02
Truss Type
GABLE
Oty , Ply
T16097387
Job Reference (optional)
mpa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:40:04 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-KgCg4T1 eSMtHrCJ_LlwbGsNltchRz5jF_4tUyzzsQt9
10.9.0 21-6-0
10.9.0 14 9 6
4x6 - Scale = 1 A4.6
3x4
13 12 11 10 g a
3x4 Q
2x4 .I 2x4 ''.... 3x4 -:- 3x4 cc 2x4 '.... 2x4 '......
21-6-0
21 6 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 0,20 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL L25 BC 0.14 Vert(CT) hire n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 102 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 21-6-0.
lb) - Max Horz 1=188(LC 11)
Max Uplift All uplift 100lb or less atjofnt(s) 1, 7, 11, 12 except 13=-134(LC 12). 9=-175(LC 13), 8=-135(LC
13)
Max Grav All reactions 250 lb or less at joints) 1, 7 except 11=393(LC 19), 12=284(LC 1), 13=306(LC 19),
9=451(LC 20), 8=291(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-13=-273/224, 5-9=-351/278, 6-8=-274/225
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3,Opsf; h=15ft; Cat. If: Exp C; EncL,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-5-12 to 6-9-0, Intenor(1) 6-9-0 to 10-9-0, Exterior(2) 10-9-0 to 16-9-0,
Interior(i) 16-9-0 to 21-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom 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, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 7, 11, 12 except
jt=lb) 13=134, 9=175, 8=135.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No,68182
hliTek USA, Inc, FL Cart 6634
6904 Parke East Blvd, Tampa FL 33614
Date:
January 24,2019
WARNING - Verify design Pararn fern and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010,W015 BEFORE USE.
Design valid for use only with MiTekO connectorsibis design is based only upon parameters shown, and is for an individual building component, not 01 atrusssystem. 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 Mirk'
fabrication,
storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quafr Cdteda, DSB49 and SCSI Suldkrp Component 6904 Parke East Blvd_ Safety
Infamraflonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1ampa, FL 33610
Jab Truss Truss Type City Ply
T16097388
1524452 •V03 GABLE 1 1
Job Reference (optional)
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:40:05 2019
11
Page 1
ID:UfQvTUm?zt2Ds3Uah3ckvySplh-psmCHp2GDf?8TMuAvSRgo4ww5OOOiZ_ODkc1 UPZSQ18
8.9.0 17.6-0
8.9.0 8-9-0
4x6 `-= Scale - 1:37.1
v0
0 00
3x4 -f 9 8 14 7 6 3x4 J
2x4 3x4 ---. 3x4
2x4 '-
ll-6-0
1760
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell LJd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.23 Vert(-L) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.25 Vert(CT) TIM n/a 999
BCLL 0.0 Rep Stress Incr YES WS 0,10 Horz(CT) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Weight: 78 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 17.6-0.
lb) - Max Harz 1=151(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8 except 9= 113(LC 12), 6=-199(LC 13)
Max Grav All reactions 250 Ito or less at joint(s) 1, 5 except 8=338(LC 19), 9=365(LC 19), 6==463(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-9=-262/171, 4-6=-380/291
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C. Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-5-12 to 6-5.12, Interior(1) 6-5-12 to 8-9-0, Exterior(2) 8-9-0 to 14.9-0,
Interior(1) 14-9-0 to 17-0-4 zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8 except
jt=lb) 9=1 13, 6=199.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
504 Parke East Blvd. Tampa FL 33610
Date:
January 24,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITBK REFERANCE PAGE MN-7473 rev. raM2015 BEFORE USE.
Design valid for use only with MiTel<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, seeANSV)PI) Quality Cd(lda, DSB49 and SCSI Sulding Component 6904 Parke East Blvd.
Safety Infonnalbnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Truss Truss Type City Ply
T16097389
1524452 VO4 Valley
Job Reference (optional)
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:40:06 2019 Page 1
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-H3KaU92u—z8?5WSNT9y3LHT6EQNbROmXROMb1rzsQt7
6-9-0 13-6-0
6-9-0 6-9-6
4x6 Scale = 1:28.0
0
3
3 x 4 -,'- 8 76 3x4
2x4 3x4 20
13-5.10
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 VerftLL) n/a n/a 999
TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a 1 999
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No,2
WEBS 2x4 SP No,3
OTHERS 2x4 SP No.3
PLATES GRIP
MT20 244/190
Weight: 59 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,
REACTIONS. All bearings 13-5-4.
b) - Max Horz 1 =-I 15(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7, 8 except 6=-154(LC 13) Max
Grey All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=341 (LC 20), 8=276(LC 19) FORCES. (
lb) - Max, Comp./Max. Ten, - All forces 250 (lb) or less except when shown. WEBS
4-6=-296t236 NOTES- (
7) 1)
Unbalanced root live loads have been considered for this design. 2)
Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4,2pst; BCDL=3,Opsf: h=15ft: Cat. 11; Exp C: Encl., GCpi=
0,18; MWFRS (envelope) and C-C Exterior(2) zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)
Gable requires continuous bottom chord bearing. 4)
This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) *
This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7, 8 except Ot=
lb) 6= 154, 7) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin
Velez PE No.68182 MiTek
USA, Inc. FL Cart 6634 6904
Parke East Blvd, Tampa FL 33610 Date:
January
24,2019 a
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED urrEKREFERANCE PAGE Mll-7473 rev, laIM015 BEFORE USE. Design
valid for use only with Mfrek(k) connectors This design is based only upon parameters shown, and is for an individual builaing, component. not a
truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building
design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is
always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,
storage delivery, erection and bracing of trusses and truss systems, seeA113VTPII Qucdlty CrIlleft, IDS11i and SCSI MAdli Component 6904 Parke East Blvd. SWelly
linformallillonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 33610
Job Truss Truss Type 1Qty Ply
T16097390
1524452 V05 GABLE i 1
Job
vd
0
8.220 s Nov 16 2018 MITek Industries, Inc. Wed Jan 23 15:40:06 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-H3KaU92u_z8?5W SNT9y3LHT57QKNR16XROMb1 rzsQt7
4-9.0 4.9-0
06 ---
4
2x4 ,%.
2x4
2x4
9.6-0
9-6-0
Scale = 1:20.9
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0,21 Vert(LL) We n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 Ma n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 33 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.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=164/9-6-0, 3=164/9-6-0, 4=355/9-6-0
Max Horz 1=-78(LC 8)
Max Uplift 1=-46(LC 12), 3=-54(LC 13), 4=-62(LC 12)
Max Grav 1=164(LC 1), 3=166(LC 20), 4=355(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11, Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed fora 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) 1, 3, 4.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No-68182
MiTek USA, Inc. FL Cart 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
January 24,2019
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE RAGE MI1-7473 rev. 10l0"015 BEFORE USE. Design
valid for use only with M+Tek(k 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 venfy 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 RA Migqek' 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, seeANSM it Quality CAfeiri DSM49 and SCSI SWding Component 6904 Parke East Blvd. Sal
ty Intormationovailabe from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 33610
Job
WPM ml?v fit
Truss Type Oty Ply
T16097391
Valley 1 1
2x4 ;-
Job Reference (optional)
8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:40:07 2019 Page 1
ID:UflQvTUm?zt2Ds3Uah3ckvySplh-IFuyiV3WIHGsitlZltUltV?li(UzAUmhg258ZHzsat6
2-9-0 5-6-0
2-9-0 2-9-0
2x4
2
4
4x6 Scale = 1: 115
2x4 O
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 125 TC 0.09 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber DOL 125 BC 0.09 Vert(CT) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES W6 0.02 Horz(CT) 0.00 3 We n/a
6CDL 10,0 Code FBC2017rrPI2014 Matrix-p
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 20 SP N0.3
OTHERS 20 SP No.3
REACTIONS. (lb/size) 1=98/5-5-4, 3=98/5-5-4, 4=168/5-5-4
Max Horz 1 =41 (LC 9)
Max Uplift 1 =-31 (LC 12), 3=-36(LC 13), 4=- 1 8(LC 12)
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 5-6-0 oc pudins,
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4,2psf; BCDL=3.Opsf; h=15tt; Cat, It: Exp C; Encl.,
GCpi=O. 18; MWFRS (envelope) and C-C Exterior(2) zone, cantilever left and right exposed : end vertical left and right exposed,C-C
for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
Joaquin Velez PE No0182
Wok USA, Inc, FL Cort 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCF PAGE Ulf-7473 rev, 10/0=15 BEFORE USE.
Design valid for use only with M!TekO connectors This design is based only upon parameters shown, and is for an individual building component, no,
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 incloviducri truss web and/of 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, seeANSMIJ Quality Cifteda, OSB49 and BCSI &Adling Compaintent 6904 Parke East Blvd,
Safety Informationavarlable from Truss plate Institute, 218 N, Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
3/; Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-1/
1.?
For 4 x 2 orientation, locate
plates 0- 11i6." 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:
ANSI/TPII: National Design Specification for Metal
Plate Connected Wood Truss Construction,
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
Drawings not to scale)
2
TOP CHORDS
BOTTOM CHORDS
JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSAETTERS.
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/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTekO All Rights Reserved
MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015
AAL General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
I , Additional stability bracing for truss system, e.g.
diagonal or X-brocing, is always required. See BCSL
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 boding 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 ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Comber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
comber for dead load deflection.
11, Plate type, we, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified,
11 Top chords must be sheathed or pudins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. 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 alter 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 I Quality Criteria.
FLEC-01Z C CRY
2, - P
DEARING HEIGHT 5(HEPLLE
7-71
M
Hanger List
HI HTU26
NOTE5:
REFER TO FOR
HAV',A% !N'7A—A'!O,% ANT} TEMPORARY 5RA M)
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ALL ARE XE1,1W-D FOR 2c MAX!
VW SF&' M, LNL-5 O`UW!- NOTE, ALL
WALLS SHOWN ON PLACEMENT 0
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APPROVAL lie, i
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ANDMV-, ALL MP,uM; AMTEC W"I OR 0", k LA'01,;"
REVIEW AW APIMAL 7 LAYOkr, W,Sl DE Z-,
C:YED DFOIT M1, I C, 5 CL X 5M' YERF Y At- OW,Molr-,
TOMiAZ1 A6AM' L',A%E5 IHA' WU, ZMT IN EXTRA
CKAR6;5 TO YX ft4—" k4r,
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i 0, De., I Builders F,
A
stSourceOrlando PHONE
407-
85;-2100 FAX, 407-551-7i11 Plant City
PRONE. e15-
7til-5-1 FAX: 613-752-1532 i--Partin
Plumbing Services Partin Res
827 Escambia
Dr FAIN IT
10/
17/
18 Josh
HardiePanel" Vertical Siding
EFFECTIVE APRIL 2018
IMPORTANT FAILURE TO FOLLOW JAMES HARDIE WRITTEN INSTALLATION INSTRUCTIONS AND COMPLY WITH APPLICABLE BUILDING CODES MAY VIOLATE LOCAL, LAWS, AFFECT
BUILDING ENVELOPE PERFORMANCE AND MAY AFFECT WARRANTY COVERAGE, FAILURE TO COMPLY WITH ALL HEALTH AND SAFETY REGULATIONS WHEN CUTTING AND INSTALLING
THIS PRODUCT MAY RESULT IN PERSONAL INJURY, BEFORE INSTALLATION, CONFIRM YOU ARE USING THE CORRECT HARDIEZONErT) PRODUCT INSTRUCTIONS BY VISITING
HARDIEZONE,COM OR CALL 1-866-942-7343 (866-9-HARDIE)
Store flat and Keep (try and covered prior to
installation. Installing siding wet or saturated may
result in shrinkage at butt joints. Carry planks on
edge. Protect edges and corners from breakage.
James Hardie is not responsible for damage caused
by improper storage and
handling of the
product.
OUTDOORS
position rjjrmy station l so trial aid ow blows ch"St away ho", the
use: and others near lhe cutting area.
2 i',',ut using one of too following methods
a. Best Circular saw equipped with Hai troBladel saw bade
and attached vacuum dust collection system. Shears
manual, pneumatic or electric) may also he used not
recommended for products thicke, than 016 in,
b, Better Gircuiar Says UQUIPWd With a (just G011-01(fin toatUre,
e g Roan'saw and HardreBboe saw blade.
0 "000 0,culat saw equipped with a HardieBlade saw bade
INDOORS
DO N07 qnnol or Got wth a frovief saw indoors. Cut using shears imanual, pner;frrarc or
eocinc, or the score and snap roeel not recommended for products thicker than 7116 in
00 NOI dry sweep dust; use arot dust suppression or vacuum to collect GUSt
For maximum (just reduction, James Hardie recommends using the "Best" coning
practices Always follow the equipment manufacturer's instructions for proper operation
For best porrofmance Arban noting with, a cucUar saw, James Hardie recommends
using HarrteBcfdrsaw bladcs Go
to i mest ardlepins,coul !or addsk)a, Putting airld (lost .'orltroi recoru aliIT"andations IMPORTANT.,
I he Occocahonal Safety and hearth Ad; mil I104on r0SHAJf requiates V4011,rldce exposure to olica dust For ,,onstiuccon sites, OSHA has deemed that
icuding fiber cement with a Jirulat saw having a biarte diameter less than R inches and Connected t(I a commercially availaure dust Collection system per fcanULCIdler
s r1ShiJC1l0r1S resells In E!XPOSUrris billow the OSHA flein,,Fsible Exposure Limit 1`EL! for respirable crystalline silica, vvrthout the need for additional C%
taranfry protection, If
you are unsure about now to comply with OSHA sdtca dust reTdatroas consult a qualified induatnal hygienist or safety professional, or contact your James Hattie
technical sales representative for assistance James Handle makes no repaestantaf on or warranty that aborting a particular rioting practice vid! assure your
compliance sv0, OSHA trfles or crier applicadla taws and safety requirements GENERAL
REQUIREMENTS: These
instructions to be used for single family installations only. **For Commercial / Multi -Family installation requirements
go to www,JamesHardieCommercial.com HardiePanell"
vertical siding can be installed over braced wood or steel studs, 20 gauge (33 mils) minimum to 16 gauge (
54 mils) maximum, spaced a maximum of 24 in o.c. or directly to minimum 7/16 in thick OSB sheathing See
General Fastening Requirements. Irregularities in framing and sheathing can mirror through the finished application.
Correct irregularities before installing siding. Information
on installing James Hardie products over non-nailable substrates (ex: gypsum, foam,etc.) can be located
in JH Tech Bulletin 19 at www,jamehardie.com A
water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier
must be appropriately installed with penetration and junction flashing in accordance with local building code
requirements, James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture
HardieWrap" Weather Barrier, a non -woven non -perforated housewrapl, which complies with building
code requirements. When
installing James Hardie products all clearance details In figs. 3, 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, in the first 10 ft. Do
not use HardiePanel lap siding in Fascia or Trim applications. Do
not install James Hardie products, such that they may remain in contact with standing water. HardiePanel
vertical siding may be installed on flat vertical wall applications only. DO
NOT use stain, oil/alkyd base paint, or powder coating on James Hardie", Products. For
larger projects, including commercial and multi -family projects, where the span of the wall is significant in length,
the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture
movement of the product in their design. These values can be found in the Technical Bulletin "Expansion Characteristics
of James Hardie" Siding Products" at www.jameshardie,com. James
Hardie Building Products provides installation/wind load information for buildings with a maximum mean
roof height of 85 feet. For information on installations above 60 feet, please contact JH technical support.
Figure
1 to Figure
2 Nrvplwimra V,a far
irsisove taanleBattenJoint "Ict"
Joint Caulk Joint vertical Sitting Keep nalts
water-fesi"
Jive, han',"t vater fos;stivii earner wate, res0tye hanie, Vain Me 9' x
4 srucl 2x4stul, x 4 stud fray, panel - ----- ridges r
V mo(
i8rae
W
odcl
4Keep fasteners 2inavirry ftoa) rtof ners
i8d.e ap6r6pr3ti irap rleoveeil Apply udn,lS, that,
rd,K' rc op -an at
rnp ntt[,ev'h,t1x t F ft aMirlaor.ne t Me, essli,01,, w a", r)"'I pra-,W, pa', lea, nzrrr,oril
f y,,j ha,,, qo,,.tTi,,egtardq ine, ,f p""w", n, in : -fil, yin"o,wr. If-rr adtlstl, al
n to"'wt,"n o Vlf!a4,,a (ot"", :rI iaj ! at 1 A66 aHa ire or Fastener Positioning Position fasteners 3/
8" from
panel edges and no closer than tin away from corners.
Do not nail into corners, HardiePanel Vertical Siding Installation Framing
must be provided at
horizontal and vertical edges for nailing. HardiePanel vertical
siding must be
joined on stud. Double stud may be required
to maintain minimum edge nailing distances. Joint Treatment
Vertical Joints - Install
panels in
moderate contact (fig. 1), alternatively joints may also be
covered with battens, PVC or metal jointers or
caulked (Not applicable to ColorPlus" Finish) (fig. 2). Horizontal
Joints - Provide Z-flashing
at all horizontal joints (fig. 3). sm I'
ve r at
ler
Par el
Otpe, inner 4"
riap vasl it c
io'e!
oanci Figure 4
RecOmmendaron When
stalling
Sierra a,
Provide a ,
Potrile stud at panel
icants to avoid flailing dimugil
grooves. 1'JamesHardie
R3HardiePanel" Vertical Siding
CLEARANCE AND FLASHING REQUIREMENTS
Figure 3 Figure 4 Figure 5 Figure 6
Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding
Figure 7
Deck to Wall
Figure 12
Drip Edge
Figure 8
Ground to Siding
Figure 9 Figure 10
Gutter to Siding Sheltered Areas
Figure 13
Block Penetration
Fasteners must be corrosion resistant, galvanized, or stainless steel, Electro-galvanized
are acceptable but may exhibit premature corrosion, James Hardie recommends the
use of quality, hot -dipped galvanized nails, Jarnes 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.
Manufacturers of ACO and CA preservative -treated wood recommend spacer materials
or other physical barriers to prevent direct contact of ACO or CA preservative -treated
wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preserva
tive-treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel
and in accordance to 2009 IRC R317.3 or 2009 IBC 2304,9.5
Consult applicable product evaluation or listing for correct fasteners type and
placement to achieve specified design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building
Codes have specific jurisdiction. Consult James Hardie Technical Services if you are
unsure of applicable compliance documentation.
Drive fasteners perpendicular to siding and framing,
Fastener heads should fit snug against siding (no air space),
NOTE: Whenever a structural member is present, HardiePlank should be fastened with
even spacing to the structural member. The tables allowing direct to OSB or plywood
should only be used when traditional framing is not available.
Figure 14
Valley/Shingle Extension
M
00 NOT
11T l
J9
UNDER
DRIVE
IF, THEN
WOOD
FRAME
fl
HAMMER
FLUSH
STEEL
FRAME
N
REMOVE, &
REPLACE
Figure 11
Mortar/Masonry
ENUMMIUMAMR0
James Hardie products can be hand nailed
or fastened with a pneumatic tool.
Pneumatic fastening is highly recommend-
ed. Set air pressure so that the fastener is
driven snug with the surface of the siding.
A flush mount attachment on the
pneumatic tool is recommended. This will
help control the depth the nail is driven. If
setting the nail depth proves difficult,
choose a setting that under drives the nail,
Drive under driven nails snug with a
smooth faced hammer - Does not apply for
installation to steel framing).
00 NOT 00 NOT USE
1111 1
Ilv
OVER SLANT ALUMINUM
DRIVE FASTENERS
IF, THEN ADDITIONAL NAIL
FACE
NAIL
5cq
el
COUNTERSINK
Fill,
CLIPPED
HEAD NAILS
I
HS1236 P2/3 04/18
MHardlePanel'Vertical Siding
CUT EDGE TREATMENT
Caulk, paint or prime all field cut edges, James Hardie touch-up kits are required to
touch-up ColorPlus products,
CAULKING
For best results use an Elastomenc Joint Sealant complying with ASTM C920 Grade NS,
Class 25 or higher or a Latex Joint Sealant complying tivith ASTM C834. Caulking/sealant
must be applied in accordance with the caulking/sealant manufacturer's written instructions.
Note: some caulking manufacturers do not allow "tooling".
PAINTING
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie," Products, Factory -primed James Hardie products must be painted within 180 days of installation.
100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding
is sprayed.
Care should be taken when handling and cutting James Hardier ColorPlus"" products. During installation use a wet soft cloth or soft brush to gently wipe off any
residue or construction dust left on the product, then rinse with (a garden has(,',
Touch up nicks, scrapes and nail heads using the Color -Plus,", Technology touch-up applicator. Touch-up should be Used sparingly,
It large areas require touch -Lip, replace the damaged area with new HardiePlank lap siding with Color*Plus` Technology.
Laminate sheet must be removed immediately after installation of each Course.
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus,1 product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from Your COlOrPlLIs 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 frorn use Of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered
under the James Hardie ColorPlus Limited Finish Warranty.
PAINTING JAMES HARDIE"' SIDING AND TRIM PRODUCTS WITH COLORPLUS6 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
Reprinting is normally riot necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie,Products.
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature
DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
H81236 P3/3 04/18
WARNING: This product can expose you to chemicals including respirable crystalline silica, lotirch is known to the State of Unforde to "Use cancer. For here information go tc Vd5warningis,ca,gov,
RECOGNITION: in actuadance with [CC -ES Evaluation Refuw, FSP, 22,90 fanooapfank,') !,if) s0odd, ;s recognized as a suitable arfunate if, that specified in: the, 2006,2009,0012 fintionanonai Residential Cone for One,- and Two-ranally
Dwellings and the 2006 2009, & 2012 international Building Coco, Hat6oplank aft sWing is also recognized for ainalwaufari n, the following; City of Los Angeles Research Report No 24862, State of Floods listing F1,4889, Door, County,
Florida NOA No, 02-0729,02, rs Dept of HUD Materials ROd", i2filc Texas Department of insurarica, Product Evaluator EC-23, City of Nem York 41LA 223-93-M and Calilornia RSA RA-019 These doiannords should af;o be consulted
for additional adonniolon concerning the svisolity of this Lociduct for specific arrointious
Q 2018,ia, fia,,Jie Enuldig Prodkxtf (;A! rig losa qr sed in, SMand T Product warranties, safety information and additional installation denote
1,3dernau,s 0, of James Hartle Trrch,,oloqy 1 ruisil information are available at lairrestrardlepros.com 99 JamesHardie
HardieSoffiV Beaded Porch Panels
EFFECTIVE APRIL 2018
IMPORTANT, FAILURE TO FOLLOW JAMES HARDIE WRITTEN INSTALLATION INSTRUCTIONS AND COMPLY WITH APPLICABLE BUILDING CODES MAY VIOLATE LOCAL LAWS, AFFECT
BUILDING ENVELOPE PERFORMANCE AND MAY AFFECT WARRANTY COVERAGE, FAILURE TO COMPLY WITH ALL HEALTH AND SAFETY REGULATIONS WHEN CUTTING AND INSTALLING
THIS PRODUCT MAY RESULT IN PERSONAL INJURY, BEFORE INSTALLATION, CONFIRM YOU ARE USING THE CORRECT HARDIEZONK' , PRODUCT INSTRUCTIONS BY VISITING
HARDIEZONE,COM OR CALL 1-866-942-7343 (866-9-HARDIE)
I i ; eiV* :01 111111
Store flat and keep dry and coveted ritior to
installation. Installing siding wet or saturated may
result in shrinkage at butt joints. Carry planks on
edge. Protect edges and corners from breakage.
Jarnes Hardie is not responsible for damage caused
by improper storage and
handling of the
product,
CUTTING INSTRUCTIONS
OUTDOORS
Position Cutting station so that aldlow brows Oust awlv f! on! the
user and others near the Cutting area
CIA o8mig one of the following methods
a, Best Circular saw ocurroerl with a I lat (fie"ade, saw Nato
and attached vacuum dust cullecion systotn Shears
aranual, pneumatic 01 rttrrolnc) may also no used, not
too ............ led let ploducts (Irr*1 than 7/16 in.
b.Berri Cir ailar saw equippeol with dust Colecto:1 featurer
fe,tl, Roar 'sawn and a tialdloBlado Saw blade
c, Good, Circular rwequppodwl!h a liardwblaoe saw blade INDOORS
DO
NOT grind or cut with a pc c, SM 111,1001s, Cut U$Iflo Shears (11,1110,11, PoeUr"Idtic Of lectictI
or the, score and Y,a P method IV recommend d for prodxts tOrcker than 1,116 to DO
NOT dry swoep dust use not d(ts! s,rppreSsion Cr VOCqurl to collect dust. For
maximum dust reduction, James Hardie recommends using the 'Best' curtrig piarAiGes
Always, 10110IV the OQUirtn(rot oldnL4,101trer's urstruQho;cs for piopor operation. For
best P3i-forrual1w when cutting With a ircular saw, Jaolos Hardie oxomfoent'sus
Haidie8lide,"SIN/ blades, Go
to arnesnaoirepros ,out for additional (;Uttlug and (Just control recomfuend0ons IMPORTANT
The Occupational Safely and Hoathhgim ustralron;OSHA) regulates workplace exposure to silica dust. For construction sties OSHA has deemed that
cutting fiber Cement wfhP a Circular taw havrntj I Made 6arnetor less r1an 6 indles and connected to a commercially available dust collection system per nrinttsctr;,
P,rsmstn,oltons results to ttxposulos o-'elow the OSHA Prrrcissr*Exposure Iilit EPFL) for esrrirahe crystalline s;I;(.,a, '71"Ithorit the neod, !o, additional It yoo
are now to ci)Inply with GSHA s;bk,a Was! consult a rjualiflod an(listiral hygienist Or safety twotessi(,mal, or col tacl your James Hardie technical
sales representative for assistance James Hardie make-, ro reprasentation or warranty that adopting a panrcular c,-,ttmq iearlrce will assure yore cOmuance
with OSHA rules or 0111w artificabe 1,UYS and Sme,,OqUileMPOIS, GENERAL REQUIREMENTS:
HardieSoffie, beaded
porch panels may be installed as a soffit or ceiling over either wood or steel 20 gauge (33 calls) minimum to 16 gauge (54 mils) framing complying with
the local building code. See general fastening requirements. Install soffits to nominal 2 x 4 framing members spaced a maximum of 24" on center fig.1),
with the long dimension perpendicular to the rafter or joist framing. All edges
must be supported by framing. (fig. 1) Install water
barriers and air barriers as required by local building codes. James Hardie will assume no responsibility for moisture infiltration. Ensure gutters
have end caps. Maintain a minimum 1 " gap between end caps and siding & trim (fig.5). Figure 1 Install KICKOUt
flashing at roof -wall junctions. (fig 6,j DO NOT
use finish nails. James Hardie
Building Products provides installation/wind load information for
buildings with a maximum mean roof height of 85 feet,
For information on installations above 60 feet, please contact JH
technical support. INSTALLATION: HardieSoff
it
beaded porch panels must be fastened to a solid, nailable substrate
such as wood. Additional framing
may be needed to ensure proper fastening, Panels can
be installed as shown in figure 1. Fastener Positioning
Position fasteners
3/8" from panel edges and and no closer than 2"
away from corners (Figure 2). Jointing Methods
Panel ends
are to be butted together as shown in Figure 3. Install panels
in moderate contact at ends with or without battens (Figure
4), Figi 30'
L
77
91-
JamesHardie
ME it
Jameshairdlepro&
com for the most recent version. SF1206-PI13 W18
n;1
Figure 3
HardieSoffit' Beaded Porch Panels
Figure 4
framing
member
moderate contact
hAftPr
Maintain a minimum 1 " gap between Figure 6
gutter end caps and siding & trim,
Step flashing
Figure 5 Self dhenn I
Me bran$ %
siding
Drip edge
fascia
Hoosewralp
gutter and end cap
FASTENER REQUIREMENTS
For wood frame construction a minimum 4d common nails spaced 8" o.c. at panel
edges and intermediate framing members spaced up to 24" on center are suitable
in most locations*.
For conventional 20-16 ga steel frame construction a minimum No. 8-18 x 0.323"
HD x 1 " long ribbed bugle screws spaced 6" o.c, at panel edges and intermediate
framing members spaced up to 24" on center are suitable in most locations'.
Uninium Basic Wind Speed differs by Walty. Wien" Specified levels of wind faststanco are required, otor to Iripl,C&C
Building Code Compliance Reports
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized
are acceptable but may exhibit premature corrosion, James Hardie recommends the
use of quality, hot -dipped galvanized nails, James Hardie is not responsible for the
corrosion resistance of fasteners. Stainless steel fasteners are recommended when
installing James Handle,' products near the ocean, large bodies of water, or in very
humid climates.
Manufacturers of ACO and CA preservative -treated wood recommend spacer materials
or other physical barriers to prevent direct contact of ACO or CA preservative -treated
wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preserva-
tive -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel
and in accordance to 2009 IRC R317,3 or 2009 IBC 2304.9.5
Consult applicable product evaluation or listing for correct fasteners type and
placement to achieve specified design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building
Codes have specific jurisdiction. Consult James Hardie Technical Services if you are
unsure of applicable compliance documentation.
Drive fasteners perpendicular to siding and framing.
Fastener heads should fit snug against siding (no air space).
NOTE: Whenever a structural member is present, HardiePlank should he fastened with
even spacing to the structural member. The tables allowing direct to OSB or plywood
should only be used when traditional framing is not available.
Do not use aluminum fasteners, staples, or clipped head nails.
Ig
ler
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped roof, one of the most
critical flashing details occurs where a roof intersects a sidewall. The roof Must be
flashed with step flashing. Where the roof terminates, install a kickout to deflect
water away from the siding.
It is best to install a self -adhering membrane on the wall before the subl'ascia and
tdrn boards are nailed in place, and then come back to install the kickout.
Figure 6, Kickout Flashing— To prevent water from dumping behind the siding
and the end of the roof intersection, install a "kickout" as required by IRC code
R905283 : `_flashing shall be a min. of 4" high and 4" wide." James Hardie
recommends the kickout be angled between 100' - 1101 to maximize water
deflection.
James Hardie products can be hand nailed or fastened with a pneumatic tool.
