HomeMy WebLinkAbout3917 Saltmarsh Lp 18-1392 New SFHI ]b G.
Job Address: 3917 Saltmarsh Loop, Sanford
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: 18- 13q)-
Documented Construction Value: S fMRE 'ZB(652-S."o
Wyndham Preserve lot 173) Historic District: Yes 0 NoEl
Parcel ID: 17-20-31-502-0000-1730 Residential 0 CommercialEl
Type of Work: New 0 Addition El Alteration El Repair El Demo El Change of Use El MoveEl
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison Title: Permitting Manager
Phone: 407-529-3135 Fax:
Name
Street:
City, State Zip:
Name
Street:
Email: mparkisone-parksquarehomes.com
Property Owner Information
Phone:
Resident of property? : No
Contractor Information
Park Square Homes/ Vishaal Gupta Phone: 407-529-3000
5200 Vineland Rd Suite 200 Fax: 407-529-3001
City, State Zip: Orlando, FL 32811 State License No.: CRC1330351
Arch. / MJS Home Designs
Architect/Engineer Information
Name: Eng. / Don Bolden Eng. Phone:
Arch./ 250 N. Wymore Rd. Suite B \A/inter Park FL 32789
Street: Enq./ PO Box 530783, Deba[y FL 32753 Fax:
City, St, Zip:
Bonding Company:
Address:
E-mail:
Arch. 407-629-6711
Encl. 386-668-7606
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, beaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5 1h Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
d P
Aak '3-
g-ature of ow&/A-gent ' / - Date
1 Ash>,CA G
Print Owner/Agent s N e
Sign&e ofNotary-St—ate ofl`lorid'ai, Date
MICHELLE PARKISON
State of FloridaNotaryPublic
commission # GG 157861
y Comm. Expires Nov 5, 2021
Bonded through National Notary Assn,
Owner/Agent is I RIM"
Produced ID Type of ID
geSignatur; of Contractor 61 Date
G
Print ContF a6®ra Ks N ame
MICHELLE PARKISON
Notary Public - State of Flo ida
Commission # GG 157861
My Comm. Expires Nov 5, 2021
Bonded through National Notary Assn
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Buildingz Electricaig Mechanicala Plurnbinggj Gas[] RoofF]
Construction Type: F2 Occupancy Use: Flood Zone: K—t-g'
Total Sq Ft of Bldg: Min. Occupancy Load: tA # of Stories:
New Construction: Electric - # of Amps Zm) Plumbing - # of Fixtures 18
Fire Sprinkler Permit: Yes n No Y # of Heads
APPROVALS: ZONING: 114 1 16 UTILITIES:
I
COMMENTS:
ENGINEERING: "T(— 19 FIRE:
Ok to construct single family home
with setbacks and impervious area
shown on plan. '53.S % 'ime.
2-o-i i, so c (-,e ni. - A , Cr L-
Fire Alarm Permit: Yes [] No&
WASTE WATER:
BUILDING:- 9r,. !". I 1- (9
Revised: June 30, 2015 Permit Application
J4
M CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: I B— 13q)— -
Documented Construction Value: $ 150,537.00
Job Address: 3917 Saltmarsh Loop, Sanford (Wyndham Preserve lot 173) Historic District: Yes D No
Parcel ID: 17-20-31-502-0000-1730 Residential 15d Commercial
Type of Work: New 0 AdditionEl AlterationEl RepairEl DemoEl Change of Use 11 Move
De . scription of Work: Construction of new Single family residence
Plan Review C6iiitact ]Person:' Michelle Parkison Title: Permitting Manager
Phone: 407-529-3135 Fax: Email: mparkison(cb-parksguarehomes.com
Property Owner Information
Name
Street:
City, State Zip:
Phone:
Resident of property? : No
Contractor Information
Name Park Square Homes/ Vishaal Gupta Phone: -.407-529-3000
Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001
City, State Zip: Orlando, FL 32811 State License No.: CRC1330351
Arch. / MJS Home Designs
Architect/En ginee'r Information Arch.
1
407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. \Afymore Rd. Suite B Winter Park FL 32789
Street: Encl./ PO Box 530783, Deba[y FL 32753 - Fax:
City, St, Zip: E-mail:
Bonding Company: Mortgage Lender:
Address: Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING'TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST I BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby.made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, -signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code
Revised: June 30,2015 Pennit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
Llw " 3.
Signature of`0w;i;A-gent Date
Print Owner/Agent's N e
7 Nb _
sl gn&e ofNotary-Sgte ofFlorida Date
MICHELLE PARKISON
State of FloridaNotaryPublic
Commission # GG 1578614", J rn. Expires Nov 5, 2021MyComImpBondedthroughNationalNotaryAssn,
Owner/Agent isl2i 0'?MTff19 MOT
Produced ID TypeofID
Signatur; of Contractor& Date
Vi,ha. G,d-_V_
Print ConVaTo—rTA`g-ents Name
of
01
pt . Y .. Pi MICHELLE PARKISON
p', Notary Public - State of Florida
Commission # GG 157861
My Comm. Expires Nov 5, 2021
Bonded through National Notary Assn.
Contractor/Agent is Personally Known to Me or
Produced DD — Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building[] ElectricalE] MechanicalF] Plumbing[] GasE] Roof F]
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: YesF] NoF] # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
Flood Zone: -
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: YesE] NoF]
WASTE WATER:
BUILDING:
Revised: June 30,2015 Permit Application
City of Sanford
Planning and Development Services
Engineering — Floodplain ManagementMi1877S—
Flood Zone Determination Request Form
Name: Michelle Parkison Firm: Park Square Homes
Address: 5200 Vineland Road, Suite 200
City: Orlando State: FL Zip Code: 32811
Phone: 407-529-3135 Fax: Email: mparkisonCcDparksquarehomes.com
Property Address: 3917 Saltmarsh Loop
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-1730
Phone Number: 407-529-3000 Email:
The reason for the flood plain de termination is:
FE-1 New structure 0 Existing Structure (pre-2007 FIRM adoption)
F-1 Expansion/Addition E] Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption finished floor elevation 24" above BFE (Ordinance 4360)
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0090 F Map Date: Sept- 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
F-1 The parcel is in the:Elfloodplain Ofloodway
F-1 A portion of the parcel is in the: 0 floodplain 0 floodway
FE-1 The parcel is not in the: FE-1 floodplain F-1 f loodway
The structure is in the: 0 floodplain El floodway
The structure is not in the: F-I floodplain F-I floodway
If the subject property is determined to be flood zone 'A', the best available information used to
determine the base flood elevation is:
BP# 18-1392
Reviewed by: Michael Cash, CFM bate: March 22, 2018
I I P j Application for Paved Driveway, Sidewalk or
Walkway Including Right -of -Way Use & VvOR 11n)." I A 0; k4. -F IAI
N —1877—'-4 Call atclp 111d 11 U -V - city
www.sanfordfl.gov Department of Planning & Development Services
300 North Park Avenue, Sanford, Florida 32771
Phone: 407.688.5140 Fax: 407.688.5141
This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the
City's the this The is for drivewayregulationsandattachedconstructionplansapprovedaspartofpermit. permit required or
sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a
driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other
jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know whays below.
size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig.
Project Location/Address: 301 1--\ Cso.Arfxmrs- cc,01,; cxd
2. Proposed Activity: FX_1 Driveway El Walkway F-] Other:
3. Schedule of Work:
4. Brief Description of Work
Start Date Completion Date
Construction of new driveway for new single family residence
This application is shubmitte Y_
1
Property Owner
Signature: — ,
Address: 5200 Vineland Rd S
Phone: (407) 529-3135 R
rlando,FL 32811
Print Name: Vishaal Gupta
ElEmergency Repairs
Email: mparkison@parksquarehomes.com Date: 3.1ro .18
Maintenance Responsibilitieslindemnification
The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This
shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization,
remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways,
utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall
remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does
not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous
condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the
Requestor's property to recover costs of restoration.
To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons: agents, servants, or employ-
ees (appointed, elected, or hired) from and against any and all liabilities, claims: penalties, demands, suits, judgments, losses, expenses, damages (direct,
indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of
defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or
connected with the use of the City's right-of-way.
I have read and understand
Signature:
This p1g.
Please call 407
Pre -pour Inspection by:
Application No:
Reviewed:
Public Works
Utilities
Approved:
Engineering
Site Inspected by:
Special Permit Conditions:
statement and by signing this application I agree to its terms.
Date: 5-195-18
11 be posted on the site during construction.
24 hours in advance to schedule a pre -pour inspection.
Date:
Official Use Only
Fee: Date:
Date:
Date:
Date: 3_Z-Z_Z010_
Date:
November 2015
1 ROW Use Driveway.pdf
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: ')- 115 -
I hereby name and appoint:
an agent of-.
David Mercer
Park Siquare Homes
Name of Company)
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
El The specific permit and application for work located at:
Street Address)
Expiration Date for This Limited Power of Attorney:
License Holder Name: Vishaal Gupta
State License Number: CRC1330351
Signature of License Holder:
STATE OF FLORIDA
COUNTY OF Orange
The foregoing instrument was acknowledged before me this 15 day of ry"q-r&- ,
20.Wj_&, by Vishaal Gupta who is D(personally known
to me or ii who has produced
identification and who did (did not) take a a
Sig ature
Notary Sea])
F MICHELLE PARKISON
Notary Public — State of Florida
Commission # GG 157861
MY Comm. Expires Nov 5, 20210,- 0 ,
Bonded through National Notary Assn.
Rev. 08.12)
Y-\,\ - - C)C'Q Q
Print or type name
Notary Public - State of Vk T'4
Commission No. Ccq v5 -I e) co I
My Commission Expires: I I - r:) - QQD-j
as
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
P..I-M;f it
BuiLDING PERMIT
Min Max Inspection Description
10 Form board / Foundation Survey
10 Slab / Mono Slab Prepour
Lintel / Tie Beam / Fill Down Cell
30 Sheathing — Walls
30 Sheathing — Roof
40 Roof Dry In
50 Frame
60 Insulation Rough In
70 Drywall / Sheetrock
40 70 Lath Inspection
50 Final Roof
50 1000 Final Stucco / Siding
80 1000 Insulation Final
1000 Final Single Family Residence
AfItirs-ce-
gg? ;-,,.ggEf64o
Min Max Inspection Description
lo Underground Electric
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30. Electric Rough
1000 Electric Final
M ;, R 57
Inspection DescriptionMinMax
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
IN
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
R,EVISED: June 2014
CITYPIF'SANFORD
BUILDING & FIRE. PREVENTION
PERMIT APPLICATION
Application No
Documented Construction Value:$
Job,Address: 39 1 Jq. _[m qj,, G, Historic District Yes' No
Residential CommercialParcel'ID:
Type of Work: New RepairLNAdditionElAlterationn DemoEl Change of,Us'e El Move 0
I
Description of Work: 0,_.J Ui`JJ S .(
Plan Review Contact Person:
Phone - Fat: Email:
Property QW,her, Lnfotrri,ition
Name Phone -
Street: Resident of property?
City, Sta'te,Zip
Cohteact6r-Ihf matiori
Pho
411 07, Pat:" Lgteeet4
S, 11 o.: C:F(Jql) ity, State Zip State Lice se N
Arch it6dt/E ng ineer Informalfflon
Name:, Phone,:
street: Fax:
city, St, Zip: E-mail:
Bond*g Company: I M
Address,:
Mortgage Lende ' r:
Add ress'! -
WARNING TO OWNER:. YOUR FAILURE TO RECORDA NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO, YOUR PROPERTY, A, NOTICE OF CQMMKNCEM N USTBE
RECORDED AND POSTED 0 , N THE JOB SITE BEFORE THE FIRST INSPECTION. IF YO ' U INTEND TO OBTAIN
F INANCING, CONSULT WITH YOURLENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made,to obtain a permit toAo thework and installations as indicated. I certify that,no work or in tallation. has
commenced prior to the issuance
I
of a bermit an
I
dthat
I
all
I
work,will be performed,to meet standa dsof all1aws re ulati ng construction
in this jurisdiction. I understand th'at a separate perm
I
it.mus t be secured for electrical work, plumbing, signs, Wells, pools,
furnaces, boilers, heaters,11anks, and air conditionersi etc.
FBC 105.3 Shall be inscribed with-thc dateof application and the code.in effect as of that da,tc:,514 Edition (2014) Florida Buildin, Code
Revised: J'uRc 30,2015
Perm itApplication
F— — —
i' ' bJTOTICRInaddifiontotherequirementsofthispermit, there may be additional restrict-ons.'applicable,to this property that may e
found ifi the public records of this county, and there ma I lbe Add itional 'permits required from other governmental cIntiti&s, such as waterY
management districts, state agencies, or federal, agencies.
Acceptance of permit is verification,th t I Will.n6tif y of the requi eaient s,bfflorida Lien, Law, FS 711ythepwnerofthepropero
The Citv of Sanford requires payment, of a plan review fee at the time of permitsubmittal. AcopY of the e,xecb1t16d contract is required
in
I
order to calcu
I
late a pla
I
n re, . view ch
I
arge and. will be considered, the estilmated.construction value of the job at1the time o,f'submittal.
The actual con'str t,ICC VAluatibn.Table in effect at the time the permit is issued, inuctionvaluewillbefiguredbasedon.the curren.
accordance With local or , dinance. Should calculated charges figured offthd eiecUted contract exceed the actual construction value,
credit Will be appliled,to your permit fees when ihe,permit is issued.
OWNPR'S AFFIDAVIT:1 certify that all of the foregoing information is: accurateland that all work will
be done, in compliance with all Appl . icab
I
lelawsr gulating construction and zoning.
7 11
SignaiureofOwncir/Ag6nt Oat. §ig _a ure C, , ,on to/Agent Date
cv— Li V1 j CA
Print Qwncr/Ageml'., Name,
Sighati reo'f Not* -State of Florida Date
4FF120855
Owiler/Ac=tis—. 'Personally'.Know.n,to M.e of - COPtrdetor/AgePtis Personally
P oiddc d 0 7-ype 6 f . 10 Ptodudedj1Q_ T pe,olftD—
BELOW IS FOR OFFICE USE ONLY
PermitsR quited: Buildi , ngF] 'ElectricailEl Mechanica]Fj Plumbing[I Qqsn Roof [I
Construction. Type: Occupancy Use: Flood.Zone:
Total Sq Ft of Bldg: Min. Occupancy Load', of Stories:
New Construction,:, Electric -,9, of Amps Plumbi,ng - A of Fixtures,
Fire Sprinkler Permit: Yes n N6F! #'of Head's Fire Marm Permit: Yes No F1
APPROVALS: ZONING: UTILITIES: WASTE WATER:
ENGINEERING:
COMMENTS:
R6,ised: June,30,2015
FIRE - BUILDING:
Permit Application
L— - -- - ---- - --- —. .. -
7 7
job Address:
Parcel.TD-
l_
T-, pe of W.ork-:: N.ew
Descriotion ofW*ork:
CITY'OF SANFORD
BUILDING& FIRE PREVENTION
PERMIT APPLICATION
Applicatioln NO:
Docunle.rited Constructian N"'alue: S
C7 /_nd). - Historic District: Yes F1 No
7'-' jA Irl, 'hailll Residentiall] Comnilef-cilall]
Additionn Alferatio"110 Repair 1:1 D rno 0 Change of U e _Nlove ElUsE]
c—
WAS M
Plan Review Contact Person: Title:
Phone: Fax: Eniai . 1-.
Properly Owner Information
N'arne Phone
Street: Resid'entlof property" -
City, State Zip:
contractoir Inforniation
A P ho n e:
Street, Fax: i C
C tv. St"ate Zip:, i j I St"afe License -N o.:
Architect/Engineer [nform atl'on
Narne: P Il on e:
Street: Fav
City. St., Zip: E-nia,il:
Bondin 3, Conlipariv: 10 I-'(T',l Qe L e n (I L r:
d (I 17eSS: Address:
NVARNT'NG TO ONN"NER: YOURFAILURETO RECORD A, NOTICE OF COMMP,(JAIENT MAY r'u-_'SULT.lN_' vOUR
P.-kYIN*G TWICE FOR IMPROVEMENTS TQ 7i"'QUR PIR ' O'PERI'Y. A NOTICE OF
I
COMNIENCEMEN-F NIUS1 BE
RECORDED AND ON 71-HE JOB SITE BEFORLE THE 171!'SI- IF YOU INTE\D TO OSTMN
F[__N;A-'N'-ClNG. CONSUL-F WITH YOUR-LENF)Tll OR ANN Al-l'ORNEY BEFORE 'R'F(',OR0lV'. \01-ICE OFY0UR
C"10AIMENCEM E",,T.
10 id till.11i flo, v-o-' 0:'i'- th f !-i;' diz, t-o; ;' a i'l i
e ol pL—m-J 1 an i hl i a! I v, 6_ %vi' 1 b folml_l L C" rn-c t sil- nd an-li; o F- 11, 1 a v, u :l - i j, c c,:- o is..;ua C
I)el-Illit HILBtund_lrst'.i'rd th-.it a separate be secured f6r cle trical \%ork, plupilhin'z! N el!st pools
Furnaces, boilers. tanks, and air conditioners, etc.
FBC I f)-;.3 Shall be inscribed %% idli (lic- of "'Ipplicatiorintid ih ciodc in s ofth.'irdiue: ;t' Ediion (20141) Flfwicl-1 Buildin' Code
In to th -erricnts of this perrnit there' i av b.c addicional to this pr P r;y that niak. I
N'() T 1 C E . 'addidi;,n t requir 10
r,-cpvds ofth s countv, and there mi'VA)c additronal Permits r,,qLlircd Tn o he r covenim-,rital eft",
ni, n- _,emcnt districts, state a,encies', or federal ac encics.
Acce,puanec o pernaii is verification that I will notifv thc,own-r of the Proper-,v Of the requirenients of Florida Li-_ri Laxv7 J.S 7 1 31.
Thz Ciw of' Samford rc,quirz-s p.ymont olf,,a j lan az the I
I
inic o r U a JfP21CO)V Qi'fl C 'CAeCLIted comract is r,.Juire
r order to calculate aplan reviv, charm.' and will,be,considered e-liT11,1ILd constru Iion vahiz- of the job at thz tilll.' Of Slibn ittal.
Tho act ial consui-il-tiori value will be ficured ba,ed on the cuiTent CC Valuation Tabl- in cff ci at the t h,_- the u e d. i rI
accorclan e Viih -local ordinance. Sho uld cal c u I' z-d c har(,- s Fi Lnirr2d c! IT the eXt ed C on trac I e-\c 2"-d th ac ma I co -ion valu_
I, be ap plicd,to yourTo niii ffc,-s when.the,permit k issued.
OWNER'S AFFIDAVIT: 1 certifv 01at all of the fore6oinainfo-mation is accura , te and that all Nvoi-k NN.iil
be.done in compliaric,e w[th all applicable LaN s, regulatin, construct i o
S Da,
is P&rsonaily Knovvr! to,,Me Pr
Pi'od,.ked [D Tlyp of ID
S im
PluoCiuced ID Type of ID
74S F, BELIMN O,R OFFICE USE 0- TY
Plermits Pke4uired: BUild_Ln T GasR R,,)c,-E]
C6nSti.-Lictian Type: Occupancy Use: Flood Zone:
To, a I Stl t t of B I (I gy: iMirri. Occupancy Load: 77 0 f S to ri, S
N7 Constrtt&ion Ele,ctric - ofAmips Pl,nlbino of Fixture's
Fire.Sj)1rinIJ&r Pernnit: YesEl ,7o El of it -acis Fire pern,t': Y e-s F] No
t 7-F IAPPROVAL.'-. Z(Y.\.1,.\'G.. J WASTE VNi.-,kT EIR
E.\GINEERfNG: F IRE: R U1 L D I-N* G
C 0.N I _N I, E ',s'- F S,
or
0 !'-, I S 10 N .--) F R K. S Q; J AR \1 r F R P R 1 1.3 E, 1. L
City of Sanford
Building & Fire Prevention Division
300 N. Park Ave
Sanford, FL 32771
To Whom It May Concern:
Please be advised that Edmonson Electric has been released from the following permits:
18-0741 - 3924 Night Heron Drive
18-1392 - 3917 Saltmarsh Loop
18-1265 - 3908 Saltmarsh Loop
18-1473 - 3905 Salt,marsh Loop
The new contractor is Stra ' da Electric. Please let me know if you need anything else to resolve this
matter. I can be reached at 407-529-3163 or tpickerinq@parksquarehomes.com -
Thank you for assistance with this matter.
Sincerely,
T r ia P kering
Permitting Coordinator, Park Square Homes
flt, 407 529 3 1004.xz-' '03 C.:1 J2 4 0 7 5 2 9. 3 0 00
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Applicatio It No:
Documented Construction Value: $.5338.00,
Job Address: 3917 Saltmarsh Loop Historic District: YesEl No 0
Parcel ID: 17-20-31-502-0000-1730 Lot 173 Residential R Commercial
Type of Work:'New R AdditionD AlterationEl R' eipairEl DemoD Change of.UseEl Move El
Description of Work: Install new 3 ton HVAC with duct work
Plan Review Contact Person: Paula Bagley Title: Permit Clerk
Phone: 407-975-2762 Fax: 407-629-9307 Email: pprr-hitting@onestopcooling.com
Property Owner Information
Name Park Square Homes Phone: 407-529-3000
Street: 5200 Vineland Rd #200 Resident of property?
City, State Zip: Orlando, FL 32811
Contractor Information
Name One Stop Cooling & Heating, LLC ' Phone: 407-975-2762
Street: 7225 Sandscove Court Fax: 407-629-0307
City, State Zip: WEnter Park EL 32792r State License, No,.: CAC 032444
Architect/Engineer Information
Name:
Street:
city, S t' Zip:
Bondini Company:
Address:
Phone:
Fax:
E-mail:
Mortgage Lender:
Address -
WARNING TO OWNER: YO
I
UR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST I
BE
RECORDED AND POSTED ON
I
THE JOB SITE BEFORETHE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT, WITH YOUR LENDER OR AN ATTO"EY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and instailations 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- pertnit inust be secur . ed for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the -date of application and the code in effect as of that date: 514 Edition (2014) Florida Building Code
Revised: June 30, 2015
L
Permit Application
NOT - ICE: In addition to the requirements of this permit, there may be additional restrictions applicable tolhis property that rnay bc.
found in the pub-lic,rec-ords. of ihis:county, and,there may..b.e additional permits required from other governmental entities such as water
management districts, state agencies,,or federal agencies.
Acceptance of permit is verificatioty,ibat I will
I
notify the"owner of the properlty"of the requirements of Florida Lien Law, FS 311
The City of Sanford requires payment of a plan revicw.fee at the tinic-of permit submittal. A copy of the exectfled 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.
L C Valuati 'n Table in effect at the time the permi , tisissued,inTheactualconstructionvaluewillbe,figured based-pn the cl n-r-'ent IC to
accordance with local ordinance. Should calculated charges figtwe'd off the executed contract exceed tile actual construction value,
qredit,%vill be applied to your peruiit.'f&s when the permit is issued,
OWNER'S AFFIDAVIT: 1,certify that all of the fore oi , ng, information is accurate and that all work will
be done in compliance with all applicable laws regulati g cAlstrudir n and zoning.
819118
Signiture of Own6r/Agcnt Date- Sijnaiur of &fitrictor/Aizent. Date
Kevin'Stine
Print Owner/Agent'sNante Print Qontracto,Mgent's.Narne
Signature of Notary -State of Florida Date Signa,ture,
o Flof
8097:3 r4
4.4iZA-y P99A KELLY"WEBSTER0
Notary Pubilc,-Itate of 1`106
COM!nlsslo6# FF' 7 ' 8014
OF pr 04 , 2MyP6mm. Expires Apr 4 1020
Known to Me or 'Col let IOwner/Agent is Personally' r
Pfoduced,,ID Type of , ID Produced ID Type of ID
BELOW IS FOR OFFICE, USE ONLY
e P Ul 'ired: Building,[] OectricalE] Mecbanical[] ri its Rpqu lu1mbingFj Gas[] koof[]
Construction Type: Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load: of Stories:
New Construction: Electric,, - ft of Atups Plumbing - # of Fixtures
Fire Sor
Iinkler Perinit,:. Yes F1 No F] ff of Heads Fire,Alarm Permit: Yes No El
APPROVALS: ZONING: UTILITIES WASTE WATER:
ENGINEERING: FIRE: WILDING:
Ptnni-t Application
FIRE INSPECTIONS CITY OF SANFORD
407.562.2786 BUILDING & FIRE PREVENTION
BUILDING INSPECTIONS 300 N PARK AVE
855.541.2112 SANFORD FL 32771
DRIVEWAYS -SIDEWALK 407.688.5080
Application Number . . . . . 18-00001392 Date 8/09/18
Application pin number . . . 376656
Property Address . . . . . . 3917 SALTMARSH LP
Parcel Number . . 17.20.31.502-0000-1730
Application type description NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . . PUD
Application valuation . . . . 286825
Application desc
noc on file
Owner Contractor
PARK SQUARE PARK SQUARE HOMES
CO MICHELL 5200 VINELAND RD SUITE 200
ORLANDO FL 32811
407) 529-3135 (407) S29-3000
Structure Information 000 000 ----------------------
Construction Type . . . . . VB
Occupancy Type . . . . . . RESIDENTIAL USE GROUP
Flood Zone . . . . . . . . NONE
Other struct info . . . . . ELEC - # AMPS 200.00
PLUMBING FIXTURES 18.00
NUMBER OF STORIES 2.00
SQUARE FOOTAGE 2672.00
Permit . . . . . . MECHANICAL - NEW RESIDENTIAL
Additional desc . .
Phone Access Code 1069616
Permit pin number 1069616
Sub Contractor ONE STOP COOLING & HEATING INC
Permit Fee . . . . 110.00
Issue Date . . . . 8/09/18 Valuation . . 5338
Expiration Date . . 2/05/19
Qty Unit Charge Per Extension
BASE FEE 110.00
Special Notes and Comments
All projects within the City shall use
WastePro for debris removal. Please
contact WastePro at 407.774.0800.
Normal hours for inspections are from
7:30 through 4:30 Monday through
Thursday. Please be aware you must
contact the Building Official to
schedule a Friday or after hours
inspection. This is required since not
every inspector is licensed to do every
type inspection. Communication is the
key, so please contact the Building
Official if you have any questions at
407.688.5058 or at
dave.aldrich@sanfordfl.gov
Water impact fee $1343.00
Sewer impact fee $3025.00
Other Fees . . . . . . . . .. 01-APPLCTN FEE -ELECTRIC 25.00
01-APPLCTN FEE -BUILDING 25.00
01-APPLCTN FEE -MECHANIC 25.00
01-APPLCTN FEE -PLUMBING 25.00
01-BLDG PLAN REVIEW 1086.00
01-CHANGE OF CONTRACTOR 35.00
JRD BUILDING
PARK AVE
rORD, FL 32771
SALE
DUPLICATE
MID: 9520 Store: 4616 Term: 2903
REF#: 00000015
Batch #: 012 RRN: 822116018670
08/09/18 12:44:20
Invoice #: 181392
CVC: N
ns ID: 588221602607737
CODE: 022811
Manual CNP
139.03
CUS 1,
Oper: ANTONINIL Type: OC Drawer: IDate: 8/09/18 01 Receipt no: 173763
2018 1392
3917 SALTMARSH LP
3ANFORD, FL 32773
BP BUILDING PERNIT,RECEIPTS
139.03CCCREDITCARD $139.03Totaltendered
Total payment *139-03
139 03
FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE Transdate:
PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS.
NOTE: ALL FEES MUST BE PAID.PRIOR TO C.O. BEING ISSUED.
NOTE: PLEASE BE ADVISED'ALL PERMITS MUST BE INSPECTED.
8/09/18 Time. 12:43:59
L_ - - ..-I -- I . . - 1. - . -
FIRE INSPECTIONS CITY OF SANFORD
407.562.2786 BUILDING & FIRE PREVENTION
BUILDING INSPECTIONS 300 N PARK AVE
855.541.2112 SANFORD FL 32771
DRIVEWAYS -SIDEWALK 407.688.5080
Page 2
Application Number . . . . . 18-00001392 Date 8/09/18
Application pin number . . . 376656
7 -----------------------------------------------
Other Fees . . . . . . . . . 02-CURB CUT/DRIVE - SIF 40.00
01-FIRE IMP-RS 9-2017 383.81
01-LIBRARY IMPACT FEE 54.00
01-PARKS IMP-RS SINGLE 17 1103.95
01-POLICE IMP-RS 09.1.17 384182
01-BLDd REINSPECTION 35.00
01-SEM,CNTY RD IMPACT FEE 705.00
01-SCHOOL IMPACT FEE 5000.00
WD,IMPACT:SINGLE FAMILY 1343.00
SD IMPACT:SINGLE FAMILY 3025.00
01-BLDG DCA SURCHARGE 37.60
01-BLDG DBPR SURCHARGE 53.43
Fee summary Charged Paid 'Credited Due
Permit Fee Total 110.00, .00 .00 110.00
Other Fee Total 13386.61 13357.S8 .00 29.03
Grand Total 13496.61 13357.SS .00 139.03
FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE
PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS.
NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED.
NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE -INSPECTED.
FIRE INSPECTIONS CITY OF SANFORD
407.562.2786 BUILDING & FIRE PREVENTION
BUILDING INSPECTIONS 300 N PARK AVE
855.541.2112 SANFORD FL 32771
DRIVEWAYS -SIDEWALK 407.688.5080
Page 3
Application Number . . . . . 18-00001392 Date 8/09/18
Property Address . . . . . . 3917 SALTMARSH LP
Parcel Number 17.20.31.502-0000-1730
Application description . . . NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . . PUD
Permit . . . . . . MECHANICAL - NEW RESIDENTIAL
Additional desc . .
Phone Access Code 1069616
Permit pin number 1069616
Required Inspections
Phone Insp
Seq Insp# Code Description Initials Date
10 409 MHOl MECHANICAL ROUGH IN
1000 410 MH02 MECHANICAL FINAL
DESCRIPTION FURNISHED: Lot 73' WYNDHA/W as recorded in Plot Book B1. Pages g]
762 of the Public Records of Seminole County, F/orido.
ILIT IL4N^~^'`~—'-- 0: Park Square Enterprises,LLC /n Delaware Corporation);
Vinderwoed|e, Haines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bonk of America
LOT ,63
LOT 162 `
LOT /a/
000
LU2' 2 3 | r
uuo' »«»»'
27.33'
14.7
am .
FORMBOARD
FOUNDATION
TOF=TOP OF
FORM
cu
LOT /,2 o
CO
eu 96.00'
z5.00' 25.00'
1 — — — — —|— — —
l /o' un cswr }
Bfl) N89040'51 "F
40.D0'
FRONT (50' PRIVATt PIN
25' FRONT SETBACK CAN BE REDUCED PLOT PLAN OVJJ
TO 20' ON GERTAIN LOTS, NO MORE THAN PLOT PLAN AREA CALCULATIONS NO T A S UR VF. Y
OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,400 + SQUARE FEET
SQUARE FEET FLATWORK
PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLAT VORK ONIOFF LOT TOTAL
SQUARE. FEET FOUNDATIONIF'AD- -1,744 1 SQUARE FEE-1
PROPOSED DRAINAGE FLOW FRONT PORCH DECK 62 1 SOUARF*.' FEE
LOT GRADING TYPE A SOD 2,0331 130 = 2,163 ± SQUARE FE POOL. DECK
OVIDED BY CLIENT NOT FIELD VERIFIED
PPOPOSED F.F. PER PLANS = 30.5' *NOTE FRONT SIDFWALK AND STRFCT LOCATION TAKEN FROM PLANS PR ..........
PLAI P.G.L. POINT ON LINE NOIES:
F1 L TYP, TYPICAL
SE CURVATURE I T,
DS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF
IPENDNI'r PRC. POINT 13F REVER . ' UNDVSIGNEO DO S j HEREBY CERT7FY THAT THIS SURVEY MEETS THE STANDAR TO SECTION 472.027, FLORIDA STAR;E.5
V. IRON ROD C, POINT OF COMMON PRO RS
CONCRETE HONUMENT RAIL RADIAL ) W10i 5UR%S-YOR'S SIGNATURE AND ORIGINAL RAISED SEAL, IWIS SURVEY MAP OR COPIES ARE NOT VALID.
I IV 112, I.R. /RILB 4596 N.R. NON -RADIAL 2.jUNLESS EA48OSSEi PR A ieliWM TITLE: INFORMATION FURNISHED TO THE SURYFYOR, THERE U4Y OF OTHER RESTRIC710N`3
RECOVERED
CAL.C. CALCULSATPOII OR FASb4CNTS TMr AFFECT THIS PROPERTY- OCATFO UNLESS OTHERWISE SHOWN.
R END,
PEICENIERLiNC FINISHED FLOOR ELEVATION 5. -THIS SURVEY IS PREPARED -FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHE -
N?. NAIL & DISK B BUILDING SETBACK LINE PROVEMENTS HEREON SfJOULD NOT BE USED To RECONSTRUCT BOUNDARY LINES
R/v RIGHT-LIF-VAY
D.M. BENCHMARK . 6, DIMENSIONS SHOWN FOR PfE LOCATION OF IM
SE DEARING (0.&)
BASE BEARING 7._HWINGS,_ARE W,5ED ASSUMED DATUM AND ON THE LINE SHOWN AS IIA
S i, EAS IMAGE
B.B.
ROr4 -Sh"WN, ARE RASE6'dN NATIONAL GEGDf.00 VERIICAL DAT11M OF 1929, UNCESS OTHERWISE NORI).
U1 UTILITY 9. CERTIFICATE OF AUTHORIZATION NV. 4,596.
C L CHAIN LINK FENCE ;;
By'.
B
DATEPOINTOFCURVATURE ORDER N,;.
MINT OF TANGENCY CERTIFIED-BY.
CHORD
MIS BUiLDING\PROPERTY DOES NOT LIE WITHIN '
LL
4714
LgAy
ENGINEERING SCIENCES
Consultants In: Geotechnical Engineering - Environmental Sciences
Geophysical Services III, Construction Materials Testing Threshold Inspection
Building Inspection - Plan Review - Building Code Administration
UESProjectNo: 0110.1700817.0000
Workorder No: 9390532-1
Report Date: - 7/9/2018
353 2 Maggie Blvd, Orlando, 32811 - P: 407.42&0504 - F: 407.423.3106
In -Place Densily Test Reigiort
Client: Park Square Homes
07 1- UES Technician: Raimundo, Salazar To(
5200 Vineland Road, Suite 200
ested: 07/09/2018Orlando, FL 32811 LD;ftte T
y fm
0' F1
Project: Wyndham Preserve, House Lo S in
East Lake Mary Boulevard. & Brisson Avenue South, Sanford, Seminole County, FL 32773
Area Tested: Residential House Pad ( Lot 173 Type of Test:
Material. 'Fill Field: ASTM D-2937 Drive Cylinder- Method,
ASTWDF1,557-Mo-dified iProt;t6r- Rdf6-f&ncd-DAturI -0 Bottotri-of FoUndlation- Footing Laboratory:
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
Ulaximurn
Density
Pcf)
Dptimurn
Moisture
Field Dry
Density
Pcf)
Field
Moisture
Soil
Compaction
Fill
Depth
inch)
Pass
or Fail
1 South Side Footing 0-1 ft 106.8 10.6 103.7 10.3 97 N/A Pas!
2 West Side Footing 1-2 ft 106.8 10.6 104.3 10.9 98 N/A Pas:
3 North Side Footi ng 1-2 ft 106.8 10.6 104.5 10.6 98 N/A Pas!
4 East Side Of Pad 1-2 ft 106.8 10.6 104.9 10.0 98, N/A Pas!
5 Center Of Pad 2-3 ft 106.8 10.6 104.0 11.5 97 N/A Pas:
Remarks: 3917 Salt Marsh Loop.
L.
15 lightyears, Inc
776 Bennett Drive
Longwood, Florida 32750
June 1, 2018
To: Local Building Department
RE: Blower.Door Test & Duct Leakage Test Reports
To whom it may gohcern,.
This letter is to request that t,he attached, forms be accepted for compliance of the 2017 Florida Building
Code statute R402.4.1.2 Envelope lelaka ge testing (Blower Door Testing) and R403.3.3 Duct testing -
The attached forms were by the Florida Building Commission as the accepted forms to be
submitted. These forms are listed on the 20 , 17 Florida Building Code, Energy Conservation Technical
Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through
R-80 (page numbers 159-161).
Web link provided for quick access to the TAM document hftps://tinyuri.com/2017FBC-TAM
These ' forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2,
Prescriptive, Performance, and Energy Rating Index (ERI) paths.
We are.working with building departrhe.nts.across Florida to standardized the form submiftal process and
would, like your department to allow —these forms to meet compliance. If there are any issues with
accepting these forms, please reach out to me directly and I will, ensure that we submit any specific form
equi ligthatyouwillrre. Tim Smith (407)-951-3236 tsmith@15 htyears.com
Respectfully,
othy Sififth
15 Lighty6ars, Chief Operations Officer
Energy Technical Advisor
iZESNET Quality Assurance Oesig'nee
IECC Residentiall Energy Inspector/ Plans Examiner
Member, Building Officials Association,of Florida Member and Code Development. Committee
participating member Also, representative to the Florida Building Commissions, Energy Technical
Advisory Committee for the BOAF- CDC
FORM R 405.4.11-2017
Enyelope LeakageTest Report(Blower Door Test)
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building -Code, Energy Conservation, 6th Edition
jurisdiction f q I)C Srrj, a L I' Permit 4f:
Lot: /Ty
Zip: - ,
1."Exit e'nor W i r,',dows,p-o,,doo"e,'fireoI nd stove,d6o
15 Liahtvears, Inc -438-15,15com, pany Name. Phone: (855)
I h,ereby verify that the above Air Leakage results are in accordance with the 2017 6th.Edition Floricl& Building Code Energy
Conservation requirements according to the compliance method selected above.
Signature of Tester: Date of Test:
Printed Name of Tester: Will Torres
9704654'
License/Certification #: Issuing Authority: RESNET
r7nDRA DAn')-')()17
Community: 406bc,1.1 12fe.3e rvv
Lot: P
Unit:
St.ate: Zip:
11 r1l.
System 1 P- cfm25
System 2
cfm25
Sy tem 3 cfm25
um of any
additional systems cfm25
Tota I 'of -a I I
systems cfm25
Certification Date: November 7, 2018
Certification Expires: November 7, 2021
Tim Smith,
RESNET Quality Assurance Designee
Perm t -IT- 4fe 13 -Z
Teak%iBdB1111'1-111,11earls Statement Certain'
p1111
I'
U'r-Sadef®R S, F"ber Glass BI 1 nsu at k,)nIOwing
t-13"le :bs,12 Name
cn Addn:,
American Rp$idpnt@f product,
y Nar"
m Name
D i ictr j"
DAW em IPEP, C
ML,X3 ALED
wmm ss
q77
42 .6 4,
am
j
A4-s
IfL. 1?'E'RF:GR1iAANC:E AITIC j3LO. qM, ppUrWA ATjb'N,
fin ac r l"n;Q with the chart ahove, you oiusfirf tall the minirnum"nurn
I
ber of bags, per 1,WO N ft of netar ea foe. esrh
1-1 ff r xix-;mum not GoveraqLa, t, t, qxooeid,that specMemforaach R-Vattle.
Pie' 131j J'Afi)n MUSt b e'ihstaHadlet Or aboVe-the.,P,e llfted imstallled thi6Tmss for eacb;e4alve.
R:01 tnjnhumve g p ic. essht", er tq. ft. of irlsulabon al or,'ziboviD tjj infti al insWed th kn will IT"'IM
rl uci-d 11-Value.
Thi )riXAK,-! s!"DIM riot be mixed with other'blown.insulatbrfs or ft thermal cWms willbecome invalid.
LIGHT R)7UAtt — -Tib,PRIEVE
I
MT OVERHEATING, 130. NOVINWI-VE ON TOP ORWITH'IN T: OF
DI-r-MES, THIS WARNING 00 NOT APPLY TO TYPEIC LltH 'ETFIXTUIRESCIPTOFLUOR §mUl'
NUTURUS VATH THEMA LLY PROTECTE-D BALLASTS.
CITY OF SANFORD
BUILDING & FIRE PREVENTION
6 c) fe—n PERMIT APPLICATI ON
fy] Application No:
Documented Const
Job Address: c)cp Historic District: YesEl No D
Residentiqjlq<Ommercial
Parcel ID:
Demo[] ChangeofUse[I MoveTypeofWork: New-0-`Zddition 'AlterationEl Repair
Description of Work: CjCCA-C,(-_(-_J
Title:
Plan Review Contact Person:
Phone: Fax:, Email:
Property Owner Information
Phone:
Name
Resident of property?
Street:
City, State Zip:
Contractor Information
Name
Phone: 81-3-910'34_0
Street' 103q 59ip e r
Fax.,
tate License No.: (It'
City, State Zip:
S
Architect/Engineer Information
Phone:
Name:
Street:
F
I
ax:
E-mail:
City, St, Zip:
Bonding Company:
Mortgage Lender:
Address:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPROpERTY. A NOTICE OF COMMENCEMENT MUST BEPAYINGTWICEFORIMPROVEMENTSTOYOURINTENDTOOBTAINHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOURECORDEDANDPOSTEDONTFORERECORDING YOUR NOTICE OFANATTORNEYBEFINANCING, CONSULT WITH YOUR LENDER OR
COMMENCEMENT.
workor installation hasandinstallationsasindicated. I certify thatnoApplicationisherebymadetoobtainapermittodotheworkmeetstandardsofalllaws regulating constructionpermitandthatallworkwillbeperformedtocommencedpriortotheissuanceofainthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
ate: 51h Edition (2014) Florida Buildin g CodeFBC105.3 Shall be inscribed with the date of application and the code in effect as of that d
Pemit Application
Revised4l-30,2015
op,ty that may bebeadditionalrestrictionsapplicabletothisIn
NOTIME: In addition to the requirements of this permit, there may other governmental entities such as 'ate'
found inthe public records ofthis county, andthere may be additional -permits required from
management districts, state agencies, or federal agencies. the Property of the requirements of Florida Lien Law4
Acceptance of Permit is verification that I will notify the owner o.f -
A-copyof,tb-exe.t d_cont,acCLq jjequkedbittat-
Th. City d requires payment of a plan review fee at the time of permit su In * )n value o,fthe job at tbe time of submittal. of S-fo"e . plan review charge and will be considered the estimated constrticti, a effect at the time the permit is issued, ininordertocalculaturedbasedonthecurrentICcValuationTablei . al construction value,
The actual consMction value will be fig
c '
cuted contract exceed the actu
accordance with,tocal ordinance. Should aic ' ulated charges figured off the exe . credit will be applied to your permit iees when the permit is issued at all work willegoinginformationisaccurateandthcertifythatailofthefolaning. OWNER'S AFFIDAY ting construction anplicablelawsregulbedoneincompliancewituallap
te
sn o Ag lt
ate
Tg--awre of 0-ier/Agent
pri n C-tractcr/Agent's NBTe
Print owner/Agent' Narne qbs
DM sip-t-` 442"`Y-st"Suf FROK (),Clair
Date
ig— JN,-State of F1.6d. # GG15`1707
15.2021
bonu tuiWlu
Pe sonally Known torWCrintractor/Agent isnt
owner/Agent'is Personally Known to Me or Typ eproduoedIDTyp
Produced ID Type of_ID
BELOW IS FOR OFFICE USE ONLY
Gas[] ROOfF1
El ' 'icaln Mechanical 0 PlumbingnPermitsRequired: BuildingEl q tr Flood Zone:
Occupancy Use: --------
Construction Type'—-- of Stories'. —
Min. occupancy Load:
Total Sq Ft ofBId9'.--------
Tlumbihg - of Fixtures_
New Construction' Flectric - 0 Of AMPS---- e Alarm Permit:' Yes No El
Fire Spri
I
nkler Permit: Yes No 4 Of Heads Fir
WASTE WATER:
APP
I
ROVALS: ZoNrNG:— -
UTILITIES:
BUILDING:--
FIRE: — — —
ENGINEERI14G:
comMENTS:
pemit Application
R-i&: J,,- 30,2015
CONTRACT
AGREEMENT
1 PAGE 1 4 1 OF 41 JOB NAME:
DATE: 6/21/2017
PROPERTY OWNER ORHIS AGENT:_ -pQcumEw:-ELECTRICAL-CONTRACT-.REVISE D-----
PARKSQUARE HOMES LEVEL I - WITH CFL BULBS I fugu GAS/ELECTRIC
AW2=: 5200 VINELAND RD MAgm: ORLANDO
M: ORLANDO a=: FL =:SANFORD
WYNDHAM PRESERVE
PLAN
SERVICE
SIZE SQ FT A/C SYSTEM PRICE
SEBRING 200A 2410
10-kWHEAT240 60A
6,758.00
S-TON AC 240V, 5 A
SORRENTO 200A 2078
8-kW HEAT 240V, SOA
5,465.00
4-TON AC 24OV, 40A
SPRUCE 200A 2774
8-kw HEAT 240V, SOA
7,264.00
4-TON AC 240V, 40A
SUNDANCE 200A 1730
5-kW HEAT 240V, 35A
5,081.00
3-TON AC 240V, 30A
TELLURIDE 200A 2637
10-kW HEAT 24OV, 60A
6,601.00
5-TONAC24OVS A
TRIBECA 200A 1986
8-kW HEAT 240V, SOA
5,608.00
4-TON AC 240V, 40A
TUSCANY 200A 2718
10-kW HEAT 24ov, 60A
6,818.00
5-TON AC 24OV, 5 A
WALTON 11 200A 1811
8_kW HEAT 240V, SGA
5,110.00
4-TON AC 240V, 40A
WELLINGTON 200A 3075
QTY 2) 5-kW HEAT Mov, 35A
7,S87.00
QTY 2) 3-TON AC 240 OA
CONTRACTOR/OWNER:
EDMONSON ELECTRIC:-
1034 ' Skipper Road Tampa, I Phone:(813)910-34U3 - Fa
FILDIEDA LICENSE# ECIM5408
10-8546 -
DATE:
DATE. 11"IZ1111,17
K) V I- I-S,
1111i fill I'll
E iR 1.' T
i j 1 17
2
L-1`-.1RK
2.1
THIS INSTRUMENT PREPARED BY:
Name: Tania Pickering
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
NOTICE OF COMMENCEMENT
Permit Number: 18-1392
Parcel ID Number: 17-20-31-502-0000-1730
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the
following information is provided in this Notice of Commencement.
1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available)
Lot 173 Wyndham Preserve Plat Book 81 / Pages 93-102 3917 Saltmarsh Loop, Sanford FL 32773
2. GENERAL DESCRIPTION OF IMPROVEMENT:
Construction of a new single family residence
3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT:
Name and address: Park Square Enterprises LLC 5 00 Vineland Rd Suite 200 Orlando FL 32811
Interest in property: Fee Simple
Fee Simple Title Holder (if other than owner listed above) Name: 4 ( Address:
4. CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
5. SURETY (if applicable, a copy of the payment bond is attached): Name: N/A
Address: N/A Amount of Bond: N/A
6. L . ENDER: Name: Fifth Third Bank Phone Number:
Address: 5050 Kingsley Dr. MD: 1 MOM Cincinnati, OH 45227
7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section
713.13(l)(a)7., Florida Statutes.
Name: Phone Number:
Adaress:
8. In addition, Owner designates of
to receive a copy of the Lienor's Notice as provided in Section 713.13(l)(b), Florida Statutes. Phone number:
9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified)
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE
CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE
JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
I
IUA
Signature of Owner or Liessed,
ort sntP. glesgiee's
Authorized Officer/D rector/ r)
Vishaal Gupta, Executive Vice President
Print Name and Provide Signatory's Tiqe/Office)
State of County of
The foregoing instrument was acknowledged before me this 13 dav of 20 AL
by jy Id IWW- Who is personally known to me 0 OR
Name of pers6n nYAking statement
who has produced identification 0 type of identification produced: k1A- .0 ft*— n A MASK
Ar
W CMISSION # FF M9108
EXPIRES: 4ne ?7,2019
4OF Sow Tom 10I.P.1 041ary smit"
Notary Signature
a
A
LCORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project N ' ame: Lot 173 Sorrento A LHG - S Builder Name:
Street: 3917 Saltmarsh Loop Permit Office: City of Sanford BU/4'0/
City, State, Zip: Sanford , FL ,
Owner: Park Square Homes
Permit Number 1 3
Jurisdiction: 6#15010
8 9 2 S G) ts
Climate Zone 2 0% Design Location: FL, Orlando County:: Seminole (Florida
Afe-AA1. New construction or existing New (From Plans) 9. Wall Types (2612.7 sqft.) Insulation
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1302.00 ft2
b. Frame - Wood, Exterior R=1 1.0 1026.00 ft2
3. Number of units, if multiple family I c. Frame - Wood, Adjacent R=1 1.0 284.67 ft2
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types (1517.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1517.00 ft2
6. Conditioned floor area above grade (W) 2078 b. N/A R= ft2
c. N/A R= ft2
Conditioned floor area below grade (ft2) 0
11. Ducts R ft2
7. Windows(231.0 sqft.) Description Area a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 415.6
a. U-Factor: Dbl, U=0.55 135.00 ft2
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency
a. Central Unit 34.8 SEER:16.00
SHGC: SHGC=0.25
c. U-Factor: Dbl, U=0.54 32.00 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 33.0 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 2.755 ft.
Area Weighted Average SHGC: 0.232 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (2078.0 sqft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1324.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 561.00 ft2 None
c. other (see details) R= 193.00 ft2 15. Credits Pstat
Total Proposed Modified Loads: 62.25 PA S SGlass/Floor Area: 0.111
Total Baseline Loads: 65.93
I hereby certify that the plans and specifications covered by Review of the plans and
I E.. S.
this calculation are in compliance with the, Florida Ener2y specifications covered by this 0
Code. Bojan Digitally signed yBojan
Paukovic
calculation indicates compliance
PaUkovic CIDat- 2018.03.12 12:55:03 with the Florida Energy Code.
PREPARED BY: 04'0 Before construction is completed 0Rq'
DATE: this building will be inspected for
compliance with Section 553.908 A: LE
I hereby certify that this buildin desig d, is in com plianceiin
Florida Statutes.
with the Florida Energy CrgyC
OWNER/AGEN 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 ACH50 (R402.4.1.2).
Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors,
tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 On for whole house.
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017
PROJECT
Title: Lot 173 Sorrento A LHG - S Bedrooms: 4 Address Type: Lot Information
Building Type: User , Conditioned Area: 2078 Lot # 173
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WYNDHAM PRESERV
of Units: 1 Worst Case: No PlatBook:
Builder Name: Rotate Angle: 45 Street: 3917 Saltmarsh Loop
Permit Office: City of Sanford Cross Ventilation: No County: Seminole
Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford ,
Family Type: Single-family FL,
New/Existing: New (From Plans)
Comment:
CLIMATE
Design Temp Int Design Temp Heating Design Daily TempVDesignLocationTMYSite97.5% 2 5 % Winter Summer Degree Days Moisture Range
FL, Orlando FL—ORLANDO—INTLAR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2078 19099.2
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
1 1 st Floor 1324 12313.2 Yes 2 1 1 Yes Yes Yes
2 2nd Floor 754 6786 No 3 3 1 Yes Yes Yes
FLOORS
y# Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Floor over Garage 2nd Floor ---- ---- 193 ft2 11 0.29 0 0.71
2 Slab -On -Grade Edge Insulatio 1 st Floor 139.5 ft 0 1324 ft2 0.29 0 0.71
3 Floor Over Other Space 2nd Floor ---- ---- 561 ft2 0 0.29 0 0.71
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
V # Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Hip Composition shingles 1697 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6
ATTIC
V# IRCCTypeVentilationVentRatio (I in) Area RBS
1 Full attic Vented 300 1517 ft2 N N
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
r-uh1vi r14U0-'1-U 1 1
CEILING
y Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1 st Floor 30 Blown 1517 ft2 0.1 Wood
WALLS
Adjacent C yiht Width Height Sheathing Framing Solar Below
WAll IN/pe
Space 1P Ft In Ft In A rpn R-Vnlue Ernnfinn Ahqnr, Gr;;dP01,
It
1
Ornt Tn
SW=>W Exterior Frame'- Wood 2nd Floor 11 27 0 9 0 243.0 ft2 0 0.25 0.8 0
2 SW=>W Exterior Concrete Block - Int Insul I st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0
3 SE=>S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
4 SE=>S Exterior Concrete Block - Int Insul 1 st Floor 4.1 10 0 9 4 93.3 ft2 0 0 0.8 0
5 NE=>E Exterior Frame - Wood 2nd Floor 11 27 0 9 0 243.0 ft2 0 0.25 0.8 0
6 NE=>E Exterior Concrete Block - Int Insul 1 st Floor 4.1 55 0 9 4 513.3 ft2 0 0 0.8 0
7 NW=>N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
8 NW=>N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0
9 N Garage Frame - Wood 1 st Floor 11 30 6 9 4 284.7 ft2 0 0.25 0.8 0
DOORS
V Ornt Door Type Space Storms U-Value Width
In
Height
Ft In
Area
Ft
1 SE=>S Insulated 1 st Floor None 4 3 8 24 ft2
2 -=>N Wood 1 st Floor None 46 2 7 8 20.7 ft2
WINDOWS
Orientation shown is the entered orientation changed to As Built (rotated 45 degrees).
Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade ScreeningV
1 SW=>W 2 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 1 ft 0 in DrapesIblinds None
2 se=>S 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None
3 se=>S 3 Metal Low-E Double Yes 0.54 0.25 N 12.0 f t2 1 ft 0 in 1 ft 0 in Drapes/blinds None
4 NE=>E 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None
5 NE=>E 5 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None
6 NE=>E 6 Metal Low-E Double Yes 0.55 0.22 N 115.0 ft2 1 ft 0 in 1 ft 0 in DrapesIblinds None
7 NE=>E 6 Metal Low-E Double Yes 0.54 0.25 IN 4.0 ft2 I ft 0 in 1 ft 0 in Drapes/blinds None
8
1
NE=>E 6 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 I ft 0 in 11 fto in Drapes/blinds None
9 nw=>N 7 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 tt 0 in 1, ft 0 in Drapes/blinds None
10 nw=>N 7 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None
11 nw=>N 8 Metal Low-E Double Yes 0.55 0.22 IN 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None
12 NW=>N 8 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 ft 4 in 1 ft 0 in None None
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017
GARAGE
V # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 420 ft2 420 ft2 64 ft 9,3 ft
INFILTRATION
Scope Method SLA CFM 50 ELA EqLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000409 2228.2 122.33 230.05 .3674 7
HEATING SYSTEM
y # System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:9 33 kBtu/hr 1 sys#1
COOLING SYSTEM
V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 16 34.8 kBtu/hr 1044 cfm 0.75 1 sys#1
HOT WATER SYSTEM
y# System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.9 50 gal 70 gal 120 deg None
SbLAR HOT WATER SYSTEM
VFSEC
Cert # Company Name
Collector Storage
System Model # Collector Model # Area Volume FEF
None None ft2
DUCTS
Supply ----
Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handier TOT CUT ON RLF
HVAC #
Heat Cool
1 Attic 6 415.6 ft 2nd Floor 103.9 ft Prop. Leak Free 2nd Floor --- cfm 62.3 cfm 0.03 0.50 1 1
1
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
r:r)MKA MAf)r,-0017
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Cooling Jan Feb ar Apr Ma y Jun Jul Aug Sep Oct No', Dec
Heating Jan F eb MarN Apr May Jun JUJ1 AugJ1 Sep 0 t NN Dec
Venting Jan Feb Mar Apr May Jun Ju[ Aug Sep Oct Nov Dec
Thermostal 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 6
PM 68 68 68 68 68 68 68 68 68 68 66 66'
3/12/2018 12:50 PM EnergyGauge(& USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
ADDRESS: 3917 Saltmarsh Loop Permit Number:
Sanford , FL ,
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law.
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing
methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approv ed third party shall inspect all components and verify compliance.
I
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal ejnvelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1 . Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 1 Ol/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5
MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
1 . Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
2. Fireplaces and stoves complying with Section R402.4.2 and Section R1 006 of the Florida Building Code, Residential.
R402.4.5 Recessed fighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
SECTION R403 SYSTEMS
R403.1 Controls.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating an
f
d cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric-resi stance heat shall have controls
that, except during defrost, prevent supplemental, heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.1 05(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:
1 Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105*F (41 1C)
or below 550F (1 3oC) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
3/12/2018 12:50 PM EnergyGaugeG USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 1 00'F to 140OF (38oC to 60oC).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
F11403.6.1 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 k403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1 The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from.attics,
crawlspaces, attached enclosed 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 (M6ndatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMUIv,
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1. 4 cf m/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. . Cooling only equipment shall be selected so that its total capacity is not less
than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1 Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
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 50oF (1 OoC), and no
precipitation is failing and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F (4.8oC).
R403.1 0 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.1 0.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste- heat-recove ry 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-retarda,nt cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandatory)he energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights.
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
FORM R405-2017
NEW:
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 94
The lower the EnergyPerformance Index, the more efficient the home.
3917 Saltmarsh Loop, Sanford, FL,
1 . New construction or existing New (From Plans) 9. Wall Types Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1302.00 ft2
b. Frame - Wood, Exterior R=1 1.0 1026.00 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=1 1.0 284.67 ft2
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types Insulation Area
S. Is this a worst case? No a. Under Attic (Vented) R=30.0 1517. 00 ft2
6. Conditioned floor area (ft2) 2078 b. N/A R= ft2
c. N/A R= ft2
7. Windows- Description Area
11. Ducts R ft2
a. U-Factor: Dbl, U=0.55 135.00 ft2 a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 415.6
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2
SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency
c. U-Factor: Dbl, U=0.54 32.00 ft2 a. Central Unit 34.8 SEER:16.00
SHGC: SHGC=0.25
d. U-Factor: N/A ft2
13. Heating systems kBtu/hr Efficiency
SHGC:
a. Electric Heat Pump 33.0 HSPF:9.00
Area Weighted Average Overhang Depth: 2.755 ft.
Area Weighted Average SHGC: 0.232
8. Floor Types Insulation Area 14. Hot water systems
Cap: 50 gallons
a. Slab -On -Grade Edge Insulation R=0.0 1324.00 ft2 a. Electric
EF: 0.9
b. Floor Over Other Space R=0.0 561.00 ft2
b. Conservation features
c. other (see details) R= 193.00 ft2
None
15. Credits Pstat
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. t a new EPL Display Card will be completed
based on installed Code compli t f tures.
Builder Signature: Date: le)
Address of New Home: City/FL Zip:
Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at
techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of
certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building
Commission's support staff.
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
3/12/2018 12:50 PM EnergyGaugeg USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 173 Sorrento A LHG - S Builder Name:
Street: 3917 Saltmarsh Loop Permit Office: City of Sanford
City, -State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
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 corners and headers of frame walls
Walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with
sealed. a material having a thermal resistance of R-3 per,inch
Knee walls shall be sealed. minimum.
Exterior thermal envelope insulation for framed walls
shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls.
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
cavities shall be filled by insulation that on
Narrow cavities installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spac s.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
Pytgnd behind pipino and w'rinn-
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-seaied 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
hp.twp.pnfir s ri nkler rnvpr p a 120 walls or ceili nos,
a. In addition, inspection of log wall s a the provisions of ICC-400.
