HomeMy WebLinkAbout819 Palmetto Ave 18-2491 (a) NEW SFH20L
CITY OF
L
Building & Fire Prevention DivisionOiPERMITAPPLICATION
FIRE DEPARTMEN 15 A
Application No:
Documented Construction Value: $'aNAQU(J_ YQ1074(.00
Job Address: 819 Palmetto Ave. Historic District: Yes7NoF]
Parcel ID: 25-19-30-5AG-1001-0090 Residential[7 CommercialF]
Type of Work: NewFv-(]AdditionF-]Alteration 1-1 Repair 11 Demo 1-1 Change of Useo Move 11
Description of Work: Build new 3 bedroom 2 bathroom replacement home
4 David LintonPlanReviewContactPerson.
Phone: 407 590 9999 Fax:
AName David & Marilyn Parker
Street: 1810 Beacon Dr.
City, State Zip: Sanford, Fl. 32771
Name Linton Enterprises Inc
Street: P.O. Box 2707
City, State Zip: Sanford, Fl. 32772
Name: Chad Linn
Street: P.O. Box 140024
City, St, Zip: Orlando, Fl. 32804
Bonding Company: n/a
Address:
Title: President .
Email: david@lintonent.com
Property Owner Information
Phone: 407-312-6217
Resident of property? : yes
Contractor Information
Phone: 407 328 9786
Fax:
State License No.: CBC 057 457
Architect/Engineer Information
Phone: 407-252-6433
Fax:
E-mail:
Mortgage Lender: n/a
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a pen -nit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be perfon-ned'to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 61 Edition (2017) Florida Building Code
Revised: January 1, 2018 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 consfiNction nd zoning.
rf \p q5 10 7
Signature ofOwner/Agent' Date SighaAde ofContractor/Agent Date
D AV I--
O6r)UVLCv V 4 n —\
P nt)bwner*ent's N Print Contractor/Agent's Nameme
bl t, ..- / (— 5-- ;F/ 7
of NotrN--StKc/of Florid! Date
1<1MBERLYA. MORRISON
MY COMMISSION # FF 992486
EXPIRES: June 12,2020
Borded TIvu Budget Notwy SeMc,es
Owner/Agent is Personally Known to Me or
Produced ID Type of ID PL P'L
Signat of No [-!,tate of Florida DZt e
F. JEANETTE ANDREWS
1 My COMMISSION *FF1 50391hl , " My COMMISSION *FF1 50391
E XPIRES. OCT 24 20 1 8XPIRES: OCT 24, 2018
Bonded throup I st State Insurance
1 P rSo V OwlContractor/Agent is Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY (
of f,-7-,#A-
Permits Required: 1zB=uwi—n' g, E =ec t-ri7caf,R N-0-c-lia-Ri7c-512" T J uml5i7ng2r n:u LRoLkiR, :7o-f-X'**'
Construction Type: V6 Occupancy Use: JZ3 Flood Zone:
Total Sq Ft of Bldg: 2-M9 5, Min. Occupancy Load:
New Construction: Electric - # of Amps M
Fire Sprinkler Permit: YesE] No [9' # of Heads
APPROVALS: ZONING: 2-'('YJTILITIES:
V L/
ENGINEERING: FIRE:
210 # of Stories: I
Plumbing - # of Fixtures k I -
Fire Alarm Permit: Yes F] No [R
COMMENTS: t&t C D r, -t4-4C_k 'yVZW N L 1
y rn
WASTE WATER:
BUILDING: --.F- k, -,, 11-
Revised: January 1, 2018 Pennit Application
jt:
CITY OF
Building & Fire Prevention Division, SkNFORD PERMIT APPLICATION
FIRE DEPARTMENT
Application No:
Documented Construction Value:$ 379,000.00
Job Address: 819 Pa-Imetto, Ave. Historic District: Yes VNoF
2519 30-5AG-1001-0000ParcelID: CommerciaResidentialV IF]
Type
I
ofWork: New7 Addition[] AlterationFIRepair DemoF] Change of Use[3 Move El
Bdild fie , w 3 bedroom 2 ath r o o rn I
replacertIen
I
t horheDescriptionofWork:
Plan Review Contact Person: David Linton, Title: President
Phone: 407 590!9999 Fax: Email: deivid@lintonent.com
Property Owner Information
Name David & Marilyn Parker Phone: 407-312-6217
Street: 1810 Beacon.Dr,. Resident of pro ?,: yesperty
City, State Zip:' Sanford,, Fl. 32771
Contractor Information
Name Linton Enjerprises)nc Phone: 407 328 9786
Street P.O. Box 2707 Fax:
City, State Zip: Sanford,, Fl. 32772 State License -No.: CBC 057 457
A.rchitect/Engineer Information
Name: Chad Linn Phone: 407-252-6433
P.O. Box 140024Street. Fax:
city, St9 Zip Orlando, Fl. 32804 E-mail:
Bonding Company: n/a Mortgage. Lender: n/a
Address: Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR 1114PROVEMENTS11 To,, YOUR,, PROPERTY. A NOTICE OF COMMENCEMENT MUST - BE
RECORDED AND POSTED ONTHE 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 re ulating construction
in this urisdiction. I understand 'that a separate permit must be secured 4or electrical . work, plumbin ' signs, wells, pools, 99
furnaces, boilers, heaters, tanks,-afid air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6 1h Edition (2017) Florida Building Code
Revi,sed: January, 1, 2b 18 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 ennit is issued, inp
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 const'uction nd zoning.
17
Signature of Owner/Agent' Date Sigp3tdre of Contractor/Agent Date
D AV t NCO- l< E:'a- -
N,
P int,bwnerM Print Contractor/Agent's Namegent's Upme n
Date
KIMBERLYA. MORRISON
MY COMMISSIOU FF 992436
EXPIRES: June 12,2020
of: FLO Bor&d 7?vu Budget NoWy Servkes
Owner/Agent is---- Personally Known to Me or
Produced ID —"— Type of ID P.L.
SignaV-of Notat -State of Florida Ddte
F. JEANETTE ANDREWS
I My COMMISSION #FF150391
EXPIRES: OCT 24, 2018
Bonded through Ist State Insurance
I
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: BuildingEl ElectricalF] Mechanicaln Plumbing[] Gas[] Roof F]
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
Flood Zone:
of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures.
Fire Sprinkler Permit: Yes F] No F
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
of Heads Fire Alarm Permit: YesE] NoE]
UTILITIES M WA,STE WATER:
FIRE: BUILDING:
Revised: January 1, 2018 Permit Application
COUNTY,OF 'SEMINOLE
IMPACTFEE STATEMENT
STATEMENT NUMBER: 18100006 DATE: August 07, 2018
BUILDING APPLICATION #: 18-10000674
BUILDING PERMIT NUMBER: 18-10000674 qol 0,7 L,(
UNIT ADDRESS: PALMETTO AVE 819 25-19-30-5AG-1001-0090
TRAFFIC ZONE,:022 JURISDICTION:
SEC:' TWP* RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE:, BLOCk: LOT:
OWNER NAME:
ADDRESS-:
APPLICANT 14AME: DAVID PARKER
ADDRIE.SS: 1810 BEACON DR SANFORD Ft 32771
LAND USZ' SINGLE FAMILY RESIDENCE
TYPE USE:
WORK,DEkRIPTION: CITY-,SANFORD
819 PALMETTO AVESPECIALNOTES. SFR CREDITS GIVEN
FOR PREVIOUS HOM 0,N'PROPERTY
FEE BENEFIT RATE UNIT
7 ---------------------
CALC, UNIT TOTA
I
L DUE'
TYPE DIST SCHED RATE, UNITS TYPE'
ROADS-ARTERIALS N /J
Single Family.Hous 70.5.00
ROADS -COLLECTORS
1.000, dwl unit 7'05.0,0Nlrg
Single Family Housing .00 dwl unit Ao
FIRE RESCUE N/A
00LIBRARYN
Single Family Housing 54.00 1.000, dwl unit 54,00
SCHOOLS . N/A
Single Family Housing 1.000 dwl unit 000.00PARKSN/A
0,0
LAWENFORCE N/A
00,
DRAINAGE N/A
CAEDIT.FEE$!
SCI LIBRARY'R
Single,Family Housing A,. 0 0 1 0'0 01 dwl un it' 54.0,0-
S CI,SCHOOLS R
v ous-ingsingleFamilH 9" bao.,00, 1.0:00 dwl unit 9 0,00 . n -
I,RSc AD ARTERIALS R
Si,ngle Family Hbubi:ng 705,00. 1.000 dwl.unit 705.:00-
AMOUNT DUE 00
PERSONS 'AR' E ADVISED THAT THIS I S,A STATEMEN70F7EES DUE
S,EMImnLE'COUNTY ROAn. WT1;?P /PVC(ITTV T TMI:,wT>v Amn fT
UNDER THE
I 1 11 1 -/" j
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS -0 1F T
I
H
I
E APPLIC
I
ANT OR
I
OWNER,
TO APPEAL.THE CALCULATION OF ' AN,Y1OF THE ABOVkMENTIONED IMPACT FEES
MUST BE EXERCISED BY,FILING A WRITTEN REQUEST WITHI14 45 CALENDAR
DAYS OF THE DATE ABOVE, BUT NO LAtER TkAfl
CERTIFICATEOF OCCUPA14CY OR OCCUPANCY. THE REQUEST,FOR REVIEW
MUST MEET THE RE REMENTS OF THE COLY14TY LAND DEVELOPMENT CODE.
COPIES OF RULES SUVIERNING APPEALS:MAY BE PICKED UPI, OR REQUESTED,
FROM -THE BUSINESS'OPFICE: 1101 EAST FIRST STREETj1
SANFORD FL, 327711; 40T-'6_6,,5-T356'.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY ... OR CITY OF- SANFORD
BUILDING DEPARTMENT,
1101 EAST FIRST SVREET
SANFORD, FL 327,71
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD'REFERENCE
THE COUNTY . BUILDING PERMIT NUMBER -AT THE*TOP LEFT OF THIS STATEMENT.
THIS STATEMENT IS NO LONGER VALID IF A BUI
I
LDING: PERMIT IS NOT
IS-SUED,WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE
0;ijRevision0
Response to Comments 19L JUL t 2 2019
City of Sanford
Building & Fire Prevention Division
Ph: 407.688.5 150 Fax: 407.688.5152
Email: bu,ilding@sa,nfordfl.gov
Permit# 17- 2q9 Submittal Date.
Pr *ect Address: ?G 01
Contact: 0,U
Ph: CrI 5JO Fax:
Ema il: -Da
Trades encompassed in revision: General description of revision:
Por,,A T7,1 S & fQ
191. Building
11 Plumbing
11 Electrical
Mechanical
D Life Safety
El Waste Water
ROUTING INFORMATION
Department Approvals
El Utilities
11 Waste Water
El Planning'
Engineering
El Fire Prevention
0' Building
Application Number: 18-2491
Project Description: New SFR
Job Address: 819 Palmetto Ave
BUILDING DIVISION
PLAN REVIEW COMMENTS
Date: 07.11.2018
Contact Name: David Linton
Contact Email: david(d)lintonent.com
This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a
complete detailed review. The comments noted in this review must be addressed before the plans can be approved, Changes to plans shall be
submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter I are as
amended by City of Sanford ordinance viewable on our website atwww.sanfordfl.gov. Provide two copies of affected plan sheets andlor
supplemental information as requested. Permit submittals will not be accepted without two copies,
COMMENTS:
1. Please submit two (2) copies of Product Evaluation Reports for the spray foam insulation. Normally this can be provided by the
insulation company performing the work.
FBC 107
Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal
ordinances of this jurisdiction.
Ofrice meetinks with the plans examiner to discuss comments will require an appointment. arran2ed bv phone or email prior to arrival.
Respectfully,
Steve Fiorey, CBO
Deputy Building Official
I -
This Instru ' ment Prepared By:
Lonnie N. Groot, Esquire
St'enstrorn, McIntosh, Colbert,
Whigharn, P.A.,
1001 Heathrow Park Lane, Suite 4001
Lake Mary,. Florida 32746
keiurn To:
Ms. Christine Dalton
Historic Preservation Officer
Planning and. Developi-hent Services
City Hall
300 North Park Avenue
Sanford, Florida 32771
Tax Parcel
r
Identification, Nuriliber: 2540-30-6AGA 601 -ObbO.
HISTORIC PRESERVATION BOARD OF THE CITY OF SANFORD DEVELOPMENT
ORDER RELATING TO 01.9 SOUTH PALMETTO -AVENUE ANU ISSUING
CERTIFICATE OF APPROPRIATENESS.
The Historic Preservation, Board '(HP B) of the City :of Sanford issued this
Development Order issuing a Certificate of Appropriateness relating to, and touching
and concerning the following described property- 819 South Palmetto Avenue, which is
assigned Tax Parcel ldefltifi
I
cati
I
on Number: 25-19-30 SAO-1'001.-.0090 assigned by the
Seminole County Property Appraiser..
FINDINGS OF FACT
Property OW'her/Appl icant: David E. Parker --and Maril n J Parkery
4810 Beacon Drive
Sanford, Florida-32772-9719
Project.; To construct a on.e-$to,ry house (2,387 square feet), and one-
story garage (1,091 square feet) with a lanai (484 square
feet) connecting the, structures relative to property located at,
819 South Palmetto Avenue;
Requested Development Approval: Theapplicant liasrequesti d.'Board approval to
construct a one-story house (2,387 square feet) and one-story garage (1,091,,square
feet) wit . h a lanai (484 square feet) connecting the.,structures relative to property located
at 819 South, Pal rnetto Avenue.
Additional Findings: The project is located at 819 South Palmetto Avenue in the
Old Sanford Residential Historic District. The applicant has requested approval to
construct a one-story house (2,387 square feet) and one-story garage (1,091 square
feet) with a lanai (484 square feet) connecting the structures relative to property located
at 819 South Palmetto Avenue.
The approval set forth herein is based upon the ore tenus amendment to the
application made during the course of the March 21, 2018 hearing.
CONCLUSIONS OF LAW
a). Pursuant, to Section 8.0 of Schedule "S" of the, City's Land Development
Regulations as set forth in the, Code of Ordinances of the City of Sanford, the Historic
Preservation Board has reviewed the proposed Certificate of Appropriateness and all
matters relating thereto in accordance with the procedures for constructing, structures
within historic districts as set forth in Schedule "S".
b). The proposed construction is consistent with the purpose and intent of
Schedule "S" and comply with the design guidelines in Schedule "S" and is in character
with the surrounding Historic District, the required architectural standards, and will not
adversely impact the Historic District. Specifically, Schedule "'S" states that:
1). Setbacks apply to. both principal and. accessory structures. Residential lot
development shall have the following setbacks:
A). Front yard.- Twenty-five feet (25).,
B). Rear Yard 6- Two feet (2').
C). Side Yard: Five feet (6); provided, however, that when a side yard is
the side yard setback shall be seven and one-half feet
6
75).
D). In the case of an infill lot, the setbacks shall match one or the other of the
existin"g setbacks on adjacent properties.
E); To protect the pedestrian, character of the community and discourage
front-load'ed garages, new curb cuts are not allowed.- within the . historic districts for
properties that. have. alley accessi
F). Dri 6 ays visible from the. righv wl A of Way' May, be surfaced with pourOd
concrete,. pavers, gravel or.natural,lmulch, and. must be confined by appropriate curbing
Driveways not visible from the right of- way such as those accessed from the alley may, 9
be, surfaced with. concrete, pavers, gravel and mulch..-
G). New open porches, balconies, stoops and bay windows shall be permitted
tpericro;ach i,htoth6.froht yi§,t.dohd'side-co"rn- e'r'sotbackb Aerifep.t(W),
H)., , Where alleys are, available, new garages shall be detached and located at
the rear & the lot, a,nd sh all be located no, closer than - thifty-five feet (35) ta the front
property -line and curb cuts shaff.not be allowed.
1). Where a.1leys are,not available,11he garages shall be.detached and ilocated
behind thp principal structure. Shared drivewa
I
ys are enco.uraged.
J). Vehicles shall not be parked in the front, or side yards or in the right-of-
way adjacent to any street- unless on an approved driveway, with a; permitted curb- cut.
K). The new construction will comply with the, setback reqjjirements. detailed
herein,. No new curb cuts have been propqsed The driveway on the south side of the
property will uti.lize an existing curb cut.. The driveway on the,eastzlde of the property
will be accessed from the, alley.
3
2). In the residential historic district, the scale and massing of new structures
and their architectural elements shall be similar to the contributing structures of similar
use in the Historic District.
A). New, residential structures shall include a raised foundation to compliment
the character of contributing structures in the Historic District t.
B). In the Residential Historic District, new buildings shall not exceed thirty-
five feet (35) in height.
C). Primary residential entries for new structures shall face the street and
shall not be recessed more than six feet (6') from the face of the primaryfagade.
D). New development must incorporate mailboxes into the -design. Cluster
mailboxes are prohibited in the historic districts.
E). Building features within new construction shall be compatible with the
color, material, and character of the property, neighborhood and immediate
environment.
F). A material consistent with the style of the structure shall enclose the
undercroft of decks and foundations With spaced piers. The material shall be slightly
recessed from the fagade of the building and shall not overlap or be flush with the outer
surface of the original piers, supports or siding.
G).- The use of synthetic materials is prohibited and unlawful for exterior wall
surfaces with the exception of fiber cement siding, which may be approved by special
Development Order for detached new construction only.
H). Board trim at corners and around openings shall not exceed six inches
6") except at the front door surround which may be any size or configuration.
4
The scale m
I . .
and. arch itedWral
r
elements of the -proposed house
and garage are
I s,imilar to, 'the. contributing zt,rQqtures in, Ahe, Hi.storic- bistript. The.
I U, in trute foundation Will be raised ta, coMpliment-the charopt0r,of :c6hMbi t r,uc J0 the
Historl-C'District. The proposed, house and garage do. not exceed IhirtvJive.feqt,P5) in
height, The proposed' new constru-ction i'& compatible with the color Material., and
character of, the property, nei ghbOrholod, alnd immpd.iate efivjrqnment.:The poposed, P-9
W811 cladding i's fil*r cemient siding..Roard,' trim, at c ,proupd.-pponiqgt will notpmers: and
ekeedsix in
WIth, regard tq.pprches 6hd.,,ba*lQonios-',,
Port flpotin --,,d groove, phd:'t hugt,rha-toh.ofidilh,al",, g shall be,;Wo.6dAqI.gup,pn
porch,floodrigin h p pri6ritc tUrp,
ing,shpl,( be d- -t d'- ndicul6t,40,theb_ui dih13). Pdrch,"flopr ,g!,s fa clde, or
otientation'l,
r m,the, rig y,,shall,,n ed with, material& C),. Porches: visible f o . ht7of4a ot"be ervids,
sorth as _sdreenih Jibetgllcjs s or Masonry. gjq st, W0,04, 616minum' Mhyl,
Temporary shade d'pvicesl must approved .',b means, of A certificate ,of yr -
a p prop rilaternegs and must.n6t.beylisibllolfrorn the".r;ight,6f Way -when retracted'.,,
D)., The,pr0pospd pq.rch,fl6qring,,wi 111, comply with. thelegy!ptions listed above.
4),. With, regard to, roofst
igiblo from" th rightR6ofventsshall,. not be located on a p mary,:,pqq .0 vi p
of:way.
i I shape Ntute, design` B).1 -All..,pitched roof planes shall matth in, materia,
dimension, polpr,and - t:other identifying,,features
5
C). Metal, roofs shall be standing seam, stamped, metal shingle, full
corrugated, 5V crimp or must simulate the appearance,of standing seam.
P. "" Metal roofs may be copper, galvanized, silver,or gray in dolor, or otherwise
simulate a historic patina.
E). , Gutters shall be made* of 'galvanized 'steel, wood, copper or painted
aluminum and may be lhalf-rbUnd or low prbfile-box shaped"
F); The proposed roof will ocimply with the requirement set. forth heroin.
5). With regard to windows and, doors;
A). All now windows shall -have mullion profiles similar to contributing
structures.- If'sirigle, hung or double -hung win dows, are placed in groupings,,. at trim iece
of a, dimensi6rt of four inches (4") to, six fhches" shall separate thevindows.
B), if a window contains divided, li_to-, true muntins orsitnulated true -divided
lites (where a wood frame is glued to the exterior of the glass With :a very- high bond
VHB) adhesive system) shall-bo used. If double pane windows are , i , nstalled, an internal
shadow,bar shall also be used between the glasses. Inserted! or removable grillos and
flat'grilles that do not replicate the profile and ch8raCteriSti, cs of the brijinbl window are9
prohibited on the exterior, of the window pane. The interior of -the wi , dow pin ane ma y
have an inserted or removable grille provided that the grille is not flat and has a, profile..
C), Windows and doors shall be glazed in clear glass with no more than ten
10) percent daylight reduction. The, use of reflective glass and reflective film is.
prohibited on all buildings.
D). Windows shall be proportioned such that the height shall be equal to or
greater than the width, with the exception of histon cally appropriate window groupings.
6
E). Rect6ngular windows shall be. casement and single or double hung;
circular and h.exagon.al Windows may be fixed or pivot.
F). Windows on new,houses. shall have definition.and a profile. Windows
with flat profiles sha,11 be prohibited.
G). New ga,raae doors may be constructed out of wood 'or fiberglass, and shall
not exceed a maximum width Of n,ine feet. (9') for a single door on.front loaded garages
and sixteen, feet (1-6) on all1eyrfacing garages.
H). 16' garage doors must be architectural, carriage style: doors, that
complementthe main- building, a.-rild,garage building.
1). The proposed, windows, and 'garage doors, comply with the regulations
listed above.
c).. To the.extent that a conclusion of law, as set -forth herein,also constitutes, a
factual' finding,. then -such shall beIaken to be so as, part ofthis Development Order.
d) The proposed Certificate of Apotopriatene8s, is, hereby found and
determined to comply with the aforestated requirements.
e). Additionally, the Certificateof Appropriateness sought is hereby found and
determined to ber consistent with the ford Comprehensive, Plan and
development of the,-'pr6pert as proposed would.bb--Ic , 6 sisterit with and in compliance toyIIf -
e! i!" , -
applicable land development regulations and'all bth,Or applicable regulations and
ordinances as set'forth in the Code of Ordina_&e's of.M6'City of Sanford.
ORDER
NOW, THEREFORE, IT IS ORDERED THAT:
The aforementioned application for a Certificate, of -Appropriateness is
7
APPROVED subject to the provisions hereof.
2). This Development Order granting approval of a Certificate of
Appropriateness touches and concerns the aforedescribed property.
3). In addition to the foregoing, the property owner agrees to and the Historic
Preservation approves the following:
a). The bathroom window shall not be of prohibited glass block and shall be a
clear transom windowas approved by City staff.
b). The garage door, as presented in the documents on file with the City, are
approved utilizing medal, materials as approved by City staff.
c). The front door shall be subject to staff approval provided, however, that
the drawing presented to the Historic Preservation Board is approved.
Done and Ordered on the date first writte
I
n below,.
As approved and authorized for execution by the Historic Preservation Board of
the City of Sanford at its meeting of March 21, 2018.
A TTES T. HISTORIC PRESERVATION BOARD
OF THE CITY OF SANFORD
Traci Houchin, City Clerk -P mmy Mil,011airman
e: -::1 11 -
c pro iunc to' March 21, 2018.
Jennifer doiloway, Board Cler
Ann1T1r)N I -q1r.K1ATHP1= R1 r)rW 1=nl 1 r)Wq-
8
JOINDER AND APPROVAL OF CONDITIONS BY PROPERTY OWNER
IN WITNESS WHEREOF, the subject Property Owner has signed and sealed
these presents the day and year written below and AGREES to all of the terms and
condit , ions of this DevOloprheftt Ord.er the undersigned named: persons having, full
authority to execute this document.
ATTEST.
I ']
Signatur f Witness
1 G) Printed Name:
Signature 6PV
Printed,Name:
STATE, Q.F,FLORII,DA
COUNTY OF'SEMINOLE )
DAVID. PARKER
David E. Parker
06- A-V PC-,
7- Marilyn J. Parker
1, the undersigned authority, a Notary, Public, in and for said State at Large who
is authorized, to take acknowledgments, do hereby certify that David E. Parker and
Marilyn J. Parker being duly sworn, acknowledged before me that they executed the
foregoirtg.document, said persons being personally known to me, on this day,that they,
being informed of the contents Of said instrument, they executed the same voluntarily.
Given under my hand and official sea[ this 2:1 day of March, 2018.
JENNIFER M. GOLLOWAY
Fl--da 12rt& L2cb' Notary Public -Slile of Florida
Commissidn#G(3162235
2 1 0
NOTARY !?,UBLIC
My Conun. Expifes Nov 21, 2021
Mycommission expires:
9
This Instrument Prepared By:
Lonnie N. Groot, Esquire
Stenstrom, McIntosh, Colbert,
Whigham, P.A.
1001 Heathrow Park Lane, Suite 4001
Lake Mary, Florida 32746
Return To:
Ms. Christine Dalton
Historic Preservation Officer
Planning and Development Services
City Hall
300 North Park Avenue
Sanford, Florida 32771
Tax Parcel Identification Number: 25-19-30-5AG-1001-0090.
HISTORIC PRESERVATION BOARD OF THE CITY OF SANFORD DEVELOPMENT
ORDER RELATING TO 819-SOUTH PALMETTO AVENUE AND:ISSUING
CERTIFICATE OF APPROPRIATENESS
The Historic Preservation Board (HPB) of the City of Sanford issued this
Development Order issuing a Certificate of Appropriateness relating to and touching
and concerning the following described property: 819 South Palmetto Avenue, which is
assigned Tax Parcel Identification Number: 25-19-30-5AG-1001-0090 assigned by the
Seminole County Property Appraiser.
FINDINGS OF FACT
Property Owners/Applicants: David E. Parker and Marilyn J. Parker
1810 Beacon Drive
Sanford, Florida 32771-9719
Project: For new construction elevation drawings relative to property
locatedat 819 South Palmetto Avenue.,
Requested Development Approval: The applicant has requested Board approval
for new construction elevation drawings relative to property located at 819 South
Palmetto Avenue.
Additional Findings: The project i s located at 819 South Palmetto Avenue in the
Old Sanford Residential Historic District. The applicant has requested approval for new
I
construction elevation drawings relative to property located at 819 South Palmetto
Avenue. The property is vacant lot previously which was previously improved with a
1924 Craftsman bungalow which was destroyed by arson fire in 2015. On March 21,
2018 the applicants received a Certificate of Appropriateness to construct a one-story
house (2,387 square feet in size) and one-story garage (1,091 square feet in size) with
a lanai (484 square feet in size) connecting the two structures. The applicants have
submitted new elevation drawings which include the following revisions:
1). A grouping of two windows have been added in the gable area of the
north and south elevations;
2). The proposed window designs have been changed to one over one as
opposed to divided lites;
3). The proposed secondary door designs have been changed to single lite
as opposed to divided lites; and
4). The glass block windows on the east and north elevations have been
changed to single lite transoms.
CONCLUSIONS OF LAW
a). Pursuant to Section 8.0 of Schedule "S" of the City's Land Development
Regulations as set forth in the Code of Ordinances of the City of Sanford, the Historic
Preservation Board has reviewed the proposed Certificate of Appropriateness and all
matters relating thereto in accordance with the procedures for constructing structures
within historic districts as set forth in Schedule "S".
b). The proposed construction elevations are consistent with the purpose and
I comply with the design guidelines in Schedule "S" and are in
character with the surrounding Historic District, the required architectural standards, and
will not adversely impact the Historic District. Specifically, Schedule "S", states, with
regard to windows and doors, that:
1). All new windows shall have mullion profiles similar to
contributing structures -If single hung or double hungwindows are
placed in groupings, a four to six inch trim piece shall separate the
windows.
2). If a window contains divided lites, true muntins or simulated true -
divided lites (where a wood frame is glued to the exterior of the glass
with a very high..bond (VHB) adhesive system) shall be used. If
double pane windows are installed, an internal shadow bar shall also
be used between the glasses. Inserted or removable grilles and flat
grilles that do not replicate the profile and characteristics of the
original window are prohibited on the exterior of the window pane.
The interior of the window pane may, have an inserted or removable
grille provided that the grille is not flat and has a profile.
3). Windows and doors shall be glazed'in clear glass with no more
than 10% daylight reduction. The use of reflective glass and
reflective film is prohibited on all buildings.
4). Windows shall be proportioned such that the height shall be
equal to or greater than the width, with the exception of historically
appropriate window groupings.
3
5). Rectangular windows shall be casement and single or double
hung; circular and hexagonal windows may be fixed or pivot.
6). Windows on new houses shall have definition and a profile.
7). Windows with flat profiles are prohibited.
The proposed windows, comply with the regulations listed above.
c). To the extent that a conclusion of law as set forth herein also constitutes a
factual finding, then such shall be taken to be so as part of this Development Order.
d). The proposed Certificate of Appropriateness is hereby found and
determined to comply with the aforestated requirements.
e). Additionally, the Certificate of Appropriateness sought is hereby found and
determined to be consistent with the City of Sanford Comprehensive Plan and
development of the property as proposed would be consistent with and in compliance to
applicable land development regulations and all other applicable regulations and
ordinances as set forth in the Code of Ordinances of the City of Sanford.
ORDER
NOW, THEREFORE, IT IS ORDERED THAT:
1). The aforementioned application for a Certificate of Appropriateness is
APPROVED subject to the provisions hereof.
2). This Development Order granting approval of a Certificate of
Appropriateness touches and concerns the aforedescribed property.
Done and Ordered on the date first written below.
As approved and authorized for execution by the Historic Preservation Board of
thp rifv nf Rnnfnrcl nt ifQ moptinct nf Mnv 71 gniR
4
A TTES T.- HISTORIC PRESERVATION BOARD
OF THE CITY OF SANFORD
Traci Houchin, City Clerk Tammy Agnini, Chairman
Date:
Nunc pro tunc to May 23, 2018.
Jennifer Golloway, Board Clerk
ADDITIONAL SIG NATURE BLOCK FOLLOWS:
R
JOINDER AND APPROVAL OF CONDITIONS BY PROPERTY OWNERS
IN WITNESS WHEREOF, the subject Property Owners have signed and sealed
these presents the day and year written below and AGREE to all of the terms and
conditions of this Development Order the undersigned named persons having full
authority to execute this document.
A TTES T.-
Signature of Witness
Printed Name:
Signature of Witness
Printed Name:
STATE OF FLORIDA
COUNTY OF SEMINOLE )
DAVID E. PARKER AND MARILYN J.
PARKER
David E. Parker
Marilyn J. Parker
ACKNOWLEDGMENT
1, the undersigned authority, a Notary Public, in and for said State at Large who
is authorized to take acknowledgments, do hereby certify that David E. Parker and
i
Marilyn J. Parker being duly sworn, acknowledged before me that they executed the
foregoing document, said persons being personally known to me, on this day that they,
being informed of the contents of said instrument, they executed the same voluntarily.
Given under my hand and official seal this. day of
NOTARY PUBLIC
My commission expires:
2018.
THIS INSTRUMENT PREPARED BY:
Name: David Linton
Address: P.O. Box 2707
Sanford, Fl. 32772
NOTICE OF COMMENCEMENT
State of Florida
County of Seminole
Permit Number: Parcel ID Number:
flual-nar.
GRANT MALOYY SEMINOLE COUNTY
CLERK OF CIRCUIT COURT & COMPTROLLERBK. 9141 Ps lj--j5s (IF-9s)
CLERK'S A. 201800600
RECORDED 1-15/29/21-113 01.'31-16 F-1-1RECORDINGFES $-10. 1"
RECORDED BY I-idevore
0j
25-19-30-5AG-1 001 -0090
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.
DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available)
S1/2 of lot 9+a11 lot 10 Qlk 10 Tr 1 town of Sanford PB 1 Pg 59
GENERAL DESCRIPTION OF IMPROVEMENT:
contruct new 3 bedroom 2 bath replace ment home at 819 Palmefto Ave.
OWNER INFORMATION:
Name: -David & Marilyn Parker
Address: 1810 Beacon Dr. Sanford, FI. 32771
Fee Simple Title Holder (if other than owner) Name:
CONTRACTOR:
Name: Linton Enterpdses Inc
Address: P.O. Box 2707 Sanford, FI. 32772
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)(b), Florida Statutes.
Name:
In addition to himself, Owner Designates Of
To receive a copy of the Lienor's Notice as Provided in
Section 713.13(l)(b), Florida Statutes.
Expiration Date of Notice of Commencement (The expiration date is I 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.
Under penalties. of perjury, I declare that I have read the foregoing and that the facts stated in it are true
nd belief.
Owner's - Signature
DAIJ I tvAW- KFI-1—
Owner's Printed Name
Florida Statute 713.13(l)(9): " The owner must sign the notice of commencement and no one else may be permitted to sign in his or her stead."
State of County of, 2 ?
The foregoing Instrument was acknowledged before me this day of 20t
by )[4 V-t r& I A J— Who Is persona
I
Ily known to me
Name of person making stletern
OR who has produced Identification 9 of Identification produced:
KIMBERLYA. MORRISON
MY COMMMSIO - N # FF 992486
EXPIRES: Jim 1Z 2020
BoWed TlVu Budget Notary Se*U
00
C-Z
CN
C.5
ca
ci
AGREEMENT BETWEEN OWNER AND CONTRACTOR
FOR CONSTRUCTION AGREEMENT
Made this 25th day of May, 2018, by and between David & Marilyn Parker of 1810 Beacon Dr. Sanford, Fl.
32771 Phone number 407-312-6217 hereinafter referred as OWENR/BUYER, and Linton Enterprises, Inc.,
hereinafter referred to as contractor.
WITNESS
that in consideration for the mutual covenants and agreements contained the Owner/Buyer and the
Contractor agree set forth. The owner and the Contractor each bind himself, his successors, assign, and
legal representatives to the party hereto and to the successors, assigns and legal representatives of such
other party in respect to all covenants, agreements and obligations contained in this Agreement. Neither
party to the Agreement shall assign this Agreement or sublet it as a whole without written consent of the
other party.
ARTICLE 1: WORK
The Contractor shall perform all work required for the construction of a 3-bedroom 2 bath single
family Residence with approx. 2073 square feet of living area on the Owner/Buyer's lot located at 819
Palmetto Ave. Sanford, Fl. 32771. Legal Description being 25-19-30-5AG-1001-0090 S/2of lot 9
plus all of lot 10 BLK 10 TR1 Town of Sanford PB 1 Pg 59
Parcel Identification Number: 25-19-30-5AG-1001-0090
ARTICLE 2: COMMENCEMENT
The work to be performed under the terms of this Agreement shall be commenced within fourteen
14) days of receipt of building permit from governmental agency. The work is to be completed within 365
days from day of commencement.
ARTICLE 3:
All the limits stated in the Contract Documents are of the essence.
If the work is delayed at any time in the progress of the work by changes ordered in the work, by
labor disputes, fire, unusual delay in transportation, unavoidable casualties, causes beyond the Contractors
control or by inclement weather, then the contract time shall be extended as reasonable.