Pneumatic fastening is highly recommended. Set air pressure so that the
fastener is driven snug with the Surface of the siding. A flush mount attachment
on the pneumatic tool is recommended. This will help control the depth the nail
is driven. If setting the nail depth proves difficult, choose a setting that tinder
drives the nail, (Drive under driven nails snug with a smooth faced hammer -
Does not apply for installation to steel framing),
M
DO NOT DO NOT DO NOT USE
S
UNDER OVER SLANT ALUMINUM
DRIVE DRIVE FASTENERS
IF, THEN IF, THEN ADDITIONAL NAIL
WOOD STEEL FACE
CLIPPED
FRAME FRAME NAIL HEAD NAILS
7
COUNTERSINK
STAPLES
HAMMER & FILL
FLUSH
REMOVE&
RFPLACF
The d;t,Strabon ?figure 61 was ennntoid with permission of THE JOURNAL OF LIGHT CONSTRIJIG TION For subscrtipbop intomiaboQ viyt 4m, ;lcoi i, ie wi i SF1206-P2/3 04118
If
L 1AM-10
CUT EDGE TREATMENT
Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to
touch-up ColorPIUS products.
CAULKING
For best results use an Elastomenc Joint Sealant complying with ASTM C920 Glade NS,
Class 25 or higher or a Latex Joint Sealant complying with ASTIVI C834. Caulking/Sealant
most be applied in accordance with the caulking/sealant (nanLlfaCt(1r(`f'S Written instructions.
Note: some caulking manufacturers do not allow "tooling".
HardlieSoffito Beaded Porch Panels
PAINTING
DO NOT use Stain, oil/alkyd base paint, or powder coating on James Hardier Products, Factory -primed James Hardie br0dUCtS must be painted within 180 days of installation.
100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint Manufacturers specifications, Back -rolling is recommended if the siding
is sprayed,
PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUSO 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
Reporning is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie Products,
Apply finish Goat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature
DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
Care should be taken when handling and cutting James Hardie' ColorPlus-" products. During installation use a wet soft cloth or soft brush to gently wipe off any
residue or construction dust left on the product, then rinse with a garden hose.
Touch tip nicks, scrapes and nail heads using the ColorPlus4 Technology touch-up applicator. Touch-up should be used sparingly.
It large areas require touch-up, replace the damaged area with new HardtePlank lap siding with ColorPlusl Technology,
Laminate sheet must be removed immediately after installation of each course.
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus' product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge boaters, available from your ColorPlus product dealer,
Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products,
Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch -Lip that are not James Hardie touch-up will not be covered
under the James Hardie ColorPlus Limited Finish Warranty,
SF1206-P313 04118
WARNING: This product can expose you to c1grainGals including nespiratile crystalline silica, which is known to the State, of California to cause cancer. For mare information go to M5Wkrninq j ,, , g(gqw,
RECOGNITION: to acQoecanoe with IGG-Es Evaluation Report ESR-Mo, HaimePlan0', lar, siding is recognized as a suitable alternate to that Specified in the 2006,2009,U012 International Resoordrai Code for One,- and Two -Family
Dwellings, and the 2006, 2009 & 2012 Intemanonal Building Gone,, Hardietlank lap siding is also recognized for application in the (ollooing city of Los Angeles Research Report No. 24862, State of Honda listing FL#889 Done County
Florida NOA No, 02-0729,02, U.S_ Dept, of HUD Materials Release 1263c, texas Department of insurance 1110clutt Evaluation K-23, City of New York MFA 223-93-M. and California DSA PA-019. Those doi;uriiMs should also be consulted
for additional inforriaortir, concerning the suitability of this product kir Specific appl,caeorls
QOs a,,, Product warranties, safety information and additional installation ", Hafts Bwld, g pwjz,cl 11 N; f,gh&, tr'md Tr'! SM and Qk
dr)["we tt tWono,,4,s of fqls,o ec' i-ad,Ina ""! Jame, Fezrdw Tochi-Dlogy 1 tfl rect information are available at jame.shardlepros.com JamesHardle
SIT F COP`)'
FORM R405-2017
Project Name: Titan Mech Partin Rvd MJS 010819 Builder Name:
Street: 827 Escambia Drive Permit Office,
0 1 8 7City, State, Zip: Sanford , FL, 32771 Permit Number#
Owner: Partin Residence Jurisdiction:
Design Location: FL, Sanford County: Seminole (Florida Climate Zone 2
1. New construction or existing New (From Plans) 9. Wall Types (1500.3 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.0 1217.20 ft2
b. Frame - Wood, Adjacent R=13.0 283.11 ft'
3. Number of units, if multiple family 1 c. N/A R= ft.-
4. Number of Bedrooms 2 d, N/A R= ft2
10. Ceiling Types (1220.0 sqft.) Insulation Area
5, Is this a worst case? No a. Under Attic (Vented) R=30.0 1220.00 ft'
6. Conditioned floor area above grade (W) 1220 b, N/A R= ft2
Conditioned floor area below grade (ft") 0
c. N/A
11. Ducts
R= ft2
R ft2
7. Windows(156.8 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 217,6
a, U-Factor: Dbl, U=0.30 156,83 ft2
SHGC: SHGC=0,25
b. U-Factor: NIA ft2 12. Cooling systems kBtu/hr Efficiency
SHGC:
a. Central Unit 24.0 SEER:14.00
c. U-Factor: N/A fta
SHGC: 13, Heating systems kBtu/hr Efficiency
d. U-Factor: NIA ft2 a. Electric Heat Pump 24.0 HSPF:8.50
SHGC:
Area Weighted Average Overhang Depth: 3,403 ft.
Area Weighted Average SHGC: 0.250 14. Hot water systems
a. Electric Cap: 50 gallons 8.
Floor Types (1220,0 sqft.) Insulation Area EF, 0,950 a.
Stab -On -Grade Edge Insulation R=0.0 1220.00 ft,' b. Conservation features b,
N/A R= ft2 None c,
N/A R= 15, Credits Pstat Glass/
Floor Area: 0.129 Total
Proposed Modified Loads: 42,68 PASS TotalBaselineLoads: 4232 1
hereby certify that the plans and specifications covered by Review of the plans and C,04E ST Jlip
this
calculation are in compliance with the Florida Energy specifications covered by this I
Code,
calculation indicates compliance with
the Florida Energy Code, PREPARED
BY: Before construction is Completed DATE:
this building will be inspected for 201M1.
08 17:23:27 compliance with Section 553.908 I
hereby certify that this building, as designed, is in compliance the
Florida Energy Code. Florida
Statutes. with
WE OWNER/
AGENT: _ BUILDING OFFICIAL: DATE:
DATE: Compliance
requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified
factory -sealed In accordance with R403.3.2.1. Compliance
requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope
leakage test report with envelope leakage no greater than 7.00 ACH60 (R402.4.1.2). 1/
8/2019 5:21 PM EnergyGaugeO USA 6,0,02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 4
OnPhA PAAr,_'>n17 INPI IT _qI IMMARY r.HFr_K1 IST RFPORT
PROJECT
Title: Titan Mech Partin Rvd MJS 0 Bedrooms: 2 Address Type: Street Address
Building Type: User Conditioned Area: 1220 Lot #
Owner Name: Partin Residence Total Stories: I Block/Subdivision:
of Units: 1 Worst Case: No PlatBook:
Builder Name: Rotate Angle: 0 Street: 827 Escambia Drive
Permit Office: Cross Ventilation: County: Seminole
Jurisdiction: Whole House Fan: City, State, Zip: Sanford
Family Type: Single-family FL, 32771
New/Existing: New (From Plans)
Comment:
CLIMATE
Design Temp Int Design Temp Heating Design Daily Temp
VDesign Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL, Sanford FL—ORLANDO—SANFOR 39 93 70 75 677 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 1220 11346
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
I Main 1220 11346 Yes 3 2 1 Yes Yes Yes
FLOORS
V # Floor Type Space Perimeter R-Value Area Tile Wood Carpet
1 Slab -On -Grade Edge Insulatio Main 1253 ft 0 1220 ft,1 0 0 1
ROOF
Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch
V# Type Materials Area Area Color Barr Absor, Tested Tested Insul, (deg)
I Hip Composition shingles 1466 ft2 0 ft2 Medium N 0.75 No 0.9 No 0.5 333
ATTIC
V# Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1220 ft2 N N
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) Main 30 Blown 1220 W 0.11 Wood
1/8/2019 5:21 PM EnergyGaugeO USA 6.0.02 (Rev, 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 4
FETM =0Z
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
Space GradeOA-
I E Garage Frame - Wood Main 13 25 4 9 4 236.4 ft-' 0.5 0.23 0.01 0
2 S Garage Frame - Wood Main 13 5 9 4 46.7 W 0.5 0.23 0.01 0
3 E Exterior Concrete Block - Int Insul Main 4 16 9 9 4 156.3 ft2 0 0 03 0
4 E Exterior Concrete Block - Int Insul Main 4 14 4 9 4 1318 ft' 0 0 0.3 0
5 N Exterior Concrete Block - Int Insul Main 4 24 9 4 224.0 ftz 0 0 03 0
6 W Exterior Concrete Block - Int Insul Main 4 57 9 4 532.0 ft2 0 0 0.3 0
7 S Exterior Concrete Block - Int Insul Main 4 18 4 9 4 171,1 ft' 0 0 03 0
DOORS
V# Omt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
I E Wood Main None 46 3 6 8 20 ft2
2 E Insulated Main None 46 3 6 8 20 ft2
3 S Wood Main None 46 2 6 6 8 16.7 ft;t
WINDOWS
Orientation shown is the entered, Proeosed orientation.
Wall Overhang
Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
I E 3 Vinyl Low-E Double Yes 0,3 025 N 6.7 ft2 8 ft 0 in 0 If 6 in Drapes/blinds None
2 E 3 Vinyl Low-E Double Yes 0.3 0,25 N 30.0 W 8 ft 0 in 0 ft 6 in Drapes/blinds None
3 E 4 Vinyl Low-E Double Yes 0.3 0.25 N 30,0 W 2 ft 0 in 0 ft 6 in Drapestblinds None
4 N 5 Vinyl Low-E Double Yes 0.3 025 N 6.7 ft2 2 ft 0 in 0 ft 6 in DrapesNinds None
5 W 6 Vinyl Low-E Double Yes 03 0.25 N 8.0 ft' 2 ft 0 in 0ft6in Drapes/blinds None
6 W 6 Vinyl Low-E Double Yes 0.3 0.25 N 12,5 ft' 2 ft 0 in 0 it 6 in Drapes/blinds None
7 W 6 Vinyl Low-E Double Yes 0.3 025 N 48.0 ft' 2 ft 0 in 0 If 6 in Drapes/blinds None
8 W 6 Vinyl Low-E Double Yes 0.3 0.25 N 15.0 ft' 2 ft 0 in 0 ft 6 in Drapes/blinds None
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 625 ft' 625 ft-' 68 ft 8 ft 1
INFILTRATION
Scope Method SLA CFM 50 ELA EqLA ACH ACM 50
1 Wholehouse Proposed ACH(50) .000414 1323.7 72.67 136.67 1653 7
1/812019 5:21 PM EnergyGaugeO USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 3 of 4
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF,8,5 24 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
I Central Unit/ Split SEER: 14 24 kBtu/hr 700 cfm 0,75 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
I Electric None Garage 0.95 50 gal 50 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC Collector Storage
Cert # Company Name System Model # Collector Model Area Volume FEF
None None ft2
DUCTS
Supply Return Air CFM 25 CFM25 HVAC #
V # Location R-Value Area Location Area Leakage Type Handier TOT OUT QN RLF Heat Cool
I Attic 6 217.6 ft Attic 54.4 ft2 Default Leakage Main Default) (Default) 1 1
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Cooling Jan j Feb Mar
Heatin Jan Feb M9ki
Apr
Apr I may Jun Jul [XI A
Ma ]AugSeyJunJulgirin
Oct
Oct
Nov
Nov
Dec
Dec
Venting Jan Feb M Apr may Jun Jul Aug Sep Oct Nov J 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
MECHANICAL VENTILATION
Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System
None 0 0 0 1 - Electric Heat Purne 0% 1 - Central Unit
MASS
Mass Type Area Thickness —Furniture Fraction Space
Default lbslsq.ft. 0 ft, 0 It 0,3 Main
118/2019 5:21 PM EnergyGaugeS USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 4
ENERGY PERFORMANCE LEVEL (EPL)DUSPUAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 100
The lower the Energy Performance Index, the more efficient the home.
1.New home or, addition 1._New (From 9|onn) 12.Ducts, location & insulation level
m)Supply ducts Rf,l
2, Single-family ormultiple-family 2_SinqlkhaItly b> Return ducts R§.}
o>AMU location Main
3.No. ufunits (if mu|Vpde-fam|}y) 3.1_ 4.
Number cfbedrooms 4,2 13. Cooling system: Cupacity21. o)
Split system SEER14.0 5.|
othis wworst case? (yus/no) 5No h}Single package SEER_____ c>Ground/water
source SEER/COP ______ S.Conditioned floor
area (uq. ft,) 6.122X0_ d>Room uniVPTAC EER_____ o)Cxher 7.
Windows, type
and area o> U-factor: (
weighted average) 7o,__-0300_ b>Solar Heat
Gain Coefficient <SHGC> 7b.0.250_ 14,Heating ayntmm Capacity___L4.0 o)Anea 7c
156lL_ a)Split system heat pump HGPF8.5 b)Single package
heat pump HSPF_____. Skylights c> Electric
resistance O[>P_____ e)U-farNc(
weighted average) 8a,NA_ d)Gas furnace, natural gas AFUE_____ b)Solar Heat
Gain Coefficient (SHGC) 8b.N/L_ e)Gas furnace, LPG AFUE_____ f)[%her 9,
Floor type,
insulation |eve| o>S|oban-
gnade<R-wa|ua> 9&0.0_ b>VYood. raised (
R-value) 9b. 15. Water heating system o}Concrete, raised (
R-vo|ue) Qo e>Electric resistance EFD]}5 b)Gas fired,
natural gas EF_____ 1O.Wall type
and insulation: o>Gas fired, LPG EF_____ A. Exterior: d)
Solar system with tank EF_____ 1.Wood frame (
insulation R-vabe) 1OA1 a)Dedicated heat pump with tank EF____ 2, Masonry (Insulation
R-va|ue> 10A2.4 O 0Heat recovery unit HemtRecS6______ B.Adjaoent g}Cnher
1.Wood frame (insulation
R-va|ue) 10131.__13.2__ 2.Masonry (Insulation F-
maluo) 1D82.______ 18, H\ACcredits claimed (
Performance Method) 11.Ceiling type and insulation
level a)Ceiling fans u> Under attic 1la, 3Q.
O_ b) Cross ventilation No b)Single assembly 11b, c)Whole
house fan No o)Knee walls/skylight walls 11c.
d}Mu|dzonecooling credit d)Radiant barrier installed 11dNo_ e>K8u(
Uzunoheating credit f)Programmable thermostat Yes Label required bySection
R30U1.8of the Florida
Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with
the Florida Building Code, Energy Conservation, 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 becompleted based oninstalled code compliant
features, Builder Signature: Date: Address of New Home-, 827 Escambia Drive
City/FL Zip:
Sanford , FL 32771 1/8/2019521:43pw EoergyGavgoOuSA 6.0 02VRe, \>'plaRwu2onFBComEdition (2n17)
Compliant Su**am Page 1ox1
I I 1,1
I
ii M 0 0 - . a r1l7r, •1 Ij [
Mandatoa Resuirements for Residential Performance, Prescrietive and ERI Methods
ADDRESS: 827 Escambia Drive Permit Number:
Sanford , FL , 32771
MANDATORY REQUIREMENTS See individual code sections for full details.
EjR401.3 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 onve[oT*e 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.
E] 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 I 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.
R402.4.2Fireplacos. 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.
oR402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm persquarefoot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/slm2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 101/i.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
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I . 0 Z -L 0 ; i 1 0 - 4
F -1 R402.4.4 Rooms containing fuel-buming appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air toopencombustionfuelburningappliances, 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 roorn shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
EJ R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering,
R403.1 Controls.
SECTION R403 SYSTEMS
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
E] 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 handier enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test,
2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
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.
D R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41'C)
or below 55°F (1 WC) shall be insulated to a minimum of R-3.
o 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.
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EjR403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 100°F to 140°F (38°C to 60'%
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 bumer(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.
r_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.
o 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. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation13shallmeetthefollowingcriteria:
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications,
2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-1 1 and the ceiling shall be insulated to a minimum of R-19, 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
CFMNVATT)
AIRFLOW RATE MAXIMUIV
CFM)
Range hoods Any 2.8 cfni/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1A cfm/watt 90
FBathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 Umin. a, When tested in accordance with HVI Standard 916
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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 manufacturers 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-souroe equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
Ej R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load,
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC---Commercial Provisions in lieu of Section R403,
R403.9 Snow malt 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 (I O'C), and no
precipitation is failing 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.
El R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches, Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation,
R403A0.3 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
0 efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56, Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
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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.
E] R403.11 Portable spas (Mandator0e energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
F1 R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed fighting 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.
11812019 5:21 PM EnergyGauge(& USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 5 of 5
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Titan Mech Partin Rvd MJS 010819 Builder Name:
Street: 827 Escambia Drive Permit Office:
City, State, Zip: Sanford , FL , 32771 Permit Number:
OwnerPartin Residence Jurisdiction: uJ Design
Location: FL, Sanford COMPONENT
AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General
A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The
exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements
Breaks or joints in the air barrier shall be seated. The
air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit Ceiling/
attic the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier, Access
openings, drop down stairs or knee wall doors to unconditioned
attic spaces shall be sealed. The
junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls Walls
The
junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity sealed,
with a material having a thermal resistance of R-3 Knee
walls shall be sealed, per inch 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 Grawlspace Shafts,
penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior
or unconditioned space shall be seated. 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 Wand
b9bil3d PiQing QQd xddng. 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 lIzAlumew
fira a riakier comer plaica aqJ walla QL Oiling% - - - - - - a.
In addition, inspection of log walls Shall be in accor(lance wim the provisions Or lut-41.1u. 1/
8/2019 5:21 PM EnergyGaugeO USA 6,0.02 (Rev. 1) - FlaRes2017 FBC 611h Edition (2017) Compliant Software Page 1 of 1
Jurisdiction:
CMIL =01(:l nerM-DrOnTagn
Permit #:
Builder: Community: Lot: NA
Address: 827 Escambia Drive
City: Sanford State: FL Zip: 32771
x 60 + 11346
CFM(50) Building Volume ACH(50)
When ACH(50) is less than 3, Mechanical Ventilation installation
must be verified by building department.
Method for calculating b!jjlgjpg yglyLne:
0 Retrieved from architectural plans
9 Code software calculated
0 Field measured and calculated
R402.4.1,2 Testing. 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 Statues.or individuals licensed as set forth in Section
489105(3)(f), (9), 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 thecode official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not seated, beyond the intended weatherstripping or other infiltration
control measures.
2. Dampers including exhaust, intake, makeup air, back draft 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.
Company Name: Phone:
I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code
Energy Conservation requirements according to the compliance method selected above.
Signature of Tester:
Printed Name of Tester:
Date of Test:
License/Certification #: Issuing Authority:
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Manual S Compliance Report Job: Titan Mechanical 827 Es...
wrightsoft Date: JAN 8, 2019
Entire House By: Energycales.not
Titan Mechanical
Energycaics,net 267 deleon road, Debary, FL 32713 license: CAC058194 GARY ALTMAN
t Inform iat on
For: Partin Residence
827 Escambia Drive, Sanford, FL 32771
Cooling Equipment
Design Conditions
Outdoor design DB: 93.0°F Sensible gain: 19971 Btuh Entering coil DB: 76.5°F
Outdoor design WB: 76ffF Latent gain: 2529 Btuh Entering coil WB: 63,20F
Indoor design DB: 75.0°F Total gain: 22500 Btuh
Indoor RH: 50% Estimated airflow: 700 cfm
Manufacturer's Performance Data at Actual Design Conditions
Equipment type:
Manufacturer:
Actual airflow:
Sensible capacity:
Latent capacity:
Total capacity:
I -
UK I I .
I .
700 cfm
21000 Btuh
3000 Btuh
24000 Btuh
Model:
105% of load
1191/6 of load
107% of load SHR: 88%
Heating Equipment
Design Conditions
Outdoor design DB: 38,0°F Heat loss: 18861 Btuh
Indoor design DB: 70.0°F
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split ASHP
Manufacturer: 2 TON HEAT PUMP Model:
Actual airflow: 700 cfm
Output capacity: 24000 Btuh 127% of load
Supplemental heat required: 0 Btuh
Meets all requirements of ACCA Manual S.
Entering coil DB, 69,4F
Capacity balance: 0 OF
Economic balance: 0 'F
wrightsoft-
2019-Jan-08 1714:50
1-1-11-11— Right-SuiteO Universal 2018 18,0.16 RSU19927 Page 1
Z k ... ggieXDownloads\Tltan MeO Partin Rvd 010819,rup Calc - MJ8 Front Door fares: E
Job: Titan Mechanical 827 Es
wrightsoft- Building Analysis Date: JAN 8, 2019
Entire House By: Energycalcs.not
Titan Mechanical
Energyr.aics,net 267 dQ*0n road, Debary, FL 32713 License: CAC058 1 94 GARY ALTMAN
Project Information
For: Partin Residence
827 Escambia Drive, Sanford, FL 32771
T4,,onditlons
777777 7
Location: Indoor: Heating Cooling
Sanford, FL, US Indoor temperature (T) 70 75
Elevation: 55 ft Design TD (T) 32 18
Latitude: 280N Relative humidity (%) 50 50
Outdoor: Heating Cooling Moisture difference (gr/lb) 27.8 43.5
Dry bulb (T) 38 93 Infiltration:
Daily range (T) - 20 M Method Simplified
Wet bulb (T) - 76 Construction quality Average
Wind speed (mph) 15.0 7.5 Fireplaces 0
Component Btu h/fF Btuh of load
Walls 42 5451 28,9
Glazing 11.2 1772 9.4
Doors 12.5 683 3.6
Ceilings 1'0 1247 6.6
Floors 3.4 4146 22.0
Infiltration 2.4 2973 15.8
Ducts 2589 13.7
Piping 0 0
Humidification 0 0
Ventilation 0 0
Adjustments 0
1 Total 1 1 188611 100.0
Cooling
Component Btu h/fe Btuh of load
Walls 2,4 3028 15.2
Glazing 29.5 4672 23.4
Doors 11.5 630 3.2
Ceilings 1,7 2066 103
Floors 0 0 0
Infiltration 0.7 855 43
Ducts 3532 177
Ventilation 0 0
Internal gains 5190 26,0
Blower 0 0
Adjustments 0
Total 1 1 199711 100.0,
Latent Cooling Load = 2529 Btuh
Overall U-value = 0, 106 Btuh/1112-OF
Data entries checked.
0
eM.
2019-Jan-08 17:14:50
Right -Suited Universal 2018 16.0,16 RSU19927 Page I
ggle\0ownloadMTltan Mech Partin RW010819,rup Cale -M,18 Front poor faces : E
Job: Titan Mechanical 827 Es
wrightsoft Project Summary Date: JAN 8, 2019
Entire House By: Energycalcs.net
Titan Mechanical
Energycalos.net 267 deleon road, Debary, FL 32713 License: CAC058 194 GARY ALTMAN
For: Partin Residence
827 Escambia Drive, Sanford, FL 32771
Notes:
Pesign Information -
Weather: Sanford, FL, US
Winter Design Conditions
Outside db
Inside db
Design TD
38 OF
70 OF
32 OF
Heating Summary
Structure 16271 Btuh
Ducts 2589 Btuh
Central vent (0 cfm) 0 Btuh
none)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 18861 Btuh
Infiltration
Method
Construction quality
Fireplaces
Simplified
Average
0
Heatin Cooli
Area (ft 121 TI1
2'T Volume (
ft3) 11282 11282 Air
chan es/hour 0.45 0.23 Equiv.
ZF (cfm) 85 43 Heating
Equipment Summary Make
2 TON HEAT PUMP Trade
Model
AHRI
ref Efficiency
Heating
input Heating
output Temperature
rise Actual
air flow Air
flow factor Static
pressure Space
thermostat Capacitybalance
point = 0 OF 8.
5 HSPF 24000
Btu h@47-F 31
OF 700
cfm 0.
037 cfm/Btuh 0.
40 in H2O Backup:
Input =
8kW, Output= 26765 Btuh, 100AFUE Summer
Design Conditions Outside
db 93 OF Inside
db 75 OF Design
TD 18 OF Daily
range M Relative
humidity 50 Moisture
difference 44 gr/lb Sensible
Cooling Equipment Load Sizing Structure
16440 Btuh Ducts
3532 Btuh Central
vent (0 cfm) 0 Btuh none)
Blower
0 Btuh Use
manufacturer's data y Rate/
swingmultiplier 1.00 Equipment
sensible load 19971 Btuh Latent
Cooling Equipment Load Sizing Structure
1877 Btuh Ducts
652 Btuh Central
vent (0 cfm) 0 Btuh gone)
Equipment
latent load 2529 Btuh Equipment
Total Load (Sen+Lat) 22500 Btuh Req.
total capacity at 0.83 SHR 2.0 ton Cooling
Equipment Summary Make
2 TON HEAT PUMP Trade
Cond
Coil
AHRI
ref Efficiency
Sensible
cooling Latent
cooling Total
cooling Actual
air flow Air
flow factor Static
pressure Load
sensible heat ratio 14
SEER 19920
Btuh 4080
Btuh 24000
Btuh 700
cfm 0.
035 cfm/Btuh 0.
40 in H2O 0.
89 Boldfitalic
values have been manually overridden Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. 2019-
Jan-08 17:14:51 Right-
SufteO Universal 2018 18,0,16 RSU19927 Page 1 A* -ggie\DownloadskTitan Mach Partin Rvd 01 0819.nip Cale - MJ8 Front Door faces: E
Job #: Titan Mechanical 827 Escambia
Performed by Energycalcs.net for:
Partin Residence
827 Escambia Drive
Sanford, FL 32771
Level I
Titan Mechanical
Energycalcs, net 267 deleon road
Debary, FL 32713
Page 1
Right-SuiteO Universal 2018
18.0.16 RSU19927
2019-Jan-08 17:15:06
3itan Mach Partin Rvd 010819.
Duct System Summary Job: Titan Mechanical 827 Es
wrightsoft Date: JAN 8, 2019
Entire House By: Enorgycaicsnet
Titan Mechanical
Energicaics.net 267 deleon road, Deba(y, FL 32713 License: CAC058194 GARY ALTMAN
f l6f6rmat
For: Partin Residence
827 Escambia Drive, Sanford, FL 32771
External static pressure
Pressure losses
Available static pressure
Supply / return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.40 in H2O
0 in H2O
0.40 in H2O
0.342 / 0.058 in H2O
0,265 in/1 00ft
700 cfm
151 ft
Cooling
0.40 in H2O
0 in H2O
0.40 in H2O
0.342 / 0.058 in H2O
0.265 in/100ft
700 cfm
Supply Branch Detail Table
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FR
Diam
in)
H x W
in)
Duct
Matl
Actual
Ln (ft)
Ftg.Eqv
Ln (ft) Trunk
BDRM h 3494 130 82 0297 7,0 Ox 0 VlFx 15.1 100.O SO
8TH h 800 30 19 0,307 4.0 Ox 0 VlFx 11.1 100.0 stl
GREAT RM C 3577 90 125 0295 7.0 Ox 0 VlFx 25.6 90,0 st2
KITCHEN/DINING c 3031 53 106 0,435 6.0 Ox 0 VlFx 8.5 70.0
KITCHENIDINING-A c 3031 53 106 0300 6.0 Ox 0 VlFx 24.0 90.0 st2
LAUNDRY h 1297 48 43 0.297 5.0 Ox 0 VlFx 15.2 100.0 stl
M,BDRM h 4314 160 153 0.290 7.0 Ox 0 VlFx 27.8 90.0 W
M.BTH h 2395 89 38 0.265 6.O Ox 0 VlFx 33.8 95.0 st2
Rooml h 543 20 15 0.307 4.0 Ox 0 VlFx 11.2 100.0 stl
WIC h 752
I
28
I
12
I
0290
I
4 O
I
Ox 0
I
VlFx
i
27.9
I
90 0
I
st2
Supply Trunk Detail Table
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type cfm) cfm) F R fpm) in) in) Material Trunk
SO Peak AVF 228 160 0,297 652 8.0 0 x 0 VinlFix
W Peak AVF 420 434 0.265 553 12.0 0 x 0 VinlFlx
Boldritalic values have been manually overridden
wrightwoft,
201 9-Jan-08 17:14:51
Rig ht-SuiteOD Universal 2018 18.0.16 RSU19927 Pagel
R& ... ggieZwnIoads\Titan Mech Partin RvdOI0819.rup CaIc=MJ8 Front Door faces: E
Name
Grille
Size (in)
Htg
Cfm)
Clg
Cfm)
TEL
ft)
Design
FIR
Veloc
fpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Matl Trunk
rb2 ox 0 700 700 22.0 0.265 501 16.0 Ox 0 VlFx rst2
Name
Trunk
Type
Htg
Cfm)
Clg
Cfm)
Design
FIR
Veloc
fpm)
Diam
in)
H x W
in)
Duct
Material Trunk
rst2 Peak AVF 700 700 0265 655 14.0 0 x 0 VinIFIx
A•
wrightsoft-
Right -Suite® Universal 2018 18,0,16 RSU 19927 .
qglenDownloads\Tttan Mach Partin Rvd 010819.rup Calc - MJ8 Front Door faces: E
2019-Jan-08 17:14:51
Page 2
Lumber design, values 'are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
1K M now
M11SI-11111
1'e"k1k " I 1 11 '11Y
RE: 1524452 - MiTek USA, Inc.