3/12/2018 12:50 PM EnergyGauge@ USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
wrightsoft, Project Summary
En tire House
One Stop Cooling and Heating
Job: Sorrento A LH G
Date: 03/05/2018
By. LF/RI/BP/AT/MC
7225 Sandscove court, Wirfter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopGooling.com License: CAC032444
W-
N, I, M`10,1,101aggWE . ... .... . , W61 Ih, in W
For: Park Square Homes
FL
Notes:
Weather: Orlando Intl AP, FL, US
Winter Design Conditions
Outside db 42 IF
Inside db 68 IF
Design TD 26 IF
Heating Summary
Structure 20454 Btuh
Ducts 2266 Btuh
Central vent (0 cfm) 0 Btuh
gone)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 22720 Btuh
Method
Construction quality
Fireplaces
Infiltration
Heating
Simplified
Average
0
Coolin
211
19452
0.21
68
Area (ft2) 211
Volume (ft3) 19452
Air changes/hour 0.41
Equiv. AVF (cfrn) 133
Heating Equipment Summary
Make Trane
Trade TRANE
Model 4TWR6036H1
AHRI ref 7562981
OMNI00n",
Summer Design Conditions
Outside db 92 OF
Inside db 74 IF
Design TD 18 OF
Daily range M
Relative humidity 50
Moisture difference 49 grAb
Sensible Cooling Equipment Load Sizing
Structure 20859 Btuh
Ducts 4681 Btuh
Central vent (0 cfm) 0 Btuh
none)
Blower 0 Btuh
Use manufacturer's data n
Rate/swina rnulti ier
Equipmerif sensig, e load
0.97
24876 Btuh
Latent Cooling Equipment Load Sizing
Structure 4048 Btuh
Ducts 971 Btuh
Central vent (0 cfm) 0 Btuh
none)
Equipment latent load 5019 Btuh
Equipment Total Load (Sen+Lat) 29896 Btuh
Req. total capacity at 0.75 SHR 2.8 ton
Cooling Equipment Summary
Make Trane
Trade TRANE
Cond 4TWR6036H1
Coil TEM6A0C36H31 ++TDR
AHRI ref 7562981
Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER
Heating input Sensible cooling 26100 Btuh
Heating output 33000 Btuh @ 47oF Latent cool i ng 8700 Btuh
Temperature rise o IF Total cooling 34800 Btuh
Actual air flow 0 cfm Actual air flow 1160 cfm
A r flow factor 0 cfm/Btuh Air flow factor 0.045 cfm/Btuh
Static pressure 0.50 in H20 Static pressure 0.50 in H20
Space thermostat Load sensible heat ratio 0.84
Capacity balance point = 32 OF
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Mar-12 12:48:14
Right -Suite@ Urtiversal 2018 18.0.11 RSU1 6877 Page 1
ACCI", sktop\TEMP PRINT\Lot 173 Sorrertto A LHG - S.rLp Calc = MA House faces: S
Job: Sorrento A LH G
FF wrightsoft, Right-J@ Worksheet
Date: 03/05/2018
Entire House
By. LF/RUBIPIAT/IVIC
One Stop Cooling and Heating
7225 Sandscove Gout Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: wmuOneStopCooling.com License: CAC032444
1 Room name Entire House PWDR
2 E)posed \Aell 253.5 ft 12.0 ft
3 Room height 9.2 Ift d 9.3 ft heat/bool
4 Room dimensions 4.5 x 7.5 It
5 Room area 2117.3 ft2 33.8 ft2
Ty Construction
number
U-value
BtuM-+
or HTIVI
Btuh/fl
Area (f[2)
or perimeter (ft)
Load
8tuh)
Area (ft2)
or perimeter (ft)
Load
Btuh)
H eat Cool Gross N/P/S Heat cool Gross N/P/S Heat Cool
6
1'1 G
126'
13A-4ocs
4A5-2om
N b.'60'
3.540
0.143
0.550
ne,
n'e'
ne
ne
14.38
3.73
14.35
2
MI '4
23:59:,,
2.90
22.14
43
15
4
512
15
485
0
1808
215
1403
332
70
0
66
0
245
0
0
0
190
0
4B5-2tm
4B5-2fm
4A5'26m-,--ff
0.540
O-W
0 -5,'4 0
ne
ne
dse
14.09
14.09
53
4bq.
23.59
23.59
21w: Sm
4
8
i I
0
0
56
113
2
94
189
2 63
0
4
0 ,
0
0
0
0
56
b
0.
0
94
0
0
t-D
3A-4ocs111DO
12B'
0.143
0.390
U97
s'e-
sk!
3.73
10.18
2.90
12.27
93
24
L, .
I
69
24
11
258
244
L5'
200
294
685
42
0:
42
0
b
156
I'l-i" I
121
0
1: 1 '.' Q,
13A-4ocs
4A5-2om
4'Mw,2 orrY:
13 - A- . 4ocs
0.143
0.550
Z 097
550
L,40
6.143
sw
sw
nw
nw
nw
3.73
14.35
3.73
2.90
21.42
214
2 6
2.90
414
45
279 ,
369
6
O
0
1 85
1377
646
515
690
1068
964
536
0
0
b
0
0
0
q""
0
0
0
b
0
0
0
0
4A5-2om
4A5-2omd
i2C O§i U-'r:i:,,,.-,-,-'-''.!A';!
0.550
0.580
nw
nw
j
n.
14.35
15.14
38
0 i 8
22.14
27.72
15!
1227
30
64
284.
21
0
0
263
431
969
25
664
1 T74
396
1253
0
0
0
0
0
0
W; 6
0
0
0
C
F"
166-30ad
I
0 332 0:
0.44
1.7
0.31
1517 1517
V4
1267 2668 0
P':"qbj,
0
b
o
0
F 22A-tnm
b:649
1.1801 30.80 0.§ 1324 140 4296 0 34 12 370 01
61 c) AED excursion 1 6751 1 -7
Envelope loss/gain 16652 15717 828 399
12 a) Infiltrallon 3802 1373 183 66
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 9 2070 0 0
Appliancestother 1700 0
Subtotal (lines 6 to 13) 20454 20&591 1010 464
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 865 411
14 Subtotal 20454 20859 1875 876
15 Ductloads 11%1 22-/.l 2266 4681 11%1 22%1 1
9tal ro?m load 227201 25540 1 208211 1073
ir required (cfm) 01 1160 1 0 49
Calculations aoiDroved bvACCA to meet all reauirements of Manual J 8th Ed.
4- 2018-Mar-1 2 12:48:14
405*1
1""--11"-'- Right-Sute@ Uriversal 2018 18.0.11 RSUI 6877 Page 1
sktop\TEMP PRINT\Lot 173 Sorrento A LHG - S.rulo Calc = MJ8 House faces: S
wrightsoft, Right-J@ Worksheet Job: Sorrento A LH G
Entire House
Date: 03/05/2018
By. LF/RI/BP/AT/MC
One Stop Cooling and Heating
7225 Sandscove CoutWinter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: wwwOneStopCoolirg.com License: CAC032444
1 Room name STC1 LNDY
2 E)posed viall 17.0 ft 0 ft
3 Room height 9.3 ft heattcool 9.3 ft heaVcool
4 Room dimensions 4.5 x 17.0 ft 6.0 x 7.5 ft
5 Room area 76.5 ft2 45.0 ft'
Ty Construclion
number
U-\ralue
l3tuMf--q
or HTM
BtuhtV)
Area (ft2)
or perimeter (ft)
Load
Btuh)
Area (ft2)
or perimeter (ft)
Load
l3tuh)
Heat Cool Gross N/P/S Heat cool Gross N/P/S Heat Cool
6 A 28"
5,
0'
4A 2.
0.097 3 2 82 P'0
b
b MITb 6
M-0 x 'b 0
11
13A-4ocs,
4A5-2om
0.143
0.550
ne
ne
3.73
14.35
2.90
22.14
58
0
1!4
0
575
0
446
0
0
0
0
0
0
0
0
0
1-D
4135-2fm
4135-2frn
4A5 -2orn J
413
3A-4ocs111DO
0.540
0.540
0097
350C).5
0.143
0.3,90
ne
ne
se
se J
se
se
14.09
14.09
3.73
10.18
2.
23.59
23.59
M
1 42
2 bO
2.90
2.27
Z82
0
4
20
0
0
0
0
0
0
0
O
0
56
Z -;b
0
0
0
0
94
0
0
0
0
0
6;
0-
0
R
0
0
0
0
0
0,
0
0
b
0
0
0
0
0
0
W
13A-4ocs
4A5-2om
12 El 0, m-,
0.143
0.550
580
sN
SN
jyw
im
3.73
14.35
4.35'
09
2.90
21.42
8 2-
0
0
d
0
0
0
0
b
0
0
0
0
0
0
0
0
0
0
0
0
T-j4A5-2omd
D,
13A-4=
4A5-2orn
IDO
540
0.143
0.550
0.580
1
nw
nw
nw
3.73
14.35
15.14
38
0.18
2.90
22.14
27.72
0 1-51
12-27
0
0
0
0
1'()
0
0
0
0
0
0
0
0
0
0
0
v i ZO
U
0
0
56
e,:,:,,-,:2
0
0
21
0
0
K,
210
0
0
0
53
C
F
168-30ad
gcscp
22A-tpm
0.032
1.180
0.84
0.
30.80
1.76
31
0.00
0
0
77
0
0
17
0
5,24,
0
0
0
0
45
0
0
0
0,
0
0,
0
ZX
7
z
1:
N 2.
7,
5, z 7F
VNE j me.
6 c) AED excursion 13 27
Envelope loss/gain 1155 528 294 279
12 a) Infiltration 259 93 0 0
lo) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Applianceslother 01 500
Subtotal (lines 6 to 13) 1414 621 294 77 1
Less external load 0 0 0 00
Lesstransfer 0 0 0 0
Redistribution 1414 621 284 1 82
14 Subtotal 0 0 578 961
15 Ductloads 1 11% 22% 0 0 11% 22% 64 216
Total room load 0 0 642 1177
Air required (cfm) 01 0 1 1
0 53
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
f4- 2018-Mar-12 12:48:14
RigN-Sute@ Universal 2018 18.0.11 RSU1 6877 Page 2
sktop\TEMP PRIN7\Lot 173 Sorrento A LHG - S.rup Calc = MJ8 House faces: S
wrightsoft' Right-J@ Worksheet Job: Sorrento A LH G
Entire House
Date: 03/05/2018
By. LF/RI/BP/AT/MC
One Stop Cooling and Heating
7225 Sandscove CourtWinter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: vAkw0neStopCooling.rom License: CAC032444
I Room name KIT DINE
2 Bposed vall 10.5 It 9.5 It
3 Room height 9.3 ft heaticool 9.3 It heat/000l
4 Room dimensions 14.0 x 10.5 It 1.0 x 147.0 It
5 Rbom area 147.0 1`12 147.0 IF
Ty Construction U-value or HTM Area (ft2) Load Area (ft2) Load
number Btuh4F-,F) Btuh/W) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
H eat Cool Gross N/P/S H eat Cool Gross N/P/S Heat Cool
6
L 46 4A om
4B 5i
0;097
1;-0550
Ew
he,
ne
e 14., 09 221.5G P 0
0
0
e" b
b
2 0
o
r -,b M: I 0
0740
13A-40cs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0
11 4A5-2om 0-550 ne 14.35 22.14 0 0 0 0 0 0 0 0
4B5-2frn 0.540 ne 14.09 23.59 0 0 0 0 0 0 0 0
4B5-2fm
4 A5 -
0.540
0.540
ne 14.09
14.09,
23.59
2 A2
J, 21'.90
0
j A:
0
0
o
0
b
0
b
0
0
0
0
0
0
0 0
t-D
3A-4ocs111DO
1 2B-0
13A-4ocs
0.143
0.390
097'
0.143
se
se
sw
3.73
10.18
3.73
2.90
12.27
2.90
0
0
98
0
0
98
0
0
0
364
0
0
283
0
0
88
0
0
73
0
0
274
0
0
a
212
4B&2fnn'
4A5-2om
12 Osw-
13A-4ocs
0.550
0 0
0.143
sw
nw,
nw
14.35
2
1435
4
3.73
21.42
2- M
2214
2.90
0
0
0
0
0
jr
0
0
0
0
15
P
0
0
2
8
0
0
215
0
321
0
0
0
4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0
4A5-2omd
12c Osw
1
0.580
O'.b§l'
Q
31
nw 15.14
2-38,
2772
2-
0
7
0
0
NO
0 0 0 0
4
0 0
C 1613-30ad 0.03 0.84 1.76 0 0 0 0 56 56 47 98
F., 19c"19csq 9 1:0. M 6 0 0 0
F 22A-inm 1.180 k.80 0.00 147 11 323 0 147 10 293 0
61 c) AED excursion 1 591 1 . 89
Envelope loss/gain 997 420 828 721
12 a) Infiltration 160 58 145 52
b) Roomventilation 0 0 0 0
13 Internal gain& Occupants @ 230 0 0 0 0
Appliances/other 1200 0
Subtotal (lines 6 to 13) 1157 1678 973 774
Less e)dernal load 0 0 0 0
Less transfer 0 0 0 0
Redistibution 63 40 113 72
14 Subtotal 1220 1718 1086 846
15 Ductloads 11% 22'/6 135 38 1 11% 22% 120 1901
Total room load 1355 2104 1207 1036
Air required (drn) 0 961 0. 47
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
2018-Mar- 12 12:48:14
RigN-Suite@ Universal 2018 18.0.11 RSU1 6877 Page 3
sktop\TEMP P RIN-RLot 173 Sorrento A LHG - S.rLp Calc = MJ8 House faces: S
wrightsoft, Right-M Worksheet Job: Sorrento A LH G
Date: 03/05/2018
Entire House
B)r. LF/RI/BP/AT/MC
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwuOrieStopCooling.com License: CAC032444
1 Room name GRT IvUED
2 E)posedvell 32.5 ft 39.5 It
3 Room height 9.3 It heat/cool 9.3 It heat/cool
4 Room dimensions 1.0 x 281.5 It 14.5 x 17.5 ft
5 Room area 281.5 f12 253.8 It'
Ty Construction U-value or HTM Area M) Load Area (ft) Load
number BtuMt--F) BtjhV) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6
4A5 2om
0': 0'97
0.550
n'E'
ne-
53
4.3
2 'f2
14 0
b
0 0
0
Q n-
0 23.59 0 0 0 b b
11
4B5-2fm
13A-4ocs
4A5-2om
0.143
0.550
ne
ne
3.73
14.35
2.90
22.14
0
0
0
0
0
0
0
0
0
i63
15
0
148
0
0
551
215
0
428
332
04135-2frn
4135-2frn
0.540
0.540
0R, `bM7
ne
ne
14.09
14.09
23.59
23.59
0
0
0
0
0
0
0 0
0
0
0
0
0
0 0 0
2fm j 4 6"" .90 0 4N4 0 0,
I-D
3A-4ocs111DO 0.143 se 3.73 2.90 0 0 0
0
0
0
0
0
0
0
0
0
0
0, 0.390 se 10.18 12.27 0 0
M '0 b 0 D', 0 k,5,r j,n- 0
13A-4ocs 0.143 sw 3.73 2.90 158
30
128
4
478
431
371
643
70
0
70 260
0
202
04A5-2om
12
4'A-';-2om
0.550
97
W
sw
nw:
w
1435
2M
l 4.35
21.42
22-14
6 b
0 6 0
b
0,
0 540,` j 4 69 2 -.6b 0 00 0 0
13A-4ocs
4A5-2om
0.143
0,550
nw
nw
3.73
14.35
2.90
22.14
144
0
80
0
299
0
232
0
135
30
105
0
361
431
304
664
4AS-2omd 0-1,80 nw 15.14 27.72 64 0 969 1774 0 0 0 0
0,09
z::O
b M .,-0
o
b 0
0
0
0
i d
0
b
0AlDo'i ` 0-990 n 10, 1 b 12 -2 I 0 0 i; L" 2 U
C 16B-30ad 0.032 0.84 1.76 282 282 235 495 254 254 2112 446
F C-1 9csc' 19 P,:-, 0 -049 0 311 o b 0 0
F 22A-tpm 1.180 30.80 0.00 282 33 1001 0 40 1217 0
T
T
2
2
rZ r d
f
K Z"
6 c) AED excursion 626 37
Envelope loss/gain 3413 4141
1
3278, 2413
12 a) Infiltration 495 179 6011 217
b) Room ventilat on 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 2 460
Applianoe&bther 0 0
Subtotal (lines 6 to 13) 3907 4319 3879 30970
Less external load 0 0 0 0
Less transfer 0 0 0
Redistribution 0 0 0
14 Subtotal 3907 4319 3879 3090
15 Duct loads 433 969 11%1 22% 430 693
Total room load 4340 5289 4308 3783
Air required (cfrn) 0 2401 0 1 72
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
2018-Mar-12 12.48:14
Rigll-Suite@ Unversal 2018 18.0.11 RSU1 6877 Page 4
sktop\TEMP PRINT\Lot 173 SorrertoA LHG - S.rLp Calc= MJ8 House faces: S
11 - Job: Sorrento A LIH G
rF wrightsoft, Right-M Worksheet
Date: 03/05/2018
Entire House
By. LFIRUBIP/AVIVIC
One Stop Cooling and Heating
7225 Sandsrove GoW, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: wwwOreStopCoolirig.com License: CAC032444
I Room name MTOI NUTH
2 Exposed wall 0 ft 13.0 It
3 Room height 9.3 It heal/cool 9.3 ft heat/bool
4 Room dimensions 3.5 x 6.0 ft 6.5 x 13.0 ft
5 Room area 21.0 f12 84.5 112
Ty Construction U-value or HTM At- (ft) Load Area Of) Load
number BtuM?-0q BtuhAl2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 I 6, sw""' 2 q Q'Ibb§7
0 .5 0
n'
re
si
14 35
A Jz "7"'o
0
b
0
b
6
0 0
0
0
C)
0
0
11
13A-4ocs
4A5-2om
0.143
0.550
ne
ne
3.73
14.35 22.14 0
0
0
0
0
0
0
121
0
117
0
436
0
339
01-=G
4135-2frn 0.540 ne 14.09 23.59 0 0 0 0 4 0 56 94
t-D
Wr - -1 1
465-2fm
jau
3A-4ocs111DO
r;;
12 av
0.540
oj
0.143
0.390
ne
se
sell.
se
se
sw:
14.09
09
3.73
10.18
23.59
1 A2
1'.90
2.90
1227
282
0
b,j
0
0
o
0
b
0
0
t ' M, I - "', p,,
0
0
0v ,'
0
d
0
0
N b
0
0
0
0
0
0
0
0
0
0
0
o
0
0
0
G
T--G
13A-,
4A5-2om
rn,
13A-4ocs
0.143
0.550
540
0.143
sw
sw
4w
nw
3.73
14.35
435,
4.,bp
3.73
2.90
21.42
182
al 4
k ?3
2.90
0
0
b
0
0
0
b
b
0
0
0
o
0
0
0
0
0
0
0
0
0
0
b
0
0
0
0
0
0
0
A-
0
0
0
0
b
0
0
4A5-20m 0.550 nw 14.35 2214 0 01 01 01 01 0 0 0
4A5-2omd 0.580 nw 15.14 27'.721 01 0 0 0 0 0 0 0
1
61 c) AED excursion 1 11 1 -21
Envelope loss/gain 18 361 950 532
12 a) Infiltration 0 0 198 71
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 18 36 1148 603
Less external load 0 0 6 0
Less transfer 0 0 0 0
Redistribution 0 0 749 337
14 Subtotal 18 36 1897 941
15 Duct loads 11% 22% 2 8 11% 1 210 211
Total room load 19 44 2107 1152
Air required (dm) 01 21 0 52_
Calculations approved bV ACCA to meet all requirements of Manual J 8th Ed.
2018-Mar-12 12:48-14
Right -Suite@ Universal 2018 18.0.11 RSU1 6877 Page 5
sktop\TEMP P RIN7\1-ot 173 Sorrento A LHG - S.rup Cale = MA House faces: S
wrightsoft* Right-J@ Worksheet Job: Sorrento A LH G
Entire House
Date: 03/05/2018
By. I-FRUBPAT/MC
One Stop Cooling and Heating
7225 SandsGove CoA Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wv OneStopCooling.com License: CAC032444
1 Room name MIC H
2 Exposed vell 0 It 5.5 It
3 Room height 9.3 ft heat/000l 9.3 It heat/cool
4 Room dimensions 1.0 x 60.9 It 1.0 x 172.9 It
5 Room area 60.9 It' 172.9 112
Ty Construction U-value or HTM Area (ft) Load Area (ft2) Load
number Btuh4t2--0q Bbih/ft2) or perimeter (ft) Btuh) or perimeter (ft) 13tuh)
Heat cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1'213-0
4135-2h, A:,
0.097
0 550
O w
ne..
he 1435
1.4-09
2.82
22114
0
0 0
0
0
0
0
0
6
0
0
0
0
b
b
0
11
13A-4ocs
4A5-2onn
0.143
0.550
ne
ne
3.73
14.35
2.90
22.14 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
M465,
4135-2frn
4135-2fm
12B4"
0.540
0.540
0:097
K O.w
ne
ne
se
se
14.09
14.09
2
14 b 91
23.59
23.59
4 Z82
1 M
0
0
0
0
0
0
0
0
Z"Ze, 0
0
0
v"o
0
0
3- b
0
0
0
0
0
0
0
0
t--D
3A-40cs
1'1 DO
0.143
0.390
0;Q97
se
se
c
3.73
10.18
2.90
12.27
0
0
0
0
0
0
O
0
0
0
51
24
27
24
101
244
3A
79
294
o
13A-4ocs
4A5-2om
4Af-2om,,.
0.143
0.550
0097
0.560
0 .540
sw
sw
r1w
hw'
3.73
14.35
53
1 4 35
1 4.bg
2.90
21.42
2 82
22:141
0
0
0
b
0
0
0
b:,
0
0
0
0
0
00
0
0
0
0
0
0
0
0
0
fl
0
0
b
0
0
0
0
G
13A-4ocs
4A5-2om
4A5-2omd
0.143
0.550
0.580
nw
nw
nw
3.73
14.35
15.14
2.90
22.14
27.72
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
b
6 691,
0 390
ZM
10'.1 8 1227
0
0
0"",
0
b
0 0
232
O
C
F
1613-30ad
C19 -,19cST,
22A-tpm
0.032
O.G49
1.180
0.84
0.44,
30.80
1.76
0.31
0.00
43
61
43
0
0
36
1 -.1- 1 ' ' : ',,
0
Y"
76
b
0
0
0
i73
0
b
6
0
4, 11b
169
0
n
0
j
Z Z,,', p
Y
ku
Z
61
6 c) AED excursion 3 19
Envelope loss/gain 36 73 747 501
12 a) infiltration 0 0 84 30
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 36 73 831 532
Less external load 0 0 0 0
Less transfer 0 0 0
Redistribution 171 109 831 532
14 Subtotal 207 1 831
0 0
15 Ductloads 11% 22% 23 41 11 %1 22% 0 0
Total room load I 230 224 0 0
Air required (cfm) O 101 1 01 0
Cal cul ati ons approved by ACCA to m eet al I requi rem ents of M an ual J 8th Ed.
4- 2018-Mar-1 2 12:48:14
Rigli-SuteOUriversaI2018 18.0.11 RSU16877 Page 6
sktop\TEMP PRINT\Lot 173 Sorrento A LHG - S.rup Calc = M,18 HoLse faces: S
Job: Sorrento A LHG
rF wrightsoft, Right-JO Worksheet
Date: 03/05/2018
Entire House
B)r LFRUBPAT/MC
One Stop Cooling and Heating
7225 Sardscove Court, Winter ParK FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: wwwOneStopCoolirig.com License: CAC032444
1 Room name BED2 BED3
2 E)posed viall 25.0 ft 25.0 It
3 Room height 9.0 ft heaV000l 9.0 ft heat/cool
4 Room dimensions 13.5 x 11.5 It 1.0 x 164.0 It
5 Room area 155.3 ft2 164.0 #2
Ty Construction U-value or HTM Area (ft2) Load Area ft2) Load
number Btulvft OF) Btjht2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Coof
6 A 2 N ne 2.82 0 b"' b 0'
0 550' ne 14,35 2 214 0 0 b
0540 w 14.09 23.59 0 0_ 0 0
Vh
13A-4ors 0.143 ne 3.73 2.90 0 0 0 0 0 0 0
11 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0
4135-2frn 0.540 ne 14.09 23.59 0 0 0 0 0 0 0 0
4135-2fnn 0.540 ne 14.09 23.59 0 0 0 0 0 0 0 0
1 213-0sw'e,-- 0.097 se f-,,,,,,,,2 53, x
5 9 213
0 21 42 0 0 0 0 5 2 321'
140 14,09 21.9bI
b b b 0
T-D
3A-4o
11DO
0.143 se 3.73 2.90 0 0 0 0 0 0 0 0
0.390 se 10.18 12.27 0 0 0 0...1.. 0 0 0
12 0 097 23 A 04' 1'04 2, 2 92 3
t-G
13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 sw 14.35 21.42 0 0 0 0 0 0 0 0
U97 rw 53 Z 122 270 300 o
4A5-26 M b 55o rrw 425 22.14 15 0 21 5 332 b 0 0.
AE82firn',,
I 1 11-1. 1 0.54P nW. 14-09 5923-
11. 1
0 4z,: _0 0 d 0-
13A-4ocs 0.143 nw 3.73 2.90 b 0 0 0 0 0 0 0
4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0
4A5-2omd 0.580 nw 15.14 27-72 0 0 0 0 0 0 0 0
A 26'_O k ::, 0 09f 2-38
1 11
1 51 0 b 0
V D 0 390' 2 27, D b 0, 0
C 1613-30ad 0.032 0.84 1.76 155 155 130 273 164 164 137
F 1`9C7 0.'44, b 3f 0 o A 0 90
F 22A-tlDm
z, -
1.180 30.80 O.C 0 0 0 0 0 0 0 0
1 Z
5
6 c) AED excursion 70. 44
Envelope loss/gain 1
877 1267
1
928 1276
12 a) Infiltration 368 133 368 133
b) Room ventlaton 0 0 0 0
13 Internal gains: Occupants @ 230 1 230 1 230
Appliancesiother 0 0
Subtotal (lines 6 to 13) 1245 16301 12961 16391
Less e)dennal load 0 0 0 0
Lesstransfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 1245 1630 1296 1639
15 Ductloads IN 22%1 138 366 11% 22% 144 368
Total room load 1383 1996 1440 2007
Air required (cfm) 01 91 0 91 -
Calculations approved byACCAto meet all requirements of Malrival J 8th Ed.
2018-Mar-12 12:48:14
Rigli-Suite@ Unversal 2018 18.0.11 RSUI 6877 Page 7AC'C',, ...
sktop\TEMP PRINT\Lot 173 Sorrento A LHG - S.rup Calc = MJ8 House faces: S
LL Job: Sorrento A LH G
Tr- wrightsoft' Right-J@ Worksheet
Date: 03/05/2018
Entire House
B y-. LF/Ri/BP/AT/MC
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444
1 Room name T012 BEN
2
3
ExpcsedvaII
Room height
7.5 ft
9.0 ft heaV000l 9.0
24.5 ft
It heat/bool
4
5
R6om dimensions
Room area
6.0 x 6.0 It
36.0 f?
1.0 x
137.0 112
137.0 It
Ty Constructon
number
U-value
BtuM--F)
Or HTM
Btj"2)
Area (ft2)
or perimeter (ft)
Load
Btuh)
Area M)
or perimeter (ft)
Load
Bbih)
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6
I'l
V[
G
s
2
13A-4ocs
4A5-2om
4135-2fm
4135-21rn
4135m2fm,
097
0 850
0.143
0.550
0-140
0.540
097
5566
ne;'
ne
ne
ne
ne
3.73
14.35
14.09
14.09
35
14.09,
2.90
22.14
23.59
23.59
42!'9:
1 M
0
0
P
0
0
0
0
Izj.111
O
6
0
0
0
0
0
0
7, 0
j:
0
0
0
0
0
j" 122,"',
85
0
0
0
0
135
jq_ 11j3
04
15
0
0
0
0
7
j,,'6
89
o
0
0
0
0
i
51.
0
0
0
0
4
0
0
0
0
t-D
D
C
F
3A-4ocs111DO
2
13A-4ocs
4A5-2om .. . ...
4A&2orn
4135-2frn
13A-4ocs
4A5-2om
4A5-2omd
Osw
1 D 0
18-30I94-, 19C -
torn I22A
0.143
0.390
0. 143
0.550
jbj
0.143
0.550
0.580
b.091.
0.
D OK
0:04b
se
se
sw
sw
AW'
nw
nw
nw
3.73
10.18
3.73
14.35
53
1435
3.73
14.35
15.14
238
0.
1 i1108
84
0:44
30.80
2.90
12.27
2.90
21.42
2214
2.90
22.14
27.72
12-27
1 .76
0.3f
0.00
0
0
R, 4
0
0
p
b
0
0
0
0
0
C)
36
36
0
0
0
114
0
0
b
0
0
0
0
0
36
Zg
0
0
0
0
0
0
0
0
0
0
0
0
0
30
f6
0
0
0
0
0
0
0
0
0
0
0
63
0
1
0
0
0
0
b
0
0
0
7
22
0
0
0
0
0
0
0
0
o
0
0
0
4
0
0
0
0
0
0
0
0
0
0
114
7,10
0
0
0
0
0
0
0
0
6
0
41
7
0 .,
61 c) AED excursion 1 411 39
Envelope loss/gain 286 4201 929 1234
12 a) Infiltration 110 40 361 130
b) Room ventilation 0 0[ 0 0
13 Internal gains: Occupants @ 230 0 0 1 230
Appliances/other 0 0
Subtotal (lines 6 to 13) 397 460 1290 1595
Less exL-maI load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 98 536
14 Subtotal 397 460 1387 2130
15 Ductloads 11%j 22%1 44 103 11% 22%1 1541 478
Total room load 441 563 15411 2609
Air required (dm) 0 261 0 1 818
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Mar-12 12:48:14
Rigli-SLite@Uriversa]201818.0.11 RSU16877 Page 8
sktop\TEMP PRIVRI-ot 173 SorrentoA LHG - S.rulo Calc = MJ8 House faces: S
wrightsoft, Rig ht-J@ Worksheet Job: SorrerTto A LH G
Entire House Date: 03/05/2018
By. LFRUBIPAPMC
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: wwwOrieStopCoolir)g.com License: CAC032444
1 Room name LOFF STC2
2 E)posed vall 12.0 It 15.5 ft
3 Room height 9.0 ft heakool 9.0 ft heat/bool
4 Room climendons 1.0 x 191.0 It 4.5 x 11.0 ft
5 Room area 191.0 Jt2 49.5 ft'
Ty Construclion U-value Or HTM Area (ft) Load Area (ft2) Load
number l3tuh/ft2-fl BtuhAP) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat cool
6 Z1'28'sw 7, rie 2.,58 b 0 99
4A5L26M 550 n e 14.35 0 0 0
540 ne, 14.09 0 56
13A-4o. 0.143 ne 3.73 2.90 0 0 0 0 0 0 0
1 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0
4135-2frn 0.540 ne 14.09 23.59 0 0 0 0 0 0 0 0
4135-2fm 0.540 ne 14.09 23.59 0 0 0 0 0 0 0 0
A/ "'Y 2E Osxm 0:097 7 2 82 0 6 0 b 0' 0
4 0 550 Fl-'V" 14 35 21142 0." 0 b 0
413 V,,se, 1 4.09 21 bb 0 0 0 0
I-D
3A-4o cs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 011DO0.390 se 10.18 12.27 0 0 0 0 0 0 0 0
W Sw 11 2 2-8 0 0 0, i-,, ""' : .6' 0
t-G
13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 sw 14.35 21 2 0 0 0 0 0 0 0 0
O'.OW n' w'
74
I . 82 10
1
it 04
4A5-,2orn 0 550 nw 435 22.14 0 0 0 0
413572h 0540 J`11-;?;;I 7, 4 6 O'j":; 0 PO
13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0
4A5-2.md 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 0
0091 2-w l'.51, O 0 0 b
1.1. bol:- 0.390 n iO.18 2 27 0 0 0 0 O O
C 1613-30ad 0.032 0.84 1.76 191 191 160 336 50 50 41 87
C 119 - gcsqo 0.049 b.44 0.311 3 3 1 A 0
F 22A-tiDm 1.180 30.80 0.00 0 0 0 0 0 0 0 0
4
e
6 C) AED excursion 191 22
Envelope lossigain 480 743 441 1 541
12 a) Infiltralion 177 64 228 82
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 657 807 669 624
Less e)dernal load 0 0 0 0
Lesstransfer 0 0 0 0
Redistribution 764 669 624
14 Subtotal 1421 1963 0 0
15 Ductloads 11%1 22%1 157 440 11% 1 0 0
d 1 1579 2403 0 0
Air required (cIm) 0 109 0 0
Calculations aDoroved bv ACCA to meet all recuirements of Manual J 8th Ed.
Fi- 2018-Mar-12 12:48:14
Right-Suite(bl-Jnversa12018 18.0.11 RSU16877 Page 941--C-11,,
sktop\TEMP PRINT1ot 173 Sorrento A LHG - S.rup Calc = MJ8 House faces: S
I L- Job: Sorrento A LH G
rFr wrightsoft* Right-J@ Worksheet
Date: 03/05/2018
Entire House
By. LF/RI/BP/AT/MC
One Stop Cooling and Heating
7225 Sandscove Cou L Winter Park, FL. 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wmuOneStopCooling.corn License: CAG032444
1 Room name
2 Exposed vall 0 It 4.5 It
3 Room height 9.0 ft heaV000l 9.0 It heat/cool
4 R6om dimensions 2.5 x 3.0 It 4.5 x 4.5 ft
5 Room area 7.5 112 20.3 112
Ty Construction
number
U-Vajue
Btuh/If-09
or TM Area (ft)
or perimeter (ft)
Load
Btuh)
Area . (ft2)
or perimeter (ft)
Load
Stuh)
Gross I N/P/S Heat I Cool Gross I N/P/S Heat Cool
6 rl2B-.OMI
13A-4ocs
1 4A5-2onn
4135-2fm
4B5-2fm
0
3A-4ocs1-0 Ill Do
w 13A-4ocs
4A5-2om
4A5-2omd
0.143 ne 3 " 73 2.90
0.550 ne 14.35 22.14
0.540 ne 14.09 23.59
0.540 ne 14.09 23.59
6g07,', 2
0 2142
540 4.09 1'90
0.143 se 3.73 2.90
0.390 se 10.18 12.27
0.'O 7 28
0.143 sw 3.73 2.90
0.550 sw 14.35 21.42
b 097, 2S3
0 4.35' P.4
14.091 23.59
0.143 rnN 2 90
0.550 nw 14.35 22.14
0.580 nw 15.14 27.72
2:38 E51;
0.032 0.84 1.76
0 0.44
I'll w.80 0.00 0
0
0 0
0 0
0 0
0 0
0,
0
0 0
0..
0 0
0 0
0
0 0
0 0
0 0
0
0.
7 36
0 0
61 c) AED excursion 1 11 37
Envelope loss/gain 10 151 119 113
12 a) Infiltration 0 0 66 24
b) Room ventilation 0 01 0 0
13 Internal gains: Occupants @ 230 0 0 4 920
Appliances/other 0 1 01
Subtotal (lines 6 to 13) 10 15 186 1057
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 10 15 186 1057
14 Subtotal 0 0 0 0
15 Duct loads 1 1 0 0 1l%i 22% O-L-0
Total room load 0 0 0 0
Air required (cfm) 0 01 1 0 0
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
2018-Mar-12 12:48:14
Rigli-SuteO Unversal 2018 18.0.11 RSUI 6877 Page 10
ACC'%, ...
sktop\TEMP PRIN-RI-ot 173 Sorrento A LHG - S.rLp Calc = W8 HoLse faces: S
Job: Sorrento A LH G
rF wrightsoft, Right-JO Worksheet
Date: 03/05/2018
Entire House 8 LF/RI/BP/AT/MC
One Stop Cooling and Heating
7225 Sandscove CourtMinter Park, FL32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: wmuOneStopGooling.com License: CAC032444
1 Room name BTI-12
2 Exposed %all 0 It
3 Room height 9.0 It heat/bool
4 Room dimensions 6.0 x 5.5 It
5 Room area 33.0 It'
77 FConslrucbonnumber
U-\ralue
PuNft-fl
or HTM
BtuhV)
Area OF)
or perimeter (ft)
Load
Bbih)
Area
or perimeter
Load
H eat I Cool 1 Gross I N/PS Heat I Cool 1 Gross I N/P/S Heat I Cool
13A-40cs 0.143 ne 3.73 2.
4A5-2om 0.550 ne 14.35 22.1
4B5-2fm 0.540 ne 14.09 23.
4B5-2fm 0.540 ne 14.09 231
12 M ZE
0:550
A 0.540, se
1 3A-4ocs 0.143 se 3.73 2.
11DO 0.390 se 10.18 12.2
13A-4ocs 0.143 sw 3.73 2.
4A5-2om 0.550 sw 14.35 21 4
0 ' 097 nw,
4A5-26m:':'"'.""' 1435 22.1
4B5-2fm''-::. 0 -546
0.143 nw 3.73 2.
4A5-2om 0.550 nw 14.35 22.1
4A5-2omd 0.580 nw 15.14 27.-j
0
i bo' Q. 1 2-
16B-30ad 0 032 0.84 1.5
z:1 9q... i gcscp,-. 1' 0.4
22A-tom 1.180 30.8( 0.(
0
61 c) AED excursion 2
Envelope loss/gain 40 64
12 a) Infiltration 0 0
b) Room ventilation 0 0
13 Internal gains: Occupants @ 230 0 0,
Applianoes/other 0,
Subtotal (lines 6 to 13) 40 41
Less external load 0 0
Less transfer 0 0
Redistribution 3 4
14 Subtotal 42 68
15 Ductloads 11% 22% 5 15
Total room load 47 84
Air required (dm) 01 41
Calculationsaonroved bvACCA to meet all requirements of Manual J 8th Ed.
4- 2018-Mar-12 1248:14
Riglht-SLjte@ Uriversal 2018 18.0.11 RSUI 6877 Page 11ACC'%, ...sktop\TEMP PRIN-R-ot 173 SorrertoA LHG - S.rulo Calc = VJ8 House faces: S
wrightsofta Static Pressure and Friction Rate
Entire House
One Stop Cooling and Heating
7225 Sardsccve Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: whwOneStopCooling.corn License: CAC032444
Job: Sorrento A LH G
Date: 03/05/2018
By. LF/RI/BP/AT/MC
grojecutp,.1 ong R, M RON % -K "0
For: Park Square Homes
FL
Heating Cooling
in H20) (in H20)
External static pressure 0.50 0.50
Pressure losses
Coil 0 0
Heat exchanger 0 0
Supply diffusers 0.03 0.03
Return grilles 0.03 0.03
Filter 0.10 0.10
Humidifier 0 0
Balancing damper 0 0
Other device 0 0
Available static pressure 0.34 0.34
Total length 241 0
Total effective length 241
Heating Cooling
i n/1 00ft) (in/1 00ft)
Supply Ducts 0.141 OK 0.141 OK
Return Ducts 0.141 OK 0.141 OK
M—
1-11 W"A -1, 'rA41-1 gg— ggng
IMF IRWIN E
nWNI '' "" ' '
Q
ng-Elbi, it,11,121-eh 1"I dtail' Igg"I M"I" MIMI - 4P -NEU, 057,, Mg
Supply 4X--35, 11 A=20, 11 J=1 5, 11 G--5, 11 G=5, 11 G=5, 11 G=5, 11 M=20, 11 G=5, 11 G--5, 11 G=5, 11 G--5, USR1 =55:
Total EL=1 85
Return TotalEL=O
wrightsoft*
2018-Mar-1212:48:16
Rig [I-Sijte@ Universal 2018 1M.11 RSU16877 Page I
ACCK sktop\TEMP PRIN-Mot 173 Sorrento A LHG - S.rLp Calc = MJ8 HoLse faces: S
r- - -
1 - -- I.- . I 1 1. -
wrightsoft. Duct System Summary
Entire House
One Stop Cooling and Heating
7225 Sand scove Cou- Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: wwwOreStopCoolirg.com License: CAC032444
External static pressure
Pressure losses
Available static pressure
Supply/ return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.50 in H20
0.16 in H20
0.34 in H20
0.170 /0.170 in H20
0.141 in/100ft
0 cfm
241 ft
Job: Sorrento A LH G
Date: 03/05/2018
By. LF/R1/BP/AT/MC
Cooling
0.50 in H20
0.16 in H20
0.34 in H20
0.170 /0.170 in H20
0.141 in/1 00ft
1160 cfm
ORIQ
MF- CMD'SamAg8rah," dolDd 11-11 AMR@j; p ply_
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FR
Diarn
i n)
HxW
in)
Duct
Matl
Actual
Ln (ft)
Ftg.Eqv
Ln (ft) Trunk
BED2 c 1996 0 91 0.225 6.0 ox 0 A Fx 26.1 125.0 st6
BED3 c 2007 0 91 0.214 6.0 Ox 0 M Fx 24.1 135.0 st6
BED4 c 2609 0 118 0.233 6.0 Ox 0 MFx 25.7 120.0 st6
BTH2 c 84 0 4 0.258 4.0 Ox 0 M Fx 16.7 115.0- st6
DINE c 1036 0 47 0.167 5.0 Ox 0 MFx 33.1 170.0 st5
GRT c 5289 0 240 0.157 8.0 Ox 0 MFx 41.5 175.0 st5
KIT c 2104 0 96 0.177 7.0 Ox 0 AFx 32.1 160.0 st4
LNDY c 1177 0 53 0.184 5.0 Ox 0 MFx 24.6 160.0 st4
LOFT -A c 2403 0 109 0.240 6.0 Ox 0 MFx 21.6 120.0 st6
MBED c 3783 0 172 0 " 141 8.0 Ox 0 MFx 6.2 185.0 st5
MBTH c 1152 0 52 0.145 5.0 Ox 0 M Fx 54.5 180.0 st5
MT01 c 44 0 2 0.151 4.0 Ox 0 MFx 45.6 180.0 st5
MWIC-A c 224 0 10 0.149 4.0 Ox 0 MFx 43.0 185.0 st5
PWDR c 1073 0 49 0.168 5.0 Ox 0 AFx 37.1 165.0 s14
T012 c 563 0 26 0.229 4.0 Ox 0 AFx 23.3 125.0 st6
wrightsoft, 2018-Mar-12 12-.48:16
Rigfi-Suite@ Universal 2018 18.0.11 RSU1 6877 Page 1
CCK ...sktop\TEMP PRINT\Lot 173 Sorrento A LHG - S.rLp Calc = MJ8 HoLse fares: S
Name
Trunk
Type
Htg
Cfm)
CIg
Cfm)
Design
FIR
Veloc
fpm)
Diarn
in)
HxW
in)
Duct
Material Trunk
st4 PeakAVF 0 198 0.168 566 8.0 0 x 0 VinIFIx st3
st3 PeakAVF 0 198 0.168 252 12.0 0 x 0 VinlFIx st2
s12 PeakAVF 0 721 0.141 675 14.0 0 x 0 VinIFIx sti
st-I PeakAVF 0 1160 0.141 656 18.0 0 x 0 VinIFIx
st5 PeakAVF 0 524 0.141 667 12.0 0 x 0 VinIFIx st2
s16 PeakAVF 0 439
1
0.214 559 12.0 0 x 0 VnIFIx sti
Name
Grille
Size (in)
Htg
Cfm)
Cig
Cfm)
TEL
ft)
Design
FR
Veloc
fpm)
Diarn
in)
HxW
in)
Stud/Joist
Opening (in)
Duct
Mal Trunk_
rbl Ox 0 0 1160 0 0 0 0 Ox 0 VlFx
wrightsoft, 2018-Mar-12 12:48:16
Rigft-SJte@ Uriversal 2018 18.0.11 RSU1 6877 Page 2
ACCK sktop\TEMP PRINT\Lot 173 Sorrento A LHG - S.rLp Calc = MA HoLse faces: S
I DV VTW
Job#: Sorrento A LHG
Performed by LF/RI/BP/AT for:
Park Square Homes
Level 1
One Stop Cooling and Heating
7225 Sandscove Court
Winter Park, FL 32792
Phone: (407) 629 - 6920 Fax: (407). 629 - 9307
www.OneStopCooh ng.corn
1 OX6
52 cfm
I EF1 VTW I
Scale: 1 :58
Page 1
Comfort BuOder by WrightsDft
18.0.10 RSU30040
2018-Feb-06 14:30:26
I
A
A-tZ 9 4A RF-CORD Copy
tl/\)O#fiy), rxa 3twijcz,
C rO c) Z 7?9
ArV
x
1.8- 1392
3
4(
j bi. -
RECORD COPY
I
DESCRIPTION AS FURNISHED: Lot 173, WYNDHAM PRESERVE,* as recorded in Plot Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FORICERTIFTED TO: Park Square Enterpris"es, LLC (a Delaware Corporation);
Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
6\0 (9_13CJ'Z, LOT 163
NIN W DATE_q_Llt
Ok to construct single family home
with setbacks and impervious area
shown on plan. 5*3 - 5 "1. i-m(a.
LOT 172
P. C. 196.00
SETBACKS AS FURNISHED
FRONT 25'(*)
REAR 20'
SIDE 5' (40' LOT)
7.5' (60' LOT)
10' (75' LOT)
SIDE STREET = 25' (60' & 75' LOT)
15' (40' LOT)
25- FRONT SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN
2) IN SUCCESSION AT 20' AND A MINIMUM
OF (2) IN SUCCESSION AT 25'
PROPOSED = FINSHED SPOT GRADE ELEVATIONS
PER DRAINAGE PLANS
PROPOSED DRAINAGE FLOW
LOT GRADING TYPE A
PROPOSED F.F. PER PLANS = 30.5'
5.00'
5.00'
Pq
5.00'
LOT 162
LOT 161
N89040'51 'E
40,00'
20.00' 20.00'
P, — 5.00,
14 7'
LANAI
3. O'x4. 0'
15.3'
AC
PROPOSED RESIDENCE
2078—SORRENTO—A
2 CAR GARAGE LEFF
Uiin
LOT 173
U')
COVD.
ENTRY
9.3'
20.7'
16' L
DRIVE WADLK
25.00' 5. 00'
10' UTIL. ESMT.
WALK
CURBI \
B.B.) N89*40'51':E
40. 00,'
LZI
5. 00'
SALTHARSH LOOP
50' PRIVATE R/W)
LOT 174
PLOT PLAN ONLY
PLOT PLAN AREA CALCULATIONS JVO T A SURVEY
TOTAL LOT AREA 4,400 ± SQUARE FEET
FLATWORK ONIOFF LOT = TOTAL ± SQUARE FEE]' FLATWORK
DRIVE 4001 1 10= 5;10 ± SQUARE FEET FOUNDATIONIPAD 1,744 ± SQUARE FEET
WALKS 371 200= 2j7 ± SQUARE FEET REAR PATIO 112 ± SQUARE FEET
FRONT PORCH DECK 62 ± SQUARE FEET
SOD 2,0331 130 = 2, 1'63 ± SQUARE FEET POOL DECK NIA ± SQUARE FEET
NOTE., FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROWDED BY CLIENT - NOT FIELD VERIFIED -
CRUSEiVHEYER -SCOTT
NK
ASSOC, INC - IAND SURVZ,1,yU-HS
LEGEND - LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436
P PLAT PJD.L' POINT ON LINE
NOTES:
FIP FIELDIRON PIPE TYP. PRIC TYPICALPOINTOF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF
IR: IRON ROD PZ.C: POINT OF COMPOUND CURVATURE APT -17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUESPROFESSIONALSURVEYORSANDMAPPERSINCHER5J
C M. CONCRETE MONUMENT RAD. RADIAL 2. UNLESS EA48OSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. Si I I.R. 1/2' I.R. ./NLB 4596 NJR. V.P. NON- ADIAL
WITHIE'SS POINT J. THIS SURVEY WAS PREPARED FROM TITLE. INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY,&E OTHER RESTRIC71ONS
REC. PP:,O:C,:
RECOVERCD
PO NT OF B ' IN NOPOINTK151111''EN'CIZMEIII ALC. C.. P CALEULATED
PER ANENT REFERENCE MONUMENT
OR EASEMENTS THAT AFFECT T141S PROPERTY.
4 NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNL_ESS OTHERWISE SHOWN.
CENTERLIME FF. F1 NIS14ED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED To AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY.
NLD NAIL L DISK B.S.L. 0 UILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES.
R/W R IGHT-OF- AY DIM BE NCHMARK
BASE BEARING 7. BEARINGS, ARC BASED ASSUMrO DATUM AND ON THE UNC SHOWN AS BASE BEARING (O.B.)
E SMT. DRAIN, EASEMENTDRAINAGE 8. ELEVATIONS, IF SHOWN, ARE 11ASED ON NATION AL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED.
UTIL. UTILITY
FENCE
9. CERTIFICATE OF AUTHORIZAT70N N.. 4596.
CL.FC. CHAIN Ll
D.FC. By.. WOOD FENCE
B CONCRETE BLOCK SCALE
P CT:
POINT OF CURVATURE ORDER N..
POINT OF TANGENCY DATE
DESC. DESCRIPTION
CERTIFIED BY. -
18
R RAD IUS PLOT PLAN 03-07-2018 1327
L ARC L NGTH
D DELTA
C CHORD
C.D. CHORD BEARING
NORTH
THIS BUILDING\PROPERTY DOES NOT UE 'IN
T ESTABLISHED 100 YEAR FLOOD PLANE AS PEI '
T
R._ TO ICIE1. R. L, s9t
HE I 'F
JAM SCOTT, 7S 1 4801
BZONE "XI MAP I 12117CO090 F 09-2 -07)
I Fiiename: PARK SQUARE SORRENTO 2,078SF.rrr
RECORD COPY
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
2 2 1
Lighting Summary Standard 3,527 3,527
Optional 4,506 3,527
R-a-n-g-e-s--&--O-v-e-n-s
Range No. No? Nameplate Line Neutral
8000
2 0 0
3 0 0
Range/Oven Summary Standard 6,400 4,480
Optional 8,000 4,480
Dryers
BU14,0DryerNo. No? Nameplate Line Neutral
5000
0A
2 0
3 0
3 9 2DryerSummaryStandard5,000 3,500
Optional 5,000 3,500
Heating and Cooling: Actual Number 2
Name M? Ph No Amps Volts VA HP Line Neutral
M 1 1 14.0 240 3,360 0
M 1 1 2.0 240 480 0
1. M 1 1 5.0 240 1,200 0
1 1 1 1 14 240 1 3,360 0
M 1 1 14.0 240 3,360 0
2 M 1 1 2.0 240 480 0
2 M. 1 1 5.0 240 1,200 0
2 1 1 1 14 240 1 3,360 0
H at/Cool Summary Standard 16,800 0
Optional 16,800 0
Fixed Appliances: Actual Number 6
Name M? Ph No Amps Volts VA HP Line Neutral
DISP 120 600 600 600
DISH 120 1200 1,200 1,200
MICRO- 120 1200 1,200 1,200
WH 1 1 18.5 240 4,440 0
OPT POOL 1 1 10 240 2,400 0
OPT POOL HEAT 1 1 31 240 7,440 0
Fixed Appliance Summary Standard 12,960 2,250
Optional 17,280 2,250
other Appliances: Actual Number 0
Name M? Ph No Amps Volts VA HP Line Neutral
Other Appliance Summary Standard 0 0
Optional 0 0
I 25% of Max Motor:
Line is Std Only; Neutral for Both
Maximum Phase Amps Volts
1 14 240
Heat/Cool Phase Amps Volts
1 14 240
Fixed Appl. Phase Amps Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard only 840 0
SUMMARY
Standard Line Neutral
Total Total 45,527 13,757
Maximum Amperage 190 57
Service Voltage = 240 Service Phase = 1
Optional Line Neutral
Total Total 36,714 13,757
Maximum Amperage 153 57
Service Voltage = 240 Service Phase
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RECORD COPY
RE: P2078AC-T - Park Sq Hms/ Sorrento-AorC 2078 MiTek USA, Inc.
6904 Parke East Blvd.
Site Information: 6
Customer Info: PARK SQUARE HMS. Project Name: P2078AC-T Model: SORRENT 727'8'A'o'r e-Nr4y CIg.
Lot/Block: 173 Subdivision: WYNDHAM PRESERVE 40'
Address: 3917 SALTMARSH LOOP
City: SANFORD State: FLORIDA
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #-.
Address:
City: State. -
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 140 mph
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 49 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# JTruss Name Date No. I Seal# Truss Nam I Date
11 IT12944419 lAl 11/12/18 112 1 T1 2944430 1 B6 11/12/18
12 T`129444 0 lAlT 11/12/18 113 IT12944431 IC1 11/12/18
13 IT12944421 I A2T 11/12/18 114 IT12944432 JC2 11/12/18 1
14 IT12944422 I A3T 11/12/18 115 IT12944433 JC3 11/12/18
15 IT12944423 IA4T 11/12/18 116 IT12944434 ICJ 11/12/18
16 IT12944424 IA5T 11/12/18 117 IT12944435 ICJ1 11/12/18 1
17 IT12944425 IB1 11/12/18 118 IT12944436 ICJ3 11/12/18 1
18 IT12944426 IB2 11/12/18 119 IT12944437 ICJ3T 11/12/18 J
19 IT12944427 IB3 11/12/18 120 IT12944438 ICJ4 11/12/18 1
110 IT12944428 IB4 11/12/18 121 IT12944439 ICJ5 11/12/18 1
I'll IT12944429 JB5 11/12/18 122 IT12944440 ICJ5T 11/12/18 1
This item has bee ally signed and sealed by Magid, Michael, PE using a Digital Signature.
cl
call c
tu'M e tPrintedcopieso ?h i §`16 c' "M)e are not considered signed and sealed and the signature must be verified on anyc
electronic copi s
ANFORD 3492
Z PA RI\' #
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Mid -Florida Lumber Acquisitions, Inc..
Truss Design Engineer's Name: Magid, Michael
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and property incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
STATE 0 F
44/ C)
W,;_px
MiTekUSAJI FRLCe 634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 12,2018
Magid, Michael I of 2
RE: P2078AC-T - Park Sq Hms/ Sorrento-AorC 2078
Site Information:
Customer Info: PARK SQUARE HMS. Project Name: P2078AC-T Model: SORRENTO - 2078 Aor C / Tray CIg.
Lot/Block: 173 Subdivision: WYNDHAM PRESERVE 40'
Address: 3917 SALTMARSH LOOP
City: SANFORD State: FLORIDA
No. Seal# Truss Name I Date
123 IT12944441 JD1 11/12/18
124 IT12944442 ID2 11/12/18
125 IT12944443 ID3 11/12/18 1
126 IT12944444 lEl 11/12/18
127 IT12944445 JE2 11/12/18
128 IT12944446 JR 11/12118
129 IT12944447 IF2 11/12/18 1
130 IT12944448 IF2A 11/12/18
131 IT12944449 JF3 11/12/18
132 IT12944450 JF3G 11/12/18
133 IT12944451 IF4 11/12/18
134 IT12944452 IF4A 11/12/18 1
135 IT12944453 IF5 11/12/18
136 IT12944454 I FE3 11/12/18
137 IT12944455 JF7 11/12/18 1
138 IT12944456 IFT1 11/12/18 1
139 IT12944457 IFT2 11/12/18 1
140 IT12944458 JFT3 11/12/18
141 IT12944459 IFT4 11/12/18
142 IT12944460 JJ3 11/12/18
143 IT12944461 P 11/12/18 1
144 IT12944462 IJ7T 11/12/18
145 IT12944463 IKJ2 11/12/18
146 IT12944464 IKJ3 11/12/18
147 IT12944465 IKJ7 11/12/18
148 IT12944466 JKJ7T 11/12/18
149 IT12944467 IM1 11/12/18 1
2 of 2
Job T ss ype Qty Pa Hms/ Sorrento-AorC 2078
FCOUSMSMT T12944 9rP2078AC-T At ON 6 ry 1
Job RSeqferen
Mid-Floncla Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek industries, Inc. Fri Jan 12 07 49 00 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-HoWSyHE3CoX]YWbbOp2GfP4vaCw3LyeTYIABlpzwgon
7-11-11 15-M 22-0-5 30-0-0
7-11-11 7-0-5 7-0-5 7-11-11 1-0-0
4
Scale = 1:53.5
4X4
4x4 =
6.00 F12
3x4 = 4x6 — 3x4
10-2-3 19-9-13 30-0-0
10-2-3 9-7-11 10-2-3,
4X4 =
LOADING (psf) SPACING- 2-0-0 CS1 ' DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.35 8-10 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.50 10-13 721 180
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.06 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 137 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4SPNo.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 6=126010-8-0
Max Horz 2=1 64(1-C 11)
Max Uplift 2=-328(LC 12), 6 328(1-C 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2096/624, 3-4=-1893/637, 4-5 1893/637, 5-6=-2096/624
BOTCHORD 2-1 o=-441/1873, 8-1 0=-20511211, 6-8=-45511821
WEBS 4-8=-217/820, 5-8=-467/270, 4-10 217/820, 3-10=-467/270
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
BOTCHORD Rigid ceiling directly applied or 9-1-5 oc bracing.
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, bCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; M\AIFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to
18-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=328,6=328.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARAIING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE mli-7473re, 1010312015 BEFORE USE.
Design valid for use only with MiTelk@ 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
is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the 10 OUR,
fabdcatign, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T ss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944420
P2078AG-T AlT SPECIAL I
Job Referenc
mia-t-ionaa LUMDer, tsanow, 1-L. .. ". . —P .' — i , -.' — I . .1. . . - -
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-1-3q9dEhz6f9AgAnaXZVCdd34cFA4MHcmywkHFzw9om
Ii-0 2 7 7-4-0 12 8 15,0: 19-9-11 4-7-" 30-0-0 i I _0_)
2 4-8-8 4-9-13 5-4-5 1-M4"
Scale = 1:55.9
5x8
2.4 11 4X14 — 13 12
1 . 5x4 11
1.5X4 3x10
3X4 4x4
270 7-4-0 '1 2 - D8 22-2-12 30-0-0
2-12 -942-51 4-8-8 4, 1,_8 7 7
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.19 15-21 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.39 15-21 908 180
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.22 9 nia n1a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
1-3: 2x6 SP No. 1
BOTCHORD 2x4 SP No.2 *Except*
2-14: 2x6 SP No. 1, 4-13: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-3 2x6 SP No. 1 one side
REACTIONS. lb/size) 1=1204/0-8-0,9=1249/0-8-0
Max Harz 1 162(1_C 10)
Max Uplift 1 276(1_C 12), 9=-325(LC 12)
DA
6
PLATES GRIP
MT20 244/190
Weight: 200 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-7-10 oc puffins.
BOTCHORD Rigid ceiling directly applied or 8-3-10 oc bracing.
FORCES. (lb) -Max. Cam p./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-545/195, 2-3=-2793/796, 3-4 1 944/613, 4-5 1 891/670, 5-6 1 395/505,
6-8=-2014/619, 8-9=-2213/648
BOTCHORD 2-15 608/2552, 14-15 606/2531, 11-12=-357/1565, 9-11 =-501/1945
WEBS 3-15 52/407, 3-14=-989/319, 12-14=-165/1157, 5-14=-353/1191, 6-12=-560/245,
6-11 =-85/451. 8-11 =-297/165
NOTES-
1) Attached B-6-3 scab 1 to 3, front face(s) 2x6 SP No. 1 with 2 row(s) of 1 Od (0. 131 "x3") nails spaced 9" o.c.except : starting at 1-11-3
from end at joint 1, nail 2 row(s) at 2" o.c. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18, M\A(FRS (directional) and C-C Exterior(2) 0-4-0 to 3-3-0, Interior(l) 3-3-0 to 15-0-0, Exterior(2) 15-0-0 to
18-0-0 zone;C-C for members and forces & M\1VFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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) 1 considers parallel to grain value using ANSIrrP1 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=276,9=325.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE
Design valid for use only with MTeke 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
is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 10 OR,
fabrication, storage, delivery, erection and braung of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Adexandria, VA 22314. Tampa, FL 36610
Job Trus Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944421
P2078AC-T A2T SPECIAL I
Job Reference (optional)
Mid-Fiorida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Jan 12 07:49:02 2018 Page I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-DAdCNzFJjQnOnq_8E4kkqgDgCbTpigm?cfHqizwgoI
02-V 7-4-0 L2,:2:8 310 17-0 2-,1,2 30-0-0 1-0-9
2_ _ _:
9 i3_ i
30. 4-8-8 4 , _ 1 -8 4-0-0
i
6-2_ 6-94 1 -M
4X4
6-oo 5_2 4X8
4 27 28 5
2X4 11 4x14 2x4 11 12 11 10 9
1X4 1 X4 11 3xl 0 1.4
1.4
7-4-0 2 8 17 001 23-2-12 30-0-0
2-l It- 1 4-1-1 4 rl 1 :1 4 6-2-12 6-9 4
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84
TCDL 10.0 Lumber DOL 1.25 BC 0.82
BCLL 0.0 Rep Stress Incr YES WB 0.82
BCDL 10.0 Code FBC2017fTPI2014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
1-3: 2x6 SP No. 1
BOTCHORD 2x4 SP No.2 *Except*
2-13: 2x6 SP No.1, 12-16: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x6 SP No.1
LEIR SCAB 1-3 2x6 SP No.1 one side
DEFL. in (loc) I/defl L/d
Vert(LL) -0.19 14-21 >999 240
Vert(CT) -0.39 14-21 >909 180
Horz(CT) 0.22 7 n/a n/a
Scale = 1 56.0
4x4 =
PLATES GRIP
MT20 244/190
Weight: 195 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-5-15 oc puffins.