ARTICLE 4: CONTRACT SUM
The owner shall pay the Contractor for the performance of the work, subject to additions and
deductions by change orders, as provided in the general conditions, the Contract sum of: $ 379,000.00
If Notice of Commencement is not received within 30 days of the signing of Agreement, this Contract shall
become void.
ARTICLE 5: PAYMENTS
Owner shall obtain financing from a lending institution. Owner shall make applications within 20
days from signing of Agreement and shall make diligent and sincere efforts to comply with information
needed from institution and in successfully obtaining financing.
Payments shall be as follows:
a. Deposit upon Signing Agreement 37,900.00
Funds from financial institution (approx) $0.00
C. Balance of Deposit upon Loan Approval $0.00
d. TOTAL 379,000.00
Payments to be made as per draw schedule. 10% upon signing this proposal, 10% when
slab is poured, 10% when block walls are poured, 25% when roof is dried in, 15% when
rough wiring is complete, 10% when drywall is hung, 10% when exterior fmishes are
installed,5% when cabinets are installed Balance within 5 days of issuance of C.O. from
building dept.
ARTICLE 6: FINAL PAYMENT
The owner shall make final payment within five (5) working days after completion of the work.
Completion is determined by final inspection and receipt of Certificate of Occupancy from the appropriate
governmental agency. Prior to final payment, a waik-through inspection shall be made, in accordance with
Article 8, with the Owner, Contractor and any Real Estate Agent involved. Final payment shall be made in
full prior to occupancy.
ARTICLE 7: INTEREST
Payments due and unpaid under the Agreement and Contract Documents shall bear interest from
the date payment is due until paid at 12%.
ARTICLE 8: INSPECTIONS
A. the Owner shall make on -site inspections with Contractor as follows:
1 Lot inspection before signing Agreement
Objectives:
a. Review lot elevations and any fill requirements
b. Discuss placement of house on lot
c. Discuss landscape design for clearing needs
d. Mark trees to remain on lot
Walls up and roof is dried -in
Objectives:
a. Review layout
b. Measure for Drapes
c. verify outlets, including TV, telephone and electrical
3. Primary finishes are complete
Objectives:
a. Verify lights are correct
b. Inspect finishes
c. Make punch list of incomplete or incorrect items except landscape and
carpet
4. Final Inspection
Objectives:
a. Review Punch List for incompletion
b. inspect construction
OWNER INSPECTIONS K YES NO
B. Governmental inspections — These inspections are made by the appropriate Building
Department to verify construction standards are in compliance as set forth by the Florida Unified Building
Code and other standards.
ARTICLE 9: CLOSING
The closing of the Agreement shall be held at the office of: n/a.
ARTICLE 10: CONTRACT DOCUMENTS
The Contract Documents shall consist of:
1 . The Agreement between Owner and Contractor for construction
2. Specifications
3. Drawings
4. Plot Plan
5. Change orders (if Used)
6. Draw Schedule
7. List of Allowances
10.1 These documents from the Agreement and the Requirements of any one shall be binding
as if required by all. The intent of the documents is to include all actions and items
necessary for the proper execution and completion of the work and to include the terms
and conditions of the payment thereof.
10.2 The Contract Documents shall be signed by the Owner and Contractor
10.3 The Agreement for construction represents the entire integrated agreement between
parties hereto and supersedes ail prior negotiations, representations or agreements, either
written or oral.
ARTICLE 11: CHANGE ORDERS
The Owner, without invalidating the Contract, may order changes in the work consisting of
additions, deletions and modifications, the Contract Sum and Work Time being adjusted accordingly. ALL
such changes in the work shall be authorized by written Change Orders signed by the Owner and the
Contractor. All Change Orders are to be paid in full at the time the Change Order is signed and before such
work is commenced. If Change Orders not paid before change is necessary in construction, so as to
interfere with progress, change will not be included.
ARTICLE 12: COLOR SELECTIONS
The owner shall make necessary color selections and have such selections completed no
later than one (1) Month after commencement of construction. Color selections shall be made
at: Site.
ARTICLE 13: INSURANCE
13.1 The Contractor will maintain such insurance as will protect him from claims for damages
because of bodily injury, including death and from damages to property which may arise out of
or result from the Contractor's operations under the Agreement.
13.2 Owner shall purchase and maintain property insurance upon the entire work at the site to
the full insurable value thereof, at the time of closing.
ARTICLE 14: CONTRACTOR
14.1 The contractor shall supervise and direct the work. The contractor shall be responsible for
all construction means, methods, sequences and procedures and for coordinating all portions
of the work under the contract.
14.2 Unless otherwise specifically noted, the Contractor shall provide and pay for all material,
labor, equipment, tools and other facilities and services necessary for the proper execution and
completion of the work
14.3 The Contractor shall pay all sales, consumer, use and other related and similar taxes
required by law.
14.4 The Contractor shall secure all permits, fees and licenses necessary for the execution of the
work.
14.5 The Contractor shall give all notices and comply with all laws and ordinances of any public
authority bearing on the performance of the work.
ARTICLE 15: OWNER
15.1 Owner shall not interfere with the workmen during working hours and all transactions will be
discussed with the Contractor only.
15.2 Owner will make appointment with Contractor to walk-through property once construction
commences.
15.3 Owner shall be responsible for specific cost. Pool and screen enclosure if applicable. And all
materials /labor allowance listed in this contract
ARTICLE 16: CANCELLATION OF CONTRACT
16.1 Contract was entered upon assumption Buyer/Owner would qualify for institutional financing
at the maximum interest charged at the prevailing interest rate. After prudent and diligent
efforts to obtain financing, should Buyer/Owner not qualify, Contract Gan be voided upon
written notice to Contractor from financial institution. Owner shall be entitled to refund of
deposit with the exception of $3000.00 to cover the Contractor's expenses incurred.
16.2 Should Owner breach Contract or halt construction once construction has begun, Contractor
shall be entitled to all expenses incurred by him under Contract plus fifteen (15) percent of
total cost as liquidated damages.
ARTICLE 17: WARRANTY
The Contractor warrants to the Owner that all materials and equipment incorporated in the work are
new unless otherwise specified, and that all work is of good quality, free from faults and defects in
conformance with the Agreement and Contract Documents and the Florida Unified Building Code. All work
not so conforming to these standards may be considered defective. Contractor reserves the right to
substitute like material and brands and like items during construction due to supply availability.
The Contractor shall correct any work that fails to conform to the requirements of the Contract
Documents and the Florida Unified Building Code where such failure to conform appears during the
progress of the work, and shall remedy and defects due to faulty materials, equipment or workmanship
which appear within a period of one (1) year from receipt of Certificate of Occupancy from the appropriate
agency, or within such longer period of time as may be prescribed by law or by the terms of any applicable
special guarantee required by the Contract Documents.
The provisions of the Warranty apply to work done by Subcontractors as well as to work done by
direct employees of the Contractor.
ARTICLE 18: SPECIAL CLAUSES
None
This agreement is understood to be legally binding contract. If not fully understood, please see an attorney
prior to signing.
WITNESS
WITNESS
V/111U & M
V- (17
Executed by Owner/ Buyer on nlas-1 IS —
OWNER
L
Ecl,=—(OWNER)
Executed by Linton Enterprises, Inc on
David Linton, President
SPECIFICATIONS
Exhibit "B")
Owner: David & Marilyn Parker Phone: 407-312-6217
Contractor: Linton Enterprises, Inc. Phone: 407/328-9786
Street Address 819 Palmetto Ave. Sanford, Fl. 32771
GENERAL: Construction shall be in compliance with sound building practices and in conformity
with local building and zoning ordinances. Construction to be not less than the minimum
requirements of the Florida Unified Building Code. Plans shall consist of site plan, foundation plan,
floor plan, elevation plan, electrical plan, truss plan, cabinet and vanity detail and typical wall detail
plan.
CHANGE ORDERS: All change orders shall be in writing, signed and dated by both Owner and
Contractor. The cost increase or decrease shall so be written on the change order. Contractor
reserves the right to collect any increase in cost from Owner after change order is completed. All
costs for change orders shall be paid in full to Contractor prior to the issuance of the Certificate of
Occupancy.
IV. SUB -CONTRACTORS: All sub -contractors shall be approved by Contractors and must furnish
Workman's Compensation and Liability insurance certificates prior to performing any work. Owner
assumes all risks, liability and warranty claims from any sub -contractors not approved by
Contractor.
1. SITE CLEARING AND SOIL CONDITIONS:
A. Owner warrants that the building site is suitable for the erection of a single family residence. If
Owner elects to have a site evaluation by a Registered Geotechnical Engineer, he shall provide a
copy of the report to Contractor prior to commencement of site preparation and construction of the
dwelling. The Owner shall bear the cost, if any, to repair any deficiencies that should make the site
unsuitable for construction. Soil conditions shall meet a minimum 95% compaction rate.
B. Site preparation and clearing is included in the contract price.
C. Lot fill shall be considered a change order with Owner bearing cost of same. Owner shall notify
Contractor if lot fill is desired prior to completion of the erection of foundation walls.
2. FOOTINGS:
A: Footings shall be 10 inches deep by 16 inches wide with 2 steel bars 5/8 inches in diameter.
Concrete is to be ready mix with a minimum 2500 p.s.i. rating.
3. FOUNDATION WALL:
A. Foundation walls to be constructed of concrete masonry units (blocks). Foundation wall height
to meet minimum local building ordinances. Max 32"
4. SLAB:
A. Foundation shall be filled with clean fill dirt and compacted. Foundation fill to be a maximum of
32 inches deep and any fill needed for any and all heights above 32 inches shall be considered a
change order with Owner bearing cost of same.
B. Soil shall be treated for subterranean termites. Stab shall be reinforced with 6x6x#1 0 gage wire
mesh or fiber mesh concrete. Expansion joint shall be used where appropriate and vapor barrier
shall consist of 6ml visqueen. Concrete shall be 4 inches thick and be a minimum 3000 p.s.i.
rating.
5. EXTERIOR WALLS
A. Exterior walls to consist of masonry block units to the height of 10' above finish floor, with
shown pours and bond beams as per plan.
6: ROOF TRUSSES
A. Shall be pre-engineered with top, bottom and supporting chords to be 2x4 yellow pine unless
otherwise specified in truss engineering specifications. Truss spacing shall be 24 inches on
center.
7: ROOFING
A) Roof decking shall consist of 7/16 4 ply plywood with ply -clipping in between all 24 o.c.inch
trusses
B. Subroof shall consist of modified bitmus peel and stick underlayment. .
C. Finish roof shall be 26 ga.. 5 v style metal roofing finished in galvalume finish
8. INSULATION
A. Frame walls shall have R-1 3 fiberglass insulation
B. Ceilings shall have R-20 icynene open cell foam insulation over living areas, ceilings.
C. Masonry walls shall have r-6 foil reflective
D. Walls of bathrooms and laundry room shall be R-1 1 for sound
9. WINDOWS AND SLIDING GLASS DOORS
A. Windows shall be Better Built or equivalent single hung, low e glass, double pain, vinyl frames
with screens and locking devices
B. Window frames to be white, colonial style or that shown on elevation plan.
10. WALLS AND CEILINGS
A. Shall consist of 1/2 inch thick gypsum boards with taped joints and beaded corners.
B. Ceilings to be sag resistant board with Ievel4 smooth finish.
C. Walls shall be level 4 smooth finish
D. Wet shower and tub areas shall be 1/2" concrete backer board
r___ - ' - "___ __ -
E. Exterior lania and entry porch ceilings shall be 1x4" pine tongue and groove, bead board,
painted.
11. ELECTRICAL
A. Services shall be 200 amperes
B. All wiring except main services and major appliances shall be copper wire with standard
switches and receptacles per electrical plan. Main Service and major appliance wiring shall be
aluminum.
C. All electrical fixtures including but not limited to light fixtures, fans, chimes and fluorescent
fixtures shall be part of the lighting and fan allowance.
D. Electrical outlets and switches to be white decora.
E. Provide catv wiring as per plans
12. PLUMBING
A. Plumbing water service line and all sewage disposal lines to be schedule 40 PVC.
B. All interior water lines to be in cpvc.
C. All plumbing fixtures and hose bibs located as shown on floor plans
D. Faucets and valves to be Moen Monticello, brushed nickel finish.
E. Water closets to be Gerber two piece, elongated with seat.
F. Lavatories to be Kohler China under mount.
G. Kitchen sink to be supplied by owner.
H. Supply hot and cold water to toilet in master bathroom.
I . Master tub allowance $ 1000.00
J. on demand Rheem gas water heater.
13. DOORS AND TRIM
A. Exterior doors shall be Fiberglass with insulated glass.
B. Interior doors shall be Elite six panel pre -primed
C. Bifold closet doors shall be Elite six panel pre -primed
D. Base and casing to be finger jointed, colonial
E. Specialty trim only where denoted on floor plan or wall detail
F. Locksets to be Kwikset Lido series or equivalent with all exterior doors double bored for single
key deadbolt.
G. Locksets to be Satin Nichol finish
H. All windows trimmed with wood sills.
14. CLOSET SHELVING
A. Closet shelving to be designed and installed by owner within $ 1000.00 Allowance including all
materials and labor.
15. CERAMIC TILE
A. All tile to be selected from Master tile distributors.
B. Tile on shower and tub walls to be 6x6 bright finish.
C. Window sills to be wood.
D. All wall tile over 1/2 inch wonder board
16. PAINTING
A. Paint Manufacturer shall be Sherwin Williams or equivalent
B. Masonry walls to be covered with stucco to be primed with seal -cote sealer or equal before
painting.
C. Wood facia shall receive two coats of oil or acrylic stain.
D. Interior painted wood shall receive primer coat and finish coat in oil or acrylic semi -gloss
enamel.
E. Walls shall receive two coats in latex finish
F. Walls to be papered shall receive one coat oil primer and sanded smooth.
G. Knockdown ceilings shall be painted with Hi -hide latex paint.
H. Bath ceilings less than eight feet high shall receive an oil or acrylic semi -gloss finish.
17. CABINETRY
A. All cabinetry, vanities and tops shall be selected by Owner and subject to allowance
specifications.
18. FLOORING
A. Owner to select flooring subject to allowances according to flooring detail as shown on floor
plan.
19. HEATING AND AIR CONDITIONING
A. System designed including load calculations
B. All duct work to be flex duct or rigid duct as required by installers. All joints shall be taped,
stapled and covered with duct mastic.
C. Air handler and heat pump shall be Carrier equipment or equal Heat pump shall be high
efficiency,
15.00 S.E.E.R. minimum.
D. Return and supply grill shall be metal and adjustable.
20. APPLIANCES
A. Owner to select appliances subject to allowance specifications.
21, FIREPLACE
A. N/a
22. WALLPAPER
A. N/a
23. LANDSCAPE, FINAL GRADING, SOD AND IRRIGATION SYSTEM
A. Contractor to do final lot grading
B. Landscaping, irrigation materials with in allowances.
24. DRIVES, SIDEWALKS AND LEAD WALKS
A. Paver drive from garage to existing curb cut on south entry of garage. Concrete drive for rear
entry garage entry
25. POOLS AND SCREENS ENCLOSURES
A. n/a
26. SPECIALITY ITEMS
A. Hardi non -vented soffits and wood facia
27. Allowances
A. Driveway Materials/labor $ 4000.00
B. Landscaping materials/labor $ 5000.00
C. Permit and impact fees $ 3,200.00
D. Cabinets and countertop allowance $ 19,500.00
E. Electric fixtures allowance $ 1500.00
F. Plumbing Fixtures allowance $ 2000.00
G. Master Tub Allowance $1000.00
H. Appliance allowance $ 0.00
1. Tile materials allowance $ 6850.00
J. Tile labor allowance $ 8600.00
K. Carpet Flooring allowance $ 0.00
L. Lot fill and incidental allowance $ 260 cy
M, Faux stone materials and labor allowance $ 4000.00 t?
N. Landscaping and irrigation materials and labor $ 5000.00
DATE
Contracti
OWNER
0 , I . 1 r
REQUIRED INSPECTIONSEQUENCE
RPO Address:
BuiLDING PERMIY
Min Max ns ection Descrietion
10 Footer
20 Stemwall
30 Foundation/Form Board Survey
30 Slab
40 Lintel
50 Sheathing — Roof
50 Sheathing — Wall
60 Frame
70 Insulation Rough
80 1000 Insulation Final
1000 Final Single Family Residence
R,64F ,RM
Min Max Imgection Descri2tion
10 Roof Dry In
1000 Final Roof
ELECTRICAL PERMIT
Min Max Inspection Description
10 Electric Underground
10 Footer / Slab Steel Bond
20 Electric Rough
30 Pre -Power Final
1000 Electric Final
Min Max Insl2ection Description
10 Plumbing Underground
10 1000 Plumbing Sewer
20 Plumbing Tub Set
1000 Plumbing Final
7 - - - - - - - - - - -- :7-
M, iEC HIANICA'',,, PERIM111T
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
Max Inspection DescriptionMin
10 Gas Underground
20 Gas Rough
1000 Gas Final
REVISED: June 2014
DEC 05 201
PERMIT APPLICATION
Application No: - f ?il - P-
7 '_ I / —
Documented Construction Value:
Job Address: - F t 7 0 -e -7-11,0 A V, — Historic District: Yes[] NoD
Parcel ID: Residential El Commercial 11
Type of Work: New ar Addition n AlterationEl RepairEl DemoEl Change of UseEl MoveEl
Description of Work: 5,T411 6'1 5_ Pir4<7
Plan Review Contact Person:
Phone: 5.11-iv00,7Fax:
Name
Street:
City, State Zip:
Email: t 5tCvll R 'O— el (y'- &
Property Owner Information
Phone:
Resident of property? :
Contractor Information
V -.?9 Phone: 5- t7- i't OP7Name
Street: Fax:
City, State Zip: .1- FO fZ - 5 2 ;7,7-2- State License No.:
Architect/Engineer Information
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND
POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior
to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand
that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners,
etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6' Edition (2017) Florida Building Code
NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that maybe found in the public
records of this county, and there may be additional permits required from other governmental entities such as water management districts, state
agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to
calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value
will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated
charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be
done in compliance with all applicable laws regulating construction and zoning.
Signature of Owl,r/
Agent
Date
X- f' 14 , , - -e - ---r6 a--t-
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
Signature of Contractor/Agent Date
or/Agent Name
PrJ_
intntract 's
la
A,4
Signature qLN gLaBLSt4 e &F i L_ IRL
ANNETTE BLAND
Notary Public - State of Florida
Commission # GG 060623
My—Ur1Vr9Y6Cft49yaKM=91 Me or
BELOW IS FOR OFFICE USE ONLY '
Permits Required: Buildin D Electrical El Mechanical [:1 PlumbingEl Gas r7l '
9 q Roof El
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
Flood Zone:
of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes El No R #of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
Fire Alarm Permit: Yes [I No [I
WASTE WATER:
BUILDING:
jr
ALAN STEVERSON PLUMBING, INC.
P.O. BOX 336
SANFORD, FLORIDA 32772
407) 519-4067
SEP 112018
BUILDING DIVISION
PERMIT APPLICATION
Application No: 17 1
41:7
Documented Construction Value: $
job Address: -e Historic District: Ye . s . D NOO
Parcel ID: Residential 0 CommercialEl
Type of Work: New Addition [I Alteration D RepairEl Demo [I Change of UseEl MoveF1
Description of Work: 7-4 t I ;.p
Plan Review Contact Person: Title: X,
lie, Phone: Fax: Email: A 6 6 e-
Property Owner Information
Name
Street:-
z
Phone:
Resident of property? :
City, State Zip:
yiv
C ractor Informationont
Name 3T P1,66 X-4 Phone: L-+-r 7— 5 t -1 t' 6,67 7
Street: Fax:
City,StateZip: FL 7 -2 State License No.:
Architect/Engineer Information
Name:
Street:
City, St, Zip:
BondingCompany:
Address:
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.' A NOTICE OF COMMENCEMENT MUST BE RECORDED AND
POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior
to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand
that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners,
etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6' Edition (2017) Florida Building Code
4- ",
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public
records of this county, and there may be additional permits required from other governmental entities such as water management districts, state
agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to
calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value
will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated
charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be
done in compliance with all applicable laws regulating construction and zoning.
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
7J,&_ I — / 7 — 1Y
Signature of Contractor/Agent Date
P/t n)Contractor/Agenfs Name
Signature of Notary -State of Florida Date
ANNETTE N1 8LAND
N0t81Y Pubic - State of Flodda
Corr. ssion t GG 09Co n to Me orContractMyCO so
1
1'a_,_i'
EC`CVProduce
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building El Electrical 11 Mechanical 0 Plumbing F1 Gas 11 Roof 11
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
Flood Zone:
of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes [] NoFJ # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
Fire Alarm Permit: Yes []No []
WASTE WATER:
BUILDING:
ALAN STEVERSON PLUMBING, INC.
P-O.BOX 336.
SAJqfORDYL., 32772
407) 349-2030
ASTEVERSONPLBG@YAHOO.COM
Name/Address
LINTON ENTERPRISES INC.
P.O. BOX 2707
SANFORD, FL. 32772-2707
Da te Estimate No.
L 411 —J
Project
Description Qty Rate Total
819 S. PALMETTO, SANFORD, PARKER RES.
AS PER PLANS
3- LAVS.
2- HANDI CAP WATER CLOSETS
I- SHOWER VALVE (NO PAN)
1 - TUB AND SHOWER
1- WASHING MACHINE BOX
1-KITCHENSINK (OWNER, SUPPLIES)
2- REFRIGERATOR BOXES
1- TANKLESS WATER HEATER ($1000.00)
1 - ROMAN TUB ($1000.00)
PVC SEWER
CPVC WATER
NO PERMIT FEE IN BID
BRUSHED NICKEL OVER CHROME) $970.00
MORE
TOTAL BID
11,850.00 11,850.00
Total $11,850.00
Legal Description
South half of Lot 9 and all of Lot 10, Block 10, Tier 1, Town of- Sanford, according to the Plat
thereof, as, recorded in Plat Book 1, page 59, of the Public Records of Seminole County, Florida.
A Q 6 R E V I A T 1 0 N L Q E N Q
P R.M PERMANENT REFERENCE MONUMENT C.M. - CONCRETE MCNUMENT EL. - ELEVAPON CONC. CONCRETE W.M. WATER METER
P O,E POINT OF COMMENCEMENT P.B. - PLAT BOOK A/C AIR CONDITIONER C.L.F. CHAIN UNK FENCE F.H. FIRE HYDRANT
P.C. POINT OF CURVATURE Pg. PACE TYP. TYPICAL i W.F, WOOD FENCE N & D NAIL AND DISC
P.R.C. POINT OF REVERSE CURVATURE N.R . NON -RADIAL U. E. UTILITY EASEMENT C & G CURB & GUTTER B . M. BENCH MARK
P.C.C. POINT OF COMPOUND CURVATURE RAD. RADIAL D. E. DRAINAGE E#SEMENT CATV CABLE TELEVISION RISER PVMT. PAVEMENT
PJ POINT OF TANGENCY R. RADIUS F.F. FINISHED FLOOR TELE TELEPHONE RISER F.B. FIELD BOOK
P.I., POINT OF INTERSECTION L. ARC LENGTH B.S_ BUILDING SETBACK TRANS TRANSFORMER PAD M.H. MANHOLE
P.C.P. PERMANENT CONTROL POINT 6 DELTA C.B.S. CONCRETE BLOCK STRUCTURE L.P. LIGHT POLE A) ACTUAL
P.O.L. POINT ON LINE R. P. RADIUS POINT P) PLAT P.P. POWER POLE 1. D. IDEN-RFICAT10N
C.B. CHORD BEARING R/W RIGHT-OF_WAY M MEASURED EM ELECTRIC METER FND FOUND
T.B. TANGENT BEARING CENTER LINE C CALCULATE R/W RIGHT OF WAY EDP EDGE OF PAVEMENT
Survey Notes: Certified Correct To:
1. "NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A
FLORIDA LICENSED SURVEYOR AND MAPPER".
Claudia Contreras Virgen
2. BEARINGS SHOWN HEREON ARE RELATIVE TO THE EAST RIGHT—OF—WAY LINE
OF PALMETTO AVENUE AS BEING S 00*14'35" E AS SHOWN,BEING ASSUMED.
3. THE "LEGAL DESCRIPTION" HEREON PER THE PUBLIC RECORDS OF SEMINOLE
COUNTY, FLORIDA.
4. THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF AN ABSTRACT OR
OPINION OF TITLE. NO INSTRUMENTS OF RECORD REFLECTING EASEMENTS,
RIGHTS —OF —WAY, AND/CIR OWNERSHIP WERE FURNISHED TO THIS SURVEYOR
EXCEPT AS NOTED.
5. ALL BEARINGS AND DISTANCES SHOWN HEREON ARE PER THE DESCRIPTION
AND ARE CORRECT AND IN AGREEMENT WITH THE FOUND AND SET MONUMENTS
AS MEASURED IN THE FIELD UNLESS OTHERWISE NOTED.
6. ACCORDING TO THE NATIONAL FLOOD INSURANCE PROGRAM, FLOOD
INSURANCE RATE MAP (FIRM) COMMUNITY PANEL NO. 12117CO07OF
EFFECTIVE DATE: SEPTEMBER 28, 2007 THIS PROPERTY LIES IN ZONE "X" LYING
OUTSIDE THE FLOOD ZONE.
7. NO UNDERGROUND UTILITIES, FOUNDATIONS OR IMPROVEMENTS, IF ANY, Surveyor's Certification: HAVE BEEN LOCATED EXCEPT AS SHOWN.
8. THIS BOUNDARY SURVEY MEETS OR EXCEEDS THE HORIZONTAL CONTROL I hereby certify that the attached "Boundary Survey" of the
ACCURACY OF 1/7500 BEING A SUBURBAN SURVEY. hereon —described property is true and correct to the best of my
knowledge, information and belief as done under my direction in the
9. ELEVATIONS SHOWN HEREON ARE BASED ON THE NORTH AMERICAN VERTICAL DATUM OF 1988 field on September 01, 2018. 1 f rt certify that this "Boundary
AND SAID ELEVATIONS ARE BASED ON BENCHMARKS SUPPLIED BY THE SEMINOLE COUNTY SURVEY SurveV' meets the Standards of Pr c,ic ;cs:s'6t forth in chapter
DEPARTMENT S FOLLOWS: 5J-17 of the Florida Adminis rc I
a.) MARK # 140 TOP OF C.M. WITH BRASS DISC. ELEV. = 23.906
b.) MARK # 142 TOP OF C.M. WITH BRASS DISC. ELEV. = 14.644
Date: 09/01/18
NOT VAUD *1 THOU T SHEET 2 'A
Project No. 542—DMP-001 Professional Surveyor and Mapper
Dwg file: 542—OMP-001 Florida Registratian No. 5599
DRAWN: WCE Boundary Survey
David kParker & Marilyn J. Parker
KLE Surveying
Napping, Inc.
SHEET
APPROVED: WCE
153 Sir Topaz Lane NorthDATE: og/ol/18 81g Palmetto Avenue
Section 25, Township ig South, Range 3o East Lake Mary, FL 32746 OF 2
SCALE: N/A city of Sanford, Seminole County, Florida 407) 402-2331 License Business # 7899
r
FOUND CONCRETE
MONUMENT IN WELL
BOX NO I.D.
C)
coI'J
C
co
f
f
n
0
M
Project No. 542-DMP-001
Dwg file: 542-DMP-001
ftm&&z &=-v
NOT VAUD WHOUT SHEET.1
CIL 8th STREET
66' PUBLIC RIGHT—OF—WAY PER PLAT)
2AVU R-QAQ
8' ADDITIONAL R/W PER PLAT
IOUND
1"— 7OUND 5/8"
IRON PIPE N 89053'32" E 116.91' (M) IRON PIPE 149
NO I D. 117' (P) NO I.D.
0) 31 K
46
V)
A
Ul i3LOOK 1101, 11k'
A'A I Q -AFOUND1/2" LnSET
IRON ROD & 117' (P) IRON ROD 0) 0 M CAP CAN NOT P.B. 5Y
1, CAP rn
READ 89*52'2' E 116 73' (M) LB J 789011
k' COMET
6' WOOD -
7'
WALK 0. 4' OFF lc
FENCE " I6' WOOD 77777=7 4 3' c8 (0.5- OFF) SANITARY
FE
77NCE
0.5' OFF)
a ""'2 L'--T 2 SEWER
j aBL,- K TEZR MANHOLE
116 'i A, -,Pr, C" K DTOWN, JOF 'FORLV 12.5'
PA --S ;0P. B. 1 PAG //`Z/Z23.98'Z 6.8,
0 C WOOD
6"c" TE BLOCK;! U-nLI
STEMWALL 16. POLECONCRETEBLOCKF. F.
STEMWALL CD 30.7
F. F. = 30.7 .8,
12.5' F,5.9- L,--, T , 01, //1
0
4.0 ;a
BLOC-k. , 0, TEIR / > S OF E 4 A, %4
o
g
GES
110ZRB4 'ES 59PAG Cil
0
CONCRETE 0
S T WA I
E
0
WA K
SET !A5 '30.3"
IRON ROD 7.:':: (P)
PCAP
LB # E (MLB # 71899 N 89*5332 116.66 14
CIL 9th STREET
66' PUBLIC RIGHT—OF—WAY PER PLAT)
PAVED ROAD
DRAWN: WCE Boundary Survey KLE Surveying SHEET
APPROVED: WCE David E. Parker & Marilyn J. Parker AJQ1 Mapping, Inc. 2DATE: 09/01/18 819 Palmetto Avenue 153 Sir Topaz Lane North
Section 25, Township ig South, Range 3o East Lake Mary, FL 32746 OF 21.
SCALE: 1 = 30' City of Sanford, Seminole County, Florida 407) 402-2331 License Business # 7899
IBLUE MARLIN
ENGINEERING
September 20, 2018
Project No. 18-196
David Linton
Linton Enterprises Inc.
417 Tangelo Drive
Sanford, FL 32771
Construction Materials Testing Services, Progress Report No. 1
819 Palmetto Ave.
Sanford, FL
Dear Mr. Linton:
As requested, Blue Marlin Engineering, LLC performed the following construction materials testing services
at the above referenced project.
1. Soil Sampling
2. In -Place Density Testing
3. Modified Proctor Testing
The results of the tests are summarized on attached sheet 1 and modified Proctor test number 195 1.
We trust this information is sufficient for your needs. If you have any questions, please do not hesitate to
contact the undersigned.
Sincerely,
Blue Mar"tWAIA LLC
Certifi %, iFori ioif4umber 29218
0
73262
cc
TAA
A-,
0sciS
Pre id GsNL
Florida LiJeZm.awe
www.bluemarlinengincering.com
102 Drennen Road, Suite 13- 10
Orlando, Fl 32806 Phone: 407-217-4464; Fax: (321) 710-2483
ul
Blue Marlin Engineering, LLC
102 Drennen Road, Suite B- 10
Orlando, FL 32806
Telephone 407.217.4464, Fax 321.710.2483
David Linton
Linton Enterprises Inc
417 Tangelo Dr
Sanford, FL 32771
IN -PLACE DENSITY TEST REPORT
819 Palmetto Ave
Sanford, FL
General Test Location: Building Pad Fill
Project No: 18-196
Report No: I
Sheet: I
Test Date: 9/14/18
Technician: J.Jordan
Required Compaction (%): 95
Test
No.
Test
Location
Elevation or
Depth (ft.)
Soil
ID
Moisture Dry
Density
Compaction Notes
Below)
I NW Comer of Pad 0-1 1951 8.5 100.4 100
2 NE Comer of Pad 0-1 1951 10.4 98.7 98
3 SW Corner of Pad 0-1 1951 10.9 101.3 100+
4 SE Corner of Pad 0-1 1951 9.9 97.5 97
5 Center of Pad 0-1 1951 11.0 99.9 99
6 Center of Garage Pad 0-1 1951 11.0 100.6 100+
Moistime-Don-itv Rp.latinnQhin 1)ata-
Soil ID
dalimum
Density
OptimumI
MoistureI
Test Method Description LBR
1951 100.6 11.3 ASTMD1557 Gray Fine Sand N/A
4-1--UL. o) icstivimnous.-
2) "Retest result meets minimum compaction requirement. Density: ASTM D2937
3) Density in pounds per cubic foot (pcf). Moisture: ASTM D4944
4) Depth of test referenced from top of building pad.
4'Ir - #nIBLUE MARLIN
ENGINEERING
MODIFIED PROCTOR TEST
TESTED FOR: Linton Enterprises Inc PROJECT: 819 Palmetto Avenue
TEST METHOD: ASTM D1 557, Method A PROJECT NO: J18-196
DATE TESTED: September 4, 2018 SAMPLE NO: 1951
SAMPLE LOCATION: Subgrade
SOIL DESCRIPTION: Gray Fine Sand
103
102
101
C4
100
F-
tu 99
z
98
97
96
95 4-
7.0 8.0 9.0
4
10.0 11.0 12.0 13.0
MOISTURE CONTENT
Maximum Dry Unit Weight (pcf): 100.6
Optimum Moisture Content (%): 11.3
Envelope Leakage Test Report (Blower Door Test)
Residential Prescriptive,, Performancer or ERI Method, CoMr pliance
2017 Florida Building Code, Energy Conservation, 6ftEdition
urisdiction: Permit #:
Job 106=011on
Builder Community: Lot: NA
Address: 819 S PALMETTO AVE
City: SANFORD State: FL Zip: 32771
Air Leakage Tesl R68'Ulft Passing results must meet either the Performance, PrescliPlive, or ERI Method
PRESCRIPT11W 1111ETI,110D-T 6 building or dWelling unit shall be tested a
I
nd verified as having an air leakage rati of,not exceeding. T air
I
changes per hour atjwptessuro of 0.2-inch w.9,,(50 Pascals)in Climate Zones I and 2.
PERFORMMCk or EM" Vil 110b*fie'bUlldlng or dwellin
1
0 unit shalf be tested. and verified as he
I
ving an
I
air leakage ra te of riot exceeding
the selected ACH(50j vakie,.a's-shown on Form R405-2017 (Performance) o,r'R406-201 T (ERI), section labeled as infiltration, sub-sedtion AGH50.
AC14(15QI spedfied on Fbrm R405-20
1
17- Enemy Calc (PeAlormawe) or-R
1
40 6-2017 (E RI) 7
1055 x- 60 20730 3.05 Method for calculatinq building volume:
CFM(50) Building Volume ACH(50) 0 Retrieved from architectural plans
F71 PASS G Code software calculatedV\
When ACH(50) is less I than 3, Mechanical Ventilation installation 0 Field measured and calculated
L must be verified bybuilding department.