6904 Parke East Blvd.
Site Information: Tampa, FL 33610-4115
Customer Info: Partin Plumbing Project Name: Partin Residence Model: Custom
Lot/Block: Subdivision:
Address: 827 Escambia Dr
City: Sanford State: Florida
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE7-10 Wind Speed: 139 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 29 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name Date
1 T16097363 CJ1 118 T16097380 T09 1/24/19
2 T16097364 EJ1 .1/24/19 :19 T16097381 T10 1/24/19
3 T16097365 EJ1A 1/24/19 20 T16097382 T11 1/24/19
4 T160972166EJ3 1/24/19 21 T16097383 T12 1/24/19
5 T16097367 HJ1 22 'T16097384T13
6 T16097368 HJ1A 1/24/19 !23 T16097385 T14 1/24/19
7 T16097369 HJ3 1/24/19 24 T16097386 V01 1/24/19
8 T16097370 PB01 1/24/19 125 T16097387 V02 1/24/19
9 T160W371 'PB02 1/24/19 126 'T1 6097388 V03 1/24/19
10 T16097372 T01 1/24/19 !27 T16097389 VO4 1/24/19
11 J16097373 T02 28 T16097390 V05 1/24/19
12 T16097374'TO3 .29
13 T16097375T04 1 8 7
14 T160973M T05
15 T16097377 T06
16 T16097378T07
17
The truss drawing(s) referenced above have been prepared by %%11111111111
o%
tQuip
V MiTekUSA, Inc. under my direct supervision based on the parameters provided
by Builders FirstSource - Plant City. Truss
Design Engineer's Name: Velez, Joaquin My
license renewal date for the state of Florida is February 28, 2021. 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 -36 ISTATE OF designs
comply with ANSI/TPI 1. These designs are based upon parameters shown (
e.g., loads, supports, dimensions, shapes and design codes), which were 0 R *6N given
to MiTek. Any project specific information included is for MiTelk's customers e ks, .. ...... file
reference purpose only, and was not taken into account in the preparation of '0 e ON AV these
designs. MiTek has not independently verified the applicability of the design parameters
or the designs for any particular building. Before use, the building designer Joaquin Veko PE No.681 82 should
verify applicability of design parameters and properly incorporate these designs MiTek USA, c, K Gott 6634 into
the overall building design per ANSl/TPl 1, Chapter 2. 6904 Parke tst Blvd. Tampa FL 33610 D*
e: January
24,2019 Velez,
Joaquin I of I
Job
1524452 CA
Truss Type
Corner Jack
T16097363
Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:36 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-9HWEBuh42IMFUvAcisQI 7yDwvK9-PTR7Yj5?zazsQtb
2.0-0 0-11-4
M-6 0-11-4
Scale: 1"-l'
LOADING (pst) SPACING- 2-0-0 CSL
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39
TCDL 10.0 Lumber DOL 1.25 BC 0.01
EICLL 0.0 Rep Stress Incr YES WEI 0.00
BCDL 10.0 Code FBC2017/TP[2014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. lb/size) 3=-124/Mechanical,2=308/0-8-0,4=9/MechanicaI
Max Horz 2=63(LC 12)
Max Uplift 3=- 1 24(LC 1), 2=- 1 25(LC 12)
Max Grav 3=59(LC 12), 2=308(LC 1), 4= 1 7(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
70
6
0-11-4 DEFL.
in (loc) Well Ud PLATES GRIP Veri(
LL) -0.00 2 >999 240 MT20 244/190 Vert(
CT) -ODO 2 >999 180 Horz(
CT) 0.00 3 n/a n/a Weight:
7 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES- (
6) 1)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; Cat. ll:ExpC;Encl., GCpi=
O. 18 , MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown: Lumber DOL=1,60 plate grip DOL=1.60 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.Opst 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) except (jt=lb) 3=
124,2=125. 6) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI I as referenced by the building code." Joaquin
Velez PE No.68182 MiTok
USA, Inc. FL Cert 6634 6904
Parke East Blvd, Tampa FL 33610 Date:
January
24,2019 WARNING -
Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11,7473 rev. 1010312015 BEFORE USE, Design
valid for use only with MiTeO) 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 backing 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 porsonohnjuy and property damage For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems. seeANSM11 Criteria, DSB-09 and BC31 bulding Component 6904 Parke East Blvd. Safety
Informationavoilable from Truss Plate institute 218 N Lee Street, Suite 312, Alexandria rll l 4 Tampa, FIL 33610
Job
1524452 EJ1
Truss Type City
Jack -Open 30
T16097364
Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:37 2019 Page I
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-dU4cPEiip3U662loGaxGgAm5tkVE8wsGmNqYV1 zsQta
2-0-0 1-0-0
3x6 , 3
1.0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Iideft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.00 2 >999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 2 >999 180
BCLL 0,0 Rep Stress Incr YES WB 0.05 Horz(CT) 0,00 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 20 SP No.3
REACTIONS. (lb/size) 2=318/0-8-0, 4=-131 /Mechanical Max
Herz 2=61 (LC 12) Max
Uplift 2=-132(LC 12), 4=-131(LC 1) Max
Grav 2=318(LC 1), 4=70(LC 12) FORCES. (
lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. WEBS
3-4=-265/162 Scale =
1: 12,3 PLATES
GRIP MT20
244/190 Weight:
8 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (
6) 1)
Wind: ASCE 7-10; Volt= 1 39mph (3-second gust) Vasi I 08mph; TCDL=4.2pst; BCDL=3.Opsf; h= 1 5ft; Cat, 11; Exp C; Encl., GCpi=
O, 18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for
members and forces & MW FRS 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) except (jt=lb) 2=
132,4=131. 6) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI I as referenced by the building code." Joaquin
Velez PE No,68182 MiTak
USA, Inc. FL Cart 6634 6904
Parka East Blvd. Tampa FL 33610 Date:
January
24,2019 WARNING -
Verify dWgn parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design
valid for use only with MiTok* connectors This design is based only upon parameters shown, and is for an individual building component, not Nil' atrusssystemBeforeuse, the building designer must verify theqpplicablity of design parameters and properly incorporate this design into the overall building
design Bracing indicated is to prevent buckling of individual truss wet) arid/or chord members only Additional temporary and permanent bracing is
always required for stability and to prevent collapse with passible personal injury and property damage For general guidance regarding the MiTek'
fabrication,
storage, delivery. erection and bracing of trusses and truss systernS, S00ANSM111 Quality Criteria, DSB49 and 11ICSI Building Component 6904 Parke East Blvd, Safety
Informallonavoilable from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, K 33610
Job Truss Truss Type Qty Ply
T16097365
1524452 EJiA Jack -Open
33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:38 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-5gd?caiKaMczkCJ_gHSVCNIIS7rQtNwQ?t a61 TzsQtZ
2.0.0 1-0-0 i
2-0.0 1 0 0
ADEQUATE
SUPPORT
REQUIRED
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1,25 TC 0.20
TCDL 10.0 Lumber DOL 1.25 BC 0.01
BCLL 0.0 Rep Stress Incr YES WB 0,00
BCDL 10.0 Code FBC2017/TP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 1=122/Mechanical, 3=110/Mechanical, 4=10/Mechanical
Max Horz 3=73(LC 12)
Max Uplift 1=-56(LC 12), 3=-11(LC 12)
Max Grav 1=134(LC 19). 3=110(LC 1), 4=20(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:14,9
DEFL. in (loc) I/deft Ltd PLATES GRIP
Vert(LL) 0.02 1-2 >999 240 MT20 244/190
Vert(CT) -0.02 1-2 >999 180
Horz(CT) 0.01 4 n/a n/a
Weight: 7 Ito FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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, 3.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
WARNING - V.10 das7911 Perematars end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rmv. 1010312015 BEFORE USE.
Design valid for use only with MiTekrt3f, 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 ItL*pMiek'
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. seeAN3VTPi1 Qualify CdMAo, D3849 and IICSI Buldlnp CompaMnt 6904 Parke East Blvd.
Safo y Infonnaflonavoilable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314 Tampa, Ft- 33610
City Ply
i
it
T16097366
Job Truss Truss Type
1524452 EJ3 Jack -Open
Builders FirstSource. Tamoa. Plant Citv. Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:38 2019 Page 1
ID:UjQvTUm?zt2Ds3Uah3ckvySplh-5gd?cajKaMczkCJ_gHSVCNIEx7gTtNZQ?t a61 TzsQtZ
2-0-0 3.0.0
2x4 !'.
3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud
TGLL 20.0 Plate Grip DOL 1.25 TC OA8 Vert(LL) 0.00 2-4 999 240
TCDL 10.0 Lumber DOL 1,25 BC 0.07 Vert(CT) 0.00 2-4 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(GT) 0.00 n!a n/a
BCDL 10.0 Cade FBC2017/TPI2014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. Ili 2=306/0-8-0, 4=36/Mechanical
Max Horz 2=111(LC 12)
Max Uplift 2=-82(LC 12), 4=-25(LC 12)
Max Grav 2=306(LC 1), 4=54(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:19.0
PLATES GRIP
MT20 244/190
Weight: 16 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- (6)
1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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 Ito uplift at joint(s) 2, 4.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Oato:
January 24,2019
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f a,17"015 6EFORE 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 ek
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, seeANS MIt QuaSly CrItatb, DS049 and SCSI Building Component 1 6904 Parke East Blvd.
Safety Mformaflonavoilable from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314_i Tampa, FL 33610
Truss Truss Type Qty Ply
T16097367
1524452 IHJ1
Builders Firs-15-ource, Tampa,
Diagonal Hip Girder
Plant City, Florida 33566 8220 s Nov 16 2018 MiTek Industries, Inc, Wed Jan 23 15:39:39 2019
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-ZsBNqwkyLgkqLMuBO?zklbrN2XBXcqAZEhJf
1-4-4
2.9-15 1-4-4
Scale: 1'.1,
1-4-4
LOADING (psf) SPACING- 2-0-0 CS1. IDEFL. in lac) Well Ud PLATES GRIP
TCLL 20,O Plate Grip DOL 1.25 TC 0,59 Vert(LL) -0.00 2 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >999 180
I3CLL OLD Rep Stress Incir NO WEI 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 9 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SID M 31 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS. (lb/size) 2=430/0-10-15,4=12/Mechanical,3=-167/MechanicaI
Max Horz 2=63(LC 12)
Max Uplift 2=- 1 89(LC 8), 3=- 1 67(LC 1)
Max Grav 2=430(LC 1). 4=25(LC 3), 3=104(LC 8)
FORCES. (lb) - Max. Comp,/Max, Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1 18/254
NOTES- (6)
1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0L 18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL= 1.60
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) except Ot=lb)
2=189,3=167,
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
MiTak USA, Inc. FL Cart 6634
6904 Parks East Blvd. Tampa FL 33610
Date:
January 24,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AffTEKREFERANCEPAGE MIP7473 rev. 1410,W015 BEFORE USE. Design
valid for use only with Mffek(fii connectors. This design is based only upon parameters shown, and is (of an individual building component, no, 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) 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, seeANMMII Qucdll Criltoda, DSB49 and BC$1 IkAd" Carnponeint 6904 Parke East Blvd. Safety
Infaranallonavoi(able train Truss Plate institute, 218 N. Lee Street, Suite 312. Nexandirta, VA 22 14 Tainpa, FL 33610
Job Truss Truss Type 1 oty Ply
T160973681
1524452 HJ1A Diagonal Hip Girder 1 1
Job Reference _(optional), . . .... .... ..... .... . .
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 201 El MiTek Industries, Inc. Wed Jan 23 15:39:40 2019 Page 1
ID:UflQvTUm?zt2Ds3Uah3ckvySplti-1 2111 Gka5-.stizWTNxiVzHoObExWNLHQiTL3D6MzsQtX
2-9-15 1 .4-4
ADEQUATE
SUPPORT
REQUIRED
LOADING (psf) SPACING- 2-0-0 CSL
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43
TCDL 10.0 Lumber DOL 1.25 BC 0.04
BCLL 0.0 Rep Stress Incr NO WB 0,00
BCDL 10.0 Code FBC2017fTP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS, (lb/size) 1=168/Mechanica(.4=13/Mechanical,3=153/MechanicaI
Max Horz 4=72(LC 12)
Max Uplift 1 =-51 (-C 12), 3=-46(LC 12)
Max Grav 1 =168(LC 1), 4=27(LC 3), 3=1 53(LC 1)
FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown.
Scale = 1: 14.5
DEFL. in loc) I/clefl Ud PLATES GRIP
Vert(LL) 0.07 1-2 >686 240 MT20 244/190
Vert(CT) -0.08 1-2 >647 180
Horz(CT) -0.03 3 n/a n/a
Weight: 9 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins,
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10; Vult= I 39mph (3-second gust) Vasd= 1 08mph: TCDL=4.2psf; BCDL=3,Opsf; h= 1 5ft; Cat. 11; Exp C; Encl.,
GCpi=O. 18; MWIFRS (envelope) and C-C Comer(3) zone: cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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, 3.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No,68182
IlifiTok USA, Inc, FL Cort 6634
004 Parke East Blvd. Tampa FL 33610
Date:
January 24,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. faaxwOlS BEFORE USE.
Design valid for use only with MiTekrrs 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 of'
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 Far general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeGANSM11 Q"*" Cftda, DS849 and SCSI Bulding Component 6904 Parke East Blvd.
Safety Inforrilfrationavoilobie from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, 1A 22 1 4 Tampa, 11- 33610
Job Truss Truss Type Qty Ply
T160973691
1524452 HJ3 Diagonal Hip Girder 2 1 !.
Job Reference optional)
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:40 2019 Page 1
ID: Uf QvTUm?zt2Ds3Uah3ckvySplh-12111 Gka5_shzW TNxi VzHoOVi xUfLFW iTL3D6MzsQtX
2.9-15 1.5-7 2-2-it 4-2-3
2.9-15 1.5.7 0-9-3 1-11-8
Scale = 1:18.5
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TG 0.79 Vert(LL) -0,02 2-7 >999 240 MT20 244/190
TCDL 10.0 1 Lumber DOL 1.25 BC 0.15 Vert(CT) -O02 2-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(CT) -0.00 6 n/a n/a
BGDL 10.0 Code FBC2017/TPI2014 Matrix -PI Weight: 22 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=321/0-10-15, 6=36/Mechanical
Max Horz 2=11O(LC 8)
Max Uplift 2=-189(LC 4), 6=-60(LC 5)
Max Gray 2=359(LC 32), 6=86(LC 32)
FORCES. (lb) - Max, Camp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-244/374
BOT CHORD 2-7=-378/186
WEBS 3-7=-242/491
NOTES- (8)
1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right 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 100 lb uplift at joint(s) 6 except (jt=lb)
2=189.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 208 Ito up at
1-4-15, and 109 lb down and 208 lb up at 1-4-15 on top chord, and 0 lb down at 1-4-15, and 0 lb down at 1-4-15 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).
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI i as referenced by the building code."
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5= 60, 2-6=-20
Concentrated Loads (lb) Joaquin Velez PE No.68182
Vert: 8=139(F=69, B=69) MiTak USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
January 24,2019
J, WARNING - Verity dealgrt Perametera and READ NOTES ON THIS AND INCWDED MrrEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekrry 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
dbuildingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiY ek' 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 Ono bracing of trusses and truss systems, seeANSIMIJ Quality CAtiliAa, OSB49 and SCSI adding Component 6904 Pa*e East Blvd.
Safety Informalbnavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610
Job Truss Truss Type Qty Ply
T16097370
1524452 PBOl PIGGYBACK 21 1
Reference_(optional)_ ..........
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:41 2019 Page I
10:UfjQvTUm?zt2Ds3Uah3ckvySplh-WFJ7FclCsH-Ybg2ZVPOCqOwsSLsW4kgsh?omeozsOtW
1-6-11 3-1-6
1-6-11 1-6-11
3x4 Scale = 1:7,3
3
2x4 ,
3-1-6
2x4
Plate Offsets QX,_Y) - ["-2-0,Edgej_ . . ..... ----- -------- -- -- --------
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1,25 TC 0.02
TCDL 10.0 Lumber DOL 1,25 BC 0.05
BCLL 0.0 Rep Stress Incr YES WB 0,00
BOX 10.0 Code FBC2017ITP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No.3
REACTIONS. (lb/size) 2=91/1-6-8, 4=91/1-6-8
Max Horz 2=-23(LC 10)
Max Uplift 2=-25(LC 12), 4=-25(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/defl Ud PLATES GRIP
Verp(LL) -0.00 4 n/r 120 MT20 2441190
Vert(CT) -0.00 4 n/r 120
Horz(CT) 0,00 4 n/a n/a
Weight: 8 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc purlins,
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=l 39mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 110.0 pst 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) 2, 4,
6) NA
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code,"
Joaquin Velez PE No,68182
MiTak USA, Inc, FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Data:
January 24,2019
A& WARNING - Verify design P..W$ and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE M11-7473 rev. 141,11O.W015 BEFORE USE.
Design valid for use only with Milolssi connectors This design is based only upon parameters shown, and is for on individual building component, not of' 0 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 bracingMiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication, storage, deiiveiy, erection and bracing of trusses and truss systems. see,41,13VTP111 Quallty Crftda. 05649 and SCSI Suldliv Camponient 6904 ParkeEast Blvd,
of*ty Informationavoilable from Truss Plate Institute. 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 33610
Job Truss I Truss Type iOty ,Ply
T16097371
1524452 P602 Piggyback
m
cJ
Plant City, Florida 33566 8,220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:42 2019 Page 1
ID: UQQvTUm?zt2Ds3Uah3ckvySplh-_RtVSxmgdb6PCgdl37XRNDTOBI BJpBe?wfYJAEzsQtV
2.10.3 -5-8-6
2.10.3 2-10.3
2x4 --
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08
TCDL 10.0 Lumber DOL 1,25 BC 0.08
BCLL 0.0 Rep Stress Incr YES WB 0.02
BCDL 10.0 Code FBC2017/TP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=119/4-2-8, 4=119/4-2-8, 6=150/4-2-8
Max Horz 2=46(LC 11)
Max Uplift 2= 40(LC 12), 4=-45(LC 13), 6=-14(LC 12)
2x4 i
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
4x6 Scale = 1:13.2
2x4 =--
5.8.6
0
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) 0.00 5 n/r 120 MT20 244/190
Vert(CT) 0.00 5 n/r 120
Horz(CT) 0.00 4 n/a n/a
Weight: 18 lb FT = 20
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 6.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No.68182
MiTak USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
0ata:
January 24,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,0II-7673 rev. fav"015 BEFORE USE.
Design valid for use only with MiTek#ii 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 bracingTek'
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, seeANSVIPII GuafMy Cftda, DSB-69 and ll Sulding Component 6904 Parke East Blvd,
Satiety Mfomlafbnavoiloble from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 33610
1524452 T01
Truss Type
GABLE
City I Ply
T16097372
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed .tan 23 15:39:44 2019 Page 1
ID: UfiQvTUm?zt2Ds3Uah3ckvySplh-wq?Gtdn59CM7S7n8AYZvSeY9aYo8HzNlNzlQF7zsQtT
2-0-0 4.11-5 12-8-0 20-4-11 2514-0 27-4-0
2-0-0 4-11-5 7-8-11 7-8-11 4-11-5 2-0-0
4x6
8,00 12 1
Scale = 1:58A
3x6 4X6 3x6
3x8
4-11-5 12.8-0 20-4-11 25-4-0
4-11-5 7-8-11 7-8-11 4-11.5
Plate 'Offsets (X,Y)- [16:0-1-12,0-1-9]1[19:0-1-12,0-1-91,,L?8:0-1-13,0-1-plt[31:0-1-13,0-1-01
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP
TOLL 20,0 Plate Grip DOL 1.25 TG 0.92 Vert(LL) 0.07 11-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.44 Vert(CT) 0.13 11-13 >999 180
BCLL 0.0 Rep Stress Incr NO WEI 0.45 Horz(CT) 0.04 8 n/a n/a
BGDL 10,0 Code FBG2017/TP12014 Matrix-SH Weight: 206 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-11, 3-11
OTHERS 2x4 SP No3
REACTIONS, (lb/size) 2=1240/0-8-0,8=1240/0-8-0
Max Herz 2=268(LC 33)
Max Uplift 2=-508(LC 8), 8=-508(LG 9)
Max Grav 2= 1 455(LC 40), 8= 1 454(LC 4 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1979/670, 3-5=-1322/486, 5-7=-1322/486, 7-8=-1982/673
BOT CHORD 2-13=-591/1762, 11-13=-591/1762, 10-11 =-460/1565, 8-1 0=-460/1565
WEBS 5-1 1=-340/92& 7-11=-747/394, 7-10=-95/411. 3-1 1=-743/391, 3-13=-95/410
NOTES- (11)
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7- 10; Vult= 1 39mph (3-second gust) Vasd= 1 08mph; TCDL=4.2pst; BCDL=3.Opsf: h= 1 5ft: Cat. 11; Exp C , Encl.,
GCpi=O. 18; MWFRS (envelope); cantilever left and right eyposed: end vertical left and right exposed; Lumber DOL= 1.60 plate grip
DOL=1,60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1,
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=508,8=508.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 194 lb down and 126 lb up at
3-0-0, 80 lb down and 34 lb up at 5-0-12, 80 lb down and 34 lb up at 7-0-12, 80 lb down and 34 lb up at 9-0-112, 80 lb down and 34
lbupat 11-0-12,801bdown and 341bupat 12-8-0,801bdown and 341bupat 14-3-4,801bdown and 341bupat 16-3-4,801b down and 34
lb up at 18-3-4, and 80 lb down and 34 lb up at 20-3-4, and 194 to down and 126 lb up at 22-3-4 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). Joaquin Velez PE No.68182 11) 'This manufactured
product is designed as an individual building component. The suitability and use of this component for any fil USA, Inc, FL Cart 6634 particular building is
the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 004 Parke East Blvd, Tampa FL 33610 Date: LOAD CASE(
S)
Standard January 24,2019 A WARNING -Verify
design Parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for
use only with MrTelsiii connectors.This design is based only upon parameters shown, and is for an individual building component, not IN, a truss systemBeforeuse, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing
indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required
for stability and to prevent collapse with possible personal injury and property damage, for general guidance regarding the fabrication, storage, delivery,
erection and bracing of trusses and truss systems, seeANSVIIIIII QualityCriteria, DSB49 and SCSI guiding Component 6904 Parke East Blvd. Softy Infolimatiorrivoilable from Truss
Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, Ft.. 33610
Job Truss Truss T
1524452 T01 GABLE
Builders FirstSource, Tampa, Plant City, Florida 33566
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate lncrease=1.25
Uniform Loads (plf)
T16097372
8,220 s Nov 16 2018 MiTek Industries, Inc, Wed Jan 23 15:39:44 2019 Page 2
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-wq?Gtdn59CM7S7n8AYZvSeY9aYoBHzNlNzI QF7zsQtT
Vert: 1-5=-60, 5-9=-60, 2-8=-20
Concentrated Loads (lb)
Vert: 11=-16(F) 10=-16(F) 13=-16(F) 34=-41(F) 35--16(F) 36=-16(F) 37=-16(F) 38=-16(F) 39=-16(F) 40=-16(F) 41=-41(F)
WARNING - Varilify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 mv. lat=015 BEFORE USE.
Design valid for use only with M(Tekft 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 chard members only. Additional temporary and permanent bracing MiTek
is always required for Stability and to prevent collapse with possible personal injury and property damage ror general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss Systems, seeANSMII Qua" Cftda, 0111i and &CSI BuldN Camporiont 6904 Parke East Blvd,
Salloty Informallkwovailatale from Truss Plate institute 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314 Tampa, FL 33610
Job Truss Truss Type City P - ly
T16097373
1524452 T02 Common 4 1
Job Reference (option
Builders Firstsource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed ,tan 23 15:39:45 2019 Page I
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-0OYe4zojwWUz3HMKkF48,,s5Mky5VOTKScdm—nZzsQtS
2-0-0 5-0-7 12-8-0 20-3-9 25-4-0 27-4-0
2-010 5-6-7 7-7-8 7-7-9 5-0-8 4-16.61
4x6 Scale = 1:571
8o0 ' 12 r
3x4 - exq eX4 3x4
U8 -
5-0-7 7-7-8 7-7-9 5-0-8
LOADING (psh SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1,25
TCDL 110.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2017ITP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No,2
WEBS 2x4 SP No,3
REACTIONS. (lb/size) 2=112710-8-0,8=1127/0-8-0
Max Harz 2=268(LC 11)
Max Uplift 2=-271 (LC 12). 8=-271 (LC 13)
CS1, DEFL. in (loc) I/clefl L/d PLATES GRIP
TC 0.77 Vert(LL) 0.07 10-11 >999 240 MT20 2441190
BC 0.62 Vert(CT) 017 10-11 >999 180
WB 0.28 Horz(CT) 0,05 8 n/a n/a
Matrix-SH Weight: 136 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-11,3-11
FORCES, (lb) -Max. Comp./Max, Ten, -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1534/536.3-5=-1062/456,5-7=-1062/456,7-8=-1534/536
BOT CHORD 2-13=-291/1237,11-13=-291/1237,10-11=-331/1235,8-10=-331/1235
WEBS 5-11 =-201/679, 7-11 =-658/326, 7-1 0=0/254, 3-11 =-659/326, 3-13=0/254
NOTES- (6)
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4,2psf: BCDL=3.Opsf; h=15ft: Cat. 11; Exp C; Encl.,
GCpi=0,18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(l) 4-0-0 to 12-8-0, Exterior(2) 12-8-0 to 18-8-0,
Interior(l) 18-8-0 to 27-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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 (it=lb)
2=271,8=271.
6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE N08182
MiTek USA, Inc, FL Cart 66U
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
A WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,01-7473 rev. I0rw"15 BEFORE USE.
Design valid for use only with MiTek6 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 verify the applicability of design parameters and properly incorporate this design into the overall
building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage 1=or general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and Truss systems, seeANSMII Quay Crifroft, D31149 and SCSI buldling Component 6904 Parke East Blvd,
Safety Inforrinationavailable from Truss Plate Insmule, 218 N. Lee Street Suite .112, Alexandria, VA 22314 Tampa, FL 33610
Job Truss Truss Type
1524452 T03 GABLE
Qty Ply
T16097374
ampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:49 2019 Page 1
ID:UQQvTUm?zt2Ds3Uah3ckvySplh-Hno9wLrD-I-PYuf6z5949iG2V2VXyAK1 XFkBwKzsOtO
2-0-0 1 6-4-11 12-11-5 18-7-11 25-4-0
2.0-0 6-4-11 6-6-11 5-8-6 1 6-8-5
8,00 12
3x8
5X8
4x6
txb 1x1u
4x6
Scale = 1:57,6
6-4-11 12-11-5 18-7-11 25-4-0
6. , 411_ 16-6-11 544- 6-8-5 Plate
Offsets I
X,
Y) [2: 0-4 -1,0- 1 - 8 [4:0-3-0,0-2-4], 1 [
4:
0-0-0,0-1-12], [5:0-6-4,0-2-4], [6:0-31Q,0-2-01, [6:Edge,0-3-8],19:0-5-0,0- 1
4-
41, [10: 0-4-0,0-1-4], [10:0-0-0,0-2-121, 11:
0-3-8,0-4-%112:0-4-4,0-1-81,120:0-2-2,0-0-01,[31:0-1-12,0-0-01 LOADING (
psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/defl Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.13 11-12 >999 240 MT20 244/190 TCDL
10,0 Lumber DOL 1.25 BC 0.42 Vert(CT) -025 11-12 >999 180 BOLL
0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.04 8 n/a n1a BCDL
10.0 Code FBC2017rTP12014 Matrix-SH Weight: 837 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins, BOT
CHORD 2x6 SP M 26 except end verticals, WEBS
2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, OTHERS
2x4 SP lslo.3 REACTIONS. (
lb/size) 2=8203/0-8-0, 8=7672/0-8-0 Max
Horz 2=325(LC 33) Max
Uplift 2=-2425(LC 8), 8=- 1 683(LC 9) FORCES. (
lb) - Max, Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-1 1631/2683,3-5=-7458/1716,5-6=-4979/1202,6-7=-6039/1387. 7-8=-6543/1462 BOT
CHORD 2-12=-2312/9494, 11-12=-2312/9494,9-1 1=-146216196 WEBS
3-12=-972/4245, 3-11=-4012/1132, 5-1 1=-1294/5623, 5-9=-2299/598, 6-9=-674/3015, 7-
9=-1279/5707 NOTES- (
13) 1)
3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top
chords connected as follows: 2x4 - 1 row at 0-9-0 on. Bottom
chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, Webs
connected as follows: 2x4 - 1 row at 0-9-0 on. 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 (B), unless otherwise indicated. 3)
Unbalanced roof live loads have been considered for this design. 4)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4,2psf; BCDL=3.Opsf; h=15ft; Cat, 11; Exp C; Encl., GCpi=
0.18: MWFRS (envelope); cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=
1.60 5)
Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable
End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6)
Provide adequate drainage to prevent water ponding. 7)
All plates are 2x4 MT20 unless otherwise indicated. 8)
Gable studs spaced at 2-0-0 oc. 9)
This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 10) *
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. Joaquin Velez PE No.68182 11)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MiTak USA, Inc. FL Cart 6634 2=
2425,8=1683, 6904 Parks East Blvd. Tampa FL 33610 Data:
January
24,2019 A)
II, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 1""015 BEFORE USE. Design
valid for use only with MrTek(f) connectors This design is based only upon parameters shown, 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 wet) and/or chord members only Additional temporary and permanent bracing Welk' is
always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the folefication,
storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quallty Croatia, DSB49 and SCSI Bulding Component 6904 Pake East Blvd. Safety
Informationarvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314, Tampa, FL 33610
Job Truss Truss Type
1524452 T03 GABLE
oty Ply
T16097374
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:39:49 2019 Page 2
ID:UflQvTUm?zt2Ds3Uah3ckvySplh-Hno9wLrD-I-PYuf6z5949iG2VZVXyAK1 XFkBwKzsotO
NOTES- (13)
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1227 lb down and 781 lb up at 1-0-12.11801bdown and 2761bupat 3-
0-12, 1180 lb down and 276 Ito up at 5-0-12, 1180 lb down and 276 Ito up at 7-0-12, 1180 lb down and 276 lb up at 9-0-12, 1180 lb down and 276 lb up at 11 -0- 12, 1180
Ito down and 276 lb up at 13-0-12, 1180 lb down and 276 lb up at 15-0-12, 1180 lb down and 276 lb up at 17-0-12, 1180 Ito down and 276 lb up at 19-0-12, and 1180
lb down and 276 lb up at 21-0-12, and 1192 Ito down and 272 lb up at 23-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility
of others. 13) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the
building designer per ANSI TPI 1 as referenced by the building code." LOAD
CASE(S) Standard 1)
Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase= 1,25 Uniform
Loads (plf) Vert:
1-5=-60, 5-6=-60, 6-7=-60, 2-8=-20 Concentrated
Loads (1b) Vert:
11 =-I 180(B) 44=-750(6) 45=-1 180(B) 46=-1 180(B) 47=-1 180(B) 48=- 1180(6) 49=-1 180(B) 50=- 1 180(B) 51 =-1 180(B) 52=-1 180(6) 53=-1 180(B) 54=- 11 92(B) A
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MX7473 rev. 1WM015 BEFORE USE. Design
valid for use only with MiTekO connectors This design is based only upon parameters shown, and is for an individual building cornoonent, net 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 ofindividualtruss web and/or chord members only. Additional temporary and permanent bracing k' is always
requaed for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage,
delivery, election and bracing of trusses and truss systems, seeANSVTPI) Qual" Crioda, 03849 and IIICSI guiding Componont 6904 Parke East Blvd. Saftly Informationovailable
from Truss Plate institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, 11 33610
T16097375
1524452 T04 Piggyback Base Girder
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:09 2019 Page I
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-mxC9f3l2SBn6XiORiLFp4ptl lEv?SAAdH23h5UzsQfy
8-5-5 14-5-5 17-6-11 23-6-10 . ........ .......... ... 30-7-8
6-0-1 3-1-6 6.0-0 7-0-14
5X8
8,00 12
4x6
o I r
2x4
axe
3x8 46
11 xt)
4x6 3x4
14-5-5 17-6-11
B-5-5 6-0-1 3-1 -13 6-0-0 7-0-14
Plate Offsets (X,Y
I
t2:0-0-0,0-0
1 -
4
1
1, "
1 [
Ei
I 1
0-
1
6
1 -
4,
1
0 - - - 2
1 -
41 - 1
1 [
6 - :0 - -
1
3
1 -
1
11
2, - 0-M]
I I
19:Edge,O 3 fil
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1,25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2017fTP12014
LUMBER -
TOP CHORD 2x4 SP No.2 Except*
1-3: 20 SP No. 1
BOT CHORD 20 SP No,2
WEBS 20 SP No.3
CSI. IDEFL. in loc) I/defl Lid
TC OJ6 Verl(LL) 0,33 2-14 999 240
BC 0.85 Vert(CT) 0,37 2-14 976 180
WB 0.54 Horz(CT) 0.05 9 We n/a
Matrix-SH
Scale = 1:65,6
PLATES GRIP
MT20 244/190
Weight: 197 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-2-7 oc puffins, except
end verticals, and 0-0-0 oc puffins (5-8-3 max.): 5-6. BOT
CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS
1 Row at midpt 4-13, 5-13, 5-11, 6-11, 7-11 REACTIONS. (
lb/size) 2=902/0-8-0,9=772/Mechanical Max
Harz 2--305(LC 7) Max
Uplift 2=-845(LC 8), 9=-760(LC 9) Max
Grav 2= 1 588(LC 40), 9= 1 374(LC 4 1) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-2001/1048, 3-4=-1773/1054, 4-5=-1358/820,5-6=-10551728, 6-7=-1340/813, 7-
8=- 1703/937, 8-9=- 1260/684 BOT
CHORD 2-15=-884/1717, 15-16=-884/1717, 16-17=-884/1717, 17-18=-884/1717, 18-
19=-884/1717, 14-19=-884/1717, 14-20=-884/1717,20-21=-884/1717, 21-
22=-884/1717, 13-22=-884/1717, 13-23=-548/1145, 12-23=-548/1145, 12-
24=-548/1145, 11-24=-548/1145, 11-25=-698/1327,25-26=-698/1327, 26-
27=-698/1327, 10-27=-698/1327 WEBS
4-14=-4451426, 4-13=-791/518, 5-13=-440/640, 6-11 =-386/537, 7-11 =-516/390, 7-
1 0=-418/262, 8-1 0=-577/1172 NOTES- (
11) 1 )
Unbalanced root live loads have been considered for this design, 2)
Wind: ASCE 7-10; Vult=139tnph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=
0.18; MWFRS (envelope): cantilever left and right exposed ; end vertical left and 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 10,0 psf bottom chord live load nonconcurrent with any other live loads, 5) *
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6)
Refer to girder(s) for truss to truss connections, 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 845 lb uplift at joint 2 and 760 lb uplift at
joint 9. 8)
Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 151 lb up at 1-
0-0, 74 lb down and 151 lb up at 3-0-12, 74 lb down and 151 lb up at 5-0-12, 74 In down and 151 lb up at 7-0-12, 74 lb down and
151 lb up at 9-0-12, 74 lb down and 151 lb up at 11 -0-12, 74 lb down and 151 lb up at 13-0-12, 74 lb down and 151 lb up at 15-
0-12, 74 lb down and 151 lb up at 17-0-12, 74 lb down and 151 lb up at 19-0-12, 74 lb down and 151 Ito up at 21-0-12, 74 lb down
and 151 lb up at 23-0-12, 74 lb down and 151 lb up at 25-0-12, and 74 lb down and 151 lb up at 27-0-12, and 74 lb down A
WARNING-Vefflydesign parameters and READ NOTES ON THIS AND INCLUDED AffTEKREFERANCE PAGE Afg-7473 rev. la'O"OIS BEFORE USE. Design valid
for use only with MiToke connectors This design is based only upon parameters shown. and is for an individual building component, net a truss
system Before use the building designer must verify the applicability of design parameters and property incorporate this design into the OVE". 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, seoANSMIJ Qualfly CrIlterla, DS549 and SCSI Sulding Componstnt Cdety Infortinartlairiavailable
from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 223314 Joaquin Velez
PE No,68182 MiTek USA,
Inc, FL Cert 6634 6904 Parke
East Blvd, Tampa FL 33610 Date: January
24,
2019 6904 Parke
East Blvd. Tampa, I-
L 33610
Job Truss Truss Type Qty Ply
T16097375:
1524452 ' T04 Piggyback Base Girder i 1
Job Reference (optional}
Builders 1-irsttiourcre, I ampa, mant uity, hloncia :jobbb U-220 s May 29 M111 MI I ek Industries, Inc. wed Jan ?3 1 b:34:09 2019 tlage 2
I D:UfjQvTUm?zt2Ds3Uah3ckvySpl h-mxC9f3l2SBn6Xj D Ri LFp4pt 1 I Ev?SAAdH23h5UzsQty
11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of
the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-5=-60, 5-6=-60, 6-8=-60, 2-9=-20
Concentrated Loads (lb)
Vert: 15=58(F) 16=58(F) 17=58(F) 19=58(F) 20=58(F) 21=58(F) 22=58(F) 23=58(F) 24=58(F) 25=58(F) 26=58(F) 27=58(F) 28=58(F) 29=58(F) 30=58(F)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE.