BOTCHORD Rigid ceiling directly applied or 8-1-8 oc bracing.
REACTIONS. (lb/size) 1=1215/0-8-0 7=1257/0-8-0
Max Horz 1 142(1_C 10)
Max Uplift 1 273([_C 12), 7 323([_C 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-536/200,2-3=-2826/830, 34 1893/623, 4-5 1609/593' 5-6 1605/553,
6-7=-2216/666
BOTCHORD 2-14=-644/2588, 13-14 642/2569, 9-10=-513/1919, 7-9=-513/1919
WEBS 3-14=-34/416, 3-13=-1064/361, 4-13=-146/561, 6-10=-6501260, 6-9=0/284,
10-13=-29211373, 5-13 106/4911
NOTES-
1) Attached 8-6-3 scab 1 to 3, front face(s) 2x6 SP No. 1 with 2 row(s) of 1 Od (0. 1 31"x3") nails spaced 9" o.c.except: starting at 3-8-12
from end at joint 3, nail 2 row(s) at 2" o.c. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=30ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-3-0, Interior(l) 3-3-0 to 13-0-0, Exterior(2) 13-0-0 to
20-G-0, Interior(l) 20-0-0 to 31-0-0 zone:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 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-G-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
1=273,7=323.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WII-7473 re 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indiidual truss web and/or chord members only. Additional temporary and Penmanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Thus Truss Type City Ply Park Sq Hms/ Sorrento-AorC 2078
T12944422
A3T SPECIAL 1
all
tvlo-f,ionaa LumDer, banow, I-L. 0'' ou 5 07P I D U I I IVII I eK IFIUU5UI 5, I I 1U. r I I Jdl I I Z U/.ffU.UJ ZU 10 rdy I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-hNBbaJGxUjvtP_KAjybzH2iPZQxtYGSvEGPrM8zw9ok
2-1: 11 2 19-0-0 24-2-12 10-09- 1 11-0-0 T 11144-2 4-21 6-11-8 5-2-12
Scale = 1:52.2
6Do 5_2
RFFFR TO N()TF *1
5X5 =
1.5X4 11 4X8
4 5 26 27 28 29 6
2X41 11
1— — 12 11 10
1 X4 11 3X4 11 5x8 1 X4 11 4x4
9 l2 o 2-o-81 19-0-0 N '_1 2111:i 6-11-82- H-8 4-2 12 1-9-40
Plate Offsets MY)— [2:0-7-8,0-1-41, [3:0-2-14,0-3-41, [4*0-2-8.0-2-41, [6:0-5-4,0-2-01, [13:0-2-8,0-2-121, [17:0-0-14,0-1-41
LOADING (ps" SPACING- 2-G-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.20 14-20 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.81 Verl(CT) 0.40 14-20 894 180
BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.22 8 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
1-3: 2x6 SP No.1
BOTCHORD 2x4 SP No.2 *Except*
2-13: 2x6 SP No. 1, 5-12: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x6 SP No. 1
LBR SCAB 1-3 2x6 SP No. 1 one side
REACTIONS. lb/size) 1=1204/0-8-0,8=1249/0-8-0
Max Horz 1=121(LC 10)
Max Uplift 1 276(!_C 12), 8 325(1_C 12)
PLATES GRIP
MT20 244/190
Weight: 196 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-2-12 oc purlins.
BOTCHORD Rigid ceiling directly applied or 7-10-10 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-5301204, 2-3=-2870/870, 3-4 3046/1018, 4-5 1919/696, 5-6 1921/701,
6-7 1764/610, 7-8=-22371702
BOTCHORD 2-14=-683/2631, 13-14 423/1806, 5-13 419/215, 10-11 =-555/1946, 8-1 O 55511946
WEBS 3-14=-543/267, 4-13=-1 65/547, 11-13=-347/1380, 6-13 1 55/574, 6-11 =-12/281,
7-11 =-503/217, 4-14=-417/1255
NOTES-
1) Attached 7-11-3 scab 1 to 3, front face(s) 2x6 SP No. I with 2 row(s) of 1 Od (0. 131 "x3") nails spaced 9" o.c.except : starting at 3-1-13
from end at joint 3, nail 2 row(s) at 2" o.c. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18 MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-3-0, Interior(l) 3-3-0 to 11-0-0, Exterior(2) 11-0-0 to
22-0-0, Interior(l) 22-0-0 t 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip
DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 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) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b)
1=276,8=325.
v!)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE U11-7473 —.1010312015 BEFORE USE.
Design valid for use only with MiTel,11) connectors. This design is based only upon parameters shown, and is for an indivdual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 22314. Tampa, FL 36610
Job Truss oty Ply Park Sq Hms/ Sorrento -AorC 2078
r.
russ
TyLpe T12944423
P2078AC-T A4T PEC A
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Jan 12 07:49:04 2018 Page 1
ID:LwgEfgAbgYkKfRKdr2TZXPzS7xJ-9ZIzofHaF1 lkl8vMFf6CpFFaJpDTHh72Sw8Ouazw9oj
12 2 8 16 4 21-0-0 2 2 0-0 1 _0: P,
0
9-0-0 -6 -12-i-,20 Oil 3-2 21 3 4-5-12 4-5-12 4-2 2 4-114 -M
Scale = 1:51.3
REFER TO NOTE #1
FOR SCAB CONNECTION. 5X8
l.bx4 11 3X4 4x8
26 4 5 27 6 28 29 7
6.00 [12
3x4
600 - 12
3x4 .5
26 4
30
1.5x4
2x4
2 31
1
16 15 14 "1 9 10 ic? 6X8
X4 xt
6 8
2x4 3x4
X 13 12 11
2X4 11 1.5X4 11
2X4 4x10 3x4 3X8
12 9-O O 2 -8 16,614 21-0-0 30-0-0
1
2-1-. Qipl 12 3" 2 4-11 M-0
LOADING (ps, SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83
TCDL 10.0 Lumber DOL 1.25 BC 0.98
BCLL 0.0 Rep Stress Incr YES WB 0.69
BCDL 10.0 Code FBC2017fTPI2014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
1-4: 2x6 SP No. 1
BOTCHORD 2x4 SP No.2 *Except*
2-14: 2x6 SP No.2, 5-13: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-4 2x6 SP No.1 one side
REACTIONS. (lb/size) 1=1204/0-8-0,9=1249/0-8-0
Max Horz 1=-100(LC 10)
Max Uplift 1 =-276(LC 12), 9=-325(LC 12)
DEFL. in (loc) I/defi L/d
Vert(LL) -0.19 14 >999 240
Vert(CT) -0.39 11-25 >912 180
Horz(CT) 0.22 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 202 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-7-7 oc purlins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-5301206, 2-3 3264/1021, 3-4 24281796, 4-5 2418/840' 5-6 2408/838'
6-7=-1941/718, 7-8 1923/651, 8-9=-2225/752
BOTCHORD 2-16 858/3068, 15-16=-858/3068, 14-15=-536/2123, 11-12 432/1669' 9-11 607/1967
WEBS 3-16=-53/295,3-15 1100/380,4-15=-171/628,4-14=-162/508,12-14=-493/1812,
6-14 154/611,6-12=-678/250,7-12=-157/473,7-11=-48/395,8-11 349/199
NOTES.
1) Attached 10-2-10 scab 1 to 4, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at
1-11-3 from end at joint 1, nail 2 Fowls) at 2" o.c. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) \Arind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-3-0, Interioni 3-3-0 to 9-0-0, Exterior(2) 9-0-0 to
24-0-0, Interior(l) 24-0-0 to 31-0-0 zone;C-C for members and forces & M\A1FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 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) 1 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 100 lb uplift at joint(s) except (=Ib)
1=276,9=325. -
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE U11-7473 re, 1010312015 BEFORE USE.
Design valid for use only with MiTelke connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design paramelers and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infortmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss T ss Type oty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944424
P2078AC-T A5T SPECIAL 1
at)
mia-t-ionaa LUMDeF, bariow, rL. ..— . —P '. '..' — -.. — .'-- '... -W .
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-dIJL??ICOL9bflUYpNeRMTnIXDhSO6tChauyQOZW9oi
2-5,0 12-M 44-0 8-1-2
1 23-0-0 2-12 -0
4 N 5-M 2 4 2 -14 V2 2 3-
0
1
Scale = 1:52.2
6.00 5_2
5X8 =
3X4 11 5X8 = 1.5x4 11 4x8
3 26 27 4 28 5 29 30 6 31 32 7
A
Ic?
2X4 11 ", — 14 13 12 __ 11
1.1x4 11
1.5X4 6X6 5xii = 3x4 3x4
12- 2 1 0 02- 12-0-8 18-7-2 23-0-0 212 2 1 -Ml -_4
2_ _O
5_0 O_V8 4:i 5-M 2." 4_,2 4-4-14
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.11 16-22 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.21 115-22 809 180
BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.09 13 n/a n/a
BCDIL 10.0 Code FBC2017rrPI2014 Matrix_MS Weight: 160 lb FT = 20%
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
1-3: 2x6 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
4-14: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=396/0-8-0, 9=669/0-8-0, 13=3116/0-8-0
Max Horz 1 80(1_C 6)
Max Uplift 1 1 26(LC 8), 9=-21 1 (LC 8), 13=-945(LC 8)
Max Grav 1 =404(LC 17), 9=731 (LC 18), 13=3116(LC 1)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-3-8 oc purlins.
BOTCHORD Rigid ceiling directly applied or 4-4-7 oc bracing.
WEBS I Row at midpt 3-15
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-451/256, 34 293/1264, 4-5 310/1306, 5-6 72/301, 6-7 7213011, 7-8=-930/291,
8-9=-1 1511311
BOTCHORD 2-16=-187/412,15-16 189/438, 4-15 409/215,12-13 1708/577,11-12=-210/813,
0— 11 =-217/1012
WEBS 3-16=-121/488,3-15=-1873/578,13-15 1840/637, 5-15=-231/635, 5-13=-21251701,
7-11 80/643, 8-11 282/114, 6-12=-520/267, 5-12 606/2064, 7-12 1049/290
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf ' BCDL=3.Opsf ' h=25ft, 8=45ft, L=30ft, eave=4ft, Cat.
11; Exp 8, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except 0=1b)
1=126,9=211,13=945.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 139 lb up at
7-0-0, 80 lb down and 91 lb up at 9-0-12, 80 lb down and 91 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 lb down and
106 lb up at 15-0-0, 97 lb down and 106 lb up at 16-11-4, 97 lb down and 106 lb up at 18-11-4, and 97 lb down and 106 lb up at
20-11-4, and 189 lb down and 206 lb up at 2a-0-0 on top chord, and 340 lb down and 158 lb up at 7-0-0, 66 lb down at 13-0-12, 66
lb down at 15-0-0, 66 lb down at 16-11-4, 66 lb down at 18-11-4, and 66 lb down at 20-11-4, and 327 lb down and 97 lb up at
22-11-4 on bottom chord. The designiselection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6).
LOAD CASE(S) Standard
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 re, 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the ki
fabdcation , storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Trus Truss Type Qty Ply Park Scl Hms/ Sorrento -AorC 2078
T12944424
P2078AC-T A5T SPECIAL 1 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:05 2018 Page 2
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-dIJL??ICOL9bflUYpNeRMTn[XDhSO6tChauyQOzw9oi
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-21=-82, 3-21=-60, 3-7=-60, 7-10 60, 15-20=20, 14-23 20
Concentrated Loads (lb)
Vert: 3 80fl 7=-142(F) 16 340fl 1 1=-327(F) 26=-80(F) 27=-80(F) 28=97(F) 29=-97(F) 30=-97(F) 31 97fl 32 97fl 33=41(F) 34=41 (F) 35 41fl
36=-41 (F) 37=41 (F)
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GEMII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekV connectors. This design is based only upon parameters shown, and is for an indimdual 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
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the Mae I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944425
Bi SPECIAL 1
ah
M10-1-101710a LUMUeF, t5anow, I-L.
ID:LwgEfgAbl'Kd'r'2"T'Z'XP'z'S' 7'x"J" '6'4'D"L'lq'n"e"H'S"G"R"21'N'4"9g'v"g'K'v'fd'w'nid'*S'L'w'E'd'V'zT'z'w9'oh'
6-7-4 12-M 184-0 20-0-0 27-0-0
7-0-01-M 6-7-4 5-8-0 1-M
4X4 =
4
3X4
3x4 3x4
3x10 = 1.5X4 3x4
LOADING (psf) SPAICING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 20. 0 Plate: Grip DOL 1.25 TC 0.78 Vert(I-L) 0.22 10-12 999 240
TCDL 0 L.- Der DOL 1.25 BC 0.93 Vert(CT) 0.41 10-12 800 180
BCLL 0 00 Rep Stress Incr YES WB 0.57 Horz(CT) 0.06 7 n/a n/a
BCDL 10.0 Code FBC2017/-rP[2014 Matnx-MS
Scale = 1:49.0
PLATES GRIP
MT20 244/190
Weight: 132 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1140/0-3-8,7=1140/0-3-8
Max Horz 2 135(1-C 10)
Max Uplift 2 299([-C 12), 7 299([-C 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1909/608,3-4=-1661/573, 4-5 2130/792,5-6 1799/629, 6-7 1914/608
BOTCHORD 2-12=-425/1673, 10-12 216/1145, 9-1 0=-448/1641, 7-9=-445/1635
WEBS 3-12=-409/235, 4-12=-141/631, 4-10=-403/1080, 5-10 10851436, 6-10=-831522
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft, L=27ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; M\1VFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 12-8-0, Exterior(2) 12-8-0 to
15-8-0, Interior(l) 18-4-0 to 28-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water 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 2 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) except @=Ib)
2=299,7=299.
A
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(l) connectom. This design is based only upon paramelers 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 pre,rent collapse with possible personal injury and properly damage. For general guidance regarding the M- omm—
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSItTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314, Tampa, FL 36610
Job T ss T ss Type Qty Park Sq Hms/ Sorrento-AorC 2078Ply
T12944426
P2078AC-T B2 SPECIAL 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:07 2018 Page I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-a8R5QhJSYyPJubd)=gvRut41 1 J4U4xV9uN2vvzw9og
6-7-4 12-M 20-4-0 27-0-0 ?8-M
7-M 5-0-0 1-M, 6-74 -12
Scale = 1:49.0
4x4
13 11 10 9
3x5 1 X4
3x4
3x8 3.4 = 1.4 3x4
6-7-4 12-M
LOADING (ps, SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80
TCDL 10.0 Lumber DOL 1.25 BC 0.73
BCLL 0.0 Rep Stress Incr YES WB 0.56
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.12 10-11 >999 240 MT20 244/190
Vert(CT) -0.29 10-11 >999 180
Horz(CT) 0.08 7 n/a n/a
LLIMBER- BRACING-
TOPCHORD 2x4 SP NO.2 *Except* TOPCHORD
4-5: 2x4 SP No. 1 BOTCHORD
BOTCHORD 2x4 SP No.2 WEBS
VVEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1140/0-3-8,7=1140/0-3-8
Max Horz 2 135([_C 10)
Max Uplift 2 299([_C 12), 7=-299(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 957/588, 3-4 1 398/494, 4-5=-1 413/470, 5-6=-2153/718, 6-7 2007/634
BOTCHORD 2-13=-412/1688, 11-13=-412/1688, 10-11 =-607/2187, 9-1 0=-489/1742, 7-9=-486/1739
WEBS 3-13=0/252, 3-11 =-613/243, 4-11 199/767, 5-11 1067/425, 5-1 O 590/256,
6-10 226/803
Weight 134 lb FT = 20%
Structural wood sheathing directly appijed or 2-2-0 oc puriins.
Rigid ceiling directly applied or 7-6-14 oc bracing.
1 Row at midpt 5-11
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 8=45ft; L=27ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.181 MVVFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 12-8-0, Extedor(2) 12-8-0 to
15-8-0, Interior(l) 20-4-0 to 28-0-0 zone;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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=299,7=299.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDEDMITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID 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 verry the applicability of design parameters and properly incorporate this design into the overall
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Kbuildingdesign. Bracing indicaled,is to prevent buckling of individual Iruss web and/or chord members only. Additional temporary and permanent bracing iro I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSln`Pl1 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944427
P2078AC-T B3 SPECIAL I
Job Reference (optional)
Ivid-Flonda Lumber, bartow, L. ts. i ju s ,ep i z) zu i / MI I eK inaustries, Inc. rn jan I z u 1:4:uf zu i o rdye i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-a8R5QhJSYyPJubdxxngvRutBmlJ3U2LV*guN2VVZw9og
7:8 L2 -0 22-" O Ig 8-M
1i
4X4 =
5
14 1.5 1 11
3x4
3X4
3X8 7x6 3X4 = 3X8
4x4
LOADING (ps" SPACING- 2-0-0 CS1. DEFL. in (loc) I/def! L/d
TCILL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.12 13 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.24 12-13 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.08 9 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS
Scale = 1:49.0
PLATES GRIP
MT20 244/190
Weight: 151 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-4-7 oc purlins.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 8-10-8 oc bracing.
9-13: 2x6 SP No.2
WE B S 2x4 SP No.3
REACTIONS. (lb/size) 2=1166/0-3-8,9=1521/0-3-8
Max Harz 2=-1 35(LC 6)
Max Uplift 2 307(1_C 8), 9=-41 1 (LC 8)
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2095/506,3-4 1963/507,4-5=-1406/409, 5-6=-1427/403, 6-7=-2165/547,
7-8=-30131745, 8-9 2674/659
BOTCHORD 2-15 379/1832, 14-15 273/1510, 13-14 373/1890, 12-13 689/3080, 11-12=-540/2425,
9-11 =-528/2377
WEBS 4-15=-77/393, 4-14=-456/174, 5-14=-250/950, 6-14=-845/271, 7-13=-1 243/332,
7-12=-6791196 8-12=-1 80/920, 8-11 =-I 23/491, 6-13=-82/504
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat.
11; Exp B; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=307, 9=41 1.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 407 lb down and 133 lb up at
25-3-4 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-60, 5-7=-60, 7-8=-60, 8-10=-60, 9-16 20
Concentrated Loads (lb)
Vert: 21 407fl
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job Truss T ss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944428
P2078AC-T B4 SPECIAL 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:08 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-2K—udlK4JGXAV,AC7UVBS SPL9Re4Da3eNY6clLzw9of
8-8 2_:M0 0-0 21-2-12 57-0-0108TV11i
4-2 T8-_O 2. _0 5-2-12 5-94
Scale 1/4"=1'
c?
5x5
4 4 = -- — 6 24
4x4l
725
1b 14 1.1 11
4x4
3x4
3x4
3X8 1.5X4 3x4l
3x4 =
8-10-8 1-M 5-5-8 5-2-12 5-94
Plate Offsets (X,Y)— [6:0-2-8,0-241
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 0.81
BCLL 0.0 Rep Stress Incr YES WB 0.37
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1140/0-3-8,9=1140/0-3-8
Max Horz 2 1 19(LC 10)
Max Upljft 2 299([_C 12),9 299(1_C 12)
DEFL. in (loc) I/defl L/d
Vert(LL) -0.14 15-18 >999 240
Vert(CT) -0.29 15-18 >999 180
Horz(CT) 0.07 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 146 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-10-8 oc purlins.
BOTCHORD Rigid ceiling directly applied or 7-10-10 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1998/696, 34 1716/603, 4-5 1495/588, 5-6 1696/688' 6-7 1289/534'
7-8 1511/555, 8-9=-2000/637
BOTCHORD 2-15=-554/1760, 14-15=-393/1495, 12-14=-310/1294, 11-12=-494/1736, 9-11 494/1736
WEBS 3-15=-332/184, 4-15=-104/473, 5-14=-699/292, 6-14=-245/610, 7-112 120/408,
8-12=-525/218
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) \Afind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=27ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-G-0 to 2-0-0, Interion(l) 2-0-0 to 8-1G-8, Exterior(2) 8-10-8 to
15-8-0, Interior(l) 15-8-0 to 28-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water pond ing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=299,9=299.
14
6'
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
A WARNING - Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 1010312015 BEFORE USE.
Design valid for use only with MiTek(& conneclors. This design is based only upon parameters shown, and is fo 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
buildingdesign. Bracing indicated is to prevent buckling of individual muss web andlor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing oftrusses and tnuss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandna, VA 22314. Tampa, FL 36610
Job T ss Truss Type Qty Ply Park Sq Hrns/ Sorrento-AorC 2078
T12944429
P2078AC-T B5 HIP 1
Job Reference Ioptional)
mia-"Onaa Lumoer, bartow, - L. b.iju s z ep io zui i mi i eK inaustries, Inc. t-n jan iz u/:4 j:uv zuits t-age I
ID:LwgEfgAbgYkKfRKdr2TZXPzS7xJ-WWYsrMLi4ZgO7vnK2CiNWJyWecL_8y3bocCs9Zozw9oe
94 13-" :2:0 2-2_ 2 27-0-0 --
18 18ZL4114-2 112 4-9-44-94 112 4-"
Scale = 1:47.2
4X4
3x4 4x4
4 20 5 21 6
12 10
4x4
US
3x4
3X8 4x4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CS1.
TC 0.41
BC 0.82
WB 0.23
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl L/d
0.14 10-18 >999 240
0.30 10-18 >999 180
0.07 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 132 lb FT = 20%
LUMBER- BRACING.
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-10-6 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 7-9-2 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1140/0-3-8,8=1140/0-3-8
Max Horz 2=-99(LC 10)
Max Uplift 2 299([_C 12), 8=-299(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=19891718,34 11687/600, 4-5 1464/584,5-6=1464/584,6-7 1687/600,
7-8 19891718
BOTCHORD 2-12 570/1756,10-12 444/1606,8-10 578/1756
WEBS 3-12 349/228, 4-12=-126/494, 5-12=-296/134, 5-10=-2961134, 6-10=-126/494,
7-10=-349/228
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=27ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18 ' MWFRS (directional) and C-C Exterior(2) -1 -0-0 to 2-0-0, Interion(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to
22-4-11, Interior(l) 22-4-11 to 28-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (it=lb)
2=299,8=299.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
M 11111132MEMMMMISIM11I
WARNING - Verify design parameters and READ NO TES ON THIS AND INCL UDED MITEK REFERENCE PA GE 116111- 7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an inchAdual 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 MNo W,
falbricnion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944430
P2078AC-T B6 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FIL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:10 2018 Page 1
ID:L,,gEfgAb9YkKfRKdr2TZXP;!S7.J-_j6E2iLKrtotl3MWcwDr-3VvVbfEKmhTaxrisbj6Ezw9od
1-M 7_o 11 _4_9 5-7-7 O 0 2-12 T7-0-1 -M
4'
1
3 12 3
8
2 3" _2.
I11 -0 i 12 4,_g -2-13 14)-o
4x8
3x4 1 X4 11 4x8
4 21 522 23 24 6 25 26 7
14 1 . I I I
3x4 = 6x6 = 3X10 = 3X4 =
4x5
27-0-0
Scale = 1:47.2
4x5 —
LOADING (psri SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.21 12-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.43 12-13 >746 180
BCLL 10.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.13 9 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 140 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-2-12 oc purlins.
BOTCHORD 2x4 SP No. 1 BOTCHORD Rigid ceiling directly applied or 5-10-10 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=202210-3-8, 9=2023/0-3-8
Max Horz 2=-79(LC 6)
Max Uplift 2 607([_C 8), 9=-607(LC 8)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3964/1173, 3-4=-3757/1129, 4-5 4188/1293, 5-6=-4211/1301, 6-7 4211/1301'
7-8=-375911129, 8-9=-3966/1172
BOTCHORD 2-14=-978/3504, 13-14=-894/3351, 12-13 11 161/4209, 11-12=-89413354, 9-11 =-978/3506
WEBS 3-14 265/98, 4-14=-71/604, 4-13=-339/1134, 5-13=-546/267, 6-12=-517/273,
7-12 345/1147, 7-11 =-71/611, 8-11 =-265/98
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=27ft: eave=4ft Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom Chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except 0=1b)
2=607,9=607.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 205 lb up at
7-0-0, 97 lb down and 106 lb up at 9-0-12, 97'lb down and 106 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 lb down
and 106 lb up at 13-11-4, 97 lb down and 106 lb up at 15-11-4, and 97 lb down and 106 lb up at 17-11-4, and 189 lb down and 205
lb up at 20-0-0 an top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at
13-0-12, 66 lb down at 13-11-4, 66 lb down at 15-114, and 66 lb down at 17-11-4, and 327 lb down and 97 lb up at 19-114 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-7=-60, 7-10 60, 15-18=-20
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 re, 10/03/2015 BEFORE USE.
Design valid for use only with MiTelk(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T ss Trus Type oty Ply Park Sq HITS/ SorTento-AorC 2078
T12944430
P2078AC-T B6 HIP 1
Job Reference (optional)
MIG-1-10n0a LUMDer, t5anow, t-L. zi.iju s oep 13 zul / MlIeK inaustnes, Inc. rn jan tz u/:,iv: iu zu io i-age z
ID:LwgEfgAbgYkKfRKdr2TZXPzS7xJ-_j6E2iLKrtotl3MWcwDr-3VvVbfEKmhTaxrsbj6Ezw9od
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 4 142fl 7=-142(F) 13=-41(F) 14=327(F) 1 1=327(F) 21=97(F) 22=-97(F) 23=97(F) 24=97(F) 25=-97(F) 26=97(F) 27=-41(F) 28=-41(F) 29 41(1`)
30 41 (F) 31 =41 (F)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE U11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an indindual 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 ANNE
building design. Bracing indicated is to prevent buckling of indivdual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WINTU111WON17
fabrication storage, delivery erecti n and bracing of trusses and truss systems, see ANSlrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety lnf mnation available fromoTruss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944431
P2078AC-T C1 HIP 1
Job Reference (ontiona )
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:11 2018 Page I
ID:LwgEfgAb9YkKfRKdF2TZXPzS7xJ-SvgcG2MzcBwkNDxiAdkrbkltgejPQwc43V4LGegzwgoc
5-9-4 0 14-t-0 1M-12 25-2-8
5-9-4 _25-2 3 5-2-12 5-7-12
Scale = 1:43.3
4x8
4x4
cs
21 22
3x4 = 1.4 11 3x4 = 3x4 =3x8 = lx4 11 3x4 =
5-94
LOADING (ps, 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
BCOL 10.0 Code FBC2017rrPI2014
11-0-0
CS1. DEFL. in (loc) I/defi L/d
TC 0.34 Vert(LL) 0.07 11 999 240
BC 0.51 Vert(CT) 0.14 11-12 999 180
WI3 0.39 Horz(CT) 0.06 7 n/a n/a
Matnx-MS
PLATES GRIP
MT20 244/190
Weight: 130 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-1-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 8-3-10 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 7=1007/Mechanir-al, 2=1070/0-3-8
Max Horz 2= 1 14(LC 11)
Max Uplift 7 239(1_C 12), 2=283(LC 12)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD 2-3=-1852/612,3-4=-1343/507,4-5 1138/498,5-6 1343/507,6-7 1826/603
BOTCHORD 2-12 5011/11603,111-112=-5011/11603, 9-11 =-292/1137, 8-9=-478/1576, 7-8 478/11576
WEBS 3-11 =-543/240, 4-11 =-91/350, 5-9 11 09/346, 6-9=-516/232
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd'--108mph; TCDL=4.2psf ' BCDL=3.Opsf; lt=25ft B=45ft; L=25ft; eave=4ft; Cat.
11; Exp B Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to
14-4-0, I terior(l) 18-6-15 to 25-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip
DOL=11.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom Chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except 0=11b)
7=239,2=283.
6
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE U11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M NOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Trus Type Qty Ply Park Sq Hms/ Soryento-AorC 2078
T12944432
P2078AC-T C2 HIP 1
Job Reference (optional)
mia-t-ioncia Lumber, bartow, t-L. j.i,,u s z3ep to zu I i mi I eK industries, Inc. rn jan iz ul:q-j: iz zu jo rage i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-w5E—TONbNU2b—MWvjLG48xavd2Ov9RNEIA4pA6zw9ob
9-0-0 16-4-0 T -12 25-4-01-291 4-2-12 7-" 4121 4-9-4
41
cs
4x6
4 19 20 21 22
4x8
5
11 9
4x4 3x8 U4 3x4 4x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lld
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.15 9-17 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.33 9-17 913 180
BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.06 7 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1073/0-3-8,7=1073/0-3-8
Max Horz 2 97([-C 10)
Max Uplift 2 283(!-C 12), 7=-283(LC 12)
Scale = 1 44.5
PLATES GRIP
MT20 244/190
Weight: 121 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied or 8-1-3 oc bracing.
WEBS 1 Row at midpt 5-11
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 832/667, 3-4=-1 545/560, 4-5 1 340/551, 5-6=-1 545/560, 6-7 1 832/667
BOTCHORD 2-11 =-523/1615, 9-11 =-347/1340, 7-9 531/1615
WEBS 3-11 =-321/209, 4-11 =-45/402, 5-9 49/402, 6-9=-3211209
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat.
11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 9-0-0, Exteror(2) 9-0-0 to
20-8-11, Interior(l) 2"-11 to 26-4-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at Joint(s) except (=lb)
2=283,7=283.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTelk(ll) connectors. This design is based only upon parameters shown, and is for an indivdual 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 10- NMI
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and EICSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instilule, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Trus Type QtY Ply Park Sq Hms/ Sorrento-AorC 2078
T12944433
P2078AC-T C3 HIP I
Job Reference (ontional)
Mid-Floricla Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fn Jan 12 07:49:13 2018 Page I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-0ioNhkODBoAScW55H2nJh979mSiSurmNXqqNjZzw9oa
1-M 3-9- 7 14 8-4-0 t 2 -0 126-4-0
3_'-31 391521-1!155 12-1'2 3 !gI 1
Scale = 1:44.5
4x5 =
4x8 =
3X4 = 1 x4 11
4 21 5 22 23 24 6 25
4x8 =
14 1J 1-1 11
3x4 = 5X5 = 3X8 = 3x4 =
7-0-0 15 11-4 25-4-0
7-0-0
i 1309; 15 7-M
4x5 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.18 12-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.99 Verl(CT) -0.37 12-13 >832 180
BCLL 0.0 Rep Stress Incr NO A1B 0.34 Horz(CT) 0.13 9 n1a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weighti 133 Ib FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1887/0-3-8, 9=1888/0-3-8
Max Horz 2=-77(LC 6)
Max Uplift 2 567([_C 8), 9=-567(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins.
BOTCHORD Rigid ceiling directly applied or 5-11-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3669/1086, 3-4=-3456/1040, 4-5=-3692/1146, 5-6 3714/1152, 6-7=-3714/1152,
7-8=-3459/1040, 8-9=-3671/1086
BOTCHORD 2-14 900/3243, 13-14 814/3081, 12-13=-1012/3710,11-12=-814/3084, 9-1 1=-90013244
WEBS 3-14 268/101, 4-14=-731598, 4-13 2731892, 5-13 470/228, 6-12=-439/237,
7-12 277/903, 7-1 1=-73/604, 8-1 1 268/100
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=25ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pon ing.
4) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=567,9=567.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at
7-0-0, 97 Ib down and 106 Ib up at 9-0-12, 97 Ib down and 106 lb up at 1 1-G-1 2, 97 lb down and 106 lb up at 12-8-0, 97 lb down
and 106 lb up at 14-3-4, and 97 lb down and 106 lb up at 16-3-4, and 189 lb down and 204 lb up at 18-4-0 on top chord, and 327 lb
down and 97 Ib up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 12-8-0, 66 lb down at 14-34, and 66 lb
down at 16-3-4, and 327 lb down and 97 lb up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
vent: 1-4 60, 4-7=-60, 7-10=-60, 15-18=-20
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE L111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandproperlydamage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type aty Ply Park Sq Hms/ SorTento-AorC 2078
T12944433
P2078AC-T C3 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130s bep 15 2017 Miiekindustnes, Inc. I-nJan1Z01A9:13ZU1b Hagez
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-0loNhkOD8oAScW55H2nJh979mSiSurTnNXqqNjZzw9oa
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 4 142(1`) 7=-142(F) 14=-327(F) 5=97(F) 6=-97(F) 12=41 (F) 11 =327(F) 21 =-97(F) 23 97fl 25 97fl 26=4 1 (F) 27=41 (F) 28 41 (F) 29=41 (F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi7ekO 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 andlor chord members only. Additional temporary and permanent bracing
i s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Type city Ply Park Sq Hms/ Sorrento -AorC 2078rusKs
T12944434
ci JAC 4 1
Job Reference (oDt ona
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Jan 12 07:49:13 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-0ioNhkOD8oAScW55H2nJh97GqSXTuw7NXqqNjZz\A/9oa
1-0-0 1-0-0
Scale = 1: 10.7
01-0
LOADING (psf) SPACING- 2-G-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.03 Verl(CT) 0.00 5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017fTPI2014 Matrix -MR Weight: 6 lb FT = 20%
LUMBER- IBRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=149/0-4-0,3=-12/Mechanir-al,4 l/Me&anicaI
Max Horz 5=43(LC 12)
Max Uplift 5=-54(LC 12),3=-12(LC 1), 4=-10(LC 12)
Max Grav 5=1 49(LC 1), 3=3(LC 8), 4=1 3(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone,C-C for members nd 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) 5, 3, 4.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
I
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infonmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944435
P2078AC-T Cil JACK 18
Job Reference (optional)
Mia-t-lonaa Lumber, Bartow, t-L. u.iju s z ep to zu-i I mi ieK inaustnes, Inc. t-n jan iz uv,%v:i4 zui " "age i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-tUMiu4Orv6lJEggHdIYDMfSirt—dNNX.UZwF?zw9oZ
1-M
1-0-0 1-0-0
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.07
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 Matnx-MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. lb/size) 3=10/Mechanical,2=130/0-3-8,4=-O/Mer-hanicaI
Max Horz 2=42(LC 12)
Max Uplift 3=-3(LC 9), 2 73(!-C 12)
Max Grav 3=1 1 (LC 17), 2=1 30(LC 1), 4=1 2(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
Scale = 1:7.0
2X4 =
DEFL. in (loc) I/defl L/d PLATES GRIP
Verl(LL) 0.00 5 >999 240 MT20 244/190
Vert(CT) 0.00 5 >999 180
Horz(CT) 0.00 2 n/a n/a
Weight: 5 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 1-0-0 cc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft. L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.181 MWFRS (directional) and C-C Exierior(2) zone;C-C for members and forces & MWFRS for reactions
shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE FAII-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTelkS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSirrPil Quality Criteria, DSB-89 and SCSI Building Component
Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FIL 36610
Job Trus Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 207 8
T12944436
P2078AC-T CJ13 JACK 14 1
Job R efere
Mid -Florida Lumber, Bartow, FL.
2x4 =
8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Jan 12 07:49:14 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-tUMiu4Orv6lJEggHrilYDMfSLrszdNNXmUZwF?zw9oZ
3-0-0
3-0-0
3-0-0
LOADING (ps, SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 4-7 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 999 180
BCLL 0.0 Rep Stress Incr YES VV13 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=71 /Mechanical, 2=1 88/0-3-8, 4=36/Mechanical
Max Horz 2=74(LC 12)
Max Uplift 3 34(1_C 12), 2=-66(LC 12)
Max Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale: V=1'
PLATES GRIP
MT20 2"/190
Weight: 11 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-G-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3, 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Venify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 — 10/03/2015 BEFORE USE.
Design valid for use only with Miirekli) 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
bu ild ing design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-Aorc 2078
T12944437
P2078AC-T CJ3T SPECIAL 2
Job Reference oPtional)
Mia-l-lonaa Lumber, t3artow, F L.
1
1
j.i,5u s ,ep io zu I i MI I eK inausines, Inc. rri jan iz ui:4ti: to zujo rdq i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-Lgw75QPTgPQkqETPTpnmaCdjFBGMqdg_8JTnRzw9oY
2-5-0 :0ii
1
Izm !
I2-5-0 F2:1
Scale: 1"=1'
2x4 =
4
99
2-5-0 b-2-8 6--48
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defi Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.01 7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.01 7 999 180
13CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n1a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MR Weight: 13 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
3-7: 2x4 SP No.3
REACTIONS. (lb/size) 2=189/0-8-0,5=116/Mechanical
Max Horz 2=81 (LC 12)
Max Uplift 2=-64(LC 12),5=-46(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 3-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.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) 2, 5.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
M
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an indivdual 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 indinodual truss web and/or chord members only. Additional temporary and permanent bracing
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB.89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type city Ply Park Sq Hms/ Sorrento-AorC 2078
T12944438
P2078AC-T CJ4 JACK 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
3x4 =
4-7-8
8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Jan 12 07:49:16 2018 Page I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-ptTVJmQ5QjYlT—PgyAKOink[YfWt5HtqDo2lJuzw9oX
Scale = 1:17.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 3-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 15 Ib FT = 20%
LUMBER- BRACING-
TQPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-7-8 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=183/0-3-8,2=123/Mechanical, 3=59/Mechanical
Max Horz 1 =76(LC 12)
Max Uplift 1 =-21 (LC 12), 2=-65(LC 12), 3=1 (LC 12)
Max Grav 1=183(LC 1), 2=123(LC 1), 3=86(LC 3)
FORCES. (lb) - Max. Co mp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES.
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf BCDL=3.Opsf h=25ft; B=45ft; L=24ft eave=4ft; Cat.
11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to -0-0, lnterior() 3-0-0 to 4-6-12 zone;C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use,,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Typ Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944439
P2078AC-T CJ15 JACK 13
Job Reference (optional)
10
ti.iju s bep io zui i mi ieK industries, inc. t-n jan I Z UfAbl: I b ZU I b Fage i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-ptTVJmQ5QjY1 T—PgyAK01 nkkDfvy5Htq Do21 Juzw9oX
5-0-0
1-0-0 5-0-0
2x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.06 4-7 988 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code F8C2017/TPI2014 Matrix -MP
LUMBER- BRACING.
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2 BOTCHORD
REACTIONS. (lb/size) 3=127/Mechanir-al,2=264/0-3-8,4=64/MechanicaI
Max Horz 2=108(LC 12)
Max Uplift 3=-64(LC 12), 2=-73(LC 12)
Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
Scale = 1: 17.0
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 20%
Structural wood sheathing directly applied or 5-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES.
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 4-11-4 zone'C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valdforuse onlywith MiTek@ connectors, This design is based only upon parameters shown, and isforan indiodual 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 indidual 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 10 MUM,
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento -AorC 2078
T12944440
P2078AC-T CJ5T SPECIAL 2 1
Job Reference (ootionah
Mia-Honcla Lumber, Bartow, FL.
14I
1
8.130 S bep 15 2017 Mi I ek Industries, Inc. Fn Jan 12 07:49:17 2018 Page 1
ID:LwgEfgAbgYkKfRKdr2TZXPzS7xJ-H3ltW5RjBIgu58OsWurFOHtU3qsq7zSSoasKzw9oW
1-0-0 2-7-8 2-4-8
2x4 =
Scale = 1: 17.0
2-7-8 5-M
2-7-8 2-4-8
Plate Offsets (X,Y)— 2:Edqe,0-0-41.[3:0-3-8,0-2-0l
LOADING (psf]i SPACING- 2-0-0 CS1. DEFL. in floc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.07 6 >802 240 MT20 244/190
TCDL 10.01 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.10 6 >597 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 5 n/a n/a
BCDL , 10.0 Code FBC2017frPI2014 Matrix -MR Weight: 19 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-7: 2x4 SP No.3
REACTIONS. (lb/size) 4=1 14/Mechanical, 2=267/0-8-0, 5=81/Mechanical
Max Horz 2=108(LC 12)
Max Uplift 4=-49(LC 12), 2=-72(LC 12), 5=-13(LC 12)
Max Grav 4=1 14(LC 1), 2=267(LC 1), 5=88(LC 3)
FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11 Exp B, Encl., GCpi=0.18 MWFRS (directional) and C-C Exterior(2) -1-G-0 to 2-0-0, Interior(l) 2-0-0 to 4-11-4 zone'C-C for
embers and forces & M\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) 4, 2, 5.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTek(R) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary andpermanent bracing Visalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the E
fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Adexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Sq Hms/ Sorrento-AorC 2078
T12944441
P2078AC-T D1 SPECIAL 1 3
park
ah
IV110-1-101-10a LUMDeF, tianow,rL. —P
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-lFbGkRSMyKo]iHz24bMUOCqwkT1 HZy76g6X80mzv4goV
5-3-0 9-11-8 1 6-3 18-'-' -3'
5-3-0 4-8-8 T1 - 1' 21-11:3 202-8
Scale = 1 38.0
c?
3X4 8XIO 5X5 8x1 0 MT20HS 4x4 2x4 5X14 = 5X8 MT20HS I
3-Ci 110-
5-
1 13 IE -53 1 o-l B
I _
0 4-M 19 2 -11:3 _0_1
1 2-113 2-2
Plate Offsets (X,Y— 5:0-3-12,0-3-41,[11:Edge,0-3-81,[15:0-5-0,Edgel,fl7:0-5-0,Ed-geI
LOADING (psq SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.42 15-16 >582 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.72 15-16 >337 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incir NO WB 0.91 Hor7(CT) 0.07 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 368 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins,
5-10: 2x4 SP No. 1 D except end verticals.
BOTCHORD 2x6 SP DSS BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 *Except*
10-11,3-17,3-5,6-15,7-14,8-13,9-12: 2x4 SP No.3
REACTIONS. (lb/size) 11 =5533/0-3-8, 2=2397/0-8-0
Max Horz 2=1543(LC8)
Max Uplift 1 1=-1954(LC 5), 2 51 O(LC 5)
Max Grav 11 =6575(LC 13), 2=2612(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-5924/1250, 3-4=-494/239, 5-16=-780/254, 5-6=-25866/8266, 6-7=-25874/8269,
7-8=-24846/7713, 8-9 1 125813380, 9-10=-1 1258/3380, 10-11 =-5824/1738
BOTCHORD 2-17 256016062, 16-17=-7215/22186, 15-16=-7946/23843, 14-15=-7713124846,
13-14=-6193/20341, 12-13=-6193/20341, 11-12=-2351791
WEBS 3-17=-1258/4390, 3-5=-5660/1672, 5-17 16475/4756, 6-15=-1496/486, 7-14=-2116/710,
8-13=-99/390, 9-112 1474/416, 5-15=-353/2257, 7-15 615/1132,10-12=-3468/11541,
8-12 1 0011/3101, 8-14=-1675/4966
NOTES-
1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - I row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft, eave=4ft, Cat.
11, Exp B ' Encl., GCpi=O.l 8; M\AIFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Printed copies of this document arewillfitbetweenthebottomchordandanyothermembers.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) not considered signed and sealed and
11=1954,2=510. the signature must be verified on
10) Girder carries tie-in span(s): 27-0-0 from 10-0-0 to 20-3-8 any electronic copies11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design /selection of such
connection device(s) is the responsibility of others.
LONf#7"WJVdWgW0 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must venfy 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
i s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944441
P2078AC-T D1 SPECIAL 1 3 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. b.lju s Zziep I b zu I I Mi I eK industries, Inc. i--n jan 12 U/:4 1: I b ZUI?J i--age z
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-lFbGkRSMyKoliHz24bMUOCqwkT1 HZy76g6X80mzwgoV
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pIf)
Vert: 1-4 40, 5-1 0=-673, 2-11 =- 13
Concentrated Loads (lb)
Vert: 5=-275
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallt"
10— building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
i ' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabncation, storage, delivery, erection and bracing of trusses and truss systems, see " ANSlITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HITS/ Sorrento-Aor-C 2078
T12944442
P2078AC-T D2 HIP I
Job Reference (ootionah
mia-rionaa Lumoer, banow, t-L d,13us6ep lb2ul/ milek industries, Inc. FnJanlZU/:49:182018 Pagel
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-lFbGkRSMyKo]iHz24bMUOCq2UT4HZ8W6g6X80mzw9oV
4-9-4 11-8-0 15-10-12 20-3-81-M 9-0
1 4-94 2-8-0 4-2-12 4-4-12
Scale = 1:35.1
3
4x4
4x8
4
4X4 3X8 = 4X4 3x4 4X4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.14 10-16 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.31 10-16 788 180
BCLL 0.0 Rep Stress Incr YES VVB 0.18 Horz(CT) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2017/-rP[2014 Matrix -MS
PLATES GRIP
MT20 2441190
Weight: 100 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-7-6 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 8-10-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 7=810/0-3-8, 2=873/0-8-0
Max Horz 2=94(LC 11)
Max Uplift 7 192(!-C 12), 2 237(1-C 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1404/529, 3-4=-1092/411, 4-5=-922/412, 5-6=-1070/407, 6-7=-1353/501
BOTCHORD 2-10 441/1236, 8-10=-220/906, 7-8=-399/1162
WEBS 3-1 O 365/229, 4-1 0=-80/308, 5-8=-52/264, 6-8=-3051208
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterjor(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to
11-8-0, Interior(l) 16-0-11 to 20-3-8 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
7=192,2=237.
7
R -
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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 venly the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indiOdual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944443
P2078AC-T D3 HIP 1
all
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mi I elk Industries, Inc. t-n jan 12 U/:49:19 2uld Fage i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-DS9exnS jewcKRYFeJujwQM7bsPZIZfGvmHhwCzw9oU
3- -4 7-0-0 10_40 13-8-0 1E-10-12 20-3-8
i
3_2_121zz3-2-12 3 3-4-0 3-4-12
Scale = 1:35.6
4x4
3x4 4x4
4 18 19 5 20 6
4x4 =
3X8 =
414 =
3x8 = 4x5 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr N 0
Code FBC20171TPI2014
CS1.
TC 0.89
BC 0.75
WB 0.32
Matrix -MS
DEFL. in
Vert(LL) -0.12
Vert(CT) -0.28
Horz(CT) 0.07
loc) I/defl L/d
9-11 >999 240
9-11 >863 180
8 n1a n/a
PLATES GRIP
MT20 244/190
Weight: 100 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-6-7 oc purlins.
BOTCHORD 2x4 SP No.1 BOTCHORD Rigid ceiling directly applied or 7-3-6 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 8=149910-3-8,2=1537/0-8-0
Max Horz 2=75(LC 7)
Max Uplift 8=431 (LC 8), 2=-467(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2924/867, 3-4=-2718/815, 4-5=-2422/758, 5-6=-2362/743, 6-7=-2630/795,
7-8=-2750/821
BOTCHORD 2-11 =-738/2576, 9-11 =-745/2591, 8-9=-686/2373
WEBS 3-11 =-267/111, 4-11 =-1 70/833, 5-11 =-301/162, 5-9=-387/188, 6-9=-1 54/771
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
8=431,2=467.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189-lb down and 204 lb up at
7-0-0, 97 lb down and 106 Ito up at 9-0-12, 97 lb down and 106 lb up at 10-4-0, and 97 lb down and 106 lb up at 11-7-4, and 189 lb
down and 204 lb up at 13-8-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 10-4-0,
and 66 lb down at 11-7-4, and 327 lb down and 97 lb up at 13-7-4 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard Printed copies of this document are
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf) not considered signed and sealed and
Vert: 1-4=-60, 4-6=-60, 6-8=-60, 12-15=-20 the signature must be verified on
Concentrated Loads (lb) any electronic copies
Vert: 4=-142(F) 6=-142(F) 11=-327(F) 5=-97(F) 9=-327(F) 19=-97(F) 20=-97(F) 21=-41(F) 22 41fl 23=-41(F)
WARNING -Verify designpammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M[Tek(b conneclors. 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 andior chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
TE1
russ russ Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
FC0110N T12944444
P2078AC-T
Job Refe
iviia-rionaa Lumuer, DaROW, r L. b.i 6u s z,ep io zui ( mi i eK inaustnes, Inc. I-n jan iz uf: Zzu zui?j -age i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-hejO97TcUy2Tyb7RBOPyTdvQUGtJ1 3mP8P0ESfzw9oT
1-0-0 5-M 1 0-M 11-0-0
1:61 5-M 5-0-0 1-0-0
Scale = 1:24.8
4X4 =
3
11 OX4 11
Ll 5-M
i
10-M
4-M 5-M
Plate Offsets (X,Y)— 2:0-2-15.0-2-01, [4:0-2-15,0-2-01
LOADING (psf) SPACING. 2-0-0 CS1. DEFL. in loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.03 7-8 >999 180
3CLL 0.0 Rep Stress Incr YES W13 0.07 Horz(CT) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2017/TP120114 Matrix -MS Weight: 55 lb FT = 20%
LUMBER- BRACING.
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=457/0-4-0, 6=457/0-8-0
Max Horz 8=57(LC 11)
Max Uplift 8=-157(LC 12),6=-157(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TORCHORD 2-3=420/248 34 420/248, 4-6=-413/330, 2-8=-413/330
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11, Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 5-0-0, Exterior(2) 5-0-0
to 8-0-0 zone ' cantilever left 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 Ot=lb)
8=1 57, 6=1 57.
Printed copies -of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeMD 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 ofindivdual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIFrPll Quality Criteria, DS"9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314.
Tampa, FL 36610
Job T ss Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944445
P2078AC-T E2 HIP 1
Job Referen
Mid-Flonda Lumber, Bartow, FL.
1 —" lm—' 1
3-0-0
4x8 =
8.13U s bep lb zol I Mi I eK inaustnes, Inc. t-n jan iz 07:49:2i 20io Page i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-9qHOMTUEFFAJZ]idlkwB?rSd4gE 1 mViZN3mo?5zw9oS
4-0-0
4x4
12 13 4
3-0-0
1
1-M
3X4 11
3x5 xo — 7
1.5x4 11
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
3-0-0 7-0-0 10-0-0
U-5 2-8-0 4-0-0 3-0-0
Scale = 1 i22.6
LOADING (psf]l SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 8-9 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 Bc 0.18 Vert(CT) 0.02 8-9 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) 0.00 7 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight 56 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=497/0-4-0,7=497/0-8-0
Max Horz 1 0=-39(LC 6)
Max Uplift 1 0=-250(LC 8), 7 250([_C 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-501/278, 3-4=-411/267, 4-5=-5011277, 5-7=-469/256, 2-1 0=-4691257
BOTCHORD 8-9=-209/41 1
WEBS 5-8=-212/406, 2-9=-213/406
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=4ft; Cat.
11 Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left exposed I Lumber DOL=1.60 plate grip DOL=11.60
3) rovide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
10=250,7=250.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 182 lb up at
3-0-0, and 9 Ito down and 76 Ito up at 5-0-0, and 65 lb down and 182 lb up at 7-0-0 on top chord, and 26 lb down and 30 Ito up at
3-0-0, and 12 Ito down and 13 lb up at 5-0-0, and 26 lb down and 30 lb up at 6-11-4 an bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5 60, 5-6=-60, 7-1 0=-20
Concentrated Loads (lb)
Vert: 3 18fl 4=_ 18(F) 9=-14(F) 8=-14(F) 12=-9fl 14=-8(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
M
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 r— 1010312015 BEFORE USE
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indivridual truss web and/or chord members only. Addilional temporary and permanent bracing I aNoW,
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erect ion a nd braci ng of trusses an d truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944446
P2078AC-T F1 ROOFTRUSS 4
Job Reference (optional)
H 1 1-3-0
5X6
1x3 =
1X3 =
1
5
4
4X6
2
R&:12d
3X4 = 3X8 FP 3x3 1 X3 11 3x3
3 4 5 6 7
0''Z 5 07P 10 Z U I i M I I eK I no ustries, I nc. r n ja n I z u /: qtl: zz zu I o Vage I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-eOrmZpVsOZIABvHqJRROY2—b44Rr\4hibjVLXXzw9oR
Scale = 1:33.8
3x3 3x4 4x6 5x6
8 9 10 11
9
2X4 5X8 4X6 3x4 3X3 = 1 x3 3x3 3X4 4X6 3x8 FP = 3x3
5x6
Plate Offsets (X,Y)— ll:Edge,0-1-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/def! L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.39 18 >613 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(CT) -0.54 18 >447 240
BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 12 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 106 lb FT = 20%F, 1 I%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2D(flat) TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP DSS(flat) *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
12-14: 2x4 SP No.2(flat)
WEBS 2x4 SID No.3(flat)
REACTIONS. (lb/size) 23=1566/0-8-0, 12=1210/0-3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-23 1532/0, 11-12=-1203/0, 1-2=-155D/0, 2-3=-3838/0, 3-5=-5122/0, 5-6 54915/0'
6-7 5496/0, 7-8=-5262/0, 8-9=-4501/0, 9-10=-317310, 10-11 =-1 248/0
BOTCHORD 21-22=012841, 20-21 =0/4607, 19-20=0/5425, 18-19=0/5496, 17-18=0/5496, 16-17=0/5017,
15-16=0/3959, 13-15=0/2362
WEBS 11-13=0/1662, 1-22=0/2107, 10-13=-1549/0, 2-22=-1796/0, 1G-15=0/1129, 2-21=0/1386,
9-15 1093/0, 3-21=-1070/0, 9-16=0/754, 3-20=0/717, 8-16=-718/0, 5-20=479/0,
8-17 27/521, 5-19=-313/500, 7-17 602/156
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 23-26=-85(F=-75), 12-26 1 0, 1-11 =-100
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andior 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 oftmsses and truss systems, see , ANSIrl"I'll Quality Criteria, DSB-89 and BCSI Building Cornponent 6904 Parke East Blvd. Safety Inforniation available from Truss Plate Institute, 218 N. Lee Street, suite 312,AJe ndria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944447
P2078AC-T F2 ROOFTRUSS 10
Job Reference (opti
ivino-t-ionaa Lumcer, banow, t-L.
i 1-3-0
1 4X6 =
3x3
2
0. 1,31.1 5 Oep 10 ZU I/ IVII I eK I HU1.15111eb, 111G. 1-11 Jdl I I Z UIA.44 ZU 10 rdyu I
ID:qR7GTqtGeHxJkx7yRAMor5yENix-eOrmZpVsOZIABvHqJRRQY2—hE4QQVsribjVLXXzw9oR
1-5-8 O-P_
Scale = 1 26.5
4X4 =
3x3 i X3 30 3x3 3x3 1x3
3 4 5 6 7 8
18
911T
3X3 4x5 3x3 3x3 1X3 11 3x3 3X3 4x4 3X3
2-M 5-3-0 1 10-8-8 1 13-2-8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (10 c) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.17 12-13 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(CT) -0.23 12-13 >816 240
BCLL 0.0 Rep Stress Incr YES WB, 0.55 Horz(CT) 0.04 9 n/a n/a
BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight: 84 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOTCHORD 2x4 SP No.1(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size) 17=864/Mechanir-al, 9=858/0-3-8
FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-1 7 860/0, 8-9=-853/0, 1-2=-860/0, 2-3=-2054/0, 3-4=-2774/0, 4-5=-277410, 5-6 2671/0, 6-7=-2069/0,
7-8 856/0
BOTCHORD 15-16=0/1 614, 14-15=0/2489, 13-14=0/2774, 12-13=0/2774, 11-12=0/2509, 10-11 =0/1 607
WEBS 8-1 0=0/1 104, 1-16=0/1 145, 7-1 0=-1 044/0, 2-16=-1 049/0, 7-11 =0/642, 2-15=0/612, 6-11 612/0, 3-15=-605/0,
6-12=0/333, 3-14=0/581, 5-12=-3681108
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(S) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indmilual 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
am Blvdarkfabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrl"I'll Quality Criteria, DSB-89 and BCSI Building Component 6904 P 7 e East Blvd.
Safety Information available fromTruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
Truss Truss Type City Ply Park Sq Hms/ Sorrento-AorC 2078
T12944448
F2A GABLE 1
Job Reference ontional)
rvio-t- ionaa LumDer, t3arlOW, l- L. ts. iiu s z:,ep I o zu I i mi I eK inausines, Inc. rn jan i z u zu i " "ge I
ID:qR7GTqtGeHxJkx7yRAMor5yENix-6DOgn9VUntQlp3sOt8yf5GX_HUx4ER8rqNFvLZW9OQ
0-0j8
Scale 1:26.5
3X3 11
1 2 3 4 5 6 7 8 9 10 11 12 13
LJ LJ LJ LJ L]
27
9
26 25 24 23 22 21 20 19 18 17 16 15 14
3X3 11 3x3
7-4-4 B-1-0
5-4 &7-8 6-810 :,3-8 _t78 i 1 L; I I i 1F33-8 14:t7811L421tQ041110 I
04 J_
8 1
G-8-4 0.1-4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 14 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-R Weight: 71 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 15-11-8.
lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 20, 15, 16, 17, 18, 19, 25, 24, 23, 22, 21
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are 1x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strong backs, an edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an indmdual 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
I ing design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracingildwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the Nd G-1w, isa
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944449 IP2078AC-T F3 ROOFTRUSS 1
all
Mid-Flonda Lumber, bar -tow, t- L.
i 1-3-0
j. 1,11J S )ep I D ZU I I IVII I eK IFICILIbUleb, MU. 1-11 Jd11 I Z -.-- zU 10 -Y ,
ID:qR7GTqtGeHxJkx7yRAMor5yENix-aPyX_VW6YAYuQCQCQsTudT42Pt6izmW?31—SbQzw9oP
1-2-8 0-48
Scale = 1:261
3X3 3x3 1 X3 3x3 3x3 3X3 4X6
1 4X6 2 3 4 5 6 7 8
9
17 16 15 14 13 12 11 10 9
3X3 45 3x3 3x3 1 x3 3x3 3x3 4X4 3x3
i 12-11-8 15-8-810-5-82221:19 5-2-8 2-9-0
Plate Offsets (X,Y)— [17Edge,0-1-81
LOADING (psfi SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCILL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.16 12-13 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.21 12-13 >874 240
BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.04 9 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 83 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No. I (flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 17=850/Mechanical, 9=850/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-1 7=-846/0, 8-9=-844/0, 1-2 844/0, 2-3=-2011/0, 3-4=-2691/0, 4-5=-2691/0, 5-6=-2599/0, 6-7=-202610,
7-8=-839/0
BOTCHORD 15-16=0/1 584, 14-15=0/2431, 13-14=0/2691, 12-13=012691, 11-12=0/2449, 10-11 =0/1 580
WEBS 8-1 0=0/1 117, 1-16=0/1 123, 7-1 0=-1 030/0, 2-16 1 030/0, 7-11 =0/620, 2-1 5=0/594, 6-11 =-589/0, 3-15=-583/0,
6-12=01312, 3-14=0/538, 5-12=-338/112
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strong backs, on, edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARAIING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi7ekID connectors. This design is based only upon parameters shown, and is for an individual building component, not
atwss system. Before use,the building designer must erify the applicability ofdesign parametersand properly incorporate this design intothe overall
building design. Bracing indicated is to prevent buckling of ndivdual truss web andJor chord members only. Additional temporary and pe"anent 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 twsses and tnuss systems, see ANSltTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Last Blvd.