7
R4 02.4.1.2 Testin at a pressure of 6.2 inch w.g. (50 Pascals) g. Testing shall be conducted in accordzince with ANSI/RESNET/ICC 380 and reportedI
Testing shall be conducted by either individuals,as defined in Section 553-.993(5) or (7), Florida Statues'.or individuals licensed as set forth in Section
489.105(3)(% (g), or (i) or an approved, third party. A writte
I
n report of the results of the test shall be signed by the party. conducting the test and
provided to thecode,official. Te
I
sting shall be performed at any time after creation of all penetrations of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not seated, beyond the intended weatherstripping or other infiltration,
control measures.
2. Dampers including exhaust, intake, makeup air, back draft and flue. dampers shall be closed, but not sealed beyond intended infiltration control
measures.
3. Interior -doors, If installed at the time of the test, shall be open.
4. Exterior doom for continuous ventilation systems and heat
I
recovery ventilators shall be closed and seated.
5. He'atin6and cooling systems, ifinstalled 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.
Tesfing- Company
Company Name: 4 C-a c S V-' 0 :L C-- Phone:
I hereby verify. that the above Ar Leakage results are in accordance with the 2017 6th Edition Florida Building Code
Energy Conservation requirements according to the compliance
I
method selected above.
il- Date of Test: Signature of Tester-11 1."X.
U1\
10L 01 11X C Printed Name of Tester: l\,ry6
License/Ceftification Issuing Authority:
5/1/2010 10:53:1 7AM EnergyGaugeO USA 6.0.02 (Rev. 1) - FIaRes2017 FBC 6th Edition (2017) Compliant Software Page I of I
CITY OF
1,.i'"ORDA"TL
BUILDING DIVISION
PERMIT APPLICATION
Application No: 18-2491
Documented Construction Value: $ 8,850-00
Job Address: 819 S Palmetto Ave, Sandford, Fl 32771
Parcel ID:
Historic District: Yes [I NoFx1
Residential F] CommerciaIF]
Type of Work: NewEl AdditionEl Alteration El RepairEl DemoEl Change of UseEl MoveEl
Description of Work: 1 Fiberglass flexible clucting system, Aluminum adjustable grills, 1 3 1/2 TON 15 SEER York heat pump,_
1 Digital thermostat
Plan Review Contact Person:
Phone: Fax:
Name
Street:
City, State Zip:
Name P&D Air, Inc.
Street: 1115 S Crystal Lake Dr
Orlando, FL 32806
City, State Zip:
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Title:
Email: 24-A'kktMC'('-) Wd. offM
Property Owner Informatio n
U
Phone:
Resident of property?:
Contractor Information
Phone: 407-485-9300
Fax:
407-641-8774
CAC013021
State License No.:
Architect/Engineer Information
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND
POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT
WITHYOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT
Ap plication 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. '(
5
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6" Edition (2017) Florida Building Code
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that maybe found in the public
records of this county, and there may be additional permits required from other governmental entities such as water management districts, state
agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to
calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value
will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated
charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be
done in compliance with all applicable laws regulating construction and zoning.
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
Name
Qm-a -W 11-19-18A,
Signature of Contractor/Agent Date
Donald Willis
Print Contracto
Signature of Notary -State
Contractor/Agent is x "T0906;
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
11-19-18
Date
I WMe A fts
COMMISSON #-M7& r 17
fXF48,ES! 0** 20, 9
WWWAARONvKnown Nollm-%?
Permits Required: Building D Electrical El Mechanical [I Plumbing F1 Gas El Roof El
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes D NoF] # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes []No E]
WASTE WATER:
BUILDING:
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 . . . . . 18-00002491 Date 11/19/18
Application pin number . . . 684959
Revision number . . . . . . . 1
Property Address . . . . . . 819 PALMETTO AVE
Parcel Number: 25.19.30.5AG-1001-0090
Application type description NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . . TWN OF SANFORD (TRAFFORDS KAP)
Property Zoning . . . . . . . SINGLE FAMILY
Application valuation . . . . 401074
Application desc
new sfr/noc and contractor
Owner Contractor
DAVID & MARILYN PARKET P & D AIR INC
1810 BEACON 1115 S CRYSTAL LAKE DR
SANFORD FL 32771 ORLANDO FL 32806
4 07) 3 12 - 62 17 (407) 285-4433
Structure Information 000 000 ----------------------
Construction Type . . . . . vB
Occupancy Type . . . . . . RESIDENTIAL USE GROUP
Flood zone . . . . . . . . NONE
Other struct info . . . . . ELEC - # AMPS 200.00
PLUMBING FIXTURES 17.00
NUMBER OF STORIES 1.00
SQUARE FOOTAGE 3995.00
Permit . . . . . . MECHANICAL - NEW RESIDENTIAL
Additional desc . .
Phone Access Code 1088442
Permit pin number 1088442
Permit Fee . . . . 110.00
Issue Date . . . . 11/19/18 valuation . . . . 8850
Expiration Date . . 5/18/19
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
Existing house was demo.
No utility impact fees required. old home had water and
sewer.
Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 50.00
01-APPLCTN FEE -BUILDING 25.00
01-APPLCTN FEE -MECHANIC 25.00
01-APPLCTN FEE -PLUMBING 25.00
01-BLDG PLAN REVIEW 1428.00
FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE
PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS.
NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED.
NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED.
PEST, CONTROL INC
1-800-929-2847
Certificate of Compliance for Termite Protection
as required by Florida Building Code (FBC) 1816.1.7)
Treatment Address or Lot/Block/Unit of Treatment
ZrLiquid Soil Barrier LjWood Treatment Lj Baiting System Lj Other
Method of Termite Prevention Treatment)
Legal Description:
South half of Lot 9 and all of Lot 10, Block 10, Tier 1, Town of Sanford, according to the Plat
thereof, as recorded in Plot Book 1, page 59, of the Public Records of Seminole County, Florida.
A 8 B R E V I A T 1 0 N
P.R.M. PERMANENT REFERENCE MONUMENT C.M. CONCRETE MONUMENT EL. ELEVATION CONC. CONCRETE
P.O.C. POINT OF COMMENCEMENT P. B. PLAT BOOK A/C AIR CONDITIONER C.L.F. CHAIN LINK FENCE
P.C. POINT OF CURVATURE Pg. PAGE TYP. TYPICAL W.F. WOOD FENCE
P.R.C. POINT OF REVERSE CURVATURE N.R. NON —RADIAL U. E. UTILITY EASEMEN . T C & G CURB & GUTTER
P.C.C. POINT OF COMPOUND CURVATURE RAID. RADIAL D. E. DRAINAGE EASEMENT CATV CABLE TELEVISION RISER
P.T. POINT OF TANGENCY R. RADIUS F. F. FINISHED FLOOR TELE TELEPHONE RISER
P.I. POINT OF INTERSECT10N L. ARC LENGTH B.S. BUILDING SETBACK TRANS TRANSFORMER PAD
P. C' P. PERMANENT CONTROL POINT ln DELTA C. B. S. CONCRETE BLOCK STRUCTURE L.P. LIGHT POLE
P.O.L.. POINT ON LINE R. P. RADIUS POINT P) PLAT P.P. POWER POLE
CHORD BEARING R/W RIGHT—OF—WAY R MEASURED EM ELECTRIC METER
T.B. TANGENT BEARING CENTER LINE C) CALCULATED R/W RIGHT OF WAY
Survey Notes:
1. "NOT VALID WITHOUT THE. SIGNATURE AND THE ORIGINAL RAISED SEAL OF A
FLORIDA LICENSED SURVEYOR AND MAPPER".
2. BEARINGS SHOWN HEREON ARE RELATIVE TO THE EAST RIGHT—OF—WAY LINE
OF PALMETTO AVENUE AS BEING S 00'14'35" E AS SHOWN BEING ASSUMED.
3. THE "LEGAL DESCRIPTION" HEREON PER THE PUBLIC RECORDS OF SEMINOLE
COUNTY, FLORIDA.,
4. THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF AN ABSTRACT OR
OPINION OF TITLE. NO INSTRUMENTS OF RECORD REFLECTING EASEMENTS,
RIGHTS —OF —WAY, AND/OR OWNERSHIP WERE FURNISHED TO THIS SURVEYOR
EXCEPT AS NOTED.
5. ALL BEARINGS AND DISTANCES SHOWN HEREON ARE PER THE DESCRIPTION
AND ARE CORRECT AND, IN AGREEMENT WITH THE FOUND AND SET MONUMENTS
AS MEASURED IN THE FIELD UNLESS OTHERWISE NOTED.
6. ACCORDING TO THE NATIONAL FLOOD INSURANCE PROGRAM, FLOOD
INSURANCE RATE MAP (FIRM) COMMUNITY PANEL NO. 12117CO07OF
EFFECTIVE DATE: SEPTEMBER 28. 2007 THIS PROPERTY LIES IN ZONE :L LYING
OUTSIDE THE FLOOD ZONE.
7. NO UNDERGROUND UTILITIES, FOUNDATIONS OR IMPROVEMENTS, IF ANY,
HAVE BEEN LOCATED EXCEPT AS SHOWN.
W.M. WATER METER
F H. FIRE HYDRANT
N & D NAIL AND DISC
B.M. BENCH MARK
PVMT. PAVEMENT
F.B. FIELD BOOK
M.H. MANHOLE
A) ACTUAL
I.D. IDENTIFICAT10N
FND FOUND
EOP EDGE OF PAVEMENT
Certified Correct To:
David E. Parker & Marilyn J. Parker
Surveyoils Certification:
8. THIS BOUNDARY SURVEY MEETS OR EXCEEDS THE HORIZONTAL CONTROL I hereby certify that the attached "Boundary Survey" of theACCURACYOF1/7500 BEING A SUBURBAN SURVEY.
hereon— described property is true and correct to the best of my
knowledge, information and belief as done under my,direction in the9. ELEVATIONS SHOWN HEREON ARE BASED ON THE NORTH AMERICAN VERMAL DATUM OF 1988
field on, May 10, 2019. 1 further certify that this, "Boundary Survey" AND SAIDEUEVAnONS ARE BASED ON BENCHMARKS SUPPLIED BY THE SEMINOLE COUNTY SURVEY meets the Standards of P tice' 'as' nith in chapter 5J-17 ofDEPARTMENTSFOLLOWS: , roc
the Florida Administrative Code
MA RKa.) MARK # 140 TOP OF C.M. NTH BRASS DISC. ELEV. = 23.906
b MA RKb.) MARK # 142 TOP OF C.M. WITH BRASS DISC. ELEV. = 14.644
D.t.]05/10/19
Project N 0_ 542ProjectNo. 542—DMP-001 NOT VAUD WHOUT SYEET 2 W. C. EIlidt+,--P.t.M. .
Professional Surveyor and Mapper
filCwgfile: 542—DMP-001Dkw5V42Dg" Flor
I
ida Registration No. 5599
DRAWN: WCE Boundary Survey KLE SUrVeylng SHEET
A 0PPROVED: WCE David E. Parker & Marilyn J. Parker 41 'Mapping. Inc.,
DATE: 05/10/19 81q Palmetto Avenue
153 Sir.;Topaz Lane Northon25, Township 19 South, Range 3o East Lake M ry, fL 32746SCALE: N/A City of Sanford, Seminole County, Florida (407) 402-2331 License Business # 7899
OF 2
war
C)
00
ap
r_
0
0 ;0
C)
3:
0
0 >
MM
Z
4 t !' : 1. Al -A; j,
FOUND CONCRETE
MONUMENT IN WELL
BOX NO I.D.
CIL 8th STREET
66' PUBLIC RIGHT—OF—WAY PER PLAT)
PAAQ RQAP
8' ADD17IONAL R/W PER PLAT
TOUND
1" FOUND 5 8"' OU
PIPE 14' IRON PI N 89*53'32" E 116.91' (M)
IRON PIPI
0 1NOI D. 117' (P) NO I,D.
31_06'K 0)
P. B. 'Y CAuGES59o
Al I 1 7 0 4- CA 1 1. 1, — , -,
rl, 7 4K CA
FOUND 1/2" 01SET117 OMIRONROD & (P) IRON ROD (0))
SIGN CAP CAN NOT 59
C AP M
READ 116.73 899
CAP
N 39*5222" E (M) 1-, 7]
41 6. WOODWALK0.4' OFF A/C
FENCE
6' WOOD 44.3' (0.5' OFF) SANITARY
FENCE S'
CLEAN
LOT _
n00
2 - OUT CLEAN SEWER
C_: -.,j (05 OFF) MIR II OUT MANHOLE
ji-S 46 T_ F IRE, 12.5' c0n D
P.R. 1 PAGES 59 23.98'
i STORY C 2WOOD
1 — STORY ONCRARTF BLOCK Z'
UTILITY
CONCRETE BLOCK 1C. AGE
F F
I I POLE
ca
RESIDEN CE
F. F. 30.7 11.7'
30. '7 4
F1
2.8';
W .. V x 0iA T 12.5' 5.9' G)
RECLAIM. S -4- BLOCK —0, TE7R 1 —
5'
WALKWAY
X
WATER
METER 1
T,5W," 0F S4jVORC, Ui
P B. 1 PAGES 59 1 CONCRETE
44
Ln
A - WA_-_R
ME1 R
Q 101, 10.0, 1 3 .7'
0
IV CONCRETE 8D LANAI
WALK IRRIGA_nON*
SET CONTROL
30.3' 22.
M
IRON ROD VALVE P)
1 CAP
LB 7899 N
TEP
89*53'32" E 11 6 d6' M)
PAVERVE
DRIVEDRIVE
41' 1 N. 14'
CONCRETE
ADDITIONAL R/W PER PLATWALK0.4' OFF 8
J I -SE - T %
C6CRETE IRON ROD
Zj SIGN SIGN DRIVE & CAPi
LB # 7899
CIL 9th STREET
66' PUBLIC RIGHT—OF—WAY PER PLAT)
PAVED ROAD
Pro*t No. 542-DMP-001
Dwg file: 542-DMP-001
DRAWN: WCE, B . oundary Survey KLE Surveying
APPROVED: WCE David E. Parker & Marilyn J. Parker & Alapping, hic.
DATE: 05/10/19 8ig Palmetto Avenue 153 Sir Topaz Lane North
Section 25, Township ig South, Range 30 East Lake Mary, FL 32746
SCALE- 1" - 30' City of Sanford, Seminole County, Florida a (407) 402-2331 License Business # 7899
SHEET
2
OF 2
e Prevention DhAiwi, Buildino, & Fh
WDAVITRE.lVlDEVTlA.L,RFR00FAF
JtPM Rl iU4T
RI-sjim Nw UL R u, - RoOF INSPECTION AFFIDAVIT
NAILING, SHEATH.TNIG, DRY. -IN, FLASHING, AIND ALLFINALROOF CO-VERINGS
BR19-000658 ADDRESS: 818 ESGAMBIA DRIVE.
SANFORD, F1_0_R_l_0X_M7TF__
SCOTT MARONE AS A(Nl) GENERAL BUiLDING. Ry_'SkD.ENTfA_L. OR.
ROOFING CONTRACTOR, ENGINEER, ARCI-UTF-_,Cl:. OF F.S. CHAPT[HR 468 BUILDING] NSP[-_'C,,TOR, 1. 1JERE'BY AFF110A. THAT AIJ. OF THE"
JS,TR{.jEmNb AccuRATE A.\[D rl_IA,f ALL ROOFING
I
CONHIONENTS L6TED ONFITIESCOPEOF WORY ATTHE
ABOVE.REFr.Rla NC.ED ADDRI',-SS.f.IAVI Bf'lN IINSTA I I -LED INI ACCORDANCE WT.11.1 TTIFIR PRODUCTAPRROVAUS AND AU AillICABL.E CODE
FLORM N I -,lzl*lI y ETS A I LABUILDINGCOI)E, EXISTING BL71LDlN'Q. UNADDITiON U.- -_ -I'fi-[-.'.INSI:Al l ATI(IN:Ml'
RF-,'QUlRE?vfE'N-TS FOR SECC)INDARY WATER BARR ND NAIL] NG OF _[Ta,. lwcw,DLCK, IN ACCORDA N-CF. WITH THE' UUR_R ICANE R.T:YROVIT
MANt !AL REQUIREMENTS:(BASW Oi.F.S. CHAPn-,R 553.844i.
UcE.N.- s i - -13-3-1 -1 -3 . .....
c.ol%,lPANfY./CQNTR A CrORt E 0EING LLCS__CM_ -0
CO,N'--I-RACI-C)fZ.,S-IGN,ATU.Itl:-;: DATEAPRIL 30.2019
M U S 1 S I Q NE, D P Y f, I.C. EMS E I 10 L D ER 0 R 0 %Vj\rJ__-.'PV
A FINAL -Roou, IN'SPECTION N RF;()UIRFD:
All, FMAVIT MUSTBE PROV"IDED Al THFJOR SITE ATTHE TIVIti
Or- EACH PLAN-1,_,()F Tlll, ROOF SRONY'ING UN DETAIL ALL CONIPONEINTS (DEcku"K...
UNDERLAVAlENT4 rLAS(IJN(; DRiP ERGE ATTACHMEN-11 ) i/rrwrill", lEwN.Irr'i\U'MBER,OR ADDRE.Ss CL&kRLYNIARKI-4) 01 1' 1 TFTFIIRFICI
FOR,F.A(:J!l'INSPFcTIoN.t., 1'fa; Puuroc;R.-Pnsivtvs r uNCLUDL A RUCER OR NIFASURING DEVICETO CONFIRNLALJ,'N,AlL SPAC1N;GfANl'
VAILURE TO.mut..OwALL RLQUIREM.
I
ENTS WILL RESULT IN ATAILED INSPECTION, A RE4NSPLCTJ.ON FEF. AS
AVE LLAS IlEOUTRIINGA DESIGN PROFESSIONA L. (ARC 141T_L CT OR ENGIN EER)TO CERTI FY., BASEDON" VERSONAL
NSP,r4,Cl-l 0,Nr.-i HE.I.N,.ST,A,.L-1,AT,ION-.OFAI.-,I,ROOFItN'GCOiMil'ONL'N'TS.
cn c
Sworn toand Subscribed before me ibis 30TH davof 0.'U'L..0 20 '0, hv.
t —
Al- ., -
who is to me or has n Produced ft.vt)e oll
identification)
Sit atu e 4S Notary Pul—i
St, c 0 Florioae_ tv,
ame-
of Nata6Tublic
is identificafion.
P- y CC, ',AISS;ON ff -897829
A.ugust 30. 201t,4
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: P AND D AIR PARKER Builder Name:
Street: 819 S PALMETTO AVE Permit Office: BUIL
City, State, Zip: SANFORD, FL, 32771 Permit Number: 1 8 2 4 9Owner: DAVID AND MARILYN PARKER Jurisdiction: 94
Design Locatio n: FL, Sanford County:: Seminole (Florida Climate Zone 2
1 . New construction or existing New (From Plans) 9. Wall Types (1930.0 sqft.) Insulation
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.2 1930.00 ft2
b. N/A R= ft2
3. Number of units, if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 3 d. N/A R= ft2
5. Is this a worst case? No
10. Ceiling Types (2073.0 sqft.) Insulation Area
a. Roof Deck (Unvented) R=30.0 2073.00 ft2
6. Conditioned floor area above grade (ft2) 2073 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(359.3 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 414.6
a. U-Factor: Dbl, U=0.35 359.33 ft2
SHGC: SHGC=0.25
b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency
SHGC:
a. Central Unit 30.0 SEER:15.00
c. U-Factor: N/A ft2
SHGC: 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 30.0 HSPF:8.50
SHGC:
Area Weighted Average Overhang Depth: 5.976 ft.
Area Weighted Average SHGC: 0.250 14. Hot water systems
a. Natural Gas Tankless Cap: 1 gallons
8. Floor Types (2073.0 sqft.) Insulation Area
EF: 0.850
a. Slab -On -Grade Edge Insulation R=0.0 2073.00 ft2 b. Conservation features
b. N/A R= ft2 None
c. N/A R= ft2 15. Credits Pstat
Glass/Floor Area: 0.173
Total Proposed Modified Loads: 58.61 PASSTotalBaselineLoads: 64.85
I hereby certify that the plans and specifications covered by Review of the plans and E S;7r
this calculation are in compliance with the Florida Energy specifications covered by this E :-F' -
Code. calculation indicates compliance
with the Florida Energy Code.
PREPARED BY: Maggie Sims
DATE:
Before construction is completed
this building will be inspected for
compliance with Section 553.9082018.05.03 0816:08
I hereby certify that this building, as designed, is in compliance Florida Statutes.
with the Florida Energy Code.
OWNER/AGENT: BUILDING OFFICIAL -
DATE: DATE: t -_ - 19--
Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an
envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2).
WSTORIC PERMIT
Al we* must be done in strict accordam With &e
Appovik! Certificate of Appropdaterms
EkdIding does not approve any work outsi& dds geW
Pennit Applicant is soley responsible for complimce
5/3/2018 8:14 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4
FORM R4b5-2017
PROJECT
Title:
Building Type:
Owner Name:
of Units:
Builder Name:
Permit Office:
Jurisdiction:
Family Type:
New/Existing:
Comment:
P AND D AIR PARKER
User
DAVID AND MARILYN PARK
1
Single-family
New (From Plans)
CODE COMPLIANCE 405-2017
Bedrooms: 3
Conditioned Area: 2073
Total Stories: 1
Worst Case: No
Rotate Angle: 0
Cross Ventilation:
Whole House Fan:
Address Type:
Lot #
Block/Subdivision:
PlatBook:
Street:
County:
City, State, Zip:
Street Address
819 S PALMETTO AVE
Seminole
SANFORD,
FL, 32771
CLIMATE
V Design Location TMY Site
Design Temp
97.5% 2.5%
Int Design Temp Heating Design Daily Temp
Winter Summer Degree Days Moisture Range
FL, Sanford FL—ORLANDO—SANFOR 39 93 70 75 677 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2073 20730
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
I Main 2073 20730 Yes 4 3 1 Yes Yes Yes
FLOORS
y# Floor Type Space Perimeter R-Value Area Tile Wood Carpet
1 Slab -On -Grade Edge Insulatio Main 190 ft 0 2073 ft2 0 0 1
ROOF
Type Materials
Roof Gable Roof
Area Area Color
Solar
Absor.
SA Emitt
Tested
Emitt Deck Pitch
Tested Insul. (deg)
1 Gable or shed Metal 2318 ft2 520 ft2 Light 0.6 No 0.9 No 30 26.6
ATTIC
V# Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Unvented 0 2073 ft2 N N
CEILING
V# Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Unvented) Main 0 Blown 2073 ft2 0.11 Wood
513/2018 8:14 AM EnergyGaugeO USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4
FORM R465-2017
WALLS
y # nmt
Adjacent
To INA1 TWpe Space avitytall1p
Width
Ft In
Height
Et In Area
Sheathing Framing Solar Below
R-Vahie EraCtmon AhSnr Grade%
1 S Exterior Concrete Block - Int Insul Main 4.1999 18 2 10 181.7 ft2 0 0.400000 0
2 S Exterior Concrete Block - Int Insul Main 4.1999 18 8 10 186.7 ft2 0 0.400000 0
3 E Exterior Concrete Block - Int Insul Main 4.1999 15 6 10 155.0 ft2 0 0.400000 0
4 S Exterior Concrete Block - Int Insul Main 4.1999 11 8 10 116.7 ft2 0 0.400000 0
5 E Exterior Concrete Block - Int Insul Main 4.1999 32 6 10 325.0 ft2 0 0.400000 0
6 N Exterior Concrete Block - Int Insul Main 4.1999 44 4 10 443.3 ft2 0 0.400000 0
7 W Exterior Concrete Block - Int Insul Main 4.1999 17 8 10 176.7 ft2 0 0.400000 0
8 N Exterior Concrete Block - Int Insul Main 4.1999 4 2 10 41.7 ft2 0 0.400000 0
9 W Exterior Concrete Block - Int Insul Main 4.1999 30 4 10 303.3 ft2 0 0.400000 0
DOORS
Ornt DoorType Space Storms U-Value Width Height Area
Ft In Ft In
1 W Insulated Main None 4 3 8 24 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
V Wall Overhang
Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 S 1 Vinyl Low-E Double Yes 0.35 0.25 N 18.0 ft2 1 ft4 in 4 ft 0 in Drapes/blinds Exterior 5
2 S 1 Vinyl Low-E Double Yes 0.35 0.25 N 18.0 ft2 1 ft4in 8ft0in Drapes/blinds Exterior 5
3 S 2 Vinyl Low-E Double Yes 0.35 0.25 N 10.0 ft2 10 ft 0 in 0 ft 6 in Drapes/blinds Exterior 5
4 S 2 Vinyl Low-E Double Yes 0.35 0.25 N 42.7 ft2 10 ft 0 in 0 ft 6 in Drapes/blinds Exterior 5
5 S 2 Vinyl Low-E Double Yes 0.35 0.25 N 18.0 ft2 10 ft 0 in 0 ft 6 in Drapes/blinds Exterior 5
6 E 3 Vinyl Low-E Double Yes 0.35 0.25 N 42.7 ft2 11 ft 8 in 0 ft 6 in Drapes/blinds Exterior 5
7 S 4 Vinyl Low-E Double Yes 0.35 0.25 N 42.7 ft2 6 ft 0 in 0 ft 6 in Drapes/blinds Exterior 5
8 E 5 Vinyl Low-E Double Yes 0.35 0.25 N 36.0 ft2 1 ft 4 in 0 ft 6 in Drapes/blinds Exterior 5
9 E 5 Vinyl Low-E Double Yes 0.35 0.25 N 8.7 ft2 1 ft 4 in 0 ft 6 in Drapes/blinds Exterior 5
10 N 6 Vinyl Low-E Double Yes 0.35 0.25 N 8.7 ft2 1 ft 4 in 3 ft 0 in Drapes/blinds Exterior 5
11 N 6 Vinyl Low-E Double Yes 0.35 0.25 N 12.0 ft2 1 ft 4 in 8ft0in Drapes/blinds Exterior 5
12 N 6 Vinyl Low-E Double Yes 0.35 0.25 N 18.0 ft2 1 ft 4 in 10 ft 0 in Drapes/blinds Exterior 5
13 W 7 Vinyl Low-E Double Yes 0.35 0.25 N 36.0 ft2 1 ft 4 in 0 ft 6 in Drapes/blinds Exterior 5
14 W 9 Vinyl Low-E Double Yes 0.35 0.25 N 48.0 ft2 10 ft 0 in 0 ft 6 in Drapes/blinds Exterior 5
INFILTRATION
Scope Method SLA CFM 510 ELA EqLA ACH ACH 50
1 Wholehouse
L
Proposed ACH(50) .000445 2418.5 132.77 249.7 3247 7
5/312018 8:14 AM EnergyGaugeO USA - FIaRes2017 Section R405.4.1 Compliant Software Page 3 of 4
FORM R465-2017
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ None HSPF:8.5 30 kBtu/hr 1 sys#1
COOLING SYSTEM
V7--# System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
Central Unit/ None SEER: 15 30 kBtu/hr 1000 cfm 0.7 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
1 Natural Gas, Tankless Exterior 0.85 1 gal 60 gal 120 deg None
SOLAR HOT WATER SYSTEM
VFSEC
Cert # Company Name
Collector
System Model # Collector Model # Area
Storage
Volume FEF
None None ft2
DUCTS
V # Supply
Location R-Value Area
Return -- Air
Location Area Leakage Type Handier
CFM 25 CFM25
TOT OUT QN RLF
HVAC #
Heat Cool
I Attic 6 414.6 ft Attic 103.65 Default Leakage Attic Default) (Default) 1 1
TEMPERATURES
Prograrnable Thermostat: Y
Cooling Jan Feb Mar
Heating Jan Feb Mar
Venting H Jan H Feb HX Mar
Ceiling Fans:
Apr
pr
MaMay Jul ugg
y rl
Jun
ri AuAJunJulA
Apr May Jun ri Jul Aug
SeepXjS
Sep
Oct Nov
Oct Nov
Oct X Nov
Dec
Dec
Dec
Thermostat Schedule: HERS 2006 Reference
Schedule Type 1 2 3
Hours
4 5 6 7 8 9 10 11 12
Cooling (WD)
Cooling (WEH)
Heating (WD)
Heating (WEH)
AM 78
PM 80
AM 78
PM 78
AM 66
PM 68
AM 66
PM 68
78 78
80 78
78 78
78 78
66 66
68 68
66 66
68 68
78 78 78 78
78 78 78 78
78 78 78 78
78 78 78 78
66 66 68 68
68 68 68 68
66 66 68 68
68 68 68 68
78 80
78 78
78 78
78 78
68 68
68 68
68 68
68 68
80 80
78 78
78 78
78 78
68 68
68 66
68 68
68 66
80
78
78
78
68
66
68
66
MECHANICAL VENTILATION
Type Supply CFM Exhaust CFM Fan Wafts HRV Heating System Run Time Cooling System
None 0 0 0 1 - Electric Heat Pump 0% 1 7 Central Unit
5/3/2018 8:14 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4
I
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 90
The lower the EnergyPerformance Index, the more efficient the home.
819 S PALMETTO AVE, SANFORD, FL, 32771
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=4.2 1930.00 ft2
b. N/A R= ft2
3. Number of units, if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 3 d. N/A R= ft2
10. Ceiling Types Insulation Area
5. Is this a worst case? No a. Roof Deck (Unvented) R=30.0 2073.00 ft2
6. Conditioned floor area (ft2) 2073 b. N/A R= ft2
7. Windows— Description Area
c. N/A R= ft2
a. U-Factor: Dbl, U=0.35 359.33 ft2
11. Ducts
a. Sup: Attic, Ret: Attic, AH: Attic
R ft2
6 414.6
SHGC: SHGC=0.25
b. U-Factor: N/A ft2
SHGC: 12. Cooling systems kBtu/hr Efficiency
c. U-Factor: N/A ft2 a. Central Unit 30.0 SEER:15.00
SHGC:
d. U-Factor: N/A ft2
13. Heating systems kBtu/hr Efficiency
SHGC:
a. Electric Heat Pump 30.0 HSPF:8.50
Area Weighted Average Overhang Depth: 5.976 ft.
Area Weighted Average SHGC: 0.250
8. Floor Types Insulation Area 14. Hot water systems
Cap: 1 gallons
a. Slab -On -Grade Edge Insulation R=0.0 2073.00 ft2 a. Natural Gas
EF: 0.85
b. N/A R= ft2
b. Conservation features
c. N/A R= 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. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature:
Address of New Home:
Date:
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.
5/3/2018 8:14 AM EnergyGauge@ USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
ADDRESS: 819 S PALMETTO AVE Permit Number:
SANFORD, FL, 32771
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 EPIL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing
methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4. 1. 1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(D, (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 101/l.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
5/3/2018 8:14 AM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5
MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
R403.1 Controls.
SECTION R403 SYSTEMS
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handier. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
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 handier 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 oC)
or below 55oF (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.
5/3/2018 8:14 AM EnergyGaugeS 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 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 1 00'F to 140'F (38*C to 60'C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment Water -heating equipment installed in residential units shall 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 followring criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1 . The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-1 1 and the ceiling shall be insulated to a minimum of R-1 9, space permitting, or R-1 0
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302. 1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFMfWATT)
AIRFLOW RATE MAXIMU
CFM)
Range hoods Any 2.8 cfm/waft Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/waft 90
Bathroom, utility room 90 2.8 cfm/waft Any
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
5/3/2018 8:14 AM EnergyGauge(D 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.
R403.7.11.2.1 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 [ECC--Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50'F (1 O'C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F (4.8'C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
5/3/2018 8:14 AM EnergyGaugeO 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 (MandatorYI)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.
5/3/2018 8:14 AM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: P AND D AIR PARKER Builder Name:
Street: 819 S PALMETTO AVE Permit Office:
City, State, Zip: SANFORD, FL, 32771 Permit Number:
Owner: DAVID AND MARILYN PARKER Jurisdiction:
Design Location: FL, Sanford
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
requirements
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
Breaks or joints in the air barrier shall be sealed.
Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attic spaces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity 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 overiapping 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
Narrow cavities cavities shall be filled by insulation that on
installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned 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
Pxtpnd behind o'pong and wiring.
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior wall tubs shall separate them from the showers and tubs. be insulated.
Electrical/phone box or The air barrier shall be installed behind electrical or communication
exterior walls boxes or air -sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall
be sealed to the sub -floor or drywall.
Concealed When required to be sealed, concealed fire sprinklers shall only be
sprinklers sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
between fire so nkler cover plates and walls or ceilmnas.
a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400.
5/3/2018 8:14 AM EnergyGaugeG USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
FORM R405-2017 Envelope Leakage Test Report Performance
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Envelope Leakage Test Report
Performance Method
Project Name: P AND D AIR PARKER Builder Name:
Street: 819 S PALMETTO AVE Permit Office:
City, State, Zip: SANFORD, FL, 32771 Permit Number:
Design Location: FL, Sanford Jurisdiction:
Cond. Floor Area:: 2073 sq.ft. Cond. Volume: 20730 cu ft.
Envelope Leakage Test Results
Regression Data:
C: n:
Single or Multi Point Test Data
R:
HOUSE PRESSURE FLOW:
1 Pa cfm
2 Pa cfm
3 Pa cfm
4 Pa cfm
5 Pa cfm
6 Pa cfm
Leakage Characteristics
Required ACH(50) from
FORM R405-2017 -.
Tested ACH(50) *:
Tested leakage must be less than or equal to the
required ACH(50) shown on Form R405-2017 for
this building. If the tested ACH(50) is less than 3
the building must have a mechanical ventilation
system.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour
in Climate Zones 1 and 2 ... Testing shall be conducted with a blower door at a pressure of 0.2 inches 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.
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; and
6. Supply and return registers, if installed at the time of the test, shall be fully open.
I hereby certify that the above envelope leakage
performance results demonstrate compliance
with Florida Energy Code requirements in
accordance with Section R402.4.1.2.
SIGNATURE:
PRINTED NAME:
DATE:
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)l, (g), or (i) or an
approved third party. A written report of
the results of the test shall be signed
by the third party conducting the test
and provided to the code official.
BUILDING OFFICIAL:
DATE:
5/3/2018 8:15 AM EnergyGaugeO USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
wrightsoft* Building Analysis
Entire House
P AND D AIR
Job: PARKER
Date: May 02, 2018
By: ENERGYCALCS.NET INC
ENERGYCALCS.NET INC 267 DELEON RD, DEBARY, FIL 32713 Phone: 386-775-0908 Email: MAGGIE@ENERGYCALCS-NET License: RESNET#4557900
For: DAVID AND MARILYN PARKER
819 S PALMETTO AVE, SANFORD, FL 32771
5
Location: Indoor: Heating Cooling
Orlando Sanford AP, FL, US Indoor temperature (OF) 70 75
Elevation: 56 ft Design TD (OF) 28 18
Latitude: 29'N Relative humidity (%) 50 50
Outdoor: Heating Cooling Moisture difference (gr/lb) 22.9 38.1
Dry bulb (OF) 42 93 Infiltration:
Dailyrange (OF) - 17 M Method Simplified
V\Iet bulb (OF) - 75 Construction quality Semi -tight
Wind speed (mph) 15.0 7.5 Fireplaces 0
Component Btuh/ft2 Btuh of load
Walls 4.0 6026 25.4
Glazing 9.7 3661 15.4
Doors 10.8 227 1.0
Ceilings 1.2 2409 10.2
Floors 3.0 6276 26.4
Infiltration 1.2 2305 9.7
Ducts 2827 11.9
Piping 0 0
Humidification 0 0
Ventilation 0 0
Adjustments 0
Total 23730 100.0
Component Btu h/ft2 Btuh of load
Walls 2.8 4286 18.2
Glazing 12.9 4857 20.7
Doors 12.1 253 1.1
Ceilings 1.0 1992 8.5
Floors 0 0 0
Infiltration 0.4 749 3.2
Ducts 1941 8.3
Ventilation 0 0
Internal gains 9420 40.1
Blower 0 0
Adjustments 0
1 Total 1 1 234981 100.01
Latent Cooling Load = 2762 Btuh
Overal I U-va I ue = 0.2 36 Btuh/ft2-'F
Data entries checked.