Design valid for use only with MiTeki8i 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 ove"."
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Mi t 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, seeANSM1 Quality Cftft DS849 and BC31 SuSdtep Componsint 6904 Panes East Blvd.
Wtty fnformaflanavatiabte from Truss Plate Institute. 218 N- Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610
Job
1524452 T05 Piggyback Base 10
T16097376
Tampa, Plant City, Florida 33566 8,220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:10 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySpl h-E7mXsPmgDUvy9todG3n2dOQ9seHi BfTm W ioEewzsQfx
2-0-0 8-5-5 14-5-5 --1--30-7-8176123610
I I2-0-0 1 6-0-1 3-1-6 6-0-0 7-0-14
5x8
i
4x6
8.00
Scale = 1:65,6
3x6 = 2x4
3x4
3x8 4X6
3x6
3x4
14-5-5 17-6-11
6.0- 1 6-0-0 7-0-14
Plate Offsets _12:0-6-0,0-0-6],f5:0-6-4,0-2-41, 16:0-3-12,0-2-0A, [4: 3-0,0-1 -§1
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/clefl Ud PLATES GRIP
TCLIL 20,0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -015 2-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 125 BC 0.76 Vert(CT) -031 2-14 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0AI Hol 0,05 9 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix-SH Weight: 197 Ila FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verficals.
BOT CHORD 2x4 SP No.2 and 0-0-0 oc purlins (5-6-4 max,): 5-6,
WEBS 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 7-8-11 oc bracing.
WEBS 1 Row at micIpt 3-13,5-11, 7-11
REACTIONS. (lb/size) 2=1351/0-8-0, 9=1200/Mechanical
Max Horz 2=305(LC 9)
Max Uplift 2=-317(LC 12), 9=-256(LC 13)
FORCES. (lb) - Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-17401680, 15-16=-1645/681, 3-16=-16041701, 3-4=-1299/631, 4-5=-1286/657,
5-6=-1 106/608, 6-7=-1280/660, 7-17=-1407/645, 17-18=-1427/633, 8-18=-1528/627,
8-9=,1134/528 BOT
CHORD 2-19=-527/1421, 14-19=-527/1421, 13-14=-527/1421, 12-13=-249/934, 11-12=-249/934, 10-
11 =-441/1184 WEBS
3-14=0/334, 3-13=-741/383, 5-13=-223/538. 6-11 =-216/474, 7-11 =-512/312, 8-
10=-314/1027 NOTES- (
9) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4,2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=
0.18; MWFRS (envelope) and C-C Extenor(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 14-5-5. Exterior(2) 14-5-5 to 26-0-8, Intenor(
l) 26-0-8 to 30-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water poncling, 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *
This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 0.0psf, 6)
Refer to girder(s) for truss to truss connections. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 2 and 256 lb uplift at
joint 9. 8)
Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin
Velez PE No,68182 LOAD
CASE(S) Standard MiTok USA, Inc, FL Cort 6634 004
Parke East Blvd, Tampa FL 33610 Date,:
January
24,2019 A)
li, WARNING - Vero design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev, l6/03W15 BEFORE USE. Design
valid for use only with M(Tek8 connectors This design is based only upon parameters shown. and is for an individual building component, not a
truss system Before use, the building designer Must Verily the applicability of design parameters and 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 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, seeANSVIIIIIIII sAdN Cililarda. 03"9 and IICSI IlIComponeint 1 6904 Parke
East
Blvd 3w.ty InformatilwiavaiJoble
from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, 14 Tampa, FL 33610
Job ..__......_ Truss i Truss Type City Ply
T16097377i
1524452 iT06 Piggyback Base 1 1
L------. ------------- -------------- !Job Reference (optional)
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16 54:11 2019 Page 1
ID:UgQvTUm?zt2Ds3Uah3ckvySplh-iKJv4knl_ot pnt NpgmlHAElyKB2ZSw3QwIMYoANzsQfw
18-3-4
14 5-5 23-317.5-t 1 17 t , A -10 __. _. 30 7 83- 1. __.._-----
2-0-0 7-0-7 7-4-14 3-1-6 0-4 9' S-O-G 73-74
6x8 :r:.,
0..4-0 Scale = 1:67.6
5x6 --
2x4
8.0012 5 6 7
a
a
n
o
U10 MT20HS \1 2x4 i I 5x8 ---_
axo
7x10 =--
5.11.3 12.0.0 14.5.5 17-11-4 1&1-4 23-3.10 30-7-8 _.....
5-11-3 6-0-13 2.5-5 3.5.15 0=4=-- 5.0-6 7...
Plate Offsets (X Y}-- L2:0-2-7 Edgej [2 0 2 12zEdgejr [2A-10 12 0-0 12j, [2 4-1 6,0-0-6j,, [5.0 6-4,0 2 4j, [6:0 3-12,0-2-0j j9 Edge,O 1 12j,-[14:0-1-8,0-6-0) -_-_
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TGLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0A7 15-16 >999 240 MT20 244/190
TGDL 10.0 Lumber DOL 1.25 BC 0,98 Vert(CT) -0.37 15-16 >983 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.25 10 n/a n/a
BCDL 10.0 Code FBC2017(fP12014 Matrix-SH Weight: 204 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals,
4-5: 2x4 SP No.1 and 0-0-0 oc purlins (5.0-11 max.): 5-6.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12, 5-14
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=1354/0-8-0, 10=1204/Mechanical
Max Harz 2=306(LC 9)
Max Uplift 2=-315(LC 12), 10=-254(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-3202/1271, 17-18= 3108/1284, 3-18=-3080/1289, 3-4=-2497/1005,
4-5=-2363/1036, 5-6=-1237/647, 6-7=-1573/804, 7-8=-1530/748, 8-19=-1404/642,
19-20=-1426/629, 9-20=-1530/624, 9-10=-1135/529
BOT CHORD 2-16=-1091/2737, 15-16= 1109/2680, 14-15=-398/1440
WEBS 3-16=0/305, 3-15=-777/464, 5-15=-567/1648, 8-11= 404/235, 9-11=-292/1003,
11-14=-454/1234, 5-14=-651/241, 6-14=-397/836
NOTES- (11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 14-5-5, Exterior(2) 14-5-5 to 26-0-8,
Interior(i) 26-0-8 to 30-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding,
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 254 lb uplift Joaquin Velez PE No.68182
at joint 10. Wak USA, Inc. FL Cert 6634
10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 6904 Parke East Blvd, Tampa FL 33610
11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any Date:
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
January 24,2019
WARNING- Verify design parameters and READ NOTES ON THIS AND INCL.UDEO MrrEK REFERANCE PAGE Mg-7473 rev. 1040"015 BEFORE USE.
Design valid for use only with MiTekG connectors. This design is based only upon parameters shown, and is for an individual building component, not
a 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#Tek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPI1 QUOINItyy CrIterla, D3849 and BCSI QWn dfngCompoent6904 Parke East Blvd. SafNy
gMormafbnavoilable from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 21314, i Tampa, FL 33610
1524452 iT07
Truss Type
Piggyback Base
Job Reference
T16097378
Tampa, Plant City, Florida 33566 8220 s May 29 2018 Mi I ek Industries, Inc. Wed Jan 23 16:54:12 2019 flage 1
ID:UjQvTUm?zt2Ds3Uah3ckvySplh-AWtIH4owl69gOAyOOUpWiRVYyRxxfQB3-OHLipzsQfv
2-0-0 7-0-7 17-61-11 23-4-0
2.6-6 7-0-7 7-4-14 3-1-6 5-9-5 7-3-8
5X6
4x6
8.00 12
10
4x10 MT20HS 'o
7x10
5XB :
LOADING (psf) SPACING- 2-0-0
TCLL 20,0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOE, 1,25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC20171TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SIP No.2
Scale = 1:67,5
1-0 14-5-5 17-6-11 23-4-0 30.7-8
73 2 5-5 3-1-6 5-9-5 7-3-8
10-91,_[0-0-12,0-1-31,[5:0-3-12,0-2-01,[6:0-3-12,0-2-91 (8:Eioge,0-1-121,[10:0-5-0,0-2-91
CS1. DEFL. in loc) Well Ud PLATES GRIP
TC 0.77 Vert(LL) -0.09 9-10 >999 240 MT20 244/190
BC 0,84 Vert(CT) -0,18 12-13 >999 180 MT20HS 187/143
WB 0.97 Horz(CT) 0.11 9 We n/a
Matrix-SH Weight, 183 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-11-7 oc puffins,
except end verticals, and 0-0-0 oc puffins (6-0-0 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-11
REACTIONS. All bearings 7-3-8 except (jt=length) 2=0-8-0.
b) - Max Horz 2=306(LC 9)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-214(LC 12), 10=-432(LC 12), 9=-466(LC 23)
Max Grav All reactions 250 lb or less at joint(s) 9 except 2=871 (LC 1), 10=2027(LC 1), 10=2027(LC 1)
FORCES. (lb) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 2-14=-1697/643,14-15=-1630/656, 3-15=-1602/662, 3-4=-912/348, 4-5=-777/380,
5-6=-241/263, 6-7=-287/232, 7-16=-310/1027, 16-17=-318/956, 8-17=-339/917,
8-9=-182/535
BOT CHORD 2-13=-557/1532, 12-13=-573/1466, 11-12=- 120/399, 10-11 =-892/395
WEBS 3-13=0/323, 3-12=-873/503, 5-12=-2461880, 5-11 =-755/286, 7-11 =-254/1023,
7-10=-1518/698, 8-10=-959/467
NOTES- (10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3,Qpsf h=15ft; Cat. If: Exp C; Encl.,
GCpi=0.18; MVVFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(l) 4-0-0 to 14-5-5, Exterior(2) 14-5-5 to 26-0-8,
Intehor(l) 26-0-8 to 30-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
MVVFRS 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 pst bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 2, 432 lb uplift at
joint 10 and 466 lb uplift at joint 9.
9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE RII-7473 rev, laTIWIS 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 wet) and/or chord rnembeis 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. seeANSWITI Quallilly Criteria, DS"9 and BC31 buldling Component
Safety Informationovailanle from Truss Plate Institute, 218 N. fee Street, Suite 312, Alexandria, VA 22314
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
904 Parke East Blvd. Tampa FL 33610
Date:
January 24,2019
MiTek'
6904 Parke East Blvd,
Tampa, FL 33610
Job Truss Truss Type Qty Ply
T16097379
1524452 iTO8 Piggyback Base :3 1
ce, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:13 2019 Page 1
I D: UfjQvTUm?zt2Ds3Uah3ckvySplh-fiRgUQoZW PHXOKW CxBKI Ff2j xrG70uvCCg 1 uEFzsClfu
2 0 0 . 7.0-7 14.5 5 17.6.11 23.4 0 27-10.12 32.0.0 34.0.0
2.6- 7.0-7 7.4.14 3-1-6 5.9.5 4-6.12 4-1-5 2-0.0
5x6 ----
8.00 112
4x6 =-_
Scale = 1:69.4
4x10 MT20HS
3x6
ST1.5x8 STP _--
5x8 1 5x8 ---
5• 11.3 12-0-0 14.5 5 17.6.1 t 23-4-0 23,-0 32.0-0
5-11 3-1-6
Plate Qf-Sets (-XLYZ- 12 0-7-12,Ecl ,[2 0 2 1?w dgel [2.0-4-2,0-10 QL[2 0-6-12,0-1-4 15 0 3 12 0 2.0j, 6:0 3-12.0-2 0][10:0-6 0 0-0-6] [12 0 5_12 0 2 12],-
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP
TGLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.14 10-12 >724 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) 0.27 10-12 >374 180 MT20HS 187l143
BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.10 12 Ma n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 187 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc purlins, except
BOT CHORD 2x4 SP No.2 0-0-0 oc purlins (6-0-0 max.): 5-6.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing.
WEDGE WEBS 1 Row atmidpt 5-13
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=861l0-8-0, 12=2002/0-8-0, 10=-74/0-6-0
Max Herz 2=-302(LC 10)
Max Uplift 2=-217(LC 12), 12=-398(LC 12), 10=-305(LC 23)
Max Grav 2=861(LC 1), 12=2002(LC 1), 10=139(LC 11)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-1665/573, 16-17=-1575/586, 3-17= 1547/591, 3-4= 878/273, 4-5=-742/305,
5-6=-227/262, 7-8=-167/1064, 8-18=-167/1047, 9-18=-186/951, 9-10=-219/853
BOT CHORD 2-15=-390/1541, 14-15= 405/1475, 13-14=-92/426, 12-13=-976l459, 10-12=-617/279
WEBS 3-15=0/323, 3.14=-877l508, 5-14=-179/886, 5-13=-764/238, 7.13=-187/1069,
7-12=-1471/523, 9-12=-386/170
NOTES- (10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0,18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Intenor(1) 4-0-0 to 14-5-5, Exterior(2) 14-5-5 to 26-0-8,
Interior(;) 26-0-8 to 34-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2, 398 lb uplift at
joint 12 and 305 lb uplift at joint 10.
9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
A k WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 014111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITel<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, seeANl WII Quality C1ffoda, D$849 and DM Building Component
Woty infoanallonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Joaquin Velez PE No.66182
MiTek USA, Inc. FL Cart 66U
6904 Parke East Blvd, Tampa FL 33610
Data:
January 24,2019
M1,
MiTok'
6904 Parke East Blvd.
Tampa, FL 33610
T16097380
1524452 TO9 Piggyback Base 3 1
Job Reference
Builders FirstSource, Tampa, Plant City, Florida 33566 8,220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:14 2019 Page I
ID:Ut QvTUm?zt2Ds3Uah3ckvySplh-7v?2impBGjPOeU5OVvr-tisaugFcU7KZMRJmSnhzsQft
2-0 0 --- ------- 7,0-7 14-5-5 ........ .... -0 0 . . .. 17-&11 234-0 27-10-12 32, 34-0-0
2-0-6- 7-6-7 7-4 14 3-1-6 4:11-5 2:6-6
4x10 MT20HS
3x8
LOADING (psf)
TCLL 20.0
TCDL 10,0
BCLL 0,0
BCDL 10,0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2X4 SP N0.2
WEBS 2x4 SP No,3
WEDGE
Left: 2x6 SP No,2
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017fTP12014
5X6
8,00 12
4x6 --
ST1.5x8 STP
5X8 -
01, [2:0-0-12,0-1 -31, [5:0-3-12,0-2-0 1, 12,0-2-01, J13:0-5-12,0-2-121
9Xt$
2x4
32 0-0
Scale = 1:69a
CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TC 0.69 Vert(LL) 0.07 15-16 >999 240 MT20 244/190
BC 0.83 Vert(CT) 0A7 15-16 >999 180 MT20HS 187/143
WB 0.97 Horz(CT) 0.10 13 n/a n/a
Matrix-SH Weight. 192 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except
0-0-0 go purlins (6-0-0 max.): 5-6,
BOT CHORD Rigid ceiling directly applied or 5-8-3 go bracing.
WEBS 1 Row at midpt 5-14
REACTIONS. (lb/size) 2=838/0-8-0, 13=2123/0-8-0, 12=-168/0-6-0
Max Horz 2=-302(LC 10)
Max Uplift 2=-21 O(LC 12), 13=-448(LC 12), 12=-462(LC 23)
Max Grav 2=838(LC 1), 13=2123(LC 1) , 12= 1 50(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-1 596/524, 17-18=-1509/537, 3-18=-1482/543, 3-4=-805/235, 4-5=-670/266, 7-
8=-219/1177,8-19=-22811106, 9-19=-238/1064, 9-10=-580/496 BOT
CHORD 2-16=-366/1481, 15-16=-381/1414, 14-15=-100/387, 13-14=-1066/525, 12-13=-600/437, 10-
12=-428/646 WEBS
3-16=0/324, 3-15=-882/511, 5-15=-165/848,7-14=-204/1120,7-13=-1529/538, 9-
13=-583/132, 9-12=-148/700, 5-14=-771/241 NOTES- (
10) 1 )
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=
0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(i) 4-0-0 to 14-5-5, Extedor(2) 14-5-5 to 26-0-8, Interior(
l) 26-0-8 to 34-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding. 4)
All plates are MT20 plates unless otherwise indicated. 5)
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)
Bearing at joint(s) 2 considers parallel to grain value using ANSI1TPI I angle to grain formula. Building designer should verify capacity
of bearing surface. 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 2, 448 lb uplift at joint
13 and 462 Ito uplift at joint 12. 9)
Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord, 10) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD
CASE(S) Standard A
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IWII-7473 rev. 10/03/8015 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. sooANSVIllill Quality CrIlakria, DSB-69 and SCSI IkAdhg Component Saf*
ty Informalikweavailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314 Joaquin
JoaquinVelez PE No.68182 MiTek
USA, Inc. FL Cart 66U 6904
Parke East Blvd, Tampa FL 33610 Date:
January
24,2019 M!
Tek' 6904
Parke East Blvd. Tampa,
FL 33610
Job
1524452 T10 Piggyback Base
T16097381
e, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:15 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-b5ZQv6gp11 XFFegb3cMDK470Yf?8sgWVgzW?J8zsQfs
12-6-8 ,_14 5-5 17-6-11 ...._ 23-6 0 24 6 11428 2 1 _ 32-0.0 2-
0-0 5-10-5 6-8-3 1-10-13 ' 3-1 -fi 6-t 5 0-1 0 t4 317-2 3-9-15 2-0-0 5x6
Boo :
12- Scale =
1:69.4 3x12
MT20HS 91 2x4 5x$ _._. i.
Dx0 0. r .._.. 01 1.ax0 — r _.. 5x$
3x4 =-
2x4 O 32-
0-0 5-
10-5 .._._ ee i 6,6. 14 5-5 17 6 11 {_. _. 2.3-8,030 0 0__ 30 7 51015 6
t ii q6-1-10-13 1 6 64-5 640 0- -7 Plate Offsets (
X,Y)-- t :0-7-12,Edge1_,[ :0-2-12 Edge] t2_0 4-2,0_10-0],t2:0.0-12,0-1-3]1[5:0-3-12,0-2-9], [6:0-6.4,0-2-4]- 118 0-4-4,0-4-121 LOADING (psf)
SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.
0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.09 19-20 >999 240 MT20 244/190 TCDL 10.
0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.21 19-20 >999 180 MT20HS 187/143 BCLL 0.
0 ` Rep Stress Incr YES WB 0.80 Horz(CT) 0.13 13 n/a n/a BCDL 10.
0 Code FBC2017(T P12014 MaMx-SH Weight: 217 lb FT = 20% LUMBER- BRACING -
TOP CHORD
20 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied cr 2-2-0 oc purlins, except 4-5,
6-8: 2x4 SP No,1 0-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD
20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4
SP No.3 WEBS i Row at midpt 6-15, 7-13 WEDGE JOINTS
i Brace at Jt(s): 18 Left: 2x6
SP No.2 REACTIONS. (lb/
size) 2=906/0-8-0, 13=2019/0-8-0, 12=-91/0-6-0 Max Harz
2=-302(LC 10) Max Uplift
2=-220(LC 12), 13=-388(LC 12), 12=-378(LC 23) Max Grav
2=906(LC 1), 13=2019(LC 1), 12=159(LC 24) FORCES. (lb) -
Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-2 1 =- 1860/673, 3-21=-1798/682, 3-4=-1029/255, 4-5=-876/291, 5-6=-536/315, 6-7=-
350/300, 7-8=-166/1048, 8-22=-168/1036, 22-23=-186/970, 9-23=-188/919, 9-10=-
572/491 BOTCHORD 2-
20=-432/17321 19-20=-440/1736, 18-19=-82/521, 14-15=-839/409, 13-14=-839/409, 12.13=-
533/379, 10-12=-426/635 WEBS 3.
20=0/255, 3-19=-1056/585, 5-18=-669/231, 6-15=-853/160, 5-19=-144/839, 15-18=-
188/322, 6-18=-196/853, 7-13=-17371629, 7-15=-262/1200, 9-13=-512/110. 9-12=-
118/586 NOTES- (10)
1) Unbalanced
roof live loads have been considered for this design. 2) Wind:
ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4,2psf; BCDL=3.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.
18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(i) 4-0-0 to 14-5-5, Extericl 14-5-5 to 26-0-8, Interior(1)
26-0-8 to 34-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide
adequate drainage to prevent water ponding. 4) All
plates are MT20 plates unless otherwise indicated. 5) 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) Bearing
at joint(s) 2 considers parallel to grain value using ANSI(TPI i angle to grain formula. Building designer should verify capacity of
bearing surface. 8) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 2, 388 lb uplift at joint 13
and 378 lb uplift at joint 12. 9) Graphical
purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) "This
manufactured product is designed as an individual building component. The suitability and use of this component for any w:....i..-
4.. .:la:aA :.. aM... ............-..:I.:i:.. ..F ,,.... L...:1.1:-....J.....:..-.... ...... A ICr TC]I .... ...4............! L... 4... 4.. .:1..1:.... ,....... „ It8lDfq rE
l rameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid
for use only with MiTek« connectors. This design is based only upon parameters shown, and is for on individual budding 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 fabricohon, storage,
delivery, election and bracing of trusses and truss systems, seeANSI(fPfl QucJ#y CAfiedo, DS549 and DC31 buldhp Component Safety Informationovoilabie
from Truss Plate Institute, 218 N- Lee Street, Suite 312. Alexandria, VA 22314- Joaquin Velez
PE No.68182 MiTak USA,
Inc, FL Cert 6634 904 Parke
East Blvd, Tampa FL 33610 Date: January
24,
2019 pp pi "^
t Me
6904
Parke East
Blvd. Tampa, FL 33610
Job Truss Truss Type
1524452 T1 1 Piggyback Base Girder
T16097382
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:17 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-XUhBKos3ZenzVyqzA1 PhPVCLEShdKnro7H?600zsQfq
17 6,-11 23-8-0 32-0.0 34-0-0
2.0-0 5-10-5 6.8-3 1-10,13 3-1-15 15.11i5 6-10-14 7-5-2 2.0-0
5x6
800 12
5X8
Scale = 1:72.7
3x4
cX 3x6
4
0
5x12
9
3
2 19
Ar 2x4
5x6 17
6X8
A
4",
20
9
13 21 22 23jt 24
yr
ST1.5x8 STP 4,00
3x6
15Q16
2x4
14
5X8
x4 ST1 5x8 STP:- ST1, STP3X
2x4 i, 2x4 O 3x6 Q
3X8 t0
14,5-5 32-0-0
519-5 V%8
i
11--- 23--Q-
6.1-5 611-0 0-3-0 2-0-0
Plate Offsets _(X,Y)-- [2:0-2-8,0-9-121, [2:0- 1 -9, Edge], [5:0-3-12,0-2-91, f6:0-6-4,0-2-41, 7:0-2_- 0-0-01, [8:0-5-14,0-3-01, [El:a-il- 0-1-121,19:0-2-0,0-1-§I,[17.,0-4-4,0-4-12J -2LOADING (
psf) SPACING- 2-0-0 CS11. DEFL, in floc) I/defl Ud PLATES GRIP TCLL
20.0 i Plate Grip DOL 1.25 TC 0.92 Ver(l-L) 0.11 11-12 >705 240 MT20 244/190 TCDL
10.0 Lumber DOL 125 BC 0.68 Vert(CT) 0,21 18-19 >999 180 BCLL
0.0 Rep Stress Incir NO WB 0.62 Horz(CT) 0.13 12 n/a n/a, BCDL
10.0 Code FBC2017/TP12014 Matrix-SH Weight 215 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No. 1 *Except' TOP CHORD Structural wood sheathing directly applied, except 5-
6: 2x4 SP No-2 0-0-0 oc purlins (6-0-0 irl 5-6. BOT
CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. WEBS
2x4 SP No-3 WEBS 1 Row at midpt 6-14,7-12 WEDGE
JOINTS 1 Brace at Jffs): 17 Left:
2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (
lb/size) 2=916/0-8-0, 12= 1864/0-8-0, 11 =-7/0-6-0 Max
Herz 2=-302(LC 6) Max
Uplift 2=-234(LC 34), 12=-444(LC 8), 11 =-489(LC 6) Max
Gray 2=916(LC 1), 12= 1 872(LC 40), 11 =360(LC 3 1) FORCES. (
lb) - Max. Comp,/Max. Ten, - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=- 1911/497, 3-4=- 1064/178. 4-5=-910/214, 5-6=-443/209, 6-7=-3211231, 7-
8=-46/888, 8-20=-68/875, 9-20=-159/597 BOT
CHORD 2-19=-473/1800, 18-19=-479/1804, 17-18=-95/562, 13-14=-711/192, 12-13=-711/192, 12-
21=-711/192, 21-22=-711/192,22-23=-7111192, 11-23=-711/192, 11-24=-618/181, 9-
24=-618/181 WEBS
3-19=012551 3-18=-8181437, 5-18=-164/927, 5-17=-711/236, 6-14=-807/172, 7-12=-1851/397, 7-
11=-173/550, 7-14=-224/1146, 14-17=-29/283, 6-17=-205/856 NOTES- (11) 1 ) Unbalanced root
live loads
have been considered for this design. 2) Wind: ASCE 7-10;
Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left and right exposed, 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 nonconcurrem with any other live loads. 5) * This truss has been
designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members. 6) Bearing at joint(s)
2 considers parallel to grain value using ANSI/TPI I 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 234 lb uplift at joint 2, 444 lb uplift at joint 12 and 489 lb
uplift at joint 11, Joaquin Velez PE No,68182 8) Graphical purlin representation does
not depict the size or the orientation of the pudin along the top and/or bottom chord. MiTek USA, Inc. FL Cart 6634 9) Hanger(s) or other
connection device(s) shall be provided sufficient to support concentrated load(s) 214 lb down and 141 lb up at 6904 Parke East Blvd, Tampa FL 33610 30-10-4 on top
chord, and 74 lb down and 151 Ito up at 24-10-4, 74 lb down and 151 lb up at 26-10-4, and 74 lb down and 151 Ito Data: up at 28-10-4,
and 10 lb down at 30-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. January 24,2019
din Wl n.* Isign parameters
and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MN-7473 rev. 1010312RI5 BEFORE USE. Design valid for use only
with MiTekG connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before risk),
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 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, seeANSVTPII Quality CrIlleft, DSB-69 and SCSI Buldling Componstrit 6904 Parke East Blvd SWility Inforrincrtlanovoilable from Truss Plate
institute, 218 N Lee Street, Suite 312 Alexandria, VA 22314 Tampa, F L 33610
Truss Type
1524452 T111 Piggyback Base Girder
T16097382
Tampa, Plant City, Florida 33566
11) "This manufactured product is designed as an individual building component.
the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1) Dead + Root Live (balanced): Lumber Increase= 1 .25, Plate Increase= 1.25
Uniform Loads (plf)
Vert: 1-5=-60, 5-6=-60, 6-10=-60, 2-18=-20, 17-18=-20, 9-16=-20
Concentrated Loads (lb)
Vert: 20=- 1 17(B) 21 =58(B) 22=58(B) 23=58(B)
8.220 s May 29 2018 MiTek Industries, Inc. Wed Jan 23 16:54:17 2019 Page 2
ID:UqQvTUm?zt2Ds3Uah3ckvySplh-XUhBKos3ZenzVyqzA1 PhPVCLEShdKnro7H?600z$Qfq
The suitability and use of this component for any particular building is the responsibility of
WARNING -Verify design parameters and READ NOTES ON TIIIS AND INCLUDED )WfTEK REFERANCE PAGE 11,111-7473rev. faV.W015 BEFORE USE.