Safety Inforntation available from Truss Plate Institurle, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944450
P2078AC-T F3G ROOFTRUSS 1
Job Reference (ontional)
mia-rionaa LUmoer, barlOW, t-L.
i 1-3-0 P:6:9_1
6.1 JU s bep It) ZUI I Mi I eK InOuStneS, Inc. Vn Jan 12 1.11:49:24 ZUI 6 Hage 1
ID:qR7GTqtGeHxJkx7yRAMor5yENIx-aPy)_VVV6YAYuQCQCQsTudT4zFt6JziU?31_SbQzw9oP
1-5-8
Scale = 1:26.1
1X3 11 w 3X7 3x3 3x3 3x3 3x3 4X6
1 5x6 2 3
9
20 19 18 17 16 15 14 13 12 11 10
3X3 4x5 = 3x4 3X3 3x3 3x3 1 x3 1 X3 3X3 4x5 3X3
12
21-12 12-1-0
Plate Offsets (X,Y— [1:Edge,0-1-81, [18:0-1-8,Edgel, [19:0-1-8,Edgel
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.21 14-15 >865 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(CT) -0.29 14-15 >633 240
BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.04 10 n/a n/a
BCDL , 5.0 Code FBC2017fTPI2014 Matrix-S Weight: 87 lb FT = 20%F, 1 1%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 5-2-7 oc purlins,
BOTCHORD 2x4 SP DSS(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 20=981 /Mechanical, 10=888/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-20=-1 066/0, 9-1 0=-887/0, 1-2=-1 274/0, 2-3=-1 274/0, 3-4=1 274/0, 4-5=-2648/0,
5-6=2936/0, 6-7=-2760/0, 7-8=-2137/0, 8-9=-885/0
BOTCHORD 18-19=0/1274, 17-18=0/2353,16-17=012353, 15-16=0/2950, 14-15=0/2760,13-14=0/2760,
12-13=0/2760, 11-12=0/1651
WEBS 4-17=01353, 1-19=0/1664, 4-18=-1429/0, 2-19=-517/0, 3-18=0/339, 9-11=0/1179,
4-16=01398, 8-11=-1064/0, 5-16=-427/0, 8-12=0/676, 7-12=-897/0, 6-15=0/417,
6-14=-357/0, 7-13=0/380
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down at 3-7-8 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others. -
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 10-20 10, 1-9=-100
Concentrated Loads (lb)
Vert: 17=-169(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNiNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indiidual truss web and/or chord members only. Additional temporary and pe—anenl bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
rk East Blvd
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
T=mpa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944451
P2078AC-T F4 ROOF TRUSS 5
Job Reference (optional)
mia-rionaa LumDer, t3anow, t-L.
0_1_8
H 1-3-0
14
13
3x3
0. IOU 5 Oep 10 ZU I/ VIN I eK I FIUU51.[Rl, I 11C. 1-11 Jdl I I Z U1.4V.Z3 zu 10 rdye I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-2bWvCrXIJUhl2M?O-Z?7AhcFiHY?iHQ81hk?8szw9oO
I Scale= 1: 18.1
3X3 1x3 1 x3 3x3
2 3 4 5
3x8
6
lx
1x3
3x3
11 10 9 8
1-1 — IxI
1 x3 11 3x3 11
LOADING (psf) SPACING- 2-G-0 CS1. DEFL. in loc) Weft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.04 8-9 >999 360 MT20 244/1.90
TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.05 8-9 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 7 n/a n/a
BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight: 53 lb FT = 20%F, 11 %E
LLIMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
1-12,6-7: 2x4 SP No.2(flat)
REACTIONS. (lb/size) 12=529/0-8-0,7=529/0-3-8
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-12=-525/0, 6-7 525/0,1-2=-455/0,2-3 1029/0,3-4=1029/0, 4-5=-102910,
5-6=-474/0
BOTCHORD 10-11=0/865, 9-10=0/1029,8-9=0/880
AIEBS 6-8=0/631, 1-11=0/618, 5-8=-566/0,2-11=-571/0, 5-9=0/341, 2-10=0/354
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered, signed and sealed and
the signature must be verified on
any electronic copies
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473— 1010312015 BEFORE USE
Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ro ff'dwisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrFPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq Hms/ Sorrento-AorC 2078
T1294445
P2078AC-T F4A GABLE 1
ah
mia-t-ionaa Lumber, bartow, t-L.
34 1x3
1 2
Ci
F1
i.i.iu s ep i zui i Nni ieK mousines, mc. rn jan iz ut:4 vzo zwo vage I
ID:LwgEfgAbgYkKfRKdr2TZXPzS7xJ-Wo4HPAYN4opcgWabYHWMiu9VFhzmRos[WLTZgJzv4goN
S ale = 1: 17.5
1 x3 i X3 i X3 11 1 x3 1 x3 i X3 3x3
3 4 5 6 7 8 9
18 17 16
3X3 11 1 X3 11 10 11
15 14 13
1X3 11 IX3 11 1 x3 11
12 11 10
1 X3 11 1 x3 11 3X3 11
9
LOADING (psf) SPACING. 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n1a n/a 999
BCLL 0.0 Rep Stress Incr YES VVB 0.03 Horz(CT) 0.00 10 n/a n/a
BCDL 5.0 Code FBC2017fTPl2014 Matrix-R Weight: 46 lb FT = 20%F, 11 %E
LUMBER. BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 9-6-12.
lb) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 14, 11, 12, 13, 17, 16, 15
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Gable requires continuous bottom chord bearing.
2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
3) Gable studs spaced at 1-4-0 oc.
4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 10 a -awl
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Sq Hms/ Sorrento-AorC 2078Park
T12944453
P2078AC-T F5 ROOFTRUSS 1
Job Reference Iootional)
mio-rioncla LUMDer, UaROW, rL.
0-1-8
H 1 1-3-0
3x3
3x6
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-xg3Wu6rFx4cBHsqXQlCwIO—luXb8nZ_pl8gG42zw4S4
i 1-1-8 0
Scal el:19.6
3x4 3x3 1 x3 i X3 3x3 3x4 = 3x3
2 3 4 5 6 16 7 17 8
1 1-6-14 1-2-2
1 6-4-8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.08 10-11 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) 0.11 10-11 999 240
BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.02 9 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
3X6 =
PLATES GRIP
MT20 244/190
Weight: 65 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.l(flat) TOPCHORD Structural wood sheathing directly applied or 4-10-14 oc puffins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. lb/size) 15=601/1-10-8, 9=963/Mechanical, 14=1 17/0-3-8
Max Grav 15=601 (LC 1), 9=1 128(LC 8), 14=1 17(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 034/0, 3-4=1 746/0, 4-5=-1 746/0, 5-6=-1 74610, 6-7=-1 518/0
BOT CHORD 14-15=0/666, 13-14=0/666, 12-13=0/1482, 11-12=0/1746, lo-1 1=0/1833, 9-1 0=0/1 150
WEBS 7-9=-1530/0, 2-15=-887/0, 7-10=0/572, 2-13=0/529, 6-10=-519/0, 3-13=-638/0, 6-11 =-363/263, 3-12=0/593,
4-12=-280/0
NOTES- -11
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 347 lb down at 8-11-4, and 349
lb down at 10-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.
5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber lncrease=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 9-15=-1 0, 1-8=-1 00
Concentrated Loads (11b)
Vert: 16 201(B) 17=-202(B)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verity des ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an indivdual 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 indiodual truss web andlor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944454
P2078AG-T F6 ROOFTRUSS 2
Job Reference (ootional)
mia-t-ionaa Lumber, bartoW, I-L.
0-1-8
d
10
9
8,13U s 6ep 1!) ZU I I MI I eK I nclustnes, Inc. t-n Jan I Z U/:4V:Z I ZU I b Flage i
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-_efdWZ?r5xTHg9n6 IbF6ifr5lhAExRI?D6CIzw9oM
3x6
0-10-12 3 4
1.3 11 3X3 11
Scale = 1:9.4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) 0.00 6 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(CT) 0.01 6 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017rrPI2014 Matrix-S Weight: 26 lb FT = 20%F, 11 %E
LLIMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 4-1-12 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=21 1 /G-7-4, 5=21 I/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an indivdual 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 buclding of indivdual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the W,
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Type aty Ply Park Sq Hms/ Sorrento-AorC 2078Truss
T12944455
P2078AC-T F7 ROOFTRUSS 1 1
Job Reference (optional)
Ivid-Flonda Lumber, Bartow, FL. 8.130 S Sep 15 2U17 Milek Industries, Inc. Fn Jan 12 01:49:21 ZU18 Page 1
ID:qR7GTqtGeHxJkx7yRAMor5yENIx--efdWZ?r5xTHg9n6—lbF6igd5lAAEIRI?D6CIZW9oM
1-3-0
3x6
1 3x6 2 1 x3 11 3 1x3 11 4
Scale = 1 9.4
3x3 3x3
8 7 6 5
3X3 11
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lid
TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0.00 7 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT) 0.00 7 999 240
6CLL 0.0 Rep Stress Incr YES VVI3 0.08 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S
LUMBER- BRACING-
3X3 11
PLATES GRIP
MT20 244/190
Weight: 25 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-6-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
AIEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=179/Mechanir-al, 5=179/Mechanir-al
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
9MMMMMEMEMM=
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
Design validforuse onlywith MiTelk0connectors. This design isbased onlyupon parameters shmn, and isforan 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 eb and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse fth possible personal injury and property damage. For general guidance regarding the
fabricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T129444
P2078AC-T FT1 SPECIAL 1 3 all
mia-t-ionaa LUMDer, bartow, t-L. C. 13U 5 Otp I D ZU I 1 101 1 UK muubuicb, ui. — Jdl I - U-V- ZU 10 r-dyU ,
ID:qR7GTqtGeHxJkx7yRAMor5yENIx-wNmQ2CaFNjBBX JADP33KXnoXum5exVkCJiDHdzw9oK
2- 1-1 14-11-4 16:34 1 1 11 1 1 2 1 7-'13 4-4-'2 7 7 9-IMjL5-6: -0
1'. 2' l T.15 21-1 21-E 4-04 2" 2_1
Scale = 1 50.8
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
504
4)(4 1.5x4 3X8 1.5x4 4x10 = 8xl4 MT20HS = 4xl2 3X8 1.5x4 3xl 0 1.5X4 300
1 2 3 26 27 4 5 6 7 8 28 9 10 29 30 11 12 13
2X4 4x8 2X4 11 4x12
5x12
5X6 7x8 6x10 4x12 2X4 11 7x10
4X4
2-10- 1 ': 1 1 11 i IT31:160 16:3-4 i I 2 1 1 2_4-52 7 1 2 n-82-16-1 NMI 1 1
1
7-513 O7
2
1
2 5 2-_110-1
Plate Offsets (X,Y)-- 570-3-8,0-2-01, [8:0-3-8,0-2-01, [970-3-8,0-1-81, [147Edge,0-3-81, rl 570-2-8,0-3-121, [18:0-3-8.0-3-01, [19:0-3-0,0-4-81, [21:0-3-8,0-2-81, [22:0-3-0,0-1-1 2L_
LOADING (psf) SPACING- 2-G-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Verl(LL) -0.26 17 >733 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 Elc 1.00 Vert(CT) -0.39 16-17 >491 240 MT20HS 187/143
8CLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.01 14 n1a n/a
BCDL 5.0 Code FBC2017rrP[2014 Matrix-S Weight: 496 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No. 1 *Except* TOPCHORD Structural wood sheathing directly applied or 1-4-12 cc purlins,
6-13: 2x4 SP DSS except end verticals.
BOTCHORD 2x6 SP No.1 BOTCHORD Rigid Ceiling directly applied or 2-2-0 cc bracing.
WEBS 2x4 SP No.3 *Except*
7-20,7-19: 2x4 SP No.1
1-24,3-24,3-22,5-22,6-21,8-18,9-17,11-17,11-15,13-15: 2x4 SP No. 1 D
REACTIONS. (lb/size) 25=175610-7-4,14=3401/G-7-4,20=1580510-7-7
Max Uplift 25=-218(LC 4), 14 365(1_C 5), 20 1838(!_C 8)
MaxGrav 25=1756(LCI),14=4237(LC2),20=17511(LC2)
FORCES. (lb) -Max. Corri Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-25 1 565/202, 1-2=-3824/457, 2-3=-3824/457, 3-4=-40701535, 4-5 4070/535,
5-6=-591/5654,6-7 2118/20913,7-8=-184/1798,8-9 11159/1220,0-10=-16867/1693,
10-11=-16867/1693,11-12=-9811/841,12-13=-9811/841,13-14 3682/338
BOTCHORD 24-25=-331257, 23-24=-705/6310, 22-23=-705/6310, 21-22=-5654/591,
20-21=-20913/2118,19-20 1 1422/1111, 18-19 1798/184,17-18=-1220/11159,
16-17 1488/16115,15-16 1488/16115,14-15=-50/567
WEBS 8-19=-6491/769, 6-20 7928/942,7-20 1 1695/1241, 7-19 1200/11857,2-24=-710/109'
3-23 5/1004, 4-22=-2218/317, 5-21 =-5279/672, 12-15=-644/105, 11-16 1 1/1253,
10-1 7 2044/294, 9-18=-3888/498, 1-24=-45013797, 3-24=-2638/263, 3-22=-2377/209,
5-22 1 037/10322, 6-21 =-I 681/16197, 8-18 1 370113756, 9-17 51916058,
11 -1 7 251/1355, 11-15=-6692/687, 13-15 840/9812
NOTES-
1) 3-plytrussto be connected together with 10d (0.131"x3") nails asfollows:
Top Chords connected as follows: 2x4 - 1 row at 0-7-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 cc.
Webs connected as follows 2x4 - 1 row at 0-7-0 cc, Except member 20-7 2x4 - I row at 0-0-0 cc, member 7-19 2x4 - 1 row at 0-9-0
cc, member 2-24 2x4 - 1 row at 0-9-0 oc, member 3-23 2x4 - 1 row at 0-9-0 cc, member 4-22 2x4 - 1 row at 0-9-0 cc, member 5-21
2x4 - I row at 0-9-0 cc, member 12-15 2x4 - 1 row at 0-9-0 cc, member 11-16 2x4 - 1 row at 0-9-0 cc, member 10-17 2x4 - 1 row at
0-9-0 cc, member 9-18 2x4 - 1 row at G-9-0 cc, member 1-24 2x4 - 1 row at 0-9-0 oc, member 24-3 2x4 - 1 row at 0-9-0 oc, member
3-22 2x4 - 1 row at 0-0-0 cc, member 22-5 2x4 - 1 row at 0-9-0 cc, member 6-21 2x4 - 1 row at 0-9-0 cc, member 18-8 2x4 - I row at
0-9-0 cc, member 9-17 2x4 - 1 row at 0-9-0 cc, member 17-11 2x4 - 1 row at 0-9-0 cc, member 11-15 2x4 - I row at 0-9-0 oc,
Printed copies of this document aremember15-13 2x4 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. ply to not considered signed and sealed and
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. the signature must be verified on
3) \Alind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=30ft; eave=4ft; Cat. any electronic copies
11 Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) rovide adequate drainage to prevent water ponding.
ESSIMM
CARtW'y#Ah@-PAQ&9esjgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with VrTek0 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 andlor chord members only. Additional temporary and permanent bracing Melisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandproperlydamage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instilule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sci Hms/ Sorrento-AorC 2078
T12944456
P2078AC-T FT1 SPECIAL 1 3 Job Reference optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Jan 12 07:49:29 2018 flage 2
ID:qR7GTqtGeHxJkx7yRAMor5yENix-wNmQ2CaFNjBBX—JADP33KXnoXum5exVkCJiDHdzwgoK
NOTES-
6) NIA
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and
any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 25, 365 lb uplift at joint 14 and 1838 lb uplift at joint 20.
10) Girder carries tie-in span(s): 3-0-0 at 0-0-0 to 7-0-0 at 7-0-0.; 7-0-0 at 22-10-8 to 3-0-0 at 29-10-8.; 27-0-0 from 7-0-0 to 17-0-0; 25-2-8 from 17-0-0 to 23-0-0
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 840 lb down at 8-1-8, 854 lb down at 10-1-8, 854 lb down at 11-9-8,
854 lb down at 13-9-8, 854 lb down at 15-9-8, 854 lb down at 17-9-8, 854 lb down at 19-9-8, 854 lb down at 21-9-8, 854 lb down at 23-9-8, 854 lb down at 25-9-8, 854
lb down at 27-9-8, and 169 lb down at 5-1-0, and 971 lb down at 6-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=11.00
Uniform Loads (plo
Vert: 26-28=-895, 28-30=-845, 14-25=-10
Concentrated Loads (11b)
Vert: 14=-1 2 20=-226(B) 22=-222(B) 17=-226(B) 31 =-39(B) 32=-253(B) 33=-226(B) 34=-226(B) 35=-226(B) 36=-226(B) 37=-226(B) 38=-226(B) 39=-226(B)
40=-226(B)
Trapezoidal Loads (plf)
Vert: 1 235-to-26=-345, 30=-345-to-13=-235
M
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(b 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 R
buildingdesign. 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
10 1 .. I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infonmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale.andria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T129444
P2078AC-T FT2 SPECIAL 1
3 all
mia-f,ionoa LUmoer, Bartow, t- L. b.iit.; s bep it) 2ui / mi i eK inoustnes, Inc. vn jan 12 U/:4V:ZV Z1.116 Hage i
I D:LwgEfgAbgYkKfRKdr2TZXPzS7xJ-wNmQ2CaFNjBBX — JADP33KXnpruoweyDkCJiDHdzw9oK
3-6-14 -6 13-2-12 16-7-14 20-_2-22-0 01
3-6-14 T-1 3-1-6 _5_2 _114
7x8 1.5x4 11 6x8 = 1.5x4 11 7x8
1 2 15 3 16 17 4 18 5
1.5x4 11 4x8
19 6 7
Scale = 1:34.2
14 8
5x5
Sx14 MT20HS 8xl 0 MT20HS 7X8 2x4 11 6x1 0
3x4
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
7 10-1-6 1 2 7-14 20-2-121B_
3 3-1-6
3-12 1
3-_5-2 3-6-14
Plate Offsets (X,Y)— f5:0-4-0,0-3-4l,[12:0-5-0,EdQel
LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.60 11-12 >399 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 Bc 0.88 Vert(CT) -0.82 11-12 >291 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO W13 0.89 Horz(CT) 0.07 8 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matnx-MS Weight: 332 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP DSS *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
5-7: 2x4 SP No.2 except end verticals.
BOTCHORD 2x6 SP DSS BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
1-13,7-9,3-13,5-9: 2x4 SP No.1
REACTIONS. (lb/size) 14=4419/0-7-4, 8=2866/0-3-8
Max Uplift 14=-628(LC 4), 8 400([_C 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-14=-3963/572, 1-2=-1 3244/1877, 2-3=-1 3244/1877, 3-4=-23032/3199, 4-5=-23032/3199,
5-6=-8641/1203, 6-7=-8641/1203, 7-8=-2484/355
BOTCHORD 13-14=-123/855, 12-13 3388/24064, 11-12=-3388/24064, 10-1 1=-2456/17683,
9-1 0=-2456/17683, 8-9 76/530
WEBS 1-1 3=-1 821/12864, 3-11 =-I 081/198, 4-11 =-1 907/285, 5-11 =-832/5596, 5-1 0=-65/603,
7-9 1 170/8423, 2-13=-766/139, 3-13=-1 1236/1591, 5-9=-9389/1321
NOTES-
1 ) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf ' BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11 Exp B; Encl., GCpi=0.18 MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) rovide adequate drainage'to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed fora 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 628 lb uplift at joint 14 and 400 lb uplift
at joint 8.
9) Girder carries tie-in span(s): 2-4-0 at 0-0-0 to 6-8-0 at 7-0-0.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 847 lb down and 122 lb up at Printed copies of this document are
10-2-0, and 1888 lb down and 273 lb up at 7-0-0, and 1073 lb down and 155 lb up at 9-0-0 on top chord. The design/selection of not considered signed and sealed and
such connection devi*s) is the responsibility of others. the signature must be verified on
LOAD CASE(S) Standard any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA E M11-7473 rei, 1010312015 BEFORE USE.
Design valid for use only with MiTeklD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M_ - Nowisalwaysrequiredforstabilityandtopreventcollapsewilhpossiblepersonalinjuryandproperlydamage. For general guidance regarding the
fatincation, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 arke East Blvd.
fetSa y Inforinnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamppa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944457
P2078AC-T FT2 SPECIAL 3 Job Reference foptional)
Mid-Flodda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Jan 12 07:49:30 2018 Page 2
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-PZKoFYbt7OJ287uMn7altkK—bl79NPTtP,zRmp4zv,r9oJ
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 3-4 207, 4-7=-83, 8-14=-8
Concentrated Loads (lb)
Vert: 3=1888 4 847 17 1073
Trapezoidal Loads (plf)
Vert: I 208-to-3=-327
A WARNING - V.Hfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indimclual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 69G4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA223i4. Tampa, FL 36610 7
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944458
P2078AC-T FT3 FLOOR 1 1
all
Mid -Florida Lumber, Barlow, FL. o. lou b oup 13 20 1 1 ivl 1 EK!FluusL es, mic. jaiii !z u1:"V:0ur zu Fu age 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-PZKoFYbt7 J'287uMn7aitkKBPIJV,/NcLtRzRmp4zw,9oJ
1-10-0
1-10-0
1 3x4 2 1.5x4
Scale = 1:9.5
2X41 11 4x4 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Ildefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(CT) -0.00 4 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1 -10-0 oc purlins,
BOTCHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=172/0-3-8, 3=177/Mechanir-al
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Refer to girder(s) for truss to truss Connections.
2) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strong backs to be attached to walls at their outer ends or restrained by other means.
3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down at 0-11-4 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00
Uniforni Loads (plf)
Vert: 1-2=- 100, 3-4 10
Concentrated Loads (11b)
Vert: 5 179fl
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
EMMISM11ZEMEEM
AWARNING- Vertlydesign parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M_ Me 7i
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Pan, Sq Hms/ Sorrento-AorC 2078
T12944459
P2078AC-T FT4 ROOFTRUSS 1 2
Ivid-Flonda Lumber, Bartow, FL. 8.130 s Nov 13 2017 MiTek Industries, Inc. Fn Jan 12 10:41:52 2016 Page I
ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-LxU 1 x2 NI NsUMvxIjmSic1_ EYB_2CX 'I gnFmucV,/Rlzw88z
3-4-5 6-6-15 9-11-4
3-4-5 3-2-9 3-4-5
Scale = 1: 18.4
2X4 4x8
2 3 4x4 10
2X4
4
4X6 =
4x6 =
3-4-5 6-6-15 9-11-4
3-4-5 3-2-9 3-4-5
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/clef! L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.05 6-7 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.12 6-7 >995 240
BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.02 5 n1a n/a
BCDL 105.0 Code FBC2017ITP12014 Matrix -MS Weight: 109 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-6-13 oc purlins,
BOTCHORD 2x6 SP No.1 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8= 1530/0-7-4, 5= 1559/0-5-8
Max Uplift 8=-76(LC 4), 5 77(!_C 5)
Max Grav 8=1825(LC 2), 5=2101(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-326/17, 2-3=-4487/161, 3-4=-412/18
BOTCHORD 7-8=-165/4443, 6-7=165/4443, 5-6=-161/4487
WEBS 2-8=-4295/154, 2-7=0/1 124, 3-6=0/1 182, 3-5=-4251/150
NOTES-
1) 2-plytrussto beconnected togetherwith 10d (0.131"x3") nails asfollows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B, Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 8 and 77 lb uplift at
joint 5.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and I lb up at 8-1-8,
and 773 lb down at 4-4-4, and 678 lb down at 8-1-8 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 1-4 100, 5-8=-210
Concentrated Loads (lb)
Vert: 11 46(13) 12=-53(F=-22, B=-31)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verilyd..ig.p.rametem and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekaD 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
10
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job russ Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944460
P2078AC-T J3
Truss
JACK 3 1
Job Reference (optional)
mia-vionaa LumDer, barlow, V L. 6.13U s bep 1b 201 / Mil elk Industries, Inc. Fn Jan 12 01:4Y::31 2U18 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-HtASucVuKRvmHTYLq5XPysKaiev63blgdBKLmwgoI
3-0-0
3-0-0
Scale = 1: 15.7
2x4 11
3-0-0
3-0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(CT) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Weight: 12 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4i SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=195/0-8-0, 3=69/Mechanical, 4=28/Mechanical
Max Horz 5=78(LC 12)
Max Uplift 5=-47(LC 12), 3=-54(LC 12), 4=-5(LC 12)
Max Grav 5=195(LC 1), 3=85(LC 17), 4=52(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf, h=1 5ft, B=45ft; L=24ft; eave=4ft, Cat.
11, Exp B; Part. Encl., GCpi=0.55; M\A/FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 2-11-4 zone,C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 5, 54 lb uplift at joint 3
and 5 lb uplift at joint 4.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 1010312015 BEFORE USE,
AW—_
Design valid for use only with Mrrekili) conneclors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
T12944461
P2078AC-T J7 JACK 26
Job Reference (ootionah
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Jan 12 07:49:32 2018 Page I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-LyRYgEcBfeZmOR2luXdmy9POD6uurWqAvHv,tuyzvdgoH
1-0-0 7-0-0
7-0-0
Scale = 1 21 8
3X4 =
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20. 0 Plate Grip DOL 1.25 TC 0.70
TCDL 0.0 Lumber DOL 1.25 BC 0.54
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-3-8, 4=90/Mechanical
Max Horz 2=141 (LC 12)
Max Uplift 3=-93(LC 12), 2=-82(LC 12)
Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0.12 4-7 >679 240 MT20 244/190
Vert(CT) -0.24 4-7 >348 180
Horz(CT) 0.00 2 n/a n/a
Weight: 24 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf. BCDL=3.Opsf; h=25ft, B=45ft, L=24ft; eave=4ft, Cat.
11; Exp B, Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1 -0-0 to 2-0-0, Interior(l) 2-0-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at
joint 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
A WARNING -Verify design,parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473— 1010312015 BEFORE USE.
Design valid for use only with ViTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not
a ystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overalltruss "
10 UUMbuildingdesign. Bracing indicated is to prevent buckling of inchAdual 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
fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss fuss Type Qty Ply Park Sq HITS/ Sorrento-AorC 2078
JACK T12944462
P2078AC-T J7T 3
Job Reference Ootiona
mia-Honaa LUmDer, bartow, 1- L.
1
6'1'5u s z ep I o zui t mi I eK inaustries, inc. t- n jan I z u t:4v:,iz zui ts Fage I
ID:LwgEfgAbgYkKRKdr2TZXPzS7xJ-LyRYgEc8feZmOR2luXdmy9PLr6sbrWqAvHvAuyzw9oH
7-0-01
7-0-0
3x4
2X4 11
I-;
Srale = 1:22.9
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.19 6 >432 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.32 6 >258 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.16 5 n/a n/a
BCDL 10.0 Code FBC2017frPI2014 Matrix -MR Weight: 26 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-7: 2x4 S P No. 3
REACTIONS. (lb/size) 4=169/Mechanical, 2=346/0-8-0, 5=107/Mechanical
Max Horz 2=141(LC 12)
Max Uplift 4=-79(LC 12), 2=-81 (LC 12), 5=-1 3(LC 12)
Max Grav 4=169(LC 1), 2=346(LC 1), 5=126(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11, Exp B; Encl., GCpi=0.18 M\/VFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-11-4 zone;C-C for
members and forces & M4RS 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 79 lb uplift at joint 4, 81 lb uplift at joint 2
and 13 lb uplift at joint 5.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MEN,
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforniation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job _Truss_ Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944463
P2078AC-T KJ2 JACK 1
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. I'd Jan 12 07:49:33 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-p8?xtadmQxhdObdxSF8?VNyhlWM_az4K7xgQQPzw9oG
1-5-0 2-4-5
Scale = 1:8.6
2x4 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defi L/d PLATES GRIP
TCLIL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LIL) -0.00 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 7 >999 180
BCLIL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 10 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-4-5 oc puffins.
BOTCHORD 2x4 SO No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=44/Mechanical,2=202/0-5-11,4=19/MechanicaI
Max Horz 2=52(LC 8)
Max Uplift 3=-14(LC 8), 2=97(LC 8)
Max Grav 3=44(LC 1), 2=202(LC 1), 4=37(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18 ' MWFRS (directional); Lumber DOL=1.60 plate grip DOL=11.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3 and 97 lb uplift at
joint 2.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 9 lb up at 1-6-12,
and 3 lb down and 9 lb up at 1-6-12 on top chord, and 2 lb up at 1-6-12, and 2 lb up at 1-6-12 on bottom Chord. The
design/seiection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3 60, 4-5=-20
Concentrated Loads (lb)
Vert: 9=4(F=2, B=2)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelkili) connectors. This design is based only upon parameters shown, and is for an indimclual 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 indiAdual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infornnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Trus Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T1 29444
P2078AC-T KJ3 JACK 2
all
mia-t-ionoa Lumaer, banow, t-L.
1
o. iou s oep 10 ZU I 1 1011 eK I rIC11.15t[ItS, 1 [IQ. 1-11 JdIl 14 U1.4- ZU 10 I-dy I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-p8?xtadmQxhdObdxSFS?VNyhzWK2az4K7xgQQPzw9oG
1-5-0 4-2-15
5
1.5x4
Scale = 1: 15.4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 Bc 0.16 Vert(CT) -0.02 4-5 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MR Weight: 16 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SID No.2 TOPCHORD Structural wood sheathing directly applied or 4-2-15 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=226/0-11-5, 3=84/Mer-hanical, 4=34/Mer-hanical
Max Horz 5=79(LC 8)
Max Uplift 5=-124(LC 8),3=-73(LC 8),4 7(1_G 8)
Max Grav 5=226(LC 1), 3=84(LC 1), 4=70(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft; eave=4ft, Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 124 lb uplift at joint 5, 73 lb uplift at joint
3 and 7 lb uplift at joint 4.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 100 lb up at 1-6-12, and 100 lb
up at 1-6-12 on top chord, and 12 lb up at 1-6-12, and 12 lb up at 1-6-12 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5 20
Concentrated Loads (lb)
Vert: 6=64(F=32, B=32) 7=10(F=5, B=5)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(b wrtnectors. 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 indiAdual 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
fabiication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Adexandria, VA 223M. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944465
P2078AC-T KJ7 JACK 7
Job Reference (optional)
Mid-Floncla Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:34 2018 Page I
ID:LwgEfgAb9YkKfPKdr2TZXPzS7xJ-HKZJ5weOBFpTdIB70yfElaUpovr-2JLgTMbP_yFzw9oF
1-5-0 5-2-5 9-10-13
1-5, 5-2-5 4-8-8
Scale = 1:21.9
2x4
1X4 11 5
3x4 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) 11defl L/d PLATES GRIP
TCLL 20.0 Plate Grip COL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.07 6-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 42 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=128/Mechanical, 2=51110-5-11, 5=328/Mechanical
Max Horz 2=142(LC 8)
Max Uplift 4 70(1-C 8), 2 148(LC 8), 5 69([-C 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-775/136
BOTCHORD 2-7=-208T708, 6-7=-2081708
WEBS 3-7=0/275. 3-6 769/225
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4, 148 lb uplift at joint
2 and 69 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at
1-6-12, 3 lb down and 11 lb up at 1-6-12, 3 lb down and 44 lb up at 4-4-12, 3 lb down and 44 lb up at 4-4-12, and 27 lb down and
77 lb up at 7-2-11, and 27 lb down and 77 lb up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, 5 lb down at
4-4-12, 5 lb down at 4-4-12, and 20 lb down at 7-2-11, and 20 lb down at 7-2-11 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the fare of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-20
Concentrated Loads (lb)
Vert: 13=-53(1`27, B 27) 14=4(F=2, B=2) 15 1 O(F=-5, B=-5) 16=-35(1`l 7, B l 7) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi7ekS 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 indmclual 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 to
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sci HITS/ Sorrento -AorC 2078
T12944466
P2078AC-T KJ7T SPECIAL 1 1
Job
Mitl-t-lonaa LUMDer, banow, F L. 6,i:iu s tiep I b s, Inc. t- n jan I Z U /:4bl:Jt1 ZU1 d tage i
ID:ItiEL2vqrkv4uEJUYC2jFzkFng-IX7h[FfOyZxKFvmJagATao1 tZJqk2oudbF9XUHzw9oE
1-5-0 3-2-2 64-11 9-10-13
3-2-2 3-2-9 3-6-2
I
4X4 =
3x4 11
Scale = 1:21.4
1§
3-2-2 6-4-11 9-10-13
3-2-2 3-2-9 3-6-2
Plate Offsets (X,Y)— 2:0-4-3,Edgel, [3:0-0-8,0-2-11
LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in loc) I/defI L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 Tc 0.82 Vert(LL) 0.23 3-8 521 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.47 3-8 253 180
BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 0.18 6 n/a n/a
BCDL 10.0 Code FBC2017fTPI2014 Matrix -MS Weight: 40 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP DSS TCPCHORD
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD
3-9: 2x4 SP No.3, 3-6: 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical
Max Horz 2=142(LC8)
Max Uplift 5=-40(LC 8),2 149([_C 8), 6 101(1_c 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-1015/253
BOTCHORD 3-8=-312/978, 7-8 313/981
WEBS 4-8=-27/299, 4-7=-1057/337
Structural wood sheathing directly applied or 5-10-6 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft; Cat.
11; Exp 8; Encl., GCpj=O. 18; MWFRS (directional), Lumber DCL=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 40 lb uplift at joint 5, 149 lb uplift at joint
2 and 101 lb uplift at joint 6.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at
1-6-12, 3 lb down and I I lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top
chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pin,
Vert: 1-3=-60, 3-5=-60, 9-10 20, 3-6=-20
Concentrated Loads (lb)
Vert: 14 66(1`33, B=-33) 15=4(F=2, B=2) 17=-2(F=-1, 13 1) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS conneclors. 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 buciding of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforrination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944467
P2078AC-T Mi MONO HIP I
Job Reference footiona
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Jan 12 07-49:35 2018 Page I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-IX7hlFfOyZxKFvmJagATaolzOJyc2sjdbFgXUHZW9oE
1-M 3-M
1-8-0 1-4-0
LOADING (psf, SPACING. 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41
TCDL 10.0 Lumber DOL 1.25 BC 0.41
BCLL 0.0 Rep Stress Incr NO WB 0.06
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP
3 1.5x4 11
DEFL. in (loc) I/defl L/d
Vert(LL) -0.01 6 >999 240
Vert(CT) -0.02 4-6 >999 180
Horz(CT) 0.00 4 n/a n/a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x6 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 1=79610-3-8,4=416/Mechanical
Max Horz 1 =28(LC 8)
Max Uplift 1 1 92(LC 8), 4=-1 1 O(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
VVEBS 2-4=-298/85
Scale = 1:8.7
PLATES GRIP
MT20 244/190
Weight: 14 lb FT = 20%
Structural wood sheathing directly applied or 3-0-0 oc purlins,
except end vertica Is.
Rigid ceiling directly applied or 1G-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 1 and 110 lb uplift at
joint 4.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb down and 30 lb up at 1-8-0
on top chord, and 982 lb down and 258 lb up at 1-0-12, and 2 lb down at 1-8-0 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2 60, 2-3=-60, 11-4 20
Concentrated Loads (lb)
Vert: 6 982(B) 7=-2(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473ret, 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
s always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
14-13/ 4 " 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.
0-16-.
t-
For 4 x 2 orientation, locate
plates 0- 'lid' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
width measured perpendicular4x4toslots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
numberwhere bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPH: 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.
I `kli ", 11, 3s M2
6-4-8 1 dimensions shown in ft-in-sixteenths
I(Drawings not to scale)
1 2 3
TOP CHORDS
C1-2 C2-3
WEBS 4
J,
0
M 0
0
0
0-
cl, C6-7
0
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1 311, ESR-1 352, ESR1 988
ER-3907, ESR-2362, ESR-11397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPl 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTekV All Rights Reserved
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
General Safety NotiI
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSIrrPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSIFrPl 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 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.
zCD
C
Is
No
FLOOR AREA FRAMED BY BLDR.
FOR HEAD CLEARANCE BELOW.
I — 65'- 0" 16 1/2" ZU" -
I
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED.
ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED.
J L 1 - HUS26 1-PLY HGR
I [: 2 - THA422 FLR HGR
d L 17 - HHUS46 FLR. HGRS
Lu
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
2x4 Cont. Band 7--\
TRUSS END DETAIL
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM= 2 x 4
12
TOP= 2x4
6 Pw-
V 12
12"
TDI ICZ(Z r-:r\lr) r-):TAII
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES FLOOR TRUSSES
70P CHORD LIVE: 200 TOP CHORD LIOE: 40.0
TOP CHORD OE9D IH TOP CHORD OEAD: 10.0
BOTTOM CHORO DEAD 10,0 BOTTOM CHORD DEHD 5.0
TOTRL LORD IPSF) 40.0 TOTRL LORO IPSF) 55.0
STRESS INCRERSE: 1.25 STRESS INCRERSE 1 rO
THIS TRUSS SYSTEM HRS BEEN DESIGNED WITH LORDS GENERRTED BY 140 MPH
WINDS USING 4.2 PSF TOP CHORD DERD LORD FIND 30 PSF BOTTOM CHORD
DERD LORD 0 MILES FROM HURRICRNE OCEANLINEr CRT. 11, EXF B (RSCE 7-1q)
2078-AorC JPark Square Homes
ILEGH- FIDDRISS
TRAY CLG. OPT
Sorrento - A or C
P207BAC is"'N/A 19T'12-171FBmax
c
b
cl)
ft"Ill
clil cy) u') cl 1kCJ37CJ3
CJ5 C J 5
B6
6/12
B5
6/12
B4
Bl
B2
6/12
B3
Cl
6/12
C2
C3
C)
CJ5 CJ5
CJ3 CJ3
c LO3
LO cl) cl 1
0 0
25'- 4"
20"
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED.
ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED.
CDN
c:p
J L 2-HUS26 1-PLYHGRS.
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
2x4 Cont. Band 7--\
TRUSS END DETAIL
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM= 2 x 4
12
TOP= 2x4
6 W-
1-2
0
12"
TRUSS END DETAIL
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES FLOOR TRUSSES
TOP CHORD LIUF: 20,0 TOP CHORD LIUF: 40.0
TOP CHORD OEHO 10,0 TOP CHORD DEAD: 10.0
BOTTOM CHORD DEAD. 10.0 BOTTOM CHORD DEAD: 5.0
TOTAL LORD (PSF) 40.0 TOTAL LORD (PSF) 55.0
STRESS INCREASE: 1.25 ISTRESS INCREASE: Le
THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LORDS GENERATED BY IqO MPH
WINDS USING .2 PSF TOP CHORD DEAD LOAD AND 30 PSF BOTTOM CHORD
DEAD LOAD 0 MILES FROM HURRICANE OCEANLINE. CRT IL EXP. B (PSEE 7-)4)
2078, - A or C uare Homes
Sorrento - A or C
F TSJON
P2078AC ME 8E, lum-R-7,51
N/A im'J-17 Bmax I
RFCORD COPY
City of Sanford
Building and Fire Prevention
Product Approval Specification Form
iLD
18- 1,392
Permit #
SANFORD
Project Location Address a0t k—I
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please -provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuilding.org.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal)
1. Exterior Doors
Swinging Therma - Tru Single Door FL8871.5
Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL. 15332.4
Sectional Clopay Building Products 94/T40-W4 FL1 5279.20
Roll Up
Automatic
Other
2. Windows
Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2
Horizontal Slider
Casement
Double Hung
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1
Awning
Pass Through
Projected
Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014 1
Categoryl Subcategory Manufacturer Product
Description
Florida Approval #
including decimal)
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FI-13223.2
Soffits Aluminum Coils, Inc Coils Soffits FI-12194.1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles IKO Industries, LTD Asphalt Shingles Cambridge FI-7006.1
Underlayments Warrior Roofing 15 and *30 Roofing Felt FI-2346.1
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents
Other
June 2014 2
Category / Subcategory Manufacturer Product
Description
Florida Approval
include decimal)
5. Shutters
Accordion
Bahama
Colonial
Roll up
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Connectors
Anchors
Truss Plates
Engineered Lumber
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signature
Ap p I ica nt's N a me
Please Print)
June 2014
Florida Building Code Online Page I of.3
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
j ieroduCtApprOval
USER: Public User
Product Approval Menu > Product or Application earch > Application Lis > Application Detail
mg FL 4 FL8871-R8
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Therma-Tru Corporation
118 Industrial Drive
Edgerton, OH 43517
419) 296-1740
rickw@rwbldgconsultants.com
Vivian Wright
rickw@rwbldgconsultants.com
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
Compliance Method Evaluation Report from -a Florida Registered.Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2021
Validated By Ryan J. King, P.E.
Ti Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL8871 R8 COI (b) Certificate of Independence. od
Standard Year
ASTM D1929 1996
ASTM D2843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
Florida Licensed Professional Engineer or Architect
FL8871 R8 Eauiv (b) Eouivalencv of Standards,pdf
http://www.floridabuilding.oror/Pr/Pr_app dtl.aspx?param=wGEVXQwtDqty3 Wak2nHrp... 2/10/2018
Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method Method 1 Option D
Date Submitted 10/17/2017
Date Validated 10/17/2017
Date Pending FBC Approval 10/19/2017
Date Approved 12/12/2017
FL # Model, Number or Name Description
8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single
Door (X) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.1.0
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.1 for Design Pressure Ratings by L Qi371 118 LE CO—Ev l 8871._I__2df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.2 b. "ClassicCraft" or "ClassicCraft
Rustic" Series
3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes Laa7l RLL1__(j2)-jnsL85 2.pAf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871,2.i)df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. I I
8871.3 c. "ClassicCraft" or "ClassicCraft
Rustic" Series
3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.3.i)df
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.3,df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For Fibei-Classic and
SmoothStar sidelites, this product approval requires the use
of "I" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.4 d ' "ClassicCraft" or "ClassicCraft T6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) inst 8871.4.0f
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.[)df
specific Model and for any -other additional use limitations Created by Independent7hird Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of 'T' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.5 e. "Fibei-Classic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.5.pdf
Approved,for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R6 AE (b) Eval 8671.5.1)df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqty3 Wak2nHrp... 2/10/2018
Florida Building Code Online
18871.6
Pac,e 3 of 3ZD
f. "FiberClassic" or "SmoothStar" TO x ST "Impact" Opaque Fiberglass Single Door with
Series I Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ.* Yes FL8871 R8 II (b) Inst 8871.6.1)df
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FilberClassic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
I8871.7 g, "Fiber -Classic" or "Sm6othStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door withISeriesISidelites (OXO) - Inswing or Outswing I
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.7.ndf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.7.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.8 h. "FiberClassic", "SmoothStar",
Cl assicCraft" or "ClassicCraft
Rustic" Series
60 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) -
Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b Inst 8871-8.pd
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.8,cdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. I I
8871.9 L "Fibel-Classic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with
ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (bl Inst 8871.9.Odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.9.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For Fiber -Classic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
F-_- F-7-1
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-182
The State of Florida is an AA/EEO employer. Copyriaht 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Jnder Florida-iaw, email addresses are public records. If You do not ant your mail address released in response to a -public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 455.275(2), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
ON RE E.J
Credft Card
Sale:
http://www.floridabuilding.org/pr/pr—app_dtl.aspx?param=wGEVXQNArtDqty3ljWak2nHrp... 2/10/2018
A
rl
XR
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTSWING
jENERAL q0TES "'
IMPACT"
I . This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC)
structural requirements including the "High Velocity Hurricane ZoneP(HVHZ).
2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be
beyond wall dressing or stucco.
3. When used in the "HVHZ" thi S product complies with Section 1626 of the Florida Building Code and does not require
an impact resistant covering.
4. When used in areas outside of the "HVHZ" requiring wind bome debris protection, this product complies with FBC
Sections 1409.1.2 & R301.2.1.2 and does not require an impact resistant covering. This product meets missile level 'V
and includes Wind Zone 4 as defined In ASTM E 1996 and FBC Sections 1609.1.2.2 & R301.2.1.2.1.
5. For 2x stud framing construction, anchoring of these units shall be, the same as that shown foe 2x buck masonry
construction.
6. Site conditions that deviate from the details of this drcrwIng require further engineering analysis by a licensed
engineer or registered architect.
7. Outswing configurations using coastal sill item #4 under active doors meet water Infiltration requirements for "HVHZ".
8. Inswing configurations and ouitswing cbnfiguratiqns using sill item #5 under the door do not meet the water
infiltration requirements for the "HVHZ" and shall be installed only in non -habitable areas or at habitable locations
protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less
than 45 degrees.
TABLE 9F CONTENTS
SHEET # DESCRIPTION
I
I Typical elevations, design pressures & general notes
2 Door panel d etailS r(S mooth star)
3 Door laa-neldetC ils (Fiber CIOSSIc)
4 Horizon-iol-cr-oss —secfions
5 vertical cross sections
6 Buck and frame - 2X buck masonry construction
7 Frame anchoring - I X buck masonry construclion
8 Bill of Materials & Components
11,75'MAI,
FRAME WIDTH
11,0(Y'MAX,
PANEL WIDTH
z
PRESSURE. (fS.)
DOOR-TY.P.
IM ENsION P f N4. F YjEP 'ATIP
INSWING 37.75" x 98.00" 80.0 80.0
SMOOTH
STAR
OUTSWING 37.75" x 96.50" 80,0 80.0
INSWING 37.75" x 98.00" 80.0 80.0
FIBER
CLASSIC
OUTSWING 37.75" x 96.61Y' 80.0 80.0
See Sheet 8 for design pressure fimitalions.
C4
K
19 4110 Er
011 Zon z
0 Z'
2
K oil
r 3 6
c 6'
a,
A
Z,a
cj
A
M j Ad
i3s
DO
ir
DATE: 0512210
s— N,T.S.
DWO. By.. DWS
014K. BY. LFS
DRAWING NO.:
FL-8871.5
SHEET 01`_.
EXTERIOR
0 UU,
L—JU-1-1-
L DETAIL A -A J
00R IAhffl
M.." .,
000000000000000000000000000000000000000000000000000000000001c- 000000000000000000000000000000000000000000000
00000
0-o's00000
0000000000000000000000000000000000000
L000000000000000000000000;2101
DEMIL A -A
Panel reinforcement
INTERIOR
11— HORIZONTAL CROSS SECTION
1v
4.07-1
TYP. 4
1.53"
CORNERS
OF PANEL
6
bo
1.53" q
no.(Oj
4,
28.86% OPEN
AREA MAX .
NOTE: WOOD DOOR COMPONENTS: PINE (SG - 0.42)
EXTERIOR
Al,
z
Z, 0 r) z
0 0 z
z Ma
6 0 (LE3ccn
0
E z
INTERIOR
ri' VERTICAL CROSS SECTION
IV
C)
V)
C, ILI 0
CA
0
DAIF: 05/2Z/O
SCALE N.T.S.
DwG. BY. ows
CHK. BY-. LFS
DRAWING NO,
FL-8871.5
s"Ev 2 OF 8
A
HORIZONTAL CROSS SECTION
4.02"
TYP. 4
CORNERS
OF PANEL
L DETAIL A -A J
D00R,.1.ANE1
60 Fiber cFiberclassic
00000000 U12
0000000000000000000000
00000000
000000000000000
1.53" cq
000000 000000000000000000000000000000000000000000000
00000
oo o----ocff
0000000000000000000000 28.86% OPEN
00000000 AREA MAX.
0000000000000000000000
L= -
DETAIL A -A
Panel reinforcement
NOTE: WOOD DOOR COMPONENTS: PINE (SG - 0.42)
EXTERIOR INTERIOR
d) 6z A, , JO_--
1 -. t2
z dw 6
1 0 n z
N
x z
z 0 6
Cq & C W
1 0* 5
0 CL
E cc
VERTICAL CROSS SECTION
0
0
E: N.T.S.
BY: Dws
Ery: LFS
FL-8671.5
0
7 3 OF _2a_
INTERIOR
XTERIOR
I HORIZONTAL CROSS SkTION
Outswing shown - Inswing
also approved
iki
ry *. < a- Z—
z 0
Y.,
00
c"
z C; 0 z
0
z 0 z 6
E 0 Ej
c 0 0.
Z
A SO.
Z,0
Q En0En
On r Of
Of0
DAL* 05122108
SCALE: N. T. S.
DWG. BY: DWS
HORIZONTAL CROSS SECTION
Oviswing shown - inswing
also approved
EMB. (TYP.)
C"X. BY.. LFS
DRAMNO NO.:
FL-8871.5
sHEEr OF 8
PGf
EXTERIOR INTERIOR
1 VERTICAL CROSS SECTION
0 tswing shown - inswing
1suo approved
EXTERIOR INTERIOR
r4-"\ VERTICAL CROSS SECTION
KT) isnSwinegnconligutrationegera0sheet I
for "HVHT'water infiltration
requirements
4.
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
Shown w1l X sub -buck
EXTERIOR INTERIOR
t 5 VERTICAL CROSS SECTION
k Inswing configuration
see general notes, sheet I
for "HVHZ" water infiltration
requirements
z 41: 0 Er
z
INTERIOR EXTE&/,,,,, inZ om 0
0 nlit z
Z* 0
o a.
40 D a, IT
Z 'L: 10
L
5
1
oz
oA I
V C) Z' 0
V)
3 VERTICAL CROSS SECTION CrL W, 0
Outswing configuration
see general notes, sheet I 0
for "HVHZ" water infiltration
requirements 0
INTERIOR EXTERIOR
iE
VERTICAL CROSS SECTION
Outswing configuration
see general notes, sheet I
for'IIVHZ" water infiltration
requirements
DAM: 05122108
SCALE: N. T. S.
DWG. BY: DWS
CHK. BY: LFS
DFZAWTNG NO.:
FL-8871.5
SHEET OF
6"'
CA d R
z
e\
A)
P\ z a w o
on zfillIli, N
oTYP. HEAD &
E m 2zi A
JAMBS N
u o cLMASONRYTYP. HEAD & --2 6
OPENING
MASONRY JAMBS
OPENING
Q c
E cc
A 211
FRAME—/
rq ci
fo (.j
d
2X BUCK
2XBUCK
5 co
o :3nom
BUCKANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB
Masonry 2X buck construction
CONCRETE ANCHOR NOTES:
I . Concrete anchor locations at the comers may be adjusted to maintain the min.
edge distance to modarjoints.
2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortarjoints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
AM
I
kd*::: AN C H , OR . M . . I .. r , 4 . MIN.:-CLEAPAN.Ct MIN..UEAPAN.CE
EMBEDmm 10. MASONRY TO.
EDGE:::%:% ANCHOR.::::.:.:.
ITW
1/4" 1-1/4" 2" 4" TAPCONO
ELCO
114" 1-1/4!' V, 4- ULTRACONO
WOOD SCRE INSTALLATION NOTES:
1. Maintain a minimum 518" edge distance, I" end distance, & I" o.c. spacing of
wood screws to prevent the splitting of wood.
HINGE DETAIL LATCH & DEADBOLT DETAIL
DAn: 0512210B
SCALE: N.T.S.
MG. Ery. DWS
CHK. BY: LFS
6ii-kwm -No
FL-8871.5
SHEET OF_S
E)
L
1N
n
4': 0
Y%
Oz. Z, TJAMBSTYP. HEAD Al
fit
011 V) z (5; 6
V 0 nJ & M IIW 0. ..
z
MASONRY a
a
Ot C; Q(L
OPENING
E 1z
J/-
0 C
in (j
C-i Ci
ti 0
1 M P
FRAME T-
17 iv, R; Q:C)
o:
r
0
I X BUCK 0
LATCH & DEADBOLT DETA[L
I —
z
7
L 0
V)
INGE JAMB STRIKE JAMB 11
CONCRETE ANCHOR NOTES: FRAME ANCHORING G
A
1. Concrete anchor locations at the comers maybe adjusted to maintain the min. Masonry I X buck construction 12 2,R1edgedistancetomortarjoints.
MAX.
Ix a-
2. Concrete anchor locations noted as ON CENTER" must be adjusted to L
maintain the min. edge distance to mortarjoints, additional concrete anchors
Mo y be required to ensure the "MAX ON CENTER"dimension are not exceeded. W
In3. Concrete anchor table: 12 NMIN -CLEARANCE. MIN CLPAPANCEANCHORDJACENT., TO MASON Y 4—UGG
1240.
ITY . . BEDMENTP.E -EDGE::.1,
L z
72108
V _:SlZf
ITW
TAPCON
1/4" 2- 4"
HINGE DEWL
SCALE, N.T.S.
MG. BY: DWSITW
TAPCONO 3"
CHK, 91: LFS
WOOD SCREW INSTALLATION NOTES:
1. Maintain a minimum 518"edge distance, ?-end distance, & l"o.c. spacing of FL-8871.5
wood screws to prevent the splitting of wood.
SHEET _7 OF 8
BILL OF MATERIALS
ITEM D8CRIPTION MATERIAL
A I X BUCK SG - 0.55 WOOD
B 2X BUCK SG >= 0.55 WOOD
C MAX. I /,VSHIM SPACE WOOD
D 1/4" X 2-3/4'PFH ELCO OR ITW CONCRETE SCREW STEEL
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90
CONCRETE
G 3/16" X 3-1/4'PFH ITW CONCRETE SCREW STEEL
J 1/4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL
L 10 X 2-1 /Z'PFH WOOD SCREW (1. 15" MIN. EMBEDMENT) STEEL
1 INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM.IWOOD
2 INSWING THRESHOLD (IS300HP5) ALUM.1COMP.
3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUlM./COMP.
4 OUTSWING COASTAL THRESHOLD A LIM.
5 OUTSWING STANDARD THRESHOLD ALUM./WOOD
6 INSWING THRESHOLD ALUM./COMP.
7 DOOR BOTTOM SWEEP VINYL
8 JAMB (PINE) SG >= 0.42 WOOD
9 JAMB (OAK) SG >= 0.42 WOOD
10 WEATHERSTRIP FOAM
I I HINGE STEEL
12 10 X 3/4" PFH SCREW STEEL-
13 9 X 3" PFH WOOD SCREW STEEL
14 LATCH STRIKE PLATE STEEL
15 SECURITY STRIKE PLATE STEEL
16 8 X 2-1 /7' PFH SCREW STEEL
17 8 X 3/4" PFH SCREW STEEL
18 KWIKSET SERIES PASSAGE LOCK STEEL
19 KWIKSET SERIES DEADBOLT (660) STEEL
40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHE FOR DETAILS
41 DOOR SKIN 0.077- THK. (SMOOTH STAR) Fy = 6,000 PSI MIN. FIBERGLASS
42 TOP RAIL (SMOOTH STAR) COMP.
43 LOCK STILE (SMOOTH STAR) WOODAVIL
44 HINGE STILE (SMOOTH STAR) WOOD
45 BOTTOM RAIL (SMOOTH STAR) COMP.
46 PANEL REINFORCEMENT 0.023" THK. JSMOOTH STAR) STEEL
47 FOAM CORE POLYURETHANE
60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
61 DOOR SKIN 0.1 T7 THK. (FIBER CLASSIC) Fy = 6,000 PSI MIN. FIBERGLASS
62 TOP RAIL (FIBER CLASSIC) COMP.
63 LOCK STILE (FIBER CLASSIC) WOOD/LVL
64 HINGE STILE (FIBER CLASSIC) WOOD
65 BOTTOM RAIL (FIBER CLASSIC) COMP.
66 PANEL REINFORCEMENT 0.023" THK. (FIBER CLASSIC) STEEL
U7 FOAM CORE P51-YURETHANE
4.56'
3,(j>HEAD & SIDE
8 '. " Jamb
5.72"
THRESHOLD
Insveing adjustable
5.87'
zo
r."\ THRESHOLD
Inswing self -adjust
5.75"
US Oufsvving standard
L —
5.85,
f4t—M qp
r RESHOLHInsMng —adjDustable
4.57'
THRESHOLD
k,:,) outswing coastal
THRESHOLD
lnsMng
MAX. DESIGN PRESSURE 1/- 50 PSF]
6z
v
0- 0
0 w 6
0 1) z
8
0
0 x I
z o
z o
6 cc w
00 c .0
n 0. IL
C 0Oz
K:
c'
lla
00
V)
w CL
M
0 68
0
tL- 02IR N
DATE: 05122108
SCALE: N.T.S.
M. BY: DWS
CHX. ery: LFS
DRAMNG NO,
FL-8871.5 Ic
Florida Buildinc, Code Online Page 1 of 6t=,
OF TIN R401-g- WON1110-
J,2017' OR& 560
BCIS Home Log In User Registration Hot Topics 5 Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
gg Product Approval
w§1USER: Public Userpr
Product Approval Menu > Product or ADolication Search > Application Lis > Application Detail
5MIT
FL # FL15279-R521-'-R l
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
reapply 11/28/17
Clopay Building Products Company
8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterfield@clopay.com
Scott Hamilton
shamilton@clopay.com
Exterior Doors
Sectional Exterior Door Assemblies
Certification Mark or Listing
Intertek Testing Services NA, Inc.
Gary Pfuehler
R Validation Checklist - Hardcopy Received.
Standard
ANSI/DASMA 108
ANSI/DASMA 115
ASTM E1886
ASTM E1996
ASTM E330
Year
2005
2005
2002
2002
2002
Florida Licensed Professional Engineer or Architect
FL15279 R5 Eauiv 20170809 - FBC - DASMA 108 eouiv.od
FL15279 R5 Equiv 20170809 - FBC - DASMA 115 ecuiv.pd
Method I Option A
08/10/2017
11/29/2017
https:Hwww.floridabuilding.orc,lprlpr—app_dtl.aspx?param=wGEVXQwtDqv:')yVVKJZIQ... 2/1/2018
Florida Building Code Online Page 2 of 6
Date Pending FBC Approval
Date Approved 12/05/2017
Summary of Products
Go to Page dn 0 0 Page 1 / 8 Q 0
FL # Model, Number or Name Description
15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051,2053,4050,4051,4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door
SFL38, SRP38, 134, 135, 136,
16130,6131,6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspectionjDdAprprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 1-151in Interte k.df
Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 11 101655-Revl2.pd
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.2 002 W3-09 DSIE-lA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
ARILP, ED1SP, ED11-P, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODECD W3 Garage Door
6132, SFC36, MFC38
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of insoection.pciApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing IDtertek.gg!f
Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 103952-Rev0l.i)d
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door
8131, 8133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 RS C CAC Letter with proof of contract and proof
of insQection.pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.lpdf
Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for 29 R5 II_104175-_Rev0l_pdfEL152
windborne debris regions. The product without glazing DOES Verified By: Inter -Lek Testing Services NA, Inc.
comply with the impact resistant requirement for windbornii Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051,2053,4050,4051,4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door
SFL38, SRP38, 134, 135, 136,
6130,6131,6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection,ndApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 ListincLlntertek._pdf
Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the.wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 P,5 II 101820-Revl3,pd
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.5 1
https://www.floridabuildino,.org/pr/,nr app dtI.aspx?parani=wGEVXQwtDqv3yVVK IQ... 2/1/2018JZ
Florida Building Code Online Page 3) of 6
005 W3-16 DSIE-lA471: GD1SP,
GR1SP, GDILP, GP,1LP, AR1SP,
AR1LP, ED1SP, EDILP, 4132, 2132,
6132, SFC38, MFC38
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
Double -Car (9'2" up to 16'0" wide) WINDCODEO W3 Garage
Door
Certification Agency Certificate
F1 15279 R5 C CAC Letter with proof of contract and proof
of inspection.iDd
FL15279 R5 C CAC W3 Listing Intertek.od
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 104028-Rev0l.i)d
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.6 006 W3-16 DSIU-1A171: 9130, Doulble-skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HDP13, HDPF1 3 i nteno r skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
HDPL13, 7130, 7131, 7133, L30, WINDCODE@ W3 Garage Door
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
EL15279 R5 CAC Letter with Qroof of contract and oroof
of inspection.pd
FL15279 R5 C CAC W3 Listing Intertek.pd
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS II 104168-Rev0l.()d
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.7 007 W3-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, S5, 42B, WINDCODE@ W3 Garage Door
48B, 55S, 4PST, 6RST, 4RSF, 6PSF
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with [)roof of contract and proo
of inspection.pd
FL15279 R5 C CAC W3 Listing Intertek.od
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 101308-Revl2.1)d
Verified By: Intertek Testing, Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.8 008 W4-09 DSIE-11`171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
4301, 4310, 4400, 4401, HOG, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDGL, HDGF, 66, 66G, 67, 67G, WINDCODE@ W4 Garage Door
68, SP200, SF200, SE200, 6200,
6201,6203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure. +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building, code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DO -ES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
E_Lj_7 j R5 C CAC Lettg r vLitL_pLoqf of c ontrq2 1.nd proo
of inspection.od I
FL15279 R5 C CAC W4 Listing Intertek-nd
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 101652-B-Revll,pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.9 009 W4-09 DSIE-11`471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
GR2SP, GD2LP, GP.2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single-
AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE@ W4 Garage Door
HDGC, 6202, SK68, MFC68
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with Droof of contract and proof
Approved for use outside HVHZ: Yes of inspection.od
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.i)d
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
FL15279 R5 II 103969-B-Rev02.pc1
https://www.flon*dabuilding.org/pr/pr-app_dtl.aspx?param=wGEVXQwtDqv')yVVKJZIQ... 2/1/2018
Florida Building Code 0nlM'eC
Page 4 of 6
DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc.
windborne debris regions. Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.10 010 W4-09 DSIU-11`171; 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door
8201,8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.11 011 W4_09 DSIUO-11<479: CanyonIRidge/Brookstone
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this pr oduct
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.12 012 W4-09 PAN-21`151: 73, 1500,
75, 190, 84A, 94, 76, 42, 48, 55,
42B, 48B, 55S, 4RST, 6RST, 4RSF,
6RSF, 2RST, GD5S, GD5SV, GR5S,
GR5SV, AR5S, AR5SV, ED5S,
ED5SV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.13 013 W4-09 PAN-21`441: G4S, GS4,
G4L, GL4, GD4S, GD4L, GR4S,
GR4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR4L, SS4V, SL4V, ARASV, AR4LV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.1)d
E_LL5 279 R5 (LCAC W4 _ListLirL Injcrtqj S. q__ _!_ _Af
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 11 104183-RevOl.c)d
Verified By: Intertek Testing -Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double Skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27ga. min.) with Overlay Single -Car (up to 9'0"
wide) WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pd .