NEW
G.-dr
RE
RM.,
wrightsoft- 2018-May-03 07:55:04
Right -Su ite(M U niv ersal 2018 18.0.16 RSUl 9553 Page 1
C:\User's\edwol\Downloads\P AND D AIR PARKER.rup Calc = MJ8 Front Door faces: W
wrightsofte Project Summary
Entire House
P AND D AIR
Job: PARKER
Date: May 02, 2018
By: ENERGYCALCS.NET INC
ENERGYCALCS.NET INC 267 DELEON RD, DEBARY, FL 32713 Phone: 386-775-0908 Email: MAGGI E@ENERGYCALCS. NET License: RESNET#4557900
For: DAVID AND MARILYN PARKER
819 S PALMETTO AVE, SANFORD, FL 32771
Notes:
Weather: Orlando Sanford AP, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 42 OF Outside db 93 OF
Inside db 70 OF Inside db 75 OF
Design TD 28 OF Design TD 18 OF
Daily range M
Relative humidity 50 %
Moisture difference 38 gr/lb
Heating Summary
Structure 20904 Btuh
Ducts 2827 Btuh
Central vent (0 cfm). 0 Btuh
qone)
Humidification 0 Btuh
Pipigg 0 Btuh
Equipment load 23730 Btuh
Infiltration
Method
Construction quality
Fireplaces
Simplified
Semi -tight
0
Heatin Cool
Area (ft 206? 20167
Volume (ft') 20670 20670
Air changes/hour 0.22 0.11
Equiv. AVF (cfm) 76 38
Heating Equipment Summary
Make GENERIC
Trade
Model
AHRI ref
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
Capacity balance point = 0 OF
8.5 HSPF
30000 Btuh@47-F
27 OF
1000 Cfrn
0.042 cfm/Btuh
0.50 in H20
Sensible Cooling Equipment Load Sizing
Structure 21557 Btuh
Ducts 1941 Btuh
Central vent (0 cfm) 0 Btuh
none)
Blower 0 Btuh
Use manufacturers data y
Rate/swin multi lier
Equipmen?sensi le load
1.00
23498 Btuh
Latent Cooling Equipment Load Sizing
Structure 1780 Btuh
Ducts 982 Btuh
Central vent (0 cfm) 0 Btuh
pone)
Equipment latent load 2762 Btuh
Equipment Total Load (Sen+Lat) 26260 Btuh
Req. total capacity at 0.91 SHR 2.2 ton
Cooling Equipment Summary
Make GENERIC
Trade
Cond
Coil
AHRI ref
Efficiency
Sensible cooling
Latent cooling
Total cooling
Actual air flow
Air flow factor
Static pressure
Load sensible heat ratio
15 SEER
27300 Btuh
2700 Btuh
30000 Btuh
1000 cfm
0.043 cfm/Btuh
0.50 in H20
0.89
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Az wvr1gtms4 tfr- 2018-May-03 07:55:04
Right-SuiteD U niversal 2018 18.0.16 RSL11 9553 Page 14MC:\UserskedwoIkDownIoads\P AND D AIR PARKER.rup Calc = MJ8 Front Door faces: W
Manual S Compliance Report Job: PARKER
wrightsofto Date: May 02, 2018
Entire House By: ENERGYCALCS.NET INC
P AND D AIR
ENERGYCALCS.NET INC 267 DELEON RD, DEBARY, FL 32713 Phone: 386-775-0908 Email: MAGGIE@ENERGYCALCS. NET License: RESNET#4557900
For: DAVID AND MARILYN PARKER
819 S PALMETTO AVE, SANFORD, FL 32771
Design Conditions
Outdoor design DB:
For: DAVID AND MARILYN PARKER
819 S PALMETTO AVE, SANFORD, FL 32771
Design Conditions
Outdoor design DB: 93.0'F Sensible gain: 23498 Btuh Entering coil DB: 75. 1'F
Outdoor design WB: 75.10F Latent gain: 2762 Btuh Entering coil WB: 62.7F
Indoor design DB: 75.00F Total gain: 26260 Btuh
Indoor RH: 50% Estimated airflow: 1000 cfm
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split ASHP
Manufacturer: GENERIC Model:
Actual airflow: 1000 cfm
Sensible capacity: 27200 Btuh 1161/o of load
Latent capacity: 2800 Btuh 101% of load
Total capacity: 30000 Btuh 114% of load SHR: 91%
VW-W
Design Conditions
Outdoor design DB: 42.3*F Heat loss: 23730 Btuh
Indoor design DB: 70.0'F
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split ASHP
Manufacturer: GENERIC Model:
Actual airflow: 1000 cfm
Output capacity: 30000 Btuh 126% of load
Supplemental heat required: 0 Btuh
Meets all requirements of ACCA Manual S.
Entering coil DB: 69.9'F
Capacity balance: 0 'F
Economic balance: 0 'F
Fk wrightsoft- 2018-May-03 07:55:04
Rig ht-Su ite@ U niversal 2018 18.0.16 RSU 19553 Page 1
C:\User's"\e—d,wol—\Dow—nioa'ds—\P AND D AIR PARKER.rup Calc = MJ8 Front Door faces: W
RECORD CO Y- __ -
DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION
SECTION: 07 21 00—THERMAL INSULATION
HZST0R1CPERKff
All work must be done in strict accordance with the
Approved Certificate of Approp6ateness
Building does not approve any work outside this scope
pernut Applicant is soley vesponsible for contphancc
REPORT HOLDER:
SES FOAM
4008 LOUETTA ROAD, #538
SPRING, TEXAS 77388-4405
EVALUATION SUBJECT:
SANFonD
18e-4 '9 1
SUCRASEAL TM 0.5 AND SES FOAM 0.5 LB SPRAY:
SPRAY -APPLIED POLYURETHANE FOAM PLASTIC INSULATION
1CC 1CC
C PIVIG c LISTED
Look for the trusted marks of Conformity!
2014 Recipient of Prestigious Western States Seismic Policy Council
WSSPQ Award in Excellence"
WERNATIOML
A Subsidiary of cq0Ec0uNR1r
SCC A=.dhd
C"rICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not
specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a
recommendation for its use. There is no warranty by 1CC Evaluation Service, LLC, express or implied, as ISM EIC 1706 5 GO
to anyfinding or other matter in this report, or as to any product covered by the report. RrodmL CcrtiRmtlon E
t'lum
Copyright Q 2017 ICC Evaluation Service, LLC. All rights reserved.
IMES Evaluation Report ESR-3375
Reissued August 2016
Revised October 16, 2017
This report is subject to renewal August 2018.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code CouncilO
DIVISION: 07 00 00—THERMAL AND MOISTURE
PROTECTION
Section: 07 21 00—Thermal Insulation
REPORT HOLDER:
SESFOAM
4008 LOUETTA ROAD, #538
SPRING, TEXAS 77388-4405
713) 239-0252
www.sesfoam.com
EVALUATION SUBJECT:
SUCRASEAL TM 0.5 AND SES FOAM 0.5 LB SPRAY:
SPRAY -APPLIED POLYURETHANE FOAM PLASTIC
INSULATION
1.0 EVALUATION SCOPE
1.1 Compliance with the following codes:
N 2012 and 2009 International Building Codee (I BC)
0 2012 and 2009 International Residential Codee (IRC)
E 2012 and 2009 International Energy Conservation
Code' (IECC)
E Other Codes (see Section 8.0)
Properties evaluated:
Surface -burning characteristics
Physical properties
Thermal resistance (R-values)
Air permeability
Exterior walls in Types I -IV construction
1.2 Evaluation to the following green standard:
N 2008 ICC 700 National Green Building Standard TM (ICC
700-2008)
Attributes verified:
N See Section 3.1
2.0 USES
SucraseaITM 0.5 spray polyurethane foam plastic insulation
is used as a nonstructural thermal insulating material in
buildings of Type 1, 11, 111, IV and V (IBC) construction, and
in dwellings built under the IRC. The insulation is for use in
wall cavities and floor/ceiling assemblies, and in attics and
crawl spaces when installed as described in Section 4.4.
Under the IRC, the insulation may be used as air -
impermeable insulation when installed as described in
Section 3.4. SES Foam 0.5 lb Spray is identical to
SucraseaITM 0.5. Wherever SucraseaITM 0.5 is mentioned,
the same property applies to SES Foam 0.5 lb Spray.
3.0 DESCRIPTION
3.1 General:
Sucraseall-m 0.5 spray foam insulation is a two -
component, open cell, one -to -one -by -volume spray -
applied polyurethane foam system with a nominal density
of 0.5 pcf (8.0 kg/M3) . The insulation's liquid components
are supplied in nominally 55-gallon drums, labeled as "A"
component or "B" component. The insulation components
have a shelf life of six months when stored in unopened
containers at temperatures between 70*F (21'C) and 90'F
32-C).
The attributes of the insulation have been verified as
conforming to the provisions of ICC 700-2008 Section
703.2.1.1.1(c) as an air impermeable insulation. Note that
decisions on compliance for those areas rest with the user
of this report. The user is advised of the project -specific
provisions that may be contingent upon meeting specific
conditions, and the verification of those conditions is
outside the scope of this report. These codes or standards
often provide supplemental information as guidance.
3.2 Surface -burning Characteristics:
At a maximum thickness of 4 inches (102 mm) and a
nominal density of 0.5 pcf, the insulation has a flame -
spread index of 25 or less and a smoke -developed index of
450 or less when tested in accordance with ASTM E84.
Thicknesses for wall cavities and ceiling cavities are not
limited when the insulation is covered with a minimum
1/
2-inch-thick (12.7 mm) gypsum board installed in
accordance with the applicable code.
3.3 Thermal Resistance (R-values):
The insulation has thermal resistance (R-values) at a mean
temperature of 75'F (24*C) as shown in Table 1.
3.4 Air Permeability:
The insulation, at a minimum thickness of 3 inches
76 mm), is considered air -impermeable in accordance
with IRC Section R202, based on testing in accordance
with ASTM E283.
3.5 DC 315 Coating:
DC 315 Coating is manufactured by International Fireproof
Technology, Inc. / Paint to Protect Inc. (ESR-3702 , and is
a water -based intumescent coating supplied in 5-gallon
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement ofthe subject ofthe report or a recommendationfor its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as
to anyfinding or other matter in this report, or as to anyproduct covered by the report.
Copyright@ 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of I I
ESR-3375 I Most Widely Accepted and Trusted Page 2 of 11
19 Q pails and 55-gallon (208 Q drums and has a shelf
life of six months when stored in a factory -sealed container
at temperatures between 50'F (11 O'C) and 80*F (27'C).
3.6 FireShello FIOE:
FireShell 0 F10E is manufactured by TPR 2 Corporation
E5E-3997), and is a water -based coating supplied in
5-gallon (19 Q pails and 55-gallon (208L) drums and has a
shelf life of one year when stored in a factory -sealed
container at temperatures between 45'F (7.2'C) and 90'F
35-C).
4.0 INSTALLATION
4.1 General:
SucraseaITM 0.5 spray insulation must be installed in
accordance with the manufacturer's published installation
instructions and this report. A copy of the manufacturer's
published installation instructions must be available at all
times on the jobsite during installation.
4.2 Application:
The insulation is spray -applied at the jobsite using a
volumetric positive displacement pump as identified in the
SucrasealTM 0.5 spray application manual. The insulation
components must be stored at temperatures between
70*F (21'C) and 90*F (32'C) for several days before
application. The insulation must not be used in areas that
have maximum in-service temperatures greater than 180*F
82'C). The insulation must not be used in electrical outlet
or junction boxes or in contact with water (e.g., rain,
condensation, ice, snow) or soil. The substrate must be
free of moisture, frost or ice, loose scales, rust, oil, grease
or other surface contaminants. The insulation can be
installed in one pass to the maximum thickness. The
spray -applied foam insulation must be protected from
weather during and after installation.
4.3 Thermal Barrier:
4.3.1 Application with a Prescriptive Thermal Barrier:
SucrasealTm 0.5 spray insulation must be separated from
the interior of the building by an approved thermal barrier
of 1/2-inch-thick (12.7 mm) gypsum wallboard or an
equivalent 15-minute thermal barrier complying with, and
installed in accordance with, IBC Section 2603.4 or IRC
Section R316.4, as applicable, except when the installation
is in accordance with Section 4.3.2. Within an attic or crawl
space, installation must be in accordance with Section 4.4.
4.3.2 Application without a Prescriptive Thermal
Barrier: The prescriptive 15-minute thermal barrier may be
omitted when installation is in accordance with this section.
The insulation and coating may be spray -applied to the
interior facing of walls and the underside of roof sheathing
or roof rafters, and in crawl spaces, and may be left
exposed as an interior finish without a prescribed
15-minute thermal barrier or prescribed ignition barrier
when the installation is in accordance with either Sections
4.3.2.1 or 4.3.2.2.
4.3.2.1 Application with DC 315 Coating: The thickness
of the foam plastic applied to the underside of roof
sheathing and to vertical wall surfaces must not exceed
111/2 inches (292 mm). The foam plastic must be covered
on all surfaces with DC 315 Coating (ESR-3702) at a
minimum thickness of 18.0 mils (0.47 mm) wet film
thickness [12 mils (0.30 mm) dry film thickness] with a
minimum application rate of 1.12 gal/100 ft2 . The coating
must be applied over the Sucrasea[TM 0.5 insulation in
accordance with the coating manufacturers published
instructions and this report. Surfaces to be coated must be
dry, clean and free of dirt, loose debris and other
substances that could interfere with adhesion of the
coating. The coating is applied in one or more coats with
brush, roller or airless spray equipment.
4.3.2.2 Application with FireShello FIOE: The thickness
of the foam plastic applied to the underside of roof
sheathing and to vertical wall surfaces must not exceed
111/2 inches (292 mm). The foam plastic must be covered
on all surfaces with FireShello F10E (ESR-3997 at a
minimum thickness of 20.0 mils (0.51 mm) wet film
thickness [14 mils (0.36 mm) dry film thickness] with a
minimum application rate of 1.25 gal/100 ft2. The coating
must be applied over the SucrasealTM 0.5 insulation in
accordance with the coating manufacturer's published
instructions and this report. Surfaces to be coated must be
dry, clean and free of dirt, loose debris and other
substances that could interfere with adhesion of the
coating. The coating is applied in one or more coats with
brush, roller or airless spray equipment.
4.4 Attics and Crawl Spaces:
4.4.1 Application with a Prescriptive Ignition Barrier:
When SucraseaITM 0.5 spray is installed within attics and
crawl spaces, where entry is made only for service of
utilities, an ignition barrier must be installed in accordance
with IBC Section 2603.4.1.6 or IRC Section R316.5.3 or
R316,5.4, as applicable, except when the installation is in
accordance with Section 4.4.2 or Section 4.4.3. The
ignition barrier must be consistent with the requirements
for the type of construction required by the applicable
code, and must be installed in a manner so that the foam
plastic insulation is not exposed. SucrasealT11 0.5 spray
insulation at a minimum thickness of 3 inches (76 mm)
may be installed in unvented attics in accordance with
2012 IRC Section R806.5 (2009 IRC Section R806.4), as
applicable.
4.4.2 Application without a Prescriptive Ignition
Barrier: Where the spray -applied insulation is installed in
accordance with this section or Section 4.4.3, the following
conditions apply:
a) Entry to the affic or crawl space is to service utilities,
and no storage is permitted.
b) There are no interconnected attic or crawl space
areas.
c) Air in the attic or crawl space is not circulated to other
parts of the building.
d) Attic ventilation is provided when required by IBC
Section 1203.2 or IRC Section R806, except when
air -impermeable insulation is permitted in unvented
attics in accordance with 2012 IRC Section R806.5 or
2009 IRC Section R806.4. Under -floor (crawl space)
ventilation is provided when required by IBC Section
1203.3 or IRC Section R408.1, as applicable.
e) Combustion air is provided in accordance with
Intemational Mechanical Codee Section 701.
In attics, the insulation may be spray -applied to the
underside of roof sheathing or roof rafters, and/or vertical
surfaces, and in crawl spaces the insulation may be spray -
applied to the underside of floors and/or vertical surfaces
as described in this section. The thickness of the foam
plastic applied to the underside of the top of the space
must not exceed 12 inches (305 mm). The thickness of the
foam plastic applied to vertical surfaces must not exceed
11 1 /2 inches (292 mm). The foam plastic may be installed
without a covering or coating. The insulation may be
installed in unvented attics in accordance with 2012 IRC
Section R806.5 (2009 IRC Section R806.4). The ignition
barrier in accordance with IBC Section 2603.4.1.6 or IRC
Section R316.5.3 may be omitted.
ESR-3375 I Most Widely Accepted and Trusted Page 3 of I I
4.4.3 Use on Attic Floors: SucraseaITM 0.5 spray
insulation may be installed exposed at a maximum
thickness of 111/2 inches (292 mm) between joists in attic
floors. The ignition barrier in accordance with IBC Section
2603.4.1.6 or IRC Section R316.5.3 may be omitted. The
insulation must be separated from the interior of the
building by an approved thermal barrier.
4.5 Exterior Walls of Type 1, 11, 111 and IV Construction:
4.5.1 General: When used on walls of Type 1, 11, 111 and IV
exterior wall construction, the Sucrasea ITM 0.5 spray -
applied foam insulation must comply with Section
2603.5 of the IBC and this section. The potential heat
of SucraseaITM 0.5 spray -applied foam insulation is
466 BtU/ft2 (5.26 Mj/M2) per inch of thickness when tested
in accordance with NFPA 259.
4.5.2 Specific Wall Assemblies: Wall assemblies must
be as described in Table 2.
5.0 CONDITIONS OF USE
The SucraseaITM 0.5 spray polyurethane foam plastic
insulation described in this report complies with, or is a
suitable alternative to what is specified in, those codes
listed in Section 1.0 of this report, subject to the following
conditions:
5.1 The insulation must be installed in accordance with
the manufacturer's published installation instructions,
this evaluation report and the applicable code. If there
are any conflicts between the manufacturer's
published installation instructions and this report, this
report governs.
5.2 The insulation must be separated from the interior of
the building by an approved 15-minute thermal
barrier, as described in Section 4.3.1, except when
the installation is in accordance with Section 4.3.2.
Installation in an attic or crawl space must be as
described in Section 4.4.
5.3 The insulation must not exceed the thicknesses noted
in Sections 3.2, 4.3, and 4.4.
5.4 The insulation must be protected from exposure to the
weather during and after application.
5.5 The insulation must be applied by contractors certified
by SES Foam.
5.6 Use of the insulation in areas where the probability of
termite infestation is "very heavy" must be in
accordance with 2012 IBC Section 2603.9 (2009 IBC
Section 2603.8) or IRC Section R318.4, as applicable.
5.7 Jobsite certification and labeling of the insulation must
comply with IRC Sections N1101.4 and N1101.4.1
and IECC Sections R303.1.1 and 303.1.1.1, as
applicable.
5.8 When use is on exterior wall of buildings of Type 1, 11,
III or IV construction, construction must be as
described in Section 4.5 and Table 2.
5.9 A vapor retarder must be installed in accordance with
the requirements of the applicable code.
5.10 SucrasealTM 0.5 spray polyurethane foam plastic
insulation is produced in St. Louis, Missouri, under a
quality -control program with inspections by ICC-ES.
6.0 EVIDENCE SUBMITTED
6.1 Data in accordance with the ICC-ES Acceptance
Criteria for Spray -applied Foam Plastic Insulation
AC377), dated April 2016, including reports of tests
in accordance with Appendix X of AC377.
6.2 Reports of room corner fire -testing in accordance with
NFPA 286.
6.3 Report of air permeance testing in accordance with
ASTM E283.
6.4 Report of potential heat testing in accordance with
NFPA 259.
6.5 Report of fire propagation testing in accordance with
NFPA 285.
6.6 Engineering evaluation extending NFPA 285 testing
to various exterior wall constructions.
7.0 IDENTIFICATION
Components of the SucraseaITM 0.5 spray polyurethane
foam plastic insulation are identified with the
manufacturer's name (SES Foam) and address; the date
of manufacture or the lot number; the product trade name
SucrasealTM 0.5); the mixing instructions; the density; the
flame -spread and smoke -developed indices; and the
evaluation report number (ESR-3375).
International Fireproof Technology, Inc. / Paint to Protect
Inc., DC 315 Coating is labeled with the manufacturer's
name and address; the product name; the date of
manufacture, the shelf life or expiration date; the
manufacturer's instructions for application and evaluation
report number (ESR-3702 .
TPR 2 Corporation Fireshell F10E coatings and Blazelok
TBX coating is labeled with'the manufacturers name and
address; the product name; the date of manufacture, the
shelf life or expiration date; the manufacturer's instructions
for application and evaluation report number (ESR-3097).
8.0 OTHER CODES
In addition to the codes referenced in Section 1.0, the
products in the report were evaluated for compliance with
the requirements of the following codes:
13 2006 International Building Codee
E3 2006 International Residential Code@
2006 International Energy Conservation Code
The products comply with the above mentioned codes as
described in Sections 2.0 through 7.0 of this report, with
revisions as noted below:
0 Application with and without a Prescriptive Thermal
Barrier: See Section 4.3, except the approved thermal
barrier must be installed in accordance with Section
R314.4 of the 2006 1 RC.
Application with a Prescriptive Ignition Barrier: See
Section 4.4.1, except an ignition barrier must be
installed in accordance with Section R314.5.3 or
R314.5.4 of the 2006 1 RC.
Application without a Prescriptive Ignition Barrier:
See Section 4.4.2, except that combustion air is
provided in accordance with Sections 701 and 703 of
the 2006 IECC.
13 Protection against Termites: See Section 5.6, except
use of the insulation in areas where the probability of
termite infestation if "very heavy" must be in accordance
with Section R320.5 of the 2006 IRC.
3 Jobsite Certification and Labeling: See Section 5.7,
except jobsite certification and labeling must comply
with Sections 102.1.1 and 102.1.1.1, as applicable, of
the 2006 IECC.
ESR-3375 I Most Widely Accepted and Trusted Page 4 of 11
TABLE 11—THERMAL RESISTANCE (R-VALUES' 2)
THICKNESS (inches) R-VALUE ff-ilf-h/Btu)
4.0
2 7.6
3 11
3.5 13
4 15
5 19
6 22
7 26
8 30
9 33
10 37
11 41
12 44
For SI: 1 inch= 25.4 mm, 1*F.ft2.h/Btu = 0.176 110K.m2/W.
R-values are calculated based on tested K values at 1- and 3.5-inch thicknesses.
2 R-values greater than 10 are rounded to the nearest whole number.
TABLE 2—NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES
WALL COMPONENT MATERIALS
1 —Concrete wall
2 — Concrete Masonry wall
Base wall system — Use either 3 — 1 layer Of 5/8-inch thick Type X gypsum wallboard installed on the interior side of minimum 3--'/8 inch
1, 2, or 3 deep minimum 20 gauge thick steel studs spaced a maximum of 24-inch on center. Lateral bracing
installed minimum every 4 ft. vertically or as required. Wall stud cavities shall be filled at each floor line with
minimum 4 lb/ft3 mineral -fiber insulation friction fit between steel wall studs.
Resilient Channel — For use
with Base Wall System 3 above
1 — None
2 — Double leg "hat" shaped steel resilient channel installed perpendicular to the wall studs (interior side
Use either 1 or 2 only) and spaced a maximum of 24-inches on center between steel studs and Type X gypsum wallboard.
Entire perimeter of window opening to be framed with resilient channel.
Perimeter Fire Barrier System Perimeter fire barrier system complying with Section 715.4 of the 2012 IBC shall be installed to fill the void
between the edge of the concrete floor slab and the interior surface of the exterior wall assembly.
Full wall stud cavity depth or less of SucraSeal"m 0.5 spray -applied foam plastic insulation applied using
Wall Stud Cavity Insulation exterior gypsum sheathing as the substrate and covering the width of the cavity and the inside of the steel
wall stud framing flange.
Exterior sheathing — For Base
Wall System 3 above 5/8-inch thick Type X exterior type gypsum sheathing complying with ASTM C1 177.
1 — Any non-combustible exterior wall covering material
Exterior Wall Covering — Use 2 — Any non-combustible exterior wall covering system with a combustible WRB that has successfully been
either 1, 2, or 3
tested in accordance with NFPA 285.
see Note 1 below) 3 — Metal Composite Material (MCM) Mitsubishi Plastic Composites America, Inc., Alpolic/fir wall panels
see ICC-ES ESR-2653) or Alcoa Architectural Products Reynobond FIR 6-mm panels (see ICC-ES ESR-
3435) where there is no exterior insulation in the cavity behind the panels.
Flashing of vvii dow, door and As an option, flash around window, door and other exterior penetrations with limited amounts of maximum
other exterior wall penetrations. 12-inch wide acrylic, asphalt or butyl -based flashing tape or liquid applied membrane material.
For SI: 1 inch = 25.4 mm; 1 pcf = 16.0 kg/M3.
Note 3: Exterior wall coverings shall be installed in accordance with the manufacturers installation requirements and must comply with the applicable provisions of
113C Chapter 14 and IRC Chapter 7.
ICC-ES Evaluation Report ESR-3375 FBC Supplement
Reissued August 2016
Revised October 2017
This report is subject to renewal August 2018.
www.icc-es.org 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Councile
DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION
Section: 07 21 00—Thermal Insulation
REPORT HOLDER:
SES FOAM
4008 LOUETTA ROAD, #538
SPRING, TEXAS 77388-4405
713) 239-0252
www.sesfoam.com
EVALUATION SUBJECT:
SUCRASEAL TM 0.5 AND SES FOAM 0.5 LB SPRAY: SPRAY -APPLIED POLYURETHANE FOAM PLASTIC INSULATION
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that SucraSeal 0.5 spray polyurethane foam plastic
insulation, recognized in ICC-ES master evaluation report ESR-3375, has also been evaluated for compliance with the codes
noted below.
Applicable code editions:
13 2014 Florida Building Code —Building
N 2014 Florida Building Code —Residential
2.0 CONCLUSIONS
The SucraSeal 0.5 spray polyurethane foam plastic insulation (also known as SES Foam 0.5 lb Spray), described in
Sections 2.0 through 7.0 of the master evaluation report ESR-3375, complies with the Florida Building Code —Building and
the Florida Building Code —Residential, provided the design and installation are in accordance with the 2012 International
Building Codeo (IBC) and 2012 International Residential Code (IRC) provisions noted in the master report under the
following conditiom.
Installation must meet the requirements of Sections 1403.8 and 2603.9 of the Florida Building Code —Building and
Sections R318.7 and R318.8 of the Florida Building Code —Residential, as applicable.
Use of Sucraseal 0.5/SES Foam 0.5 lb spray -applied polyurethane foam plastic insulation has also been found to be in
compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building and the Florida Building
Code —Residential.
For products falling under Florida Rule 9N-3, verification that the report holders quality -assurance program is audited by a
quality -assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the
responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by
the Commission).
This supplement expires concurrently with the master report, reissued August 2016 and revised October 16, 2017.
ICC-ES I., valuation Reports are not to be construedas representing aesthetics or any other attributes not specifically addressed, nor are they lobe construed
as an endorsement ofthe subject ofthe report or a recommendationfor its use. There is no warranty by [CC Evaluation Service, LLC, express or implied, as IN
to anyfinding or other matter in this report, or as to any product covered by the report.
Copyright@ 2017 ICC Evaluation Service, LLC. All rights reserved. Page 5of11
ICC-ES Evaluation Report ESR-3375 Seal and Insulate with
ENERGY STARO Supplement
Reissued August 2016
Revised October 2017
This report is subject to renewal August 2018.
wwwAcc-es.org 1 (800) 423-6687 1 (562) 699-0643 A Subsidiary of the International Code Councile
DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION
Section: 07 21 00—Thermal Insulation
REPORT HOLDER:
SESFOAM
4008 LOUETTA ROAD, #538
SPRING, TEXAS 77388-4405
713) 239-0252
www.sesfoam.com
EVALUATION SUBJECT:
SUCRASEAL TM 0.5 AND SES FOAM 0.5 LB SPRAY: SPRAY -APPLIED POLYURETHANE FOAM PLASTIC
INSULATION
1.0 EVALUATION SCOPE
Conformance to the following:
Seal and Insulate with ENERGY STARS Program —Definitions and Testing Requirements for Residential Insulation,
Version 1.0
Properties evaluated:
Thermal resistance
Surface -burning characteristics
2.0 PURPOSE OF THIS SUPPLEMENT
This supplement is issued to certify that the insulation products described in Sections 2.0 through 8.0 of the master report
ESR-3375 have been reviewed for compliance with the requirements of the Seal and Insulate with ENERGY STARS
Program, as set forth in the document Definitions and Testing Requirements for Residential Insulation, Version 1.0. The
insulation product covered by this supplement is defined as "Spray or Pour Foam Insulation."
The requirements for testing laboratory qualification and product sampling, as well as the specific material and test
standards and editions used in this evaluation, are as set forth in the applicable documentation noted in Section 6.0 of the
master evaluation report.
3.0 DEFINITIONS
The following definitions are from Definitions and Testing Requirements for Residential Insulation, Version 1.0, and are
applicable to the subject of this report.
3.1 General Definitions:
Insulation: Any material mainly used to slow down heat flow. It may be mineral or organic, fibrous, cellular, or reflective
aluminum foil). It may be in rigid, semi -rigid, flexible, or loose -fill form.
3.2 Insulation Product Definitions:
Spray or Pour Foam Insulation: A thermal insulating material that is sprayed or poured (as a gel or foamy liquid) into place,
and expands or sets into a cellular foam and cures at the point of installation through a chemical reaction. Foamed materials
include, but are not limited to polyurethane, polyisocyan u rate, phenolic, and cementitious insulation.
3.3 Insulation Performance Definitions:
R-value: The inverse of the time rate of heat flow through a body from one of its bounding surfaces to the other surface for a
unit temperature difference between the two surfaces, under steady state conditions, per unit area. For the purposes of the
CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
or its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, asasanendorsementofihesubjectofthereportorarecommendationf
to anyfinding or other matter in this report, or as to any product covered by the report.
Copyright @ 2017 ICC Evaluation Service, LLC. All rights reserved. Page 6 of 11
r" __` , . -
1- 1 __ -_ - -
ESR-3375 I Most Widely Accepted and Trusted Page 7 of 11
Seal and Insulate with ENERGY STARO program, Imperial units will only be accepted [(h ft2_ *F)/Btu].
Smoke -Development Index: The characteristic of a material to emit smoke when exposed to flame or fire compared to red
oak and inorganic cement.
Flame -Spread Index: The characteristic of a material to resist the spreading of flames when exposed to flame or fire
compared to red oak and inorganic cement.
3.4 Thermal Resistance:
The insulation has the thermal resistance R-values as noted in Table 1 of ESR-3375, based upon testing.
3.5 Installation:
3.5.1 General: The installation of the insulation must be in accordance with the requirements set forth in Sections 4.0 and
5.0 (as applicable) of ESR-3375. The insulation is manufactured on -site by spray polyurethane foam applicators meeting the
qualification requirements of SES Foam. The following information on personal protective equipment and ventilation
requirements is reprinted from the SES Foam published installation instructions:
F. SAFETY
3. PERSONAL PROTECTIVE EQUIPMENT (PPE):
a. Skin: Wear gloves, coveralls, apron and boots as necessary to prevent contact of liquid components or partially -cured
SPF with skin. When handling liquid components, gloves should be made of nitrile, neoprene, butyl or PVC.
b. Eyes: Protect eyes while handling liquid components or spraying with safety goggles or safety goggles and a face
shield. During spray application, eye protection may be provided by a full -face or hood respirator.
c. Respiration: Firms engaged in the application of SES Foam systems must have a written respiratory protection
program for employees engaged in handling or applying SES Foam materials. Depending on the situation, respiratory
protection may include dust masks, air -purifying respirators (APR), powered air -purifying respirators (PAPR), or
supplied -air respirators (SAR).
4. VENTILATION: Provide ventilation and other engineering controls to exhaust vapors from work areas and to protect
building occupants and other trades."
3.5.2 Occupancy Time after Installation: The re-entry or re -occupancy time shall be in accordance with the
manufacturer's installation instructions, which state the following:
G. RE-ENTRY
SucraseaITM 0.5 reacts and cures within seconds of application. Re-entry times will vary depending on factors including
ventilation. Typically, ventilation is continued for 24 hours following the conclusion of spray application and re-entry may
occur at that time."
3.5.3 Figures: The figures shown represent general installations of the insulation in the following applications: above -grade
wall, below -grade wall, vented and unvented crawl space, unvented cathedral ceiling, and vented and unvented attic. These
figures are for illustration purposes and are not to be construed or used as construction documents.
This supplement expires concurrently with the master report, reissued August 2016 and revised October 16, 2017
ESR-3375 I Most Widely Accepted and Trusted Page 8 of I I
000 0 0 0 0 0 0
00 0 00 , 0000 0 00000()0 0<)O0 '0000000000 0 00000 000000
0 00 00 0 0(0)0 00 00000 000,0 00000OC0000000
00 000 :) 0 0 00 00 () '00
0 0 0
00 0()00 '00 00 0000
10
0 0016 (D
0 000 000000000 000 0
00 0000000000, Interior Partition
0000 OC000000000
000 0000<
O 0, () o 0, 0 c Interior Finished Surface
00000 00
0 00 0 (1/2-inch Sheetrock)
000 <)O OC
0 000
C100000 0
1C, 0
0 00000
0 000 01 SUCRASEAL7 0.5 or
o 00 0 SES Foam 0.5 lb Spray000000C, C00000O() 000010-no
000( 0000 0 000 Exterior Sheathing00
0-010-(o 000, 0000< 0 000
SUCRASEAJM0.5
SES FOAM 0.5 LB SPRAY ABOVE GRADE WALL INSULATION SES 05-1 062914
ESR-3375 I Most Widely Accepted and Thisted Page 9 of I I
Masonry Block
Typical)
Interior Finish Surface
112-inch Sheetrock)
2" x 4" Studs
SUCRASEAL!"O.5
SES Foam 0.5 lb Spray
SUCRASEALTM 0.5 BELOW GRADE WALL INSULATION
SES 05-2 062914SESFOAM0.5 LB SPRAY (Insulation on Interior Side of WaIll I I I
Baffle to provide
air space between Thermal
insulation and roof Barrier*
deck. (
as required
bylocalcode)
FA
Vented Soffit
SUCRASEACM 0.5 or
SES Foam 0.5 lb Spray
Where attic entry is for the
SES Foam 0.5 lb Spray service of utilities only, thermal
and igniton barrier on the attic
side of the spray foam surface
may be omitted.