Design valid for use only with MrTelkfr 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 bracring k'
is always required for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the
fabrication, storage, cielivery, erection and bracing of trusses and truss systems, seemsil Qu C1,11forla, DSB-69 and BCSI W1111diriq Component1" 6904 Parke Last Blvd
SWoty Info"naftnavailahle from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA Ml 4 Tampa, FL 33610
Job Truss Truss Type Oty Ply
T16097383
1524452 T12 Common
Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Vil 23 15:39:59 2019 Page 1
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh--.iPxOlzVdpF-IRQlZBKQZpgnXbp-IOMVqo9iHlzsatE
2-0-0 4-9-4 12.0-0 19-2-12
2-0-0 4-9-4 7-2-12 7-2-12 4-94
4x6
8.00 12
P ,
4xb 4X6
Scale = 150,13
9-11-3 14-9,13 24-0-0
9-11-3 4-1-10
Ofife offsets _(X,Y)-- _1,2:Ed9ej0,-9-41, [7:10-0-0,0-0-:41
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 11.25 TC 0,68 Vert(I-L) -0.21 2-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.80 Vert(CT) -0.44 7-8 >634 180
BCILL 0.0 Rep Stress Incr YES WEI 0.37 Horz(CT) 0.04 7 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matnx-SH Weight: 124 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins, BOT
CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 7=926/0-8-0, 2= 1080/0-8-0 Max
Harz 2=244(LC 9) Max
Uplift 7=-206(LC 13), 2=-261(LC 12) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOR
CHORD 2-3=-1388/575, 3-5=-1135/472, 5-6=-1 130/502, 6-7=-1378/610 BOT CHORD 2.
10=-404/1123, 8-10=-931700, 7-8=-424/1082 WEBS 5-8=-
146/406, 6-8=-488/343, 5-1 0=- 118/411, 3-1 0=-498/327 NOTES- (6) 1)
Unbalanced root
live loads have been considered for this design. 2) Wind: ASCE
7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3,Opsf; h=15ft; Cal, 11; Exp C: Encl., GCpi=O. 18,
MWFRS (envelope) and C-C Exiedor(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 12-0-0, Exterior(2) 12-0-0 to 18-0-0, Interior(l) 18-
0-0 to 23-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip D0L=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 206 Ito uplift at joint 7 and 261 lb uplift at joint 2. 6) "
This manufactured
product is designed as an individual building component, The suitability and use of this component for any particular building is
the responsibility of the building designer per ANSI TPI I as referenced by the building code," Joaquin Velez PE
No,68182 MiTak USA, Inc.
FL Cert 66U 6904 Parke East
Blvd. Tampa FL 33610 oaft,: January 24,
2019
AJ WARNING - Verify
design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mal rev, lo1=015 BEFORE USE. Design valid for
use only with vlffelaij 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 appicalbritty 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 requited
for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabirc often, storage,
delivery, erection and bracing of trusses and truss systems, seoANMMI) QuoWy Ciffedo, D$449 and BC31 buldling Component 6904 Parke Fast 61vd. W.ty Informatilonavollable
frorn Truss Plato Institute, 218 N. We Street, Suite 312. Alexandria, VA 22,114, Tampa, FL 33610
Job Truss ;Truss Type Uty Fly i
T16097384
1524452 T13 COMMON
irce, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc, Wed Jan 23 15:40:00 2019
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-SvyJE5--707NrNb?D6vsf5ODyE?9c1 FcQSvGf
4-9-4 12-0,0 19-2-12 24-0-0____ 26-0.0
2-0-0 4-9-4 7-2-12 7-2-12 4-9-4 2-0-0
4x6 :
8,00 12
4x6 4xb
Scale - 1:51a
9-11-3 14-01-1131 21---0-0
9-11-3
I
4.1-10 9-11-3
Plate Offsets (Xy)- [2:0-0-0,0-0-4]_[8:Edge,0-0-41
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ltd PLATES GRIP
TCLL 20,0 Plate Grip DOL 1.25 TC 0.69 Vert(ILL) -0,21 2-12 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.77 Vert(CT) -0.42 2-12 >660 180
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0,04 8 We n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 128 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing,
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=107310-8-0. 8=1073/0-8-0
Max Horz 2=256(LC 11)
Max Uplift 2=-259(LC 12), 8=-259(LC 13)
FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (b) or less except when shown.
TOP CHORD 2-3=-1 375/54T 3-5=-1 123/452, 5-7=-1123/452, 7-8=-1 375/547 BOT
CHORD 2-12=-298/1135,10-12=49j'712, 8-10=-339/1128 WEBS
5-10=-128/418, 7-10=-498/327, 5-12=-128/418, 3-12=-498/327 NOTES- (
6) 1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3,Opsf; h=15ft: Cat. 11; Exp C; Encl., GCpi=
Q. 18; MWFRS (envelope) and C-C Extenor(2) -2-0-0 to 4-0-0, Intimor(l) 4-0-0 to 12-0-0, Exterior(2) 12-0-0 to 18-0-0, Interior(
l) 18-0-0 to 26-0-0 zone; cantilever left and night exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS
for reactions shown; Lumber DOL= 1.60 plate grip DOL= 1.60 3)
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 259 lb uplift at joint 2 and 259 lb uplift at joint
8, 6) '
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin
Velez PE No.68182 fil
USA, Inc, FL Cart 6634 6$
04 Parke East Blvd. Tampa FL 33610 Date:
January
24,2019 WARNING -
Verity design parameters and READ NOTES ON THIS AND INCLUDED WITEK REFERANCE PAGE M11-7473 rev. lakWO15 BEFORE USE. Design
valid for use only with MiTokO 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 MiTek' is
always required for stability and to prevent collapse with possible personal injury and property damage Torgenorcil guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 QualOT Cdtodo,D$549and bCSI&AdingComponent 6904 Parke East Blvd, Safety Infaffnaf1wilovalloble
from Truss Plate Institute, 218 N Lee Street, Suite 312 Alexandria, VA 22 14 Tampa, F 1- 33610
Job Truss Truss Type City Ply
T16097385
1524452 T14 GABLE
Job Reference
1pa, Plant City, Florida 33566 8.220 s Nov 16 2018 Milek Industries, Inc. Wed Jan 23 15:40:02 2019 Page 1
ID:UqQvTUm?zt2Ds3Uah3ckvySplh-OH43fn?NwkdZeu9bEKu7AI11GLpu3V8lyWmONu4zsQtB
2-0-0 3.10-13 12-0-0 20-1-4 24-0-0 26-0-0
0 3-10-13 8-1-3 8-1-3 3-10-13 2-0-0
3x4
5x6
8,00112
X1u
3x6 :: 34
Scale = 1:58o
14-7-6 24-0-0
5-2-12 9.4.10
Plate Offsets (X,Y)-- [2:0-7-11,0-1-131, [3:0-1-9,0-1-0], [4:0-3-0,Edgel, [4:0-0-0,0-1-12], [5:0-1-8,0-1-81, [6:0-0-0,0-1-12], [6:0-3-0,Edgel, 7:0-1-9,0-1-0], [8:0-7-11,0-1-13),
111:0-5-0,0-4-81,117-,0-2-2,0-0791,[18:0-1-12,0-1 [28-10-2-2,0-0-01, P1:0-1 -121,0-1 -01
LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/clefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.77 Verl(LIL) -018 8-10 >999 240 MT20 244/190
TCDL 10,0 Lumber DOL 1,25 BC 0.58 Vert(CT) 0.20 8-10 >999 180
BCLL 0.0 Rep Stress Incr NO WEI 0,36 Horz(CT) 0.02 8 n/a n/a
BCDL 10,0 Code FBC2017ITP12014 Matrix-SH Weight: 211 Ild FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4SPNo.1 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins.
BOT CHORD 2x6 SP No2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-10,5-12
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=655/0-8-0, 8=656/0-8-0
Max Harz 2=-256(LC 6)
Max Uplift 2=-70 1 (LC 8), 8=-700(LC 9)
Max Grav 2= 1 328(C 40), 8= 1 327(LC 4 1)
FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=- 1649/863, 3-5=- 1321/739, 5-7=- 1321[740, 7-8=-1 650/864
BOT CHORD 2-12=-783/1531, 10-12=-360/927, 8-1 0=-657/1341
WEBS 5-10=-422/524, 7-10=-485/343, 5-12=-417/521, 3-12=-484/342
NOTES- (11)
1 ) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-10; Vult= 1 39mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h= 1 5ft; Cat. 11; Exp C; Encl.,
GCpi=(). 18; MW FRS (envelope); cantilever left and night exposed ; end vertical left and right exposed: Lumber DOL= 1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 oc.
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, with BCDL = I O.Opsf.
8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 701 Ito uplift at joint 2 and 700 Ito uplift at
joint 8.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 192 Ito down and 330 lb up at
1-0-0, 74 Ile down and 151 lb up at 3-0-12, 74 Ile down and 151 Ito up at 5-0-12, 74 lb down and 151 lb up at 7-0-12, 74 lb down and
151 Ild up at 9-0-12, 74 Ito down and 151 lb up at 11 -0-12. 74 lb down and 151 lb up at 12-11-4, 74 lb down and 151 Ito up at Joaquin Velez PE No.68182
14-11-4, 74 Ito down and 151 Ito up at 16-11-4, 74 lb down and 151 lb up at 18-11-4, and 74 Ito down and 151 Ito up at 20-11-4, and MiTok USA, Inc, FL Cort 6634
192 lb down and 330 Ito up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of 6904 Parke East Blvd, Tampa FL 33610
others. 03W
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). January 24,201911) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev, 1a03/201$ BEFORE USE,
Design valid for use only with M!TekO connectors -This design is based only upon parameters shown, and is for an individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and property 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
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, seeAN3VWII Quality CrIltedo, D3849 and &CSI Illulding Component 6904 Parke East Blvd
Safety Infounationavailable from Truss Plate Institute, 218 N Lee Street Suite 312, Alexandria, VA 22314 Tampa, FL, 33610
Jab Truss :Truss Type Qty Ply
T16097385
1524452 T14 GABLE
Job Reference
City, Florida 33566 8220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:40:02 2019 Page 2
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-OH43fn?NwkdZcu9bEKu7AR IGLpu3V8lyW mONu4zsQtB
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25
Uniform Loads (plf)
Vert: 1-5=-60, 5-9=-60, 2-8=-20
Concentrated Loads (lb)
Vert; 35=126(B)36=58(B)37=58(B)38=58(B)39=58(6)41=58(6)42=58(B)44=58(B)45=58(B)46=58(B)47=58(B)48=126(B)
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7478 rev. laMW015 BEFORE USE. 01, Design valid for use only wUh MiTek* connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system- Before use the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall Abuildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional tomporary and permanent bracing f Vf i l7 ek- IsalwaysrequiredforstabilityandtopreventCollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems. seeANSVMII Quality CAieft, DS"9 and aCSI 6uSd" Component 6904 Parke East nlvd. Solety
Informollonavailable from Truss Plate Institute, 218 N- Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 33610
Job Truss Truss Type City Ply
T16097386
1524452 Vol GABLE 1 1
Job Reference (optional)
Builders -F i-r-stSource, Tampa, Plant City, Florida 33566 8220 s Nov 16 2018 MiTek Industries, Inc. Wed Jan 23 15:40:03 2019 Page I
ID:UfiQvTUm?zt2Ds3Uah3ckvySpih-sUeRs70?h2lQE2kool PrvljfraqCLjEe751Q7xQWzsQtA
12-9-0 25-6-0
12-9-0 12-9-0
4x6 Scale = 1:54,7
3x4 <=
13 16 12 11 10 9 17 8
3x4
2x4 2x4 3x4 - 2x4 2x4
3x4
25-6-0
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/clefl I
TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber DOL 1.25 BC 0,17 Vert(CT) n/a - n/a 999
BCLL 0,0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 7 rVa n/a
BCDL 10,0 Code FBC2017fTP[2014 Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 127 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-10
OTHERS 2x4 SP No.3
REACTIONS. All bearings 25-6-0.
lb) - Max Horz 1=-224(LC8)
Max Uplift All uplift 100 lb or less at joint(s) 1, 10, 12 except 13=-183(LC 12), 9=-162(LC 13), 8=-184(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 1 0=407(LC 19), 12=301 (-C 19), 13=439(LC 19),
9=484(-C 20), 8=428(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-13=-355/274, 5-9=-330/265, 6-8=-356/277
NOTES- (7)
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3,Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0,18; MWFRS (envelope) and C-C Exterior(2) 0-5-12 to 6-5-12, Intenor(l) 6-5-12 to 12-9-0, Exterior(2) 12-9-0 to 18-9-0,
Interior(1) 18-9-0 to 25-0-4 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL= 1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opst.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10, 12 except
jt=lb) 13= 183, 9= 162, 8= 184,
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code."
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 24,2019
AQIi, WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. la(MOIS BEFORE USE.
Design valid for use only with MiTek(Fri connectors This design is based only upon parameters shown, and is for an individual building component, not
a truss system Before usethe building designer must verify the applicability of design parameters and properly incorporate this design into the overall building
design Bracing indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporary and permanent bracing MiTek' is
always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems. sesiANSVIII1,11 Quallify Cillierld, D1111111-11119 and am Bulding Compon*nt 6904 Parke East Blvd, Saf*
ty Informaftnavailable from Truss Plate linslifule, 218 N Lee Street, Suite 312, Alexandria, VA 22314 1 arri FL. 33610
Truss
1524452 V02 GABLE
T16097387
Builders FirstSource, Tampa, Plant City, Florida 33566 8,220 s Nov 16 2018 MiTek Industries, Inc, Wed Jan 23 115:40:04 2019 Page 1
ID:Ut QvTUm?zt2Ds3Uah3ckvySpih-KgCq4T1 eSMtHrCJ,-LlwbGsNitchRz5jF-4tUyzzsot9
10-9-0 21-6-0
10-9-0 10-9-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0,0
BCDL 10.0
4x6 Scale = 1:44,6
3x4
13 12 11 10 9 8
3x4
2x4 2x4 3x4 3x4 2x4 2x4
21-6-0
21-6-0
SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP
Plate Grip DOL 1.25 TC 0,20 Vert(LL) n/a n/a 999 MT20 244/190
Lumber DOL 1,25 BC 0.14 Ven(CT) n/a n/a 999
Rep Stress Incir YES WB 0.17 Horz(CT) 0.00 7 Na n/a
Code FBC2017fTP12014 Matrix-SH Weight: 102 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied of 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
OTHERS 20 SP No.3
REACTIONS, All bearings 21-6-0.
lb) - Max Horz 1 = 1 88(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 11, 12 except 13=-134(LC 12), 9=-1 75(LC 13), 8=-135(LC
13)
Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 11 =393(LC 19), 12=284(LC 1), 13=306(LC 19),
9=451 (LC 20), 8=291 (LC 20)
FORCES. (lb) - Max. Comp,/Max, Ten, - All forces 250 (lb) or less except when shown.
WEBS 2-13=-273/224, 5-9=-351/278, 6-8=-274/225
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=O. 18, MWFRS (envelope) and C-C Extedor(2) 0-5-12 to 6-9-0, Interior(l) 6-9-0 to 10-9-0, Extenor(2) 10-9-0 to 16-9-0,
Intenor(l) 16-9-0 to 21-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1 .60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 11, 12 except
jt=lb) 13= 134, 9= 175, 8= 135.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE No0182
Walk USA, Inc. FL Cort 034
6904 Parke East Blvd. Tampa FL 33610
Dail:
January 24,2019
All)lI, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1=30015 BEFORE USE.
Design valid for use only with MiTel<0 connectors, This design 6 based only upon parameters shown, and is for an individual building component. not
a truss system Before use, the building designer must versfyine, applicability of design parameters and properly incorporate this design into the overall
building design- Bracing lnolicated is to prevent buckling of individual truss web and/or chard members only Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMI) Quality Crilisida. DSB-69 and OC31 Illulding Componsint 6904 Parke Cast Blvd,
Sixiisty Informaillialrovailoble from Truss Mate Insfilute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, Ft. 33610
Job
1524452 ! V03 GABLE
T16097388
8-9-0
8.220 s Nov 16 2018 Ml I ek Industries, Inc, Wed Jan 23 15:40:05 2019 Page 1
ID:UfjQvTUm?zt2Ds3Uah3ckvySplh-psmCHp2GDf?8TMuAvSRqo4ww5OOOiZ_ODkcI UPzsQt8
4x6 Scale = 1:37,1
3x4 9 8 14 7 6 3x4
2x4 3x4 3x4 -,
2x4
17-6-0
17-6.0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 023 Vert(LL) n/a n/a 999
TCDL 10.0 Lumber DOL 1.25 BC 0,25 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WEI 0.10 Horz(CT) 0.00 5 n/a n/a
BGDL 10.0 Code FBC2017fTP12014 Matnx-SH
PLATES GRIP
MT20 244/190
Weight: 78 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT
CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS
2x4 SP No.3 OTHERS
2x4 SP No.3 REACTIONS.
All bearings 17-6-0. lb) -
Max Horz 1 = 151 (LC 11) Max
Uplift All uplift 100 lb or less at joint(s) 1, 5,8 except 9=-1 13(LC 12), 6=-199(LC 13) Max
Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=338(LC 19), 9=365(LC 19), 6=463(LC 20) FORCES. (
lb) - Max, Comp./Max. Ten, - All forces 250 (lb) or less except when shown. WEBS
2-9=-2621171 . 4-6=-380/291 NOTES- (
7) 1)
Unbalanced root live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=3,Opst; h=15ft; Cat, 11; Exp C; Encl,. GCpi=
0.18; MWFRS (envelope) and C-C Exterior(2) 0-5-12 to 6-5-12, Interior(l) 6-5-12 to 8-9-0, Exterior(2) 8-9-0 to 14-9-0, Interior(
i) 14-9-0 to 17-0-4 zone; cantilever left and night exposed , end vertical left and right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)
Gable requires continuous bottom chord bearing. 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *
This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opst. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 5, 8 except jt=
lb) 9= 113, 6= 199, 7) "
This manufactured product is designed as an individual building component. The suitability and use of this component for any particular
building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin
Velez PE No18182 MiTok
USA, Inc, FL Cart $634 6904
Parke East Blild. Tampa FL 33610 Date:
January
24,2019 WARNING -
Verify design Parameters and READ NOTES ON THIS AND INCLUDED Ii REFERANCE PAGE M11i rev. 101031015 BEFORE USE. Ama- Design
valid for use only with MiTe*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 M Re k' is
always required for stalplity and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,
storage, delivery, ejection and bracing of trusses and truss systems, sooAN3VTPII Quality Crilliedo, D1111-1119 and IICSI Sulding Component 6904 Parke East Blvd. Satiety
Infieffinationavoilable from Truss Plate institute, 218 N We Street, Suite 312, Alexandria, VA 22314, 1 arnpa, FL 33610
Orly 1 Ply
T16097389
Job (Truss Truss Type
1524452 VO4 Valley
Builders irstSource. Tampa. Plant Citv. Florida 33566
90
6-9-0
Job Reference (optional),
8.220 s Nov 16 2018 MiTek Industries, Inc, Wed Jim 23 15:40:06 2019 Page 1
ID:UfjQvTUty)?zt2Ds3Uah3ckvySplh-H3KaU92LL,z8?5WSNT9y3LH1-6EQNbROmXROMbl rzsQt7
13-6-0
6-9-0
4x6
3
3x4 v 8 7 6 3x4 <
2x4 3x4 2x4
1
Scale = 1:29.0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in oc) I/defl LJd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a We 999 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0.10 Vert(CT) We n/a 999
BCLL 0.0 Rep Stress Incr YES WB OW Horz(CT) 0.00 5 n/a n/a
BCDL 10,0 Code FBC2017fTP12014 Matrix-SH Weight: 59 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SIP No.3
REACTIONS. All bearings 13-5-4.
lb) - Max Harz 1=-115(LC8)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5,7,8 except 6=-154(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=341 (LC 20), 8=27(3(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-6--2961236
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3,Opst; h=15ft; Cat. 11; Exp C: Encl..
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone: cantilever left and right exposed; end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7, 8 except
jt=lb) 6= 154.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE fjo0182
MiTak USA, Inc, FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 24,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Ii REFERANCE PAGE MN-7473 rev. IaVJW015 BEFORE USE.
Design valid for use only with vlffek,11) 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 requited 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. SeGANSIMIll Q Criteria. OSS-69 and 111CS1 Buldil Componarrit 6904 Parke Fast Blvd,
Salreity Inilotmatloriavailable frorn Truss Plato Institute, 218 N. Lee Street, Suite 312, Alexandria, V. 2214 Tampa, I-L 33610
Job
1524452 V05 GABLE
T16097390
Job Reference
8,220 s Nov 16 2018 Mi Talk Industries, Inc. Wed Jan 23 15:40:06 2019
ID:Ut QvTUm?zt2Ds3Uah3ckvySplh-H3KaU92u-z845WSNT9y3LHT57QKNR16XROMb1
4x6
4
2x4
2x4
2x4
9-6-0
9-6-0
Scale . 1:20.9
LOADING (pst) SPACING- 2-0-0 CSI. DIEFL, in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incir YES WB 0.05 Horz(CT) 0.00 3 n/a n/a
BCDL 10,0 Code FBC2017fTP12014 Matrix-SH Weight: 33 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins.
BOT CHORD 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=164/9-6-0, 3=164/9-6-0, 4=355/9-6-0
Max Herz 1 =-78(LC 8)
Max Uplift 1 =-46(LC 12), 3=-54(LC 13), 4=-62(LC 12)
Max Grav 1=164(LC 1), 3=166(LC 20),4=355(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3,Opst: h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone: cantilever left and night exposed ' end vertical left and right exposed;C-C
for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 3, 4.
7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Valez PE No,68182
MiTak USA, Inc. FL Cart 6634
6804 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
AJOI,,, WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE M11-7473 rev. I&MOIS BEFORE USE.
Design valid for use only w1h MiTek(lr', 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
MiTek'
fabrication, storage, delivery, election and bracing Of trusses and truss Systems, SeeANSIM11 Quality Ciffieft, DSB-69 and RCSI Building Component 6904 Parke East Blvd,
3atoty Infairmationovailable from Truss Plate institute. 218 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 33610
Job Truss Truss Type City Ply
1524452 V06 Valley 1 1
T16097391
2x4 -
33566 8.220 s Nov 16 2018 MiTek industries, Inc. Wed Jan 23 15:40:07 2019 Page I
ID:UfiQvTUm?zt2Ds3Uah3ckvySplh-IFuyiV3WIHGsif1 Z1 tUltV?IiqizAUmhg258ZHzsQt6
2-9-0 5-6-0
z-9-0 --
1 11- --- — ---
2-9-0 -
I
2x4
01
4
4x6 : Scale = 1: 13,5
2x4 J
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (lac) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) Pita Na 999
TCDL 10.0 Lumber DOL 1,25 BC 0,09 Vert(CT) n1a n/a 999
BCLL 0,0 Rep Stress Incr YES WEI 0.02 Horz(CT) 0,00 3 n/a n/a
BCDL 10,0 Code FBC2017/TP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No,2
BOT CHORD 2x4 SP No,3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=98/5-5-4,3=98/5-5-4,4=168/5-5-4
Max Horz 1 =41 (LC 9)
Max Uplift 1=-31(LC 12). 3=-36(LC 13), 4=-18(LC 12)
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 5-6-0 1 pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Eyp C; Encl.,
GCpi=O. 18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces & MWIFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) 1, 3, 4.
7) "This manufactured product is designed as an individual building component, The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code,"
Joaquin Velez PE No.68182
MiTilk USA, Inc. Fl. Cort 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
January 24,2019
A WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MO-7473 rev. l0,1130015 BEFORE USE.
Design valid for use only with MiTel<0 connectors This design is based only upon parameters shown, and is for on individual building component, not l' NiatrusssystemBeforeuse, 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 wet) and/or chord members only. Additional temporary and permanent bracing MiTok'
is always required for stability and to prevent collapse with posstbie personal injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPII Quality Cdtlda, DSB49 and BCSI killidililig Component 6904 Parke East Blvd,
Safety linto"nallonavallable from Truss Plate Institute, 218 N Lee Streel, Suite 312. Alexandria, VA 22314 Tampa, 1-1 33610
Symbols Numbering System Ali General Safety Notes
PLATE LOCATION AND ORIENTATION
3/; Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
I L-LJNI.. Apply plates to both sides of truss
LT\ and fully embed teeth.
0-111g,
For 4 x 2 orientation, locate
plates 0- "114' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MlTek 20/20
software or upon request.
4`11M*1_6_
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 bracingrifindicated.
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.
C=
Industry Standards:
ANSI/TPII: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
SCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses,
6-4-8 1 dimensions shown in ft-in-sixteenths
I(
Drawings not to scale)
2
TOP CHORDS
0
r
U
0-
0
5
JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSAETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR- 1311, ESR- 1352, ESR 1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
rti
0
0
a_
0
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTek@ All Rights Reserved
LAM
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
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 affernative Tor I
bracing should be considered.
1 Never exceed the design boding shown and never
stock 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 ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 1996 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
comber for dead bad deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. 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 alter 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, bock, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI I Quality Criteria.
SITI-1- C-Opy
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UIP501 827
Escambia Dr 717
MWII of 10/17/
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Josh
HardiePanel" Vertical Siding
EFFECTIVE APRIL 2018
IMPORTANT: FAILURE TO FOLLOW JAMES HARDIE WRITTEN INSTALLATION INSTRUCTIONS AND COMPLY WITH APPLICABLE BUILDING CODES MAY VIOLATE LOCAL LAWS, AFFECT
BUILDING ENVELOPE PERFORMANCE AND MAY AFFECT WARRANTY COVERAGE, FAILURE TO COMPLY WITH ALL HEALTH AND SAFETY REGULATIONS WHEN CUTTING AND INSTALLING
THIS PRODUCT MAY RESULT IN PERSONAL INJURY, BEFORE INSTALLATION, CONFIRM YOU ARE USING THE CORRECT HARDIEZONE PRODUCT INSTRUCTIONS BY VISITING
HARDIEZONE,COM OR CALL 1-866-942-7343 (866-9-HARDIE)
Store flat and keep dry and covered prior to
installation. Installing Siding Wet Or saturated may
result in shrinkage at butt joints, Carry planks on
edge. Protect edges and corners from breakage,
James Hardie is not responsible for damage caused
by improper storage and
handling Of the
prodult. Aid
CUTTING INSTRUCTIONS
OUTDOORS
I Position ("ildm(gistation n so that airs ow blows cltst away torn the setand
others near the cutting area 2 :
ur , Is'ng one or the following methods: a
host. Circuiar saN equipped with 3 Hai0lvBsad,(r1 saw 0110-C aril
afar iled! Vacuum trust uoi(,,utlon system Shoals ruarusl,
Pfaftfflahl 0! esectrIG) Truly also be used, not o"
am"endrifor products fl)rckei !,,,.an 7/16 in 11, elool
DuGUslr Sas; equipped with (i Oust ("orsclioo lealute d 9
Roan' saw) and a Haroieftafrestin Nadel oo il
rt , Circular stiv, Oqu'pried with a Hardiolliade saw blade ' INDOORS DO NO" gone
or
cut with a power saw indoors. Go' using shears (rnainual prieuruatic or elociricl or the Scale
and Snap rnothod, not recommenced far products thicker than 7/16 in DO NOT Try sweep
dust: l.so vot dust suppression or vacuum to collect dust Fcr maximum. Mast ed
dour, James Hardie recommends using the "Rest" cutting QleGtic,es Always fcilDw
the equipment rran ulaCturer'S risauctions for proper operation - or best perlounance when
cooing with a circuiar saw, James Hardie recommends rgHafiNcawblfno' accss Go tol
jaureshardiopros.crair
rw additional comrig and roust conlroi recommendations. IMPORTANT. The Occupational Safety
and Hoadir Administration (OSHA] regulatos workplace ollposkao to sdrst dust For construction sites, OSHA has iterined that Contra) fiber cement
with a circular saw having a blade diameter less trial) 8 illiddes and connected 10 a commercially available dust collection system per 11famufacturfir , instructions results in
eXn0SLW,,,s below the CS11A Permissible Exposure Litnt PFI-i for respirable crystalline silica, without the need for additional respiratory protection. It you
are unsure
about hovl, to comply with, OSHA silica &,st reguijildris consul a ituxified industrial !Iyglenist or safety professional, or contact your James 1arrot" nl`,Gorncdk sates
representative for assistance James fiarrue, makes t.o nepresprtaiian of Nirraory that adopting a eartoular cueing practice vill assure your co"'Ifflarice with
OSHA rules or otnor applicable laws and Sadly requirements These instructions to be
used for single family installations only. **For Commercial / Multi -Family installation requirements go to www.