FLIS279 R5 C CAC W4 Listino Intertek,pd
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 104456-RevOl.r)d
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proo
of ins ec i n. df
FL15279 R5 C CAC W4 Listin6 Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 300159-B-Revl6.pd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single -
Car (up to 9'0" wide) WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proo
of inspection.pd
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 103486-B-RevO8.pd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.14 014 W4-09 SPO-21`449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to
Harbor, Stone Manor 9'0"wide) WINDCODE@ W4 Garage Door
https://www.floridabuilding.org/pr/r)r-app_dtl.aspx?param=wGEVXQwtDqv3yVVKJZ1Q... 2/1/2018
Florida Building Code Online Pac,e 5 of 6
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-32 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with Droof of contract and proo
of inspection.pd
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 Il 103549-RevO6.cd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Repo ' rts
Created by Independent Third Party:
15279.15 015 W4-16 DSIE-11`171: 4300,
4301, 4310, 4400, 4401, HOG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, SF200, SE200, 6200,
6201,6203
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE@ W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with roof of contract and prqof
of-inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.odf
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FLlS279 P,5 II 101481-B-Revl1cid
mindborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.16 016 W4 16 DSIE-11`471: GD2SP, Gal lery/Artistry/Expressions: 2" Doubie-skin Insulated EPS
GP,2SP, GD2LP, GR2LP, AP,2SP, exterior skin 27 ga. min.; interior skin 27 ga. min.) Double-
A 21_P, ED2SP, ED21_P, 4302, Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door
HDGC, 6202, SFC68, MFC68
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with pjoof of cqnti-E t and pLojpf
of inspection.1)dApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.1)df
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 104029-6-RevO3.pdf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.17 017 W4-16 DSIEO-11`479: Double Skin Insulated EPS (exterior skin 27 ga. min.;
Coachman/Settlers/Affinity interior skin 27ga. min.) with Overlay Double7Car (up to
16'0" wide) WINDCODE@ W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proo
Lf inspeqtio0_pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W4 Listing Intertek.cid
Design Pressure: +25 PSF/-25 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 103046-RevO7.pd
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.18 018 W4 16 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door
8201,8203
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter , with proof of contract and iproof
j2f ins-pe(Ltion p fApprovedforuseoutsideHVHZ: Yes,,
Impact Resistant: N/A FL15279 R5 C CAC W4 Listing Intertek.r)df
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 104169-Rev0l.[)df
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
https://vAvw.florldabuilding.org/pr' r a -on dtl.aspx?param=wGEVXQwtDqvDyVVKJZIQ... 2/1/2018P_
Florida Building Code Online Page 6 of 6
15279.19 1019 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to116'0" wide) WINDCODE@ W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proo
of nsDectlon.DdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 P,5 C CAC W4 Listing Intertek.adf
Design Pressure, +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 104457-RevO2.1)d
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.20 020 W4-16 PAN-2FI53: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, 55, WINDCODE@-W4 Garage Door
4RST,6RST,4RSF,6RSF,GD5S,
GD5SV, GR5S, GR5SV, AR5S,
AR5SV,ED5S,ED5SV
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLlS279 R5 C CAC Letter with proof of contract and proo
of inspection. OdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.pd
Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product OS/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279r R5 11 101711-B-Revl5.lpdf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Go to Page = it
F - 1:71 F7__ 1
0 Page 1 / 8 0 0
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phore 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. -Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The ennalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
C-ed.'l C&d,
Safe.
https://www.floridabuildinc,.oro,/pr/pr app dtl.aspx?param=wGEVXQ-,NqDqv3yVVKJZIQ... 2/1/2018
UMAGE HWSE' RA SO PA
S VwRs
NOD S Irs M m
CLOPAY GD13. V.
6411.ay' ms GRSSV
MESMTISTR" 2 1 R,Sv
IDEA.
CKRR HIXISE'
3 EV3SV
11"
0=
71 11 FW__
DOM wom 11 ] 1.1 11 DATE DESCRIPTION
I SHEET 1 OF 2 DED EXTENDED HSCHTS, COMBINil) CLOPAY, HOLMES, AND IDEAL
A
RJ11111 i'll
11"' 071 Ifim""M 1 71m
A:= rl W) '
OPTIONAL GLAZING MAY BE STANDARD OR IMPACT
RESISTANT GLAZING. SEE SECTION B-B FOR
DETAILS.
MAX. STANDARD SIZE 13 42-1/2"06'. IMPACT
RESISTANT GLAZING IS 21-5/8%14-1/8".
mi DPT*tAL VWM
RNSO- "' ' 'mSS'
Rh,SED-pma m mw h-PRIVO.
114./t, swuEIN. Scf&vS -,\-
a
yy A
v
mm'n
camm
3
SHIP UP JOINT'S. -
A m I=m pa
SEE SHEET TWO FOR
IMPACT RESISTANT CONSTRUCTION DETAIL "A"
AND STANDARD CONSTRUCT DETAIL "B",-
TRACK AND JAM13 D&AILS.
DESIGN ENGINEER: rK WESTERFIELD. P.E.1FLORIDAP.E. #484
NO P.E. 12-32,
TEXAS P.E. jqI513
If DENSrrY POLYSTYRENE FOAM INSULATION
1-5/16- THICK WITH VINYL HAIRCELL
BACKER (INSULATED MODELS ONLY)
25 GA. MIN. GALV. STEEL SKIN
WrTH A BAKED -ON PRIMER,
AND A BAKED -ON POLYESTER
TOP COAT APPLIED TO BOTH
SIDES OF STEEL SKIN.
W. 2) cmR w v w m ZWL 3)
4)
w A
Rw=
M—M
S. j.. .1 B. c
I I IV
MPC: PAN-2FalepayDATU1/3/97
5 D IKE BLVD
Building Products 'M5ABON LOH 450 :jb DRAWN BY, JAC
Company (513) Ii70-48DO — THECKED BY,
Cl.p.y ',T-U.. AS Right. R—d. mWW
PPROVAL 15279
ADDED MIN 4F
FOR ASCE7-10.
3 - TALL. U-BAR
SECTION A -A (SIDE ME)Yj_ 20 GA. GALV. STEEL
MIN. YEILD STRENGTH: 50 KSI
2' THICK
T
12 GA. GALV. STEEL TOP
ROLLER BRACKET. EACH
BRACKET ATTACHED W/(4)
14x5/8" SHEET METAL
SCREWS.
14 GA. CALV. ROLLER HINGE.
EACH HINGE FASTENED TO END
SnLES WITH (4) # l4x5/8-
SHEET METAL SCREWS AND (4)
1/4 ' x3/4' SELF TAPPING
SCREWS. SEE MEW W.
3
11
3" TALL x 20 GA. GALV. STEEL U-BARS IN
A 2-1-2-1 PATTERN (I.E. TWO U-BARS
ON BOTTOM SECTION. ONE U-BAR ON NEXT
3
SECTION. ETC.;" EACH U-BAR ATTACHED
WITH (2) 1/4 /4" SELF TAPPING SCREWS
PER snLE LOCATION.
13 GA. GALV. STEEL BOTTOM BRACKET.
ATTACHED WITH (2) #14x5/8' SHEET METAL SCREWS.
ALUMINUM EXTRUSION
VINYL WEATHERSTRIP.
DESIGN LOADS: +24.0 PSF & -24.5 PSF
TEST LOADS: +36.0 PSF & -37.0 PSF
MAX. DOOR 11 E,
4 16'0"W x 16'O*H
DESCRIPT104 CLASSIC AND CH RP STEEL PAN
DOUBLE -CAR, WIN +24/-24.5 PSF
B1DRAWIMW UMDER-
101711 11113C
mass DOORS
msl es GA I
TARRLAGE HOUSE, RAMM PANEL
MOMELS 25 GA 10 GA MIS
Gmemy, CLOPAYGALLERY' GR3Sv
3
ARTISTRY'
AR'S 5SAN V
13 s I 051VCANsammmu.Isv
am MONT IS -I-- I IF wilSECTIONS
UP, -vTO 4 1 6 1 3/a-.3- LAS SGREWS ON 2144"W CENTERS, 1-1/8- O.D. WASHER REOLINED. W
77 Fv- a 8
G 9
SCREWS MAY BE CM44MUNK (BW NOT REOU TO P DE A FUDIHMCKINTINOSACLHORIZONTALJANUSDoNOMSFERLOAD.
0`91 TO lew 7 u
Z6' TO 14T'
4- TO Wr
9 2
9 14
GRU
E MmL.WwWEM="H—' (
2A.W M UK
1610, 10 15' OR
MAX SECTT. — gL- 114-a- TAPCON SCREWS ON 17. CENTERS (2.000 PSI US. CDNOWtE) OR D*
GENTERS I— ), V 0 D. RM— WON TAPMRS.
ANCHORS MAY BE C"DUMM MY NOT REQU=PSKIME A nlISH
MOUNTING SURFACE HORIZONT& M 00 NOT Lm.
REFER TO DASUA TDS-101. A LICENSED DESION
MI — ALTENNATE
Ame/m mNa —Txm.
sTre mot,tLoma BY WON m7mlER CTO Sun
GA. MIN. DALY. STES. END STILE
2a YELLOW PINE
20
20 GA. WV STEEL WER. STILE -
IMPACT RESISTANT ASSEMBLY DETAILS
DRAWING 1017 _A
5ECTION B-B (IMPACT -RESISTANT GLAZING OPTION
D"ODN". DODORIDW W&`P"`NPDB` HKO DOND TAPEI
ZLM— AND M-Im.
j-
KIDDKE
SEVOCEN SMEE. SUN AND IFRAME).
ONE PDL
a LEIAN (10) IS 3/4'M HEAD MADNIE 3—
V-43 IMONT
E.—
DDGNS WITIT ONAIL 0 AREIMPAWOWN. D=- INJECTION -MOLDED POLYCARSONAME FRONT FRIJAE AND
NG M GE LEQNN SLX2,VIU. AN APPRONED CCa IN X Q E WON
RMR ASSEMBLY INSTALLED IN WON TM SECTION MEETS ME
WIND LOAD REOMEMENTS V ME FLORIDA MUM CODE AND INTERNATIONAL BULDIND
ODDE &M U= ME IWPACr-RESISTANT REQUIREMENTS (REF. CHAPTER 18 FBC/IBC).
S= ASSEM13LY DETAILS
NG 10171 1 -El
SECTION B-9 (NON -IMPACT RESISTANT
INONT FRAME Wall ON. COATING ON OUTSIDE SURFACE
NOTE T FRANE IS NAARGWER THAN
NPACT RESISlAINT FRAME.
MOLDEDLITERETAINER-
18.3/4' PAN H EW.
MMY CONSTRUCTION
I'VV ACYRUC UTES AVAILABLEISPWVOUTEOPTDCRLUCRE
PfWED IN ACCORDANCE WITH ISC/M
2M. DIE UNION DOOR ASSENERY INSTALLED IN COMPLIANCE
WON TH SECTION MEETS THE WIND LOAD REQUIRDENTS
OF ME FLERM'LBn No ODEE OR *MENNAT"M
BUILDING WDE BUY ff WEEY ME WAGY
RESISTANT no REU NOBORNE DEBRIS REDKINS
W. MAPTER 16 FOC/10C).
SHEET 2 OF 2
WON ONE FASTENED 18 G& OALV. RINGS. EAN
PER BRACKET. --I— NME FASTENED m
ROUND P,%MT
ONE PER ROLLER)
2 GAIJV. STEEL. T K FASTENED TO 14 GA. DAILY. ROLLER — EAGN
20A.DALV 00 STILES. WITH (4) F /. NOTE' TRAC CONFIGURATION
X&C ".2/11 "415 6 SHEET MAL SCREWS AND (4) A13OVE THEKDOOR OPENING
Oft TWO 1/4-
4-.3/4- StlF TAPPINIG
DOES NOT AFFECT THE VIIND
LOAD RATING OF THIS DOOR.
2' 10 SAUL SHORT STEIN SMM ROLLER WON
STEEL OR NYLON TIRE HORNIDWAL TRACK SUPPORt BY
DR INSTALLER TO SUM)
jjWTAU. D6ORS AND UNDER
R TOP BRACKET
N=- ME DESKIN M THE RIPPORTING SMUCTURAL EUEWENTS SKILL SE ME GA. G012V STEEL nAQ BRACXLT
RESPVCSIBI OF THE PROFESSIONAL OF REGORD FOR ME BUILOM OR I FASTENED M WDDO JAVI WON DOUBLE HORIZONTAL
STINXTURE AND IN AmDR WITH CLIRRENT BLALDSNO CODES, nxt ME LOADS, (3) Spr.i-a/a- Waco LAG —Ews, bE TRACK
LISTED ON ME DRANM.
1HEDOTITLI:j OOM 0 ON
2" MV. STEEL TRACK
17
W TRACK XN114I:
t/2 GALV STEEL BRACKET
4) PER SIDE.
L
HOR120"T'L a7r
DOORS WER W TALL
lug
13 Gk (00. STEEL FLAG BRACKET,
EACH F TO WOOD B WITH Fm
3) S/ LAG
DESIGN ENGINEER: MARK WESTERFIELD, RE
FLORIDA P.E. j4a4Q5.
NO P. E 111 231132,
TEXAS .E. #91513
FLOO MDA PRODUCT
ffe WE. PAN--VF16-j
ulepay DATE. 1/3/97
Ilding Products 8585 DUKE BLVD. DRAWN BY. MASON, OH 45040 JAC
mpa (513) 770-4800 CHECKED BY,
Cl.p.y C.rp—tl- All Right. Ft"—d. Mww
V&D )If-q,9)70
NOM FOR DOORS OYER E
12'-0' NGN, TWX
CONFIGU ON SKILL NOT
EXCEED MAXIMUM SPACING
PROVIDED. CONSUILT FACTORY
FOR MOM DUAL ROD
DESIGN LOADS: +24.0 PSF & -24.5 PSF
TEST LOADS: +36.0 PSF & -37.0 PSF
VD4111-1111 WEND
I
MAY IDER SIZE
W4 16'0-W x 16'0"H
DESCRIPTION, CLASSIC AND CH RP STE
DOUBLE -CAR, 16V +24
F—ER.
101711
Florida Buildinc, Code OnlineD Page I of 4
BCIS Home Log In User Registration I Hot 7opics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
Vvill"flN, Product Approval
A" 'USER: Public UserdbON
Product Approval Menu > Product or Aoolication Search > Application Lis > Applicatiort Detail
FL17499-R3FL #
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Single Hung
Compliance Method Certification Mark or Listing
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard
AAMA 506
AAMA/WDMA/CSA 101/I.S.2/A440
AAMA/WDMA/CSA 101/l.S.2/A440
Equivalence of Product Standards
Certified By
Product Approval Method Method I Option A
Date Submitted 01/15/2018
Date Validated 01/15/2018
Date Pending FBC Approval
Date Approved 01/21/2018
Yea r
2011
2008
2011
https://www.floridabuilding.oro,/pr/pr app dtl.aspx?parain=wGEVXQA4DqtCUGgvjQiz6B... 2/1/2018
I Flon'da Building Code Online Page 2 of 44:1
Summary of Products
FL # Model, Number or Name Description
17499.1 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 P,3 C CAC MI Windows - 18S SH (Fin) Imipac
4)-odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FLI 7499 R3 C CAC MY Windows - 185 SH (Fin) Imr)act (5)
Done.l)dDesignPressure: +55/-55
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact
U DjffbeddedinPecora896sealant.
FL17499 PQ C CAC MI Windows - 185 SH (Flange) Imt)act
4)-od
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-02545B.i)d
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513321B-3,j)ff
Created by Independent Third Party: Yes
17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)El726.01-109-47-RO 185
SH(FLG waiver).[)dfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11).od
FL17499 R3 C CAC MI Windows - 165 SH (Fin) (12).DdDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60
10).Pdf
Quality Assurance Contract Expiration Date
10/08/2018
Installation Instructions
FL17499 R3 II 08-02549B pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513327B-4.pd
Created by Independent Third Party: Yes
17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)El729.01-109-47-RO 165
SH (FLG waiver).odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windo vs - 185 SH (Fin) (13).Dd
FL17499 R3 C CAC MI Windows - 185 SH Fin) (14).r)dfDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60*
11).pd
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 11 08-02550B.r)d
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513328B-5.i)d
Created by Independent Third Party: Yes
17499.4 1185 SH 36x7i Fin, Finless, Flange Frame IG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ. No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH
042522).t)dApprovedforuseoutsideHVHZ, Yes
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-67 04/25/2022
Other: R-PG60* Installation Instructions
FL17499 R3 11 08-03163.od
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 514082.lpd
Created by Independent Third Party: Yes
17499.5 52x72 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact
2). pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Imoact
https://www.floridabuilding.org/p-r/T,)r_app_dtl.aspx?param=wGEVXQvADqtCUGgvjQiz6B... 2/1/2018
Florida Building Code Online Page 3 of 4
Design Pressure: +55/-55 3).Dd
Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impac
2). odbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flange) ImQac
5).r)d
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R3 II 08-02544B-I.r)df
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 5!332OB-1.1)df
Created by Independent Third Party: Yes
18517499.6 SH 52x84 Fin/Flange Frame IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved fcyr use in HVHZ: No FL17499 R3 C CAC APC(13362)EI725.01-109-47-RO 185
SH(FLG waiver)5-8IG 1-8A 52 1-8X84 R60(100918).r)dfApprovedforuseoutsideHVHZ: Yes
i)dfImpactResistant: No
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).Qdf - Design Pressure: +60/-60
FL17499 R3 C CAC MI Windows - 18S SH (Flange) (9).pdfOther:R-PG60
Quality Assurance Contract Expiration Date
10/09/2018
Installation Instructions
FL17499 R3 II 08-02546B-2.1)d
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17429 R3 AE 513 22LE2.Ldf
Created by Independent Third Party: Yes
17499.7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin)
3), odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin)
4) - QdDesignPressure: +50/-50
Other: R-PG50* FL17499 R3 C CAC MI Windows - 185 SH Triple (Flanae)
3). Dd
FL17499 R3 C CAC MI Windows - 185 SH Trii)le (Flanoe)
4). I)d
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 II 08-02548Bpff
Verified By: Luis R Lomas PE 62514
Created by independent Third P Arty: Yes
Evaluation Reports
FL17499 R3 AE 513324B-6.r)df
Created by Independent Third Party: Yes
17499.6 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
3). DdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
4) - pdDesignPressure: +45/-45
Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange
3).od
FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
L4)__pAf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 Ra I1_2 L-_025476-7pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513323B-7.1)d
Created by Independent Third Party: Yes
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
https://www.floridabuilding.orc,/pr/pr app dtl.aspx?param=wGEVXQNN4DqtCUGgvjQiz6B... 2/1/2018
Ia Building Code Online Page 4 of 4
Under Florida Ia., email addresses are public records. If you do not want your e-maii address released in response to a public -records request, do not send
electro hic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you am a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
Ez
Credit Card
Safe
I
https://www.floridabuildinc,.org/pr/pr app dtl.aspx?param=wGEVXQvADqtCUGgvjQlz6B... 2/1/2018
NOTES:
I . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASON RY/CO NCR ETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS 15 LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED RIGID PVC.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR CLASS DETAILS.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REVISIONS
DESCRIPTION -PROVED
REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
REVISED GLASS 10/02/17 R.L.
15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16'. TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF C=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,OOOPSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM
I TABLE OF CONTENTS I
SHEET NO. I DESCRIPTION
I I NOTES
2 3 ELEVATIONS
4 10 INSTALLATION DETAILS
11 1 COMPONENTS
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
I '\ C,
N
E NGRATZ, PA 17030-0370 S' .."p -r,
zsSERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT
NOTES I OF Z
R. DRAWN: DWG NO. REV
N.G. 08-02549 B X
1111\0
Luis R. Lomas P. E.
FL No.: 62514
SCALE NTS J'AT' 12/29/147T j OF 11
I. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NO 27023
434-688-0609 rilomasoirlomaspe—
52" MAX FRAME WIDTH
2" MAX 16 MAX D.C.
rA2L-
16"
MAX
D.C.
12 T_
IAX
AME
IGHT
2"
X
52" MAX FRAME WIDTH
2" MAX 2" M AX 16" MAX O.C. 2" MAX
185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW
FLANGE& FINLESS INSTALLATION
SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS
2"
16"
MAX on
D.C.
72"
MAX
FRAME
HEIGHT
185 ALUMINUM SINGLE HUNG Wlp rr n,11
REVISIONS
DESCRIPTION DATE AP ROVED
REVISED ANCHOR SPACING & CHARTS D7/1 1/15 R.L.
REVISED GLASS 10/02/17 R.L.
CHART#I
Number of anchor locations required
Frame Frame Width (in)
Height 19.00 24.00 30.00 42.00 48.00 52.00
in) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb
24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
36.00 1 2 3 3 3 3 3 3 3 4 3 4 3 4 3
42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
1 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
54.00 3 5 3 5 4 5 5 4 5
60.00 2 5 3 1 5 3 1 5 5 4 4 5 4 5
66.00 2 5 3 1 5 3 1 5 3 5 4 5 4 1 5 4 5
72.00 2 1, 3 1 6 1 3 1 6 3 6 1 4 6 4 1 6 4 1 6
DESIGNER EXTERIOR VIEW
FLANGE& FINLESS INSTALLATION
SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
SIGNED: 1211412017
NOTES:
1. MAXIMUM SASH SIZE: 51" X 35".
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
R L 0a 41
N'Y'..'p .5.
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2",
0SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON -IMPACT
HARDWARE SCHEDULE
2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
2) BLOCK AND TACKLE BALANCE AT JAM BS
FLANGE & FINLESS ELEVATIONS IATAf 0TF_-it
Q/
T ... ONAIL
if 100
Luis R. Lomas P.E.
FL No.: 62514
DRAWN:
N.G.
DWG NO.
08-02549
REV
SCALE NTS JDATE 12/29/14 1 SHEET 2 OF 11
I. R06ERTO LOMAS P. E
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 r1lomasgIrlomaspe-
Adpk
K
F
HE
REVISIONS
F
2"
1 MAXM
FRAME WIDTH _
F2'. JMAXMFRAME
WIDTH REV DESCR PTION DATE APP OVED
2" MAX 0" AX O.0 2" MAX 2" MAX 0" AX O.0 2" MAX
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L..
r8 REVISED GLASS 10/02/17 R.L.
10"
MAX O.C.
2"
AX
ME
GHT
2"
1 . _[ / -
10"
MAX O.C.
0
72"
MAX
FRAME
HEIGHT
A
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FININSTALLATION FIN INSTALLATION
SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 36".
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2".
HARDWARE SCHEDULE
METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAMBS
CHART#2
Number of anchor locations required
Frame Frame Width (in)
Height 18 ' 00 24.00 30.00 36.00 42.00 48.00 52.00
in) H&S IJamb H&S Jamb H&S Jamb H&S Jamb H&S IJamb H&S Jamb H&S Jamb
24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3
30.00 3 4 3 4 4 4 4 5 4 6 4 6 4
36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5
42.00 F3 5 3 5 4_ 5 5 5 5 5 6 5 6 5
48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6
54.00 3 6 4 6 6 -5 -6 6 6 61 6
60.00 3 1 1 3 1 7 4 7 6 7 5 7 6 7
66.00 3 8 1 3 8 4 8 1 5 8 5 8 6 6
72.00 3 8 1 3 11 A 4 8 IS 8 5 8 6 8 6 8
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
P, L 0650WESTMARKETSTREET
GRATZ, PA 17030-0370 E
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5
52" X 72" NON —IMPACT I I
FIN ELEVATIONS AT OF 6,Z
DRAWN: DWG NO. REV OR
N. G. 08-02549 9
SHEETSC ?/29/14 3 OF 11
L. ROPERTO LOMAS P.E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE. NG 27023
FL No.: 62514434-688-0609 r1lorrasoldomaspe—m I
10"
MAX O.C.
2"
AX
ME
GHT
2"
1 . _[ / -
10"
MAX O.C.
0
72"
MAX
FRAME
HEIGHT
A
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FININSTALLATION FIN INSTALLATION
SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 36".
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2".
HARDWARE SCHEDULE
METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAMBS
CHART#2
Number of anchor locations required
Frame Frame Width (in)
Height 18 ' 00 24.00 30.00 36.00 42.00 48.00 52.00
in) H&S IJamb H&S Jamb H&S Jamb H&S Jamb H&S IJamb H&S Jamb H&S Jamb
24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3
30.00 3 4 3 4 4 4 4 5 4 6 4 6 4
36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5
42.00 F3 5 3 5 4_ 5 5 5 5 5 6 5 6 5
48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6
54.00 3 6 4 6 6 -5 -6 6 6 61 6
60.00 3 1 1 3 1 7 4 7 6 7 5 7 6 7
66.00 3 8 1 3 8 4 8 1 5 8 5 8 6 6
72.00 3 8 1 3 11 A 4 8 IS 8 5 8 6 8 6 8
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
P, L 0650WESTMARKETSTREET
GRATZ, PA 17030-0370 E
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5
52" X 72" NON —IMPACT I I
FIN ELEVATIONS AT OF 6,Z
DRAWN: DWG NO. REV OR
N. G. 08-02549 9
SHEETSC ?/29/14 3 OF 11
L. ROPERTO LOMAS P.E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE. NG 27023
FL No.: 62514434-688-0609 r1lorrasoldomaspe—m I
2"
1 . _[ / -
10"
MAX O.C.
0
72"
MAX
FRAME
HEIGHT
A
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FININSTALLATION FIN INSTALLATION
SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 36".
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2".
HARDWARE SCHEDULE
METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAMBS
CHART#2
Number of anchor locations required
Frame Frame Width (in)
Height 18 ' 00 24.00 30.00 36.00 42.00 48.00 52.00
in) H&S IJamb H&S Jamb H&S Jamb H&S Jamb H&S IJamb H&S Jamb H&S Jamb
24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3
30.00 3 4 3 4 4 4 4 5 4 6 4 6 4
36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5
42.00 F3 5 3 5 4_ 5 5 5 5 5 6 5 6 5
48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6
54.00 3 6 4 6 6 -5 -6 6 6 61 6
60.00 3 1 1 3 1 7 4 7 6 7 5 7 6 7
66.00 3 8 1 3 8 4 8 1 5 8 5 8 6 6
72.00 3 8 1 3 11 A 4 8 IS 8 5 8 6 8 6 8
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
P, L 0650WESTMARKETSTREET
GRATZ, PA 17030-0370 E
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5
52" X 72" NON —IMPACT I I
FIN ELEVATIONS AT OF 6,Z
DRAWN: DWG NO. REV OR
N. G. 08-02549 9
SHEETSC ?/29/14 3 OF 11
L. ROPERTO LOMAS P.E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE. NG 27023
FL No.: 62514434-688-0609 r1lorrasoldomaspe—m I
A
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FININSTALLATION FIN INSTALLATION
SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 36".
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2".
HARDWARE SCHEDULE
METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAMBS
CHART#2
Number of anchor locations required
Frame Frame Width (in)
Height 18 ' 00 24.00 30.00 36.00 42.00 48.00 52.00
in) H&S IJamb H&S Jamb H&S Jamb H&S Jamb H&S IJamb H&S Jamb H&S Jamb
24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3
30.00 3 4 3 4 4 4 4 5 4 6 4 6 4
36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5
42.00 F3 5 3 5 4_ 5 5 5 5 5 6 5 6 5
48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6
54.00 3 6 4 6 6 -5 -6 6 6 61 6
60.00 3 1 1 3 1 7 4 7 6 7 5 7 6 7
66.00 3 8 1 3 8 4 8 1 5 8 5 8 6 6
72.00 3 8 1 3 11 A 4 8 IS 8 5 8 6 8 6 8
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
P, L 0650WESTMARKETSTREET
GRATZ, PA 17030-0370 E
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5
52" X 72" NON —IMPACT I I
FIN ELEVATIONS AT OF 6,Z
DRAWN: DWG NO. REV OR
N. G. 08-02549 9
SHEETSC ?/29/14 3 OF 11
L. ROPERTO LOMAS P.E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE. NG 27023
FL No.: 62514434-688-0609 r1lorrasoldomaspe—m I
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
P, L 0650WESTMARKETSTREET
GRATZ, PA 17030-0370 E
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5
52" X 72" NON —IMPACT I I
FIN ELEVATIONS AT OF 6,Z
DRAWN: DWG NO. REV OR
N. G. 08-02549 9
SHEETSC ?/29/14 3 OF 11
L. ROPERTO LOMAS P.E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE. NG 27023
FL No.: 62514434-688-0609 r1lorrasoldomaspe—m I
r -
1/2" MIN
EDGE DISTANCE
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1 1/4" MIN.
EMBEDMENT
BACKER ROD kAPPROVED
1/4" IAX.
SEALANT SPACE
10 WOOD SCREW
INTERIOR
x
EXTERIOR
REASIONS
DESCRIPTION DATE AP ROVED
REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
REVISED GLASS 10/02/17 1 R.L.
1 1/4" MIN. 1/4" MAX.
EMBEDMENT SHIM SPACE
1
1/2"
II' MN
INTERIORLEDGE
DISTANCE
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER RROD
APPROVED EXTERIOR
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
BACKER ROD
SEALANT
APPROVED
SEALANT 1/4" MAX.
SHIM SPACE SIGNED: 1211412017
DOD FRAMINGW
OR 2X BUCK _
T MI WINDOWS AND DOORS, LLC
R.. L 0 41BYOTHERS650WESTMARKETSTREETIGRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0
VERTICAL CROSS SECTION
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS A fAT OF
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES: 0k"
DRAWN: DWG NO. REV
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
N.G. 08-02549 a NAL
2. PERIMETER AND JOINTSEALANT BY OTHERS TO BE SCALE NTS JDAT' 12/29/14 1 SKET 4 OF 11,
DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOMAS P. E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
FL No.: 62514
434-688-0609 r1lo—C&Irlomasp—
2" MIN
EDGE DISTANCEr—r
i
m"
STRUCTU
BY OTHE
APPROVED
SEALANT
1/4" MAX.
SHIM SPACE
REMSIONS
REV DESCRIPTION ATI
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
13 REVISED CLASS 10/02/17 R.L
1/4" MAX.
10 SMS OR
SHIM SPACE
SELF DRILLING
SCREW
10 SIMS OR
INTEPIOR SELF DRILLING INTERIOR
SCREWS
1
L'
E
0
N
W
R
G NTER'0"
2 SlMIN.
EDGE
DISTANCE
T_'
XTEXTERIOR
METAL
EXTERIOR STRUCTURE BACKER ROD
BY OTHERS &
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
BACKER ROD
APPROVED
SEALANT
META
STRUCTUF
BY OTHEF
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS
DRAWN; DWG NO.
G. 1 08-02549
A'r NTS JA" 12/29/14 1 SHEET 5 OF 11
L. ROBERTO LOMAS P.E.
1432 WOODFOR0 RD LEWISVILLE, NG 270231' 434-688-0609 r1lomaspirlomaspe-
SIGNED: 1211412017
R L 0
5
TAT OF
0
Luis R. Lomas P. E.
FIL No.: 62514
REVISIONS
2 1/2" MIN. REV DESCRIPTION DATE AP OVED
EDGE DISTANCE
A REVISED ANCHOR SPACING & CHARTS 07/11/1 'i
CONCRETE/MASONRY
9 REVISED GLASS RL10/02/17 L
BY OTHERS 4 4
4
1 1/4" MIN.
OPTIONAL 1X BUCK EMBEDMENT 1 1/4" MIN.
SEE NOTES 3 EMBEDMENT
SHEET I
1/4" MAX.
CONCRETE/MASONRY
SHIM SPACE
BY OTHERS
1/4" MAX.
BACKER ROD SHIM SPACE
APPROVED
SEALANT
3/16" TAPCON
3/16" TAPCON
INTERIOR
INTERIOR
2 1/2"
MIN. IBICKEDGE
DISTANCE
EXTERIOR
BACKER ROD
APPROVED
OPTIONAL 11 SEALANT
EXTERIOR
SEE NOTES 3 — 7
SHEET 1
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
BACKER ROD
SILL TO BE SET
IN A BED OF
APPROVED
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
APPROVED STRUCTURAL
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
SEALANT SEALANT
DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017
OPTIONAL 1X BUCK 1/4" MAX. MI WINDOWS AND DOORS, LLC
SEE NOTE 3 — 7
SHEET 1
SHIM SPACE 650 WEST MARKET STREET P, L 0 4f,
GRATZ, PA 17030-0370 NT'
CONCRETE/MASONRY SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0, "r' 5
BY OTHERS 44
52" X 72" NON —IMPACT 7- 4t/OFFLANGEINSTALLATIONDETAILSTAT Q!
DRAWN: D111; 110. REV ZoRVD
N.G. 08-02549 B AIL
SCALE NTS I DATE 12/29/14 SHEET . OF 11
VERTICAL CROSS SECTION L. ROBERTO LOMAS P. E. Luis R. Lomas P.E.
CONCRETEIMASONny INSTALLATION 1432 WOODFORD RD LEWISVILLE. NC 27023
FL No.: 62514434-688-0609 illomasCaNrldmaspe—
1/2" MIN
EDGE DISTANCE
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
4" MAX.
APPROVED
MT7SEALANT k SHI SPACE
10 WOOD SCREW
1 1/4" MIN.
EM13EDMENT
1
1/2"
MIN
EDGE
DISTANCE
r_l
10 WOOD
SCREW
REVISIONS
DESCRIPTION DATE I 11 OVED
REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
REVISED CLASS 10/02/17 R.L.
1/4" MAX.
SHIM SPACE
INTERIOR
WOOD FRAMING EXTERIOR
OR 2X BUCK
BY OTHERS
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
BACKER ROD r SEALANT
APPROVED
SEALANT 1/4" MAX.
SHIM SPACE SIGNED: 1211412017
WOOD FRAMING MI WINDOWS AND DOORS, LLC
OR 2X BUCK
BY OTHERS
650 WEST MARKET STREET N P, to
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 6
VERTICAL CROSS SECTION 52" X 72" NON -IMPACT
FINLESS INSTALLATION DETAILS TAT OF
WOOD FRAMING OR 2X BUCK INSTALLATION
n G NO. REV 0* k,. * 4 'z MD.. NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 08 02549 5'/ONAI- -
NOT SHOWN FOR CLARITY. TCALE NTS JDATE 12/29/14 1 SHEET 7 OF 11
IS/
it I I%
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOMAS P.E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
FIL No.: 62514
434-686-0609 rllomasLWlrl-spe.com
REVISIONS
2 1/2" MIN.
REY
EDGE DISTANCE DESCRIPTION DATE AP ROVED
EDGE"IS Al'
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
CONCRETE/MASONRY 13 REVISED GLASS
BY OTHERS
OPTIONAL ix BUCK
4
4
1 1/4" MIN. 1 1/4" MIN
SEE NOTES 3 — 7 EMBEDMENT EMBEDMENT
SHEET I
CONCRETE/MASONRY
BY OTHERS OPTIONAL 1X BUCK
SEE NOTES 3 7
1/4" MAX. SHEET 1
BACKER ROD SHIM SPACE
APPROVED
SEALANT
3/16" TAPCON 1/4" MAX.
3/16" TAPCON SHIM SPACE
INTERIOR INTERIOR
2 112"
MIN. q.All
EDGE
DISTANCE
EEXTERIOR
EXTERIOR BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
SILL TO BE SET
BACKER ROD
IN A BED OF
APPROVED
NOTES:
APPROVED
STRUCTURAL
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
SEALANT
SEALANT
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
OPTIONAL 1X BUCK 1/4" MAX. DESIGNED IN ACCORDANCE WITH ASTM E2112
SEE NOTE 3 — 7 llrFSHIM SPACE SIGNED: 1211412017
SHEET I
MI WINDOWS AND DOORS, LLC wkIiIIIII///
CONCRETE/MASONRY 650 WEST MARKET STREET q, R L 0
BY OTHERS GRATZ, PA 17030-0370 C, N,9'. .(p
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —'IMPACT
FINLESS INSTALLATION DETAILS T Afl OF
DRAWN: DWC NO.
0
0110REV
VERTICAL CROSS SECTION
N.G. 08-02549 B
CONCRE:EIMASONRYINSTALLATION SCALE NTS DATE 12/29/14 1 SHEET 9 OF 11
L, ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, AIC 27023 Luis R. Lomas P.E.
688-0609 rilomas@lrlomaspe.com FL No.: 62514
APPROVED
SEALANT
BEHIND FIN
7/16" MIN
EDGE DISTANCE
INTERIOR
EXTERIOR
1 1/4" MIN.
EMBEDMENT
WOOD
FRAMING
BY OTHERS
1/4" MAX.
SHIM SPACE
8 WOOD SCREW
WOOD FRAMING
1/4" MAX
BY OTHERS
SHIM SPACE
8 WOOD SCREW
1 INTERIOR
MIN.
EMBEDMENT
APPROVED
SEALANT
BEHIND FIN
7/16" MIN EXTERIOR
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
REVISIONS
DESCRIPTION DATE I APIR.-D
REVISED ANCHOR SPACING & CHARTS 07/11/16 R.. .
REVISED GLASS 10/02/17 1 R.L.
ffO WUUU :A.,KLW NOTES:
U- 1/4" MAX
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
F SHIM SPACE
NOT SHOWN FOR CLARITY,
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1211412017
7/16" MIN
EDGE DISTANCE MI WINDOWS AND DOORS, LLC
APPROVED WOOD
650 WEST MARKET STREET
GRATZ, PA 17030-0370
L o
SEALANT FRAMING
S' (P 5-
BEHIND FIN 1 1/4" MIW BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW 5
LIVIOLL) MENT 52" X 72" NON —IMPACT
VERTICAL CROSS SECTION
FIN INSTALLATION DETAILS Af; OF
0
T
WOOD FRAMING OR 2X BUCK INSTALLATION DRAWN: 7G NO. REV R
N.G.
SCALE
08-02549 a
0
INTS DATE 12/29/14 1 SHEET 10 OF il 011111111
L. ROBERTO LOMAS P. E
Luis R. Lomas P.E.
f432 WOODFORD HD LEWISVILLE, NC 27023
FIL No.: 62514434-688-0609 rIlomas@lrlcmaspe-
All
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
2" MIN
EDGE DISTANCEIr
I
1/4" MAX.
SHIM SPACE
REVISIONS
DESCRIPTION DATE AP ROVED
REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L
REVISED GLASS 10/02/17 R. L.
1/4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING 10 SMS OR INTERIOR
SCREW SELF DRILLING
WTEPIlNTEPIOP
SCREWS
T_
1/2" 31wMIN.
EDGE
DISTANCE
I
EXTERIOR
METAL BACKER ROD
STRUCTURE APPROVED
EXTER10kR
BY OTHERS SEAL -ANT
JAMB INSTALLATION DETAIL
x SILL TO BE SET
IN A BED OF
METAL STRUCTURE INSTALLATION
BACKER ROD
APPROVED
SEALANT
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE SIGNED: 1211412017
META MI WINDOWS AND DOORS, LLC
S CTURL__- TRU E
BY SOTHER 650 WEST MARKET STREET P, L 0 41
rENv* GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
VERTICAL CROSS SECTION
52" X 72" NON --IMPACT
0
METAL STRUCTURE INSTALLATION FINLESS INSTALLATION DETAILS r_-A41T frOF
NOTES:
0
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR
DRAWN
N. G.
DWG 110.
08-02549
REV
B
pl Nr
Lp ' i - . . . - " O/ONALCLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SCALE NTS I DATE 12/29/14 SHEET 13 OF 11
DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOMAS P.E. Luis R. Lomas P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
FL No.: 62514434-688-0609 r1lo—CWItlomaspe—
F2
3/16"
13/16" ILF
FLANGE FRAME HEAD
CM- 18501
AL UMINUM 6063- T5.050" THICK
2 5/16" — 1
3 3/8"
L
INGE FRAME SId
CM- 18502
ALUMINUM 6063- T5.055" THICK
1 5/8" [-
ILE
CM- 18505
ALUMINUM 6063-T5.062" THICK
I A 71AIt- p 174 n
RIGID PVC.050" THICK
1 7/8" -
2 3/16"
FLANGE FRAME JAMB
CM- 18503
ALUMINUM 6063-T5.050" THICK
2 5/16"
2 13/1 E
FINLESS FRAME SILL
CM- 18554
ALUMINUM 6063-T5 .055'THICK
1 7/16"
2 /16" 5
LE
SASH BOTTOM RAIL
CM- 18555
ALUMINUM 6063-T5.050" THICK
11 3/8
15/16"
T__l' SASH STILE
CM- 18507
ALUMINUM 6063-T5.050"THICK
2 3/16"
1 5/16"
1
FINLESS FRAME HEAD
CM- 18553
ALUMINUM 6063- T5.050" THICK
1 3/8f-
2 3/16"
FINLESS FRAME JAMB
CM- 18513
ALUMINUM 6063-T5.050' THICK
2 5/16"
2 3 16
3 3/4"
2 5/16"
FIN FRAME HEAD
CM- 18509 CM- 18508
ALUMINUM 6063-T5.055" THICK ALUMINUM 6063-T5 _050'THICK
2 3/
T23/16"
2"
L
ME RAIL FIN FRAME JAMB
CM- 185 10
CM- 18504 ALUMINUM 6063-T5.050" THICK
ALUMINUM 6063-T5.055" THICK
REVISIONS ' I
REV I DESCRIPTION DATE APPROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
6 REVISED GLASS I D/O 2/17 R.L.
5/8" — —
1/8" ANN. — — 1/8" ANN.
1/8" ANN.
090 PVB BY KURARAY
METAL REINFORCED
BUTYL SPACER
EXTERIOR
INTERIOR
1/2 BITE SILICONE
SEALANT
r,
SETTING BLOC
GLAZING DETAIL
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON -IMPACT
COMPONENTS
IN: QWG NO.
N.G. 1 08-0 549
SCALE NTS I—E 12/29/14 J HEETjj OF 11
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NG 27023
434-688-0609 dIoasplrlo-p--
SIGNED: 1211412017
P, L oNra
r, E N S' .:,p
0 5 f
tAfrO'F
0
TEV
B 0 N A I
Luis R. Lomas P.E.
FL No.: 62514
Florida Buildinc, Code OnlineZD
Page 1 of 3
IN
It
NT7
05 81 AN11to
15CIS Home Log In 1 User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
Product Approval
USER: Public User
Product Approval Menu > Product or Application Search > Application Lis > Application Detail
M
FL15349-R9FL #
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Windows
Fixed
Certification Mark or Listing
American Architectural Manufacturers Association
Steven M. Urich, PE
2-' Validation Checklist - Hardcopy Received
Standard Year
AAMA 506 2011
AAMA/WDMA/CSA 101/I.S. 2/A440 2008
Method 1 Option A
12/31/2017
12/31/2017
01/04/2018
https://vr.floridabuilding.orc,/pr/pr app dtl.aspx?param=wGEVXQwtDqtH8572qvdWI... 1/31/2018
j
Florida BuildIg Code Online Page 2 of 3
Summary of Products
FL# Model, Number or Name Description
15349.1 185 PW 73 x 72 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9.0 CAC APC 12786,pdf
Approved for use outside HVHZ: Yes FL1 3..49 R9 C CAC AE(L12237.p f
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-60 04/03/2018
Other: CW-PG60 Installation Instructions
FL15349 R9 II 08-02.357B.Ipd
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 513124B.I)d
Created by Independent Third Party: Yes
15349.2 ---185 PW 159 x 54 Triple CHS Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R9 C CAC APC 15350.pdf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 01/24/2021
Design Pressure., +55/-55 Installation Instructions
Other: R-PG55 FL15349 R9 II 08-02949.pd
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 51378a.pdf
Created by Independent Third Party: Yes
15349.3 18S PW Impact 72 x 72 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.pdf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 06/25/2021
Design Pressure: +55/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-02948.Qd
consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FL15349 R9 AE 513782.[)d
Created by Independent Third Party: Yes
15349.4 1185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272.odf
Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273,odf
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure: +55/-55 01/24/2021
Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-01614B.r)d
annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514
bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 512278B.L)d
Created by Independent Third Party: Yes
15349.5 96 x 60 insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 7962.odf
Approved for use -outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant., Yes 12/05/2020
Design Pressure: +55/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-01613B.r)d
consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
F1-15349 R9 AE 512277B.pd
Created by Independent Third Party: Yes
F--- -'] F.--- 11
Contact U :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. ;: Privacy Statement :: Accessibilty Statemen :: Refund Statemen
https://www.flon*dabuilding.orc,/pr/pr app dtl.aspx?param=wGEVXQ"qDqtH8572qvdWI... 1/3) 1/2018
Florida Building Code Online Page 3) of 3
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. *Pursuant to
Sect ion 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the ficensee. However email addresses are public record. if you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
R7R- M
Credit Card,
safe
https://www.floridabuilding.org/pr/pr—app_dtl.aspx?param=wGEVXQwtDqtH8572qvdWI... 1/31/2018
NOTES:
1 . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASON RY/CO NCR ETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE 1X BUCK 15 NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REASIONS
DESCRIPnON DATE APPIR D
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASON RY/CONC RETE USE 3/16" TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,OOOPSI MINIMUM.
D. METAL STRUCTURE: STEEL 18CA (.048") FY=33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU=30KS) .048" THICK MINIMUM
20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
NOTES
TABLE OF CONTENTS DRAWN: 13 NO
SHEET NO. DESCRIPTION J. L. 7 08 —02357
1 NOTES SCALE NTS I DAIE 09/03/14 1 SHEET 1 OF 12
2 3 ELEVATIONS, CHARTS AND GLAZING DETAILS
4 12 INSTALLATION DETAILS
L. ROBERTO LOMAS P. E
1432 WOODFORD RD LEWISVILLE, IVC 27023
434-688_0609
SIGNED: 1111512016
R* Lo
p
a
TAT OF
R
B 0
Luis R. Lomas P.E.
FIL No.: 62514
REVISIONS
72 1/2" MAX FRAME WIDTH
REV DESCRIPTION DATE APPROVED
6" MAX 18 MAX D.C. P_ 6" MAX
1 NOTES:
A REVISED INSTALLATION DETAILS 06/01/1
6" MAX 1. MAXIMUMO.L.O.: 69314"X68314" B REVISED NAME AND ADDRESS 10/27/
T_
I CHART#I
18" Number of anchors required (w0houf rigid filters)
MAX O.C. Frame Frame widtA (in)
HOght 24.0000 30 0 36.00 42 0 48.00 54.00 60.00 66 0 72.50
in) HAS ambIb HAS ambi HAS PambI HAS Jamb HAS Pambl HAS Jamb HAS amb HAS amb HAS amb
24.00 2 2 2 2 1 3 1 2 3 2 3 1 2 4 2 4 2 4 2 5 2
30.00 2 2 2 2 3 1 2 3 2 3 2 4 2 4 1 2 4 2 5 2
71 1/2" 36.00
24
2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 1 5 1 3
MAX 42.00 2 3 2 3 3 3 3 3 3 3, 4 3 5 3 5 3 6 3
FRAME 49.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3
HEIGHT 00
00 54.00 2 4 2 4 3 4 3 4 3 4. 4 4 5 4 6 4 7 4_
60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 7 5
4 66.00 2 4 2 4 3 5 3 5 1 3 6 4 6 5 6 6 6 7
F7150 1 2 1 5 1 2 1 5 3 5 3 66 F3 6
REFER TO CHARTS ------SERIES 185 ALUMINUM FIXED WINDOW
1 & #2 EXTERIOR VIEW
FOR NUMBER OF CHART#2
ANCHORS REQUIRED Number of anchors required (with rigid fillers)
72 1/2" MAX FRAME WIDTH Frame Frame width fin)
6" MAX 18" MAX D.C. Pleighl 24.00
H&Spamb
3000 36.00 42.00 48.00 5400 60.00 66.00 72.50
6" MAX in) HAS Jamb HAS Jambl HAS Pamb HAS Jamb HAS amb HAS Jamb HAS amb HAS Jamb
24.00 2 2 2 2 3 2 1 3 2 3 2 4 2 4 2 4 2 5 2
30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
6" 0//
36.00
42.00
2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3
323233333334343435
48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4N44 3 5 3
54.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4
60.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4
71 1/2- 16
66.00 2 4 2 4 3 4 3 4 4 4 4 4 4 4 5 4
MAX MAX D.C._
71.50
L 1 2 5 2 1 6 1 3 1 5 1 3 5 1 4 5 j 4 5 1 5 1
FRAME T_ SEE SHEETS 4-7 FOR INSTALLATION DETAILS
HEIGHT
00
REFER TO CHARTS --' SERIES 185 ALUMINUM FIXEO DESIGNER WINDOW
1 & #2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
SIGNEO: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030 E Nq
SERIES 185 ALUMINUM FIXED WINDOW 51
73" X 72" NON -IMPACT
FLANGE & FINLESS ELEVATION & CHARTS TAT OF
0. 0, o'.
OR I
IONAL
1/0111m0
DRAWN: DWG
J.L.
110-
08-02357
REV
B_
SCALE NTS I-E 09/03/14 1 SHEET 2 OF 12
L. ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688_0609 ttlomas@lrlomaspe.com
Luis R. Lomas P.E.
FL No.: 62514
71
F!
HI
6" MAX
72 1/2 MAX FRAME WIUIH
18" MAX D.C.
6- _rAX
1 00
MAX O.C.
1/2"
IAX
AME
IGHT 4//
oo
6" MAX
REFER TO CHART #3 _
l___SSER1ES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF
EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2- MAX FRAME WIDTH
6 " MAX 181, MAX D.C. 6" MAX
00
18 11
MAX D.C.
71 1/2"
MAX
FRAME
HEIGHT
REFER TO CHART #3
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING I IMPACTRATINGJ
60. OPSF NONE
NOTES:
1. MAXIMUMD.L.O.: 69314"X68314"
REVISIONS
DESCRIP71ON 11— 1 -lR.VE.
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
CHART#3
Number of anchors required (fin installation)
Frame Frame width (in
pleightght 24.00 30.00 36.00 42.00 48,00 54.00 1 60.00 66.00 72.50
in) m) HAS amb H&Spamb HAS mbamb HAS J.!,b HAS Jamb HAS J.,,,b HAS Pa.b HAS Ja.b HAS amb
24.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
36.00 3 3 3 3 3 3r 4 3 41 3 4 3 5 3 5 3 6 3
42.00 3 4M16 3 4 3 411444 4 4 4 5 4 5 4 6 4
48.00 3 4 3 4 3 4 4— 4 4 4 4 4 5 4 5 4 6 4 1
54.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4
60.00 3 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5
66.00 1 3 5 3 5 3 5 5 4 5 4 5 5 5 5 5 6 5136366116461651111
SEE SHEET 8 FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 1 030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FIN ELEVATION & CHART
DRAWN: 75w- I--
J.L. 1 08702357
5cALr NTS I DATE 09/03/14 , I SHEET 3 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 r1lomas(a)Irlomasne.war
SIGNED: 1111512016
v, L
Z_-
TAT OFlhj:=
0
A 0 ROt
41;//61YAC
1 /111111110
Luis R. Lorn as P. E.
FL No.: 62514
1/2" MIN.
EDG DISTANCE
WOOD FRAMING 1 1/4" MIN.
METAL
OR 2X BUCK EMBEDMENT
STRUCTURE
BY OTHERS BY OTHERS
ir1/ MAX
BACKER ROD SHIM SPACEI' BACKER ROD
APPROVED APPROVED
SEALANT SEALANT
1010 WOOD SCREW
EXTERIOR EXTERIOR
I A,,,. NTERIOR
10 WOOD SCREW
RlQID FILLER
BACKER ROD BACKER ROD —
APPROVED 1/4" MAX. APPROVED
SEALANT SHIM SPACE SEALANT
WOOD FRAMING
1 1/4" MIN.
METAL
OR 2,X BUCK
BY OTHERS EMBEDMENT
STRUCTURE
BY OTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. /4" MAX.
EMBEDMENT F S HIM SPACE
T-
12DI,
INTERIOR
E
IAN
CrEDG 'T _ /
10 WOOD
SCREW
WOOD FRAMING EXTERIOR
OR 2X BUCK
Al
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
3 4" MIN
EDGE DISTANCE
l/4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
RIGID FILLER
1/4" MAX.
FSHIM SPACE
3/4" MIN
EDGE DISTANCE
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACE
3/4" MIN.
EDGE DISTANCE INTERIORLI
I
10 SMS OR
SELF DRILLING
SCREWS
EXTERIORfMETAL
STRUCTURE BACKER RRODD
BY OTHERS APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15, 1 R.L.
1BREVISEDNAMEANDADDRESS '3 R L
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
P, L
650 W. MARKET ST.
GRATZ, PA 17030
l,
S 0
r, ENO* .,pZ- .. $1* .
0 61SERIES185ALUMINUMFIXEDWINDOW
73" X 72" NON —IMPACT
OFFINLESSINSTALLATIONDETAiLSWITHOUTFILLERSTAX
0
DRAWN: TWG NO. EV_
J. L. 08-02357 B W/ONAC,\'
Luis R. Lomas P.E.
FL No.: 62514
SCALE NTS I DATE 09/03/14 1 SHEET 4 OF 12
L. ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609
2 1/2" MIN.
EDGE DISTANCE
CONCRETE/IVIASONRY _
xBYOTHERS 14
4
1 1/4" MIN.
OPTIONAL 1X BUCK
EMBEDMENT
SEE NOTES 3 — 7
SHEET 1
BACKER ROD 1/4" MAX. rAPPROVEDSHIM SPACE
SEALANT
3/16" TAPCON
EXTERIOR INTERIOR
3/16" TAPCON
BACKER ROD
APPROVED
SEALANT
1/4" MAX.
OPTIONAL 1X BUCK
SEE NOTE 3 — 7
SHIM SPACE
SHEET 1
CONCRETE/IVASONRY
BY OTHERS 44 1 1/4" MIN.
EMBEDMENT
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
REVISIONS
DESCRIPTION
I
DATE APP OVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS /4" MAX.
OPTIONAL 1X BUCK
SHIM SPACE
SEE NOTES 3 — 7
SHEET 1
3/16" TAPCON INTERIOR
NOTES*
1. INTERIORAND EXTERIOR FINISHES, BYOTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE
DESIGNED IN ACCORDANCE WITHASTME2112
2 1/2"
MIN.
EDGE
DISTANCE EXTERIOR
B.AACKE ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLAPON
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST. S P, L
GRATZ, PA 17030 zz-S'
0 5SERIES185ALUMINUMFIXEDWINDOW
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITHUT FILLERS orTAT0F
0-
3110zolDRAWN: I'D IVT_G
J. L. 7 B f0NA
1/111m.10
Luis R. Lomas P.E.
FIL No.: 62514
SCALE NTS I PATE 09/03/14 SHEET 5 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NG 27023
434-668-0609 rIIcmas@)lrlomaspe.mm
1/2" MIN '
EDGE DISTANCE
WOOD FRAMING 1/4" MIN.
METAL
OR 2X BUCK 'EMBEDMENT
STRUCTURE
BY OTHERS BY OTHERS
BACKER R D
1/4 MAX
0 SHIM SPACE BACKER ROD
APP ROVED & APPROVED
SEALANT RIGID FILLER SEALANT
10 WOOD SCREW
BACKER ROD
APPROVED
WOOD FRAMING
OR 2X BUCK
BY OTHERS
IOR EXTERI,
NTERIOR
10 WOOD SCREW
RIGID FILLER
1/4" MAX.
SHIM SPACE
BACKER ROD -
APPROVED
SEALANT
1 1/4" MIN.
METAL-
STRUCTURE
EMBEDMENT BY OTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4" MAX.
EMBEDMENT SHIM SPACE
V
RIGID FILLER
1/2 MIN.
ED
INTERIOR
10 WOOD
SCREW
WOOD FRAMING -/v EXTERIOR
OR 2X BUCK
Al
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAM13 INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
3/4" MIN
r EDGE DISTANCE
1/4" MAX.
SHIM SPACE
RIGID FILLER
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
SMS OR
DRILLING
W
FILLER
1/4" MAX.
SHIM SPACE
3/4" MIN
EDGE DISTANCE
METAL STRUCTURE INSTALLATION
1/4" MAX
SHIM SPACE
T_ RIGID FILLERRIGIDFLLEl
3/4" MIN.
EDGE DISTANCE INTERIORT,
10 SMS OR
SELF DRILLING
SCREWS
EXTERIOR
METAL
STRUCTURE BACKER ROD
BY OTHERS APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
REVISIONS
REV ESCRIP ON DATE: I APP OVED
01/15 L. A RCVISED INSTALLATION DETAILS 10 ll L
B REVISED NAME AND ADDRESS 1 10/27/16 1 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND bOORS, LLIC
650 W. MARKET ST. V., L 0 4f
G RATZ , PA 17030 S'
SERIES 185 ALUMINUM IXED WINDOW
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS A TAT Or
0
DRAWN- NO. REVG
J.L. 08-02357 B
Luis R. Lomas P.E.
SrALE NTS 09/03/14 T E- 5 OF 12
L. R013ERTO LOMAS P. E
1432 WOODFORD RD LEWISVILLE, NC 27023
FIL No.: 62514
434-688-0609 r1tomasCaWfamaspe.com
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1X BUCK
SEE NOTES 3 - 7
SHEET 1
BACKER ROD
APPROVED
SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
OPTIONAL IX BUCK
SEE NOTE 3 - 7
SHEET I
CONCRETE/MASONRY
BY OTHERS
2 1/2" MIN ' -
1EDGEDISTANCE
4 1 1/4" MIN.
4 EMBEDMENT
1 1/4" MIN.
EMBEDMENT
1/4" MAX.
SHIM SPACE
CONCRETE/MASONRY
BY OTHERS
RIGID FILLER
OPTIONAL 1X BUCK
SEE NOTES 3 - 7
SHEET 1
3/16" TAPCON
INTERIOR
3/16" TAPCON
3/16" TAPCON
RIGID FILLER
1/4" MAX.
HIM SPIN& S I
2 1/2"
MIN.
EDGE
DISTANCE
14 1 1/4 MIN.
EMBEDMENT
4.
4
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRYINSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WIT14 ASTM E2112
REVISIONS
REV DESCR PTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
8 REVISED NAME AND ADDRESS 10/27/16 1 R.L.
1/4" MAX.
SHIM SPACE
RIGID FILLER
INTERIORINT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
550 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NbN—IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS X TAT or
DRAWN: 110. REV
J. L.
IWG
08-02357 B 0 IVAL
SCALE NTS I DATE 09/03/14 1 SHEET 7 OF 12
L. ROBERTO LOMAS P.E Luis R. Lomas P.E.
f432 WOODFORD RD LEWISVILLE, NC 27023
FL NO.: 62514
434-688-0609 r1lomasCWIrlomaspe.Com
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANTIBEHINDFLANGE
1/2" MIN.
EDGE DISTANCE
1 1/4" MIN
EMBEDMEN
1/4" MAX.
SHIM SPACE
10 WOOD SCREW
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/4" MAX.
SHIM SPACE
10 SMS OR
LF DRILLING
REW
REVISIONS
DESCRIPTION DATE I API DIED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
EXTERIOR EXTERIOR INTERIOR
INTERIOR
10 SMS OR
10 WOOD SCREW
SELF DRILLING
SCREW
RIGID FILLER
BACKER ROD & BACKER ROD RIGID FILLER
APPROVED SEALANT 1/4" MAX. APPROVED SEALANT
BEHIND FLANGE t
SHIM SPACE BEHIND FLANGE 1/4" MAX.
SHIM SPACE NOTES:
WOOD FRAMING
OR 2X BUCK
1 1/4 MIN.