SUCRASEALTM 0.5
SES FOAM 0.5 LB SPRAY T VENTED ATTIC: FLOOR / SOFFIT SES 05-3 062914 -
1
ESR-3375 I Most Widely Accepted and Thisted Page 10 of 11
Subfloor SUCRASEALTm 0.5 or
SES Foam 0.5 lb Spray
000*o.'o*
Header—.
Joist Floor Cross Section
Thermal Barrier*
as required by
xterior Grade localcode)
6" Min
Footer----, Vapor Barrier
Where crawlspace entry is for the
service of utilities only, thermal
and igniton barrier on the crawlspace
si de of the spray foam surface
may be omitted.
SUCRASEAP0.5
SES FOAM 0.5 LB SPRAY CRAWLSPACE: VENTED SES 05-4 062914
Subfioor
Joist
Thermal Barrier*
as required by
xterior Grade localcode)
Ax/ SUCRASEO' 0.5 or
SES Foam 0.5 lb Spray
T
Footer----., 6" Min Vapor Barrier
Where crawlspace entry is for the
service of utilities only, thermal
and igniton barrier on the crawlspace
side of the spray foam surface
may be omitted.
SUCRASEAP 0.5 CRAWLSPACE: UNIVENTED SES 05-5 062914SESFOAM0.5 LB SPRAY I F
ESR-3375 I Most Widely Accepted and Trusted Page 11 of 11
Note: In cold climates, embed
metal connector plates in spray foam
to prevent winter -time condensation.
SUCRASEAL
TM
0.5 or
SES Foam 0.5 1b Spray
Roof Sheathing o0oo
0
Truss Top Cord
Rafter
errmal Barrier* Ta equired by local code)
Note: Local building code may
require the use of a vapor retarder
in cold climate zones. Where attic entry is for the
Ceiling / Thermal Barrier service of utilities only, thermal
as required by local building code. and igniton barrier on the attic
side of the spray foam surface
may be omitted.
SUCRASEAZM 0.5
SES FOAM 0.5 LB SPRAY LINVENTED ATTIC / INSULATED ROOF DECK SES 05-6I 062914I
TM 0 0SUCRASEAL0.5 or 0 0 '0>
SES Foam 0.5 lb Spray 0 0 0 0 0 0tospecifiedthickness.
0 010
Roof Sheathing
0
0 0 0 0 0
0 0 0 0 0 0 -
0 0 Thermal Barrier as
Rafter required by code.
Note: The local building code
may require the installation of
a vapor barrier in cold climate
zones.
SUCRASEAJM0.5 CATHEDRAL CEILING SES 05-7 062914SESFOAM0.5 LB SPRAY I I I I
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
IT-11 MiTek USA, Inc.
I
6904 Parme cast B vd.
Site Information:
TVap FL;361'4115
Customer lnfo: Linton Enterprises, Inc. Project Name: Parker Residence Model: er Residence
Lot/Block: TBD Subdivision: TBD
Address: 819 Palmetto Avenue
City: Sanford State: FL
Name Address and License # of Structural Engineer of Record, If there
Name: License #:' Allwark must be done in strict accordance with the
Address: Approved Certificate of Appropriateness
City: State: Building does W approve any work ouwde't is scope
Me fl6r CDMPI,
General Truss Engineering Criteria & Design Loads (Ind ividuaMMWIFUHAVA-MiNg"s Show SpelcIaY
Load ingConditions):
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: N/A psf
744031 -
This package includes 42 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss, Design Engineer and this index sheet
conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
N::O:: Seal# Truss N No.Seal# Truss Name Date
1 T1 4165133 1 AO 1 15/30/18 118 1 T1 41651501 D06 15/30/18
12 T1 4165134 1 A02 15/30/18 119 1 TI 41651511 D07 15/30/18
13 1 T1 4165135 1 A03G 15/30/18 120 T1 41651521 E01 15/30/18
14 T1 4165136 1 A04G 15/30/18 121 1 T1 4165153 1 E02 15/30/18 1
15 T1 4165137 1 A05 15/30/18 122 1 T1 4165154 1 E03 15/30/18
16 T 14165138 1 A06 15/30/18 123 J T1 4165155 1 F01 15/30/18
17 T1 4165139 1 A07 15/30/1,8 124 1 T1 4165156 1 F02 15/30/18
18 1 T1 4165140 1 BO 1 15/30/18 125 1 T1 4165157 1 F03 15/30/18 1
19 1 T1 41651411 B02 15/30/18 126 1 T1 4165158 1 G01 15/30/18 1
110 1 T1 4165142 1 B03 15/30/18, 127 1 T1 4165159 1 G02 15/30/18
Ill I T1 4165143 1 CO 1 15/30/18 128 1 T1 41651601 G03G 15/30/18
112 1 T1 4165144 1 CO2 15/30/18 129 1 T1 41651611 HO 1 5/30/18
113 1 T1 41651451 D01 15/30/18 13Q I T14165162 I H02 5/30/18
114 1 T1 41651461 D02 15/30/18 131 1 T1 4165163 1 H03 15/30/18
11,5 1 T1 41651471 D03, 15/30/18 132 1 T1 4165164 1 H04 15/30/18
116 1 T1 41651481 D04 15/30/18 133 -1 T1 41651651 K01 15/30/18
117 1 T1 4165149 1 D05 15/30/18 134 1 T1 4165166 1 K02 15/30/18
The truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by American Builders Supply, Inc..
Truss Design Engineer's Name: Velez, Joaquin
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 properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
3A tvpo&,
10
4--9 1
I N
E N,'-.
8.182
STATE OF '144 Z
0 R IV N
J* 10NA
Ill Ill I%%%
J quin, lezPENo.68182
M ekUS lnc.FLCert6634
69 , Park East Blvd. Tampa FL 33610
Dat
May 30,201.8
Velez, Joaquin I of 2
MA A o"'IlUll.
C-AP Mlw Aum OA
on ZI "k)
Pi Ma-j;$fqq,.A
RE: 744031 -
Site Information:
Customer Info: Linton Enterprises, Inc. Project Name: Parker Residence Model: Parker Residence
Lot/Block: TBID Subdivision: TBID
Address: 819 Palmetto Avenue
City: Sanford State: FL
No. Seal# Truss Name Date
135 T1 4165167 1 MO 1 15/30/181
136 T1 4165,168 1 M02 15/30/18
137, T14165169 I PB1 15/30/18 1
138 1 T1 4165170 1 PB2 16/30/18 1
39 1 T1 41651711 PB3 15/30/18
140 1 T1 4165172 1 PB4 15/30/18 1
141 J T1 4165173 1 RG 1 15/30/18
142 1 T1 4165174 1 VT1 15/30/18 1
2 of 2
Job Truss Truss ype y Ply
T14165133
744031 A01 GABLE 1
Job Reference (optional)
American buiiaers buppiy, winter Haven, I-LdJbt5U 05. 10 6 Mar I I ZU I0 IVI I I UK I I IUUbLl I eb, I I 1G. vveu iviuy ou uu.z I :zo zu io r dye i
ID:pBo2QD04UzF-Agn3M51CIGzTvbv-rsgTdtCAvKPxvHyy?p4nczOLWWVbeBH5ZIrQUIzBOfB
4-1 L4-8-4 -10-41 21,10-4
1 M-61%4 11-1 %6-0 48-6-0 0 4
I12-0-0 A42 _,f_2 2_2_. _0_. 2_
SX6 5x6
6.00 F12
5 86 6 87 7 8
4x6
13
35 34 33
32
3X8 '- 31 30 " 27 25 23 21 1. 17 16 15
4x6
3X6 7x8
ZORI G___ 3x6 = 3x6 7x8
3XG = 3X6 - SX8
4x6 =
Scale: 118"-l'
1-4-2 17-8-
2
0-112-4
2 __
15 2_ _ 2-010-1253-111.14 Z8-,1,1-,142I .-6-0 48-6-0
7-4- 3_._ _ _14 _ _0 _,_ 2_ _ 7-6-4 12-0-0
Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [4:0-1-9,0-0-131, [5:0-3-0,0-2-0], [8:0-3-0,0-2-01, [16:0-3-8, Edge], [19:0-5-12,0-3-41, [29:0-6-12,0-3-41, [41:0-2-0,0-1-121, [45:0-0-10,0-2-81,
46:0-1-11,0-1-01, [48:0-1-11,0-1-01, [50:0-1-11,0-1-01
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES- GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.32 20-22 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.98 Verl(CT) -0.66 21-23 >836 240
BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.20 13 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 M, Wind(LL) 0.27 16-17 >999 240 Weight: 473 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP N0.2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP N0.2 *Except* BOTCHORD Rigid ceiling directly applied.
19-29: 2x4 S P M 31 WEBS 1 Row at midpt 11-19, 41-42
WEBS 2x4 SP No.3 *Except* JOINTS I Brace at Jt(S): 38, 39, 40, 24, 22, 26, 20, 42, 43, 45
4-40,9-40;'2x6SP 240OF 2.OE, 1-31: 2x4 SP No.2
OTHERS 2X4 SP No.3
REACTIONS. All bearings 4-2-0 except at=length) 13=0-8-0.
lb) - Max Horz 35=-403(LC 13)
MaxUplift All uplift 100 lb or less atioint(s) except 35=-470(LC 12), 34=-371 (LC 2),
33=-221 (LC 13), 13=-538(LC 13)
MaxGrav All reactions 250 lb or less atjoint(s) 34 except 35=2044(LC 2), 33=893(LC
27), 13=2383(LC 2)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2509/532, 2-4=-3119/548, 4-5=-1560/391, 5-6=-1385/392, 6-7=-1385/392,
7-8=-1667/468, 8-9=-1838/485, 9-1 1=-4004/824,11-12=-4309/948, 12-13=-4729/1032,
1-35=-1970/453
BOTCHORD 34-35=-196/363, 33-34=-196/363, 32-33=-196/363, 31-32=-306/1070, 30-31=-580/1541,
27-30=-146/2830, 25-27=0/3558, 23-25=0/3558, 21-23=0/3558, 17-21=-72/3152,
16-17=-492/1988, 15-16=-810/4177,13-15=-810/4177,26-29=-99/2462,24-26=-298/999,
22-24=-530/532, 20-2=-4651806,,19-20=-347/1,936
WEBS 31-44=-1003/184, 2-44=-963/177, 2-43=0/744, 29-43=0/743, 29-30=0/1045, 29-42=0/960,
36-42=0/955,17-19=0/891, 19-37 0/1313, 4-36=-1496/291, 36-38=-1 509/292,
38-41=-1477/296, 40-41=-2290/701,39-40=-1 887/602, 37-39=-1942/599, 9-37=-1940/599,
1-45=-351/2246,31-45=-324/2082, 11-19=-552/522, 16-19=-392/1957, 12-16=-506/360
29-31=-192/1859, 5-38-0/479, 8-39=-63/805, 6-40=-285/242, 26-30=-1994/0,
26-27=0/407,24-27=-993/41,17-20=-1682/0, 20-21=-1 1/310, 21-22=-705/118,
7-40--462/126, 41-42=-1 119/470, 42-43=-1 1081451, 43-44=-1 106/446, 44-45=-1043/425,
32-45=-1 179/438
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=6-Opsf; BCDL=6.opsf; h=25ft; Cat. 11; Exp C; Encl., Joaquin Velez PE No.68182
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exteriol-I 0-1-12 to 4-11-15, Interior(l) 4-11-15 to 16-10-4, Exterior(2) MiTek USA, Inc. FIL Cert 6634
16-10-4 to 33-8-9, Interior(l) 33-8-9 to 49-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 6904 Parke East Blvd. Tampa Fl. 33610
plate grip DOL=1.60 Date:
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry May 30,2018GableEndDetailsasapplicable, or consult qualified buildinq desiqw as per ANSIfTPI 1
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED ARTEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE.
Design valid for rise only with Mifek(b connectors. This design Is based only upon parameters shown, and is for an individual building component, not Nil" a truss system. Before use, the building designer must verify ]he applicability of design pafarnoteis and properly incorporate this design into the overall
building design. Bracing indiculed Is to buckling of Individual truss web andfor chord mernbers only. Additional lemporary and permanent bracing MiTek' prevent
is always required for stability and to prevent collapse w[h possible personal injury and property darnage, For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems. se-eANSWIl Quaffly Criteft DSR-89 and BCSI BuffdIng Component 6904 Parke East Blvd.
Safety kdonnatildrovallable from Truss Plate institute, 218 N. Lee Street,,Sulto 312, Alexandtict, VA 22,114. Tampa, FL 33610
Job Truss Truss Type Qt' Ply
T14165133
744031 A01 GABLE I I
Job Reference (optional)
American t3unaers buppiy, , vvinier Haven, V L 338BU u.13u s mar i i 2U1 1:3 MI I OK maU$Tnes, Inc. vvea may ju Ub:21:2b 2U1 b Fage 2
ID:pBo2QD04UzF Agn3M51CIGzTvbv-rsgTdtCAvKPxvHyy?p4nczOLWWVbeBH5ZIrOUlzBOf8
NOTES-
5) All plates are 2 4 MT20 unless otherwise indicated.
6) Gable studs spaced at 1-4-0 oc.
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) Ceiling dead load (5.0 psf) on member(s). 4-36, 36-38, 38-41, 40-41, 39-40, 37-39, 9-37
10) Bottom chord livejoad (40.0.psf) and additional bottom chord dead load (5.0 psf) applied only to room. 26-29, 24-26, 22-24, 20-22, 19-20
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 Ito uplift at joint 35, 371 lb uplift at joint 34, 221 lb uplift at joint 33 and 538
lb uplift at joint 13.
12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and-1/2" gypsum sheetrock be applied directly to the
bottom chord.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
WARNING - Verify design parameters and REAO NOTES ON THIS AND INCLUOED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only vAlh MiTek0 connectors. This design is based only upon parameters shown, and Is for an individual building,coruponent not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into Me, overall
building design. Bracing Indicaled ls to prevent buckling of individual Ituss web and/or chord mernbers only. Addilional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property clarnage. For general guidarice regarding the
fabilcallon. storag . e, delivery, erecfion and bracing of trusses and truss systems. seeANS&VI1 Quaffly Criteria, DSB-89 and BCS1 BuDdIng Component 6904 Farke East Blvd.
Safety Intannationavallable frorn Truss Plate Institute, 218 N. Lee Street, Sulle3l 2, Alexandra, VA 22314. Tampa, FL 33610
Job T ss Truss Type Qty Ply
T14165134
744031 A02 ATTIC 4 1
Job Reference (optional)
Anferican Builders Supply, Winier Haven, FL 33880 8A 30 s Mar i i 20i 8 MiTek industries, Inc. Wed May 30 06:21:28 201a Page 1
ID:pBo2QDQ4UzF-Agn3M516IGzTvbv-FRMbGuE3CFnWmlgXgyjeUEcOpqkXtrZjYFG344dzBOf5
1_4 11-4 6 IQ41 2f-W-4 1 2-10-4 Ll 9-4 1 L4-10-0 0-4-0 4 -10-0 8 6-0
2 2_ 5_ 2 211 2 g. 0_
Scale 11:94 0
6. 00 F1 _2
5x6
2x4 11 5x6
5 so 6 51 7
4x6
7,
14
35 34 33 31 30 28 26 24 23 20 19 18 it 2x4 11 1.5x8 STP
i.5x8 STP 5X8
4X6 -
2x4 11 3x10MT20HS= 6x10 = 3x4 11 6x 10 MT20HS
5x8 MT20HS 11 46 Exio 2x4 11 8x14 2x4 11
3x10
7 14-8-4 17-.8-,6 Z_ 40-' - 125-11-14 8-111-,142Z_i_ 2_6-1
31-94 34-10-0 04-01___ 45-10-0 86-0
1
4-2 7-4-2
1 _ 1 3--1-01-4 i_Tb 2_ 1 4 _ 1 12_,_ '_0_' 0 I i 2_ _0 11
Plate Offsets (X,Y)-- 1:0-3-0,0-1-8],15:0-3-0,0-2-01, [7:0-3-0,0-2-01, 11:0-4-0, Edge], [13:0-8-0, Edge], [14:0-1-4,0-1-81, [21:0-5-820-2-8], [32:0-8-0,0-2-81, [34:0-2-12,0-1 121,
f36:0-3-0,0-1-2]
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (Ioc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.B1 Vert(LL) 0.42 21-22 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.84 22-25 >682 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES, WB 0.82 Horz(CT) 0.37 14 n/a n/a
BCDL 10 0 Code FBC2017fTP12014 Matrix -AS Wind(LL) OA3 19-20 >999 240 Weight: 449 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SO No.2 *Except* TOPCHORD Structural wood sheathing directly applied, except end verticals.
7-11: 2x6 SP No.21 11-14: 2x8 SP 240OF 2.OE BOTCHORD Rigid ceiling directly applied. Except:
BOT CHORD 2x4 SP No.2 *Except*
10-18,36-37: 2x4 SP No.3, 13-16,17-24,24-31: 2x4 SP M 30 WEBS
WEBS 2x4 SP No.3 *Except* JOINTS
8-43,4-43: 2x6 SP 240OF 2.OE, 1-34,16-19: 2x4 SP No.2
OTHERS 2x8 SP 240OF 2.OE
LBR SCAB 11-14 2x8 SP 240OF 2.OE one side
REACTIONS, (lb/size) 35=2255/0-8-0, 14=2203/0-8-0
Max Horz 35=-369(LC 13)
Max Uplift 35=-380(LC 12), 14=-478(LC 13)
Max Grav 35=2485(LC 2), 14=2351 (LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHbRD 1-2=-3027/659,2-4=-382gn961 4-5=-2138/699, 5-6=-1914/671, 6-7=-1914/671,
7-8=-2129/681, 8-9=-3761/806, 9-10-4781/1116, 10-12=-4902/1040, 12-13=-5954/1268,
13-14=-1044/286, 1-35=-2414/609
BOTCHORD 34-35=-184/345, 33-34=-633/1244, 30-33=-126/2641, 28-30=0/3799, 26-28=0/3799,
23-26=0/3799, 20-23=-278/3988, 19-20=-917/3271, 15-16=-.1 074/5583, 13-15=-1 074/5583,
29-32=-432/2949, 27-29=-477/1224, 25-27=-836/179, 22-25=-886/359, 21-22=-714/1119
WEBS 2-34=-1 133/311, 32-33=0/1 151, 32-39=0/1 059, 20-21 =-40/683, 21-40=-27/1078,
4-39=-1 542/310, 39-41 =-I 546/309, 41-43=-1 503/312, 42-43=-1 503/312, 40-42=-1 549/312,
8-40=-1 547/313, 1-34=-464/2705, 2-32=-53/951, 32-34=-416/2136, 5-41 =_1 04/796;
7-42 ' =-89/752, 6-43=-302/231,12-16=-1 476/592, 12-15=0/277, 27-28=-78/306,
29-33=-2206/0, 29-30=-58/625, 27-30=-1651/285, 20-22=-1420/83, 22-23=-154/252,
23-25 644175119-21 =-9231823, 9-19 1 366/187,16-19=-433/3492, 9-16 498/2149,
19-21=-390/iO47
10-0-0 oc bracing: 16-18
1 Row at micipt 12-16, 9-21, 9-19
1 Brace at Jt(s): 41, 42, 43, 25, 27, 29, 22
NOTES-
1) Attached 12-5-4,scab,l 1 to 14, front face(s) 2x8 SP 240OF 2.OE with 2 row(s) of 10d (0.131 'xX) nails spaced 9" o.c.except : starting
I at 7-9-12 from end at joint 1.1, nail 2 row(s) at 2" o.c. for 2-7-13.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10; Vult=140mph (-seconcl gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpj=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-11-15, Interior(l) 4-11-15 to 16-10-4, Exterior(2)
16-10-4 to 33-8-9, Interior(l) 33-8-9 to 48-2-0 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) All plates are MT20 plates unless otherwise indicated.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
Mav 30,2018
4101"'90*2 MT20 unless otherwise indicated.
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK RE FERANCE PAGE M11-7473re, 1010312015 BEFORE USE.
Design valid for use only with MilekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not IMFatrusssystem. Before use, ]he building designer must verify the applicability of design parameters and properly incorporate this design into rho overall
building design. Bracing indicated is to prevent buckling ofindividual truss web andior chord members only. Additional temporary and permanent bracing MiTek' 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. se.eANSW11 Quaffly Cffledd, DSB-89 and BCS1 Buffolbig Component 6904 Parke East Blvd.
Safety Intonnallonavallable from Truss Plate InsfilUte, 218 N. Lee Street. Suite 312, Nexandrict, VA 22,114. Tampa, FL 33610
Job Truss Truss Type QtY Ply
T14165134
744031 A02 ATTIC 4 1
Job Reference (optional)
American Builders Supply, Winter Haven, I'L 33880 8.130 s Mar 11 2018 MI I eK Inclustries, Inc. vvea may Ju ub:21:2b 2u1I3 I -age 2
ID:pBo2QDQ4UzF—Agn3M51CIGzTvbv-FRMbGuE3CFnWmlgXgyeUEcOpqkXtrZjYFG344dzBOt5
NOTES-
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) Ceiling dead load (5.0 psf) on member(s). 4-39, 39-41, 41-43, 42-43, 40-42, 8-40
10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 29-32, 27-29, 25-27, 22-25, 21-22
11) Bearing at joint(s) 14 considers parallel to grain value using ANSIrFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
12) Provide. mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 35 and 478 lb uplift at joint 14.
13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the
bottom chord.
14) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M*7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO conneclors. [his design is based only upoon p arameieis 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 properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual tFUSS web and/or chord members only. Additional lemporary and permanent bracing MiTek'
is always required for stability and to prevent collapse YAM possible personal injury and property damage. For general guidance regarding the
fabrication, storage. deltv e, erection and loracing of trusses and truss system& seeAhmmil Qualffy Cifferld, DSB-89 and BCS1 Bufldbng Component 6904 Parke East Blvd.
Safety btfonnOtionCIVailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. TamPa, FL 33610
Job Truss Truss Type oty Ply
T14165135
744031 A03G ATTIC 5 Job Reference (optional)
Ame r1can uuilciers bupply, winter Haven, -L J.Jb?5U .'. 11. - I I - I .. .. . I., - - 'y . . -
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-4bjtWyJqn5YfUg8goCkuUtGsXgdfEHGQdCWOIHzBOf?
7 4 2 14-8-4 16-110-4 21-10-4 26-10-4 4 34-10 0 4040 45 100 ' 08-r
4-2 7-4-2 2-2-0 5-0-0 5-0-0 2-1-8
2x4 11 5x6
Scale = 1:106.6
6.00 F12 5x6
5 6 7 WO
3x4
4x6
4x4 50
2 3
49
48
5XI 0 4 7 1
3x4
3x4 11
41 43 42
3x1 1
10 7x8
6x1 0 11 11 4x6
12
14-0-0
29 3
14
l
1.5X X, 5XI 4 6
52 63 54 56 56 57 31 5 69 60 6 9
33 30 28 26 6224 63 20 19 is 17
66
35 34 2x4 11 1.5x8 STP
3x10 11 LUS24 5x10
LUS24 7x8 = LUS24 7x8 = 6x6 = 4x1 2 7xg
2x4 11
LUS24 LUS24 LUS24 4x6 §x-8 = LUS24 4x6 7SX8 =
LUS24 LUS24 4x6 LUS24 LUS24
LUS24 LUS24
LUS24 HHUS28-2
14-8-4
7_4_2 7 2s l 1- 14 31 9 4 34 10 0 4040
70
45100 4860
2_ f?'J 12
2 -14 _ , -10 1-11'1'4 2.
Plate Offsets (X,Y)-- 5:0-3-0,0-2-0] [7:0-3-0,0-2-01, [11 -.0-4-0, Edge], [13:0-10-8, Edge], [16:0-2-8,0-4-41, [20:0-3-0,0-3-12], [21:0-5-8,0-2-81, 32:0-5-8,0-2-8j, [3b:0-b-410-0-14j,
36:0-1-9,0-1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP
TCILL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(I-L) -0.31 23-26 >999 360 MT20' 244/190
TCDL -11.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.58 23-26 >995 240
BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.29 14 n/a n/a
BCDL 11.0 Code FBC2017/TP12014 Matrix MS Wind(LIL) 0.37 17 >999 240 Weight: 2437 lb FT = 20%
LIUMBER- BRACING-
TOPCHORD 2x6 SP N0.2 *Except* TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
5-7: 2x4 SP No.2, 11-14: 2x8 SP 240OF 2.OE except end verticals.
BOTCHORD 2x8 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except:
10-18,36-37:2x4SPNo.3.13-16:2x6SP240OF2.OE 6-0-0 oc bracing: 16-18
37-38,21-32: 2x4 SP No.2 JOINTS 1 Brace at 41, 42, 43, 25, 27, 29, 22
WEBS 2x4 SP No.3 *Except*
8-43,4-43: 2x6 SID No.2, 1-35: 2x8 SP No.2, 1-34,16-19: 2x4 SP No.2
REACTIONS. (Ilb/size) 35-1) 4379/0-8-0,14=7830/0-8-0
Wax Horz 35=-368(LC 29)
Max Uplift 35=-4293(LC 8), 14=-2706(LC 9)
FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
TOPCHORD 1-,2=-16548/5027, 2-4=-17344/5744, 4-5=-5257/1792, 5-6=-4655/1611, 6-7=-4654/1610,
7-8=-5267/1771, 8-9=-15767/5272, 9-10=-18811/6629, 10-12=-18979/6538,
12-13=-22856/7841, 13-14=-3492/1237, 1-35=-13420/4034
BOTCHORD 34-35=-410/997, 33-34=-3036/10814, 30-33=-3906/14235, 28-30=-4863/17070,
26-28=-4863/17070, 23-26=-4863/17070, 20-23=-5586/15967, 19-20=-5353/12195,
18-19---589/1794,15-16=-7136/21222, 13-15=-7136/21222,29-32=-2629/5270I
27-29=-1'369/1368, 25-27--2398/269,22-25=-1618/1101, 21-22=-1047/3952
WEBS 2-34=-3Q72/1217, 32-33=-1460/4516, 32-39=-1427/4723, 20-21=-209715991,
21-40=-1537/4494, 4-39=-10552/3746, 39-41=-10559/3749, 41-43=-10376/3701,
42-43=-1 0377/3701, 40-42=-1 0561/3754, 8-40=-1 0554/3753, 1-34=-4317/14135,
2-32=-517/1012, 32-34--2178/4400, 5-41 =-805/2541, 7-42=-775/2515, 6-43=-476/293,
12-16=-5062/1906,12-15=-425/1588, 25-26=-4128/687, 27-28=-711/1294,
29-33=-4591/1371, 29-30=-535/1419, 27-30=-3753/1785, 20-22=-4715/796,
22-23=-364/1452, 23-25=-1868/997, 9-21 =- 1128/2634, 9-19=-4610/1154,
16-19=-4202/13185, 9-16=-2319/6494, 19-21 =-972/31 00
NOTES-
1) 5-ply truss to be connected together with 1 Od (0. 131 "xX) nails as follows:
Top chordsdonnected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-8-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-9 oc-
Webs connected as follows: 2x4 - .1 row at 0-9-0 oc, Except member 40-20 2x4 - 1 row at 0-6-0 oc, 2x6 - 2 rows staggered at 0-9-0 Joaquin Velez PE No.68182
0 cm I I MiTek USA, Inc. FL Cart 6634
Attach TC&BC w/1/2" clam. bolts(ASTM A-307) in the center of the member wtwashers at 4-0-0 oc. 6904 Parke EastBlvd. Tampa FL 33610
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 Date:
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. May
1
30,,2018
wARAfwa - verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE M11-7473 rev. 10103)2015 BEFORE USE.
Design valid for use only vAlf) MilekO connectors. Ihis design is based only upon parameters shown. and is for an individual building component not
a truss system. Before use, the bulldinqclesigner inust verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated isto prevent buckling ofindividual trussweband/or chord mernbers only. Addilion(illeryiporarycndpoiff arienitAj,-ing MiTek'
is always required for stability and to prevent collapse ,Mh ,ble personal injury and property damage. For general guidance regarding the
falb0cation, storage. delivery, erection and bracin m s, seeANXMI1 QualflyCrilterld, DSB-89 and BCSIBulding Component 6904 Parke East Blvd.
g0ftrUSSeSCJndtR1SSSYsIe
Sofstyintagnoilionavallalble from Truss Plate Institute, 218 N. Lee street. Sdle312. PJexandrla, VA 22,314. TaMpaT FL 33610
Job Truss Truss Type Qty Ply
T14165135
744031 A03G ATTIC 1
5 Job Reference (optional)
American Builders supply, Winter Haven, F-L 3388U u.iju s ivar 1 1 ZUR5 MI I eK MULISIrle6, 111G. VVeU IVIUY JU UD:,f I * 50ZU10 rdYe
ID:pBo2QDQ4UzF-Agn3M5lCiGzTvbv-YoHFkIJSYPgW6pjtawG704plGYzuzkWassGyqjzBOf-
NOTES-
4) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end
zone; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are 3x6 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and
any other members.
9) Ceiling dead load (5.0 pst) on member(s). 4-39, 39-41, 41-43, 42-43, 40-42, 8-40
10) Bottom chord live load (4b.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 29-32, 27-29, 25-27, 22-25, 21-22
11) Bearing at joint(s),14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4293 lb uplift at joint 35 and 2706 lb uplift at joint 14.
13) Load case(s) 1, 2, 3, 4, 5, 6, 7; 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37 has/have been modified.
Building designer must review loads to verify that they are correct for the intended use of this truss.
14) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 28-0-12 to
connect truss(es) to.front face of bottom chord.
15) Use Simpson Strong -Tie HHUS28-2 (22-1 Od Girder, 8-10d Truss, Single Ply Girder) or equivalent at 28-11-12 from the left end to connect truss(es) to front face of bottom
chord.
16) Fill all nail holes where hanger is in contact with lumber.
17) Hanger (s) of other connection device(s) shall be provided sufficient to support concentrated load(s) 549 Ito down and 238 In up at 0-3-10, 539 lb down and 248 lb up at
2-0-12, 539 lb down and 248 lb up at 4-0-12, 539 lb down and 248 lb up at 6-0-12, 539 lb down and 248 lb up at 8-0-12, and 539 lb down and 248 lb up at 10-0-12, and
2067 lb down and 859 lb up at 12-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others.
18) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASIE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 5-51=-62, 5-7=-62, 7-13=-62, 13-14=-87, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-10
Concentrated Loads (lb)
Vert: 3=-499 31 =-626(F) 20=-3294(F) 1 =-534 23=-630(F) 47=-499 48=-499 49=-499 50=-499 51 =-2027 52=-626(F) 53=-626(F) 54=-626(F) 55=-626(F) 56=-626(F)
57=-626(F) 58=-626(F) 59=-626(F) 60=-626(F) 61 =-630(F) 62=-630(F) 63=-630(F)
Trapezoidal Loads (pit)
Vert: 1=-132-to-51=-62
2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 5-51 =-52, 5-7=-52, 7-13=-52, 13-14=-77, 18-35=-22, 17-18=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92, 4-8=-1 0
Concentrated Loads (lb)
Vert: 3=-435 31 =-518(F) 20=-3007(F) 1=-464 23=-520(F) 47=-435 48=-435 49=-435 50=-435 51=-1 770 52=-518(F) 53=-518(F) 54=-518(F) 55=-518(F) 56=-518(F)
57=-518(F) 58=-518(F) 59=-518(F) 60=-518(F) 61=-520(F) 62=-520(F) 63=-520(F)
Trapezoidal Loads (pit)
Vert: 1=-122-to-51=-52
3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1,25
Uniform Loads (pit)
Vert: 5-51=-22, 5-7=-22, 7-13=-22, 13-14=-47, 18-35=-42, 17-18=-42, 16-44=-42, 22-32=-32, 21-22=-32, 4-8=-10
Concentrated Loads (Jb)
Vert: 3=-363 31=-302(F) 20=-2450(F) 1 =-374 23=-297(F) 47=-363 48=-363 49=-363 50=-363 51 =-1482 52=-302(F) 53=-302(F) 54=-302(F) 55=-302(F) 56=-302(F)
57=-302(F) 58=-302(F) 59=-302(F) 60=-302(F) 61 =-297(F) 62=-297(F) 63=-297(F)
Trapezoidal Loads (pit)
Vert: 1=-92-to-51=-22
4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51=6, 5-7=48, 7-13=25, 13-14=12, 18-35=-12, 17-18=-12, 16-44=-12, 22-32=-18, 21-22=-18, 4-8=-6
Harz: 1-5=-18, 7-14=37
Concentrated Loads (Ilb)
Vert: 3=221 31 =209(F) 20=1 704(F) 1 =226 23=215(F) 47=221 48=221 49=221 50=221 51 =832 52=209(F) 53=209(F)
54=209(F) 55=209(F) 56=209(F) 57=209(F) 58=209(F) 59=209(F) 60=209(F) 61 =215(F) 62=215(F) 63=215(F)
Trapezoidal Loads (pit)
Vert: 1=-64-to-51=6
Dead + 0.6 IMWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51=25, 5-7=48, 7-13=6, 13-14=-7, 18-35=-12, 17-18=-12, 16-44=-12, 22-32=-18, 21-22=-18, 4-8=-6
Horz: 1-5=-37. 7-14=18
Concentrated Loads (lb) .
Vert: 3=202 31 =209(F) 20=1 704(F) 1 =219 23=215(F) 47=202 48=202 49=202 50=202 51 =813 52=209(F) 53=209(F)
54=209(1) 55=209(F) 56=209(F) 57=209(F) 58=209(F) 59=209(F) 60=209(F) 61=215(F) 62=21 5fl 63=215(F)
Trapezoidal Loads (pit)
Vert: 1=-45-to-51=25
6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51 =-21, 5-7=21, 7-13=-2, 13-14=-27, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-1 0
Horz: 1-5=-1, 7-14=20
Concentrated Loads (lb)
Vert: 3=248 31 =219(F) 20=1 714(F) 1=238 23=225(F) 47=248 48=248 49=248 50=248 51=859 52=219(F) 53=219(F)
54=219(F) 55=219(F) 56=219(F) 57=219(F) 58=219(F) 59=219(F) 60=219(F) 61=225(F) 62=225(F) 63=225(F)
Trapezoidal Loads (plf)
Vert: 1=-92-to-51=-21
7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
on nine
WARNING - Verify design parameters and READ NOTES ON THIS AND MCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(9 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 i nusi verify the applicability of design parameters and properly incorporate this design into the overall
to buckling individual truss and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated is prevent of web
is always required for stability and to prevent collapse with possible personal injury and properly darnage. rot _general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery. erection and bracing Of tRIWS and truss Systems, se-e-AArSYMIF aualoy Crftda, DSB-SP and BCS1 BuIldIng Component Tampa, FL 33610SafetyhiffafmatimrvailablefromIf= Plate Institute, 218 N. Lee, Street, Suite 312. AleXandria, VA 22,114.