JamesHardieCommercial,com HardiePanelO vertical siding can
be installed over braced wood or steel studs, 20 gauge (33 mils) minimum to 16 gauge (54 mils) maximum,
spaced a maximum of 24 in o.c. or directly to minimum 7/16 in thick OSB sheathing, See General Fastening Requirements.
Irregularities in framing and sheathing can mirror through the finished application. Correct irregularities before
installing siding. Information on installing James
Hardie products over non-nailable substrates (ex: gypsum, foamuetc.) can be located in JH Tech
Bulletin 19 at www.jamehardie.conn A water -resistive barrier
is required in accordance with local building code requirements. The water -resistive barrier must be appropriately
installed with penetration and junction flashing in accordance with local building code requirements. James Hardie
will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap r Weather
Barrier, a non -woven non -perforated housewrapl, which complies with building code requirements. When
installing James Hardie
products all clearance details in figs. 3, 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,
in the first 10 ft. Do not use HardiePanel
lap siding in Fascia or Trim applications, Do not install James
Hardie products, such that they may remain in contact with standing water, HardiePanel vertical siding may
be installed on flat vertical wall applications only. DO NOT use stain,
oil/alkyd base paint, or powder coating on James Hardie," Products. For larger projects, including
commercial and multi -family projects, where the span of the wall is significant in length, the designer and/
or architect should take into consideration the coefficient of thermal expansion and moisture movement of the
product in their design. These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie"'
Siding Products" at www.janieshardie.com. James Hardie Building Products
provides installation/wind load information for buildings with a maximum mean roof height of
85 feet. For information on installations above 60 feet, please contact JH technical support. Figure 1 7,
77",*
of sun.,,Uub,! ro Figure 2 Har 1e
aria' batter
Batten Joint H"
Joint Caulk Joint vertical , sic I Keep
nalis walerrrisistive
earner watril fe,srSt1Vftbarlrq banel 3!81n rain 2
x 4 stud 2 , 4 stud 2 X 4 stud from panel riolgos I
7 Vain
tracl contscr Kv,`
oto
t0Si8nery 21n
away from cal ners
qap bfar:veen pdn'ls M,, 1
wcwew-!A "
SUO,-g try "reel oi-, I I sdj11, HW 011, " siflkv,-, j,r, m. YSCP- "s "ll "i rm,n , -1 ;r xr, "e m na"'P, , e 0— rrom,
r"11 lu,,, C_hw I oij, Sest4^ 9, ""; rt,,, , "(,S.,Ons , eta ra r-iil ze "t 'I rw,e, , 4 Im, , rpf , H), "Od bo"al ,,, x Hwri,
ev&r I 'yeath", K,,-, r "'0" "lAt ,,,mw, ile'l , if 1 itC G 41 rl"I I T .11, ""0 %'x Fastener Positioning Position fasteners 3/8"
from panel
edges and no closer than 2in away from corners. Do
not nail into corners, HardiePanel Vertical Siding Installation Framing must
be provided at horizontal
and vertical edges for nailing. HardiePanel vertical siding
must be joined
on stud, Double stud may be required to
maintain minimum edge nailing distances. Joint Treatment Vertical
Joints - Install panels
in moderate
contact (fig. 1), alternatively joints may also be covered
with battens, PVC or metal jointers or caulked (
Not applicable to ColorPlus Finish) (fig. 2), Horizontal Joints -
Provide Z-flashing at
all horizontal joints (fig. 3). Figure 3 panel
Uoitlw C,,i
ilk panel
banto
UPpe, P11110 Do not
4"
car,
CaulkdecoratrIF d
N, 11 L Figure
4
Recommendation
When
installing Sierra
8,
orovido if
scud et
Panel nalling ft throngh
grooves. 99' JamesHardle
4P 40
Figure 3 Figure 4
Roof to Wall Horizontal Flashing
Figure 12
Drip Edge
Figure 8
Ground to Siding
Figure 5
Kickout Flashing
Figure 9 Figure 10
Gutter to Siding Sheltered Areas
Figure 13
Block Penetration
Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro- galvanized
are acceptable but may exhibit premature corrosion. James Hardie recommends the
use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the
corrosion resistance of fasteners. Stainless steel fasteners are recommended when
installing James Hardie" products near the ocean, large bodies of water, or in very
humid climates.
Manufacturers of ACO and CA preservative -treated wood recommend spacer materials
or other physical barriers to prevent direct contact of ACO or CA preservative -treated
wood and aluminum products. Fasteners used to attach Hardiefrim Tabs to preserva-
tive -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel
and in accordance to 2009 IRC R317,3 or 2009 IBC 2300,5
Consult applicable product evaluation or listing for correct fasteners type and
placement to achieve specified design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building
Codes have specific jurisdiction, Consult James Hardie Technical Services if you are
unsure of applicable compliance documentation,
Drive fasteners perpendicular to siding and framing.
Fastener heads should fit snug against siding (no air space).
NOTE: Whenever a structural member is present, HardiePlank should be fastened with
even spacing to the structural member. The tables allowing direct to OSB or plywood
should only be used when traditional framing is not available.
HardiePanel' Vertical Siding
Figure 6
Slabs, Path, Steps to Siding
Figure 14
Valley/Shingle Extension
Figure 11
Mortar/Masonry
James Hardie products can be hand nailed
or fastened with a pneumatic tool.
Pneumatic fastening is highly recommend-
ed. Set air pressure so that the fastener is
driven snug with the surface of the siding.
A flush mount attachment on the
pneumatic tool is recommended. This will
help control the depth the nail is driven. If
setting the nail depth proves difficult,
choose a setting that under drives the nail,
Drive under driven nails snug with a
smooth faced hammer - Does not apply for
installation to steel framing).
00 NOT 00 NOT DONOT USE OD
a S & UNDER
OVER SLANT ALUMINUM DRIVE
DRIVE FASTENERS IF,
THEN IF, THEN ADDITIONAL NAIL WOOD
STEEL FACE CLIPPED FRAME
FRAME NAIL HEAD NAILS COUNTERSINK
STAPLES
HAMMFR &
FILL FLUSH $'
REMOVE&
REPLACE
HS1236
P2/3 04/18
P A*
Hardliel"anel" Vertical Siding
CUT EDGE TREATMENT
Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to
touch-up ColorPlus products,
CAULKING
For best results use an Elasterneric Joint Sealant complying with ASTIM C920 Grade NS,
Class 25 or higher or a Latex Joint Sealant complying with ASI-M C834, Caulking/sealant
must be applied in accordance with the caulking/sealant manufacturer's written instructions.
Note: some caulking manufacturers do not allow "tooling".
PAINTING
DO NOT use stain, orl/aileyd base paint, or powder coating on James Hardie' Products, Factory -primed James Hardie products must be painted within 180 days of installation.
100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications, Back -rolling is recommended if the siding
is sprayed.
Care should be taken when handling and cutting James I lardie', ColorPlus" products, During installation use a wet soft cloth or soft brush to gently wipe off any
residue or construction dust left on the product, then rinse with a garden hose,
Touch up nicks, scrapes and nail heads using the ColorPlus" Technology touch-up applicator. Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new HardiePlank"' lap siding with Colorl"IUS Technology,
Laminate sheet must be removed Immediately after installation of each course
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus,", product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer,
Note: James Hardie does not warrant the usage of third party touch up or paints used as touch up on James Hardie ColorPlus products.
Problems with appearance or performance arising from use of third party touch-up paints or paints itself as hOUGh-Up that are not James Hardie touch-up will not be covered
under the James Hardie ColorPlus Limited Finish Warranty,
PAINTING JAMES HARDIE"' SIDING AND TRIM PRODUCTS WITH COLO RPLUSIoTECHNOLOGY
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
Reprinting is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products.
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature
DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
HS1236 P313 04/18
A WARNING: This product can expose you to chemicals including respirable crystalline silica, which is known to the State of California to cause cancer. For more information go to 1`65ftrangrs ca,gov
REGIOGNITION: In accourance with IMES Evaluation Repor, tSR-2290 NardsePlank g lap siding is recognized as a suitable alternate to floin specified in the 2066,2009,&2012 rocinaronal Re-,scernes Code to, One and Two-Famny
Dwellings arid the 2006 2009, & 2012 International Building Code, Harol lap soling is aiao mcognized for dpiolicaeon in the following coy of i oo Angeles Research Report No 24862, State, of Florida holing FL#M9. Dade County,
Florida NOA No, 32-0729,Q, U.S.Dept of HUD Niaterars Relflaso 1263c Texas Derailment of insurance Product Evaluation EC 23, Goy of New York EA 223-93-W and California DSA PA-019 These dorumeiroc should also be consulted
for achdrjorox inlanothim concerning the suitabirty of this precool for specific applications
4, 2018 Jai I, ws fi,srefl, BuilOg P,odwn%, f (, A f rig of iomovcd it t SM ai, d Product warranties, safety information and additional installation
deoote 4'ade"'ixks or leq,stetecl 01 James Ham rde7econologyI ,ufo, rim informationareavailableatlamesharifies.roon JamesHardle
01111111111111 1
HardieSciffit" Beaded Porch Panels
EFFECTIVE APRIL 2018
IMPORTANT, FAILURE TO FOLLOW JAMES HARDIE WRITTEN INSTALLATION INSTRUCTIONS AND COMPLY WITH APPLICABLE BUILDING CODES MAY VIOLATE LOCAL LAWS, AFFECT
BUILDING ENVELOPE PERFORMANCE AND MAY AFFECT WARRANTY COVERAGE, FAILURE TO COMPLY WITH ALL HEALTH AND SAFETY REGULATIONS WHEN CUT-TING AND INSTALLING
THIS PRODUCT MAY RESULT IN PERSONAL INJURY. BEFORE INSTALLATION, CONFIRM YOU ARE USING THE CORRECT HARDIEZONF(R) PRODUCT INSTRUCTIONS BY VISITING
HARDIEZONE.COM OR CALL 1-866-942-7343 (866-9-HARDIE)
Store flat and keep dry and covered prior to
installation. Installing siding wet or saturated May
result in shrinkage at butt joints. Carry planks on
edge. Protect edges and corners from breakage,
James Hardie is not responsible for damage caused
by improper storage and
handling of the
product,
CUTTING INSTRUCTIONS
OUTDOORS
1 Position ailUng station so that 3IT4,10W NOWS lost 1*oY from too
ser arid istweisnea; the cutting area
2, cut Using one, of the following rnothods
a. Best Circular saw equipped "vith a Ha;diailarde" saw blade
and itoached vactiurn dust GollecTior, system. Shears
manual.. pneumatic or may also be uses, not
Goolfuendoct h r rrorwos thicket trvw 1/116 in.
b Bette. CIrGLIIX SIM equipped wilri a dust c0loction IfGaftiie
e.g. Roan&aw) and a HardioFirade saw blade
C' Good Circular Saw equipped witl a Haidfiof3ladii sa'v blade.
INDOORS
DO NOT grind of cot with a powver saw 01-000's CLIt USIPQ shears imanuil, pneumatic or
electric) o' ih"' score and snap method, not IiiGOMIllook'd for pioduots the key Man 7/16 In.
GO NOT diy swop Just. use wet dust Suppression or vacuum 10 oolitic, dust
For maximum dust reduction, James Hardie recommends using the"Best" cutting
practices_ Always Follow the equipment manufacture sosVI"ctions for proper operation.
For best Pedoonance whoa WbMij With a circular saw. 'Ifiruel" Hardie rocomolorlds
LISIrIg 1181 60131aile' saw blades.
Go to, anrasnardsep.os som fof additional and dust control !e.commi
IMPORTANT, The Occupational Safety and Health Administration (OSHA) regulates workplace exposure to silica dust. For construction site$. OSHA has boomed
that cutting fiber cement witty a oiroular saw having a blado diameter loss than 8 linches and connected to a commercially (available dust collection systoin per
nl'vubictrwer s instructions results III exposures below the OSHA PefrnissIhle Exposuro bmit 1`f_-L) for oispoilile crystalline silica, without the f"(fed for additional
respiratory protect,or,
It you are ullylie about Crow to coroply with OSHA silica dust r,,gulatroils, consult a qualified Industrial hygienist of sately professional, or contact your James
Hardie triChniGal Sales retrresentatiue tot ms'starice Janes Hardie makes norepresentation or warranty that adopting a particular rrlbng practice will assure your comolwce
with OSHA rules or other applicable lae's af-d safety requiternents GENERAL REQUIREMENTS:
HardieSoffir- beaded
porch panels may be installed as a soffit or ceiling over either wood or steel 20 gauge (33 mils) minimum to 16 gauge (54 mils) framing complying with
the local building code. See general fastening requirements. Install soffits to nominal 2 x 4 framing members spaced a maximum of 24" on center fig.1),
with the long dimension perpendicular to the rafter or joist framing. All edges
must be supported by framing. (fig. 1) Install water
barriers and air barriers as required by local building codes. James Hardie will assume no responsibility for moisture infiltration. Ensure gutters
have end caps. Maintain a minimum 1 " gap between end caps and siding & trim (fig.5). Figure I Install kickoult
flashing at roof wall junctions. (fig 6.) 00 NOT
use finish nails. 24"ax
0,CJames HardieBuildingProductsprovidesinstallation/wind load —mI information for
buildings with a maximum mean roof height of 85 feet.
For information on installations above 60 feet, please contact JH
technical support. INSTALLATION: HardieSoff
it
beaded porch panels must be fastened to a solid, nailable substrate
such as wood. Additional framing
may be needed to ensure proper fastening. Panels can
be installed as shown in figure 1. Fastener Positioning
Position fasteners
3/8" from panel edges and and no closer than 2"
away from corners (Figure 2). Jointing Methods
Panel ends
are to be butted together as shown in Figure 3. Install panels
in moderate contact at ends with or without battens (Figure
4). Figure 2
H " JamesHardie
ME Visit
Jameshardileiprosoom
for the most recent version. 5F12065-P113 04/18
0 qW
A AM1219
A-111K
Figure 3
Maintain a minimum 1 " gap between Figure 6
gutter end caps and siding & trim.
Step flashing
Figure 5
membrane
siding
facia
gutter and end cap
FASTENER REQUIREMENTS
For wood frame construction a minimum 4d common nails spaced 8" o.c. at panel
edges and intermediate framing members spaced up to 24" on center are suitable
in most locations*,
For conventional 20-16 ga steel frame construction a minimum No. 8-18 x 0.323"
HD x 1 " long ribbed bugle screws spaced 6" o.c, at panel edges and intermediate
framing members spaced up to 24" on center are suitable in most locations*.
Minimum Baw wifl(j Speed differ" by locality whe'e, speoled levels of mild resisldw,e are required, refer (0 applicable
800'rig G(X!e, CA)mtkance. Reports,
Figure 4
moderate contact
Fasteners must be corrosion resistant, galvanized, or stainless steel, Electro-galvanized
are acceptable but may exhibit premature corrosion, James Hardie recommends the
use of quality, hot -dipped galvanized nails, James Hardie is not responsible for the
corrosion resistance of fasteners. Stainless steel fasteners are recommended when
installing James Hardie"l products near the ocean, large bodies of water, or in very
humid climates.
Manufacturers of ACO and CA preservative -treated wood recommend spacer materials
or other physical barriers to prevent direct contact of ACQ or CA preservative- treated
wood and aluminum products, Fasteners used to attach HardieThrn Tabs to preserva-
tive -treated wood shall be of not dipped zinc -coated galvanized steel or stainless steel
and in accordance to 2009 IRC R317,3 or 2009 IBC 2304L9,5
Consult applicable product evaluation or listing for correct fasteners type and
placement to achieve specified design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building
Codes have specific jurisdiction. Consult James Hardie Technical Services if you are
unsure of applicable compliance documentation,
Drive fasteners perpendicular to siding and framing,
Fastener heads should fit snug against siding (no air space).
NOTE: Whenever a structural member is present, HardiePlank should be fastened with
even spacing to the structural mernber. The tables allowing direct to OSB or plywood
should only be used when traditional training is not available.
Do not use aluminum fasteners, staples, or clipped head nails.
HardleSoff it' Beaded Porch Panels
framing
member
hittp.r
Ig
er
KICKOUT FLASHING
Because of the volume of water that can pour (town a sloped roof, one of the most
critical flashing details occurs where a roof intersects a sidewall. The roof must be
flashed with step flashing. Where the roof terminates, install a kickout to deflect
water away from the siding.
It is best to install a self -adhering membrane on the wall before the subfascia and
trim boards are nailed in place, and then come back to install the kickout.
Figure 6, Kickout Flashing- To prevent water from dumping behind the siding
and the end of the roof intersection, install a "kickout" as required by IRC code
R9052,83 : ".,,flashing shall be a min. of 4" high and 4" wide." James Hardie
recommends the kickout be angled between 100* - 110' to maximize water
deflection.
PNEUMATIC FASTENING
James Hardie products can be hand nailed or fastened with a pneumatic tool.
Pneumatic fastening is highly recommended. Set air pressure so that the
fastener is driven snug with the surface of the siding. A flush mount attachment
on the Pneumatic tool is recornmended. This will help control the depth the nail
is driven. If setting the nail depth proves difficult, choose a setting that under
drives the nail, (Drive Drive Linder driven nails snug with a smooth faced hammer -
Does not apply for installation to steel framing}.
K4:v
DO NOT 00 NOT DO NOT USE
UNDER OVER SLANT ALUMINUM
DRIVE DRIVE FASTENERS
IF, THEN IF, THEN ADDITIONAL NAIL
WOOD STEEL FACE CLIPPED
FRAME FRAME NAIL HEAD NAILS
Fcq
CO INKUNTERS
STAPLES
HAMMER & RIL
FLUSH
REMOVE &
REPLACE
The illushation f(igiou & was G1;N111te0'V11h pe,n,11&sion of rif JOURNAL OV LIGH1, CONSTNUON f-of subso,0101 'PiOrMat,on vuwAv';1conime cf)m 9F1206-P2/3 04/18
S im
HardieSciffit' Beaded Porch Panels
CUT EDGE TREATMENT
Caulk, paint or prime all field cut edges, James Hardie touch-up kits are required to
touch-up ColorPlus products.
CAULKING
For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS,
Class 25 or higher or a Latex Joint Sealant complying with ASTM C834, Caulking/Sealant
must be applied in accordance with the caulking/sealant manufacturer's written instructions.
Note: some caulking manufacturers do not allow "tooling".
PAINTING
DO NOT Use stain, oil/alkyd base paint, or powder coating on James Hardie," products. Factory -primed James Hardie products must be painted within 180 days of installation,
100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the Siding
is sprayed,
PAINTING JAMES HARDIEO SIDING AND TRIM PRODUCTS WITH COLORPLUSO 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
Reprinting is normally not Necessary
100% acrylic topcoats are recommended
DO NOT use stain, of/alkyd base paint, or powder coating on James Hardie" Products,
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature.
DO NOT Caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
Care Should be taken when handling and cutting James Hardie' ColcirPlus 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 Lip nicks, scrapes and nail heads using the ColorPlus-9, Technology touch-up applicator. Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new HardiePlankl lap siding with ColorPlus" Technology.
Laminate sheet must be retrieved immediately after installation of each course.
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus," product dealer.
Treat all other non -factory cut edges Using the ColorPlus Technology edge waters, available from your ColorPlus product dealer.
Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products,
Problems with appearance or performance arising from use of third party 10UGh-Up paints or paints Used as t(hrch-LIP that are not James Hardie tOLICII-LIP Will not be covered
under the James Hardie ColorPlus Limited Finish Warranty.
SF1206-P3/3 04/18
WARNING: This product can expose you to Ghommals including respirable crystalline silica, which is known to tho State of California to cause cancer, for more information go to P,q 5Wm1 q5,Ga ,, RECOGNITION:
In accordance with IMES Evaluation Report ESR-2290, HamitiPlankQ) lap siding is recognized as a suitable afteinalif is lrat spscliwe it) the 2006,2009,&2012 International Ro'eteritial Code tot Oneari( Two -Family Dwellings, and
the 2006, 2009, & 2012 International Building Code_ Han(fielliank lap siding is also recognized for application in the following City of Los Angeles Research Report No, 24862, State of Honda lining FL#889 Dads Couray Florida NOA
No, 02-0729L2, U.S. Dept. of HUD Materials Release 1263c, Texas Department of insurance Product Evaluation EC-23, City of Now York MEA 2123-93-10. and California OSA PA-019. These documents should also be consulted for additional
information concerning the suraloitty at 016 P(driucl for spficol(, applicatimis I sill
8 Jnn lialdle Build q P;oiluctti, lvc, All wiloo, T%wv,,.d it Sla an,l R Product warranties, safety information and additional installation denote radommks (,:
roqrs ofiic 1aina lek )I J,nntis Hai dw I edwology I !it lod information are available at jameshardlopros.com 91 JamesHardie
U
ELEVATION
48*
3' typ
max.
a --!*CLEARANCE
ALL FDUl
SHEATHING
Min Edge 7/16 .
fflmmrt]
HEAD DETAIL
JZE HEADER AS NEEDED
CAULK UNDER NAILING
FIN ENTIRE PERIMETER
BEFORE FASTENING.
6 X 1-5/8- SCREW (SHOWN PATH J- SHEATHING)
MUST ACHIEVE 1-1/4- PENETRATION
INTO STUD.s
SILL DETAIL
Notes:
1. Installation depicted based off of structural
test report #A2726.01-109-47.
2. Wood screws shall satisfy the Notiorai
Design Specification for Wood
Construction for material type and
dimensional requirements.
1 Wood buck installations are assumed 2x
S-P-F (0=042) or denser. Buck width shall
be greater than the window frorne width.
ToWed or partial width bucks are
not allowed. Wood buck shall be secured
to the structure to resist all design
toads. 4,
Wood screw lengths shall be sufficient to
guarantee 1-1/4' penetration into wood
buck, 5.
Maximum shim thickness of 1/4' permitted
at each fastener location, Shims
shall be food bearing, non - compressible
tItpe- These
drawings depict the details necessary
to meet structural load requirements.
They do not address the cur
infiltration, water penetration, intrusion or
thermal performome requirements of the
installation, 7.
installation shown is that of the test window
for the size shown and the design
pressure claimed, For window sizes
smaller than shown, locate fasteners
3' from comers and no more than
8' on center. Design pressures, of smaller
window sizes are limited to that of the
test window. SIN
AUD DM PPMRE NM FASWR
TYPE 40 SPAM SHM MLL ALLOW DM PREDJKS UP To +35/-35 UWS LIP TO 48' x 72' SEE
TEST REPORTS FOR INDI\4DUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) rS
A GENERIC TERM WHICH Windows &
Doors INTING
FLANGE', I Gratz, PA rm
V.
Z- INSTALLATION
INSTRUCTIONS M.
R.;7R- 12-09 FASTENER
SCHEDULE — FIN— MOMM
3540
Single Hung :N;Ed I I OWL
W 35Q-
V,40 SH FINI -
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERiES 3500 & 3540 me WiNDOW
X 63" NOW -IMPACT
NOES
SUNED: UP&TV15
0
EAt
0
TT OF
0 p
j
SERIES 3500 & 3540 FIXED WINDOW
EX7ERIOR VIEW
FINLESS& FLANGE WSTALLATfON
OESiGN PRESSURE RATING fMPAC T RA TfNC-
35.OPSF IVCWE
SERIES 3500 & 3540 FIXED WINDOW
EXTEW*4 WEW
FIN HVS TALL ATION
DESIGN PRFS,5i,,PF PA TING IMPACT RAPNG
50,0PSF "E
Ml WINDOWS AND DOORS
65G, WFST MARKET STREET
GRATZ, PA 17030-0370
SERIES 3500 & 3540 FIXEO, WINDOW
91" X 63" NON-fMPACT
ELEVATIONS
N.G 08-02818
Ws ["` 9/13/12 1""2 OF 7
SIGNED: 09,4412015
Millo, fJlrf
0
TAT
At
EXTERIOR
VERTICAL CROSS SECTION
VAX)O FRAMING OR ZX PUCK €NSTAL LA TION
N07ES
I INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
NOT SHOWN R;IR CLAR17Y
2 PERIMETER AAf0 JOINT SEALANT BY OTHERS TO RE
DFSlGhE D W ACCOROANCF WITH AST M fn2^_ f f2
EXTERIOR
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION y
EXTERIOR
JAMB INSTALLATION DETAIL
ME rAt, STRUCTURE INSTALLATION SIGNED: 0911412015
MI WINDOWS AND DOORS
650 WEST MARKET STPEET S R. Lo
rEA(&* GRATZ, PA 17030-0370 p
SERIES 3500 & 3540 FIXED Wlt4DOW 0 6
X. 63" NON —IMPACT
FINLESS INSTALLATION DETAILS
L; V0AT;rOF wZ:
rq
G 08-02a 0At
k7, NTS 9 /13 12 OF 7 IjtIfwt0\
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
CONCRETE MASONRY rNSTALLATION
NOTES:
1 WTERtOP AND EXTERIOR FMSHES, BY OTHERS,
NOT SHOWN rOP CLARt rY,
7 PERIMETER AND ADINT SEALANT BY OTHERS TO BF
0EStGNEV YV ACCOROANCE WTH ASTAV E2112
SIGNED: 09/1412015
EXTERIOR
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INS TAt t A TION
NOTES
1, INTEROR AND EXTERIOR FWISHES, BY DINERS,
NOT SHOAN FOR Ci A fV7Y
a PERIMETER AND JOINT SEALANT gy OrHERS TO RE
FS4NFD IN ACC)ROANCF VW7H ASTM F2f f2
INTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR.IX RUCK WSTALLA TRW
VERTICAL CROSS SECTION
METAL STRUCTURE iNSTAi LATtVN
INTERIOR
EXTERIOR
INTERIOR
EXTERIOR
JAMB INSTALLATION DETAIL
METAL STRUCTURE tNSTALLATfON SIGNED: 0911412015
MI WINDOWS AND DOORS
650 WEST f,(APKET STREET
GRATZ, PA 17030-0370
SERIES 3510', & 3540 FIXED WINDOV 00
81" X 63" NON -IMPACT
FLANGE iNSTALLATION DPMLS TAT Z
N. G, 08 -,02818
S
VERTICAL CROSS SECTION
CONCRETEAA4SONRY INSTALLATION
EXTERIOR
JAMB INSTALLATION DETAIL
CONCRE rF,MASONRY INSTAUATtON
NOTES:
1, INTERIORAND FXTERiOR CINISHES, FYOTHEPS,
NOT SHOWN FOR CLARITY,
PERIMETER AND JOWT SEALA14T BY OTHERS TO BE
DESIGNED W ACCORDANCE WITH ASTM E2112
Ml WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 3500 & 3540 V€XED WINDOW
81" X 63" NON -IMPACT
FLANGE INSTALLATION DETAILS
08-02818
6 OF 7
SIGNED: 0911412015
r'Fiks;. 'p
tkTe b t
o... NAL
fiffifiv 01
EXTERIOR INTERIOR
EXTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING 0R2XBUCK INSTALLATION
Nol-Es
1, W7P?10€3 AND EXTERIOR FWSHES BY OTHERS,
NOT SWOWN FOR CLARITY
2. PF -RIMETER AND JOINT SEALANT BY OTHERS TO BE -
DESIGNED IN ACCORDANCE Wf7H ASTff E21 IZ
VERTICAL CROSS SECTION
WOOD FRAMING OR 2XRUCK INSTALLATION
SIGNED: 0911412015
V V >
Y V V
SIGNED., 02 I 112016
M! WINDOWSDOORS
6 50 VVEST M.ARKET STREET S L0
ttlfifjjf/
GRATZ, FA 17030-0370
SER!ES 3500 PICTURE WINDOW 0 6oP6
60" X 96" NON -WPACT 4NOTEST4ATeV0E-`
w,
fAT 1,4,:z
08-02858NG, I
7
ONAt11—f N"S 0,27-27-6---F o, 6
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
f,fF-rA!- STRUCTURE WSTALLA7K)N
VERTICAL CROSS SECTION
WC)OD FRAMING OP -X BUCK iNSTAl iA TkW
NOTES
I fNTERiOR AND EXTERIOR FiVSHES,RY OTHERS
NOT SH00W FOR CLARI-,Y
2 PERIMETER AND JOINT SEALANT BY OTHERS TO Sc-
t* SI5NED W ACCOROANCF VWTH AS TU r,? f f:l
JAMB INSTALLATION DETAIL
WOOL) rRAMfNG OR 2)(SUCK INSTALLA TION
INTERIOR
EXTERIOR
JAMB INSTALLATION DETAIL
METAL STRUCTURE WSTALLATION SIGNED: 0211 t,2016
Ml WINDOWS AND DOORS
650 WEST k4ARKET STREET
7G 1RATPA 17030-0370 Z, SERIES
3500 PICTURE WHNDOW 60"
Y. 96" NON-@MPACT fINLESS
INSTALLATION HIAILS TAT OF 0
R tlav, 09-
02858 4 N
T S 02/02/IT--T, 3 OF 6
EXTERIOR INTERIOR
4 V,"
VERTICAL CROSS SECTION
CONCRETE MASONRY INSTALLATION
V,
INTERIOR
JAMB INSTALLATION DETAIL
CONCRE TE AlASOMP Y WS TAL t A TION
NOTES
r, tNTERfOR AND FXTERiOR FiNiSHES. BY OTHERS,
NOT SHOWN FOR CLARITY,
2 PEMUFTER AND JOWT SEALANT SY OTHERS TO BE
OFStGNE& 9V ACCORDANCE WITH ASTM E21 f2
EXTERIOR
SIGNED: 02, 11,12016
EXTERIOR
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X SUCK INSTAL LA TM
NOTES
f INTERIOR AND EXIEPOR EftSHFS, FY OTHERS,
NOT SWJWN FOR CLARITY
2 PERMIETER AND JOINT SE&AA,(T BY OTHERS TO BE
DESO'Nf-P fN ACCOMI)ANCE W T7f AS TM F2 f f2
EXTERIOR INTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK WS CALL A TION
I v,
INTERIOR
VERTICAL CROSS SECTION
ME rAL S7-RWTURE WSTAI LAP(W
INTERIOR
EXTERIOR
EXTERIOR
JAMB INSTALLATION DETAIL
METAL smucTuRF wsTALLATUN SIGNED: 024 112016
Ml WINDOWS AND DOORS
650 WEST MARKET STREET S R - L 0
GRATZ, PA 17030--0-170
SERIES 3500 NCTURE Wl,,,,'D()W
60" )( 96 N'ON-WPACT
FL-ANGE iNSTALLATION DETAiLS T 7zT4or- 04r 0
k ITS
4
INTERIOR
VERTICAL CROSS SECTION
CONCRETE MASONRY INSTALLATION
INTERIOR
EXTERIOR
JAMB INSTALLATION DETAIL
C0NCPETE,&4ASO,VRY WSTALLATfON
NOTES,
f, INTERIOR AND EXTERIOR FINISHES, PY OTHERS,
AICTSHOWN FOR CLARITY
FEMMETER AND JOPVStALANT BY OTHERS TO BE OE
StGNEV IN ACCORDANCE WITH AS T&f E21 I,' Ml
WINDOWS AND DOORS, 650
WEST MARKET STREET GRATZ.