METAL
STRUCTURE TE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
BY OTHERS EMBEDMENT BY OTHERS S 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
1 3/4" MIN
DESIGNED IN ACCORDANCE WITH ASTM E2112
1/2" MIN
EDGE DISTANCE
EDGE DISTANCE VERTICAL CROSS SECTION
VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION
WOOD FRAMING OR 2X BUCK INSTALLATION
1/4" MAX.
1 1/4" MIN. 1/4" MAX* SHIM SPACE
EMBEDMENT SHIM SPACE
F-
I
T--
1/2" MIN. 3/4" MIN. INTERIORfNT1
EDGE DISTANCE EDGE DISTANCE SIGNED: 1111512016
INTERIOR
MI WINDOWS AND bOORS, LLC
650 W. MARKET ST.
9 L /
10 WOOD 10 SMS OR
GRATZ, PA 17030
01
SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 0 61
SCREWS 73" X 72" NON —IMPACT
WOOD FRAMING
OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS TAT OF.
BY OTHERS BACKER ROD &
STRUCTURE
BACKER ROD & DRAWN: jDWG NO. RIV_ ORIDt
APPROVED SEALANT
BY OTHERS
APPROVED SEALANT J.L. 08-02357 B ONAI-
BEHIND FLANGE BEHIND FLANGE I DATE I SHEET 8SCALENTS09/03/14 OF 12 0II/ou W1
JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
Luis R. Lomas P. E.
434-688-0609 rIIomas@)Irjomasp&.wRT FL No.: 62514
REVISIONS
DATE APR VIED
2 1/2" MIN
REV
A
DESCRIPTION
REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE 8 REVISED NAME AND ADDRESS I OIT11 111 R. L.
CONCRETE/MASONRY
BY OTHERS
1 1/4" MIN.
14. 1 1/4" MIN. EMBEDMENT
OPTIONAL IX BUCK EMBEDMENT
SEE NOTES 3 — 7
SHEET I
YCONCRETE/MASONRY 4
BACKER ROD & 1/4" MAX. BY OTHERSS 1/4" MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL 1X BUCKC'
SEE NOTES 3 — 771SHEET1
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCONC INTERIOR
3/16" TAPCON
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/4" MAX. 2 1/2" 5 iTERIOROPTIONAL1XBUCK
SHIM SPACE MIN.
SEE NOTE 3 — 7 EDGE
SHEET 1 DISTANCE
7 BACKER ROD & CONCRE TE/MASONRY
BY OTHERS 4 1 1/4" MIN.
APPROVED SEALANT
FLANGE14
EMBEDMENT
BEHIND
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
SIGNED: 1111512016
NOTES:
I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITHOUT FILLERS
DRAWN: DWG NO.
J. L. 08 023
SCALE NTS I DATE 09/03/1 SHEET 9 OF 12
L. R013ERTO LOMAS P. E
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 rllomasplr pmaspe.mm
V, L C)
0
fAT OF
Z0RVD?"GN
l/0NA`l_ Millit\0
Luis R. Lomas P.E.
FIL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANTIBEHINDFLANGE
2 " MIN.
EDGE DISTANCE
1 1/4" MIN.
T
1/4" MAX.
SHIM SPACE
RIGID FILLER
10 WOOD SCREW
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/4" MAX.
SHIM SPACE
GID FILLER
10 SMS OR
UF DRILLING
REW
REVISIONS
REV DESCRIPTION DATE 1PI1.V0
A REVISED INSTALLATION DETAILS !dBREVISEDNAMEANDADDRESS10/27/16 R.L.
EXTERIOR EXTERIOR INTERIOR
INTERIOR
10 SMS OR
10 WOOD SCREW
SELF DRILLING
SCREW
BACKER ROD &
RIGID FILLER
BACKER ROD & RIGID FILLER
APPROVED SEALANT 1/4" MAX. APPROVE0 SEALANT
BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX.
FSHIM SPACE NOTES:
WOOD FRAMING
OR 2X BUCK
lilt
1 1/4" MIN.
METAL
STRU CTURE
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
BY OTHERS
EMBED MENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1 3/4" MIN
1/2" MIN
EDGE DISTANCE
EDGE DISTANCE VERTICAL CROSS SECTION
VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION
WOOD FRAMING OR 2X BUCK INSTALLATION
1/4" MAX
1 1/4" MIN. 1/4" MAX. SHIM SPACE
EMBEDMENT SHIM SPACE
IRIGIDFILLERRIGIDF LLE1
IRIGID FILLERRGI'D FLL.ER
1/2" MIN. 3/4" MIN. NIT, INTERIOR
EDGE DISTANCE EDGE DISTANCE SIGNED: 1111512016
INTERIORNTE,
M1 WiNDOWS AND DOORS, LLC
650 W. MARKET ST.
iiIIIII111t1 o R - L o
GRATZ, PA 17030
10 WOOD 10 S S OR
SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 0 1'r
SCREWS 73" X 72" NON —IMPACT XWOODFRAMING
OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS c rzTAT OF
BY OTHERS ABACKER ROD &
STRUCTURE
BY OTHERS
BACKER ROD & DRAWN- DWG NO. RD
08-02357 B
ORX0'
APPROVED SEALANT APPROV ED SEAL -ANT
BEHIND FLANGE BEHIND FLANGE 1E NTS I DATE 09/03/14 STIEET 10 12
JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL
OF
L. ROBERTO LOMAS P.E. 1 Luis R. Lomas P.E.
WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 1432 WOODFORD RD LEWISVILLE, NC 27023
I'L No.; 62514
434-688-0609 rIIarnas@IrIoma9pe.WM
REVISIONS
2 1/2" MIN.
REV
A
DESCRIPTION
REVISED INSTALLATION DETAILS
DATE
06/01/15
APPROVED
R.L.
EDGE DISTANCE 8 REVISED NAME AND ADDRESS
CONCRETE/MASONRY
BY OTHERS
1 1/4" MIN.
14. 1 1/4" MIN. EMBEDMENT
OPTIONAL 1X BUCK EMBEDMENT
SEE NOTES 3 — 7
SHEET 1
CONCRETE/MASONRY
BACKER ROD & 1/4 MAX. BY OTHERS 1/4" MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL IX BUCK
RIGID FILLER SEE NOTES 3 — 7
SHEET I RIGID FILLER
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD &
APPROVED SEALANT
RIGID FILLER
BEHIND FLANGE
1/4" MAX. 2 1/2"
OPTIONAL 1X BUCK
SHIM SPACE MIN
SEE NOTE 3 — 7
EDGE
SHEET I DISTANCE EXTERIOR
CONCRETE/MASONRY 1 BACKER ROD &
BY OTHERS
1 1/4 MIN.
APPROVED SEALANT
EMBEDMENT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL GROSS SECTION
CONCRETEIMASONRYINSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS
DRAWN: DWG NO. —
02357
REV
j . L. 08 B
SCALE NTS JDATE 09/03/14 1 SHEET 11 OF 12
L. ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 rflomsLairlomaspe.com
SIGNED: 1111512016
lk L 0
Q E N
0 61
TAT: OF
0
ORI
Lp
Luis R. Lomas P.E.
FL No.: 62514
APPROVED
SEALANT
BEHIND FIN
6 WOOD
SCREW
3/8" MIN _j
EDGE DISTANCE
EXTERIOR
1 1/4" MIN.
EMBEDMENT
WOOD
FRAMING
BY OTHERS
Z6
r
1/4" MAX.
SHIM SPACE
INTERIOR
1/4" MAX
F SHIM SPACE
3/8" MIN j
EDGE DISTANCE 7
6 WOOD WOOD
SCREW FRAMING
1 1/4" MIN. BY OTHERS
SEALANT EMBEDMENT
BEHIND FIN
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
REVISIONS
REV DESCRIPTION DATE
A REVISED NSTALLAT10N DETAILS 06/01/15
E3 REVISED NAME AND ADDRESS 10/27/16
1/4" MAX
WOOD FRAMING
SHIM SPACE
BY OTHERS
6 WOOD
INTERIORSCREW
1 1/4"
MIN.
EMBEDMENT
T-
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
APPROVED NOT SHOWN FOR CLARITY.
SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
BEHINC/FIN
DESIGNED IN A CCORDANCE WITH A STM E2112
EXTERIOR
I , MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ PA 17030
r R. Lo 4tplll
Lp 45
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON—iMPACT
FIN INSTALLATION DETAILS TAT9 OF
0 RVD"I'- 1 . Q,
ONAt
6111111100\
DRAWN:
L.
DWG NO.
08—.02357
REV
B_
LE NTS DATE 09/03/14 1 SHEET 12 OF 12
L, ROBERTO LOMA P. E.
1432 WOODFORD RD LEWISVILLE, IVC 27023
434-688-0609 r1lomas@)Irlomaspe.com
Luis R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Pace 1 of 3C
NMI
0
J— 4. t7
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
dopr.N.Product ApprovalUSER: Public User
Product Approval Menu > Product or Agglicadon Search > Aj)plication Lis Application Detail
FL # FL15353-P,3
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from a Florida Registered ; Architect or a Licensed
Florida Professional Engineer
E' Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urich, PE
R6 , Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
FL15353 P.3 COI FLCOI.pd
Standard
AAMA 450
Method I Option D
Year
2010
https://www.tloridabuilding.ora/pr/pr app dtl.aspx?param=wGEVXQmqDqtH8572qvdWIS... 2/1/2018
Florida Building Code Oriline, Page 2 of 3
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
10/16/2017
10/23/2017
10/26/2017
12/12/2017
I
FL # L!-c!10, Number or Name Description
15353.1 5764 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01448B,r)d
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512072B,od
span: 104-1/4'. 1 Created by Independent Third Party: Yes
1 15353.2 15764 1 Vertical Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01439B.pd
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B.[)d
span: 83" Created by Independent Third Party: Yes
1 15353.3 15765 1 Horizontal Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01449B.pd
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512073B.Ipd
span: 156-3/8" Created by Independent Third Party: Yes
115353.4 1 S765 I Vertical Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01440B.i)d
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512064B.pd
span: 83". Created by Independent Third Party: Yes
115353.5 1 CM-18514 I Vertical Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-014426.1)d
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE S12066B.Ipd
length - 83". Created by Independent Third Party: Yes
115353.6 1 CM-18520 I Horizontal Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01451B.r)d
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 5120758.[)d
span - 156-3/8" Created by Independent Third Party: Yes
115353.7 1 CM-18523 I Horizontal Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01452B.I)d
Approved for use outside HVHZ: Yes,.. Verified By: Luis P. Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512076B.lDd
span - 104-1/4". Created by Independent Third Party: Yes
1 15353.8 1 CM-18531 I Vertical Aluminum Mullion I
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Installation Instructions
FL15353 R3 II 08-01443B.I)d
Verified By: Luis R Lomas, PE PE-62514
https://www.floridabuilding.org/pr/pr—app_dtl.aspx?param=wGEVXQwtDqtH8572qvdWlS... 2/l/2018
Florida Building Code Online Page 3 of 3
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512067B.Od
span - 83" Created by Independent Third Party: Yes
15353.9 CM-18532 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01453B.j)d
Approved for use outside HVHZ: Yes Verified By: Luis-R Lomas, FE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL153S3 R3 AE 512077B.[)d
span - 156-3/8" Created by Independent Third Party: Yes
fCM--1853315353.10 Verti-1 Al,,m,,,.m Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ:-No FL15353 R3 II 08-01444B.Dd
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512068B.r)d
span: 83" Created by Independent Third Party: Yes
15353.11 CM-18534 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01454B.pd
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other. Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5L20Z8B.pff
span: 156-3/8". Created by Independent Third Party: Yes
F. _-_ IF, _-_ti
Contact U :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-182
The State of Florida is an WEED employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.467.1395. -Pursuant to
Section 45S.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
L
r "M
https://www.floridabuilding.orc,lprl'pr—app_dtl.aspx?param=wGEVXQwtDqtH8572qvdWIS... 2/l/2018
NOTES:
1 ) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO
COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE
DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION
FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS
DOCUMENT APPLY ONLY TO MULLPON, WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS, INC.
7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN.
9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED
IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED
HEREIN ARE NOT EXCEEDED ANO MULLION 15 ANCHORED ACCORDING
TO THIS DOCUMENT.
DESIGN PRESSURE TABLE INSTRUCTIONS:
1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE
CHAPTER 16-
2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON
PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH.
3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT
THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION
SPAN[ AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING
FOR PRODUCT IN STEP 2.
MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED
DESIGN PRESSURE OBTAINED IN STEP 1.
TRIBUTARY WIDTH —
Wl I W 212
REVISIONS
DESCRIPTION -E I _pRol".
ED INSTALLATION DETAILS 06/10/15 R.L.
HORING NOTES & INSTIL DET. 06/07/17 R.L.
ANCHORING NOTES:
1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREW WITH SUFFICIE NT LENGTH TO ACHIEVE A 1 3/8" MINIMUM
EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS
SHEET 3.
2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCON TAPCON
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM
EMBEDMENT WITH I" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS
SHOWN IN INSTALLATION DETAILS SHEET 3.
3) FOR ANCHORING INTO METAL USE #10 SMS OR SELF DRILLING
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM
BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN
IN INSTALLATION DETAILS SHEET 3.
4) ALL FASTENERS TO BE CORROSION RESISTANT.
5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND
ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS
LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. --WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI.
C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N,
TYPE 1 (OR GREATER).
D. METAL STRUCTURE —STEEL 18CA (.048") FY=33KSI/FU=52KSI
OR ALUMINUM 6063—T5 FU=30KSI .062" THICK MINIMUM.
6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPING
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM
EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE
SCREWS 6" FROM EACH MULLION END AND 12" MAX. D.C.
THEREAFTER. STAGGER SCREWS AT EACH WINDOW.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
I NOTES
2 CONFIGURATIONS AND DP CHART
3 INSTALLATION DETAILS
4 COMPONENTS
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
DRAWN: DWG NO,
V. L. 08-01439
SCALE NTS _TllAlE 011/11/12 SHIU 1 OF 4
L. ROBERTO LOMAS RE
t432 WOODFORD RD LEWISVILLE, NC27023
434-688-0609 r1lomasciDIrloo7aspo.com
SIGNED: 1011312017
ox 111111/1// . R L 0
N cEN -y p
0.
OF .,4u::-
At' 6 R ll t NR ]
B 61 G
Luis R. Lomas P.E.
FIL NO.: 62514
r
107 3/8"
OMBIN6 WIDTH
Wl
T--
133"
FRAME
HEIGHT WINDOW WINDOW
MULLION
SPAN)
I I
107 3/8"
OMBINED WIDTH-[ T Wl W2
83" IWINDOWFRAME
HEIGHT WINDOW
MULLION
SPAN)
7 L1111
107 3/8"
COMBINED WIDTH
F_ W1 W2
83" WINDOW
FRAME
HEIGHT
WINDOA WINDOK
MULLION
SPAN)
LL
L W1
COMBINED
W2
107 3/8' LTH
Design pressure ratinq so
Mullion
span (in)
Tributary width n)
18.13 25.50 36.00 42.00 48.00 52.13
25.00 120.0 120.0 120.0 120.0 120.0 120.0
37.38 i2b.b 120.0 120.0 120.0 120.0 120.0
49.63 120.0 98.3 81.2 76.9 75.2 75.1
62.00 71.0 52.2 39.7 35.9 33.4 32.3
65.63 59.6 43.7 33.0 29.6 27.4 26.3
2 6061 4.1 32.7 24.4 21.B 19.0 19.0
tI 8.1 20.3 I - I -
LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE.
107 3/8"
OMBINED WIDTH-[ T Wl W2
83" LOWFRAME 4NDOW
HEIGHT
MULLION
SPAN)
107 3/8'.
COMBINED WIDTHF_ Wl W2
T-
83"
WINDOW
FRAME
HEIGHT WINDOW WINDOW
MULLION
SPAIN)
L W 1
COMBINED
W2
107 3/8"
WIDTH
REVISIONS
I REV I DESCRIPTION I DATE I APPROVED I
A REVISED INSTALLATION DETAILS 1 06/10/15 R.L.
B REVISED ANCHORING NOTES & INSTL DET 1 065/07/17 R.L.
101 3/8'.
COMBINED WIDTH
F_ WI -1 [- W2
T--
83"
WINDOW
FRAME
HEIGHT WINDOW WINDOW
MULLION
SPAN)
L WI W2
107 3/8"
COMBINED WIDTH
APPROVED CONFIGURATIONS
MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED
WIDTH DOES NOT EXCEED 107 318"AS SHOWN HEREIN.
Des yn pressure rating (pso with rebar
Mullion
span (in)
Tributary width (in)
F2--- 18.13 5.50 F3 6,00 42.00 48.00 52.13
25.00 120.0 120.0 120.0 120.0 120. D 120.0
37.38 120.0 120.0 120.0 120.0 1200 120.0
49.63 120.0 98.3 81.2 76.9 75.2 75.1
62.00 95.2 70.0 53.3 46.1 44.8 43.4
65.63 80.0 58.6 44.2 39.7 36.7 35.3
2, 00 0 3 43.9 32.8 29.2 26.7 25.5
4 .00 377 0 3 16 0 151
LARGE AND SMALL MISSILE IMPA C T, LEVEL D, WIND ZONE 3
DIMENSIONS IN CHARTARE FRAME DIMENSIONS AND DO NOT
INCLUDEFLANGE.
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERT:CAL MULLION
83" MULLON SPAN
APPROVED CONFIGURATIONS AND RATING CHARTS
IDRAWN:
OWG NO.
V. L. 08-01439
ISCALE NTS JDATE 01/11 /12 1 SHEET 2 OF 4
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 rflomasL&Irfomaspexom
SIGNED: 1011312017
P, L
op
o 51
TAT 0
Luis R. Lomas P. E.
FL No.: 62514
I" MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
1 1/4"
MIN. EMBEDMENT
1/4" ELCO ULTRACON TAPCON
5ECT5796
CLIP
OPTIONAL
REBAR
F=-A
MT000022
CLIP
r 1 : #
10 woo
Ir
1 318"
EMBEDM
W
1/2" MIN. 2
EDGE L B
DISTANCE
VERTICAL CROSS SECTION
MASONRYICONCRETE AND WOOD FRAMING
INSTALLATION
NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE
OR WOOD FRAMING SUBSTRATE.
SECT5764
MULLION
D SCREW
MIN.
ENT
ODD FRAMING/
X BUCK
Y OTHERS
REVISIONS
DESCRIPTION DATE PPROVED
REVISED INSTALLATION DETAILS
REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L.
MT000022
CLIP
10 SMS OR
SELF DRILLING
SCREW
ETAL
1/2 RucTURE
BY OTHERS
MIN. L 'T
EDGE
DISTANCE
VERTICAL CROSS SECTION
METAL INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
INSTALLATION DETAILS
EDRAWN: —
FD G NO -
V. L. 1 08-01439
01/11/12 1 SHEET 3 OF 4
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NG 27023
434-6 88-0609 rltomas@lrtomaspe.com
I&N
SIGNED: 1011312017
0M,
9 Lo
E IV o(p
WtAR OF'
FE—v
B
Luis R. Lomas P.E.
FIL N 0 .: 62514
2.140"
1.125
I
SECT5764 MULLION
ALUMINUM 6005-T5.125"TI-IICK
1— 0.658"
T
1.531"
j
RF-P ?EBAR
16 GA (062) GALVANIZED STEEL
NOTES: 1. CLIPS MAY BE USED IN
MASONRY/CONCRETE OR WOOD FRAMING
SUBSTRATE.
2, FOR WOOD & METAL INSTALLATION
USE ALL FOUR ANCHOR LOCATIONS.
3. FOR CONCRETE 1NSTALLATION USE 2
ANCHOR LOCATIONS ONLY WITH 3 1/4"
SEPARATION BETWEEN ANCHORS.
i
0.843"
f--
3.26
375"
0.6251,
F
3.250"
4.000"
0 O_j
MT000022 CLIP
16GA (063") GALVANIZED STEEL
SEE NOTE 2 & 3, THIS SHEET.
3.750" —
2.189" —
1.0)0"
J—I —
0.375"
0.843"
T- 2X 00.210"
1.562"
1.562"
1
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063-T5.125-THICK
REVISIONS
DESCRIPTION DATE
REVISED INSTALLATION DETAILS 06/10/15 R. L.
REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L.
3.750"
1.0 0" 0,375"
0.4 2"
2.032" 2.875"
O.B43"
SECT5796 CLIP
2X 00.210"
FOR CONCRETE INSTALLATION
ALUMINUM 6063-T5.125"THICK
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERT:CAL MULLION
83" MULLON SPAN
COMPONENTS
DRAWN:
V.L. 08-01439
SCALE NTS JDAT' 01/11/12 1 SHEET 4 OF 4
t. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE. NC 27023
434-688-0609 rlIo—@W0.a5pe.c0.
SIGNED: 1011312017
FL L
51
0 fc, -Z
IONAL I
Luis R. Lomas P.E.
FIL No.: 62514
Florida Building Code Online Page 1 of 3
gU-1 -g SEEM
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stabs & Facts Publications FBC Staff BCIS Site Map Links Search
d pr : 'Aali Product, Approval
U ER: Pubic Userhie" -
Product Approval Menu > Product or Application Search > Application Lis Application Detail
FL # FL13223-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer James Hardie Building Products, Inc.
Address/Phone/Email 26300 La Alameda
Ste. 250
Mission Viejo, CA 92691
909) 349-2927
pingsheng.zhu@jameshardie.com
Authorized Signature Pingsheng Zhu
pingsheng.zhu@jameshardie.com
Technical Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Quality Assurance Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Category Panel Walls
Subcategory Siding
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
D Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Ronald 1. Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 12/31/2020
Validated By John Southard, P.E.
1-. Validation Checklist - Hardcopy Received
Certificate of Independence FL13223 R4 COI Rio - Certificate of Indelpendence.r)df
Referenced Standard and Year (of Standard) Standard
ASTM C1186
ASTM E330
Year
2007
2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL13223 R4 Eouiv R10-2692B-17 ASTM C1186 equivalency.od
http://www.floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDqvRk6bsvZ66FC... 2/6/2018
E
Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method I Option D
08/09/2017
08/25/2017
08/28/2017
10/10/2017
I
FL # Model, Number or Name Description
13223.1 Cempanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 cempanel-installation.i)d
Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17-0406.06.pdf
Impact Resistant: Yes fl-13223 R4 11 RIO 2689-17 Lqa_e_1ti;LF_Urrin_q_.Pff
FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.odDesignPressure: N/A
Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA_17-0406.06.pd
FL13223 R4 AE RIO 2689-17 Panel to Furring.r)d
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf
Created by Independent Third Party: Yes
13223.2 HardiePanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 HardiePanel-Installation.ipdf
Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17-0406.06.i)df
Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to FurrinQ,pd
FL13223 R4 II RIO-2686-17 Panel Wood Metal FrarlDesignPressure: N/A
Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.i)d
FL13223 R4 AE RIO 2689-17 E Lnel to Furring-,Pff
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame,odf
Created by Independent Third Party: Yes
13223.3 Panel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.pd
Approved for use outside HVHZ: Yes ELI Z23 R4 II Prtv H-Panel-Installation.pffgL
Impact Resistant: N/A
Design Pressure: N/A
FL13223 R4 II RIO 2689-17 Panel to Furrinq.[)df
FL13223 R4 11 RIO-26S6-17 Panel Wood Metal Frame.pd
Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.[)d
Q 2&Q9-17 Pantl_to F Lrno fFL13;LZ2_E_4_AE EIL
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf
Created by Independent Third Party: Yes
Kick F-7e-t
Contact U :: 2601 Blair Stone Road, Tallahassee FIL 32399 Phone, 850-487-182
The State of Florida is an WEED employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used 1`6 official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
M cm M, ZR E
http://v;,A,w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvP,k6bsvZ66FC... 2/6/2018
Florida Buildinc, Code Online Pace 3 of 3
I t,
De d,,, Card
See
i
http://www.floridabuildinc,.orc,,/Pr/pi_app dtl.aspx?param=wGEVXQwtDqvRk6bsvZ66FC... 2/6/2018
Florida Product Approval
HardleftnelO Siding
For use inside HVHZ:
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with the Miami -Dade County Florida NOA 17-
0406.06. Consult the HardiePanel product installation instructions on the
follow pages for all other installation requirements.
0 For use outside of HVHZ,
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with Engineering Evaluation Reports RIO-2686-17
or RIO-2689-17. Consult the HardiePanel product installation instructions
on the follow pages for all other installation requirements.
Hardie Pane VeitcalSiding
JamesHardie
INSTA.LIATION REQUIREMENTS RESIDENTIAL SINGLEFAIVIII Y ONLY - PRIMED & COLORPLUS"' PRODUCTS
E - FE 'CTIVE SEPTEMBER 2013 Im
for the most recent version.
SMOOTH - CEDARMILLII' - SELECT SIERRA 8 - STUCCO
IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPUGABLE BUILDING CODES AND JAMES HARDIE
WRITTEN APPUCATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES,
AND VOID THE PRODUCT ONLY WARRANTY, BEFORE INSTALLAT10N, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.
INSTALLA11ON OF HZ1 OTM PRODUCTS OUTSIDE AN HZ1 0' ' LOCATION WILL VOID YOUR WARRANT TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWW.HARDIEZONE,COM OR CALL 1-866-942-734,3 (866 9HARDIE)
STORAGE & HANDLING:
Store flat and keep dry and
covered prior to installation. Installing
siding wet or saturated may result in
shrinkage at butt joints, Carry planks
on edge. Protect edges and corners
from breakage, James Hardie is not
responsible for damage caused
by improper storage and handling of
the product. -1,19 - _ - __
CUTTING INSTRUCTIONS
OUTDOORS INDOORS
Position cutfing station so that wind will blow dust away from LISPr 1, Cut only using qcnie and snip, or shears (manual, electric or pneumatic).
aid others in workino area. 2, Position cutting station in well -ventilated area
2. Use one of the tollov,qng methods:
a. Best: I. Sc.ye and snap
ii, Shears (manual: electric or pneur atic) - NEVER use a power saw indoors
b. Better: I. Dust reducing circular saw equipped with a - NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark
HardieBlade saw blade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum
c. Good: I. Dust reducing circular saw with a HardieBlade saw blade
only use for low to moderate cutting)
Important Note: For maximum protection Owviest respirable dust production), James Hardierecommends always using "Best" -level cutting melliods; where feasible.
NIOSH-approvel respirators can be used in conjunction withr above cutting practices to further reduce dust ewures. Additional exposure informabon is available
at wivmrjameshardie.corn to halip you determine tie me, appropriate cutting method foryour job requirements, If concern still exists abourt eXPOSUre level,,; or you
s,_ 31 oedonotcomplywiththeabovepractices, you si oulcl always consuft a qualffi d industrial hygianist or contact James Hardie for further information. ' -
GENERAL REQUIREMENTS:
These instructions to be used for residential single family installations only. For Commercial / Multi -Family installation requirement,, go to vvA,.JamesHard;,eCommercial.com
HardiePaneP vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" D.E. See genernal fastening requirements. Irregularities in
framing and sheathing can mirror through the finished applicaton. James Hardie recommends installing HardiePanel on a capillary break (rainscreeniff6irring) as a best practice.
Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wvkiv, ia miehardie.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 HairdieWrap- Weather Barrier, a non -woven non -perforated housewrapl. which complies with building code requirements.
When installing James Hardie procucts all clearance details in figs. 5,6,7 8,9,1 0&11 must be followed.
Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minirnum of 6" in the first 10'.
Do not install James Hardie products, such that they may remain in contact with standing water.
HardiePanel vertical siding may be installed on vertical wall applications only.
DO NOT use HardlePanel verti al siding in Fascia of- Trim applications.
Some pplication are not suitable for ColorPlus. Refer to ColorPlus section page 3.
DO NO I use stain, oil/al El base paint, or powder coating on James Hard I e't Products.
For larger rOjE , 2ng commercial and multi-famiK, projects, where the span of the wall is significant in length, the designer and/or architect should take
into consiT ration the coefficient of thermal expansion arid moisture movement of the product in their design. These values can be found in the Technical Bulletin
8 "Expansion Characteristics" at www.JamesHardie.com.
INSTALLATION:
Joint Treatment
Fastener Requirements &
Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPluse Finish) (fig. 2). HardiePanel Vertical Siding Installation * Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3).
Framing must be provided at horizontal and vertical edges for nailing, Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive barrier
Double stud may be required to maintain minimum edge 2 4 stud I d v1ratEtrarenailingdistances, 2 x 4 stud rsistive zl wattrepistive
1! artier
i upper panel upper panel
Figure 1 stud DO/ not 114" gap Do not 1./4` gain
water-resi Stiv Caulk Uailk
barrier I
2 11-hirtZ-flashingBattenJoint "H" Joint n
nr, s
sheathing HardiePanel
dverticalsidingwater -resistive barrier
keep nails 2 x 4 stud lower
3/8" min. 4 panel
from panel
allint
or, g- d -
ln
low",
elpanelUU,
edges
plat
0 0 Figure 4
leave appropiate gap between Recommendation: when
panels, then caulk* installir virigSierra8'.0r,
Caulk Joint a 60101 n Stud al pandmoderatecontact (
No applicable to CohiPlus" Finish) joints to avoid nailing
1keepfastan2" 'Apply ,,aulk in accorcance with cailk titrough grooves.
c '
r:
ei's
i U
away fron m , manufaf Uer s written application insttuctions,
For additional information on HardieWraplt"' Weather Barrier, COnSUlf,lames; Hardie at 1-866-4Hardie ormuvol.hardietivrap.com
WARNING: AVOID BREATHING SILICA DUST
Iames Hardiel pmduas contain resoiralbe crystalline silica, which is known M the State of California to cause canrpr and is cons.cared by IARC and NOSH to be a cause of cancerfircm sorne occupational sources. Breatting
xcessive amciriLs Of respirable A6 dust can a;sc cause 2 disabling and potentially fatal lun, disease called sil.cosis: and has been I:nk.ed with otnei diseases, Some. slicies sugges' smok.ng may increase these risks. During
installation or handling: (1) work in outdoor areas with ample ventilation I erenot feasible, use a HiirdieBladel sav,- blade and disl reduc;ng circilar saw attached to a HEPA,.,Kuum, 2) use f bei cement shears for cutting or, w1h
3) war oth rs in t immediate area 4) wear 8 prooerly-fifter, 1410SH-ainforovail dust mask cir respirator (-.g. N-95) in accordance with applicable governmem regulevors and manufacturer instructinns V., further limitnIaihe
resnj a ol e silica exposures, During clean-up: use IIEPA vacuums or we! deanur metriods - riever cl_, sweep. For urmar information, refer to our installation instructions and Material Safe), Data Snea'. ,ailable at
www.pameshardrexorr or by calling 1-800-9. iARDI-, (1: -800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS, MSDS; AND INSTALLATION INSTRUCT IONS MAY LEAC TO SERIOUS rERSONAL INjURY OR DEATH.
HS1236-PI/3 11/13
CLEARANCES
Install siding and trirri products in Maintain a minimum 1 " Maintain a rninimurn 1 2" clearance At the juncture of the roof and vertical Maintain a 1/4"
compliance with local building code 2" clearance between between Jarnes Hardie products surfaces, flashing and counterflashing clearance between
requirements for clearance between James Hardie' and decking material. shall be installed per the roofing
manufacturer's instructions. Provide a
the bottom of James
Hardie products and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing.
the adjacent finished grade. steps and driveways. I I the roofing and the bottom edge of the Do not caulk gao.
Figure 5 stud
concr tee
6" min.
foundation
Maintain a minimum 1 2' oap
between gutter end caps and
siding &trim.
Figure 9
sidini
gutter and end cap
Do not bridge floors with HardiePanel"' siding. Hori2ontal
joints should always be, created bet%,een floors (fig. 11 0),
VvIater-
Resistive
Barrier
Figure 10
Horizontal
Trim
Sheathing
fascia HardiePanele
BLOCKED PENETRATIONS
Penetrations such as hose bibs and holes 1 i" or larger such as dryer vents
should have a block of trim around point of penetration.
siding and trim.
Figure 8
1 2" min.
ftnhirg
Refer to fig. 3 on
page 1.
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the rnost critical -lashing details occurs where a
Framing roof intersects a sidewall. T e roof must be flashed withstep
Flooring flashing, Where the roof terminates, install a kickout to deflect
water away from the siding, It is best to install a self-achering
nembrane on the wall before the subfasca and trim boards
are nailed in place, and then come back to install the kickout.
Figure 11, Kickout Flashing To prevent water frorn
durnping behind the siding and the end of the roof
intersection, install a "kickout" as required by IRC code
R905.2.8.3 : "...flashing shall be a min. of 4" high and 4"
wide." James Hardie recommends the kickout be angled
between 00' - 1101 to maximize water deflection
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel. Flectro-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 produms near
the ocean, large bodies of water, or in very humid climates,
Consult applicable product evaluation or listing for correct fastener type and placernent to achieve
specific design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have
specific jurisdiction, Consult James Hardie Technical Services if you are unsure of, applicable
compliance documentation.
Drive fasteners perpendicular to siding and framing,
Fastener heads should fit snug against siding (no air space), (fig. A)
Do not over -drive nail heads or drive nails at an angle.
If nail is countersunk, fill nail hole and add a nail. (fig. B)
For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel
framing, remove and replace nail).
NOTE: Whenever a structural member is present, HardiePlank should be fastened with even
spacing to the structural member The tables allokiving direct to OSB orplywood should only be
used when traditional framing is not available.
Do not use aluminum fasteners, staples, or clipped head nails.
Snug Flush 57q
1T, Countersunk,
fill & add nail
do not under 00 NOT
Figure A Figure B drive nails STAPLE
Figure 11
Self-acheri n
miembrarie
0eavesperrorane, mernbrane
D,.p edge
Hw T
PNEUMATIC FASTENING
James Hardie products can be hand nailed or fastened with a
pneumatic tool. Pneumatic fastening is highly recommended.
Set air pressure so that the fastener is driven snug with the
surface of the siding. A flush mount attachment on the
pneumatic tool is recommended. This will help control the
depth the nail is driven, If setting the nail depth proves difficult,
choose a setting that under drives the nail. (Drive under driven
nails snug with ., smooth faced harnmer - Does not apply for
installation to steel framing).
HS1236 - P213 8113
CLEARANCES
Install siding and trim products in Maintain a minimum 1 " Maintain a rninimum 1 2" clearance At the - uncture of the roof and vertical Maintain a 1/4"
compliance with local building code 2" clearance between between Jannes Hardie products surflaces, flashing arid counterflashing clearance between
requirements for clearance between James Hardie' and decking material. shall be installed per the roofing
manufacturer's instructions, Provide a
the bottom of James
Hardie p, roducts and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing.
the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap.
Figure 5 stud
Figure 6 siding 1'1 11b.ritrler
T
siding and trim.
Figure,8
Refer to fig, 3 on
page 1.
siding 71Zr_ r7,77 7MUT777M, 11"-2 min.
bottom, A —
concrete
6" min.
foundation
Maintain a minimum 1 gap
between gutter end caps and
siding & trim.
Figure 9
sidin
gutter anci end cap
I!V-2"Ahrilll;
deck material
joist
2"
Do not bridge floors with HaidiePariellsiding. Horizontal
joints should always be created between floors (fig, 10).
Water- '
Framing
Resistive
Berner
Figure 10
Horizontal ' AL Flooring
Trim
Sheathing
fascia HardiePanelO
BLOCKED PENETRATIONS
Penetrations such as hose bibs and holes 1 Y2` or larger such as drver vents
should have a block of trim around point of penetration,
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are
acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality,
hot -dipped galvanized nails. James Hai -die is not responsible for the corrosion resistance of
fasteners. Stainless steel fasteners are recommended when installing James Hardie products near
the ocean, large bodies of water, or in very humid climates.
Consult applicable product evaluation or listing for correct fastener type and placement to achieve
specific design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have
specific jurisdiction, Consult James Hardie Technical Services if you are unsure o! applicable
compliance documentation.
Drive fasteners perpendicular to siding and framing.
Fastener heads should fit snug against siding (no air space). (fig. A)
Do not -over-drive nail heads or drive nails at an angle,
If nail is countersunk; fill nail hole arid add a nail. ifig. B)
For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel
framing, remove and replace nail).
NOTE: Whenever a structural member is * o!esent, HardiePlank should be fastened with ever,
spacing to the structural member. The tables allowing direct to OSB orplywood should only be
used when traditional framing is not available.
Do not use aluminum fasteners, staples, or clipped head nails.
Snug Flush f =1
Countersunk,
fill & add nail
Figure A Figure B
do not under
drive nails DO NOTSTAPLE
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the most critical 'lashing 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 belore the subfascia and'trim boards
are nailed in place, arid then corne back to install the kickout.
Figure 11, Kickout Flashing To prevent water frorn
dumping behind the siding and the end of the roof
intersection, install a "kickeut" as required by IRC code
R905.2.8.3 : "...flashing shall be a min. of 41' high and 4"
wide." James Hardie recommends the kickout be angled
between ': 00' - 110' to maximize water deflection
Figure 11
Step flasi nq
Self-achmnmembrane 9
Drip edge
House Tap
PNEUMATIC FASTENING
James Hardie products can be hand nailed orfastened 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 attachmeni on the
pneumatic tool is recommended. This will help control the
depth the nail is driven. If setting the nail depth o! oves diff icult,
choose a setting that under drives the nail, Prive under driven
nails snug with a smooth faced hammer - Does not apply for
installation to steel framing).
HS1236-P2/3 8/13
j
Hardie Pan el'"'Z_Ia, VefticalSiding
INSTALLATION REQUIREMENTS RESIDEENTIL SINGLEFAMEYONLY - PRIMED & COLORPLUS8 PRODUCTS
JamesHardie
EFFECTIVE SEPTEMBER 2013 M
Visit forthe most ecentversion.
SMOOTH - CEDARMILL@ - SELECT SIERRA 8 - STUCCO
IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE
WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY. AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES,
AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.
INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ1 01' LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE)
STORAGE & HANDLING:
Store flat and keep dry and
covered prior to installation. Installing
siding wet or saturated may result in
shrinkage at butt joints. Carry planks
on edge, Protect edges and corners
from breakage. James Hardie is not
responsible for damage caused
by improper storage and handling of
the product.
L CUTTING INSTRUCTIONS
OUTDOORS INDOORS
Positicil cuttfirgi station so that wind will blow dust away from user 1. Cut only using scoie and snip, or shears (manual, electric or pneumatic).
and others in working area. 2. Position cutting station in well -ventilated area
2. Use one of the tollcriving methods:
a. Best: i Score and snap
ii. Shears (manual, electric or pneurnafic) - NRIER use a power saw indoors
b. Better: I. Dust reducing circular saw equipped with a - NEVPER use a cii cular- saw blade 11hat does not can-, the HardieBlade saw blade trademark
HardieBladel saw blade and HFPA vacuum extraction NEVER dry sweep - Use wet suppression or HEPA Vacuum
c. Good: i. Dust reducing circular saw with a HardieBlade saw blade
only use for lom, to moderate cutting)
Important Note: For maximum rflotection iJoluest respirable dust rpvocluction), James Hardie recommends always using "Best"-Ievel cutting methods where feasible.
NIOSH-approv-11 respirators can be used Ili conjuncilion w ii. above cutting practces to furhei reduce dust eXPOSUi es. Additional exposui e information is available
atmv,uJameshardie.rom to help you deter ir, themostapprolodater fling method foryour job requirements. 4 concern still.exists about exposure levels or youMileU
do not comply with the above practices, you should always consult a qualified industrial hygienist or contact James Hardie for further information, S-12 3i 05
GENERAL REQUIREMENTS:
These instructions to be used forresidential single family installations only. For Commercial / Mufti -Family installation requirements go to vwAi.jamesHard;IeCommercial.com
HardiePanell vei tical siding Carl be installed over bracedi.,vood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in
framing and sheathing can mirror through the finished application. James Hardie recommends installing HardePanel on a capillary break (ranscreenturring) as a best practice.
Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. arnehardie.com
A water -resistive barrier is required in accordance with local building ccode 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. Jarnes
Hardie does manufacture HarcieWr pi- WeatrIer Barrier, a non -woven non -perforated housewrap-, which complies with building code requirements.
When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed.
Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" Ili the first 10'.
Do not, install James Hardie products, such that they may rernain in contam with standing water.
HardiePanel vertical siding may be installed on vertical wall applications only.
DO NOT use HardiePanel vertical siding in Fascia or Trim applications.
Some application are not suitable for ColorPlus, Refer to ColorPlus sec-lon p - age 3.
DO NO- use stain. oil,lal d base paint, or powder coating on James Hardie"' Products.
For larger rojE , Zg commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take
into consiTc ration the coefficient of thermal ex ansion arid moisture movement of the product in their design. These values can be found in the Technical Bulletin
8 "Expansion Characteristics" at mkim.JameNardie.com.
INSTALLATION: Joint Treatment
Fastener Requirements - Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPluse Finish) (fig. 2). HardiePanel Vertical Siding Installation * Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 30).
Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3
HardiePanel vertical siding must be joined on stud. water -resistive barrier water -resistive barrier
vatar-repistlile tive111wat%;opisDoublestudmayberequiredtomaintainminimumedge24stud2x4stud -o barrier riffnailingdistances. r —el
Figure 1 stud
UPI, 11
Do not 114" gap
upper page
o not 1.14" gap
water -resistive Caulk ilk
barrier
sheathing HardiePanel Batten Joint "H" Joint Z-flashing Fi
2-tlash! no t
vertioalsiding water -resistive barrier deroratry
2 x 4 stud
bana hoard
keep nails lower
lower
3/8" min, panel
from netpa
edges
f Palle[
platZq
0 C
leave appropriate gap between Recommendation: when
Figure 4
y 3/8" panels, then caulk' installing Sierra ,, p1svioc:
C)
moderate contact
Caulk Joint
ItNot applicable to Colo! Plus" Finish)
a onublo stud at pancl
join't's, to avoid rialir
keep fasteZrsr 2" Apply caulk in accordance with caulk nrough grooves,
away from c. scriners manufacturer s written application instructions.
For additional information on. HardieWrap"' Weather Barrier, consult James Hardie at 1 -866-4Harde or wo.w.hardiewrap.com
WARNING: AVOID BREATHING SILICA DUST
larnes Hardie' Products contain respirable crystalline silica, mhi ti is knoiantf, the Sate of California to cause cancer and is considered try IARCC and NIOSH io be a cause of cancer from some occupational sources. Breathing
eNss: anoints o' respirable silica dist can also ^cause a disabling and pntentiallv fatal lung disease calied sillclasis, and has been linked with offal diseases. Sonre studies suggest smolking may increasemese risks. Dunrigive
installation or handling: ,1) v vlk in outdoor areas with ample ventilation: 110) use fiber cement shears for aming c.,, mnerenot feasible, use a Hardia-Blada* saw race aid dusti-reducing circular saw attached to a HEPA vacuum,
13) .v2rn ct ers in the immediate area: (4l w8a- a p-rcoarly-fitted, NIOSH-appr ved dust mask or respirator (e.g. N-95' in a-rcordance with applicable government regulations aro manutactur0Li er instructions t, further limit
Of -tallation instructions and Material Safety Data Sheet available atesoirablesilicaexposures. During clean-up, use HEPA vacuums or wet cleanur methods - never dry saeep. Fir ormation, refler to ou;, in,
wA i.."amesl.lardie.corr.orby allingi-800-911.',..RDI-'(1-800-942-7343). `AJLUHE 70 ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCT IONS MAY LEAD TO SERIOUS PERSONAL INJURY ORDEATIH.
H 1236-1`1/3 1/13
CAULKING
For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834.
Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking
manufacturers do not allow tooling.
DO NOT aulk nail heads when using ColorPlus products, refer to the ColorPlus ouch -up section
CUT EDGE TREATMENT PAINTING
Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder Coating on James Hardiec Products. James Hardie products
James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed. 100% acrylic topcoats are
to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications.
Back -rolling is recommended if the siding is sprayed.
COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
Care should be taken when handling and cutting James Hardie®R 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 HardiePanel', siding with ColorPlus Technology.
Laminate sheet must be removed immediately after installation of each course.
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus'' product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer
Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products.
Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie
touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.
The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for
every application:
Exposed fasteners or battens is the recommended application for ColorPlus panel products
Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended
For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel
only, but correct touch-up application is important. Some colors may show touch-up when applied.over fasteners. Trim is recommended to cover
joints when appropriate.
PAINTING JAMES HARDIEO SIDING AND TRIM PRODUCTS WITH COLORPLUS" TECHNOLOGY
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean, dry, and free of any dust, dir1, or mildew
Repriming is normally not necessary
100% aMIic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hard!0' Products
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application
temperature
RECOGNITION: In apoi dance with ICC-ES Evalua-M Relport ESR-;844, Hardief`an IS, vertical siding is recogni2ed as a suitable altematetothat specified in: the 20-36.2009, & 2-312 International Residential Code to, One -and
Two-FarAy Dwellings and tlie 2036, 2009; & 2012 Internatimal Building Gode. Hai dieParel vertical siding is also iecogni2ed to?. application in the following: City of Los Angeles Research Relon No. 24862. State of Florida
IsTing -L#889, Dade Cour., Flinda NOA No. 02-0729.02, U.S. Dept, of HUD Mater als Release 1263c. Texas Department of Insurance Product Evaluation EC tyI ! 1 -23, C of New York MEA 223 -93-ld, and Caliiorma DSA PA-01 9.
These documents should also be consulted for additional in Orinalon concemino the suitabil;!,, if this product ior sidecific applicaVons. .
2,313 James Hardie Building Products. All rights reseRled.
TM, SM, and 0 denote. trademarks or registaied trademarks of Additional Installation Information,
James Hardiel ennology Limited Lf is a i egistered Warranties, and Warnings are available at
trademark of James Hardie 71 echnology Limited. www.jameshardie-com [of] J a m e s'n'a r CH e
HS1236-P3/3 6/13
w5
11 AwI ! Z_- 141—AMI-OADIE COUNTY
w
agawa ACCIRLDArD
r L
LABORATORY, ACCREDUED
July 30. 20V
Pingshend Zhd Plz .
Product Compliance Engi neer
James Hardie Building Products
1 b901 Elm Ave'
Fontana; CA 92337
Re: NOA-17-0406.06
Relativeto FBC 2017
Project RIO-2679AAA 7
Dear Pingsheng-.:
After review of the.2017 FBC, it is my opinion thatthe curren't:,NOA-17-040G.D6 isin compliance with the.2017 Florida
OU-11dingCode-
Referenced Staodards in the 2017' FBC.'
1" Wood: AVVC. NDS-2 015 & SDPWS-2015
2. Structural Loads: ASCEISEI-7-1 0
1. Concrete ACE,3.18-14
4. Masomy::TMS402 - 201151AC1530,i3lASCE-5-13
5. StructutaiSteet: AISC,360-10 (.Including manual of steel construction 2010 (14"' edition))
6- Cold -formed Steel- AlSl . 100-1 , 2,
71 Aluminum AM.&I -2015
In addition., I am making the -following Stattmen.tof lndependence as requested:
1 Ronald Ogawi. does nothave nor does it intendto acquire oT will it acquire any financial interestin any company manufacturing Or
distributing products for which evaluations are issrjed
2. Ronald Ogaviia is not o,ed, operated or corit(olect by any company manufacturling or distribut . ing
I
products ft ev . altiates or inspect.
3. Ronald Ojewa lnic.dms not have, nor Mill it acquire a financial int6rest-inany compan , y manufactu(ing or distributing,productsficir
wNch reportsmairi beinOssued_
4,, Rpnald 6gawa does n-ot have, nor will it nquire a financial inte
I
res:
I
I in any
I
Ot . her entity involved in tbe appr- oval process of the prodict.
Should You, have any questions on.anything, plane b6fitactme.
Sinperely,
Ronald 1. Oaawa; P.
R! Ogawa & Associates, Irtc.
iAS La. boratory Approval,. TL 360
1AS Quality Control A e c A-A-705, g n y,.
CR RC Approved Testing Laboratory.for Solar.Refl.ecta nc,e- and Ernissivity
Stale of Florida Approved Validat6r and Third Party Qu
I
ali . ty Control Agency
714) 292-2602
r6nz@.riogavv,a.c6m
CC- Rob -r:Oqawa. — Ri 09awa &Associates., Inc- e
Karen Oqawa — RI OqaAfa & Associates, Inc.
OBAO
J
SOA of:
rL 0 R
loN.
Lab Address: I , 985 Sampson Avenue, Corona, CA 92879 a Phone (7`14) 321-4959 a Fax:(714) 908-181.5 a E-mail.'roperO,- riogaxa-corn
Mailing Address: 16S35 Algonquin St. #443, Huntington Beach, CA P2649 * Phone (702.) 491 371 0 P - ax,(714) WS-4815 * E-mail: debbvZ lnrjaavii cam
Engineering i Quality Control 9 Product Development *Inspections * Code. Consulting Expert Witness a Testing
NM
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER)
BOARD AND CODE ADMM. STRATION DWISION
NOTICE OF ACCEPTANCE (NOA)
James Hardie Building Product, Inc. e5
10901 Elm Avenue
Fontana, CA 92337
MIAMI-DADE COUNTY
PRODUCT CONTROL SECTION
11805 S W 26 Street Room 208
NEamL Florida 33175-2474
T (786) 315-2590 F (786) 315-2599
www.miamidade.gov/econoiny
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
Tn Miami Dade County) and/or the AHJ (in areas other than Miam-i 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 NEami-Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code,
including the High Velocity Hurricane Zone.
DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit
APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail
Panel; HardiePlank-, CemPlank Prevail Lap Siding-, HardieSoffit, CemSoffit Panel; Installation Details
Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the
manufacturer, signed and sealed by Ronald I. 0gawa, P.E., bearing the Miami -Dade County Product
Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade
County Product Control Section.
1ISSILE IMPACT RATING. Large and Small Missile Impact Resistant
LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the
following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control
Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on Soffit
panels.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Isfiamii-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 thejob site at the request of the Building Official.
This NOA renews NOA # 15-0122.04 and consists of this page I and evidence page E-1, as well as
approval document mentioned above.
The submitted documentation was reviewed by Carlos M. Utrera, P.E.
IOVW 14N`
NOA No. 17-0406.06
Expiration Date: May 1, 2022
Approval Date: May 4, 2017
Page 1
James Hardie Budidin2 Products, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS "Submitted under A10A # 13-0311.07"
1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; C,
HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel;
Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated
04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. 0gawa,
P.E.
B. TESTS "Subinitted under NOA # 13-0311.07"
1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94
2) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit
and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No.
100733361COQ-004, dated 08/24/2012, with revision I dated 04/25/2013, signed and
sealed by Rick Curkeet, P.E.
Submitted under NOA 02-0729.02"
Laboratory Report Test Date Sianature15
2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E.
3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E.
4. ATI 16423-3 PA 202 & 20' ) 03/18/96 A. N. Reeves P.E.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources (RER)
E. MATERIAL CERTIFICATIONS
1. None.
F. STATEMENTS "Submitted under NOA # 15-0122.04"
1. Statement letter of code conformance to the 5' edition (2014) FBC issued by Ronald
1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I-.
0gawa, P.E.
Carlos M. Utrera, P.E.
Product Control Examiner
NOA No. 17-0406.06
Expiration Date: May 1, 2022
Approval Date: May 4, 2017
E - I
PROD
as corn
Buildim
N0A-N1
ALL LENGTH --------------- SEE
paci:g at 16" O.C. DETAILAstudsllelrII
pf
M
WALL A,
HEI HT
UCT RENEWED
plying with the Florida
I Code
17-0406.06
Expirati 05/011.022
By 8 LL—A
Miarni-Datfe Product Control
Ah on Fumift
No
It
7
ji
3
1 Nails at 16' O.Q. (typ.)
3/8" MihimUm Edge DiStancCl
Sheathing fastener, as descdbed in
Note I
Panel fastener, as described in
Note 2
HardiePatiel, Cernpanel,
Prevail Panel Siding
Water -resistive barrier per
Floeida Building Code Section
1404.2
A
5/8" thick / 5 ply APA rated
plywood sheathing fastened in
accordanix vAth Florida Building
Code Section 2322.3
2" X 4'8-P-F Wood Studs
The wall and sofftt frames are to be designed
by the Architect or Engineer of Record in
compliance with the Florida Building Code.
518" thick / 6 ply APA rated
plywdod sheattling in
acto(dance vMh Florida
23223
BuildIng Code Section
It1_111,10
wat'-
6anirrpe,;F'1or[da
Building Code
Sle ofion 1404.2
T X 4' S-P-F
Wood Studs
HardiePanat,
J Cernpanel,
PrevWl Panel
Siding
PRO 2 KT - DO —CM P' MQ
HardlePanelO, CemparielO, &
Prevail(lb Panel siding materials are
nonasbestm fiber-cearrient products
tested in accordance with ASTM
C1 186 Grade 11, Type A and meeting
the requirements ofthe Florida
Building Code.
IMANELMERMN-5
Width Length Thickness
4' 8,9,10' 5116"
PESIGN PREWMU4 11N-G
Installation Design pressure
Wood Studs -76 psf
I mpact Resistant -
Planks installed over 5/B" thick / 11 ply
APA rated plywood sheathing
KEA_Nr=L,. PREVAIL PANE L:LD N ISTALLATIONN QEjA,%$
tanM the manufaotureesAllinstallationshallbeconformancevMhthisNoticeofAccep
da Building Code. installation recommendations, and the appFicable sections of the nori
01 Wood studs where HardiePanel, Cempanell, Prevail Pand Siding will be installed shall be
designed by an Engineer or Architect per the Florida Building Code and the requirements of this
N.OA
It be attatched to the studs InRote1] 518" thick 15 ply APA rated plywood sheathing sha
accordance with Florida Building Code $action 2322.3.
The siding panels shall be 'installed over 5/8" thick 16 ply APA rated plywood t;heathir)g suppOrtell
by a minimum of 21,X,4!'S-P-F wood studs spaced a maximum Of 16'0.C.
0.09Z'shankLNote2] The siding panel fastener shall be a 2" long, O.n3" head diameter, diameter, corrosion resistant siding nall; the fasteners shall be spaced at V, O.C. at panel edges
and intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated
plywood sheathing into wood studs located at 16!'O.C. a minimum clearance of Z'fromFastenersshallhaveaminimumedgedistanceof318" and
comers.
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
FSr-M NO— DVVG NO R v
Fax 909-427- E: ii!"I A PNL.-PLK-SOFF
Creator: E. Gonzale!:,: ISCALE 1/2. 11 011 Dat6:4/2412013 . FET I OF 12
Fa8tener Spacing per Florida
Building Code.Sedon 2322.3
a
A.-T. No %-01W= Z
IJ
Fastener 8paoing per Florida
Building Code Section 2322.3
PRODUCT RENEWEDPRODUCTREVISM
SS conyplying vvidl the fleri% as complying with the Florida
Bandins CO& Building Code
At"Vtw", No NOA-No. 17-0406.06
0101 1PWICZ 7
By
121
0:
8/0N
Framing
Z Sheathing
NOMINAL 2" X 4" S-P-r WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH3-112!'16d COMMON MAILS (Z PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION)
THE WALL ANO SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
jHEATHA*
NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION
BUILDNG CODE: SECTION 2322.3
qL-kqQLN-Gi
THE PANI L IS FASTEN ED WITH 2" LO NG, 0,223" HEAD James Hardie Building Products, Inc,
DIAMETER, 0.092k' SHANK DIAMETER CORROSION 10901 Elm Avenue
RES19TANT SIDING NAILS, PLACE NAILS 6" C.C. AT
JAL, Fontana, CA 92337
PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-35 300 siz DWG NO
Fay !909-42-1-0634 PNL-PLK-SOFF
Creatm E. Gonzales 50ALrz i 1()' Date: 4/24/2013 2 OF 12
I
T
WALL.
HEIGFF
WALL LENGTH
Stud $pacing at 16" O.G.
E3 I I I
1-9
s with Suride
f affR -e7
011
0
N
SEE
DETAIL A
r—
N 5/8" thick 15 ply APA rated
plywood sheathing fasteiied
to metal studs as described
in Note I
PRODUCT DQS_QBnT1qN
HardlePanelO, Gempanel@, & PI`eVai[§
Panel Siding materials are nonasbestos
fiber -cement products tested in
accordancj-- Mth ASTM C1 186 Grade 1(,
Type A and meeting the requirenients of
the Florida Building Code.
water-resistivu Width Lengtfi Thickness
No, 1 barrier per Florida 4t 8,9,101 5/161,
Bullding Code
N
STAI E PF
Section 1404.2
Installation Design Pressure
4 0 R 20ga, 1-5/8" X 1-6181, Metal Studs -104 psf
tal C-Stud
Impact Resistant —
P ------ HardlePanel, Panel installed over 5/8" thick 15 ply
N 13 Carnpanel,
APA rated plywood sheathingPrevailPanel
Nails at G" O.C. (typ.)
3/8" Minimum Edge Distance Siding
Pl_PANE_(ZEIVIPANEL,eREVAIL PANEL SIDING INSIAA- LAIPRPEIAILAHAk
All installation shall be done In conformance with this Notice of Acceptance, the ni8inufacturees
QE-TAIL-A- installation recommendntions, and the applicable sections of the Plorlda - sullding code,
Metal studs where HardiePanel, Cempanel, Prevail Panel Siding Will be installed shall be
Sheathing fastener, as Ida Building Code and the requirements of thisdesignedbyanEngineerorArchitectpertheFlor
described in Note 1. N.O.A_
t:;rr REV SED Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at Woo
Yiw* Wi We Flovida at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4" long4"g CO& Panel fastener, as described In
N;) Note 2
bugle head screw
1 *7
9 The .5iding panels shall be installed over 518" thick / 5 ply APA rated plywood sheathing
supported by a minimum 20ga, Nominal M/8" X 1-518" Metal C-studs spaced a mayJmum of IS"
O.C.
X [Note P] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" HardjePane)S Siding long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating.metal
taming); the fasteners shall be spaced at 6!'O.C. at panel edges and intermediate studs,,the
fasteners shall be driven through the 5/8" thick/ 5 pIyAPA rated plywood sheathing into metal
Water -resistive barrier per studs located at 1V'O,G.
Florida Building Code Section Fasteners shall have a minimum edge distance of 3f8" and a minimum clearance of 2" from
1404.2 comers,
6/8" thick / S ply APA rated
PRODUCT RENEWE'D----- L plywood sheathing fastened
as complying with the Florida to metal studs as described
Building Code
NOA-No. 17-0406.06 in Note 1.
Expiration D,4teO5/0112022 209a, 3-/8" X 1 5/8" Metal C-StUd
The wall and soffit frames are to be designed
By— CM-4 by the Architect or Engineer of Record inMiami-olbaAe Product Control
compliance with the Florida Building Code.
Phone.
Fax 909-427-0634 A
Creator E. Gonzales
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS METAL STUI) CONSTRUCTION
James Hardie Building ProductZ, Inc.
10901 171m Avenue
Fontana, CA 92337
DWG NO
PNL-PLK-BOrF
Date: 4124/2013 ISHEET 3 OF 12
I
6.001n. I --
PRODUCT RENEWED
Ets complying with the Florida
Building Code
ROA-Ka. 17-0406.06
PRODUCTREVLSED
0 con*ft YMh the F%6&
DjdWW8 CA&
7TEx*eion 019 1 *1146
n-rA, .2;;2a-a -,,. i; -
T
I
p1twi.LCT IM ISED
40 vwj ying wid, FIM44A
14070
By
O&JO
f'Mx[WQNOMINAL 20 GAUGE 3-5/,13" X 1-5/8" STEEL STUDS 16" O.C.
FASTENED WITH 5/8'WAFER HEAD SCREW$ (2 PER TOP
AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
allEA-THIM(i -
NOMINAL 518"THICK / 5 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT 6" OC AT PANEL
EDGE$ AND ALL INTERMEDIATE SUPPORTS USING A
NO 8-13, 0.315" HEAD DIAMETER X `1_1/4 LONG BUGLE
HEADSCREW
THE PANEL IS FASTENED VATH NO. 8-18,0.316'HEAD
DIAME . TER X 1-5/8' LONG CORROSION RESISTANT
RIBBED BUGLE HEkD SCREWS (SCREW $HALL HAVE AT
LEAST 3 FULL THREADS PENETRATING THE METAL
FRAMING), pLACE SCREWS 6" O.C. AT PANEL EDGES
AND INTP-RMED1ATE STUDS
ciadding
6,001n.
Framing
tit
No.