Job Truss Truss Type QtY , Ply
T14165135
744031 A03G ATTIC 1
5' Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:21:35 2018 Page 3
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-YoHFkIJSYPgW6pjtawG704piGYzuzkWassGyqjzBOf-
LOAD CASE(S) Standard
Uniform Loads (pit)
Vert: 5-51=-2, 5-7=21, 7-13=-21, 13-14=-46, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-10
Horz: 1-5=-20, 7-14=1
Concentrated Loads (lb)
Vert: 3=229 31=219(F) 20=1714(F) 1=231 23=225(F) 47=22948=22949=229 50=229 51=840 52=219(F) 53=219(F) 54=219(F) 55=219(F) 56=219(F) 57=219(F)
58=219(F) 59=219(F) 60=219(F) 61 =225(F) 62=225(F) 63=225(F)
Trapezoidal Loads (plf)
Vert: 1=-73-to-51=-2
8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pif)
Vert: 5-51=48,5-7=22, 7-13=22, 13-14=9, 18-35=-12, 17-18=-12, 16-44=-12,22-32=-18, 21-22=-18, 4-8=-6
Horz: 1-5=-60, 7-14=34
Concentrated Loads (lb)
Vert: 3-178 31 =209(F) 20=1 704(F) 1 =210 23=215(F) 47=1 78 48=1 78 49=1 78 50=1 78 51 =789 52=209(F) 53=209(F) 54=209(F) 55=209(F) 56=209(F) 57=209(F)
58=209(F) 59=209(F) 60=209(F) 61 =215(F) 62=215(F) 63=215(F)
Trapezoidal Loads (plf)
Vert: 1=-22-to-51=48
9) Dead + 0.6 MWFRS Wind (Pos- Internal) 2nd Parallel: Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plf)
Vert: 5-51=22, 5-7=22, 7-13=48,13-14=35, 18-35=-12, 17-18=-12, 16-44=-12, 22-32=-18,21-22=-18, 4-8=-6
Horzi 1-5=-34, 7-14=60
Concentrated Loads (lb)
Vert: 3=204 31 =209(F) 20=1 704(F) 1 =220 23=215(F) 47=204 48=204 49=204 50=204 51 =816 52=209(F) 53=209(F) 54=209(F) 55=209(F) 56=209(F) 57=209(F)
58=209(F) 59=209(F) 60=209(F) 61=215(F) 62=215(F) 63=215(F)
Trapezoidal Loads (pit)
Vert: 1=-48-to-51=22
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate lnerease=1.60
Uniform Loads (plf)
Vert: 5-51 =48, 5-7=22, 7-13=22, 13-14=9, 18-35=-1 2, 17-18=-1 2, 16-44=-1 2, 22-32=-1 8, 21-22=-1 8, 4-8=-6
Horz: 1-5=-60, 7-14=34
Concentrated Loads (lb)
Vert: 3=1 78 31 =209(F) 20=1 704(F) 1 =210 23=215(F) 47=1 78 48=1 78 49=1 78 50=1 78 51 =789 52=209(F) 53=209(F) 54=209(F) 55=209(F) 56=209(F) 57=209(F)
58=209(F) 59=209(F) 60=209(F),61 =215(F) 62=215(F) 63=215(F)
Trapezoidal Loads (pit)
Vert: 1 =-22-to-51 =48
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51 =22, 5-7=22, 7-13=48, 13-14=35, 18-35=- 12, 17-18=- 12, 16-44=- 12, 22-32=- 18, 21-22=-1 8, 4-8=-6
Horz: 1-5=-34, 7-14=60
Concentrated Loads (1b)
Vert: 3=204 31 =209(F) 20=1 704(F) 1 =220 23=215(F) 47=204 48=204 49=204 50=204 51 =816 52=209(F) 53=209(F) 54=209(F) 55=209(F) 56=209(F) 57=209(F)
58=209(F) 59=209(F) 60=209(F) 61 =215(F) 62=215(F) 63=215(F)
Trapezoidal Loads (plf)
Vert: 1 =-48-to-51 =22
12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Unforrn Loads (pit)
Vert: 5-51=21, 5-7=-5, 7-13=-5,13-14=-30, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-10
Horz: 1-5=-43,7-14=17
Concentrated Loads (11b)
Vert: 3=206 31 =219(F) 20=1 714(F) 1 =222 23=225(F) 47=206 48=206 49=206 50=206 51 =817 52=219(F) 53=219(F)
54=219(F) 55=219(F) 56=219(F) 57=219(F) 58=219(F) 59=219(F) 60=219(F) 61=225(F) 62=225(F) 63=225(F)
Trapezoidal Loads (plf)
Vert: 1=-49-to-51=21
13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-51 =-5, 5-7=-5, 7-13=21, 13-14=-4, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-1 0
Horz: 1-5=-17, 7-14=43
Concentrated Loads (lb)
Vert: 3=232 31=219(F) 20--1714(F) 1=232 23=225(F) 47=232 48=232 49=232 50=232 51=843 52=219(F) 53=219(F)
54=219(F) 55=219(F) 56=219(F) 57=219(F) 58=219(F) 59=219(F) 60=219(F) 61 =225(F) 62=225(F) 63=225(F)
Trapezoidal Loads (plf)
Vert: 1=-75-to-51=-5
14) Dead + Uninhalb. Attic Storage + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 5-51 =-22, 5-7=-22, 7-13=-22, 13-14=-47, 18-35=-22, 17-18=-22, 16-44=-22, 29-32=-1 12, 22-29=-1 12, 21-22=-1 12,
4-8=-10
Concentrated Loads (lb)
Vert: 3=-244 31 =-1 94(F) 20=-1 801 (F) 1 =-255 23=-1 92(F) 47=-244 48=-244 49=-244 50=-244 51 =-998 52=-1 94(F)
53=-194(F) 54=-194(F) 55=-194(F) 56=-104(F) 57=-194(F) 58=-194(F) 59=-194(F) 60=-194(F) 61=-192(F) 62=-192(F)
63=-192(F)
Trapezoidal Loads (plf)
Vert: 1 =-92-to-51 =-22
15) Dead + Uninhabitable Attic Storage: Lumber Increase=1.00, Plate Increase=1.00
nntinijprl nn
WARNING- Verify design parameters and READ NOTES ON THIS AND iNCLUDED urrEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE.
Design valid for use only With Mf1ek8 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
design. Bracing Indicated is to [Aickling of individual truss Web and/or chord members only, Additional temporary (Ind permanent U.Ing MiTek' building prevent
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 tftjsses and truss systems. s9eANS&VII Quaffly Ctiferld, DS949 and BCS1 Building Componont 6904 Parke East Blvd.
Tampa, FL 33610SalotyInformatildnavailaHefromTnasPlateInstitute, 218 N. Lee Street, Suite 312. Nexandila, VA 22314.
1
Job Truss Truss Type oty , Ply
T14165135
744031 A03G, ATTIC 1
5 Job Reference (optional)
American Builders bupply, Winter Haven, F-1- 33880 b.iju s ar I I ZVI U Mi I eK inuustries, inc. vveu may ou uo:z i:oo zu io rdyv
I D:pBo2QDQ4UzF-Agn3M51CIGzTvbv-YoHFkIJSYPgW6pjtawG704p1 GYzuzkWassGyqjzBOf-
LOAD CASE(S) Standard
Uniform Loads (pit)
Vert: 5-51=-22, 5-7=-22, 7-13=-22, 13-14=-47, 18-35=-22, 17-18=-22, 16-44=-22, 29-32=-112, 22-29=-112, 21-22=-112, 4-8=-10
Concentrated Loads (lb)
Vert: 3=-24431=-194(F) 20=-1801(F) 1=-25523=-192(F)47=-24448=-24449=-244 50=-244 51=-99852=-194(F) 53=-194(F) 54=-194(F) 55=-194(F) 56=-194(F)
57=-194(F) 58=-194(F) 59=-194(F) 60=-194(F) 61=-192(F) 62=-192(F) 63=-192(F)
Trapezoidal Loads (pit)
Vert: 1=-92-to-51=-22
16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
lVert: 5-51=-52, 5-7=-20, 7-13=-37, 13-14=-62, 18-35=-22, 17-18=-22, 16-44=-22,29-32=-92, 22-29=-92, 21-22=-92, 4-8=-10
Horz: 1-5=-O, 7-14=15
Concentrated Loads (11b)
Vert: 3=1 52 31 = , 137(F) 20=859(F) 1=142,23=142(F) 47=152 48=152 49=152 50=152 51=393 52=137(F) 53=137(F) 54=137(F) 55=137(F) 56=137(F) 57=137(F)
58=137(F) 59=137(F) 60=137(F) 61=142(F) 62=142(F) 63=142(F)
Trapezoidal Loads (pit)
Verl: 1=-122-to-51=-52
17) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhalb. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51=-37, 5-7=-20, 7-13=-52, 13-14=-76,18-35=-22, 17-18=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92, 4-8=-1 0
Horz: 1-5=-15, 7-14=0
Concentrated Loads (lb)
Vert: 3=1 37 31 =1 37(F) 20=859(F) 1 =1 36 23=1 42(F) 47=1 37 48=1 37 49=1 37 50=1 37 51=379 52=1 37(F) 53=1 37(F) 54=1 37(F) 55=1 37(F) 56=1 37(F) 57=1 37(F)
58=137(F) 59=137(F) 60=137(F) 61=142(F) 62=142(F) 63=142(F)
Trapezoidal Loads (pit)
Vert: 1=-108-to-51=-37
18) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 5-51=-20,5-7=-39, 7-13=-39,13-14=-64,18-35=-22,17-18=-22, 16-44=-22,29-32=-92,22-29=-92,21-22=-92, 4-8=-10
Horz: 1-5=-32, 7-14=13
Concentrated Loads (lb)
Vert: 3=1 20 31 =1 37(F) 20=859(F) 1 =1 29 23=1 42(F) 47=1 20 48=1 20 49=1 20 50=1 20 51 =361 52=1 37(F) 53=1 37(F) 54=1 37(F) 55=1 37(F) 56=1 37(F) 57=1 37(F)
58=1 37(F) 59=1 37(F) 60=1 37(F) 61 =1 42(F) 62=1 42(F) 63=1 42(F)
Trapezoidal Loads (pit)
Veit: 1=-90-to-51=-20
19) Dead + 075 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg- Int) 2nd Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 5-51 =-39, 5-7=-39, 7-13=-20, 13-14=-44,18-35=-22, 17-18=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92, 4-8=-10
Horz: 1-5=-1 3, 7-14=32
Concentrated Loads (11b)
Vert: 3=1 39 31 =1 37(F) 20=859(F) 1 =1 37 23=1 42(F) 47=1 39 48=1 39 49=1 39 50=1 39 51 =381 52=1 37(F) 53--'l 37(F) 54=1 37(F) 55=1 37(F) 56=1 37(F) 57=1 37(F)
58=137(F) 59=137(F) 60=137(F) 61=142(F) 62=142(F) 63=142(F)
Trapezoidal Loads (Pit)
Vert: I =- 11 0-to-51 =-39
20) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 5-51=-62,5-7=-62, 7-13=-22, 13-14=-47, 18-35=-22, 17-18=-22, 16-44=-22,22-32=-32, 21-22=-32, 4-8=-10
Concentrated Loads (11b)
Vert: 3=-499 31 =-626(F) 20=-3294(F) 1 =-534 23=-630(F) 47=-499 48=-499 49=-499 50=-499 51 =-2027 52=-626(F)
53=-626(F) 54=-626(F) 55=-626(F) 56=-626(F) 57=-626(F) 58=-626(F) 59=-626(F) 60=-626(F) 61 =-630(F) 62=-630(F)
63=-630(F)
Trapezoidal Loads (pit)
Vert: 1=-132-to-51=-62
21) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 5-51=-22, 5-7=-62, 7-13=-62, 13-14=-87, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-10
Concentrated Loads (1b)
Vert: 3=-539 31 =-626(F) 20=-3294(F) 1 =-549 23=-630(F) 47=-539 48=-539 49=-539 50=-539 51 =-2067 52=-626(F)
53=-626(F) 54=-626(F) 55=-626(F) 56=-626(F) 57=-626(F) 58=-626(F) 59=-626(F) 60=-626(F) 61 =-630(F) 62=-630(F)
63=-630(F)
Trapezoidal Loads (pit)
Vert: 1=-92-to-51=-22
22) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.25, Plate
lncrease 1.25
Uniform Loads (pit)
Vert: 5-51=-52, 5-7=-52, 7-13=-22, 13-14=-47, 18-35=-22, 17-18=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92,
4-8=-10
Concentrated Loads (lb)
Vert: 3=-435 31 =-518(F) 20=-3007(F) 1 =-464 23=-520(F) 47=-435 48=-435 49=-435 50=-435 51 =-1 770 52=-518(F)
53=-518(F) 54=-518(F) 55=-518(F) 56=-518(F) 57=-518(F) 58=-518(F) 59=-518(F) 60=-518(F) 61 =-520(F) 62=-520(F)
63=-520(F)
Trapezoidal Loads (pit)
Vert: 1=-122-to-51=-52
WARNING- Verify d..Iqnparalneters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015BEFORE USE.
Design valid for use only with MileV8 connectors. lhis design is based only upon parameters shown. and is for an Individual building component, nor
a truss system. Before use, the building designer must verify the aWlicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of inclividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property clarnage. For general guidance regarding [he
fabilcation, storage. delivery, erection and bfacing of tnisses and FILMS Systems, Se-eANSLIM11 Quality CrillediM DSB-89 and BCSI Sulding Component 6904 Parke East Blvd.
Safety Informatlarlavailalble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Nexcinclita, VA 22,314. Tampa, FL 33610
Job Truss Truss Type Qty Ply
T14165135
744031 A03G ATTIC 1
5 Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s mar 11 2018 mi i eK industries, Inc. vvea may ju M21:ZJb 2U1b Page :)
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-YoHFkIJSYPgW6pjtawG704piGYzuzkWassGyqjzBOt-
LOAD CASE(S) Standard
3) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber lncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 5-51 =-22, 5-7=-52, 7-13=-52, 13-14=-77, 18-35=-22, 17-18=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92, 4-8=-1 0
Concentrated Loads (lb)
Vert: 3=-465 31 =-518(F) 20=-3007(F) 1 =-475 23=-520(F) 47=-465 48=-465 49=-465 50=-465 51 =-1800 52=-518(F) 53=-518(F) 54=-518(F) 55=-518(F) 56=-51 8(F)
57=-518(F) 58=-518(F) 59=-518(F) 60=-518(F) 61=-520(F) 62=-520(F) 63=-520(F)
Trapezoidal Loads (plf)
Vert: 1--92-to-51=-22
24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-51=6, 5-7=48, 7-13=25, 13-14=12, 18-35=-12, 17-18=-12, 16-44=-12, 22-32=-18, 21-22=-18, 4-8=-6
Horz: 1-5=-18, 7-14=37
Concentrated Loads (lb)
Vert: 3=-248 31=-30(F) , 20=-1 641 (F) 1 =-242 23=-25(F) 47=-248 48=-248 49=-248 50=-248 51 =-927,52=-30(F) 53=-30(F) 54=-30(F) 55=-30(F) 56=-30(F)
57=-30(F) 58=-30(F) 59=-30(F) 60=-30(F) 61 =-25(F) 62=-25(F) 63=-25(F)
Trapezoidal Loads (plf)
Vert: 1=-64-to-51=6
25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51=25, 5-7=48, 7-13=6, 13-14=-7, 18-35=-12, 17-18=-12, 16-44=-12, 22-32=-18, 21-22=-18, 4-8=-6
Horz: 1-5=-37. 7-14=18
Concentrated Loads (1b)
Vert: 3=-267 31 =-30(F) 20=-1 641 (F) 1 =-250 23=-25(F) 47=-267 48=-267 49=-267 50=-267 51 =-946 52=-30(F) 53=-30(F) 54=-30(F) 55=-30(F) 56=-30(F)
57=-30(F) 58=-30(F) 59=-30(F) 60=-30(F) 61 =-25(F) 62=-25(F) 63=-25(F)
Trapezoidal Loads (pit)
Vert: 1 =-45-to-51 =25
26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Veil: 5-51=-21, 5-7=21, 7-13=-2,13-14=-27, 18-35=-22,17-18=-22,16-44=-22, 22-32=-32, 21-22=-32, 4-8=-10
Horz: 1-5=-1, 7-14=20
Concentrated Loads (lb)
Vert: 3=-220 31=-20(F) 20=-1631 (F) 1=-230 23=-15(F) 47=-220 48=-220 49=-220 50=-220 51=-900 52=-20(F) 53=-20(F) 54=-20(F) 55=-20(F) 56=-20(F)
57=-20(F) 58=-20(F) 59=-20(F) 60=-20(F) 61 =-1 5(F) 62=-1 5(F) 63=-1 5(F)
Trapezoidal Loads (plf)
Vert: 1 =-92-to-51 =-21
27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pif)
Vert: 5-51 =-2, 5-7=21, 7-13=-21, 13-14=-46, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-1 0
Horz: 1-5=-20, 7-14=1
Concentrated Loads (lb)
Vert: 3=-239 31 =-20(F) 20=-1 631 (F) 1 =-238 23=-1 5(F) 47=-239 48=-239 49=-239 50=-239 51 =-919 52=-20(F) 53=-20(F) 54=-20(F) 55=-20(F) 56=-20(F)
57=-20(F) 58=-20(F) 59=-20(F) 60=-20(F) 61 =-1 5(F) 62=-1 5(F) 63=-1 5(F)
Trapezoidal Loads (plf)
Vert: 1=-73-lo-51=-2
28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-51 =48, 5-7=22, 7-13=22, 13-14=9,18-35=-1 2, 17-18=-1 2, 16-44=-1 2, 22-32=-1 8, 21-22=-1 8, 4-8=-6
Horz: 1-5=-60, 7-14=34
Concentrated Loads (lb)
Vert: 3=-290 31 =-30(F) 20=-1 641 (F) 1 =-259 23=-25(F) 47=-290 48=-290 49=-290 50=-290 51 =-970 52=-30fl 53=-30(F)
54=-30(F) 55=-30(F) 56=-30(F) 57=-30(F) 58=-30(F) 59=-30(F) 60=-30(F) 61 =-25(F) 62=-25(F) 63=-25(F)
Trapezoidal Loads (pit)
Vert: 1=-22-to-51=48
29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Inctease=1.60, Plate Incfease=1.60
Uniform Loads (pit)
Vert: 5-51=22, 5-7=22, 7-13=48, 13-14=35, 18-35=-12, 17-18=-12, 16-44=-12, 22-32=-18, 21-22=-18, 4-8=-6
Horz: 1-5=-34, 7-14=60
Concentrated Loads (lb)
Vert: 3=-264 31 =-30(F) 20=-1 641 (F) 1 =-249 23=-25(F) 47=-264 48=-264 49=-264 50=-264 51 =-943 52=-30(F) 53=-30(F)
54=-30(F) 55=-30(F) 56=-30(F) 57=-30(F) 58=-30(F) 59=-30(F) 60=-30(F) 61 =-25(F) 62=-25(F) 63=-25(F)
Trapezoidal Loads (plf)
Vert: 1 =-48-to-51 =22
30) Reversal: Dead +.0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber ncrease=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51=48, 5-7=22, 7-13=22, 13-14=9, 18-35=-12, 17-18=-12, 16-44=-12, 22-32=-18, 21-22=-18, 4-8=-6
Harz: 1-5=-60, 7-14=34
Concentrated Loads (lb)
Vert: 3=-290 31=-30(F) 20=-1641(F) 1=-259 23=-25(F) 47=-290 48=-290 49=-290 50=-290 51=-970 52=-30(F) 53=-30(F)
54=-30(F) 55=-30(F) 56=-30(F) 57=-30(F) 58=-30(F) 59=-30(F) 60=-30(F) 61=-25(F) 62=-25(F) 63=-25(F)
Trapezoidal Loads (plf)
Vert: 1=-22-to-51=48
31) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51=22,5-7=22, 7-13=48,13-14=35,18-35=-12, 17-18=-12,16-44=-12,22-32=-18,21-22=-18, 4-8=-6
Horz: 1-5=-34, 7-14=60
nntimirwi nn nqnp.
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MilekO connectors. This design is based only upon pxamelers shown. and is for an individual building component. not
0 IMSS SySleln. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall
individual Iruss members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated Is to prevent buckling of web and/or chord
is always required for stability and to prevent collapsevAlh possible personal injury and property damage. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery. erection and bracing of trusses and truss systems. seeAAMMII Quaffly Ciffaft DSB-89 and BCSIBufldhug Component Tamp", FL 33610SafetykdonnatioriavallaNefromTrussPlaleInstitute. 218 N. Lee Street-Sulle 312, Alexandria, VA 22314.
Job Truss Truss Type City Ply
T14165135
744031 A03G ATTIC 1 5 Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:21:35 2018 Page 6
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-YoHFkIJSYPgW6pjtawG704p1 GYzuzkWassGyqjzBOf-
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-264 31=-30(F) 20=-1641(F) 1=-249 23=-25(F) 47=-264 48=-264 49=-264 50=-264 51=-943 52=-30(F) 53=-30(F) 54=-30(F) 55=-30(F) 56=-30(F)
57=-30(F) 58=-30(F) 59=-30(F) 60=-30(F) 61 =-25(F) 62=-25(F) 63=-25(F)
Trapezoidal Loads (pit)
I
Vert: 1 =-48-to-51 =22
32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51 =21, 5-7=-5, 7-13=-5, 13-14=-30, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-1 0
Horz: 1-5=-43, 7-14=1 7
Concentrated Loads (lb)
Vert: 3=-263 31=-20(F) 20=-1631(F) 1=-247 23=-15(F) 47=-263 48=-263 49=-263 50=-263 51=-942 52=-20(F) 53=-20(F) 54=-20(F) 55=-20(F) 56=-20(F)
57=-20(F) 58=-20(F) 59=-20(F) 60=-20(F) 61 =-1 5(F) 62=-1 5(F) 63=-1 5(F)
Trapezoidal Loads (pit)
Vert: 1=-49-to-51=21
33) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51=-5, 5-7=-5, 7-13=21, 13-14=-4, 18-35=-22, 17-18=-22, 16-44=-22, 22-32=-32, 21-22=-32, 4-8=-10
Horz: 1-5=-17. 7-14=43
Concentrated Loads (lb)
Vert: 3=-237 31 =-20(F) 20=-1 631 (F) 1 =-237 23=-1 5(F) 47=-237 48=-237 49=-237 50=-237 51 =-916 52=-20(F) 53=-20(F) 54=-20(F) 55=-20(F) 56=-20(F)
57=-26(F) 58=-20(F) 59=-20(F) 60=-20(F) 61 =-1 5(F) 62=-1 5(F) 63=- 1 5(F)
Trapezoidal Loads (pit)
Vert: 1 =-75-to-51 =-5
34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhalb. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber lncrease=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 5-51=-52, 5-7=-20, 7-13=-37,13-14=-62,18-35=-22,17-1 8=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92, 4-8=-1 0
Horz: 1-5=-O, 7-14=15
Concentrated Loads (lb)
Vert: 3=-362 31 =-306(F) 20=-2435(F) 1 =-391 23=-305(F) 47=-362 48=-362 49=-362 50=-362 51 =-I 379 52=-306(F) 53=-306(F) 54=-306(F) 55=-306(F) 56=-306(F)
57=-306(F) 58=-306(F) 59=-306(F) 60=-306(F) 61=-305(F) 62=-305(F) 63=-305(F)
Trapezoidal Loads (pit)
Vert: 1=-122-to-51=-52
35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right); Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 5-51 =-37, 5-7=-20, 7-13=-52, 13-14=-76, 18-35=-22, 17-18=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92, 4-8=- 10
Horz: 1-5=-15, 7-14=0
Concentrated Loads (1b)
Vert: 3=-376 31 =-306(F) 20=-2435(F) 1 =-396 23=-305(F) 47=-376 48=-376 49=-376 50=-376 51 =-1 393 52=-306(F) 53=-306(F) 54=-306(F) 55=-306(F) 56=-306(F)
57=-306(F) 58=-306(F) 59=-306(F) 60=-306(F) 61=-305(F) 62=-305(F) 63=-305(F)
Trapezoidal Loads (pit)
Vert: 1=-108-to-51=-37
36) Reversal: Dead+0.75 RoofLive (bal.)+0.75 Uninhab. Attic Storage+ 0.75 Attic Floor+0.75(0.6 MWFRSWind(Neg. Int) Ist Parallel): Lumber Increase= 1 .60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 5-51 =-20, 5-7=-39, 7-13=-39, 13-14=-64,18-35=-22, 17-18=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92,
4-8=-10
Horz: 1-5=-32, 7-14=1 3
Concentrated Loads (lb)
Vert: 3=-394 31 =-306(F) 20=-2435(F) 1 =-403 23=-305(F) 47=-394 48=-394 49=-394 50=-394 51 =-1 411 52=-306(F)
53=-306(F) 54=-306(F) 55=-306(F) 56=-306(F) 57=-306(F) 58=-306(F) 59=-306(F) 60=-306(F) 61 =-305(F) 62=-305(F)
63=-305(F)
Trapezoidal Loads (pit.)
Vert: 1 =-90-to-51 =-20
37) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd
Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-51 =-39, 5-7=-39, 7-13=-20, 13-14=44,18-35=-22,17-18=-22, 16-44=-22, 29-32=-92, 22-29=-92, 21-22=-92,
4-8=-10
Horz: 1-5=-13, 7-14=32
Concentrated Loads (lb)
Vert: 3=-374 31 =-306(F) 20=-2435(F) 1 =-395 23=-305(F) 47=-374 48=-374 49=-374 50=-374 51 =-1 391 52=-306(F)
53=-306(F) 54=-306(F) 55=-306(F) 56=-306(F) 57=-306(F) 58=-306(F) 59=-306(F) 60=-306(F) 61 =-305(F) 62=-305(F)
63=-305(F)
Trapezoidal Loads (pit)
Vert: 1 =-1 1 0-to-51 =-39
WARNING -Verify design parameters and READ AfOrES ON -rHIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE -
Design valid for use only with Milek(D connectors. This design Is based only upon paramelers, shown, and is for an individual LKillding component not
a truss system. Before use, the building designer inust verify the applicability of design parameters and properly incorporate this design into the overall
building design. Brming indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the
fabilcallon, storage, delivery, erection and bracing of trumes and IRms systems. seeANSMI1 Quality CrUedo, DSB-89 and SCSI Sufldblig Component 6904 Parke East Blvd.
Safety Intonnallowivailable from TFUMS Plate. Institute. 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610
Job Truss Truss Type Oty Ply
T14165136
744031 A04G ATTIC 1
4 Job Reference (optional)
American Buiiciers Suppiy, Winier Haven, FL 33880 8- 130 s Mar H 20 18 MiTek indublije6, inu. Vved May 30 06:21:41 2018 rdyu I
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-NxeW-LOD8FQgqkAOxANXGL3OPz1 sNOHSEnjG1 NzBOeu
14-11-4 1 6-W-j 2gl 61%4 1 2'6-610'-4 2-f 1- IF L6-6-1) L2-6-0 48-6-,0 4
1-4 2 2 a
DO NOT APPLY BOLTS
IN THIS SECTION OF 6.00 F1 _2 5x6 2x4 11 5x6 Scale 1: 116.3
THE TOP CHORD 5 6 7Special3x4
jx43x4Special
8 3x6 -Z 8 3x6
Special 4x6 5:w A-rA
T1 U
4x4 5- 2pecra4x4 ' _422
Special
4x6 z-
33323433
Special 2i 3xi 0 11 6x10 11 . 3x10 11 9 10
7 41
5x10 -5- 40
3x8 I I
x6 )I 3x6
c? ZLUS24tt1,g
39 i4x6l14-0-0
1212
j3-
44 45 46 47 48 27 4 3 2450 2 2 11 53 54 55 56 Ll
15 1429282521LUS241716 5x84x6
1.5x8 STP 5x14 4x4-,-, WO 11 1.5x8 STP 3x6 i I
x 3x6 I I
3x8 I I LUS24 LUS24
LUS24
7xl 4 MT20HS =
7x8
10x10
4x10
HUS26 LUS24 LUS24 LUS24 4x4 =
7xl 4 MT20HS
LUS24 7x6 =
7xl 4 MT20HS
4xiO 11 LUS24 7x-14 MT20HS
HUS26
LUS24
HUS26
HHUS28-2
417'_4_21i14 A -2-0 2LI)-, -12 36-6-40 k2-.O L8 2-44 11
22
1ft-1 1 70 %.0
7_ 2
3-10-7 2-("
P I ate Offset s (X,Y) - - [5:0-3-0,0 -2-0], [7:0-3-0,0-2-0], [9:0-3-0, E dg e], 112:0-4-0,0-1 -15], [115:0- 5-0,0-6-01, [18:0- 3-12,0-3-8], [19: 0 -7-0 , 0- 1 -8] , [2 1 0-3-0, 0-4 - 12] , [2 2 0-7-0 , 0-2 - 0] ,
124:0-7-0,012 0], 129:0-4-4,0-0-14]
LOADING (pst) SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Veri(LL) -0.64 20 >684 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -1.05 20 >413 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.14 12 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.56 20 >779 240 Weighti 1770 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
5-7: 2x4 SP No.2, 9-13: 2x4 SP M 30 except end verticals.
BOTCHORD 2x6 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
18-26: 2x4 SP M 31, 15-17.12-15: 2x8 SP No.2 JOINTS 1 Brace at Jt(s): 32. 33, 34, 24
18-26: 2x6 SP 240OF 2.OE
WEBS 2x4 SP No.3 *Except*
4-34,8-34: 2x6 SP 240OF 2.OE, 1-29: 2x8 SP No.2
1-28,15-18,26-28: 2x4 SP No.2
REACTIONS. (lb/size) 29=13635/0-8-0, 15=1247/0-8-0, 12=6421/0-3-0
Max Horz 29=-403(LC 9)
Max Uplift 29=-4078(LC 8), 15=-1676(LC 9), 12=-1741 (LC 5)
Max Grav 29=1 3635(LC 1), 15=1 432(LC 21), 12=6421 LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-15544/4745, 2-4=-16439/5237, 4-5=-5826/1929, 5-6=-5394/1817, 6-7=-5394/1817,
7-8=-6133/2045,8-10=-15408/5039,10-11=-13105/3588,11-12=-12852/3473,
1-29=-12778/3851
BOTCHORD 28-29=-324/754, 25-28=-1491/4564, 23-25=-1453/4887, 21-23=-1852/6657,
24-26=-3078/10242 22-24=-2798/8542, 19-22=-4361/14113, 18-19=-4361/14113,
15-16=-74/283; 14-15=-3019/11458,12-14=-3019/11458
WEBS 2-28=-353811151, 2-26=-348/734, 25-26=-892/3340, 26-30=-1 274/4806,
18-31 =-1 859/5655, 4-30=-8825/3145, 30-32=-8930/3173, 32-34=-8764/3129,
33-34=-8764/3129, 31-33=-8993/3197, 8-31=-8852/3151, 1-28=-4154/13568,
10-15=-2599/1908, 10-18=-1800/3084, 15-18=-2988/11510,11-15=-330/428,
11-14=-402M2, 26-28=-2813/9316, 5-32=-685/2286, 7-33=-993/3224, 6-34=-439/289,
21-22=-7976/2219
NOTES-
1) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows:,
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-6-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 31-16 2x4 - 1 row at 0-7-0 oc, 2X6 - 2 rows staggered at 0-9-0 Joaquin Velez PE No.681182
oc. MiTek USA, Inc. FIL Cert 6634
Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 6904 Parke East Blvd. Tampa FL 33610
Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Date:
2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. May 30,2018
MA 00 oft t 1 Irgiveloadshavebeenconsideredfo
WARNING- Verify design Parameters and READ NOTES OAf-rHISAIVDlAtCLUDEDMrrEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekG conneclots, Ihis design is based only upon parameters shown. and Is for an Individual building component, not
a truss syslen). Before use, the building designei 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 rnembers only. Additional temporary and permanent bracing MiTek'
Is always required foi stability and to pievent collapse with possible personal Injury and property darnage. For general guidance regarding the
fabricatiom storage, delivery. erection and bracing of trusses and truss systems, weANSVl?11 Quailly Cf"da, DSO-89 and BCS1 Bugdbg Component 6904 Parke East Blvd.
Safety Ilinformatilonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, PJexandrla, VA 22314. Tampa, FIL 33610
Job Truss Truss Type QtY Ply
T14165136
744031 A04G ATTIC 1
4 Job Reference (optional)
American Builders Supply, Winter Haven, I-L 33880 b.iiu s tvar 1 1 eUl d M1 I eK maUSITIe5, InU. vveu ivray 5u uo:e j.4 i Zu 10 rdye e
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-NxeW-LOD8FQgqkAOxANXGL3OPzlsNOHSEnjGlNzBOeu
NOTES-
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TGDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11, Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end
zone; cantilever right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water poncling.
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 20.0pst 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) Ceiling dead load (5.0 psf) on member(s). 4-30, 30-32, 32-34, 33-34, 31-33, 8-31
10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 24-26, 22-24, 19-22, 18-19
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4078 lb uplift at joint 29, 1676 lb uplift at joint 15 and 1741 Ito uplift at joint 12.
12) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37 has/have been modified.
Building designer must review loads to verify that they are correct for the intended use of this truss.
13) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 16-0-0 oc max. starting at 2-0-12 from the left end to 20-2-0 to
connect truss(es) to back face of bottom chord.
14) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 6-0-0 oc max. starting at 4-0-12 from the left end to 28-0-12 to
connect truss(es) to back face of bottom chord.
15) Use Simpson Strong -Tie HHUS28-2 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent at 28-10-0 from the left end to connect truss(es) to back face.of bottom
chord.
16) Fill all nail holes where hanger is in contact with lumber.
17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 550 to down and 237 lb up at 0-3-10, 541 lb down and 246 Ito up at
2-0-12, 541 lb down and 246 lb up at 4-0-12, 541 lb down and 246 lb up at 6-0-12, 541 lb down and 246 lb up at 8-0-12, and 541 lb down and 246 lb up at 10-0-12, and
2069 lb down and 857 lb up at 12-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others.
18) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25
Uniform Loads (pit)
Vert: 5-43=-60, 5-7=-60, 7-13=-60, 20-29=-20, 4-8=-10, 18-26=-30, 12-17=-20
Concentrated Loads (11b)
Vert: 3=-501 (B) 27=-628(B) 1 =-535 18=-2779(B) 21 =-628(B) 39=-501 (B) 40=-501 (B) 41 =-501 (B) 42=-501 (B) 43=-2029 44=-628(B) 45=-628(B) 46=-628(B)
47=-628(B) 48=-628(B) 49=-628(B) 50=-628(B) 51=-628(B) 53=-596(B) 54=-596(B) 55=-596(6) 56=-596(B)
Trapezoidal Loads (plf)
Vert: 1=-132-to-43=-60
2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0-75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 5-43=-50, 5-7=-50, 7-13=-50, 20-29=-20, 4-8-10, 18-26=-90, 12-17=-20
Concentrated Loads (lb)
Vert: 3=-437(B) 27=-520(13) 1 =-465 18=-2539(B) 21 =-520(B) 39=-437(B) 40=-437(B) 41 =-437(B) 42=-437(B) 43=- 1772 44=-520(B) 45=-520(B) 46=-520(B)
47=-520(B) 48=-520(B) 49=-520(B) 50=-520(B) 51=-520(8) 53=-487(B) 54=-487(B) 55=-487(B) 56=-487(B)
Trapezoidal Loads (jolf)
Vert: 1=-122-to-43=-50
3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
I
Vert: 5-43=-20, 5-7=-20, 7-13=-20, 20-29=-40, 4-8=-10, 18-26=-30, 17-38=-40, 36-38=-40, 12-36=-40
Concentrated Loads (11b)
Vert: 3=-365(B) 27=-304(B) 1 =-375 18=-2043(B) 21 =-304(B) 39=-365(B) 40=-365(B) 41 =-365(B) 42=-365(B) 43=-1 484 44=-304(B) 45=-304(B) 46=-304(B)
47=-304(B) 48=-304(B) 49=-304(B) 50=-304(B) 51=-304(B) 53=-227(B) 54=-227(B) 55=-227(B) 56=-227(B)
Trapezoidal Loads (pit)
Vert: 1=-92-to-43=-20
4) Dead + 0.6 MWFRS Wind (Pos- Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=6, 5-7=48, 7-12=25, 12-13=16, 20-29=-12, 4-8=-6, 18-26=-18, 15-17=-12, 12-15=17
Herz: 1-5=-18, 7-12=37, 12-13=28, 36-38=29
Concentrated Loads (lb)
Vert: 3=221 (B) 27=209(B) 1 =226 18=1 522(B) 21 =209(B) 39=221 (B) 40=221 (B) 41 =221 (B) 42=221 (B) 43=832 44=209(B)
45=209(B) 46=209(B) 47=209(B) 48=209(B) 49=209(B) 50=209(B) 51 =209(B) 53=235(B) 54=235(B) 55=235(B) 56=235(B)
Trapezoidal Loads (plf)
Vert: 1 =-66-to-43=6
5) Dead+ 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=25, 5-7=48, 7-12=6, 12-13=26, 20-29=-12, 4-8=-6, 18-26=-18, 15-17=-12, 12-15=17
Herz: 1-5=-37, 7-12=18, 12-13=38, 36-38=29
Concentrated Loads (lb)
Vert: 3=202(B) 27=209(B) 1=219 18=1522(8) 21=209(B) 39=202(B) 40=202(B) 41=202(B) 42=202(B) 43=813 44=209(B)
45=209(B) 46=209(B) 47=209(B) 48=209(B) 49=209(B) 50=209(B) 51=209(B) 53=235(B) 54=235(B) 55=235(B) 56=235(B)
Trapezoidal Loads (pit)
Vert: 1=-47-to-43=25
6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=-19, 5-7=23, 7-12=-O, 12-13=8, 20-29=-20, 4-8=-10, 18-26=-30, 15-17=-20, 12-15=9
Herz: 1-5=-1, 7-12=20, 12-13=28, 36-38=29
Concentrated Loads (lb)
Vert: 3=246(B) 27=217(B) 1 =237 18=1 530(B) 21 =217(B) 39=246(B) 40=246(B) 41 =246(B) 42=246(B) 43=857 44=217(B)
45=2 I 7(B) 46=217(B) 47=217(B) 48=217(B) 49=217(B) 50=217(B) 51 =217(B) 53=243(8) 54=243(B) 55=243(B) 56=243(B)
Trapezoidal Loads (plf)
Vert: 1=-91-to-43=-19
nntimifad nn nnnp.
WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUGEOMMEKREFERANCE PAGE M11-7473rev. 1010312015 BEFORE USE.
Zwd
Design valid for rise only with MiTek(b conneciors. This design is based only upon parameters shown. and is foi an Individual building componenL not
a truss systern. Before use, the building designer must verify the applicability of design parameters and properly incoporale this design Into the overall
individual truss members only, Additional temporary and permanent bf.ing MiTek' building design. Bracing indicated Is to prevent buckling of web and/of cbofd1
Is always required for stability and to prevent collapse with posslNe personal Injury and properly darnage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, sepANS&VII QuaW Ciffeft DSB-89 and BCSI BuMdIng Component 6904 Parke East Blvd.
Safety kdonnonanavoilaNe from Truss Plate. Institute, 218 N. Lee Street, Sulte 312, Alexandria. VA 22314
Tampa, FL 33610
Job Truss Truss Type Oty Ply
T14165136
744031 A04G ATTIC 1
4 Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:21:41 2018 Page 3
1 D:p Bo2Q DQ4UzFAgn3M5ICI GzTvbv-NxeW-LOD8FQgqkAOxANXGL3OPz 1 sN OHS Enj G 1 NzBOeu
LOAD CASE(S) Standard
7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=-O, 5-7=23, 7-12=-1 9, 12-13=-1 1, 20-29=-20, 4-8=-1 0, 18-26=-30, 15-17=-20, 12-15=9
Horz: 1-5=-20, 7-12=1, 12-13=9, 36-38=29
Concentrated Loads (lb)
Vert: 3=227(B) 27=217(B) 1 =230 18=1 530(B) 21 =217(B) 39=227(B) 40=227(B) 41 =227(B) 42=227(B) 43=838 44=217(B) 45=217(B) 46=217(B) 47=217(B)
48=217(B) 49=217(B) 50=217(B) 51 =217(B) 53=243(B) 54=243(B) 55=243(B) 56=243(B)
Trapezoidal Loads (pit)
Vert: 1 =-72-to-43=-b
8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=48, 5-7=22, 7-12=22, 12-13= 14, 20-29=-1 2, 4-8=-6, 18-26=- 18, 12-17=-1 2
Harz: 1-5=-60, 7-12=34, 12-13=26
Concentrated Loads (11b)
Vert: 3=178(B) 27=209(B) 1=210 18=1522(B) 21=209(B) 39=178(8) 40=178(B) 41=178(6) 42=178(B) 43=789 44=209(6) 45=209(B) 46=209(6) 47=209(B)
48=209(B) 49=209(B) 50=209(B) 51 =209(B) 53=235(B) 54=235(6) 55=235(8) 56=235(B)
Trapezoidal Loads (pit)
Vert: 1=-24-to-43=48
9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=22, 5-7=22, 7-12=48, 12-13=40, 20-29=-1 2, 4-8=-6, 18-26=-1 8, 12-17=-1 2
Harz: 1-5=-34, 7-12=60, 12-13=52
Concentrated Loads (lb)
Vert: 3=204(B) 27=209(B) 1 =220 18=1 522(6) 21 =209(B) 39=204(B) 40=204(B) 41 =204(B) 42=204(B) 43=816 44=209(B) 45=209(B) 46=209(B) 47=209(B)
48=209(B) 49=209(B) 50=209(B) 51=209(B) 53=235(B) 54=235(B) 55=235(B) 56=235(B)
Trapezoidal Loads (pit)
Vert: 1=-50-to-43=22
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=48,5-7=22, 7-12=22,12-13=14,20-29=-12, 4-8=-6,18-26=-18,12-17=-12
Horz: 1-5=-60, 7-12=34, 12-13=26
Concentrated Loads (lb)
Vert: 3=178(B) 27=209(B) 1=210 18=1522(B) 21=209(B) 39=178(B) 40=178(B) 41=178(B) 42=178(B) 43=789 44=209(B) 45=209(B) 46=209(B) 47=209(B)
48=209(B) 49=209(B) 50=209(B) 51 =209(B) 53=235(B) 54=235(B) 55=235(B) 56=235(B)
Trapezoidal Loads (plf)
Vert: 1=-24-to-43=48
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=22, 5-7=22, 7-12=48, 12-13=40, 20-29=-1 2, 4-8=-6, 18-26=-1 8, 12-17=-1 2
Horz: 1-5=-34, 7-12=60, 12-13=52
Concentrated Loads (11b)
Vert: 3=204(B) 27=209(B) 1 =220 18=1 522(B) 21 =209(B) 39=204(B) 40=204(B) 41 =204(B) 42=204(B) 43=816 44=209(B) 45=209(B) 46=209(B) 47=209(B)
48=209(B) 49=209(B) 50=209(B) 51 =209(B) 53=235(B) 54=235(B) 55=235(B) 56=235(B)
Trapezoidal Loads (pif)
Vert: 1=-50-to-43=22
12) Dead + 0.6 MW FRS Wind (Neg..Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=23, 5-7=-3, 7-12=-3, 12-13=6, 20-29=-20, 4-8=-1 0, 18-26=-30, 12-17=-20
Horz: 1-5=-43, 7-12=17,12-13=26
Concentrated Loads (lb)
Vert: 3=204(B) 27=217(B) 1 =221 1 8=1 530(B) 21 =217(B) 39=204(B) 40=204(B) 41 =204(B) 42=204(B) 43=81 5 44=217(B)
45=217(B) 46=217(6) 47=217(B) 48=217(B) 49=217(B) 50=217(B) 51 =217(B) 53=243(B) 54=243(B) 55=243(B) 56=243(B)
Trapezoidal Loads (pit)
Vert: 1=-49-to-43=23
13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-3,5-7=-3, 7-12=23,12-13=32,20-29=-20, 4-8=-10, 18-26=-30, 12-17=-20
Horz: 1-5=-17, 7-12=43,12-13=52
Concentrated Loads (lb)
Vert: 3=230(B) 27=217(B) 1=231 18=1530(6) 21=217(B) 39=230(B) 40=230(B) 41=230(B) 42=230(B) 43=841 44=217(B)
45=217(B) 46=217(B) 47=217(B) 48=217(B) 49=217(B) 50=217(B) 51=217(B) 53=243(B) 54=243(B) 55 243(13) 56=243(B)
Trapezoidal Loads (pit)
Vert: 1=-75-to-43=-3
14) Dead + Uninhab. Attic Storage + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pit)
Vert.: 5-43=-20, 5-7=-20, 7-13=-20, 20-29=-20, 4-8=- 10, 18-26=-1 10, 12-17=-20
Concentrated Loads (lb)
Vert: 3=-246(B) 27=-1 96(B) 1 =-256 18=-1 517(B) 21 =-1 96(B) 39=-246(B) 40=-246(B) 41 =-246(B) 42=-246(B) 43=-1 000
44=-196(B) 45=-196(B) 46=-196(B) 47=-196(B) 48=-196(B) 49=-196(B) 50=-196(B) 51=-196(B) 53=-158(B) 54=-158(B).
55=-158(B) 56=-158(B)
Trapezoidal Loads (pit)
Vert: 1=-92-to-43=-20
15) Dead + Uninhabitable Attic Storage: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pit)
Vert: 5-43=-20,5-7=-20, 7-13=-20,20-29=-20, 4-8=-10, 18-26=-1 10, 12-17=-20
ContinnPri on r),qne
A WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE.
Design valid for rise only with Mllek@ connectors. This design Is based only upon parameters shown, and is for anindividual building component. not log" 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 peu-narreni brcy-Ing MiTek'
is always required for -stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding [he
fabrication. storage. delivery, erection and bracing of Irtmes and truss systems. seeANSUMIJ Quaffly Ciftfla, DSO-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Informatlotrivailable from TFUss Plate Institute, 218 N. Lee Street. Suite 312, Nexandria, VA 22,314. Tarnpa, FL 33610
Job Truss Truss Type Qty , Ply
T14165136
744031 A04G ATTIC 1
4 Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s mar 11 20113 mt I eK inaustries, Inc. vVea may ju ub:2-l:4i zui t3 Fage 4
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-NxeW-LOD8FQgqkAOxANXGL3OPzlsNOHSEnjG1 NzBOeu
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-246(B) 27=-196(B) 1=-256 18=-1517(B) 21=-196(B) 39=-246(B) 40=-246(B) 41=-246(B) 42=-246(B) 43=-1000 44=-196(B) 45=-196(B) 46=-196(B)
47=-196(B) 48=-196(B) 49=-196(B) 50=-196(B) 51=-196(B) 53=-158(B) 54=-158(B) 55=-158(B) 56=-158(B)
Trapezoidal Loads (plf)
Vert: 1=-92-to-43=-20
16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-50,5-7=-18, 7-12=-35,12-13=-29,20-29=-20, 4-8=-10, 18-26=-90, 15-17=-20, 12-15=2
Horz: 1-5=-O, 7-12=15, 12-13=21, 36-38=22
Concentrated Loads (lb)
Vert: 3=150(B) 27=135(8) 1=141 18=761(B) 21=135(B) 39=150(B) 40=150(B) 41=150(B) 42=150(B) 43=391 44=135(B) 45=135(B) 46=135(B) 47=135(B)
48=135(B) 49=135(B) 50=135(B) 51=135(B) 53=160(B) 54=160(B) 55=160(B) 56=160(B)
Trapezoidal Loads (pif)
Vert: 1=-122-to-43=-50
17) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhalb. Attic Storage + 0.75 Attic Floor + 0-75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-35,5-7=-18, 7-12=-50,12-13=-43, 20-29=-20, 4-8=-10, 18-26=-90,15-17=-20, 12-15=2
Horz: 1-5=-1 5, 7-12=0, 12-13=7, 36-38=22
Concentrated Loads (lb)
Veil: 3=1 35(B) 27=1 35(B) 1 =1 35 18=761 (B) 21 =1 35(B) 39=135(B) 40=1 35(B) 41 =1 35(B) 42=135(B) 43=377 44=1 35(B) 45=1 35(B) 46=1 35(B) 47=1 35(B)
48=1 35(B) 49=1 35(B) 50=1 35(B) 51 =1 35(B) 53=1 60(B) 54=1 60(8) 55=1 60(B) 56=1 60(B)
Trapezoidal Loads (pif)
Vert: 1=-107-to-43=-35
18) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-1 8, 5-7=-37, 7-12=-37, 12-13=-31, 20-29=-20, 4-8=-1 0, 18-26=-90, 12-17=-20
Horz: 1-5=-32, 7-12=1 3,12-13=1 9
Concentrated Loads (lb)
Vert: 3=1 1 B(B) 27=1 35(B) 1 =1 28 18=761 (B) 21 =1 35(B) 39=1 18(B) 40=1 18(B) 41 =1 1 B(B) 42=1 18(B) 43=359 44=1 35(B) 45=1 35(B) 46=1 35(B) 47=1 35(B)
48=135(B) 49=135(B) 50=135(B) 51=135(B) 53=160(B) 54=160(B) 55=160(B) 56=160(B)
Trapezoidal Loads (pit)
Vert: 1=-90-to-43=-18
19) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber lncrease=1.60 Plate
Increase=1.60
Uniform Loads (pit)
Vert: 5-43=-37, 5-7=-37, 7-12=-18,12-13=-1 1, 20-29=-20, 4-8=-10, 18-26=-90,12-17=-20
Horz: 1-5=- 13, 7-12=32, 12-13=39
Concentrated Loads (lb)
Vert: 3=1 37(B) 27=1 35(B) 1 =1 36 18=761 (B) 21 =1 35(B) 39=1 37(B) 40=1 37(B) 41 =1 37(B) 42=1 37(B) 43=379 44=1 35(B) 45=1 35(B) 46=1 35(B) 47=1 35(B)
48=135(B) 49=135(B) 50=135(B) 51=135(B) 53=160(B) 54=160(B) 55=160(B) 56=160(B)
Trapezoidal Loads (plf)
I
Vert: 1=-1b9-to-43=-37
20) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 5-43=-60,5-7=-60,7-13=-20,20-29=-20, 4-8=-10, 18-26=-30,12-17=-20
Concentrated Loads (lb)
Vert: 3=-501 (B) 27=-628(B) 1 =-535 18=-2779(B) 21 =-628(B) 39=-501 (B) 40=-501 (B) 41 =-501 (B) 42=-501 (B) 43=-2029
44=-628(B) 45=-628(B) 46=-628(B) 47=-628(B) 48=-628(B) 49=-628(B) 50=-628(B) 51 =-628(6) 53=-596(B) 54=-596(B)
55=-596(B) 56=-596(6)
Trapezoidal Loads (pif)
Vert: 1=-132-to-43=-60
21) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 5-43=-20, 5-7=-60, 7-13=-60,20-29=-20, 4-8=-10, 18-26=-30, 12-17=-20
Concentrated Loads (Ilb)
Vert: 3=-541 (B) 27=-628(B) 1 =-550 18=-2779(8) 21 =-628(B) 39=-541 (B) 40=-541 (B) 41 =-541 (B) 42=-541 (B) 43=-2069
44=-628(B) 45=-628(B) 46=-628(B) 47=-628(B) 48=-628(B) 49=-628(B) 50=-628(B) 51 =-628(B) 53=-596(B) 54=-596(B)
55=-596(8) 56=-596(B)
Trapezoidal Loads (pit)
Vert: 1=-92-to-43=-20
22) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (pif)
Vert: 5-43=-50, 5-7=-50, 7-13=-20, 20-29=-20, 4-8=- 10, 18-26=-90, 12-17=-20
Concentrated Loads (lb)
Vert: 3=-437(B) 27=-520(B) 1 =-465 18=-2539(B) 21 =-520(B) 39=-437(B) 40=-437(B) 41 =-437(B) 42=-437(B) 43=-1 772
44=-520(B) 45=-520(B) 46=-520(B) 47=-520(B) 48=-520(B) 49=-520(B) 50=-520(B) 51 =-520(B) 53=-487(B) 54=-487(B)
55=-487(B) 56=-487(B)
Trapezoidal Loads (plf)
Vert: 1=-122-to-43=-50
23) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.25, Plate
Increase=1.25
Uniform Loads (pit)
Vert: 5-43=-20, 5-7=-50, 7-13=-50, 20-29=-20, 4-8=-10, 18-26=-90,12-17=-20
nntinued an n ine
WARNING - Verify design paraineters and REAO NOTES ON THIS AND INCLUOED MfTEKREFERANCE PAGE M11-7473 rev. 10103,12015 BEFORE USE.
Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and is for an individual building cornponent. not
a firm system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
Bracing Indcaled is to buckling individual Ifuss web and/or chord mernbers only. Addilional temporary and permanent bfacing MiTek' building, d"gn. prevent of
is always required for stability arid to prevent collapse with poAble personal injury and properly damage. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery. ere<,.tion and bracing of liusses and truss systems. seeANSMI1 QualMy Cifferld, DS849 and BCSF BuIldbig Component
Tampa, Fl- 33610SafetybtformufforiavallablefromTIMsPlateInstitute. 218 N. Lee Street, Suite. 312, Mexarrdria, VA 22,314.
Job Truss Truss Type Oty , Ply
T14165136
744031 A04G ATTIC 1 4 Job Reference optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 Mi I ek I ndustnes, I nc- Wed May 30 06:21:41 2018 Vage b
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-NxeW-LOD8FQgqkAOxANXGL3OPz1 sNOHSEnjGl NzBOeu
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-467(B) 27=-520(B) 1 =-476 18=-2539(B) 21 =-520(B) 39=-467(B) 40=-467(B) 41 =-467(B) 42=-467(B) 43=- 1802 44=-520(B) 45=-520(B) 46=-520(B)
47=-520(B) 48=-520(B) 49=-520(B) 50=-520(B) 51 =-520(B) 53=-487(B) 54=-4,87(B) 55=-487(B) 56=-487(B)
Trapezoidal Loads (pit)
Vert: 1=-92-to-43=-20
24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=6, 5-7=48, 7-12=25,12-13=16,20-29=-12, 4-8=-6,18-26=-18,15-17=-12, 12-15=17
Horz: 1-5=-18,7-12=37,12-13=28, 36-38=29
Concentrated Loads (lb)
Vert: 3=-248(B) 27=-30(B) 1=-242 18=-1366(B) 21=-30(B) 39=-248(B) 40=-248(B) 41=-248(B) 42=-248(B) 43=-927 44=-30(B) 45=-30(B) 46=-30(B) 47=-30(B)
48=-30(B) 49=-30(B) 50=-30(B) 51=-30(B) 53=10(B) 54=10(B) 55=10(B) 56=10(B)
Trapezoidal Loads (pit)
Vert: 1 =-66-to-43=6
25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber lncrease=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=25,5-7=48, 7-12=6,12-13=26,20-29=-12, 4-8=-6, 18-26=-18,15-17=-12, 12-15=17
Horz: 1-5=-37, 7-12=18, 12-13=38, 36-38=29
Concentrated Loads (lb)
Veil: 3=-267(B) 27=-30(6) 1=-250 18=-1366(B) 21=-30(B) 39=-267(B) 40=-267(B) 41=-267(B) 42=-267(B) 43=-946 44=-30(B) 45=-30(6) 46=-30(B) 47=-30(B)
48=-30(6) 49=-30(B) 50=-30(B) 51 =-30(B) 53=1 O(B) 54=1 O(B) 55=1 O(B) 56=1 O(B)
Trapezoidal Loads (pit)
Vert: 1 =-47-to-43=25
26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=-19, 5-7=23, 7-12=-O, 12-13=8,20-29=-20, 4-8=-10, 18-26=-30, 15-17=-20, 12-15=9
Horz: 1-5=-1, 7-12=20, 12-13=28, 36-38=29
Concentrated Loads (lb) j
Vert: 3=-222(B) 27=-22(B) 1 =-231 18=-1 358(B) 21 =-22(B) 39=-222(B) 40=-222(B) 41 =-222(B) 42=-222(6) 43=-902 44=-22(B) 45=-22(B) 46=-22(B) 47=-22(B)
48=-22(B) 49=-22(B) 50=-22(B) 51 =-22(B) 53=1 8(B) 54=1 8(B) 55=1 8(B) 56=1 8(B)
Trapezoidal Loads (pit)
Vert: 11=-91-to-43=19
27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-O, 5-7=23, 7-12=-19, 12-13=-11, 20-29=-20, 4-8=-10, 18-26=-30,15-17=-20, 12-15=9
Horz: 1-5=-20, 7-12=1, 12-13=9, 36-38=29
Concentrated Loads (lb)
Vert: 3=-241(B) 27=-22(B) 1=-239 18=-1358(B) 21=-22(B) 39=-241(B) 40=-241(B) 41=-241(B) 42=-241(B) 43=-921 44=-22(B) 45=-22(B) 46=-22(B) 47=-22(B)
48=-22(B) 49=-22(B) 50=-22(B) 51 =-22(B) 53=1 8(B) 54=1 8(B) 55=1 8(B) 56=1 8(B)
Trapezoidal Loads (pit)
Vert: 1 =-72-to-43=-O
28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=48, 5-7=22, 7-12=22, 12-13=1 4, 20-29=-1 2, 4-8=-6, 18-26=-1 8, 12-17=-1 2
Horz: 1-5=-60,7-12=34,12-13=26
Concentrated Loads (lb)
Vert: 3=-290(B) 27=-30(B) 1 =-259 18=-1 366(B) 21 =-30(B) 39=-290(B) 40=-290(B) 41 =-290(B) 42=-290(B) 43=-970
44=-30(B) 45=-30(B) 46=-30(B) 47=-30(B) 48=-30(B) 49=-30(B) 50=-30(B) 51=-30(B) 53=10(B) 54=10(B) 55=10(B)
56=10(B)
Trapezoidal Loads (pit)
Veil: 1=-24-to-43=48
29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=11.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=22, 5-7=22,7-12=48,12-13=40, 20-29=-12, 4-8=-6,18-26=-18'12-17=-12
Horz: 1-5=-34, 7-12--60, 12-13=52
Concentrated Loads (1b)
Vert: 3=-264(B) 27=-30(B) 1 =-249 18=-1 366(B) 21 =-30(6) 39=-264(B) 40=-264(B) 41 =-264(B) 42=-264(B) 43=-943
44=-30(B) 45=-30(B) 46=-30(B) 47=-30(B) 48=-30(6) 49=-30(B) 50=-30(B) 51 =-30(B) 53=1 O(B) 54=1 O(B) 55=1 O(B)
56=1 O(B)
Trapezoidal Loads (pit)
I Vert: 1=-50-to-43=22
30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (pill
Vert: 5-43=48, 5-7=22, 7-12=22, 12-13=1 4, 20-29=- 12, 4-8=-6, 18-26=-1 8, 12-17=-1 2
Horzi 1-5=-60, 7-12=34,12-13=26
Concentrated Loads (lb)
Vert: 3=-290(B) 27=-30(B) 1 =-259 18=- 1 366(B) 21 =-30(B) 39=-290(B) 40=-290(B) 41 =-290(B) 42=-290(B) 43=-970
44=-30(B) 45=-30(B) 46=-30(B) 47=-30(B) 48=-30(B) 49=-30(B) 50=-30(B) 51 =-30(B) 53=1 O(B) 54=1 O(B) 55= 1 O(B)
56=10(B)
Trapezoidal Loads (pit)
Vert: 1 =-24-to-43=48
31) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=22, 5-7=22, 7-12=48, 12-13=40, 20-29=-12, 4-8=-6,18-26=-18, 12-17=-12
Horz: 1-5=-34, 7-12=60,12-13=52
I
WARNING -Verity design parameters and REAV NOTES ON THIS AND INCLUDEDWTEI(REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M!Tek(D conneciors. ]his design Is based only upon parameters shown, and is for an Individual building component, not
a Ituss system. Before use, the Wilding designer i nusi verify the apoicability of design parameters and properly Incorporate this design Into Ihe overall
individual Iruss members only. Addilioryal lemporary and permanent bracing MiTek' building design. Bracing Indicaled is to prevenl buckling or web and/or chord
is always required for stability and to prevent collapse with possible personal injnry and property damage. For general guidance regarding the 6904 Parke r=ast Blvd. fabricatiorL storage. delivery, erection and bracing of trusses and truss systems. seeANSWIl Quaffly Cjftdo, DSB-89 and 6CSf Suffdhlg Component
Tampa, FL 33610SafetyInformatiotiavallaNefromTRISSPlateInslikite, 218 N. Lee Street. Suite 312, Nexandrio. VA 22,il 4.
Job Truss Truss Type Oty Ply
T14165136
744031 A04G ATTIC 1 4 Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:21:41 2018 Page 6
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-NxeW-LOD8FQgqkAOxANXGL3OPzlsNOHSEnjG1 NzBOeu
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-264(B) 27=-30(B) 1 =-249 18=-1 366(B) 21 =-30(B) 39=-264(B) 40=-264(B) 41 =-264(B) 42=-264(6) 43=-943 44=-30(B) 45=-30(B) 46=-30(B) 47=-30(B)
48=-30(B) 49=-30(B) 50=-30(B) 51=-30(B) 53=10(B) 54=10(B) 55=10(B) 56=10(B)
Trapezoidal Loads (plf)
Vert: 1=-50-to-43=22
32) Reversal: Dead + 0.6 MWFRS Wind (Neg. internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 5-43=23, 5-7=-3, 7-12=-3, 12-13=6, 20-29=-20, 4-8=-10, 18-26=-30, 12-17=-20
Horz: 1-5=-43, 7-12=17,12-13=26
Concentrated Loads (lb)
Vert: 3=-265(B) 27=-22(B) 1=-248 18=-1358(B) 21=-22(B) 39=-265(B) 40=-265(B) 41=-265(B) 42=-265(B) 43=-944 44=-22(B) 45=-22(B) 46=-22(B)47=-22(B)
48=-22(B) 49=-22(B) 50=-22(B) 51 =-22(B) 53=1 8(B) 54=1 8(B) 55=1 8(B) 56=1 8(B)
Trapezoidal Loads (plf)
Vert: 1 =-49-to-43=23
33) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-3, 5-7=-3, 7-12=23, 12-13=32, 20-29=-20, 4-8=-10, 18-26=-30, 12-17=-20
Horz: 1-5=-1 7, 7-12=43,12-13=52
Concentrated Loads (lb)
Vert: 3=-239(B) 27=-22(B) 1 =-238 18=-1 358(B) 21 =-22(B) 39=-239(B) 40-239(13) 41 =-239(B) 42=-239(B) 43=-918 44=-22(B) 45=-22(B) 46=-22(6) 47=-22(B)
48=-22(B) 49=-22(B) 50=-22(B) 51 =-22(B) 53=1 8(B) 54=1 8(B) 55=1 8(B) 56=1 B(B)
Trapezoidal Loads (pit)
Vert: 1=-75-to-43=-3
34) Reversal: Dead,+ 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber lncrease 1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-50, 5-7=-18, 7-12=-35, 12-13=-29, 20-29=-20, 4-8=-1 0, 18-26=-90, 15-17=-20, 12-15=2
Horz: 1-5=-O, 7-12=1 5, 12-13=21, 36-38=22
Concentrated Loads (lb)
Vert: 3=-364(B) 27=-308(B) 1=-392 18=-2051 (B) 21 =-308(B) 39=-364(B) 40=-364(B) 41 =-364(B) 42=-364(B) 43=-1 381 44=-308(B) 45=-308(B) 46=-308(B)
47=-308(B) 48=-308(B) 49=-308(B) 50=-308(B) 51 =-308(B) 53=-273(B) 54=-273(B) 55=-273(B) 56=-273(B)
Trapezoidal Loads (pit)
Vert: 1=-122-to-43=-50
35) Reversal: Dead + 0.75 Roof Live (bal.) + 0:75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-35, 5-7=-18, 7-12=-50, 12-13=-43, 20-29=-20, 4-8=-10, 18-26=-90, 15-17=-20, 12-15=2
Horz: 1-5=- 15, 7-12=0, 12-13=7, 36-38=22
Concentrated Loads (lb)
Vert: 3=-378(B) 27=-308(B) 1 =-397 18=-2051 (B) 21 =-308(B) 39=-378(B) 40=-378(B) 41 =-378(B) 42=-378(B) 43=-1 395 44=-308(B) 45=-308(B) 46=-308(B)
47=-308(B) 48=-308(B) 49=-308(B) 50=-308(B) 51 =-308(8) 53=-273(B) 54=-273(B) 55=-273(B) 56=-273(6)
Trapezoidal Loads (plf)
Vert: 1=-107-to-43=-35
36) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhalb. Attic Storage + 0.75Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase= 1 .60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 5-43=-18,5-7=-37, 7-12=-37,12-13=-31, 20-29=-20,4-8=-10' 18-26=-90, 12-17=-20
Horz: 1 -5=-32, 7-12=1 3,12-13=1 9
Concentrated Loads (Ilb)
Vert: 3=-396(B) 27=-308(B) 1 =-404 18=-2051 (B) 21 =-308(B) 39=-396(B) 40=-396(B) 41 =-396(B) 42=-396(B) 43=-1 413
44=-308(8) 45=-308(B) 46=-308(B) 47=-308(B) 48=-308(B) 49=-308(B) 50=-308(B) 51--308(B) 53=-273(B) 54=-273(B)
55=-273(B) 56=-273(B)
Trapezoidal Loads (plf)
Vert: 1=-90-to-43=-18
37) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd
Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 5-43=-37, 5-7=-37, 7-12=-18, 12-13=-1 1, 20-29=-20, 4-8=-10, 18-26=-90, 12-17=-20
Horz: 1-,5=-13, 7-12=32, 12-13=39
Concentrated Loads (lb)
Vert: 3=-376(B) 27=-308(6) 1 =-396 18=-2051 (B) 21 =-308(B) 39=-376(B) 40=-376(B) 41 =-376(B) 42=-376(B) 43=-1 393
44=-308(B) 45=-308(B) 46=-308(B) 47=-308(B) 48=-308(B) 49=-308(B) 50=-308(6) 51 =-308(B) 53=-273(B) 54=-273(B)
55=-273(B) 56=-273(B)
Trapezoidal Loads (pit)
Vert: 1=-109-to-43=-37
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10,W/2015 BEFORE USE.
Design valid for use only Wth MiTekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not
a Iruss 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 buckling of individual Iruss web and/or chord members only. Addilion(itternp,)rary(indperryianenibrc),-Ing MiTek' prevent
is always required for stability and to prevent collapse with possible personal Injury and property damagc. For geneial guidance regarding the
fabricallorf, storage. delivery. erection and bracing of trusses and truss systems. w.eAAISMI1 Qualffly Ciftria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Informiationavallable from Trim Plate Institute, 218 N. Lee Street, Suite 312, Nexandria. VA 22314. Tampa, FL 33610
Job Truss Truss Type Q ty ply
T14165137
744031 A05 ATTIC 3 1
Job..Reference (optional)
American buirclers 6upply, vvimer Haven, t-L 33trtrJ 0''u b`a7' ' ' "'. "" - "'.—u—, -- .—Y — -- ., V.
ID:pBo2QDQ4UzF_Agn3M51CIGzTvbv-JKmGPlQTgsgN32KP2bP?Lm8Nbng rlsli5CN FzBOes
7-4-2 14-8-4 - M,11 %1-1%4
1
2:-,l 1_1 - 1 36-6-0 2 -01 -_I 48-6-0 49-1 -4
7-4-2 7__ 116 %4
7-6-4 _0 6-0-0 -4044_2 2_ 21 ,
5x6 =
6.00F1_2
2x4 11 5X6
6 7
Scale = 1:91.6
c
7
4x6
39
6
7
14-0-0
42
E679
19
EEI
1 f IZ'
28 27
26
257x8 21 20
4x12 4x12 =
16 15 14
1.5x8 STP 5xl 4
23
7x10 I 3xl 0 11
4x12 17
2x4 I I
1,5xS STP — 2X4 11
4x6
4x8 I
M MT20HS 2x4 I I 4x12
7x8 = 7xB =
7 4 4-,84 73 01-6-0 2EI- -12 36-6-0 42-6-0 8-2-4 8--O
7 4-2 2 2_7-4 2-10-Ei 840 2 7-6-4 6-0-0 5_8_4 01 12
Plate Offsets (X,Y)-- [1:0-3-0,0-1-81, [5:0-3-0,0-2-0],17:0-3-0,0-2-0], [12:0-0-4. Edge], 112 70-0-4, Edge], 15:0-3-8,Edgel, [19:0-7-0,0-1-81, [22:0-7-0,0-3-8], 24:0-3-12,0-3-8]_
LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.62 20 703 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vett(CT) 1.09 20 399 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.15 12 n/a n/a
BCDL 10.0 Code FBC2017f-FP12014 Matrix -AS Wind(LL) 0.44 21 997 240 Weight: 372 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied.