PA 17030-0370 SERVES
3500 NCTURE 'MNDOW 60"
X 96 NON-€MPACT FLANCA
iNSTALLATiON DFETAiLS N,
G. 08-02858 I
S 02/02/116 SIGNED:
0211112016 tkkkMittil
9 ,
L E
4,9t 0
0T4A
rTe0 F OR
to
9/6/2A18 % Florida Building Code Online
Comments
Archived
Product Manufacturer Certain"reed Corporation -Roofing
Address/Phone/Email 20 Moores Road
Malvern, PA 19355
610) 893-5400
n,,ark.d.harner-4saint-gobain,com
Authorized Signature Mark Harrier
mark.d.harnerCo.saint-gobain.com
Technical Representative Mark D. Harrier
Address/Phone/Email 18 Moores Road
Malvern, PA 19355
610) 651-5847
Mark.D.Harner4saint-gobain.com
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Asphalt Shingles
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed the Robert Nieminen
Evaluation Report
Florida License PE-59166
Quality Assurance Entity UL LLC
Quality Assurance Contract Expiration Date 03/09/2020
Validated By John W. Knezevich, PE
Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Standard Year
ASTM D3161 2016
ASTM D3462 2010
ASTM D7158 2011
h ftps:llwww. fi orid a b u il d i n 9, o rg/p rlpr_a p p_d tl. a sp x 7 pa ra m =wGEV X QwtDq ta h 19 0 7 C S soyc Orl 2 8 CcpC Fvg 3%2b n2zFv 1 wq m L D%2fj K 0 zO % 3d % 3d 112
9/6M18 Florida Building Code Online
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
FL #
5444.1
Method I Option D
05/30/2018
06/05/2018
06/07/2018
08/15/2018
Model, Number or Name
1 --- --
CertainTeed Asphalt Roof Shingles
Limits of Use
Approved for use in HVHZ. No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure. N/A
Other: Refer to ER Section 5 for Limits of Use
Description
3-tab, 4-tab, strip (no -cut-outs), laminated and architectural
asphalt roof shingles
Installation Instructions
1-154A AUT
P- F
Verified By: Robert Nierninen, PE PE-59166
Created by Independent Third Party: Yes
Evaluation Reports
Created by Independent Third Party: Yes
nrar- U5 RtQrg, §5G-j87-jn4
The State of Florida is an AA/EEQ employer. Qpy 'Ligns 2007-2013 State of
Under Florida taw, email addresses are public records. If yaw do not want your e-rriall address released in response tQ a pubRrreeords request, do not send electronic
madto this entity, Instead, contact ,he Office by prore Or by kradttioiral mad = , If you have any q4ests, please contact 850.487.1395, `Pursuant to Section 455.275(1),
Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, RS. must prOode the Department with an email acidrinis, f they have one. The emails;
provided may be used for official c4mmunication with the locensee. ilowever email addresses are pufilr record, If you do not wish to supply a personal address, please provide
the Department with an email address which can be made available to the public. To determine If you are a licensee tinder Chapter 455, FS,, please Click a1=, Product
Approval Accepts: M
9D 0 El E Creilit
Card Safe
https:/,'
www.goridabuilding,org/pripr_app_du.aspx?pararn=wGEVXQwtDqtahl g07CSsoycOrl28CcpCFvg3%2bn2zFvl wqmLD%2f)KDZQ%3d%3d 2!2
6/26/12018 1 Florida Building Code Online
ItCIS Home Log In User Rtgistrat,on Hot Topcs svom't sumrarge Stats A Facts
dProduct Approval4orUSEWpublicUser
S:dat3,,^S6QL,4t — , I , > Application DatAll
Vllm. FL # FL15216-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Owens Corning Roofing and Asphalt, LLC
Address/Phone/ Email One Owens Corning Parkway
Toledo, OH 43645
740) 321-6345
Greg. Keel et-15owenscorn ing com
Authorized Signature Keeler Greg
Greg. Keeter4owenscorn in 9 com
Technical Representative Greg Keeler
Address/Phone/Email 2790 Columbus Road
Granville, OH 43023
740) 321-6345
greg. keelert-dowenscorning,com
Quality Assurance Representative
Add ressi/Phone/Email
Category Roofing
Subcategory Underlayments
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed the Robert Nierninert
Evaluation Report
Florida License PE-59166
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 12/3112020
Validated By John W. Knezevich, PE
I Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
SIAM51AW
ASTM D1970 (tear)
ASTM D226 (physicals)
TAS 117(B)
YW
2015
2009
1995
htips:t,'www,noridabuilcling.orgipi,tpr_app,,_dU,aspx?param-wGEVXQwtDqv3yVVKJZ10RAdhyt2u8kQ(3vTebwBxiQgg%2bDZISjPcQRg%3d%3d 112
612612018 Florida Building Code Online
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
of Products
FL Model, Number or Name
15216.1 RhinoRoof Underlayments
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other: See ER Section 5 for Limits of Use,
Method I Option D
04/20/2018
04/20/2018
04/22/2018
06/1212018
Description
Synthetic roof underlayments,
Installation Instructions
ELIJ.' ' 1 "14 FLIJA
Verified By: Robert Nleminen PE-59166
Created by Independent Third Party: Yes
Evaluation Reports
Created by Independent Third Party: Yes
Contaa 6 ; Tallatgluee F, 12399 tibone SSO-487-1824
The State of Florida :s an AA,(EEO employer. Qpynght 2007-2013 State g! Florida. 2:LV A-ebill
Under Hollea taw, email addresses are public lecords. It you do oat want yoLr e-mail address released in response to a 0.bbi;records request, do not send electmr,c
mail to this entity. Instead, contact tho ice by phone or by traditional mail. If you have any questions, please contact 850.487, 1395. *Pursuant to Sermon 455,2751 1,,,
Flor,dat Statures, effective October 1, 201.2, licensees licensed urger Chapter 455, FS, must Provide the Oeparlment with an email address, 1 they have one. The emai[s
provRded may be used far oiffr%al cerrim..mcauar with the [KenSyio. However email addresses are oubk record. If you do not wish to supply a personal address, pje45ir
orawde the Department with an email address which can be made ava,lootie to the public, To dCerTrine €F you are a licensee under Chaater 455, F5, please dck Product Approval
Accepter; MWIiNEEM Credit
Card
safe https.
l!
www.floridabuilding.orglprlpr_app_.dd,aspx?param=wGEVXQwlDqv3yVAIKJZlQRAdhyt2u8kQGvTetlw8xiQgg%2bDZLSiPcoRg%3d%3d 2/2
1/24/2018 Florida Building Code Online
Business & Professional Regulation
SCIS ritime Log in I User Registration Hot Topics $."it Surcharge Stats&Fam P41:ificatons FDC Staff 8CLS Site Map UnF
Product Approvalr * USER: Public User
Arjplt"tSt]aist > Applicaltion Detan
FL # FL2847-R9
Application Type Affirmation
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone"Emalt
Category
Subcategory
Compliance Method
Evaluation Entity
Quality Assurance Entity
Quality Assurance Contract Expiration Datf.,
Validated By
Certificate of Independence
Referenced Standard and Year (or Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Lomanco, Inc
2101 West Main Street
Jacksonville, AR 72076
501) 982-6511
acarter0lomanco.com
Andrew Carter
acarter@lomanco.com
Andrew Carter
2101 West Main Street
Jacksonville, AR 72076
501)982-6511 Fxt:361
acarteri',c lomanco.com
Andrew Carter
2101 West main street
Jacksonville, AR 72078
501) 982-6511 Ext 361
acarter,e lomanco. corn
Roofing
Roofing Accessories that are an Integral Part of the Roof
Evaluation Report from a Product Evaluation Entity
Miami -Dade 6CC0 - EVL
Miami -Dade BCCO - QUA
09/04/2018
Miami -Dade BCCO - VAL
standaca
Miami -Dade TAS 100(A)
w I affirm that there are no changes in the new Florida
Code which affect my product(s) and my product(s) are
compliance with the new Florida Building Code,
Documentation from approved Evaluation or Validation Entity Yes No N/A
htti>s:llwww.floridabuilding.org/Pr/pr,-app_.dti.aspOparam--w,GEVXQWtDqvsWZ7iutEqYhomCWkzrnFLVxlpZgWEsqO*/3d 112
1/24Y201 8 Florida Building Code Online
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Method I Option C
11/08/2017
11/08/2017
11/12/2017
FL # Model, Number or Name Description
12.847.1 Lo-Omniltldge LOR9-4 Gun Nallat)le 4' Ridge Vent for 9" Cap Shingles
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL28JZ R2 It LQR9-4 13070110uclf
Approved for use outside HVHZ: Yes Verified By: Miami -Dade BCCO - EVL
Impact Resistant: N/A Created by Independent Third Party:
Design Pressure., N/A Evaluation Reports
Other; 1. Refer to applicable building codes for required 42 F,9 AL LOR9-4 13QZajjQ_Wf
ventilation. 2. Omni Roll Ridge Vent shall not be installed on
roof hips. 3. Omni Roil Ridge Vent shall not bet connected at
ridge intersection, nor within 12" of any side wail or roof
protrusion, with a ventilation slat clearance of 12 from such
obstructions. 4. Omni Roll Ridge Vent shall not be installed on
roof mean heights greater than 33 feet.
2$47,2 1 Lo-OmniRoll LOR-30 30'Guri Nailable Shingle Over Ridge Vent
Limits of use installation Instructions
Approved for use In HVHZ: Yes FL2847 R9 11 LOS-30 13Q70111.po
Approved for use outside HVHZ, Yes Verified By: Miami -Dade BCCO - EVL
Impact Resistant: N/A Created by Independent Third Party:
Design Pressure: N/A Evaluation Reports
Other: 1, Refer to applicable building codes for required FL2847 R9 AE LOR-30 13070111,ladf
1 ventilation. 2. OmnlR;d9e Vent shall not be installed on roof
1, mean heights greater than 33 feet,
12847.3 1 Omni Ridge OR-4 I 4'Shingle Over Ridge Vent
Limits of Use Installation Instructions
Approved for use In HVHZ.* Yes FL2847 R2 11 LoManco OR;4 - NOA 160519;7.pdf
Approved for use outside HVHZ: Yes Verified By: Miami -Dade BCCO - EVL
Impact Resistant: N/A Created by Independent Third Party:
Design Pressure. N/A Evaluation Reports
Other; 1. Refer to applicable building codes for required EL 284210 ventilation.
2. OrnniRidge Vent shall not be installed on roof mean
heights greater than 33 feet. EE
EE rorika,
4 1j,, ;: 26011 :Ii, Stitrit Road, jal(,ibiissee IL 32399 Eberle, 850-487-1924 The
State of Vcrca is an 4LAIEEC cmrployur, gogyrtot N07-2C.13 5,ata cf FL rid - fi,lynly 5tnr4l,rumt :: ArxgLatillty S0re2:-t :: Wjrui Stet U"
de* Florida law, emali addresses are publ c vcoros. if you do not want your e-mail address released in response to s public -records reqwetit, do not s, in
this entity. Instead, cntaa the once by phone or dy trad(oQnal nail. of you laye, any questions, please contact $50AO7.1395. "pursuant V ailr'I4,
55.275(t), Fonda Statute$, itffiKt,ve October ,. 2012, licensees licensed inter Chapter 455, P.S, must PrOyide the Cepa'trrient with an -yiad address one.
The emads provided may be used for official commulnicatt0n Will "r licensee. however email dit1dreSSCS arc public rerord. if you 00 not woOt to Sur andress,
please provide tne Depitlinerr with a, email addre i,iNCh -an i)0 made available to the oublic. To determine ifyov are a licensee writer Char pica"
click he,,e, . product
Approval Acceptc z
a WN 0 N Credit
Card Safe
https:
lAwww,floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDqvsWZ7iutEqYhemCWkzrnFLVxlpZgWEsqOa/o3d 212
MIAMI-DADS COUNTY
MI AM PRODUCT CONTROL SECTION
NNW It 805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33 175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.mianiidadS..gov/economv
Lomanco, Inc.
2101 West Main Street
Jacksonville, AR 72076
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section
In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this
product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code
including the High Velocity Hurricane Zone of the Florida Building Code.
DESCRIPTION: Lomanco Lo-OmniRidge LOR94 Ridge Vent
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following
statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and,/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official.
This NOA renews NOA No. I ' )-070 1. 10 consists of pages I through 5.
The submitted documentation was reviewed by Hamley Pacheco, P.E.
NOA No.: 18-0615.03
Expiration Date: 09/04/23
Approval Date: 07/19/18
Paae I of 5
M
ROOFING COMPONENT APPROVAL
Category: Roofing
Sub -Category: Ventilation
Materials: Plastic
Minimum Slope: 3:12
TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED By APPLICANT
Test Product
Product Dimensions Specification Description
LOR9-4 4' x 11 V2" x 3/4" TAS 110 Ridge ventilation system
Min. thickness 0.75"
TRADE NAMES OF PRODUCTS MANUFACTURED BY OTHERS
Test Product
Product Dimensions Specification Description Manufacturer
Roofing Nails Min. 12 ga. TAS 114 Appendix E Corrosion resistant annular ring Generic
1 3 /4 " shank nails
MANUFACTURING LOCATION
1. Jacksonville, AR
EVIDENCE SUBMITTED
Test A2encv/ldentifier
PRI Construction Materials Technologies, LLC
Name Report Date
TAS tOO LOM-003-02-01 01115103
TAS 100(A)-95 LOM-029-02-01 08/151/13
ASTM G 155 LOM-047-02-01 04/15/16
ASTM D638 LOM-047-02-01 04/ 151116
ASTM E 1252 LOM-026-02-01 05/21/13
ASTM D635 LOM-033-02-01 03/28/14
ASTM D 1929 LOM-034-02-01 031/28/14
ASTM D2843 LOM-041-02-01 06/05/14
NOA No.: 18-0615.03
Expiration Date: 09/04/23
Approval Date: 07/19/18
Page 2 of 5
APPROVED APPLICATIONS
Tradename: Lo-OmniRidge (LOR94) Vent
System Type: Mechanical attachment of ridge vent system over composition shingles.
Slot: Truss Construction: Cut shall be 1-'/4" wide and 6" shorter at each end than the total
length of the ridge vent to be installed.
Ridge Pole Construction: Cut shall be 2 1/4"" wide and 6" shorter at each end than the
total length of the ridge vent to be installed.
Installation: Install end plug on the vent and connect all the male tabs with the female tabs across
the entire roof before vent is nailed down. This will ensure that the vents are as
straight as possible. Mark proper alignment and end line for vents with chalk; snap a
chalk line down both sides of the ridge at a distance of 5 V2" down from the peak as
shown in the manufacturer's installation instructions.
Starting with the first vent, nail the vent down with roofing nails placed 12" on center
at manufacturer pre -marked locations. Use nails of sufficient length to penetrate
through the sheathing a minimum of or at least 1" into wood plank decking thicker
than 1 ". If the vent is being installed in cold weather, leave a '/s" gap between each
vent to allow for expansion in hot weather. Continue to nail the remaining pieces down
taking care to keep the vents as straight as possible. The last piece may be cut to the
proper length. Install an endplug before nailing down the last section.
Ridge Shingle: Using nail lines provided on top of vent, install the cap shingles directly to the vent, in
compliance with the shingle manufacture's Notice of Acceptance (NOA) and
installation instructions, using roofing nails of sufficient length to penetrate through the
sheathing a minimum of 3/16" or at least 1" into wood plank decking thicker than F.
Ventilation Calculations: Refer to manufacturer's published literature.
NOA No.: 18-0615.03
Expiration Date: 09/04/23
Approval Date: 07/19/18
Page 3 of 5
LIMITATIONS
1. Refer to applicable Building Code for required ventilation.
1 Ridge Vent shall comply with applicable Building Code
3. OmniRidge Vent shall not be installed in conjunction with Gable vents,
4. OrnniRidge Vent shall not be installed on roof hips.
S. OrnniRidge Vent shall not be connected at ridge intersection, or within 12" of any side wall or roof protrusion,
with a ventilation slot clearance of 12" from such obstructions.
OrnniRidge Vent shall not be installed on roof mean heights greater than 33 ft.
For application over laminated shingles, apply a bead of silicone caulking or roof cement to the underside of the
outer baffle and at exposed edges.
8. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and
Rule 6 1 G20-3 of the Florida Administrative Code.
NOA No.: 18-0615.03
Expiration Date: 09/04/23
Approval Date: 07/19/18
Page 4 of 5
DETAIL DRAWINGS
4
4
4,
4
4 +
4 f-
4 f-
4
Lo-OMMRIDGE 1,0119-4 RIDGE VENT
END OF THIS ACCEPTANCE
m
NOA No.: 18-0615.03
Expiration Date: 09/04/23
Approval Date: 07/19/18
Page 5 of 5
U
U~~~c^
Certificate ofAumorizatioomm55
35]Christian Street, Unit #13
Oxford, [T0647
203)263'9245
Emm|mcsn EvxLuxTe TEST CowsucT Csnnpv
EVALUATION REPORT
Owens Corning Roofing and Asphalt, LLC Evaluation Report 140510.02.12-R4
One Owens Corning Parkway FL15216-R4
Toledo, OH43659 Date ofIssuance: 02/17/2V12 Scops:
This
Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction
materials inthe State ofFlorida. The documentation submitted has been reviewed by Robert Nieminen' P.E. for
use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein
have been evaluated for compliance with the6m Edition (2017) Florida Building Code sections noted herein.
PsaCR/prmm: RhinoRoofUndeMaymems
LxaeuwG: Labeling shall
be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein. CuwnwucoCoMruAmcs;ThisEva|
uationReportisva|
idund|suchdmeasthenamedproduct(s)chan@estherefenenced Quality Assurance documentation
changes, o/provisions of the Code that relate tothe product change. Acceptance of this Evaluation Report bythe
named client constitutes agreement to notify Robert Nieminen' P.E. of any changes to the product(s), the
Quality Assurance or the production facility location(s). NEW Ietc. requires acomplete review of this Evaluation Report relative to updated
Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded
bythe words ^NEMOIetc, Eva|uated" may be displayed in advertising literature. If any portion of the
Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, acopy ofthis entire Evaluation
Report shall beprovided tothe user bythe manufacturer or its distributors and shall be available for inspection at the job site
at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert
J.Kx.Nieminen,P.E. The facsimile seal appearing
was authorized
by Robert Florida Registration No. 59/66,gvridpocnAws1983 w.~"."""'',""mv1wmm,This does not serve "^""
electronically signed document. CERTIFICATION OF INDEPENDENCE: z. mcMV ETC, uIdve, not have,
nor does it
intend to acquire
or will it acquire, a financial ivvere.t in any company manufacturing or distributing products itevaluates. z. memoETc LLC is not owned, operated or controlled
by any company
manufacturing or distributing products it evaluates. s, Robert Nieminen, P.E. does not have nor will acquire, a
financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E.
does not have, nor will acquire, a
financial interest in any other entity involved in the approval process of the product, s. This is o building code rva|opuu^ Neither wsMo|rtc.
no,
Robert m/eminen' P.E. are, in any way, the Designer ofRecord for any project on which this e,v|vooun Report, urprevious versions thereof, is/
was used for permitting prdesign guidance "v|es, retained specifically for that purpose.
ONEMOletc.
ROOFING COMPONENT EVALUATION:
Product Category: Roofing
Sub -Category: Undedayment
Compliance Statement: RhinoRoof Underlayments, as produced by Owens Corning Roofing and Asphalt, LLC, has
demonstrated compliance with the following sections of the 611 Edition (2017) Florida Building Code through testing
in accordance with applicable sections of the following Standards. Compliance is subject to ,he Installation
Requirements and Limitations / Conditions ufUse set forth herein. Section` `^ ` `' '
Propmrtiey- `` ' Standard ~' Year- zsn7z1,
x9Os.1.1sxcep«mn Unrolling, Breaking Strength, Pliability xSTmoza6 znoy zso7.
z.1,n9oz,z,zException Tear Strength AsTmo1y7o zozs TASzm
pun'tx'ouohre,/stance TASu7(e) 1995 3.
REFERENCES* tnt
y Examination Reference Date rS(
TSTzsny) Physical Properties 1005393escoo,006 10/27/I011 Ts(
TSTzsue) Physical Properties 10053e395coo,002 10/27/2011 Ts(
TsTzsOe) Physical Properties 00539395coo,006 03/14/2014 pm<
TST5878> ASrwoz9/o;Tear strength OCp330'02-02 0/0$2017 pn/(
TsTso7o) T«Szu(a);Pull-through ocF422'02'01 04/03/2018 Tl(
QVAz6/]) Quality Control Service Confirmation 09/30/2017 PRODUCT
CRI N., 4.
1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch wide rolls, and
can be produced |nvarious other sizes; meets FB[ 1507l1 & R905.1.1([xcepdon). 5.1
This isabuilding code evaluation, Neither NEW ETC,LLCnor Robert Nieminen'P.E.are, inany way, the Designer of Record for any project on
which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically
for that purpose. 5.2 This Evaluation Report
isnot for use inF8CHVMZjurisdictions. 5.3 Fie Classification is not
part nfthis Evaluation Report; refer to current Approved Roofing Materials Directory ortest report from accredited testing agency for
fire ratings nfthis product. 5A RhinoRoufUndedaymentsmay be used with any prepared
roof cover where the product is specifically referenced within F8C approval documents, If not listed,
a request may be made to the Authority Having Jurisdiction for approval based on this evaluation combined with
supporting data for the prepared roof covering. 5 5 Allowable Roof Covers: 5,6
Exposure Limitations: RhinoRoof U20 shall
not be left exposed
for longer than 30-days after installation. mswmETC, uz Evaluation Report wo 10.02.
12-R4 uer*ficateoyA,mouzamm#3zw5 o=EDITION (zoo)pacwow*
v*zEVALUATION puszzs«* om"vommunuenavme^ts Revision w04Y1y/mm Page 2
of 4
61 RhinoRoof Undedaymems d`aU be installed in accordance with Owens Corning Roofing and Asphalt, LLC
published installation instructions subject tothe Limitations set forth in Section 5 herein and ,he specifics noted
below.
62 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to
remove any dust and debris prior toapplication.
6.3
6.3.1 Shall he installed in compliance with the requirements forA5TM o226^Type | or o unuerlayment in puc Table
1507.1.1 or R905.1.1 for the type ufprepared roof covering tobe installed, taking into account the wider sheet -
width.
6.3.2 Fasteners:
For exposure <Z4hours, corrosion resistant fasteneomaybe1-inch/ooMngnai|switha3/8-ind,diame,erhead' minimum
1-inch diameter plastic or metal cap nails nrFb[ HVHZnai|s & 1'5/8^ diameter tin caps (with the rough edge
facing vp).The use ofstaples isprohibited. For exposure /
24hours uptumaximum 30days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic ormetal cap nails orFB[
HVHZnails & 1-5/8^ diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.3.
2.1 [ode Reference:
The Exception statement in F8[ 1507.1.1 and F8C R905l1 states: ".,.except metal cap nails shall be required where the ultimate
design wind speed, V,,,, equals orexceeds 250nph.~ Owens Corning Roofing and Asphalt, LLC has
furnished data to permit the use of 1-inch diameter plastic cap nails in lieu of metal cap nails for
these applications, when the RhinoRoofVJ0 wnder|ayment is installed beneath mechanically fastened prepared roof covers referenced in
FBC Table 1507.11 or R905.1.1. 633 : End (vertical) laps shall be minimum
6inchesand
side (horizontal) laps shall be minimum 4-inches. Refer to Owens Corning Roofing and Asphalt, LL[recommendations
for alternate lap configurations and/or the use cf sealant under certain conditions. For exposure < 24
hours, use of every -
other fastening location printed on the surface is acceptable. For exposure 24 hours up to maximum 30-days,
use of every fastening location printed on the surface is required. When batten systems are to he installed
atop the undedayment, the undedaymentneed only be preliminarily attached pending attachment nfthe battens on the
same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and
patch the hole in accordance with Owens Corning Roofing and Asphalt, LLC published instructions. 63.4 End (vertical) laps
shall be
minimum 12'
incheyand side (horizonm; laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening
a half -
width plus 1-inch starter strip along the eaves. Race a full - width sheet over the starter, completely overlapping the
starter course. Continue as noted in 6.3.3, but maintaining minimum half -width plus 1-inch side (
horizontal) laps, resulting in a double -layer application. wewmETc uc Evaluation Report wnsuzo2.z2-n« Certificate
o/Aum"rizumm#3z45s ^T EDITION (mo)
Facwow'xv*zEVALUATION n15216-R4 RhinoRoof umeaan"emz Revision *:mV1y/zuza Page 3m*
OMEMO jetc.
7. BUILDING PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation
of this product.
Qingdao, China
Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400
NEMO ETC, LLC
Certificate of Authorization #32455
END OF EVALUATION REPORT -
6T4 EDITION (2017) FBC NON-HVHZ EVALUATION
RhinoRoof Underlayments
Evaluation Report 140510.02.12•R4
FL15216-R4
Revision 4: 04/19/2018
Page 4 of 4
NMOUetc, Certificate «/
Authorization #3a45s 3S3Christian
Street, Unit #1] Oxford, [T06478
203)262-
9245 Ema}mccn
EVALUATE TEST ComSuo [snnpv EVALUATION REPORT
CertainTeed Corporation
Evaluation Report 3532.09.05-1115 2OMoores Road
FLS444'R14 Malvern, PA19355 Date
ofIssuance: O9/22/%00S 610)651'5847 Revision15:
os/2g/2018 SCoPE: This Evaluation Report
is
issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the
State of Florida. The documentation submitted has been reviewed byRobert mieminen'PI.for use of the product under
the Florida Building Code and Florida Building [ode, Residential Volume. The products described herein have been evaluated for
compliance with the 6 1h Edition (2017) Florida Building Code sections noted herein. DcaCR/pnmv` CertanTeedAsphalt Roof Shingles,
Lmeuws: Labeling shall be in accordance
with the requirements of the Accredited Quality Assurance Agency noted herein and FBC15V7.2.7.1/R805.
2.6.1 ComrmosuCnMpuAmcz:ThisEva|uationRepnrtisva|idunti|thenamedpmdvct(s)
changes,theef/encedOma|ityAsurance documentation changes, or provisions of the
Code that relate to the product change. Acceptance ofthis Evaluation Report by the named client constitutes agreement to
notify Robert Nieminen' F.E. ofany changes tothe pmduct(s)' the Quality Assurance or the production facility |ocation(s). NEKxO
Ietc. requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. AuvexnSaMcmn
The Evaluation Report number preceded by the
words ^NEKAO|etc. Evo|uated^ may be displayed in advertising literature. If any portion of the Evaluation
Report is displayed, then it shall be done in its entirety. imSvscnow: Upon request, a copy of this entire
Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at
the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through
15 Prepared by: Robert J.Kx.Niemineo'P.E.
Florida Registration
No. 59166, Florida mCAxNE1983 The facsimile
seal appearing was authorized by Robert w nm~,''""o no.muo`"m°°""electronically signed
document. CERTIFICATION OF INDEPENDENCE: z. mcMO|
etz. doe` not
have, nor does
it intend to acquire, or will it acquire, " financial interest in any company manufacturing or distributing products /tevaluates. z. NEMO I etc, is
not owned, operated
or controlled by any company manufacturing or distributing products it evaluates, s. Robert Nieminen, P.E. does not have
nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4.
Robert Nieminen, P.E. does not have,
nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This ism building code evaluation. me/
thc/
mcmo|ctc. nu, nobertmiem/nen' P.E. are, in any way, the Designer ofRecord for any project on which this Evaluation Report, or previous
versions thereof, is/was used for permitting or design guidance unless retained
NEMO etc.
ROOFING SYSTEMS EVALUATION:
Product Category: Roofing
Sub -Category: Asphalt Shingles
Compliance Statement: CertainTeed Asphalt Roof Shingles, as produced by CertainTeed Corporation, have
demonstrated compliance with the following sections of the 611 Edition (2017) Florida Building Code and 6" Edition
2017) Florida Building Code, Residential Volume through testing in accordance with the following Standards.
Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein.
Section Pro Standard Year
1507.2,5, R905.2.4 Physical Properties ASTM D3462 2010
1507,231, R905.2,6.1 Wind Resistance ASTM D3161 2016
1507.2.71, R905.2.6.1 Wind Resistance ASTM D7158 2011
3. REFERENCES:
Entity Examination Reference Date
UL (TST 1740) ASTM D3161 94NK9632 05/15/1998
UL (TST 1740) ASTM D3161 99NK26506 11/23/1999
UL (TST 1740) ASTM D3161 03CA12702 05/27/2003
UL (TST 1740) ASTM D3161 03CA12702 06/16/2003
UL (TST 1740) ASTM D3161 03NK29847 10/03/2003
UL (TST 1740) ASTM D3161 04CA11329 05/24/2004
UL (TST 1740) ASTM D3161 04CA32986 12/03/2004
U L (TST 17 40) ASTM D3161 05NK07049 04/15/2005
UL (TST 1740) ASTM D3161 05NK16778 05/12/2005
UL (TST 1740) ASTM D3161 05CA16778 05/12/2005
UL (TST 1740) ASTM D3161 05NK14836 05/22/2005
UL (TST 1740) ASTM D3161 05NK22800 06/22/2005
UL (TST 1740) ASTM D3462 R684 09/21/2005
UL (TST 1740) ASTM D7158 05NK08037 06/28/2006
UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009
UL (TST 1740) ASTM D3462 I0CA41303 10/07/2010
UL (TST 1740) ASTM D3161 I0CA41303 10/08/2010
UL (TST 1740) ASTM D7158 I0CA41303 10/27/2010
UL (TST 1740) ASTM D3161 & D3462 I0CA44960 11/11/2010
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013
UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014
UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014
UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014
UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015
U L LLC (TST 9628) ASTM D3161 4786821352 02/21/2015
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015
U L LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787592174 10/21/2016
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016
UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016
UL LLC (TST 9628) ASTM D7158 4787380357 11/08/2016
UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787586427 01/25/2017
UL LLC (TST 9628) ASTM D3161 & D3462 4788042412 11/15/2017
UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4788362767 03/03/2018
UL LLC (QUA 9625) Quality Control Service Confirmation Exp.03/09/2020
NEMO ETC, LLC Evaluation Report 3532.09.05-1115
Certificate of Authorization #32455 6' EDITION (2017) FBC NON-HVHZ EVALUATION FIL5444-1114
CertainTeed Asphalt Roof Shingles; 610) 651-5847 Revision 15: 05/29/2018
Page 2 of 15
ONEMOletc.