IF
FOR METAL AND WOOD, sTups, PROVISIONS FOR DIAPHRAGM AQ'TION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DUAILS M5TAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
Ihone; E)09-356-6300 SVE NO
PNL-PLK-SOFF
Fax 909-A27-0634 A
Creator: . E. Gon=zales SCAU 11, = 1,41 Date: 4124/27()1371--HE 4 OF 12
1
Stud Spacing at 16" 0,C.
T
HEIGHT
3/4" Minimum Edge Distance
ZF-Atlt-A
14'2/aEl
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
SEE FRQD1JcT DF-so—ORTUON
LENGTH
lDtTPJ L A HardlePlanklD . . CemplankO, &
Prevalla Plank Lap Siding materials
518" thick 15 ply APA 3rL' nonastiestos f1ber-cement
YI ----- - -- T ccordance withproductstestedinaratedpVmodASTMC1186Grade11, Type A and
sheathing in
accordance vAth meeting the requirements of the
Florida Building Code Florida Building Code.
Section 2322.3 PANEL D0&
Width Length Thickness
7 barrier per Florida 5(j-1/20 12! 5/16"
Building Code
Section 14042 DESIGNLEIR-ESSURe-MINQCoo")
21, X 411 S-P-F InstallaVor) Design Pre sure
Wood Studs -92 psfWoodStuds
Sheathing fbstener, as
described in Note I
Lap Siding Impact Resistant -
S100 planks Installed over 5/8" thick / 5 plyt
Nails at Is" O.C. (typ') r- -MC-1-10 i-iWiall X 5/16" APA rated plywood sheathing
thick starle strip
Siding fastener, as
described in Note 2
HardiePlank,
Cemplank, Prevail
Lap Siding
rWater -
resistive barder
per Florida Building
Code Section 1404.2-
59/8" Ithick '15 ply APA rated
plywood sheathing fastened
In a=rdanGe with Florida
Building Code Section
2322.3 1
Expiration E)ateO!5/01/2022 2" X 4" S-P-F Wood Studs
The wall and soffit frames are to be designed
By by the Architect or Engineer of Record InMiami-bi)ijeProduci-Control cornpliancewith the Florida Building Code. I —
H :p -&RL<,(ZEKEI-ANK PREVAII
All installation shall be done in conforMance with this Notice of Acceptance, the manufac ure s
Installation reoommendations, and the applicable sections of the Florida Building Code.
Wood studs where Hardieplank, Cemplank, Prevail Lap Siding will be Installed shall be designed by gin
Engineer or Architect per the Florida Building Code and the requirements of this KO -A-
Note 115/811 thick 15 ply APA rated plywood sheathing shall be attached to the stuft in accordance
k
with Florida Building Code Section 2322.3. course of the well with 1-114" widePlanksshallbeappliedhorizontallycommencingfromthebottom
laps at the top of the plank such that the exposure area of each plank 18:5 8-11N'verticaliY. Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, O.OV'shank diameter,
corro-sion-resistant siding nail; The siding is fastened . 8A/4" O.C. vertically and 19'0.C. horizontally;
fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners
are placed in the overlapping area approximately 814' from the bottom edge of the overlapping plank.
Vertical joints shalt be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated olywood sheathing supported by a
minimum of 21IX4" S-P-F wood studs spaced a MaYlmum Of 16" C-C-
Fasteners shall have a minimum edgo distance of:Yff'.
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, I no.
10901 Elm Avenue
Fontana, CA 92337
fie: 90 . 9-356-6300 size FSCM NO DVvr, NO REV
Fa>c 909-427-0634 PNL-PLK-SOFF
Creator E. Gonzales SME 1/2" 1'-0" Date; 4/241 013 SHEET 5 OP 12
Fastener Spacing per Florid8
Building Code Section 2322.3
PRODUCT RENEWED
as complying with the Florida
Building Code
0-75in ---- - ---
NOA-N
I
o. 17-0406.06
Expiration qqeO5/01/2022
By
Miami-lYadfe Product Control
PRODUCTREVLSED
Complying with the fkwi&
a ty-71 ding cod
AL-mrbaniv 1,10
ByT7Miami adc Pro&-Ct
ERAMING
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O,C, FASTENED
WITH 3-112" 16d COMMON RAILS (2 PER TOP AND
BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLJANCE WITH THE FLORIDA BUILDING CODE
9—RWTHNQ
NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING FASTEN50 IN ACCORDANCE WITH FLORIDA
BUILDING CODE SECTION 2322.3
PLANKS,OVERLAP 1-1/4'
THE EXPOSURE IS!98-1/4"
THE PLANKS ARE FACE NAILED WITH 2-11Z LONG, 0.223"
HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION-
RE81STANT SIDING NAILS,'PLACED 314- UP FROM THE
BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION
Fastener Spac ig per Florida
Building bode Section 2322.3
in. OC---H / Cladding
Praming
Sheathing
MODVC,r REVISM
is C(M*Y" WM &C Flo"
EhM-kEng Coft No. - 21
STATE OF
ORI
lot
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION A,49'd WOTOAD ARE
NOT PART OF TH[S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
HARDIEPLANK, CEMPIANK, PREVAIL LAP SIDING
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
Fay 9Q9-427-0634 I A I' , PNL-PLK-80 FF
Creator: E. Gonzales ISME Dlte:-4 T4/201-3 ISHEET 6 Or 12
REV
PRODI
as comi
Building
NOA-No
Expirati
By
MIWM 1-10
WALL
HEIGHT
i
d -,.Ll-
Stud Spacing at 16!'O,C.
LENGTH
D
FT -------------
4
n
4tm cow wi+'& timidoi
8 Cc&
Kl-
YU.
Y
S IAT OF
8/4' Minimum lFdge Distance Nails at IQ" O.C. (typ)
Q-E!AIJL A
Sheathing fastener, as
described in Note I
odm6sco&
M. Siding fastener I as
I described in Note 2
HardlePlank,
CemplariR,
Prevail Lap Siding
Water-resl8tive
barrier per Florida
Building Code
section 1404.2
5181, thick 5 ply APA rated
ICT RENEWED plywood sheathing fastened. to
lying with the Florida metal studs as described irl.
Code
17-0406.06
Note 1 120ga, 3-5/8" X 1-5/8" Metal C-stud
The wall and soffit framesare to be designed
by the Architect or Engineer of Pecord in
compliah Ice with the Florida Building Code.
V IV AV.
A- q jv I
SEE PAQW-(1 t Ea-C-AllTP-T!S0JJl
ETAIL A HardiePI9nk0,,CempIanI0, and
5/8" thick 15 ply APIA PrevaiM Plank Lap Siding materials
rated plywood
are nonasbestos fiber -cement
sheathing lastened products tested in accordance with
ASTM CI 1186 Grade 11, Type A andtometalstudsas
meeting the requirements of thesrribedInNote1
Florida Building Cpdo.
Water -resistive
barrier per Florida PLA 14FLRKQL ,N OM
Building Coder Width Length Thickness
7z Sectlort 1404.2 t 9-1/2" 12' 5/161,
DESIGN PRESSU RE, RADN—Q
Meta; CStud
Installation Design Pressure
r,erriplank,
Metal Studs -92 psfkHardiePlank, C Prevail
QTI Lap SidingT-1
Impact Resistant -
1-1/4"tall X 5118" Planks Installed over 518" thick 6 ply
thick starter strip APA rated plywood sheathing
ON DETAILS
All installation shall be done in conformance with Ns Notice of Acceptance, the manufacturer's Installation
recommendations, and the applicable sections of the Florida Building Code.
Metal studs where HardlePlank, Cernplank, Prevail Lap Siding will be installed shall be designed by an
Engineer or Architect per the Florida Building Code and the requirements of this N.O.A.
Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"or, at panel
edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long bugle head screw
Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1 /4" wide laps at
the top of the plank such that the exposure area of each plank Is --5 8-IM!'vertically.
INote 2) The siding fastener shall be a minimum No. 8-18, 0,315" head diameter X 2-1/4" long* bugle head
screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is
fastened f. 8-114" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8"
thick 15 plyAPA rated plywood sheathingjasteriers are placed in the overlapping area approximately 314*
from the bottom edge of the ovLrlaping planIc
Vertical joints shall be placed over studs.
The planks shall be installed over 518!'thIck 15 ply APA rated plywood sheathing supported by a minimum
209a, Norrdnal 3-518" X 1-5/8" Metal C-studs spaced A maximurn of 16" O-C.
Fasteners shall have a minimum edge distance of 3/8".
Greator: E. Gonzales
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc,
10901 FJrn Avenue
Fontana, CA 92337
ME FSOM NO
SOALE 112" - V-0"
PNL-PLK-S0Fl`
Date: 4/2412013 1 SHEU 7 OF 12
6.00in. 116 in. OC Cl8dding
6-00in.
Framing
6,00in.00 Sheathing
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06 ......
0.751n Expiration,r)ate 05/01 /2022
B,
OGAMiami-lfbcfe Product Control
REVISED
to vamplyiu# With dic Fk611% yi"g -with the Florils f
HwId" CO&
7 No
By TATE OF
iDa& Pro6va Control
0 N All--
NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16"
O,C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD
SCRBNS (2 PER TOP AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOAD$)
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SHEATH-ING
NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT 6" OC AT -PANEL
EDGES AND ALL INTERMEDIATE SUPPORTS U8114G A
NO.8-18, 0.315" HEAD DIA.METERX 1-1/4' LONG BUGLE. HARD112PLANK, CEMPLANK, PREVAIL LAP SIDING
HEAD SCREW INSTALLATION DETAILS METAL STUD CONSTRUCTION
jqLAQ_QIN13
9 PLANKS OVr=RLAP 1-1/4"
THE EXPOSURE IS,'8-114` James Hardie Building Produats,.Inc.
THE PLANKS ARE FASTENED WITH NO, 8&-18, 0.$15' 10901 Elm Avenue
HEAD DIAMET5R X 2-1/4" LONG CORROSION- N9 Fontana, CA 92337
RESISTANT RIBBED BUGLE HEAD SCRr-_WS (SCREW Pho;: 909-356-6300 S1?E FSCM NO Wr No REV
SHALL HAVE AT LEAST 3 FULL THREADS
Fax 909-427-0634 A PWL-PLK-SOFr 1
PENETRATING THE METAL FRAMING), PLACED 3/4" UP I
HEETFROMTHr: BOTTOM EDGE OF THE PLANK AT EACH SHEET 8OF12Creator: E. Gonzales SCALE Date, 412412013
STUD LOCATION
LL LENGTH E G PT ON. SE AKRIM
Stud Spacing at 16" O.C_ D ETA I L A Hardie8offitS) & CemsoffitO materials are
1 I nonasbestos fiber -cement products tested inB-4--
accordance with ASTM C1 186 Grade 11 'Ivne A
WALL V,
3/8" Minimum Edge
0E1A[L,A_
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expirati:
ige!
OL55/00 -111/240022-24
By-
I
and meeting the requirements of the Florlda
Building Code.
V: SOF T AIIE q1l_0A5
2"X 4"S-P-F
EEL_pj_ __N
Width Length ThIcKness
Wqod Studs 4 81 114,
ql!StQNLPRE gL!JQRPL T 4.q
HardieSofft installation Design Pressure
cemsoffit -Wood Studs -70 psf
Soffit fastener, as
described in Note I
HardleSoffit, Cemsofflit
Minimum 2" X 4" S-P-F Wood Stud 6
The well and soffit frames are to be
designed by the Architect or
Engineer of Record In compliance
with the Florida Building Code,
No. 4)21
STATE OF
810NAL —
H.A.RPM Q_EELT_'Z 9S_QF1EL1_J? ARRUNG-TAA 1j.AJJ MYET A W$
All Installation shall be done in conformance with this Notice of Acceptance, the manuftaturer's
installation recommendations, and the applicable sections of the Florida Building Code.
Wood studs where HardleSoffit, Cemsoffit will be installed shall be designed by an Engineer or
Architect per the Florida Building Code and the requirements of this N.0-A.
The soffit shall be installed over minimum 2"X4" S-P-F w000 studs spaced a maximum of 16" O.C'
Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter,
corrosion resistant siding nail; the fasteners shall be spaced at 4!'O.G. at panel edges and
intermediate studs the fasteners shall be driven into wood studs located at 16" O'C
Fasteners shal(have a minimum edge dietance of 3/a" and a minimum clearance of X'from corners.
HARDIESOFFIT, CEMSCIFFIT PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardle Building Products, Inc-
10001 Elm Avenue
Fontana, CA 92337
3hone; 909-356-6300 SIZE FSCM No
Fax 909-427-0634 A
Creator; E. Gonzales SCALE
DM NO REV
PNL-PLK-SOFF 1 1
Oate: 4124/2013 1 SHEET 9 OF 12
4.00in 16.00in Cladding
Framing.
PRODUCT RENEWED
as complying with the Florida
Building Code
N OA-N o. 17-0406.06
Expiration DaleGS101/2022
By
4,00in Miami-1160 Product Control
PRdAX-rREVISED PRODUCrRE%;11;ED 41 1 4 1 .. OGA
coftoying WA &C nori& as oomoy* veiffi &C Fkwf&
77, B(fildlas Coft
Ac=ep1ftVW Me a-03
No.
STATE OF
310
FRAMN-0
NOMINAL 2" X,4?'S-P.F WOOD STUDS 16" 0,C. FASTENED
WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
CONNFECTION) * NOT PART OF THIS APPROVAL (MUST PROVIDI ALTERNATE PROVISIONS FOR THESE LOADS)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY
THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE
THE SOFFI . T IS FASTENED WITH T LONG, 0.223" HEAD HARDIESOFFIT, CEMSOFFIT PANEL
DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION
2 NAILS N'O.C. AT PANELRESISTANTSIDINGNAILS, PLAC
EDGES AND INTERMEDIATE STUDS James Hardie BUIlding Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
Phone: 909-356--6300 size FSCM 140 DV& 140 Rev
Fax 909427-06S4 A PNL-PLK-SOFFI --
I
j
Creator: E. Gonzales SCALF 11 0- Date: 4124/2013 SHEM' 10 OF 12
WALL
0GH T],
WAI, I.ENGTH
Stud Spacing -at 16" O.C.
SEE
I I
DETA[ L A
318" Minimum
PRODUCT RENEWED
as complying with the Florida
Building Code
1 NOA-Mo. 17-0406.06
Expiration D
By
Piami-Di4d
i I i
Distance
510112022
Nails at 6" O.C_ (typ.)
t fastener, as
ribed in Note I
Ha rdi e3offit, Cem soffit
20ga, 3-5/8" 1-5/8" Metal C-stud
The wall and soffit framesare to be
designed by the Arch1tec;t or Engineer
of Record in compliance with the
Florida Building Code.
Hardiesoffite & CemsoffitO materials
are nonasbestos f1ber-cement products
tested In 8coordance w1thASTM. C1186
Grade 11, Type A and meeting the
requirements of the Florida Building
Code.
20ga, 3-518"X 1-ffl,,
Width Length Thickness
Metal C-stud
8. 4-
Eirdi-Sofft
DE$iGN PREPSUR RAINjelCernsomt —0
Installation Design Pressure
Metal studs _55b9L',,
GA
MODUCT REVLvXD 7Z
REVLSED iz comoyips wim Ow Florida Al I _
Z
FA "1044yhg; with the Filatift Bkilding CO&
aswiM3 Cog* 0,0_111,e7 121VD.
NSTATEOF
01-
5de Pmdett Cor0rol
rftvArd cow
All installation shall be done in conformance with this Notice of Accept eM6fh,u,f,acturer`s
installation recornmend6tions, and the applicable sections of the Florida Building Code.
Metal studs where HardleSoffit, Cemsoffit will be installed shall be designed byan Engineer or
Architect per the Florida Building Code and the requirements of this N.O.A.'
The soffit shall be installed over minimum 20ga, Nomlnal 3-5t8" X 1-5/8" Metal C-studs spacw
a maximum of 16" O.C.
Note 1] The soffit fastener shall be a minimum No. G-18, 0.315" head diameter X 1-1/4" long*
ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal
framing);the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs: the
fasteners shall be driven Into metal studs located at 16" O.C.
Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from
comers.
Creator F—Gonzales
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS METALSTUD CONSTRUCTION
James Hardie Building ProduGts, Inc.
10901 Elm Avenue
Fontana, CA 92337
IZE PSCM NO
A
ALE' 1/2 ;,..:j J."O.,
bm NO
PNL-PLK-SOFF
Date: 4124/2013 11 C)F- 12
Cladding
FMmInq
6.00in.
A—
PRODUCT RENEWED
pRODUCt REVISED
aoyjq WiL4 dwrwi4t Mooect avAsw
as complying with the Florida
Building Code
980ding co4e
A NO
co=oymg wkb ft fWillm
DandingCV&
NOA-No. 17-0406.06
f%clf%ol 1"anollov
AmcwtMeO NO d
6 C a , b, 7
Expivo P
NW,
Expiratio
BY
pfa&vtBy
Miami-Afid fad-- f Product Control
ink
NOMINAL20 GAUGE 3-5/8" X 1-5/8" ST5EL STUDS 1611 O.C.
FASTENED WITH 5/6"WAFER HEAD SCREWS (2 PER TOp FOR METALAND WOOD S7UDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
AND BOTTOM CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR E GINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
qLAL!-Q1lI9—Q . HARDIESOFFIT, CEMSO.FFIT PANEL
THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD INSTALLATION D TAII,$ METAL STUID CONSTRUCTION
DIAMETER Y 1-1/4'LONG CORROSION RESISTANT RIBBED
BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building ProdUcts, Inc.
FULL THREADS PENE ' TRATING THE METAL FRAMING), PLACE 10961 Elm Avenue
SCREWS TO.C, AT PANEL EDGES AND INTERMEDIATE
STUDS
Fontana, CA 92337
Phone: 909-356:6300 SIZE Fs bwa NO RL:
Fw< 909-427-0634 A PNL-PLK-SOFF.
Cre8tor: F. Gonzales SOALS 1"= V-0" Data: 4124/2013 SHEE:T 12 01' 12
PROJECT RIO-2689-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND
FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE I
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 2
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2
TABLE I B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. 2
JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2
DESIGN WIND LOAD PROCEDURES 3
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE
REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD 1. OGAWA & ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
110101fl- --
l"
0 X.13GAWq
4t
FLOR,
A
WM
RONALD 1. OGAWA ASSOCIATES. INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
M 714292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17
EVALUATION SUBJECT
HardiePanel@ Siding
James Hiirdie Product Trade Names covered in this evaluation:
HardiePanelID Siding, CempanelO Siding, Prevail- Panel Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Flodda Building Code
2015 International Building Code
2015 International Residential Code
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
EVALUATION PURPOSE:
This analysis is to determine the ma)dmum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood furrings on eitherwood
or metal framing with nails or screws.
REFERENCE REPORTS:
1. Intertek Report 102024363COO-001A, Transverse load test on HardiePanel.
TEST RESULTS:
Table ia. Results of Transverse Load Testing
Frame Fastener Ultimate Allowable
Test Thickness Width Spacing Spacing Fastener Type Load Design Load 2
Report Number Agency in.) in.) Frame Type' in.) in-) and Dimensions PSF) PSF) Failure Mode
102024363COQ-ODIA Intertek 0.3125 48 2X4 wood stud, 3/4" thick by
16 6
No. 8 X 1,25" long X 0.323" HD 160.7 53.6 pull through /fracture3.5' wide SPF furring ribbed bugle head screws
102024363COQ-001A Intertek 0.3125 46 2X4 wood stud. 314* thick by
16 8
No. 8 X 1.25" long X 0.323'HD 1 31.4 43.8 pull through3.5" wide SPF furring ribbed bugle head screws
102024363COO-001A Intertek 0.3125 48
2X4 wood stud, 3/4' thick by
16 12 No. 8 X 1.25' long X 0.323' HD 106.1 35.4 pull through
I 1 3.5' wide SPF furring ribbed bugle head screws
102024363COO-001A Intertek 0.3125 48
2X4 wood stud, 314' thick by
16 6
0.090" shank X 0.215" HD x 1.5,
147.6 49.2 pull through /fracture3.5" wide SPF furring long ring shank nail
102024363COO-001A Interiek 0.3125 48 2X4 wood stud, 314* thick by 24 8
No. B X 1.25' long X 0.323' HD 82.7 27.6 pull through /fracture3.5" wide SPF furring ribbed bugle head screws
1. All Tasieners were installed on Turring witnout penetration into ine Trarning memDers.
2. Allowable load is determined from ultimate load divided by a factor of safety of 3.
3. HardiePanel Siding complies with ASTM C1 186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets -
Table 1b. Analysis of Allowable Load for #8 Screw at 10" O.C.
8 Screw Spacing
Fastener Spacing (in.) 8 12 10
Frame spacing (in.) 16 16 16
Fastener Tributary area (ft2) 0489 1.33 1.11
Allowable load (pst) 43aS 3544 38.8
Individual fastener load (lb.) 38.9 47.2 4341
I ,
rhe fastener load for #8 screw at I V D.C. was calculated as the average of the test results for 8" and 12" D.C.
The allowable load for #8 screw at the spacing of 10" D.C. into furring can be calculated by interpolating the results of same fastener at 8" and 12" D.C., since both tests had same failure mode of
fastener pull through from the panels. As shown in the table, the allowable load for #8 screws installed at 10" O.C. to wood furring is 38.8 psr.
Justification of Using the Results on Light Gauge Steel Framing
In the subject configurations, all fasteners were attached to furring only, so whether the furring is attached to wood or steel framing does not affect panels' transverse load capacity. It's the project
engineers responsibility to ensure the furring attachment and framing memebers to have sufficient load capacifies.
cjGAWA,
Sk
t. 0
F! 0
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 926,49
T-) 714-292-2602-1 (F) 714-847-4595
PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design
load is determined based on a factor of safety of 3 applied to the ultimate test load.
Equation 1, q,=0.0Q256'VK,'K,-V' frief. ASCE 7-10 equation 30.3-1)
velocity pressure at height z
K, velocity pressure exposure coefficient evaluated at height z
K,, topographic factor
Kd wind directionality factor
V, basievond speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(l),(2), or (3): ASCE 7.10 Figures 26.5-1A, 8, or C
Equation Z
V=V (ref 2015 IBC Section 1602.1 definitions)
V , ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609.3(l), (2), or (3); ASCE 7-10 Figures 26.5-1A, 8, or C
Equation 3, p=V(GC,-GC,,) (ref. ASCE 7-10 equation 30.6-1)
GCv product of external pressure coefficient and gust -effect factor
GCO product of internal pressure coefficient and gust -effect factor
p design pressure (PSF) for siding (allowable desgn ]Dad for siding)
To determine design pressure, substitute q, into Equation 3,
Equation 4, P=0.00256-K,'Kz-Kd'Vw(GCP-Gc i)
Allowable Stress Design, ASCE 7-10 Section 2.4. 1, load combination 7
Equation 5, 0.6D , 0.6W fret. ASCE 7-10 section 2.4. 1, load combination 7)
D deadload
W windload
To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4
Equation 6, p— = 0-61N
Equation 7, p_, = 0.6*(0.00256-K,'-K,'V'-(GC,-GCi))
Equation 7 is used to populate Table 3, 4, and 5.
To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V.,
Equation 8, V = (p d/0.6*0.00256*K,*K*Kd*(GC,-GC i))5
Applicable to methods specified in Exceptions 1 through 3 of 2015 JBC Section 1609. 1. 1., to determine the allowable nominal design wmd speed (Vasd) for Hardie Siding in Table 6, apply the
conversion formula below,
Equation 9, V-d = V. (rLf. 2015 IBC Section 1609.3. 1)
V, , Nominal design wind speed (3-second gust mph) fref. 2015 IBC Section 1602. 1)
Of I I I / ll'fAfo"
ii'll"\ (jCkAWA
L 0
3
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602; (F) 714-847-4595
PROJECT: RID-2689-17
Table Z Coefficients and Constants used in Determining V and p,
K Well Zone 5
Height (fl) Exp B Exp C D K. K GCP GCj
0-15 0.7 0.85 1.03 h-160 1 850.85 1-4 D.18
20 0.7 0.9 1 08 1 KKd50.85 1.4 0.18
25 0.7 0.94 1.12 1 0.85 1.4 0.18
30 0.7 0.98 1.16 1 0.85 1.4 0,18
35 0.73 1.01 1.19 1 0.85 1.4 0.18
40 0.76 1.04 1 - 22 1
45 0.785 1.065 245 1 85 1.4 0.18
50 0.81 1.09 27 1 0.85 1.4 0.18
55 1 . 29 0.85 1.4 0.18
60 0.85 1.13 1. 3 1 1 0.85 1.4 0.18
100 0.92 1.26 1.43 h>50 1 1 1 0.85 1 -1.8 1 0.18
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
no Speed (3-second gust) 100 105 110 115 1 120 130 140 150 ISO 170 180 190 200 210
Height (ft) a B 9 8 B B B B a l? B B B 8
0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
20 159 17-5 19.1 20.8 24.4 28.3 32.5 370 41.7 45.8 52.1 57.8 63*7
25 14.4 15.9 17.5 19-1 20.8 24.4 28.3 32.5 37.0 41.7 46.13 52.1 57.8 63.7
30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 3Z5 37.0 41.7 46.8 52.1 57.8 63.7
35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 3&6 43.5 48.8 54.4 60.2 66.4
40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45 3 50.8 56.6 62.7 69.1
45 15 9 111-1 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 1.4
50 7jg 22 1 24.1 28.2 32.7 17.1 42.8 48.3 54.1 60.3 66.8 73.7
55 17.1 18.9 72O
3
22 6 24.7 2
g
6 38.5 43.8 49.5 55.5 61.8
9-3 -3
68.5
776. -1
75.5
7T-36017.5 19.3 21.2 23.2 2'5.2 2g
9
1 34 4 39.5 44.9 50.7 56.8
100 25.6 28.2 43.3 50.2 57.6 65.5 92.4 102.4 112.9
Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C,
nd Speed (3-second gust) 100 105 110 115 1 120 130 140 150 ' 160 170 ISO 190 200 210
Height (ft) C C C C C C C C C C C C C C
0-15 17.5 193 21.2 23.2 25-2 29.6 34.4 39.5 44.9 50-7 56.8 63.3 70.1 77.3
20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9
25 19.4 21.4 23.5 25.6 27.9 32.8 38.0
79.6
43.6_ 49.6 56.0 62.8 70.0 77.6 85.5
30 20.2 22.3 24.5 26.7 29.1 ZZ-3 45.5 51.8 58.4 65.5 73.0 80.2 89.2
35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9
40 21.5 23.7 26.b 28.4 30.9 36.3 42.0 48.3 54-9 62.0 69.5 77.4 85.8 94.6
45 22--0 24.2 26.6 29.1 31.6 1 -371 43.1 1 49.4 1 -56.2 1 -63.5 1 -71.2 1 -793 87.9 9&9
50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 650 72 2 l 19-1 99.2
55 a-22.9-25.2 27.7 30-3 33.0 38.7 44.9 51.5 1 -58.6 66.2 1 _74 2 27 91.6 101.0
50 23.3 25.7 28.2 30.8 33.6 39.4 45.7 b2A 1 -59 1 1 -5/.4 1 -1b.t. B4.1 JJ.2 IUZ.d
100 32.6 35.9 39.4 1 -4'11 1 -469 5- - 1436
Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D,
nd Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 ISO 190 200 2 0
Height (ft) D D D 0 D D D 0 D D D D D D
0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 767 85.0 93.7
20 223 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80 4 89.1 98.2
25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92A 101.9
30 23.9 26.4 29.0 31.6 34.6 40.4 46.9 53.8 61.3 659.2 77.5 86.4 95.7 105.5
35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5- 88.6 98.2 108.3
40 25.2 27,7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0
45 257 28.3 31.1 34 O 37.0 434 503 57.8 65.7 74.2 133.2 92. 1 2. 113.3
50 7.7 3 51.3 58.9 67.1 75.7 84.9 1 -94.6 1 a4.8 115.5
55 26.6 72 38.3 45.11 52 59.9 68.1 76.9 :[:]]
8
96-16 106.4 117.4
60 2 .O 5 58.9 45.1
7
60 8 69.2 78.1 81.567 971 -91-b 108.1 119.2
100 48.9 5`5 9 62. C,
53
2
2
83.2 94.6 106.8 119.8 1 -133.4 147.9 163 1)
Tables 3, 4, and 5 are based -on ASCE 7-10 and consistent with the 2015 IBC 2015 IRC
G, A Wq Ile
t
Ft ogO
fi
I
iif
RONALD 1. OGAWA ASSOCIATES, INC.
161335 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Analytical Method in ASCE 7-10 Chaptel,30 C&C Part I and Part 3)'
Allowable, Ultimate Allowable, Nominal
Design Alind, Speed, Design Wind, Speed,
V,,315, V-415,
3-second gust mph) 3-second gust mph)
Applicable to methods
specified in 12015 IBC, Applicable Io method.
2017 FBq Section specified in ExcepliDrs I
1609.1.i.asdetertTfinedby through3ofI2015113C,
2015 IBC, 2017 FBCI 2017 FBC] Section
Figures 1609.3(l),(2), or 1609.1.1.
3). 1 C2 cients med in Table 6 calculations for
Wnd aynn77m i,alannl Wnei --- r,iti,ri-I d_- K_ I
Product
Minimum
Thickness
in-)
VvIdth
in.)
an rFaste
Type
Fastener
Spacing
in.)
Frame Type
Stud
Spacing
in.)
Building
Height2-5
Ill)
B C D 8 C 0
Adlowabie
Design Load
P-0 Exp B Exp C Exp D 1, GC,, GC,
HardiePanelS 5/16 48
No. 8 X
1.25' long
X 0.323"
HD ribbed
bugle head
screws
6" D.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 3/4*
thick by 3.5
wide wood
turning
16
0_15 193 175 159 149 135 123 53.6 0.70 0.85 1.03 60 1 D.85 1.4 0.18
20 193 170 155 149 132 120 53.6 0.70 0.90 1.08 1 0.85 1.4 0.18
25 193 166 152 149 129 116 53.6 0.70 0.94 1.12 1 0.85 1.4 0.18
30 193 163 150 149 126 116 53.6 0.70 0.98 1.16 1 085 1.4 0.18,
35 189 160 1 148 146 124 1 114 53.6 0.73 1 1.01 1 1.19 140.815 1.
04
0.181
40 185 158 146 143 122 113 53.6 0.76 1.04 1.22 1 0.85 1.4 0.18
45 172 150 140 133 116 108 53a6 0.88 115 1.33 1 0.85 1.4 D.18
60 179 154 143 139 120 111 53.6- 0.81 1.09 1.27 1 0.85 1.4 DAB
55 177 153 142 137 119 110 536 0.83 1.11 1.29 1 0.85 1.4 018
60 175 152 141 135 117 109 53.6 7_ 85 T_ 1.13 1.31 I1 0.135 I1.4 1i, D.18
100 145 128 120 112 99 93 536 099 126 1.43 h>60 1 0.851 1.8 0.18
HardiePanelO 5116 48
No. 8 X
1.25' long
X 0.323'
HD ribbed
bugle head
screws
81' O.C
into
funing
only
2X4 wood or
20 ga. steel
framing, 314'
thick by &S'
wide wood
furring
16
0-15 1 174 158 144 135 122 111 43.8 0.70 0.85 1.03 hs60 1 0-951-1.4 1 0.18
20 174 154 1 140 135 119 1 109 43.8 0.70 0.90 1.08 1 0.851 1.4 10.181
25 174 150 138 135 116 107 43.8 0.70 O.N 1.12 1 0.851 1.410.181
30 174 147 135 135 114 105 43.8 0.70 0.98 1.16 085 14 118
35 171 145 134 132 112 103 43.8 0.73 1.01 119
L
1 0.95 AA 0.18
40 76-7 143 132 129 Ill 102 43.8 0.76 1 .04 1.22 1 0.85 1.4 0.18
45 164 141 131 127 109 101 43.8 0.79 1-07 1.25 1 0 135 1.4 0.18
50 162 140 129 125 108 100 43.8 0.81 109 1.27 1 F _85 1.4 0.18
16 138 128 124 107 99 43.8 0.83 1.11 1.29 1 0_85 1.4 0.18
60 158 137 127 122 106 99 43.8 0.85 1.13 1.31 1 0.85 1.4 0.18
100 131 116 101 9() 1 -43.8 0.99 1-26 1.43 h 60 1 0.85 1.8 0.18
HardiePanelO 5/16 48
No. 8 X
1.25*long
X 0.323'
HD ribbed
bugle head
screws
10"O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 31.
thick by 3.5'
wide wood
furring
16
0-15 164 149 135 127 115 105 1 -38.8 0.70 085 1.03 hs60 1 0.85 1.4 0.18
20 164 145 132 127 112 102 38.8 0.70 0.90 1.08 1 0.85 1.4 0.18
25 164 141 130 127 110 100 38.8 0.70 0.94 T12 1 T.-O 1.4 D 18
30 164 139 127 127 107 99 38.8 0.70 0.98 1.16 1 0.85 1.4 0.18
35 161 136 126 124 106 97 38.8 0.73 1.01 1.19 1 7-8-5- 1.4 0.18
40 157 134 124 122 104 96 38.8 0.76 l.D4 1.22 1 0.85 1.4 0.18
45 155 133 123 120 103 95 38.8 0-79 1.07 1.25 1 0.85 1.4 0.18
50 152 131 122 118 102 94 38.8 0.81 1.09 1.27 1 D.BS 1.4 0.18
55 151 130 121 117 101 94 38.8 0.83 1.11 1 29 1 10.85 1.4 1110.18
60 149 129 120 115 100 93 38.8 0.85 1.13 1.31 1 10. 8
51-
1.4 D.
100 123 95 38.8 0.99 1.26 1-43 ti 50 1 10.85 1.8 111,8
0.18
HardiePanel@ 5/16 48
No. 6 X
1.25"long
X 0.323'
HD ribbed
bugle head
screws
12"O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 314-
thick by 3.5'
wide wood
furring
16
0-15 157 142 129 121 Ill) 100 35.4 0.70 0.85 1.03 hs6O 1 0.85 1.4 0.18
20 157 138 126 121 107 98 35.4 0.70 0.90 1.08 1 0.85 1.4L 0 18
25 157 135 124 121 105 96 35.4 C.70 0.94 1.12 1 0.85 1.4 0.18
30 157 132 122 121 103 94 35.4 0.70 0.98 1.16 1 0.85 1.4 0.18
35 153 130 120 119 101 93 35.4 0.73 1.01 1.19 0.85 1.4 0.18
40 150 128 119 116 100 92 35.4 0.76 I.D4 122 1 0ML5 1.4 0.18
45 148 127 117 115 98 91 35.4 0.79 1.07 1-25 1 0.85 1.4 018
50 146 125 116 113 97 91) 35A 0.81 1.09 1.27 1 0.05 1.1 2 !E
55 1 124 115 ill 96 89 4- 0-83 1.11 1.29 P 0.85 1.!4 1).111fO. El 60 142 123 114 110 95 89 435 0.8 5 1A3 7.3-1 0.85 1.44
100 118 91 384 0.99 1 1.26 1 1.43 1 h 601 1 0.155 I.LLL j
i)GNWA
SE
LLJ
FLO'
S S . I . 0 .
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602: (F) 714-B47-4595
PROJECT: RIO-2689-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Allowable, Ultimate Allowable, Nominal
Design Wind, Speed, Design Wind, Speed,
V'3.5' V.,W4.5.
3-second gust mph) 3-second gust mph)
Applicable to methods
specified in [2015 19C, Applicable to methods
2017 FBC] Section specified in Exceptions I
1609.1.1. as determined by through 3 of 12015 IBC,
121115 IBC, 2017 FBq 2017 FBq Section
Figures 1609.30),(2), or 1609.1.1.
3). Coefficients us,ed in Table 6 calculations for V.,
Wn-d exposure category Wind exposure category Siding K
Product
Minimum
Thickness
in.)
V'Adth
in.)
Fast ener
T pey
Fastener
Spacing
in.)
Frame Type
Stud
Spacing
in.)
Building
Height
ft.)
B I DI B I AJ10'able
Design Load
pso Exp 6 Exp C Ep D K, Kd I GC, GC,
0-15 138 125 114 107 97 88 27.6 0.70 0.85 1.03 h560 1 0.851 1.4 0.18
20 138 122 ill 107 94 B6 27.6 0.70 0.90 1.08 0.95 1.4 0.18
HardiePanelS 5/16 48
No. 8 X
1.25" long
X 0.323"
HD fibbed
bugle head
screws
8" O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 314"
thick by 3.5'
wide wood
furring 1.7.5
24
25 138_ 119 107 92 27.6 0.70 0.94 1-12
L
1 0.85 1.4 0.18
30 138 71 7 107 91 27X 071 091 1 16 1 181 14 0118
35 135 115 105 89 27.6 0.73 1.01 1.19 1 085 1.4 0 "
40 133 113 103 88 27.6 0.76 1.04 22 1 0.85 1.4 018
45 131 112 101 87 27.6 0.79 1.07 1.25 1
1
7-- 65
0.85
1.4
1.450129ill1006627.6 0.81 1.09 1.27
55 127 98 27.6 0.83 1.11 1.29 1 0.85 1.4 0.18
60 125 97 27.6 0.85 1.13 1.31 F-1 -T 0.85 1.4 0.18
100 27m6 0.99 1.26 1.43 lh 601 1 10.85 1.8, 0.18
0-15 185 168 152 143 130 118 49.2 0.70 0.85 1.03 lh 60 1 0.85 1.4 0.18
20 185 163 149 143 126 115 49.2 0.70 0.90 I:LB_ 185 14 1 18
HardiePanel@ SM6 48
0.090"
shank X
0.215' HD
x 1.5" long
ring shank
nail
6- O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 3/4'
thick by 3.5'
wideWODd
furring
16
25 185 159 146 143 123 113 i9.2 0.70 0.94 1.12
L
1 085 1-4 018
30 185 156 143 143 121 ill 49.2 0.70 0.98 1.16 1 55 1.4 DA8
35 181 154 142 140 119 110 49.2 0.73 1.01 1.19 4 0.18.
40 177 151 140 137 117 108 492 0.76 1.04 1-22 4 0-18
45 174 150 138 135 116 107 49.2 0.79 1.07 1.25 1 4 DAB
50 172 148 137 133 116 106 49.2 0.131 1.09 1.27
015
1 1 0.18
55 170 147 136 131 114 105 49.2 0.83 1.11 1.29 1 4 71-8
13EI 1 0 113 105 49.2 0.85 1.13 1.31 till, 14 0.18
21 1 1 1. 7 95 89 0.99 1-26 1.43 h>61 7718
i. turnng anam ni to structu i iraming embers or an mame ru g wou, snail De -S19neo Dy an engineer,
2. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roDf angle 0 less than or equal to 1 D' (2-12 roof slope).
3. V,,, = ultimate design wrind speed.
4. V_i = nominal design Wnd speed
5. Linear interpolation of building height is 60 ft) and Wnd speed is permitted.
6. Wind speed design assumptions per Analyfical Method in ASCE 7-10 Chapter 30 C&C Part I and Part 3: K =1, K,=0.85, GC,i=1.4 (hi;60), GC,1,8 (h,60). GC,,-0.18.
7. Wood furring shall be pmsemtiw treated per AVk/PA.
B. Wood furring shall be specific gramty of 0.42 or greater per AFPAINDS or Wood st-tural panel, conforming to DOC PS-1 or DOC PS-2 or APA PRP-1 08.
LIMITATIONS OF USE:
1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06
A WA
OA
Ss 10 14
PROJECT RIO-2686-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE0 BRAND
FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 3
TABLE I A, RESULTS OF TRANSVERSE LOAD TESTING 3
TABLE I B, SHEAR VALUES 3
DESIGN WIND LOAD PROCEDURES 4
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7
LIMITATIONS OF USE 7
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN
COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND
THE 2015 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD 1. OGAWA & ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4-595 FAX
A WA
SE
FLO
10ss! o
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-8138-542-7343
info@jameshardie.com
EVALUATION SUBJECT
HardiePanel@ Siding
James Hardie Product Trade Names covered in this evaluation:
HardiePeneig Siding, Cempanel@ Siding, Prevail- Panel Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Gods
2015 International Building Codeg
EVALUATION PURPOSE:
This analysis is to determine the maximum design 3-second gust wrind speed to be resisted by an assembly of HardiePanel (Gempanel, Prevail Panel) siding fastened to wood or metal framing
with nails or screws.
REFERENCE REPORTS:
1. Intertek Report aD67913 (ASTM CI 186) Material properties HardiePanef Siding
2. Ramtech Laboratories Report IC-1 27D-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Firwood studs spaced at 16 inches
on center with a 6d common galvanized nail
3. Ramtech Laboratories Report IC-1 271-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardlePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches
on center with a 6d common galvanized nail
4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs
spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail
5. Ramtech Laboratories, Report IC-1 054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on
center with a No 8 X I in. long X 0.323 in head diameter ribbed bugle head screw
6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide Hardielpanel Siding installed on 20gauge Metal studs spaced at 24 inches on
center Wth a No 8 X I in. long X 0.323 in head diameter ribbed bugle head screw
7. Ramtech Laboratories, Report 11 149-98/1554d (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24
inches on center with a ET&F 0.100 in. knuried shank X 1.5 in. long X 0.25 in. head diameter pin fastener
8. Ramterh Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on
center Wth a 6d common galvanized nail
9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on
center with a 6d common galvanized nail
10. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E72) Racking Shear Test, 5/16'Thick by 48 inch wide Hardielpanel Siding installed on 2X4 Group III SG=0.36 wood studs
spaced at 16 inches on centerwrth a 4d. 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail
11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Firwood studs spaced at 16 and 24
inches on center with a No 8 X I in. long X 0.323 in head diameter ribbed bugle head screw
12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hern-Fir wood studs spaced at 16 and 24
inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener I
OGA
STWE OF
N
lit
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
TEST RESULTS:
Table I a, Results of Transverse Load Testing
Fastener Spacing
Nlowable
Frame Ultimate Design
Thickness Width Spacing Perimeter Field Load Load'
Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type PSF) PSF)_
IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7
IC-1270-94 Ramech 03125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7
IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3
IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7
4d, 0.091 in. shank X 0.225 in.
1086B-9711475 Ramtech 0.3125 48 2X4 wood, SG Zt 0.36 16 4 8
HD X 1.5 in. long ring shank nail
90 30.0
Min- No 8 X I in. long X 0.323 in
IC-1054-89 Ramterh 0.25 48 Min. No. 20 gauge X 3.625 in. X 16 6 6 head diameter dbbed bugle 169.9 56.6
1.375 in metal stud
head screw
Min' No 8 X I in. long X 0 . 323 in
IC-1055-89 Ramtech 0.25 48 Win. No. 20 gauge X 3.625 in. X 24 6 6 head diameter ribbed bugle 91.9 30.6
1.375 in metal stud
head screw
Min. No. 20 gauge X 3.625 in. X
ET&F 0,100 in. knurled shank X
11149-9811 554d Ramtech 0.3125 48 16 4 8 1.5 in. long X 0.25 in. head 170 56.7
1.375 in metal stud
I diameter pin fastener
ET&F 0.100 in, knuded shank X
11 149-9811554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 24I 4 8 1.5 in. long X 0.25 in. head
I
1.375 in metal stud
diameter pin fastener
1. IUWZIUW LQUU is ine uiumale LOaC UIVIUM Dy d r-UT U1 5-Ly Ul .
2. HardiePanel Siding complies with ASTM C1 186, Standard Specification for Grade fl, Type A Non -asbestos Fiber -Cement Flat Sheets.
Table 1b, Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls"
Fastener Spacing
r,n ) I
Frame Ultimate Allowable
Thickness Width Spacing Perimeter Field Load 3 Load 3
Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type plf) 00
IC-1273-94 Ramtech 0.3125 48 2X4 Wood Hem -Fir 16 6 6 6d common 603.8 201.3
IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9
IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153-3
IC-1274-94 Ramtech 2312.5 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5
1
0.091 in. shank X 0.225in
10868-97fi475 Ramtech 0.3125 48 2X4 wood, SG 2t 0.36 16 4 8
4d,
I HD X 1,5 in. long ring shank nail 595A 198.5
Min. No 8 X 1 in. long X.Q.323 in
IC-1057-89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8
1.375 in metal stud
head screw
ET&F 0. 100 in. knuried shank X
11284-9911580 Ramtech 0.3125 48
Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4
1.375 in metal stud
diameter pin fastener
0.100 in. knurled
Min. No. 20 gauge X 3.625 in. X
11284-99/1580 Ramtech 0.3125 48
1.375 in metal stud
24 4--7'ET&F
8 1.5 in. long X 0.25 in.= 1060.0I 132 5
1 1 diameter pin fastener
1. All board edges shall be supported by traming. Panels Shall be applied with the long dimension either parallel or perpendicular to studs.
2. The ma)dmum height-to4ength ratio for construction in this Table is 2:1. of
3. In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection, illif G A W4
ol..........
3
K I Wall Zone 5
Height (ft) Exp B Exp C Exp D V K,, I GC,
0-15 0.7 0.85 1.03 h:560
1
1 0.85 1.4 0.18
20 0.7 0.9 1.08 1 0.85 1.4 KGIC0.18
25 0.7 0.94 1.12 1 0.85 1.4 0.18
30 0.7 0.98 1.16 1 0.85 1.4 0.18
35 0.73 1.01 1.19 1 0.85 1.4 0.18
4D 0.76 1.04 1.22 1 1 0.85 1.4 0.18 1
45 0.785 1.065 1 1.245 1 1 0.85 1.4 0.18
50 0.81 1.09 1.27 1 0.85 1.4 0.18
55 0.83 1.11 1.29 1 1.4 0.18
60 0.85 1.13 1.31 1.4 0.18
100 1 0.99 1.26 1.43 1 h,60 1 0.85 1.8 0.18
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable
design load is determined based on a factor of safety of 3 applied to the ultimate test load.
Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and
therefore should be used with combination loading equations for Allowable Stress Design (ASD).
By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7-
10 Figure 26.5-1A, Figure 26.5-1 B. and Figure 26.5-1 C.
For this analysis, to calculate the pressures in Tables 3, 4. and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design ,
load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure.
Equation 1, %=0.00256'1<,'l<z V2 fref ASCE 7-10 equation 30.3-1)
q, velocity pressure at height z
Kz velocity pressure exposure coefficient evaluated at height z
K topographic factor
K, wind directionality factor
V basic wind speed (3-second gust MPH) as determined from [2015 IBC, 2017 FBC] Figures 1609.3(l), (2), or (3); ASCE 7-10 Figures 26.5-1A, B,
or C
Equation 2,
V=VIA fref 2015 IBC & 2017 FBC Section 1602-1 definitions)
V , ultimate design wind speeds (3-second gust MPH) determined from [2015 IBC, 2017 FBCJ Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures
26.5-1 A, B, or C
Equation 3, p=q,*(GCrGCj) (ref ASCE 7-10 equation 306-1)
GCp product of external pressure coefficient and gust -effect factor
GCpj product of interrial pressure coefficient and gust -effect factor
p design pressure (PSF) for siding (allowable desgn load for siding)
To determine design pressure, substitute q. into Equation 3,
Equation 4, p=0.00256*K*K,*Kd*\/,2*(GCF-GcpiI
Allowable Stress Design, ASCE 7-10 Section 2.4. 1, load combination 7
Equabon 5, 0.61) + 0.6W (ref. ASCE 7-10 section 2.4. 1, load combination 7)
D deadload
W windload
To detenvine the Allowable Stress Design Pressure, apply the load hactorfor W(wind) from Equation 4 to p (design prLssure) determined from equation 4
Equation 6, P.. = 0.6*1Pj
Equation 7, P d = 0.6*[0.00256*K2*Kz'Kd-VL,2(GCP-Gcpi)I
Equation 7 is used to populate Table 3, 4, and 5.
To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V.,
Equation 8, V k = (p.d/0.6*0.00256*K*K.*K*(GCrGCi))D-s
Applicable to methods specified in Exceptions I through 3 ol'12015 18C, 2017 F8Cj Section 1609.1.1., to determine the allowable nominal design windspeed (Vasd) lorHardie Siding in Table
6, apply the conversion formula below,
Equation 9, V, = V. * (0.6)0" fref 2015 IBC & 2017 FBC Section 1609.3. 1)
V, , Nominal design wind speed (3-second gust mph) (ref. 2015 IBC & 2017 FBC Sec6q,5)99Y#1'"r-"-,
Table 2, Coefficients and Constantsused in Determining V and p, '011 _21
0 ...... W'4
NO. -1-LYIV- I
RONALD 1. OGAWA ASSOCIATES, INC-
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-268&-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (ft) B B B B B B B 8 B a B S. 8 8
0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63T
30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48,8 54.4 60.2 66.4
40 1 -15.7 1 -17.3 1 -19.0 1-20.7 22.61 26.5 1 -30.7 35.3 40.1 45.3 50.8 56.6 62.7 6 .1
45 16.2 17.9 19.6 21. 23.3 27.4 31.7 36.4 41.6 46.8 52.5 58.5 4.8 71 A
50 16.7 18.4 20.2 22A 24.1 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7
55 17.1 18.9 20.7 22.6 24.7 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5
60 4 ' 1712- 25. 259 34.4 39.5 W-.9 TO-7- 76-6 -8 63.3 70.11-102.4
77.3
100 25.6 28.2 31 !l 36.9 43.3 50.2 57.6 65.6 74.0 82.9 92.4 112.9
Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C,
Wind Speed (3-second gust) 100 105 110 115 120 1 130 140 150 1160 170 180 190 200 210
Height (ft) C C C C C C C C C C C C C C
0-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3
20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 8TT
25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62,8 70.0 77.6 85.5
30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 730 80.9 89.2
35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 513 60.2 67.5 75.2 83.3 91.9
40 21.5 23.7 26.0 28.4 30.9 36.3 41ZO 48.3 5-4.9 62.0 69.5 77.4 85.8 94.6
45 22.0 242 266 29. 1 31.6, 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87.9 96.9
50 22.5 724.8 2 29.7 32 j 1 44-11 50.6 576 65.0 72 2 8
55 22.9 25.2 273 30.3 i5 01 3,T 44.9 51 5 58.6 66.2 22 20.7 921
2
190,
60 23.3 257- 28.2 30.8 33.b 1 -39.4 1 4b. 1 2.4 9. 6-7.4 B
100 32.6 35.9 39.4a43.1 46.91 55.0 1
Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D,
Wind Speed (3-serond gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (ft) D D 0 D D D D D D D D D D D
0-15 21.2 23.4 25.7 28.1 30.6 35.9 41,6-- 47.8 54.4 61.4 68.8 76.7 85.0 93.7
20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 6.4.4 72.2 80.4 89.1 98.2
25 23.1 25.5 26.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9
3D 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5
35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3
4D 25.2 27.7 30.5 33.3,-36.2, 42.5 49.3 56.6 64.4 723 81.5 90.9 100.7 1 .
45 25.7 2&3 31.1 34.0 37.0 43.4 60.3 57.8 65.7 74.2 63.2 92.7 102.7 113.3
50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 946 104.8 115.5
55 26.6 29.3 32.2 35-2 383 45.0 52.2 2 68.1 76.9 86.2 96.1 106.4 117.4
60 27-0 72-9-.8 Y2 -7 755.7 38.9 45.7 3.0 INI 91.2 7-1.1 7F7 -1 97 -6 108.1 9.2
100 37.0 40.8 44.7 48.9 53.21 62.5 72.5 106.8 119.8 133.4
Tables 3, 4, and 5 are based an ASCE 7-10 and consislent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code
0dt WA
ZA
W
PLO'
5
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-B47-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-BBS-542-7343 611, i3GAWinfo@jameshardie.com
Table 6, Allowable Wind Speed (mph) for HardiePanef Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part land Part 3) 7
2015 IBC, 2017 FBC 2015 IBC, 2017 FBC
Allowable, Ultimate Allowable, Nominal
Design Wind, Speed, Design Wind, Speed, I 1 r-
V'aO' V.dsS, SIN
3-second gust mph) (3-second gust mph)
Applicable to methods
Applicable to methods
specified in 12015 18C,
2017 FBC] Section
specified in Exceptions 1
609.1.1. as determined by through 3 of [2015 IBC,
Figures (2), or
2017 FBC] Section
3).
1609.1.1.
exposure
06/0N t
Coefficients used in Table 6 calculations for
Siding I K, I
Product
Product
Thickness
inches)
Width
inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Stud
Spacing
inches)
Building
H eight3,7
feet)
C D 8 C D
Allowable
Design
Load
PSF) Exp B Exp C Exp D K K GC, GCO
HardiePaneM 5/16 48
6d
common
6
2X4
wood
Hem -Fir
16
0-15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 h!ZD 1 0_a5 1.4 0.18
20 186 164 149 144 127 116 49.7 0.7 0.9 i.oB 719 1.4 0.18
25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 1.4 0.18
30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85.-1.4 0.18.
35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 1 Q.as 1.4 0.181
40 178 152 141 138 118 109 49.7 0.76 1.04 1.22 1 a 1_4 0,181
45 175 150 139 136 117 108 49.7 L7 I 1.245 1 0.85 11.4 0.18
5 1 2 149 138 134 115 107 49.7
n
il 1ff T.27 I
0.85
O.a5 1.4 0.18
55 170 147 137 132 114 106 49.7 0.83 1.11 1.29 1 0.85 1:4 0.18
60 168 146 136 130 113 105 49.7 0.85 1.13 1.31 1 0.85 14 T 18
100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 h,60 1 0.86 1.8 0.18
HardiePanel@ 5/16 48
6d
common
4
2X4
mod
Hem -Fir
16
0-15 233 212 192 181 164 149 78.7 0.7 0.85 1.03 h:560 1 0.85 1.4 018
20 233 206 188 181 159 146 78.7 0.7 09 1.08 1 0.85 1.4 0.18
25 233 201 185 181 156 143 78.7 0.7 0 94 1.12 1 0.85 1.4 0.18
30 233 197 181 181 163 140 78.7 0.7 0.98 1.16 1 0.85 1.4 0.18
35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1.4 0.18
40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18
45 220 189 175 171 147 136 787 0.785 1-065 1-241 1 0.85 1.4 0.18
50 217 187 173 168 145 134 78.7 0.81 1.09 1.27 1 0.85 1.4 0.18
55 214 185 172 166 144 133 78.7 0.83 1.11 1.29 1 085 14 018
6D 212 184 171 164 142 132 78.7 0.95 1.13 1.31 1 0.85, 1.4 0.18
100 175 155 146 136 120 113 78.7 0.99 126 1.43 h 60 1 10.851-1.8 0.18
HardiePanel@ 5/16 48
6d
common
6
2X4
wood
Hem -Fir
24
0-15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h2ZO 1 0.85 1.4 0.18
20 147 130 119 114 101 92 31.3 P.7 0.9 1.08 1 085 1.4 0.18
25 147 127 116 114 98 90 31.3 0.7 0.94 1.12 1 0.85 1.4 0 1 a
30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.85 1.4 0.18
35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0.85 1.4 0.18
40 141 121 112 109 94 86 31.3 0.76 1.04 1.22 1 0.85 1.4 0.18
45 139 119 110 108 92 86 31.3 0.785 1.065 1.245 1 o.a5 1.4 0-181
50 137 118 106 91 31.3 0.81 l.D9 1.27 1 085 1.4 0.18
65 135 117 105 91 31.3 0.83 1.11 1.29 r", 0.851 1.4 0.18
60 134 116 103 90 31.3 0. 5_ 1.13 1.31 F-1-4 D.18
100 ill 86 31.3 0.99 U6 1.43 h>60 85 8 018
HardiePenel@) 5116 48
6d
common
4
2X4
wood
Hem -Fir
24
0-15 182 165 i5o 141 128 116 47.7 0.7 0.85 1.03 hS60 1 0.85 1.4 0.18
20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 US 1.4 018
25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 1 .4 0.18
30 182 1 154 141 1 141 119 109 47.7 0.7 0.98 1.16
L
1 0.85 1.4 D.18,
35 178 151 139 138 117 108 47.7 0.73 l.Dl 1.19 1 0.85 1.4 0.18
40 174 149 138 135 116 107 47.7 0.76 1.04 1.22 1 0.85 1.4 018
45 172 147 136 133 114 106 47.7 0.785, 1.065, 1245 1 0 : 85 1.4 0.18
50 169 146 135 131 113 105 47.7 0.81 1.09 1.27 5.71.4 0.18
55 167 144 134 129 112 104 47.7 0.83 1 1.11 1.29 1 85 0-18
60 165 143 133 128 Ili 103 47.7 085 TFI13 31 0.85
1.4
1.4 0.18
100 137 121 114 106 94 88 47.7 0.99 1 26 1.43 h'60 I L85 1 8 0,18
HardiePaneIV 5/16
I
48
4d, 0.091
in. shank X
0.225 in.
HD X 1.5
1
4 edge
8 field
2X4
SwoodG:0.36
16
0-15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 hS60 1 0-85 1.4 0.18
20 144 127 116 112 98 90 30.0 0.7 09 1-08 11 0.85 1.4 13.18
25 144 124 114 112 96 89 30.0 0.7 0.94 1.12 1 85 1.4 018
30 144 122 112 112 94 87 30.0 0.7 0.98 IA6 1 0-85 1.4 0.18
35 141 120 ill 109 93 86 30.0 0.73 1.01 1.19 1 0.85 1.4 0.18
40 138 118 107 92 30.0 0.76 I.D4 1.22 1 0.85 1.4 0.16
45 136 117 105 30.0 0.785 1.065 1.245 1 0.85 1.4 0.18
50 134 116 104 9' 89 3 00 081 1 1.09 1.2
55 132 114 31160, 89 3E3 0.83 1.11 1.29 1
60 1 1 113 88 0.85 1 1.13 1.31 1 1 IN i i H
go 3.11 0.99 1 1.26 1 1.43 jh 60
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
2015 IBC, 2017 FBC 2015 IBC, 2017 FBC
A,Ilowable, Ultimate Allowable, Nominal
Design Wind, Speed, Design Wind, Speed,
v,,4,6, V's6'
3-second gust mph) 3-second gust mph)
Applicable to methods
Applicable to methodsspecifiedin (2015 IBC,
specified in Exceptions 1
2017 FBC] Section
through 3 of 12015 113C, 16D9.1.1. as determined by 201 7 FBCI SectionFigures1609.3(l),(2), or
3). Coefficients used in Table 6 calculations for Vx
W-,nd exposure category Wrid exposure category Siding K,
Product Stud Building Allowable
Product Thickness Width Fastener Fastener Frame Spacing Heigh,3. 7 B C D B C ID Design
inches)
inches) Type Spacing Type
inches) feet)
Load
PSF) Exp B Exp C Exp D K K, GC' acz
0-15 198 180 163 153 139 126 56.6 07 085 1 03 h2M 1) 85 14 018
20 198 175 159 153 135_ 123 56.6 0.7 0-9- 1.08
L
1 0.85 1.4 0.18
Min. No 8 X
25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 1 0.85 1.4 0.18
1 in. long X
Min. No.
30 198 167 154 153 130 119 56.8 0.7 0.98 1.16 1 OA5 1.4 0.18
0.323 in 20 ga.
35 194 165 152 150 128 118 56.5 073 1.01 1.19 lj head
33 mil) X
40 190 162 150 147 126 116 S6.6 0.76 1.D4 1.22 0.18HardiePanel& 1/4 48
diameter
6 3.625 in. 16
45 187 161 148 145 124 115 55.6 0.765 1.065 1.245 1 10.851-1.4 0ABribbed
X 1.375
50 184 159 147 143 123 114_ 56.6 0.81 1.09 1.27 1 0.85 1.4 0.18buglehead
in metal
55 182 157 146 141 122 12 56.6 0.83 1.11 1.29 1 1 OZ51 1.4 0.18stud
screw'
60 180 156 145 139 121 112 56.6 0-85 1.13 1.31 0.18
100 149 132 124 115 102 96 56.6 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18
0-15 146 1 132 120 113 102 93 30.6 0.7 0.85 1.03 lh:= 1 0.85 1.4 018
20 146 128 117 113 99 91 30.6 07 0.9 1.08 1 0.85 1.4 018
Min. No 8 X
25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 1 T-8- 5 1.4 0.18
I in. long X
Min. No.
30 146 123 113 113 95 88 30.6 0.7 0,98 1.16 1 0.85 1.4 0A80.323 in 20 ga.
35 143 121 112 110 94 86 30.6 073 1.01 T1 -9 1 O 85 1.4 0.18head33mil) X
40 140 1`19 110 108 93 85 30.6 0.76 1.04 122 1 0.85 1.4 0.18HardiePanel@1/4 48 diameter 6 3.625 in. 24
45 137 118 106 91 30.6 0.785 1.065 1 4 0.8 1 -1.4 0.18, ribbed
X 1.375
50 135 117 105 90 30.6 0.81 1.09 1.27 1 0.85 1.4 0.181bugleheadinmetal
1 11 1
1" 104 90 30.6 0.83 1.11 129 1 085 1.4 0.18
screw'
stud
96 2 1 115 102 89 1 -30-6 6--85- 1 0.851 1.4 0,18
100 30.6 O.B9 1.26 1.43 h-60 1 10.851-1.8 D- 18
G-15 198 180 163 153 139 127 56.7 0.7 0.85 1.03 hs6O 1 0.851-1.4 0.18ET&F
0. 100 in.
20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 o.a5l 1.4 0.18
25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.851-1.4 018knurled
Min. No. 1
30 198 167 154 153 130 119 56.7 OR 0.98 1.16 1 0.851-1-4 0.18shankX20ga.
35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 0.18. 1.5 in. long 4 edge 33 mil) X
40 190 163 160 147 126 116 56.7 0.75 1.04 1.22 1 0.85 1.4 0.181HardiePanelg5/'16 48
X 0.25 in. 8 field 3.625 in. 16
45 187 161 149 145 124 115 55.7 0.785 1.065 11, 0.85 11.4 0.18headX1.375
50 184 159 147 143 123 114 55.7 0.131 1.09 jl'2 4-5
727- 1 0.85
0.1a15-1.4
11.4 18diameter
in metal
55 182 157 146 141 122 113 55.7 0.83 1.11 1.29 0.95 1.4 0.18stud
pin
fastener2 60 180 156 145 139 121 112 56.7 U5 1.13 1.31 1 i r0.85 11.4 T- 18
100 149 132 124 115 102 96 56.7 0.99 1.25 143 h>60 I O.B51 1.8 0.18
ET&F
0-15 153 139 126 118 107 98 33.7 0.7 0.85 I.L3_ h560 0.85 1.4 018
20 153 135 123 118 104 95 33.7 0.7 0.9 1.08
2_
1 0.85 1.4 0180. 100 in.
25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 6.-85- 1.4 0.18knurledMin. No.
30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 1.41 0.181shankX20ga.
35 150 127 117 116 99 91 333 0.73 1.01 1.19 1 0.85 1.41 1).1811.5 in. long 4 edge 33 ml) X
40 147 125 116 114 97 90 1 -33.7 0.76 1.04 122 1 0.85 1.4 0,16HardiePaneig5/16 48
X 0.25 in. 8 field 3.625 in. 24
45 144 124 115 112 96 89 33.7 0.785 1.D65 1.245 1 0.85 1.4 0.18head
X 1.375
50 142 122 113_ 110 95 88 33.7 0.81 1.09 1.2 1 0.85 1.4 0.18diameter
in metal
55 140 121 113 109 94 87 33.7 083 111 1.29 P'401:5 7-4 0.18stud
pin
fastener2 61 1 2 120 112 107 93- 87 1 .33.7 0.85 1.13 1,31 Q.a5 1-4- 0.18
T_ 1 1 15 89 1 -33.7_ 0.99 1-26 jj 0.85 1.8 0.18
i. zcrews snau penetrate the metal framing at least three tull threads.
2. Knurled shank pins shall penetrate the metal framing at least 1/4 inch.
3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle e less than or equal to 10* (2-12 roof
4. Vu, ultimate design wind speed
5. V nominal design %-And speed
6. Linear interpolation of building height Is 60 ft) and wind speed is permitted.
7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: K c 1, Kd=0.85, GC,=-1.4 (hs60), GCP l
LIMITATIONS OF USE:
1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested.
2) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06
13GAW4
LAIL-, Z
0 wl
it
Florida Building Code Online Page 1 of 2
Tic ar
BCIS Home 1 Log In User Registration Hot Topics Submit Surcharge Stats &Facts Publications FBC Staff BCIS Site Map Links Search
kjlfl\ Product Approval
MUSER: Public Userd r
Product Approval Meng > Product or Application Search > Application Lis > Application Detail
FL # FL12194-R6
Application Type Revision
Code Version 1017
Application Status Approved
Comments
Archived
Product Manufacturer Aluminum Coils, Inc.
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9743
grahman@aluminumcoilsinc.com
Authorized Signature Gareth Rahman
grahman@aluminumcoilsinc.com
Technical Representative Paul Frost
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9742
PFrost@aluminumcoilsinc.com
Quality Assurance Representative
Address/Phone/Email
Category Panel Walls
Subcategory Soffits
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
1: Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity PRI Construction Materials Technologies, LLC
Quality Assurance Contract Expiration Date 06/19/2020
Validated By Locke Bowden
R. Validation Checklist - Hardcopy Received
Certificate of Independence FL12194 R6 COI ALC15001.3 2017 FBC Evaluation Report 04 T4
Soffits final.pd
Referenced Standard and Year (of Standard) Standard
AAMA 1402
Equivalence of Product Standards
Certified By
Sections from the Code
Year
2009
https://www.floridabuilding.oro,/pr/p app dtl.aspx?param=wGEVXQvADquk24AUC%2fE... 2/1/2018
Florida Building Code Cinlie Page 2 of 2
Product Approval Method Method 1 Option D
Date Submitted 09/06/2017
Date Validated 09/06/2017
Date Pending FBC Approval 09/13/2017
Date Approved 12/12/2017
Date Revised 12/15/2017
Summary of Products
FL # Model, Number or Name Description
12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL12194 R6 II ALC15001.3 2017 FBC Evaluation Report
04 T4 Soffits final.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021
Design Pressure: +80/-90 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL12194 R6 AE ALC15001.3 2017 FBC Evaluation Repo
04 T4 Soffits final.Od
Created by Independent Third Party: Yes
Contact Us :: 2601 Blair Stone Road, Tallahassee F 32399 Phone, 850-487-182
The State of Florida is an AA/EEO employer. Cogyricht 2007-2013 State of Florida. :: Privacy Statemen ;: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. -Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Appro al Accepts:
C e6a. Card -
Safe:
https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 2/1/2018
Certificate of AuthorizGtion No. 29824
17520 Edinburgh DrREEKTampa, FL 33647
TECHNICAL SERVICES, LLC (813) 480-3421
EVALUATION REPORT FLORIDA BuILDING CODE 6 T" EDITION (2017)
Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
www.aluminumcoilsinc.com
Manufacturing: Tampa, FL
Quality Assurance: PRi Construction Materials Technologies (QUA91 10)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1709.10
Properties: Wind Resistance
REFERENCES
En!L Relport No. Standard Year
Certified Testing Laboratories (TST1577) CTLA 1847VV AAMA 1402 2009
Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009
LIMITATIONS
1 . This report is not for use in the HVHZ.
2. Design wind loads shall be determined in accordance with FBC Section 1609.
3. Soffits shall be labeled in accordance with FBC Section 1709.10.
4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's
published application. instructions. Where discrepancies exist between these sources, the more restrictive
and FBC compliant installation detail shall prevail.
5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2.
6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall
be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the
minimum load resistance for the project requirements.
7. All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
ALC15001.3 FL12194-R6 Page 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
ALUMINUM COILS, INC
CREEK SoffitsNTECHNICALSERVICES, LLC
PRODUCT DESCRIPTIONS
318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for
dimension drawings.
3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for
dimension drawings.
Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for
dimension drawings.
16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit R anels provided in 16-
inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent'
configuration and 11.1 in 2/1 in.ft and for the 'center vent' configuration. See Appendix D for
dimension drawings.
zz .. zz,,,
Z'Z'Z—Z'Z'Z--, N,
16" FULL VENT 16" CENTER VE
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit R anels provided in 12-
inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent'
configuration and 4.2 in 2/1 in.ft for the 'center vent' configuration. See Appendix D for
dimension drawings.
zzz—,,
ZZ,
n-z -
ZZ
12" FULL VENT 12" CENTER VEN 12" SOLID PANE
ALC15001.3 FL1 2194-R6 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
COMPLIANCE STATEMENT
ALUMINUM COILS, INC
Soffits
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, 6th Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
SO, 2017.09.010EN01\
No 74021 10-:06:18
0 -04'00'
STATE OF 41J Z
441 -.
Zachary R. Priest, P.E. Al
OR Florida Registration No. 74021
A Organization No. ANE9641
CERTIFICATION OF INDEPENDENCE
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor wfli I acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX A— Approved Systems (8 pages):
2) APPENDIX B— Installation Drawings (12 pages)
3) APPENDIX C — Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001.3 FL12194-R6 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
APPROVED SYSTEMS
ALUMINUM COILS, INC
Soffits
Appendix A
The following notes shall be observed when using the assembly tables below.
1 . Maximum Design Pressures (MDP) were calculated using a 1.51 margin of safety per FBC Section 1404.5.1.
2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below.
3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly.
4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system.
5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0,42) 2x lumber. Substrate attachment shall be designed by others
in accordance with FBC requirements to meet the minimum design requirements for the project.
6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with
FBC requirements to meet the minimum design requirements for the project.
7. Typical fastening details are as follows:
a. 12" T4 Soffit — 12-inch o.c.
Fastener Fastener
Location Location
b. 12" T4 Soffit — 4-inch o.c.
Fastener Fastener Fastener Fastener
Location Location Location Location
c. 16" Q4 Soffit — 16-inch o.c.
Fastener
Location
I —
Fastener
ALC15001.3 FL12194-R6 Page 1 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
d. 16" Q4 Soffit —8-inch o.c.
Fastener
Location
Fastener
Location
Fastener
Location
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions
12F-# Approved Systems for 12-inch Overhang with F-Channel
12J-# Approved Systems for 12-inch Overhang with J-Channel
16F-# Approved Systems for 16-inch Overhang with F-Channel
16J-# Approved Systems for 16-inch Overhang with J-Channel
24F-# Approved Systems for 24-inch Overhang Wth F-Channel
24J-# Approved Systems for 24-inch Overhang with J-Channel
Apo'endix A
Approved Systems for 12-inch overhang with F-Channel
W611 Connection Eave Connection
System Panel MDP
No. Width pso
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max.
One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x
0.072-inch dia. x min. 3/16-
12F-1
16-inch
Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch
inch head dia. trim nail
40.0
24-inch o.c. O.C.
spaced 36-inch o.c.
Max.
Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x
0.072-inch dia. x min. 1/4-inch 48
12F-2
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o c
head dia. trip nail spaced 48- 64.2
spaced 24-inch o.c. g each panel [aandsecurin p inch o.c.
One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x
12F-3
Max
Masonry
One (1) 14 ga. 5/8-inch Iona. T nail Wood crown staple spaced 8-inch o.c.
0.072-inch dia. x min. 1/4-inch 48
16-inch spaced 8-inch o.c.
and securing each panel lap head dia. trip nail spaced 48- 64.2
inch o.c.
ALC15001.3 FL12194-R6 . Page 2 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, insta6tion, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, ILLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 12-inch overhang with J-Channel
Wall Connection. Eave. Connection
System Panel MDP
No. Width Psf)
Substrate
F-Channel
Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment.: Attachment
Three (3) min. 3/4-
inch x 1/4-inch crown
One (1) min. #8 x 1/2-inch
One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x
12J-1
Max
Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple
0.072-inch dia. x min. 1/4-inch 48
16-inch
pattern spaced 24-
screw spaced 16-inch o.c.
spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2
inch o.c. connecting soffit to J-channel inch o.c.
0
Approved Systems for 16-inch overhang with F Chahnel
Wall Connection Eave Connection
System Panel MDP,
No. Width pso
Substrate
F-Chan.nel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
16F-1
Max
Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max.
0.072-inch diameter
finishing nail with min. 3/16- 53.3
12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced
panel lap 12-inch o.c.
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max.
0.072-inch diameter
16F-2
12-inch
Wood inch leg staples in diamond pattern Wood
4-inch o.c. and securing each finishing nail with min. 3/16- 53.3
spaced 16-inch o.c.
panel lap
inch head spaced
12-inch o.c.
Max.
One (1) 3/8-inchhead dia. nail, min, One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long
x 0.072 inch dia. x min.
16F-3
16-inch
Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch
3/16-inch head dia. trim nail
25.6
inch o.c. - O.C.
spaced 36-inch o.c.
Three (3) min. 3/4-inch x 1/4-inch One (1) rnin. 1 3/4-inch long
16F-4
Max.
Wood crown staples in diamond pattern Wood
One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27
16-inch
spaced 24-inch o.c.
crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1
spaced 48-inch o.c.
ALC15001.3 FL12194-R6 Page 3 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 16-inch.overhang with F-Channel
Wall Connection Eave Connection.
System Panel MDP
No. Width Psf)
Substrate
F-Channel
Attachment
Substrate Panel Attachment Fascia, Cap
Attachment
One (1) 18 ga. 1/4-inch crown x
One (1).min. 1.75-inch x
16F-5
Mix.
Masonry
One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch
0.072-inch diameter
finishing nail with min. 3/16- 43.3
16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced
lap 16-inch o.c.
One (1) 18 g a. 1/4-inch crown x
One (1) min. 1.75-inch x
Max. Three (3) 18 ga.1/4-inch crown x I- 1-inch leg staple spaced 4-inch
0.072-inch diameter
16F-6
16-inch
Wood inch leg staples in diamond pattern Wood
o.c. and securing each panel finishing nail wth min. 3/16- 43.3
spaced 16-inch o.c.
lap
inch head spaced
16-inch o.c.
Approved Systems for 16-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
J-Channel
Attachment
Substrate Panel Attachment Fascia Cap
Attachment
Max.
Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch
One (1) min. 1 3/4-inch
long x 0.072-inch dia. x 23.5
16J-1
16-inch
Wood crown staples in diamond pattern Wood
crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4
spaced 24-inch o.c. nail spaced 48-inch o.c.
ALC15001.3 FL12194-R6 Page 4 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
ALUMINUM COILS, INCCREEKSoffits
TECHNICAL SERVICES, LLC
Apoendix A
id Systems for 24-inch overhangApprove with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. width pso
Substrate:
F-Channel.
Attachment .
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1 -inch leg
No.2 SYP
staple spaced
Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max. inch crown x 1 -inch
rafter with one each panel lap inch crown x 1-inch
0.072-inch diameter
24F-11
12-inch
Wood leg staples in 1) min. 2.25- Wood
leg staple spaced 8- finishing nail with min. 80/-90
diamond pattern inch x 7d ring
One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
spaced 16-inch o.c.
shan k nail
x 0.072-inch diameter 12-inch o.c.
24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1 -inch leg
Nominal 1x2 staple spaced
One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 9 a. 114-
One (1) min. 1.75-inch x
Max. inch x I I ga. anchored to each panel lap inch crown x 1-inch
0.072-inch diameter
80124F-2
12-inch
Wood smooth shank rafter with one Wood
leg staple spaced 8- fin 'ishing nail with min 76.6
roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1 -inch leg
Nominal 1x2 staple spaced
No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1 -inch
0.072-inch diameter
80/ 24F-3
12-inch Masonry inch long T nail rafter with one Wood
leg staple spaced 8- finishing nail with min. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
inch ring.shank x 0.072-inch diameter 12-inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-R6 Page 5 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein. I
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Apoendix A
Approved Systems for 24-inch overhang with F-.Channel
Wall onnecti on Center Connection Eave Connection
System Panel . MDP
No. Width pso
substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 1/4-inch
crown x 1-inch leg
Nominal 1x2 staple securing the
No.2 SYP
nailer of each female
Three (3) 18 ga.1/4- anchored to
lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max.
inch crown x 1 -inch
rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter
24F-4
16-inch
Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60
diamond pattern inch x 7d ring
inch o.c. and securing 3/16-inch head spaced
spaced 16-inch o.c.
shank nail
One (1) min. 1.75-inch each panel lap 16-inch o.c.
24-inch o.c.
x 0.072-inch diameter
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1 -inch leg
staple securing the
Nominal 1x2 nailer of each female
One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1 -inch 0.072-inch diameter
24F-5
Max.
Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60
16-inch
roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
16-inch o.c. inch ring shank One (1) min. 1,75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x 0.072-inch diameter
finishing nail with min.
3116-inch head spaced
I I 4-inch o.c.
ALC15001.3 FL12194-R6 Page 6 of 8
This evaluation report is provided f6r State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes. or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, ILLC
ALUMINUM COILS, INC
Soffits
Apobndix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection, Center Connection Eave Connection
System Panel MDP
Width PsoNo.
Substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 1/4-inch
crown x 1-inch leg
staple securing the
Nominal 1x2 nailer of each female
No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1 -inch 0.072-inch diameter
24F-6
16-inch Masonry inch long T nail rafter With one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60
spaced 8-inch o.c. 1) 7d x 2.25- inch o,c. and securing 3/16-inch head spaced
inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x 0.072-inch diameter
finishing nail With min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-R6 Page 7 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply Warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Apj endix A
Approved.Systems for 24-inch overhang with J-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width Pso
Batten
J-Chan e
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachr -nent
Nominal 1x2 No.2
SYP scabbed
between rafters with One (1) 18 ga.1/4-
one (1) min. 2.25- inch crown x 1 -inch
Nominal 1x2 inch x 7d ring shank leg staple spaced
No.2 SYP Three (3) 18
nail straight -nailed 12-inch o.c.
anchored to ga.1/4-inch crown
through the rafter securing each panel One (1) 18 ga. I/,
One (1) min. 1.75-inch
Max. rafter with one x 1 -inch leg
into the end of the lap inch crown x 1 -inch
x 0.072-inch diameter
24J-1
12-inch 1) min. 2 25- staples in diamond
batten or two (2) Wood
leg staple spaced finishing nail with min. 60
inch x 7d ring pattern spaced 16-
min. 2.25-inch x 7d One (1) min. 1.75-
8-inch o.c.
3/16-inch head spaced
shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c.
24-inch o.c. nailed on either side diameter finishing
of the batten at nail with min. 3/16-
each batten/rafter inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c. .
Nominal 1x2 No.2
SYP scabbed One (1) 18 ga.114-
between rafters with inch crown x 1 -inch
one (1) min. 2.25- leg staple securing
inch x 7d ring shank the nailer of eachNominal1x2
No.2 SYP Three (3) 18
nail straight -nailed female lock or
One (1) 18 ga 1/4-
anchored to ga.1/4-inch crown
through the rafter spaced 16-inch o.c.
inch crown x 1-'inch
One (1) min. 1.75-inch
Max. rafter with one x 1-inch leg
into the end of the securing each panel leg staple spaced
x 0 072-inch diameter
24J-2
16-inch 1) min. 2.25- staples in diamond
batten or two (2)
min. 2.25-inch x 7d
lap Wood
8-inch o.c. and finishing nail with min.
3/16-inch head spaced
53.3
inch x 7d ring pattern spaced 16- ring shank nails toe- One (1) min. 1.75- securing each panel 16-inch o.c.
shank nail inch o.c.
nailed on either side inch x 0.072-inch lap
24-inch o.c.
of the batten at diameter finishing
each batten/rafter nail with min. 3116-
intersection. Max. inch head spaced
rafter spacing is 4-inch o.c.
24-inch o.c. I I I I
ALC15001.3 FL12194-R6 Page 8 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
ALUMINUM COILS, INCCREEKSoffits
TECHNICAL SERVICES, LLC Appendix B
INSTALLATION
Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations
System No. Installation Detail
Min. 3/0Y head dia. nail i'th mir). IA.!
enigag.me.lit (for wo.3 substraLo) or
nil-ri, 0.05711 dia, T or qttib null
ith rdn. enga, mtffol -oncret
ra. block sulstrat).,, spaced Lis no;d
FASCIA SLIP BOARD
FASCIA TRIM
12F-1 &
SOFFIT (OVERHANG WIDTH VARIES)
12F 3 _-2'.F" CHANNEL
v400d, C!.,ncr.ete
r Block wall F—A
STAOLE -SOFFIT TO
FASCIA BOARD #T50
3/8" X 3/8" STAPLE
16" O'C'
FASCIA LIP 114"J _
PAINTED S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001.3 FL12194-R6 Page I of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALLIMINUK/I COILS, INC
Soffits
Ap endix B
System No. Installation Detail
SOFFIT STAPLE
OPEN RAFTER
11 Q1 MOND PATTERN
3/4" X 1/4" 1' DETAICROWNSTAPLES
U SI)
W
TMO ) SING
9EMEEN
A DIAMOND StAFLESrPATTERNFACIABOARD
F' CHANNEL CAN BE
INSTALLED WITH THE
NAILING FLANGE UP OR
DOWN
WOOD
SUBSTRATE
CAP
3/4" X 1/4' CROWN
STAPLE 'B" ON CENTER
1-3/4" TRIM NAM
PAINTED S,S. 48"
Olc
SOFFIT"niak 12'-indh span
1-3/4' TRIM NAIL
FACIA BOARD
PAINTED S.S., 1 Air
FASCIA CAP
3/4' X 1/4-'
CROWN STAPLE
SOFFIT....& FASO
DETAIL
ALC15001.3 FL12194-R6 Page 2 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,.or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, ILLC
ALUMINUM COILS, INC
Soffits
ApIlendix B
System No. Installation Detail.:
OPEN RAFTER
3/0' NETWMN SOFFIT STAPLE
OIST
STWLrS
j 1-1 DIAMOND .
DETAIL
PATTERUN
FACIA BOARD _3/9' VENEENJ
3/+' X 1/4' CROWN STAPLE '24.'
ON CENTER USING A DLW.OND PATTERN FASCIA CAP
12J-1
3/4' X 1/4- CROWN
STAPLE *8" ON CENTER 1-3/4 TRIM NAIL FACIA BOARD
CHANNEL 1-3/4' TRIM NAI PAINTED S.S.
screwed to 6offit
with ona(li 98 X PAINTED S.S. 48"
FAS CIA CAP
3,011
dianjen r vcre-K 3/46 X 1/4'
1611 CROWN STAPLE
SOFF(T—niax. 12-inch span 4 1
WOOD ORBLOCK
SUBSTRATE
OFFIT & FASCIA
DETAIL
ALC15001.3 FL12194-R6 Page 3 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
16F-1
16F-5
S1
ALUMINUM COILS, INC
Soffits
Apo6ndix B
I J" TRIM NAIL FASCIA BOARD
PAINTED
FASCIA CAP
SOFFIT
I-xj- CROWN STAPLE
AFTER
BOARD
CAP; REFER
FIT & FASCIA
HAX. 16"
SOFFIT & FASCIA
DETAIL
ALC15001.3 FL12194-R6 Page 4 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
ALUMINUM COILS, INCCREEKSoffits
TECHNICAL SERVICES, LLC
Appendix B
System No. Installation Detail .
Min. 3/8" head dia, pail, with min. !,V'
enq&gement (for Wood substrate) Or
Min 0.097' diz i 'T-nail 'or stub jiail
with (nin. 5/q" eng eta C-merit (flor corjcr etoi'-
oi, bl acjc sul- a.te) rpaced as not
above
FASCIA SLIP BOARD
FASCIA TRIM
16F-3
SOFFIT (OVERHANG WIDTH VARIES)
F" CHANNEL,
Wood,
r Block Wall FA
I / I r
STAPLE SOFFIT TO
FA CIA. BOARD #T50
3 /8 ' X 3/8" STAPLE
16" O.C.
FASCIA LIP 1/4"-1/
PAINTED S.S.
1 3/4" TRIM NAII-
AIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAI
ALCI5001.3 FL12194-R6 Page 5 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LILC
ALUMINUM COILS, INC
Soffits
Apbendix B
System No. Installation Detail
SOFFIT STAPLE
OPEN RAFTER
DI MOND PATTERN
3/4" X 1/4* DETAIWNSTAPLESCROWNSTAPLES
USING A DIAMOND 3/0' BETWMI
PATTERN FACLA BOARD
FASCIA CAP
16F-4
3/4- X 1/4' CROWN 1-3/4- TRIM NAIL
FACIA BOARD
3/4-
B.' STAPLE ON CENTER JT-RIMML
I 'I1-3/4^ TRIM NAIL] PAINTED S.S.
F' CHANNEL CAN HE . PAI NTED S,8 48' —FASCIA CAPINSTALLEDWITHTHEOIC*
NAILING FLANGE UP 3/4' X 1/4
DOWN CROWN STAPLE
sbFFIT max- 16-inch span
00" SOFFIT
SUBSTRATE SCIFFIT &-EASCIA
DETAIL
ALC15001.3 FL12194-R6 Page 6 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not speclfically addressed herein.
CREEK
TECHNICAL SERVICES, LILC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I TRIM NAIL FASCIA BOARD
PAINT ED S S.
FASCIA CAP
I"XI" CROWN STAPLE
U SING A
PAT TEO N:
16F-2 & SOFFIII
16F- DIAMOND
IF" CH)
SUBSI
AFTER
BOARD,
SOFFIT & FASCIA
DETAIL
CAP: REFER
FIT L FASCIA
8
3/8
MAX. 16"
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 7 of 12
This evaluation report is provided for -State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
N & CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail.
OPEN RAFTER
SOFFIT STAPLE
OIST '
I DIAMQN[2 ... PATTERN
DETAI
FACIA BOARD 310
3/4" X 1/4- CROWN STAPLE -24-,
O,N CENTER USING A DIAMOND PATTERN FASCIA CAP
I 16J-1
WOOD OR BLOCK
SUBSTRATE
11-3/4! TRIM NAI
PAINTED S.S. 48"
D.C.
SOFFIT—rnax. 16-inCli spall
3/4" X 1/4" CROWN
1-3/4" TRIM NAIL
FACLA BOARD
STAPLE W ON CENTER
PAINTED S . S, I &r
FASCIA CAP
3/4* X 1/4"
CROWN STAPLE
somT
SOFFIT & FASCIA
ULTAIL
ALC15001.3 FL12194-R6 Page 8 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Ap endix B
Systern No. Installation Detail
I TRM NAIL FASCIA BOARD
PAINTED S.S.
1,4.. CROWN I, --FASCIA CAP
5TAP LES
USING A DIAMOND---\
SDFFIT-
PATTERN: REFER TD
SOFFIT STAPLE
CROWN STAPLE
DIAMOND PATTERN
DETAIL,
TR M NAIL FASCIA BOARD
PAINTED S.S;
A SOFFIT FASCIA
DETAIL
24F-1 &
24F-4 1"4" ER OWN STAPLE "\—
FASCIA CAP, REFER
TO SOFFIT FASCIA
DETAIL
0
Nominal SYP —I— Batten Anchored to 3/8'\
SOFFIT; MAX, 24"
F-CHA14NEL Rafters with one 7d
Ping Shank Nall at
WOOD SUBSTRATE —
every Rafter
SOFFIT STAPLE
DIAMONO PATTERN
ALC15001.3 FL12194-R6 Page 9 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, ILLC
ALUMINUM COILS, INC
Soffits
Ap , endix B
System No. Installation Detail
I TRIM NAIL FASCIA BOARD
PAINTED S,S
1.1' SMOOTH SHANK
ROOF HAI 5
FASCIA CAP
T
1",,I' CROWN STAPLE
I TRIM N AIL FASCIA, BOARD
PAINTED S.S.
A SOFFIT FASCIA
24F-2 & DETAIL
24F-5
CROWN STAPLE
FASCIA CAP: REFER
TO SOFFIT & FASCIA
DETAIL
Nominal t'X2- 5yp
batten Anc6rod to SOFFIT; MAX. 24'!
F-CHANNEL Rafters with one Id
Ring Shank Nail at
every Rafter
WOOD SUBSTRATE-
ALC15001.3 FL12194-R6 Page 10 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
ApiYendix B
System No. Installation Detail
I J" TRIM NAIL FASCIA BOARD
PAINTED S S,—\
146A T-IIAILS FASCIA CAP
SOFFIT—
CROWN STAPLE
1 TRIM NAIL FASCIA BOARD
PAINTED SS.
A SOFFIT FASCIA
24F-3 &
DETAIL
24F-6 V'Xqj CROWN STAPL
FASCIA CAP; REFER
TO SOFFIT & FASCIA
DETAIL
Nominal I"x2",SYP -A
P-CHANNEL
Batten Anchored to SOFFIT; MAX. 2.4"
Rafters with one ?d
Ring Shank Nail at
every Rafter
MASONRY—
ALC15001.3 FL12194-R6 Page 11 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
iCREEKll"
TECHNICAL SERVIcEs, LLC
ALUMINUM COILS, INC
Soffits
Apf endix B
System No. installation Detail
I I' TRIM NAIL. FASCIA BOARD
PAINTED S.S
V'J* CROWN FASCIA CAP
STAPLES
SOFFIT
U5145 A DIAMOND
PATTERN; REFER TO CANTILEVERED VXj- CROWN STAPLE
SOFFIT STAPLE RAFTER
01 AMOND PATTERN
DETAIL
FASCIA BOARD
SOFFIT FASCIA
I TRI AIL
F AINTED S , S DETAIL
24J-1 &
1-4" CROWN STAPLE
FASCIA24J-2 CAP; REFER
L FASCIA
DETAIL
Nornnall"x2'SYP battens
scabired between rafters and SOFFIT; MAX, 24"
I-CHAMEL secured with one 1) 7d ring
shank nail stralgh -nailed
in ugh Ilia rafter into the end
WOOD SUBSTRATE-
Irtche batten a, Iwo (2) Id
ng sl iank nails toe -nailed on
either side of the hattern at the
b2ftenhaner Intemoclion
OFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 12 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CR-EEK
TECHNICAL SERVIcEs, LLC
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soffits
Aporendix C
The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following
provisions:
1 . Wind speeds for risk category 1, 11, 111, and IV buildings shall be as defined in Section 1609 of the FBC.
2. Exposure B, C, and D shall be as defined in section 1609 of the FBC.
3. Design wind loads are provided only for walls/soff its with a mean roof height less than or equal to 60-ft.
4. All calculations are based on an effective wind area of 1 O_ft2 or less.
5. Topographic factors such as escarpments or hills have,been excluded from the analysis.
6. Wind directionality factor, Kd = 0.85
7. V,,It is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC.
8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional.
9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is
smaller,, but not less tl-ian either 4% of the least horizontal dimension or 3-ft.
ALC15001.3 FL12194-R6 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Serviced, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK .
TECHNICAL SERVICES, U-C
ALUMINUM COILS, INC
Soffits
Appendix C
1A 2
WAR Baisid W ind!Sbbe' x` m-0 41
A 4 M M i", wzo';'- 0"' ;e I n . .? n T,
1 7. 0
ii" op"
R,5,160WE` Wdi
20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
4
40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8
50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1
Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8
Negative
20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
Loads)
25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
5
40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7
50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8
1-1 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
4
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7
Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
Positive
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
Loads)
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
5
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7
60 13.1 15.4 17.8 20.5 1 23.3 1 26.3 29.5 32.9 1 36.4
ALC15001.3 FL12194-R6 Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Apoendix C
W::06"'Sbffi n'.,x sure: MP%5690, 1 - 7777"
BUlldlng-
e' 'X
W
Basib'W S clInd"._ P
15' 120 0 fau
7L,
N
20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3, 60.2
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8
30 23.6 27.7 32.1 36.9 41,9 47.3 53.1 59.1 65.5
4
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 1 62.7 69.5
50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9
Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
Negative
Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3
25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6
30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9
5
40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8
50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9
60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
4
40 16.0 18.8 21 8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
Enclosed
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
Positive
Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
5
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
ALC15001.3 FL12194-R6 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CR-EEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Ap6endix C
Fi A.- id' Q
6iW
B` i,f asjc,'V_:ir), 06 d 'hP, :mp
20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2
25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9
30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5
4
40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6
50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9
Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6
Negative
Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1
25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4
30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7
5
40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7
50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8
60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
4
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54,4
Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1
Positive
Loads)
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
5
4 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4
60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1
ALC15001.3 FL12194-R6 Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
3/8" F-Channell
3/8" J-Channel
ALC15001.3
3/8" —
3/4" ---
8" HEM
1
T 7
3/4"
3/8"
FL12194-R6
ISOMETRIC VIEW
3/8" PROFILE
ISOMETRIC VIEW
318" PROFILE
ALUMINUM COILS, INC
Soffits
Apoendix D
Page 1of4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
Fascia
CREEK
TECHNICAL SERVICES, LLC
1/8" HEM
5 3/4"
7/8" "
6"FASCIA
7" BLANK
1/4"
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Apoendix D
ALC15001.3 FL12194-R6 Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVItEs, LLC
16" Q4 Soffit
01=-,
0. 1 2V TYP
6: OROFILE'
2. 175' REP
ALUMINUM COILS, INC
Soffits
Apobndix D
ALC15001.3 FL12194-R6 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
12" T4 Soffit
LiL4
314j-
7 11/811 . 1 7/8"- 1- 13, 1/8" -
1/2" 11r2" 1/2" 1/2" 1/21' r
1/81, 3/8"
0.125, ryp
13.75" BLANK
3/8" PROFILE
I I TV RE F
END OF REPORT
ALUMINUM COILS, INC
Soffits
Ap endix D
ALC15001.3 FL12194-R6 Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installa,tion, recommended use, or other
product attributes that are not specifically addressed herein.
Florida Building Code Online Page I of 3
h"i_fAQMMI_ 0,; -gI4MAN, 9Mig 2 -' -11 - =3
BCIS Home i Log In User kegistration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
r 77' x Product ApprovalrUSER: Public Usera
Product Approval Menu > Product or ADDliCation 5earch > Application Lis > Application Detail
FL # FL7006-RlO
Application I ype Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
IKO Industries, Ltd
40 Hansen Road South
Brampton, NON -US L6W 3H4
708) 496-2800 Ext 200
rmetzOO1@tampabay.rr.com
Robert Metz
rmetzOO1@tampabay.rr.com
Bob Metz
REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
rmetzOOI@tampabay.rr.com
Don Shaw
IKO Industries LTD
120 Hay Rd.
Wilmington, DE 19808
717) 579-6706
don.shaw@iko.com
Roofing
Asphalt Shingles
Certification Mark or Listing
FM Approvals - CER
Locke Bowden
R Validation Checklist - Hardcopy Received
Standard
ASTM D3161 modified to 110 mph
ASTM D3462
ASTM D7158 Class H
ASTM E108
Year
2016
2010
2011
2011
https://www.floridabuilding.org/pr/pr—app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b' )K... 2/6/2018
Florida Building Code Online Page 2 of 3
Product Approval Method Method I Option A
Date Submitted 10/08/2017
Date Validated 10/30/2017
Date Pending FBC Approval
Date Approved 11/01/2017
Summary of Products
FL # Model, Number or Name Description
7006.1 Cambridge, Cambridge HD, Laminated architectural fiberglass asphalt shingle
Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.;
Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26-
2017).r)dDesignPressure: N/A
Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
2LQIZ)—P ff
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.lpd
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover
the hip and/or ridge of an asphalt shingle roof system
manufactured at IKO's Kankakee, IL, Toronto, Ont. and
Brampton, Ontario plants.
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 R10 C CAC ASTM D 3462 - Shingle lette
Surveillanj e Audit Location - 6-2 -ZO 7 2ff8L __L_)_ Approved for use outside HVHZ: Yes
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.pdfDesignPressure: N/A
Other- FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26-
2017).[)d
FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
2017).pd
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 11 Hip and Ridge Cap Shing. e Installation
Instructions. pd
FL7006 RIO II IKO-187-02-01 Letter - Installation
Instructions for FBC 171-7006 pd
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at
Starter Strip the bottom of a roof system manufactured in Brampton and
Hawkesbury, Ontario plants
Limits of Use Certification Agency Certificate
Approved for-use-in-HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D316, letter - (9-26-
20.1.Z)_from FM pffApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 P,10 C CAC Letter - ASTM D3462 letter - (9-26-
2017).DdDesignPressure: N/A
Other: FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
2017).pd
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 11 IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pd
FL7006 R10 11 Roofing-Products-Leading-Edge-Plus-
Aoolhcation-ENW.ndf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
https://www.floridabuilding.org/pr/Pr_app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K... 2/6/2018
Florida Building Code Online Page 3 of 3
7006.4 Marathon Plus AR, Superglass Plus
AR
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
3 tab fiberglass asphalt shingle manufactured at IKO's
Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.;
Sylacauga, AL and Kanakakee, IL plants
Certification Agency Certificate
FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-76-
2017) from FM.pd
FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26
2017).pd
FL7006 R10 C CAC Letter - ASTM E108 letter - 9-2-
2017).od
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL7006 R10 II IKO-187-02-01 Letter - installation
Instructions for FBC FL7006.r)d
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
F.a FN..I]
Contact Us :: 2601 Blair Store Road, Tallahassee FL 32399 Phone: 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida, :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electro hic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8SO.487. 1395. -Pursuarit to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Pinoduct Apprcr,ral Accepts:
M W @01 E 0
https://wivw.floridabuilding.org/pr/pr — app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K... 2/6/2018
7,
Ali
IIIIIIIIIII
T E C H N 0 L 0 G I E S
October 27, 2017
IKO Industries, Ltd
120 Hay Rd.
Wilmington, DE 19809
Re: FBC FL7006
Sir(s),
PRI Construction Materials Technologies has completed a technical review and attached sealed shingle
instructions in compliance the 2017 Florida Building Code.
This review was completed based on the receipt of following evidence from IKO Industries, Ltd:
1 ) IKO Shingle Application Instructions — 3-Tab Shingles
EN-3Tab — Appins-8AGXEFS-2012-1 1—reformatted 2013-02-revO7/13-Florida)
2) IKO Laminated Shingles Application Instructions
EN -Laminated — Appins_8TTEFS-2012-04—reformatted 2013-02-revO7/13-Florida)
3) IKO Hip and Ridge 12 Application Instructions
EN-H ipa in d Ridge 1 2_31-1 RTri-201 3-08—reform atted 2013-08)
4) IKO Leading Edge Plus Shingle Application Instructions
EN-3LEP-Tri-2012-06 — reformatted 2013-03)
5) ASTM D3161 Test Report(FM Approvals Project No. 3040947)
The attached instructions should be used in conjunction with the published manufacturer's application
instructions and applicable code. In the event the instructions conflict, these instructions shall govern.
Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not
have nor plan to acquire a financial interest in any company manufacturing or distributing products for which
the test reports are issued.
Signed: Signed:
Brad GrzyboA(ski Duc T.MidyY2L
Managing Director Florida Regzt—er—ed —Kofessional ErI
P.E. Number: 65034
Date: October 27, 2017 Date: October 27, 2017
Attachments: A) IKO Shingle Application Instructions - 3-Tab
B) IKO Laminated Shingles Application Instructions
C) IKO Hip and Ridge 12 Application Instructions
D) IKO Leading Edge Plus Application Instructions
IKO-1 87-02-01
PRI Construction Materials Technologies, -I-C. 6412 Badger Drive Tampa, FIL 33610 Tel: 813-621-57T7 Fax: 813-621-5840 e-mail: matedaistesting@pricmt.com WebSite: http:1twww.pricmtcorn
IKQ
Installation Instructions for
Asphalt Shingles
Page 2 of 5
11<0 Shingle Application. Instructions — 3-Tab Shingles
ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" irito boards. Use 4 nails per shingle placed 6-1/8" above the butt
edge, approx. 1 " and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is
flush with, but not cutting into shingle surface.
NAI LING ON STEEP SLOPES: For steep slopes of 21 " per foot (60') or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1 " diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8".
STEEP SLOPES
SEAUNG STRIP
61118-
4 NAMUSNILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesting@pricmt.com WebSite: http:/Awjw.pdcmtcom
IKO
Installation Instructions for
Asphalt Shingles
Page 3 of 5
IKO Laminated Shingles Application Instructions
ASTIVI D3161, Class F — Cambridge, Cambridge HID, and CRC Biltmo-re AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8"
below the top edge, approx. 1 " and 13" in from each end. Drive nails straight so that nail head is flush with,
but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21 " per foot (60') or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1 " diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should sea] to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8".
63
NAIL LINE
NAILING - STEEP SLOPES APPLICATION
Use. six nails as shovov
CEMENT
PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE
PRI Construction Materials Technologies, LLC. &412BadgerDdve Tampa,FL33610 Tel:813-621-5777 Fax:813-621-5840 e-mail: matehaistesting@pricmt.com WebSite:http:/Mww.pricmt.Gorn
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — IKO Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using.the perforation marks as a cutting guide. These shingles are
designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1 " (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8"(130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue. to the other end. Note: To obtain a three-dimensional
effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2
pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see
diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be
covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easier bending.
NOTE: 8HINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE
SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO
RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS.
11
M10
TAPM CUT
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matehaistesting@pdcmt.com WebSite: htLp:/A&ww.pdcmt.com
IKO
Installation Instructions for
Asphalt Shingles
Page 5 of 5
IKO Leading Edge Plus Application Instructions
ASTM D3161, Class F — IKO Leading Edge Plus)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required
2. Each 39 3/8" x 13 1/4" (1000 mrn x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for
separation into two (2) shingles. Take one I KO Leading Edge Plus strip and fold flat at perforation to
separate.
3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x,168 mm) and remove approximately
20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the
factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves
by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75
mm to 100 mm) from the eave edge and 1" (25 mm) in from each end.
4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge
with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang
the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners
located 3" to 4" (75 mm to 100 mm) from the rake edge and 1 " (25 mm) in from each end.
5. Repeat Steps 3 — 4 for the right lower corner of the roof deck.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least
3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20
mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm from
the eave edge and approximately 1 " and 13" (25 mm and 330 mm) in from each end.
6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install
the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles
should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to
the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle.
7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first
course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matefialstesfing@p6cmt.com WebSite: hftp:/Ahfww.p cmt.com
Florida Buildinc, Code Online Page I of 2
Ln
Klt -
BCISHome LogIn User Registration HotTopics SubmitSurcharge Stats&Facts Publications FBCStaff BCISSite Map Links Search 'I
i
pprovalgagM.P.ro.Vo Userdbr ((i - TV
Product Approval Menu > Product or Agolication Search > Application Lis > Application Detail
F # FL15216-R3
All
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer InterWrap, Inc.
Address/Phone/Email 32923 Mission Way
Mission, NON -US 00000
551) 574-2939
mtupas@interwrap.com
Authorized Signature Eduardo Lozano
elozano@interwrap.com
Technical Representative Eduardo Lozano
Address/Phone/Email 32923 Mission Way
Mission, NON -US 00000
778) 945-2891
elozano@interwrap.com
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Underlayments
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Ej. Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Robert Nieminen
the Evaluation Report
Florida License PE-59166
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 09/30/2019
Validated By John W. Knezevich, PE
M Validation Checklist - Hardcopy Received
Certificate of Independence FL15216 R3 COI 2017 01 COI Nieminen.ndf
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Standard Year
ASTM D1970 (tear) 2015
ASTM D226 (physicals) 2009
https://www.floridabuilding.org/pr/p_app_dtt.aspx?param=wGEVXQwtDqv")yVVKJZ IQ... 2/6/2018
Florida Building Code Online Page 2 of 2
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method I Option D
10/10/2017
10/11/2017
10/15/2017
12/12/2017
FL # Model, Number or Name Description
15216.1 RhinoRoof Underlayments Synthetic roof underlayments
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15216 R3 11 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216-
R3.pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Robert Nieminen PE-59166
Design Pressure: N/A Created by Independent Third Party: Yes
Other: See ER Section 5 for Limits of Use. Evaluation Reports
FL15216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216-
R3.pdf
Created by Independent Third Party: Yes
F .7- Fl __
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuantto
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The ernails provided may be used for official communication with the licensee. Ho.ever email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
W Fol RE 0
cri d ra.rd
11
Safe
https://www.floridabuilding.org/pr/pr--anp_dtl.aspx?pararn=wGEVXQwtDqv3yVVKJZ l Q... 2/6/2018
k
1TRINITY ERD
EVALUATION REPORT
Interwrap, Inc.
32923 Mission Way
Mission, BC V2V-6E4 Canada
551) 574-2939
EXTERIOR RESEARCH & DESIGN, LLC.
Certificote of Authorizotion #9503
353 CHRISTIAN STREET, UNIT #13
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 140510.02.12-R3
FI-15216-113
Date of Issuance: 02/17/2012
Revision 3: 10/10/2017
SCOPE:
This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen,
P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The
products described herein have been evaluated for compliance with the 6t' Edition (2017) Florida Building Code
sections noted herein.
DESCRIPTION: RhinoRoof Underlayments
LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted
herein.
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced
Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of
this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product
changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this
Evaluation Report relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity I ERD Evaluated" may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or
its distributors and shall be available for inspection at the job site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 3.
Prepared by:
Robert J.M. Nielminen, P.E.
Florida Registration No. 59166, Florida DCA ANE1983
The facsimile seal appearing was authorized by Robert
Nieminen, P.E. on 10/10/2017. This does not serve as an
electronically signed document.
CERTIFICATION OF INDEPENDENCE:
1. TrinityJERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for
which the evaluation reports are -being issued.
4.. Robert Nieminen, P.E. does not have, nor will acquire a financial interest in any other entity involved in the approval process of the
product.
5. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
1 TRINITY! ERD
ROOFING COMPONENT EVALUATION:
I., SCOPE:
Product Category: Roofing
Sub -Category: Underlayment
Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance
with the following sections of the 6 th Edition (2017) Florida Building Code through testing in accordance with
applicable sections of the following Standards. Compliance is subject to the Installation Requirements and
Limitations / Conditions of Use set forth herein.
2. STANDARDS:
Section Properties Standard Year
1507.1.1, T1507.1.1 Unrolling, Breaking Strength, Pliability ASTIVI D226 2009
1507.1.1 Tear Strength ASTIVI D1970 2015
3. REFERENCES:
Enfty Examination Reference Date
ITS(TST1S09) Physical Properties 100539395COG-006 10/27/2011
ITS(TST1509) Physical Properties 10053939SCOQ-002 10/27/2011
ITS(TST1S09) Physical Properties 100539395COQ-006 03/14/2014
PRI (TSTS878) ASTIVI D1970; Tear strength OCF-330-02-02 10/03/2017
ITS (QUA1673) Quality Control Service Confirmation 09/30/2017
4. PRODUCT DESCRIPTION:
4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch
wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception).
5. LIMITATIONS:
5.1 This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the
Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was
used for permitting or design guidance unless retained specifically for that purpose.
5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions.
5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials
Directory or test report from accredited testing agency for fire ratings of this product.
5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically
referenced within FBC approval documents. If not listed, a request may be made to the Authority Having
Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof
covering.
5.5 Allowable Roof Covers:
1 R' L 'E 1
Asphalt Wood Shakes Slate or
Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate
RhinoRoof U20
5.6 Exposure Limitations:
RhinoRoof U20 shall not be left exposed for longer than 30-days after installation.
Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R3
Certificate of Authori2otion #9503 6 T" EDITION (2017) FBC NON-HVHZ EVALUATION F1.15216-113
RhinoRoof Underlayments Revision 3: 10/10/2017
Page 2 of 3
TRINITY'ERD
6. INSTALLATION:
6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation
instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below.
6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to
remove any dust and debris prior to application.
63",
6.3.1 Shall be installed in compliance with the requirements for ASTIM D226, Type I or 11 underlayment in FBC
Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet -
width for double -layer applications.
6.3.1 Fasteners:
For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a.3/8-inch diameter
head, or those noted in 6.4.2. The use of staples is prohibited.
For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch
diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing
up). The use of staples is prohibited.
6.3.2 Single Layer; Roof Slope > 4:12:
End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to
Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain
conditions.
For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For
exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is
required.
When batten systems are to be installed atop the underlayment, the underlayment need only be
prelimin'arily attached pending attachment of the battens on the same day. Battens shall not be positioned
over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap
published instructions.
6.4.3 Double Layers 2:12 < Roof Slope < 4:12:
End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet-width
plus 1-inch.
Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a
full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but
maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application.
7. BUILDING PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of
this product.
8. MANUFACTURING PLANTS:
Qingdao, China
9. QUALITY ASSURANCE ENTITY:
Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400
END OF EVALUATION REPORT -
Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R3
Certificate ofAuthorizotion #9503 6 T" EDITION (2017) F8C NON-HVH2 EVALUATION FLIS216-R3
RhinoRoof Underlayments Revision 3: 10/10/2017
Page 3 of 3
C-1Synthietic Roofing Underlayrnent
RhinoRoof' U20 Installation Instructions
RhinoRoof' U20 is an air, water and vapor barrier and
therefore must be installed above a properly ventilated
space(s). Follow ALL building codes applicable to your
geographical region and structure type as it is considered
a vapor barrier.
DECK PREP: Protrusions from the deck area must be
removed and decks shall have no voids, damaged or
unsupported areas. Deck surface should be free of debris,
dry and moisture free.
USE: RhinoRoof* U20 must be covered by primary roofing
within 60 days of application. U20 is designed for use
under; asphalt or synthetic shingles, metal in residential
applications, and cedar shakes that have been primed.
APPLICATION: For slopes from 4:12 and higher RhinoRoof'
U20 is to be laid out horizontally (parallel) to the eave with
the printed side up. Horizontal laps should be 4" and
Vertical laps should be 6"and anchored approximately
1 " in from the edge. For low slope applications it is
recommended to overlap 50% plus 1 ", for complete
definition of low slope and guidelines consult authorities
having jurisdiction. U20 product is not recommended
for slopes less than 2:12. The use of roofing hammer,
pneumatic air or gas driven fastener tools is acceptable.
The use of straight edge cutting knives is recommended.
FASTENERS: For same day coverage with primary roofing
RhinoRoof* U20 can be anchored with corrosive resistant
3/8" head x 1" leg roofing nails (ring shank preferred,
smooth leg acceptable). The use of every other anchoring
location printed on the product is also acceptable. If U20
will be left exposed for Op to 60 days the product must
be anchored with 1 " plastic or metal cap smooth or ring
shank roofing nails and anchored in all locations printed
on the facer. DO NOT USE STAPLES: the use of staples to
penetrate RhinoRoof* U20 will void warranty.
ANCHORING: All anchoring nails must be flush, 90
degrees to the roof deck, and tight with the underlayment
surface and the structural roof deck. Where seams and
joints require sealant or adhesive use a low solvent plastic
roofing cement meeting ASTM D-4586 Type 1, or Federal
Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB,
Geocel or equivalent. Acceptable alternatives are butyl
rubber, urethane, and EDPM based caulk or tape sealant.
EXTENDED EXPOSURE: If RhinoRoof' U20 product will
be exposed longer than 24 hours and up to 60 days then
product must be attached to the structural roof deck
using a minimum 1 " diameter plastic or metal cap roofing
nails (ring shank preferred but smooth leg acceptable).
Miami Dade approved tin tags/metal caps are also
acceptable, and it is recommended for best performance
to use with the rough edge facing up. For extended
exposure it is always recommended to anchor on every
printed position on the facer. RhinoRoof' U20 is not
designed for indefinite outdoor exposure.
For extended exposure conditions where driving rain or
strong winds are expected it is recommended to take
additional precautions such as doubling the lap widths.
Alternately or in addition to a compatible sealant could
be used between the laps or a peel and stick tape could
be applied to the overlaps.
CAUTION - READ GOOD SAFETY PRACTICES BELOW
Good safety practices should be followed on steep slope
roofs, such as use of tie -offs, toe boards, ladders and/or
safety ropes and personal body harnesses. Follow OSHA
guidelines. Slip resistance may vary with surface conditions
from debris that accumulates, weather, footwear and roof
pitch. Failure to use proper safety gear can result in
serious injury. Depending on roof pitch and surface
conditions, blocking may be retIuired to support materials
on the roof and is good safety practice. Remember to
seal the nail holes after removing blocking.
InterWrap" Roofing Products Divisioni ! .
hL Charleston, SC - Vancouver, BC - Mission, BC - Montr6al, OC
MEMBER
Web: www.InterWrap.com/roofing I E-mail: info@interwrap.com
Toll Free: 888 713 7663 1 Tel: 778 945 2888
Florida Building Code Online Page 1 of 2
1
WIN-
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
Product Approval
USER: Public UseribXprW
Product Approval Menu > Product or ADDlication Search > Application Lis > Application Detail
FL # FL16994-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Southeastern Metals Mfg. Co.
Address/Phone/Email 11801 Industry Drive
Jacksonville, FL 32218
904) 696-4682
jhkelsey@semetals.com
Authorized Signature Jeremy Kelsey
jhkelsey@semetals.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Roofing Accessories that are an Integral Part of the Roofing System
Compliance Method Evaluation Report from a.Florida Registered Architect or a Licensed
Florida Professional Engineer
C Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity UL LLC
Quality Assurance Contract Expiration Date 12/20/2020
Validated By Locke Bowden
JR Validation Checklist - Hardcopy Received
Certificate of Independence FL16994 R5 COI SEM14001.5a 2017 FBC Eval Report Off -Ridge Vent
final.pc1
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
1503.5
1709.2
Product Approval Method Method 2 Option B
I https://www.floridabuilding.org/p-r./Dr p dtl.aspx?param=wGEVXQwtDqvBwYu9TrZN... 2/6/2018ap
Florida Building Code Online Page 2 of 2
Date Submitted 09/26/2017
Date Validated 10/10/2017
Date Pending FBC Approval 10/15/2017
Date Approved 12/12/2017
Summary of Products
FL # Model, Number or Name Description
16994.1 Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with asphalt
shingles
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16994 R5 II SEM14001.5a 2017 FBC Eval Report Off -
Ridge Vent final.QdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest 74021
Design Pressure: +0/-18 Created by Independent Third Party: Yes
Other: See evaluation report for limits of use. Evaluation Reports
FL16994 R5 AE SEM14001.5a 2017 FBC Eval Report Off -
Ridge Vent final.od
Created by Independent Third Party: Yes
16994.2 __Tle Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or
concrete tile
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16994 R5 II SEM14001.51b 2017 FBC Eval Report Tile
Roof Vent firLal pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest 74021
Design Pressure: +0/-9 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL16994 R5 AE SEM14001.5b 2017 FBC Eval Report Tile
Roof Vent final. pd
Created by Independent Third Party: Yes
Fack] Fl-_-t
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a pubiic-records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here..
Product Approval Accepts:
M go 99 9a IM
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvBwYu9TrZN... 2/6/2018
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE, 6'" EDITION (2017)
Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017
11801 Industry Drive
Jacksonville, FIL 32218
800) 874-0335
http://www.semetals.com
Manufacturing Plant: Jacksonville, FIL
Quality Assurance: UL LLC (QUA1743)
SCOPE
Category: Roofing
Subcategory: Roofing Accessories that are an Integral Part of the Roofing System
Code Sections: 1503.5, 1709.2
Properties: Roof Ventilation
REFERENCES
EniL Report No. Standard Year
PRI Construction Materials Technologies TST5878) SEM-029-02-01 ASTM E 330 2014
PRI Construction Materials Technologies TST5878) SEM-031-02-01 ASTM E 330 2014
Zachary R. Priest, P.E. (CREEK Technical Services) SEM14003 Calculations 2014
PRODUCT DESCRIPTION
Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel-, Shall conform with FBC
Section 1503.2
Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high.
Vent is available in nominal 4-ft, 6-ft and 8-ft sizes.
SEM14001.5a FL16994-R5 Page 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
Southeastern Metals Manufacturing Co., Inc.
Off Ridge Vent
TECHNICAL SERVICES, LLC
PRODUCT APPLICATION
Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated
plywood sheathing for new and existing roof deck (Deck shall be designed by others in
accordance with FBC requirements).
Roof slope.- Minimum 2:12
Installation Height: Maximum 33-ft
Roof Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent
2.5-inch wide x 66-inch opening for the nominal 6-ft vent
2.5-inch wide x 90-inch opening for the nominal 8-ft vent
Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off
the ridge. For a single vent, install the vent as close to the center of the roof length as
possible. Multiple vents should be evenly spaced along the roof length.
Remove interfering shingle nails around the perimeter of the opening and any debris
prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing
cement/mastic to the underside of the perimeter flange to continuously surround and
seal the flange. Position the vent over the opening in the roof sheathing. Slide the top
and side flanges of the vent underneath the shingles and allow the bottom flange to lie
on top of the shingles. Attach the vent with #9 x min. 1.5-inch HWH screws with 0.5-
inch sealing washers or min. 12 ca. x 1-1/4-inch ring shank nails with min. 3/8-inch,
diameter heads having sufficient length to penetrate through the sheathing a minimum
of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5-
inches o.c. along all four sides of the vent. All loosened shingles shall be adhered
down with roof cement/mastic. When nails are used to attach the vent, all penetrations
through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I
roofing cement/mastic.
Allowable Roof Coverings: Asphalt shingles
Maximum Design -13.5 psf for 4-ft and 6-ft vents
Pressure -18 psf for 8-ft vent
Pressures calculated using 2:1 margin of safety per 1504.9
SEM14001.5a FL16994-R5 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
Southeastern Metals Manufacturing Co., Inc.
ff Off Ridge VentC..'* R E E K
TECHNICAL SERVICES, LLC
LIMITATIONS
1) Fire Classification is outside the scope of this evaluation.
2) This report is not for use in the HVHZ.
3) The roof deck and deck attachment shall be designed by others in accordance with the FBC.
4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's
published installation instructions. In the event of conflict, the more restrictive installation shall be enforced.
5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck
shall be checked for protrusion prior to installation.
6) Installation of the roof assembly is outside the scope of this evaluation.
7) SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction
applications
8) All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
COMPLIANCE STATEMENT
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, 6th Edition (2017) as evidenced in the referenced documents submitted by.the named manufacturer.
0111111111J..
Y R.
No 74021
13' STATE OF 44J
0 R
ONAC%N%%'
CERTIFICATION OF INDEPENDENCE
2 017.10.10
10:29:43
04'00'
Zachary R. Priest, P.E.
Florida Registration No. 74021
Organization No. ANE9641
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R-. Priest, P.E. does not have, nor will --acquire, a financial interest in any other entity involved in the approval process of the
product.
I
END OF REPORT
SEM14001.5a FL16994-R5 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
MIAMI-DADE COUNTY
MIAMI- PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.niiarnidade.2ov/econ0n1V
Southeastern Metals Manufacturing Company, Inc.
11801 Industry Drive
Jacksonville, FL 32218
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section
In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this
product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code
including the High Velocity Hurricane Zone of the Florida Building Code.
DESCRIPTION: Weather Vent
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following
statement: "Miarni-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 sectionZD
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official.
This NOA renews and revises NOA No. 08-042' ).01 consists of pages I through 3
The submitted documentation was reviewed by Juan E. Collao, R.A.
NOA-No.: 13-0814.08
1
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page I of 3
J
ROOFING ASSEMBLY APPROVAL
Category: Roofing
Sub -Category: Ventilation
Material: Steel
Minimum Slope: 2:12
TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED By APPLICANT:
Manufactured by
Dimensions
Test Product
Applicant Specifications Description
Weather Vent Vent : 4- 1/2" x 19" x 46" TAS 100 Galvanized metal roof vent
Deck Flange: 24" x 52"
Thickness: 0.0217 inch.
MANUFACTURING LOCATION
1. Jacksonville, FL
EVIDENCE SUBMITTED
Test A2ency Test Identifier Test Name/Report Date
PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03
ICC-ES AC132 SEM-027-02-01 01/07/14
APPROVED APPLICATIONS:
Deck Type: Wood
Deck Description: 15/
32" or greater plywood or wood plank
System Type A: Mechanical attachment of vent for shingle roofs
Cutout: Mark a 3 )1/2" x 46" opening centered between layout lines and aligned minimum 6 inches from
the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris.
Installation: Vents should be evenly spaced on the rear slope of the roof.
Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing
cement. Secure vent to the roof deck with 1 -1/4" galvanized ring shank roofing nai-Is spaced
approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent.
Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings
herein).
Net Free Area: 99 square inches.
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 2 of 3
LIMITATIONS:
1. Refer to applicable building code for required ventilation. Z:
2. Neather Vent shall comply with the manufacturer's current published application instructions and the
requirements set forth in the applicable building code. Z:
3. This acceptance is for installations over asphaltic shingle roofs only.
4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. Z
5. All products listed herein shall have a quality assurance audit in accordance with the Florida BuildingZD
Code and Rule 9N-3 of the Florida Administrative Code.
6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of
the manufacturer's name or logo, city, state, and following statement: "Miami -Dade County ProductC,
Control Approved" or the Miami -Dade County Product Control Seal as shown below:
FMMIARM IRDANDEEMCO U N TqY
X
DRAWINGS
ROOF FLANGE NAIL PLACEMENT
0 0 0 0 a
END OF THIS ACCEPTANCE
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 3 of 3