4.1
4l1 CT201-'XT— 25, XT--30and KT"3Omare fiberglass reinforced, 3-tobasphalt roof shingles. 4.1.2
Aroadiorl' Be|mont', Belmont* |R' Carriage House Shingle", Grand x8anorShamgle*, Landmark T°' Landmark T" \R. Landmark " Pro, Landmark"
Poo 3o|ahs, Landmark = Premium, Landma,kTm TL, Landmark" Sobds, Landmark" Solaris IR and
Landmark'" Solaris Gold/Platinum are fiberglass reinforced, laminated asphalt roof shingles. 4.1.3
NurthGate" is fiberglass reinforced, laminated, 58S modified bitumen roof Shingle. 4A4 Presidential Shake',
Presidential Shake' |R' Presidential Shake TL` and Presidential Solari*' are fiberglass reinforced, architectural asphalt
roof shingles. 4.1 5
HotterasT"'Highland Slate `"and Highland Slate" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.1.6
Patriot' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through anintermittent shadow
line with contrasting blend drops for color definition. 4.2 Hip & Ridge
Shingles: 4.3.1 Presidential
Accessory, Accessory for Hatteras, Shang|e Ridge'", Shadow Ridge—' Ceda,C,emTM' Cedar Crest`" |R' NorthGate Ridge and NorthGate
Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.3 Accessory Starter
Strips- 4.3.1 High -
Performance Starter is a starter shingle, measuring lO" x 36^, comprised of fiber glass mat base and ceramic' coated mineral granules embedded
in asphalt, These starter shingles are designed for use with Grand Manor Shang|ew,Matte,as'"
and Highland Slate TM. 4.32 Presidential Starter
is a starter shingle, measuring 13'1/4^ x48" (ovem||), comprised of fiber glass mat base and ceramic -coated mineral granules
embedded in asphalt with a reinforcement on its underside (for impact resistance considerations). These starter shingles,
applied using two (2) overlapping layers, are designed for use with Presidential Shake" and Presidential
Shake TC=. 4.3.3 Presidential
Starter |R is a starter shingle, measuring 13'1/4^ x4O^ (overall), comprised of fiberglass mat base and ceramic -coated mineral granules
embedded in asphalt. These starter shingles' applied using two (2) overlapping layers, are designed for
use with Presidential Shake =|R. 43.4 5wiftStart" StarterSh|
ng|eisastarterstripforaspha|tmofshinQ|es.|tsnveraUsizeoflS'1/4^x38-3/4^yie|dsuwo(2) 7-5/8, x38-
3/4^ starter pieces per shingle. 4.3.5 Universal
Starter is a starter shingle, measuring 7^ x 36^ (overall), comprised of fiber glass mat base and ceramic' coated mineral granules embedded
in asphalt. These starter shingles are designed for use with any [ertainTeed shingle measuring l2"x36^
having aweather exposure <5^ 4.4 Any of the
above listed shingles may be produced in AR (algae resistant) versions. 5.1 This isa building
code evaluation. Neither NEKxOJetc nor Robert Nienninen. P.E. are, in anyway the Designer of Record for any project un
which this Evaluation Report orprevious versions thereof, is/wasused for permitting or design guidance unless retained specifically for
that purpose. 5.2 This Evaluation Report is
not for use within FBC HVHZ jurisdictions. 5.3 Fire Classification is not
part of this Evaluation Report; refer to current Approved Roofing Materials 0mctu9 for fire ratings ofthis product. wcwmETC, uc Evaluation
Report 3532.09.05-
Rz Certificvtew^"*"riz"wn #3245a=EDITION (2oo)pocmowwvozEVALUATION FL544*
nm mnta/nremuAsphalt Roof Shingles; (am)ez-5n«/ Revision xs:
os/2o/2o10 Page 3u/z5
ONEMOJetc.
5.4 Wind Classification:
5.4.1 All shingles noted herein are Classified inaccordance =|thFRCTabley1507.2.7.1andR905.2.6.1toASTM D3161, Class F
and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to V,,d = 150 mph (V,lt 194mph).
Refer toSection 6for installation requirements tomeet this wind rating, 5.4.2 Presidential
Accessory, Accessory for Hatteras, Shamgle Ridge Shadow Ridge, Cedar Crest, NordhGate Ridge and NurtbGateAccesmry hip Q ridge
shingles have been evaluated in accordance with 4STK8 D3161' Class F. All except NorthGateRidge and NorthGateAccessory require
use nfBASF Sono|moicwP1adhesive orHenkel PLO Polyurethane KuufQ Flashing Sealant, applied as specified in manufacturer'
s application instructions, for use in wind zones up to V.1^=l5Omph (V,,=194mph). Refer toSection 6for
installation requirements tnmeet this wind rating. 5A3 Higb'PerfprmanceStarter, Presidential Starter, Presidential Starter |R' swiftStart" Starter Shingle and
Universal Starter have been evaluated inaccordance with &STK8D31G1,Class F. Refer toSection 6for
installation requirements to meet this wind rating. 5A.3.1 High -Performance Starter shingles are limited touse
with Grand K0anorShang|eO' Hatteras"
and Highland S|ate" shingles. 5A.32 Presidential Starter shingles must be applied using two <2> overlapping layers and are
limited
to use with Presidential Shake=and Presidential Shake TL'"shingles. 5,4.3.3 Presidential Starter |R shingles must he
applied using two (2) overlapping layers
and are limited to use with Presidential Shake" |Rshing|es. 5,43.4 Universal Starter shingles are limited to use with CertainTeed
shingles measuring 12^x36"
having nweather exposure 5" 54.4 Classification by ASTyN D7158 applies to exposure category B or C and a building
height
of 60 feet o, less. Calculations by a qualified design professional are required for conditions outside these limitations, Contact the shingle manufacturer
for data specific toeach shingle. 5.4/4.1 Analysis in accordance with ASTM D7158
indicates the measured uplift resistance (RT) for the [
enainTepd asphalt Roof shingles listed inSection 4.1.lthrough 4.1.5(except Presidential Sohr,is", Landmark" Pro Jola/isand
Landmark" So6crisGu6dlPlotinum) exceeds the calculated uplift force (F,)atamaximum design wind speed of\,,w=l50mph (V,, 1g4mph) for residential buildings located in
Exposure Dconditions with nntopographical variations (flat terrain) having mean roof height less than orequal tu60feet. The shingles
are permissible under Code for installation in these conditions using the installation procedures detailed in this
Evaluation Report and CertainTeed minimum reqviements, subject to minimum codified fastening requirements established within any local jurisdiction, which
shall take precedence. 5.5 All products in the roof assembly shall have quality
assurance audits in accordance with FAC Rule 61G20-3. wowoETC, uz Evaluation Report
3532.09.05o15
Certificate ofA"th"riz"tio"#3zm5 nTH EDITION (oo7)mcwuw*vxzEVALUATION rL5444-n14 Cena/meeaAsphalt Roof Shingles; <szNos1-5cw7 Revision
zs:m$oo/2um Page *m1s
6. INSTALLATION:
6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's
minimum requirements.
611 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product
Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3.
6.2 Installation ofasphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum
four (4) nails per shingle inaccordance with F8C 15V7.2.7orSection RgO5.I.6and the minimum requirements herein. 6.2.1
Fasteners
shall be in accordance with manufacturer's published requirements, but not less than FgC 1507.2.6 o, R905.2.5. Staples
are not permitted. 6.2.2 VVheretheroofs|
upeexceeds21vnitsvertica|in12unitsho,izonta|,methe^SteepS|upe^directions. 63 [ertninTeedasphalt shingles are
acceptable fnruseineroof(tear-off)nrmcoverapp|icatons,subiecttothe|imitations set forth inFWC Section 1511nrR908and [
erta|nTeedpublished installation instructions. 6.4.1 Eaves: For the first
starter shingle in each roof corner, use five (5) nails as shown below. All other starter shingles require four (4) nails per shingle. Nails
must be of sufficient length to penetrate into the deck 3/4" or through the thickness ufthe decking, whichever isless. Nails are
tohe11or12gauge, corrosion -resistant roofing nails with 3/8" heads. Apply the 10" starter shingle with its factory -
applied sealant stripes at the shingle's lower -most edge and nail firmly into the roof deck as near as possible *(
maximum 3") to the eaves edge while avoiding the sealant. With the starter shingle well fastened to the deck and the
sealant low on the starter shingle, it can firmly adhere to the first course shingles. *If nailing within 3" is not possible,
nail as closely as possible, then lift and adhere the starter shingle to the underlayment and to the supporting structure with CertainTeed
FlintBond'" Asphalt Roofing Cement -Caulk Grade, nrapproved equal. Rakes: Prior to installation ofthe field shingles,
starter shingles may
be applied up the slope along the rake edge with sealant edge placed closest tothe rake edge. Fasten asindicated below. meMoETC,
uz Evaluation Report 3532.0.05-Rs Certificate of^uthoriza*on #32455
6 T" EDITION (uu7)rBCwON-HVHZ EVALUATION FLS444-n14
certw"neuAsphalt Roof Shingles; <mo>as1-So4r Revision o:os/29Vzom Page sms
ME
6.5- PRESIDENTIAL STARTER AND PRESIDENTIAL STARTER I R:
6.5.1 General: These shingles shall beapplied byusing two (2)overlapping layers. Begin application ofthe bottom/lower layer of starter
shingles by cutting and applying a 13-3/4" x 20" piece at the lower left rake/eaves corner overhanging rakes and eaves
I/4~to]/4^ Continue along the eaves with full-size 13'1/4^x40^starter shingles. Eachtop/upper startercourseshing(esha||haveitsI^
tupsectionremnvedattheperfomt|ons'resv|dnginll'l/4^x40^shing|es,The colored granule portion
ofthe ^top^starter shingles shall helocated nearest the lowermost eaveedge. Install the first top/upper starter shingle so
that it is flush to the left side and bottom edges of the first bottom/lower starter shingle. This first top/upper starter
shingle shall be11-1/4^x38^ Continue along the eaves with 11'l/4^x4O^top/upper starter shingles ensuring that the
lower edges are flush with the lower edges of the bottom/lower layer. Reference the product's wrapper for more
specific details. Eaves: Fasten asshown below. Rakes:
After applying the starter shingles at the eaves, but prior to installing the field shingles, starter shingles may be applied
up the slope at the rake edge. Fasten as shown below. Fastening: Four nails are required per
shingle. Nails shall be of sufficient length to penetrate into the deck 3/4" or through the thickness of the decking,
whichever is less. Nails are to be 11 or 12 gauge,corrosion-resistant roofing nails with 3/8'heads. Presidential Starter
and Presidential iBStarter Shingles
Ist Top Starter 6.6 UNIVERSAL STARTER.
6.6.1
General: While Universal Starter
Strip shingles are specifically designed to be used with shingles 36" lengthand having a weather exposure of < 5", they may be
installed beneath shingles of any length if special precautions are taken. IMPORTANT: In all cases the end joints
of the starter and the first course shingles shall NEVER BE LESS THAN 3-1/2^ apart. Eaves: The sealant on starter courses
should
face out and lie as close as possible to the eaves edge of the roof,Fasten asdescribed below. Rakes: After applying the starter
shingles at the eaves, but prior to installing the field shingles, starter shingles may be applied up the slope
at the rake edge with sealant facing out and nearest to the outer roof edge. Fasten asdescribed below. Fastening: Use four nails onthese
starter shingles asshown below.
The sealant onstarter courses shall lie asclose as possible tothe eaves edge of the roof. Nails shall be of sufficient length
to penetrate into the deck 3/4" or through the thickness ofthe decking, whichever isless. Nails are robel1or12gauge, corrosion -resistant roofing nails with 3/
8^ heads. UNIVERSAL STARTER SHINGLES NENIOETC, uz Evaluation Report 3532.0e05-RlS Certificate of^"m"riz"m=
wz455
oTHEDITION (ou7)eowom-
Hv*ZEVALUATION FLS*44'n14 artu"re d
Asphalt Roof Shingles; (ozN6a/-5w;7 Revision zeos/29/2uzo Page smzs
ONEMOletc.
1 6.7 SWIFTSTART* STARTER SHINGLE:
Fastening: Use four nails, located as shown below
38-3/4* (984 mm)
1 * (25 mm) from edge 1' (25 mm) from edge 7-5t
8*
194
mm) Maxi"
76
mm) tThe
inner two fasteners must be placed such that they fall at least 3' (76 rum) from the
end joints of the shingle in the succeeding course. 1
6.8 CT20T-, XT- 25, XT- 30, Xr" 30 IR: I LOW
AND STANDARD SLOPE ENGLISH
12" 12*1 12" 1
0 mm) Sealant 4
5
5/8" (1 415,nnn) 5 ,
2 , fo T Norwood METRI(
L,,-- 1311W' '(31/;" 131/3'- 1-
1 " Qtlp, r,,,rr) (25 Figurell-
3: Use fomrnailsfor et,,eryfull shitigk,. STEEP SLOPE Ilse
four nails
and sLx spots of asThalt roofing cement* for every full shingle (Figure 11-
4). Asphalt roofing cement meeting ASTNI D4586 Type II is
suggested. Rooting iml I
Ingleme IApplyl, '(25
mm) svots of awealt roofing cement under each tab '
Of 1pr. Figure 11 -4:
Oefour nails and sax spots ofaspbatt a;7nenton4" s0pes, CAUTION: Excessive use
of rooftug cement can can,-;,- shingles to blister, 6.
8.1
Hip & Ridge for CT20T", XTn 25, XTI" 30, XTTI 30 IR: Cut Shingles 2" (501mm) 25
mm) Ml
M( Cap
Cap Cap305rT-imn) 16 Shingle S
Sh in ngShingle shngleFigure11-24:
Cut tabs, tbm trim back to make cap shingles Englisb dimenstomi shown).
305 4 y
7125rn Figure11-25.-
Installation of caps along the bips and rtages. 6.8.1.
1 For ASTIVI D3161, Class F performance use BASF "SonolasticO NP111" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in
accordance with CertainTeed requirements. NEMO ETC, LLC
Certificate of Authorization #
32455 6T" EDITION (2017) FBC NON-HVHZ EVALUATION CertainTeed Asphalt Roof
Shingles; (610) 651.5847 Evaluation Report 3S32.
09.05-RI5 FL5444-RI4 Revision
15: 05/
29/2018 Page 7 of
15
ONEMOjetc.
6.9 ARCADIA'":
LOW AND STANDARD SLOPE STEEP SLOPE
Use SIX nails for even fill shingle located a, shown below. Use SIX nails and fol R shots of asphalt roofing cement for every full
shingle au shown below. Apply asphalt roofing cement I`(25 nun)
from edge of shingle. Asphalt roofing cement meeting <\STXI D 4586
Type. II is suggested.
Nail Cure
12
I —r--•-r-----
flail .___........ _
Nail line
FiXwre 2: Ise six nails firr everr'full shingle. 0 2
Fi urc 3: Ise six nails and four shots of asphalt
roofing cernent on steel) slopes.
6.9.1 Hip & Ridge for ArcadiaT": Cedar Crest'"", Cedar CreStTM IR
Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each
side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum %-inch embedment
into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up
from its exposed butt edge and 1-inch from each side edge.
For ASTM D3161, Class F performance use BASF "Sonolastic® NPl—" adhesive or Henkel "PLO Polyurethane Roof &
Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or
PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch
along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and
apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side,
apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers.
s"
12'
2CJ3 m(n)
I
ura
Hand -sealing
NEMO ETC, LLC Evaluation Report 3532.09.05-1115
Certificate of Authorization a32455 6T" EDITION (2017) FBC NON-HVH2 EVALUATION FLS444-1114
CertainTeed Asphalt Roof Shingles; (610) 651-5847 Revision 15: 05/29/2018
Page 8 of 15
ONEIVIOletc.
6.10 BELMONTO OR BELMONT* IR:
Low and Standard Slope Steep Slope (greater than 21:12):
212 to 21:12): Use SEVEN nails and EIGHT spots of
Use FIVE nails for every full Belmont shingle,
located as shown below
518* 05 nn)
I I P2, fm MM)
IT
1'(25 MV 1'(25mm)—1Rx,
8WLjAL 22D rm)
o Ad&fional cads it kqwred.
asphalt roofing cement" for every full
Belmont shingle. Apply asphalt roofing
cement I" (25mm) from edge of shingle
See below. Asphalt roofing cement meeting
ASTM D4586 Type 11 is suggested,
x
r
6.10.1 Hip & Ridge for Belmont' or BelmontO IR:
6.10.1.1 Option 1: For Belmont"), refer to instructions herein for Cedar CreStT" or Cedar Cre StTl IR hip and ridge shingles, For
Belmont" IR, refer to instructions herein for Cedar Crest'" IR hip and ridge shingles.
6.10.1.2 Option 2: For Belmont': ShangleO Ridge
Figure 17-18.- .bangle- Ridge.
18, Exposure Remove tape
from the right side
81 and fasten
SECOND
Fasten the
left side 8 5/8.
RIGHT
FIRST "*/
LEFT
Figure 17-19: lnstdWion of Sbanglet Ridge sbingles
on bips and ridges.
6,10.1.3 For ASTM D3161, Class F performance use BASF "SonolasticO NP11"" adhesive or Henkel "PLO Polyurethane Roof &
Flashing Sealant", in accordance with CertainTeed requirements.
NEMO ETC, LLC Evaluation Report 3532.09.05-1115
Certificate OfAuthorization #32455 6 T" EDITION (2017) FEIC NON-HVHZ EVALUATION FL5444-R14 CertainTeed
Asphalt Roof Shingles; (610) 651-S847 Revision 15: 05/29/2018 Page
9 of 15
6.11 CARRIAGE HOUSE SHANGLEO AND GRAND MANOR SHANGLE*:
STEEP SLOPE
WVT Amu
STANDARD SLOPE
Use five nails for every full Shangle,
1"
25 mm)
t
8 5(B"
220 mm)
A
Figure 17- 4: Gee fire nails fir evervfid Gratut Jifanor Shang -lee,
Carriage flomwShangle, or 6-nknnialSkite
ONEMOjetc.
Use seven nails and three spots of asphalt roofing cement for every
hill Grand Manor Shangle, Use five nails and three spots of asphalt
roofing cement for every full Carriage tiouse Shangle and Centennial
State- Apply asphalt roofing cement 1" (25 nim) from t*.e of shingle
Figure 17-5)• Asphalt roofing cement meeting &STM D4580 Type If
is suggested.
36 min}
25 mm;, —(25 min}
8
06 (220 mfnj
J I
25 min) Roofing Cement
Figure / 7-5- Wben installing Grand Manor Spangles on steep slopes,
we seven twils aiathree spoU qf4upb(dl roqOng o(,inenf, 6.
11.1 Hip & Ridge for Carriage House Shanglel and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip
and ridge shingles 6.
12 LANDMARKT, LANDMARKT IR, LANDMARKm PRO, LANDMARKTm PRO SOLARis, LANDMARKm PREMium, LANDMARK"" SOLARIS, LANDMARKym
SOLARtS IR, LANDIVIARK'M SOLARis GOLD/PLATINUM OR NORTHGATE: N
DE raMt
MI 1 21 14 Y4* AAEA (
305 Mai) (375 mm) ooswm) 1 Naikrq
Uruts VPPW
mal lina 25mm) (
25 mm)—i trwer nod
Ire Nang areas
for low and standard *pos (fmm 2:12 to 21 : 12) Nall "tffiw
UPPA-T & "V kvs as ~ ahove. STEEP 12-
14-314" 12* SLOPE 1—(
305 mm)—j— (375 mrrij—j —(305 M NAILING Ntad4i
w
Ymits
AREA I1'(2
5 mm) benail mn :,r, 1'(25 men) 77 Nailing areas
for
steep slopes (greater than 2112) and "Storm -Nailing"
Nail between lower
2 nail lines as shown above. NEMO ETC, LLC
Evaluation Report 3532.09.05-R15 Certificate ofAuthorization #32455
6 T" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-RI4 CertalnTeed Asphalt Roof Shingles; (
610) 651.5847 Revision 15: 05/29/2018 Page 10 of 15
6.12.1 Hi g & Ridge for Landmark'"" , landmark"" IR, landmark''"" Pro, Landmark'" Pro Solaris, Landmark'" Premium,
Landmark'"" Solaris, Landmark" Solaris IR, Landmark'"" Solaris Gold Platinum or NorthGate:
6.12.1.1 Option 1: Shadow Ridge'" or NothGate Accessory
12'
F 6
150mm) (1 SOMm)
Notch for
Centering
12
305111m)
Notches for Alignment to
the Top Edge of the Previous
Cap for 5' (125mm) Exposure
English Dimension
Shadow Ridge-
9 27nr
750 mm)
4 1W18'(125 mmk
T
t
C"maj Notch
13 1/4'
337 mm)
Align these
mtchts to top 7 Sig'
edptEroge W
course i (194 mm}
NorthGate Ridge
5.(125W(r)
Exprsut:
250mm)
415/16" ' - 41511
1 25mm) (125mm)
Notch for
Centering
131/4"
337mm)
Notches for Alignment to
the Top Edge of the Previous
Cap V554'(141mm} 15(pDsure
Metric Dimension
Shadow Ridge'"
131/81,
r11W----(333 rnrn)--*
1
168rnnn)1 (168mm)
7k&'
196mm)
ii
Centering
13 1141, Notch
Ir
337 mm)
Align these"'
notches to top
7 cVB'
194 mm)
edge of
previous course.
NorthGate Accessory
2'
Laying Notch
Figure 13-20: Use laying notches to canter sbingkw on b" and
ridges, and to locate the con ect eoosurv,
6.12,1.2 For ASTM D3161, Class F performance use BASF "SonolasticO NP1" adhesive or Henkel "PLO Polyurethane Roof
Flashing Sealant", in accordance with CertainTeed requirements.
6.12.1.3 Option 2: Refer to instructions herein for Cedar Crest"", Cedar Crest" IR hip and ridge shingles.
NEIVIO ETC, LLC Evaluation Report 3532.09.05-1115
Certificate of Authorization #32455 6 T" EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-RI4
CertainTeed Asphalt Roof Shingles; (610) 651-S847 Revision 15: 05/29/2018
Page 11 of 15
6.13 LANDMARK"" TL:
LANDMARK TL
LANDMARK TL
131/2" 13" 13'/2"
343 mm)—j—(330 mm)-1-043 mun)—1
1" (251"(25 tri 1" (25 mm) —
IM:
Figure 1,14- Use four uails for ereryfidl sbingle.
25mm} ONEIVIOletc.
13'/
2 13 131/2 '- 343 +
TM) 1 (330 mm) 1 (343 mm) 1 ''(
25 rrim) I 1 "(25 mm)---' Rooting
Cement Figure
13 -5: Use six nails and four spats of aspbatt
roofing re"wri t on steep slopes. 6.
13.1 Hip & Ridge for Landmark"" TL: Refer to Ogtion 1 or 2 for Landmark'". l "
25
mm) 6.
14 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE" I R, PRESIDENTIAL SHAKE TL'"", PRESIDENTIAL SOLARis'": LOW
AND STANDARD SLOPE: STEEP SLOPE: For
low and standard slopes, use five nails for each hill Presidential For steep slopes, use nine nails for each hill presidential shingle and shingle
as shown below, apply I" diatneter spots of asphalt rooting cement under each shingle tab, 8fter
applying 5 nails in between the nailing guide fines, *ply 4 nails I' Nailing
40" above tab cutouts making certain tabs of overlying shingle cover nails. Guide
Lines (1016 Mrn) 5114
14
1/4 It—
i ir2° 362 mm) NOTE:
Apply nails on painted guideline. Figure
16-6, Fastening llresidenttaland Prtwawail TL Shake sbmgk,!,s
on tour and standard sA*e,-. I* diameter
asphalt tooling cement Figure 16-
T FasAmlng President4d and Presidential TIL Shake shlr>& on
skkp Slopes. 6.141
Hip & Ridge for Presidential Shake'"", Presidential Shake" IR, Presidential Shake TLTI, Presidential SolariSTM: 6.141.
1 QQtion 1: Presidential Accessory PRESIDENTIAL ACCESSORY
Presidential accessory
shingles can be used for covering hips and ridges. Apply
shingles up to the ridge (expose no more than 7* from the bottom
edge of the "tooth." Fasten each accessory with two fas- teners. The
fasteners must be 13/4" long or longer, so they penetrate either 3/
4" into the deck or completely through the deck. Presidential accessory comes
In two different sizes: Accessory produced in Birmingham, AL
Is 12" x 12*; Portland, OR produces 97/8' x 131/4* accessory 6.
14.
1.2 For ASTM D3161, Class F performance use BASF "SonolasticO NP1` adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant",
in accordance with CertainTeed requirements. 6.14.
1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest" IR hip and ridge shingles. NENIO ETC,
LLC Evaluation Report 3532.09.05-R15 Certificate OfAuthorizotion #
32455 6TH EDITION (2017) FBC NON-HVHZ EVALUATION FLS444-R14 CertalnTeed Asphalt
Roof Shingles; (610) 651-5847 Revision 15: 05/2912018 Page 12
of 15
I
6.15 HATTERAS'-:
LOW, STANDARD AND STEEP SLOPE:
I--Q" 91, 9" r— '_ 236 mm) QLM) rF230r
25 mm) _(25 mm) —I
93/8'.
240. In m)
Figure 15j, Fastening Hatteras Shin,&s oo
Lott, auctStandard4opes
For low and standard Apes, use fikv nails for each hill
Hatteras shingle as shown above, C,
6.151 Hip & Ridge for Hatteras':
6.15.11 Option 1: Accessory for Hatteras
Figure. 15-14: 18 three-piwe units separate to make
54 Hatteras Axesso r ,Y shingles,
6.15.1.2 Option 2: Cut Hatteras Shingles
OMEMO jetc.
25I mj 25Imm) - 240
mm) Rooting
Cement Figure
15-4: Fastening 11afterasSbingles on Steep Slopes For
steep slopes, use five nails and eiglu spots of asphalt roofing Cement
for each fult Hatteras shingle as shmvo above. Apply I" 25mm)
diameter spots of roofing cement (kSTM D 4586 Type U suawsted)
under each tab corner, Press shingle into place; do not expose
cement. CAUTION:
Too unick roolling cement Can Caose shingles to blister, 9"—,
230
mm) 460
18 (
20-3 (n 460
mm) Cap
Cap Cap Shingle
Shingle I
I Shingle , LSian le Figure
15-20.- Cut Hatteras shingk to make carer cap. Figure 15-21. Installation of caps along hips and ridges, 6.
15.1.3 For ASTM D3161, Class F performance use BASF "SonolasticO NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing
Sealant", in accordance with CertainTeed requirements. NEMO
ETC, LLC Evaluation Report 3S32.09.05-R1S Certificate
of Authoraotion #32455 6"' EDITION (2017) FBC NON-HVHZ EVALUATION FL5444-RI4 CertainTeed
Asphalt Roof Shingles; (610) 651-5847 Revision 15: 05/29/2018 Page
13 of 15
6.16 HIGHLAND SLATE"`, HIGHLAND SLATE'"" IR:
LOW AND STANDARD SLOPE- STEEP SLOPE:
9-M
240 —11
Karr -Dade reo res
slxneft (4W6 nws instalied
over ewter cutout
as shown), Figure
11-3: tuw FIVE nails for every ffigbk" Slate sbingk, OMEMO
jetc. Use
FIVE nails and EIGHT spots of asphalt roofing cement, for each full
ffighland Slate sintrigle. For Nflami-Dade, SLY nails are required. Apply
I* diameter spots of asphalt roofing cement under each tab comer.
Mj)halt roofing cement tueedog ASTNI D4586 Typ e pe11 is suggested. SIX
lows (ty ^Va moWirec
0", M*r 2(
Nt m shown}, fi)
gure / I -M: Use HIT natts and eight spots ofaspWl roofing
c mwntwider emb tah corner CAUTION:
Excessive use of roofing cement can cause shingles to
blister. 6,
16.1 Hip & Ridge for Highland Slate'"" Highland Slate' IR: Refer to instructions herein for Cedar Crest", Cedar Crest'^' IR or
Shangle Ridge"" hip and ridge shingles. 6.
17 PATRIOT'"": LOW
AND STANDARD SLOPE STEEP SLOPE Use
F01 R tiails, for every full Shingle locitted as slimn helo4v. 1' (
25 "IM) j 1, (2 E5m77, J-7Ilse
F01 I? nails and (Our spots of asplialt roofing cetuent for every full shingle
as shown below, VsphA roofuiI, couctit niectiagAS111 D-686 1,
pe 11 issuv x-ited, Apply 1'(25 runi) spots of asphalt roofing Cement
z shown. CM711CIN:
E.Ncessive use of roofing cement can cause Aungles to blister. Q-
7-7 Rooting
ctment! 7-'
A' lrl,lr (31 --4-- --j
ml , 6.
17.
1 'Hip & Ridge for Patriot'"": Refer to instructions herein for Cedar Crest'"', Cedar Crest'"" IR, Shadow Ridge'"" NorthGate or
Shangle Ridge" hip and ridge shingles. NEMO ETC,
LLC Evaluation Report 3S32.09.05-RlS Certificate of
Authorization #32455 6TH EDITION (2017) FBC NON-HVHZ EVALUATION FLS444-1114 CertainTeed Asphalt
Roof Shingles; (610) 651-5847 Revision IS: 05/29/2018 Page 14
of 15
ONEMOjetc.
71 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality
Assurance Agency noted herein.
72 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1
R9Vs.6.1.
As required by the Building Official or Authority Having Jurisdiction to properly evaluate the installation of this product.
Contact the named QAentity for information on which plants produce products covered by Florida Ruhe61G2U-3 QA requirements.
ULLLC—[
WA96Z5;(41H248-64O9;karen.buchmann@us.Wzom END
OFEVALUATION REPORT ' mcMuETC, uc
Evaluation Report ssu.0y.Os*zs Certificate Of^"m"
rz"xon #32455 ^T"EDITION (2017) FBCwow'*v*zEVALUATION FL5*44-111* mrta/nreouAsphalt Roof
m/^ole, <610)e51'5847 Revision o:ns/2o/2nm Page z5ofzs