18-24: 2x4 SP M 31, 18-24: 2x6 SP 240OF 2.OE JOINTS 1 Brace at Jt(s): 31, 32, 33, 22
WEBS 2x4 SP No.3 *Except*
4-33: 2x6 SP 240OF 2.OE, 24-27: 2x4 SP No.2. 8-33: 2x6 SP No.2
WEDGE
Right: 2X4 SP No.3
REACTIONS. (lb/size) 28=1 893/0-8-0, 15=1 130/0-8-0, 12=1 359/0-3-0
Max Horz 28=-403(LC 13)
Max Uplift 28=-446(LC 12), 15=-779(LC 13), 12=-302(LC 12)
Max Grav 28=2149(LC 2), 1 5=1414(LC 25), 12=1591(LC 2)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
TOPCHORD 1-2=-2599/1093,2-4=-3213/1343, 4-5=-1884/833, 5-6=-1711/817, 6-7=-1711/817,
7-8=- 1895/867, 8-1 0=-3175/1371, 10-11 =-2639/1321, 11-12=-2785/1743, 1-28=-2078/926
BOTCHORD, 27-28=-170/379, 25-27=-728/981, 23-25=-835/1181, 21-23=-835/1181, 22-24=-181/2986,
19-22=-764/2836, 18-19=-764/2836 14-15=-1362/2454, 12-14=-1362/2454
WEBS 2-27=-984/412, 2-24=-48/718, 24-25=-84/853, 24-29=-206/969, 18-30=-162/836,
4-29=-1259/576, 29-31=-1279/577, 31-33=-1244/567, 32-33=-1244/567, 30-32=-1288/582,
8-30=_1 2651576, 1-27=-895/2318, 10-15=-1 182/601, 10-18=-219/877, 15-18=-849/2327,
11-15=-454/586,11-14=-263/167,24-27=-171/2273,5-31=-154/577,7-32=-207/727,
6-33=-289/230, 19-21=-438/613, 22-25=-1532/210, 21-22=-1306/924
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=6.opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCp!=0.18 MWFRS (envelope) gable end zone and C-C Extprior(2) 0-1-12 to 4-11-,15, Interior(l) 4-11-15 to 16-10-4, Exterior(2)
16-10-4 to 31-8-7, Interion(l) 31-8-7 to 49-10-4 zone; cantilever right exposed ; porch right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water poncling.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 3x6 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Ceiling dead load (5.0 psf) on member(s). 4-29, 29-31, 31-33, 32-33, 30-32, 8-30
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 22-24, 19-22, 18-19
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint 28, 779 Ito uplift at
joint 15 and 302 lb uplift at joint 12.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert $634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING -Verify design parameters and REAGNOrES ON THIS AND iNCLUDEDMITEKREFERANCE PAGE M11-7473 rev. IOIV312015,BEFORE USE. oil" Design valid for use only Willi MiTekO connectors. ]his design Is based only upon parameters shown, and Is for an lndl clual building component not
a truss system. Before use, the building designer must Veft the alAAlcobility 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 permarient bicicing Welk'
Is always required foi stability and to prevent collapse with possible personal Injury and Property damage. for general gUidame regarding the
fabricatiorL storage. delivery. erection and bracing of trusses and tiuss systems. seeANSWI1 Quaffly Crifeda, DSO-49 and OM Buirdbig Component 6904 Parke East Blvd.
Safety h9armatillaitavallalble from TrUSS Plate Institute, 218 N. Lee Street. S ulte, 312, Alexandria, VA 22,314.
Tarnpa, FL 33610
Job Truss Truss Type Qty Ply
T14165137
744031 A05 ATTIC 3 1
lob Rpfprpnrp (optional)
American buijcfers,,uppiy, vvimer Haven, r-L 6,50M
ID:pBo2QDQ4UzF—Agn3M51CIGzTvbv-5 w 6'N"32KP2bP?Lm8NbngMrIsli5CN5FzBOes
NOTIES-
11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the
bottom chord.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABlTABLE.
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. lers shown, and is for an individual building component. no, Design valid for use only with MiTekO connectors. This design is based only upon parome ',,all RONatrusssystem. Before use. Me building designer Tnusi verify the applicability of design parameters and properly incorporate this design into the o\
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord fnernbers only. Addilionai temporaryand permanent bracing MiTek'
Is always required for stabilily I and to prevent collapse vAth possible f-warsoncil Injury and property damage. For general guidance regarding 'he
Infabrication. storage. delivery. erection and bracing of trusses and truss systems, seeANSL11pil Quality Ciftirla, DSB-89 and BCSI Building Compont t 6904 Parke East Blvd.
Safety Intannaftrinvallat-AE, from RUSS Plato Institute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314
Tampa, FL 33610
Job Truss Truss Typ oty Ply
T14165138
744031 A06 ATTIC
Job Reference (optional)
iAmerican buimeis zuppiy, VV Intel md-, -o - - - . -1 . .. - , .. -.- -. .. - .. I __ __'_ - '_ __ -
ID:pBo2QDQ4UzF Agn3M51CIGzTvbv-FjtlqiRICTw5lMToAORTQBDIKaNzJE529PhTABzBOeq
7-4-2 14 8_4 16-10-41 21-104 26 10-4 0 42-6-0 4111-60 4P-1 03 -6-,
7-4-2 7-4-2 2-2- 510-0 ? 11 -11- -.1 9 7664
Scale = 1:88.8
6.00 [1-2
5x6 -
2x4 11
5 44 6 45
4x6
5x6
7
31 30 29 Z' 26 24 22 20 " 16 is 14
1.5x8 STP 4x-12
gAs 2.4 11 2x4 11 4x6 1.5x8 STP 2x4 11
4x6
4X8
4X6 11 7xg
4 48174--2
17 6 1 20-10-4 22-10-4, 25-11-14 28-6-0 0 42-6-0 48-2-4 1 4E 5-0
2
1 _: 3-1-14 ' 2-0-0 ' 3-1-10 2-6-2 0-6-12 16 -4 6-0-0 5-8-4 0--`l 2
Plate Offsets( (,Y)-- 1:0-3-0,0-1-81, [570-3-0,0-2-0],17:0-3-0,0-2-71, f1 2:0-0-4, Edge], [112:0-0-4 Edge], [15:0-3-8, Ec1gpJJ1 8:0-6-8,0-4-01, [28:0-5-8,0-3-41
LOADING (psf)
TCLL 20.
SPACING-
Plate Grip DOL
2-0-0
1.25
CS1.
TC 0.69
DEFL. in (loc)
Vert(LL) -0.25 23-25
I/clefl
999
Ud
360
PLATES
MT20
GRIP
244/190
TCDL 10. Lumber DOL 1.25 BC 0.80 Vert(CT) -0.49 23-25 894 240
BCILL 0-0
BCDL 10.0
Rep Stress Incr
Code FBC2017fTP12014
YES WB 0-87
Matrix -AS
Horz(CT) 0.08 12
Wind(LL) 0.19 29-30
n/a
999
n/a
240, Weight: 352 lb FT = 20%
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP N0.2 *Except*
118-28: 2x4 SP M 31, 17-27: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
4-36,8-36: 2x4 S P M 30
WEDGE
Right 2x4 SP No.3
REACTIONS. (lb/size) 31=1800/0-8-0, 15=1882/0-8-0, 12=878/0-3-0
Max Horz 31 =-403(LC 13)
Max Uplift 31 =-413(LC 12), 15=-376(LC 13), 12=-388(LC 9)
Max Grav 31 =1 940(LC 2), 15=2304(LC 27), 12=878(LC 1)
BRACING-
TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 2-28,10-15
JOINTS 1 Brace at Jt(s): 34, 35, 36, 23, 21, 25, 19
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-2328/575, 2-4=-2467/629, 4-5=-1 566/520, 5-6=-1 407/532, 6-7=-1407/532,
7-8=-1569/547, 8-10=-2442/680, 10-11=-841/610,11-12=-1234/1053, 1-31=-1875/520
BOTCHORD 30-31--169/378, 29-30=-564/2474, 26-29=-91/3107, 24-26=0/2781, 22-24=0/2781,
20-22=0/2781, 16-20=0/1272, 15-16=-964/109, 14-15=-750/1050,12-14=-750/1050,
25-28=-464/427,23-25=-1211/0,21-23=-1056/170, 19-21=-444/1150, 18-19=-270/3093
WEBS 2-30=-488/234, 2-28=-1 07/323, 28-29=0/580, 28-32=0/554, 16-18=0/1 283,
18-33=-52/518, 4-32=-860/276, 32-134=-856/274, 34-36=-831/280, 35-36=-831/280,
33-35=-860/281, 8-33=-852/279,1-30=-410/2057,10-15=-2153/327,10-18=0/1941,
15-18=-448/1547, 11-15=-489/603,11-14=-274/213,28-30=-472/142, 5-34=0/435,
7-35=-25/504, 21-22=-10/291, 25-29=-1068/0,23-26=-395/595,16-19=-2505/0,
19-20=0/667, 20-21 =-I 736/31
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-11-15, Interjor(l) 4-11-15 to 16-10-4, Exterior(2)
16-10-4 to 33-8-9, Interior(l) 33-8-9 to 49-10-4 zone; cantilever right exposed ; porch right exposed;C-C for members and forces &
MWFRS for reactions shown-, Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom cho.rd 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) Ceiling dead load (5.0 psf) on member(s). 4-32, 32-34, 34-36, 35-36, 33-35, 8-33
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 25-28, 23-25, 21-23, 19-21,
18-19
Joaquin Velez PIE No.68182
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING - V.,Jfy desig p.,...te d READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 IIEFORE USE.
Design valid for use only with M!Tek@ connectors. 11his design is based only upon parameters shown, and is for an individual L -Aillding component, nor
a truss system. Before use. the building designer must verify the app4icablilty of design parameters and property inc6riporate this design Into the oveii :111
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. defiveiy, ereclion and bracing of fusses and truss systems. seeANSWI1 Quaffly Cffleillm DSB-89 and BCSI! BuIldbig Component 6904 Parke East Blvd.
Safety Antannaffonavallainte from TFUSS PICtie Instrute. 218 N. Lee Street, Suite 312. Nexandria, VA 22314.
Tampa, FIL 33610
Job Truss Truss Type oty Ply
T14165138
744031 A06 ATTIC 1 1
Job Reference (optional)
American tifiiiaers zuppry, VVIFflel "dVell, rL -00V — -1.1 .- - -1 __ __ - - - '_ __ ' - -
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-jvRP22SMzn3ywW2 jkyizPmw4-iC2hLB03QliazBOep
NOTES-
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 b uplift at joint 31, 376 lb uplift at joint 15 and 388 lb uplift at joint 12.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the
bottom chord.
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
WARNING -Verity design parameters and READ NOrES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10M,2015 BEFORE USE.
Design valid for use only with MiTokO connectors. ]his design is based only upon parameters shown. and is for an individual building component, not
a truss sysiern. Before use, 1he. building designer must verily the applicability of design pararnelers and properly incorporate this design into the overall
buildingdesign. Bracing indicated is to rxevent txickling ofindividual truss web and/or chord rnernbers only. Additional lernporary and permanent bracing MiTek'
is always requilred-fur stability and to prevent collapsevAth possiNe personal injury and property damage. For general guidance regarding the
fabricatfor, storage. delivery, erection and bracing of trusses and truss systems. s0eANSMI1 Qualfly Ciftda, DSB.89 and 0CS1 BuIldiing Component 6904 Parke East Blvd.
SafetIy Intofmciftinavailolole from Iruss Plate Institute, 218 N. Lee Street, Suite 312. Nexandria, VA 22314,
Tampa, FL 336
1
1 6
Job Truss russ yp Qty Ply
T14165139
744031 A07 GABLE 1 1
Job Reference (optional)
American urricliers 5upply, winter maven, f-L 0,50OU 7- - - -- - - I
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-vOcZLpaFN9ROIC05tYfHvjjp2.Qax7eXpwHb6bRzBOee
1484 16-10- 21 10-4 26 10-4 28-1 1-1 36-6-0 42-6-0 48-6-0 4 - 04
74-2 2-2-Oi 510- 5 0-0 12-1-81 7-6-4 6-0-0 6-0-0 -4-
T
SX6
6.00 F1 2 5x6 1
5 120 6 121 7
5x6
lj
6
3635 34 33 32 31 30 27 25 23 21 17 16 Is 14
M 11 4x8
28 3x6 = M = M
8
1.5x8 STP
4x6
3,xA' g:_- 3x6
M = 5X6 5x8
3x6 3X6
M
Scale = 1:102.0
28-11-12
7-4-2 17-8 r _ 0 10 4 2-fo4 11.14 1 2 - -0 36-6-0 42-6-0 _8-82 4 4 0
7__4_2 -b-4 6-0-0 4 0 1 2
7_4_2 2 . o 262 1
0-5-12
Plate Offsets (,Y)-- [1:0-2-12,0-2-01,[4:0-2-0,0-2-8], [5:0-3-12,0-2-12], [7:0-3-12,0-2-12], [104:0-1-15,0-1-0), 1107:0-1-15,0-1-0], [15:0-3-8,0-3-0], [19:0-5-8,0-3-41, 129:0-5-8
0-3-4L f5l:0-1-9,0-1-01, f68:0-1-1 1,0-1-01, f70:0-1-111,0-1-01,[72.0-1-1 1,0-_1-0 , 182:0-1-9,0-1-0], [98 0-1-15,0-1-01L7
LOADING (psf) SPACING- 2-0-0 CS11. DEFL. in (loc)
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.06 14-15
TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.05 31-32
o Re Str- Incir YES WB 091 Horz(CT) 0.03 12
BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS
LUMBER- BRACING-
TOPCHORD 2x4 SI P No.2 TOP CHORD
BOTCHORD 2x4 SP N0.2 *Except* BOTCHORD
19-29: 2x4 S P M 31 JOINTS
WEBS 2x4 SP No.3 *Except*
4-41,8-41: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. All bearings 36-10-0 except at=Iength) 12=0-3-0.
lb) - Max Horz 36=-403(LC 13)
Max Uplift, All uplift 100 lb or less at joint(s) 35 except 36=-296(LC 13),
32=-379(LC 12), 30=-205(LC 25), 17=-281(LC 24), 15=-632(LC 8), 12=-322(Lc 8)
Max Gr
I
av All reactions 250 Ib or less at joint(s) 30, 17, 31, 33, 34, 35, 16
except 36=723(LC 1), 32=887(LC 1), 15=1 573(LC 1), 15=1 573(LC 1), 25=339(LC
18), 23=331 (LC 18), 27=449(LC 18), 21 =439(LC 18),12=725(LC 1)
FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown.
TOPCHORD 1-2=-726/436, 2-4=-1 291/848, 4-5=-1 0751635, 5-6=-934/613, 6-7=-934/613,
7-'8=l 074/627, 8-1 0=-1288/839, 10-11 =-430/234,11-12=-896/661, 1-36=-662/431
BOTCHORD 35-36=-1 92/360, 34-35=-1 92/360, 33-34=-1 92/360, 32-33=-1 92/360, 31-32=-1 51/403,
30-31=-151/403, 27-30=-129/385, 25-27=-84/278, 23-25=-84/278, 21-23=-84/278,
17-21=-104/349,16-17=-78/292,15-16=-78/292,14-15=-463/728, 12-14=-463/728,
26-29=-202/670, 24-26=-220/687, 22-24=-265/793, 20-22=-2451722, 19-210=-284/780
WEBS 2-32=-996/58412-29=-230/552,29-37=-279/159,17-19=-246/315,19-38=-297/173,
4-37--186/322, 37-39=- . 185/322, 1 39-41=-181/321, 40-41=-181/321, 38-40=-185/315,
8-38 ='- 186/316, 1-32=-233/534, 10-15=- 1236/732, 10-19--460/870, 11-15=-460/588,
11 -1 4=-259/224, 24-25=-289/100, 22-23=-281/90, 26-27=-393/131, 20-21 =-377/112
I/defl Ud PLATES, GRIP
999 240 MT20 244/190
999 240
n/a n/a
Weight: 529 lb FT = 20%
Structural wood sheathing directly applied, except end verficals.
Rigid ceiling directly applied.
1 Brace at Jt(s): 39, 40, 41, 24, 22, 26, 20
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasc1=1 08mph; TCDL=6.Opsf; BCDL=6.opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-1-12 to 4-11-15, Interjor(l) 4-11-15 to 16-10-4, Exterior(2)
16-10-4 to 33-8-9, Interior(l) 33-8-9 to 49-10-4 zone; cantilever right exposed ; porch right exposed;C-C for members and forces &
MWFRS for reactio ns, shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss desigried for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Joaquin Velez PE No.68182
Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. MiTek USA, Inc. FL Cert 6634
4) Provide adequate drainage to prevent water ponding. 6904 Parke East Blvd. Tampa FL 33610
51 ) All plates are 2x4 MT20 unless otherwise indicated. Date:
6) Gable studs spaced at, 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. May 30,2018
WARNING - Verjjy desj n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M114473 ral 1010312015 BEFORE USE. M, Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown. and is for in individual building component. not Natrusssystem. Before use, ]he building designer must verify the applicability of design parameters and property incorpoiate, this design Into the overall acing MiTek' building design. Biacing indicated is to prevent buckling of individual truss web and/or chord mernbefs only. Additional lemly,>rary and pennanenil br
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fahAlcallon, storage. delivery. erection and bracing of trusses and truss systems. seeANS111pil Quaffly CIftria, DSB.89 and BCSI BuRdtfigi COMPOnimt 6904 Parke East Blvd.
Saletykdotmuffoncivailable from Truss Plate institute, 218 N. Lee,, Street Suite. 312, Alexandria, VA 223 14.
Tampa, FL 33610
Job Truss Truss Type Oty , Ply
T14165139
744031 A07 GABLE 1 1
Job Reference optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:21:57 2018 rage 2
ID:pBo2QDQ4UzF Agn3M51CIGzTvbv-vOcZLpaFNgROIC05tYfHvjjp2Qax7eXpwHb6bRzBOee
NOTES-
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) Ceiling dead load (5.0 pst) on member(s). 4-37, 37-39, 39-41, 40-41, 38-40, 8-38
10) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 26-29, 24-26, 22-24, 20-22, 19-20
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 35 except at=lb) 36=296, 32=379, 30=205, 1 7=281 ,
15=632,12=322.
12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directlyto the
bottom chord.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERAOVCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only \vith MiTek(Doonnectois. ]his design is based only upon parameters shown. and is for on individual building component, not
a truss system. Before use. the building designer must verify the app4loobility of design parameters and ptop-rly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual Truss web (Ind/of Chord mernbers only Additional ternporary and permanent bradng MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication. storage. delivery. erection and bracing of trusses and truss systems. seeANSMIJ Quality Crftda. DS11-89 and BCS1 Bundlng COMPOnAtnt 6904 Parke East Blvd.
Satetyintofmatlowivailable from Truss Plate Insfilute. 218 N. Lee Street, SUlteM2, Alexondria, VA 22314.
Tampa, FL 33610
Job Truss Truss Type Qty Ply
T14165140
744031 B01 GABLE
Job Reference (optional)
American buiiaers ouppy, VV Intel Maven, r- L 0,300V .. I - . I -I I . .- I- I - - .-Y - --- I - - . ' .
ID:Pyl2dFQWAAaLOH2p9JrnQ3YzTvad-nor4BBdmROxqDpis6NjD4ZuUAlwg3dGOrvZKkDzBOea
17-10-8 26-7-5
44 7 2 175-0-4 17-8-1 '1 20_2_0 24-2-0 6-5-8 29-3-12 1-14 44-4-0 5
g_ 0 6-2 -0-1) -138 Z8-7
2
7 7-6-2 41-4802-8-710-V13 4
2-3-8 0-1-13
Scale = 1:88.1
8X8
M = 6
M 11
3x6 11 5
M I 1 8
3x6 11 4 37
3x6 11
IWO s' 3x6 11
6. 00 1-2
3
9
77
2
M 36 36 34 33 32 31 28
4x4
29 M
168--
SX8 - 7
3x6
8
3x6 11 3x6 11
38 799 3x6 11
X6 11
3x6 11
3x6 I 3x6 11
3x6 11
79 9 '3x6 'I
3x6
36 11 31
1OX10
10
21-
80
d)
12
1- 6
26 24 22 18 17 16 15 14 13 1 5X8 STP
3x4 = 3x4 =
19 4x4 3X6
M
22-2-0
111 0-4 21-2-0 2-2-9 1 2I313-'122 1 29_1-12 36-9-14 44-4-0
6-2 -6-217 .2 3-1-12 1-0-0 i_, ._6 7 7
1-0-0
Plate Offsets (X,Y)-- [6:0-4-0,0-3-81, [7:0-4-0,0-3-8], [20:0-2-8,0-2-8], [30:0-2-8,0-2-81, [41:0-1-10,0-1-01, [45:0-1-10,0-1-0), [48:0-1-10,0-1-0], [51:0-1-10,0-1-0], [60:0-1-10
0-1-01, [66:0-1-10,0-1-01, [69:0-1-10,0-1-0], [72:0-1-10,0-1-0]
LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/cletl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vett(I-L) 0.06 31-32 999 360
TCDL 10.0 Lumberr DOL 1.25 BC 0.39 Vert(CT) 0.11 31-32 793 240
BCLL 0.0 Rep St ess Incr YES WB 0.22 Horz(CT) 0.01 11 n/a n/a
BCDL 10.0 Code FBC2017/-FP12014 Matrx-S Wind(LL) 0.01 2-36 999 240
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
3-6,7-10: 2x8 SP No.2, 6-7: 2x6 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 44-4-0
PLATES GRIP
MT20 244/190
Weight: 413 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 25, 23, 27, 21, 37, 38
lb) - Max Horz 2=-279(LC 17)
Max Uplift All uplift 100 lb or less atjoint(s) 28, 35, 14 except 2=-106(LC 13),
18=-270(LC 13), 17=-246(LC 13), 31=-286(LC 12),32=-291 (LC 12), 1 1=-121(LC
13), 33=-158(LC 3), 36=-130(LC 12), 16=-158(LC 3),13=-130(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 34, 35, 36, 15, 14, 13 except
2=323(LC 1), 18=597(LC 25), 17=858(LC 1), 31=627(LC 24), 32=858(LC 1),
11 =321 (LC 1), 11 =321 (LC 1), 26=340(LC 18), 24=334(LC 18), 28=382(LC 18),
22=393(LC 18)
FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (Ilb) or less except when shown.
TOPCHORD 2-3=-333/191, 3-4=-664/428, 4-5=-668/607, 5-6=-634/445, 7-8=-634/445, 8-9=-668/608,
9-1 0=-664/429, 10-11 =-321/197, 6-7=-579/433
BOTCHORD 2-36=-57/294, 35-36=-57/294, 34-35=-57/294, 33-34=-57/294, 32-33=-57/294,
26-28=-1 2/294, 24-26=-12/294, 22-24=-5/255, 23-25=-10/287, 21-23=-10/287,
20-21 =-1 7/325
WEBS 18-20=-471/491, 9-20=-484/537, 10-17=-704/548, 30-31=-501/479, 4-30=-484/536,
3-32=-701/551, 25-26=-282/0, 23-24=-277/0, 27-28=-372/0, 21-22=-373/0, 3-30=0/295,
10-20=-25/358
NOTES-
1) unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=1 08mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) -1-4-13 to 3-0-7, Exterfor(2) 3-0-7 to 20-2-0, Corner(3) 20-2-0 to
24-2-0, Exterior(2) 28-7-3 to 45-8-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1.
4) Provide adequate drainage to prevent water poncling.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 1-4-0 oc.
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
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 30,2018
bottom chord and any other members.
WA RNING - Verify design parameters and REA D NOTES ON THIS AND INCL UDED M1TEK REFERANCE PA GE M11- 7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectofs, this design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer i nusi verify the cpr dcablllty of design parameters and properly incorporate this design into the overall
buildingdesign. Bracing lnd ccated is to prevent buckling of individual truss web and/or, ctmd members only. Additional temporary and permanent bf. Ing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems. se.eAAWMIJ Quaffly Chtedd, DSB-89 and BCSf Buildblig Component 6904 Parke East Blvd.
Safety kdonnatim-wallat-Ae from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job Truss Truss Type Qty Ply
T14165140
744031 B01 GABLE 1 1
Job Reference (optional)
American 13uilders tiupply, Winter Haven, F-L 33880 8.13o s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:22:01 2018 Page 2
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-nor4BBdmROxqDpis6NjD4ZuUAlw93dGOrvZKkDzBOea
NOTIES-
9) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9, 5-37, 37-38, 8-38
10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 27-30, 25-27, 23-25, 21-23, 20-21
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 35, 14 except at=lb) 2=106, 1 8=270, 17=246,
31=286,32=291,11=121,33=158,36=130,16=158,13--130.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312019 BEFORE USE.
Design valid for use only with Milek0conneclofs, This design Is based onlyupon paiameters 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. Addiflowl temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property clai nage. For general guidance regarding the
fabricallon, storage, delivery, erection and bracing of trusses and truss systems. seeANWTPI1 Quaffly Ciftrild, DSB-89 and BCS1 BullidIng Component 6904 Parke East Blvd.
Safety thfarmationavallaNe (I Orn Truss Plate. Insil kite, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 33610
Job Truss Truss Type oty Ply
T14165141
744031 B02 ATTIC 7 1
Job Reference optional)
American bUllUerS OUpply, vviniLi riaven, r-L 5000V 0. — I IV— I I I— IVII .—Y — --c— —. —V. I
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-kAzqcsfOy?CYT7sFDomh9 zqQrTbXLUhID2Qp5zBOeY
24- 7-6-2 15-0-4 20-2-0 1 4 - 2 -,0 9 -13 -1
Q W-2-14 44-4-0 -8
5 2 76 7,2 V4W47-6-2 7-6-2 5-1-12
Scale = 1:91.7
8X8 =
8X8 = 4X8 —
4x8 = 6 7 8 39
3x12 11 &12 1!
4 38 29 30
2x4 11 2x4 I F
10X10
6.00F-12
1OX10 -1 T
6 10
u?
3
1.5x8 STP
1.5x8 STP 37
1 14-0-0 40
17_
T2! 1
Is
28 27 24 22 20 18 14 13
3X8 Z-
3X8 5x6 4x6 = 2x4 I j 3x4 = 3x8 = 2x4 I 5x6
2x4 tl 104xli) = 4x6
7-t3-2 15-1-4 1-0413_ 21' -2-0 23-2-0 26-3-12 2j9-3-12 36-,-14 44-4-02_ 1
7, 12 7_6_2 1 J3-1-1 1 7-6:22 _,_0 7_
Plate Offsets (X,Y)-- 12:0-2-9,0-1-8], [5:0-4-0,0-1-12], 16:0-4-0,0-3-8], [7:0-4-0,0-3-8], [8:0-4-0,0-1-12LJI 1.0-2-9,0-1-81, [16:0-2-4,0-2-8 , [18:0-3-8,0-1-8], [26:0-3-0,0-3-0]
LOADING (pst) SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(LL) -0.44 19 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.87 19 >612 240
BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.22 11 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Mattjx-AS Wind(I-L) 0.37 24-27 >999 240 Weight: 330 lb FT 20%
LUMBER- BRACING-
2x4 SP N0.2 *Except' TOPCHORD Structural wood sheathing directly applied.
3-6,7-10: 2x8 SP 240OF 2.OE, 6-7: 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied.
BOTCHORD 2x4 SP No.2 *Except* WEBS I Row at miclipt 29-30,10-16
15-25: 2x4 SP M 30 JOINTS 1 Brace at Jt(s): 21, 19, 23, 17, 29, 30
WEBS 2x4 SP No.3 *Except*
5-8: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=2139/0-8-0, 11=2139/0-8-0
Max Horz 2=-280(LC 13)
Max Uplift 2=-494(LC 12), 11 =-494(LC 13)
Max Grav 2=2323(LC 2), 11 =2323(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4561/812, 3-4=-4017/641, 4-5=-3294/704, 5-6=0/914, 7-8=0/911, 8-9=-3290/701,
9-1 0=-4019/638, 10-11 =-4561/812, 6-7=0/1 189
BOTCHORD 2-28=-789/4022, 27-28=-901/2597, 24-27=-923/2595, 22-24=0/4201, 20-22=0/4201,
18-20=-271/3615,14-18=-760/2578,13-14=-739/2582, 11-13=-584/4022,23-26=-522/447,
21'23=-522/447, 19-21=-1044/0, 17-19=-1044/0,16-17=-492/501
WEBS 14-16=0/258, 9-16=0/1 350, 26-27=0/251, 4-26=0/1 339, 5-29=-4635/592,
29-30=-4588/587, 8-30=-4635/589, 19-20=-291/26, 24-26=011 597, 23-24=-377/0,
21-24=-936/182, 16-18=0/1 580, 17-18=-706/0, 17-20=-1 82/985, 3-26=-858/641,
26-28=-272/1641, 10-16=-862/668, 13-16=-393/1678, 6-29=-28/323, 7-30=-30/320
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108niph; TCDL=6.Opsf; BCDL=6.0ps% lh=25ft Cat. 11; Exp C Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-4-13 to 3-0-7, Interior(l) 3-0-7 to 20-2-0, Exterior(2) 20-2-0 to
24-2-0, Interior(l) 28-7-3 to 45-8-13 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. Joaquin Velez PE No.68182
6) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9, 5-29, 29-30, 8-30 MiTek USA, Inc. FIL Gert 034
7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pst) applied only to room. 23-26, 21-23, 19-21, 17-19, 6904 Parke East Blvd. Tampa FIL 33610
16-17
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
Date:
2=494,11=494. May 30,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMB 7473 rev. 1010312blS BEFORE USE.
Design vaild for use only with MiTekO connectors. Ihis design Is based only upon pararnefers shown, and is for an Individual Wilding component, not
a truss syslern. Before use. the building designer [Trust vedly the applicability of design pwarneiers and properly Incoiporcrie this design Into ]he overall
building design. Bracing indk-ated Is to prevent buckling of individual truss web and/or chord members only. Additional lernporary and permanent b ing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the
fabricatic)n, storage. de.liv m., erection and bracing of Imsses and truss systems, soeANSWII Qually Crffedd, DSB-89 and SCSI SuldIng Component 6904 Parke East Blvd.
Safety kdormallorlavallable from IFLrs Plate Institute. 218 K Lee. Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610
Job Truss Truss Type Qty , Ply
T14165141
744031 B02 ATTIC 7
Job Reference optional)
American builclers itipply, vv inter Haven, 1-- L 33MU ?J. 1,5V S Mar I I eU 10 IVII I e& INULIbLi leb, 1M. "— 1—Y OU UU-- U 10 r yu
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-kAzqcsfOy?CYT7sFDomh9-zqQrTbXLUhID2Qp5zBOeY
NOTES-
9) This truss design requires that a minimum Of 7/16" strurtUral wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the
bottom chord.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE -
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101031,2015 BEFORE USE.
only Wth MiTek(S) connectors. ]his design is based only upon parameters shown, and is for an individual building component. notDesignvalidfortm
iallatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the ove
Crbuildingdesign. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent br _Ing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
falbricatioR storage. delivery, erection and bracing of tiu&&-s and truss systems. seeANSUM11 Quaffly Ciftdo, DS8-89 and BCS1 Buldbig CoMponent 6904 Parke East Blvd.
Saf0ty IntonnationavalloNe from Truss Plate Institute. 218 N. Lee Street. ,kilto 312, Nexandda, VA 22,114, Tarrq)a, FL 33610
Truss Truss Type Qty Ply
T14165142
B03 ATTIC 2 2 Ioh Ri,f
American bunaers ,uppiy, VVIFILef NdVell, rL OOOOU
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-gZ5blYhGUdSGiQ?eLDo9EP2CfeCP?L?-mWXXt zBOeW
44 7-§-2 15-0-4 20-2-0 24-2-0 29-3-12 36-9-14
1
44-4-0 45-8-
5-1-12 7-6-27-6-2 -6-2 1-12 FC-6 7-6-2 -4-
SX8
8X8
6 7
Scale = 1:84.9
2
0
28 27 25 24 22 20 18 15 14 13
4x4 2x4 11 3x10 2x4 11 3x4 3x4 2x4 11 U4
6-
7
0-4 3-2 11 26-3-1122 29-3-12 37- -146
1
4-4-' 17Z6-2 0_,) 3--T-123- 1_0_ 3_1_ 3_0_0 2
Plate Offsets (X,Y)-- 0-4-0,0-3-81, [7:0-4-0,0-3-81,[16:0-2-8,0-2-8],12670-2-8,0-2-81
LOADING (psf) SPACING- 2-6-0 CS1. DEFL. in loc) I/clefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.29 19 >999 360 MT20
1
244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.57 19 >925 240
BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.14 11 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.24 24-27 >999 240 Weight: 657 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SID No.2 *Except* TOPCHORD
3-6,7-10 2X8 SO, 240OF 2,OE, 6-7: 2x6 SP NO,2
BOTCHORD 2x4 SP No.2 BOTCHORD
WEBS 2x4 SP No.3 JOINTS
REACTIONS. lb/size) 2=2673/0-8-0, 11 =2673/0-8-0
Max Horz 2=-350(LC 13)
Max Uplift 2=-618(LC 12), 11 =-618(LC 13)
Max Grav 2=2904(LC 2), 11 =2904(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-5699/1061, 3-4=-5043/856, 4-5=-4139/926, 5-6=0/1 201, 7-8=0/1 199,
8-9=-4135/925, 9-1 0=-5047/855, 10-11 L-5699/1061, 6-7=0/1 557
BOTCHORD 2-28=-985/5023, 27-28=-1 136/3195, 24-27=-1 163/3192, 22-24=-1 6/5183, 20-22=-1 6/5183,
18-20=-348/4449, 14-18=-960/3159, 13-14=-933/3165, 11-13=-782/5023,
23-26=-583/626 ' 21-23=-583/626, 19-21=-1223/0, 17-19=-1223/0,16-17=-529/687
WEBS 14-16=0/320, 9-16=0/1 691, 26-27=0/310, 4-26=0/1 676, 5-29_-5900/836,
29-30=-5840/829, 8-30=-5899/835, 19-20=-374/43, 24-26=0/2001, 23-24=-474/0,
21-24=-1 167/235, 16-18=0/1 976, 17-18=-880/0, 17-20=-232/1237, 3-26=-1 054/800,
26-28=-341/2116,10-16=-1057/833,13-16=-492/2161, 6-29=-44/411, 7-30=-44/405
2-0-0 oc purlins (4-10-12 max.)
Switched from sheeted: Spacing > 2-0-0).
Rigid ceiling directly applied or 10,0-0 oc bracing.
1 Brace at Jt(s): 6, 7, 21, 19, 23, 17, 29, 30
NOTES-
1 ) 2-p!y truss to be connected together with 1 Od (0.131 "&') nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 Oc, 2X8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
ce in the LOAD CASE(S) section. Ply to2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) fa
ply connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been c , 6nsidered for this design.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp Q Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-4-13 to 3-0-7, Interlor(l) 3-0-7 to 20-2-0, Exterior(2) 20-2-0 to
24-2-0, Interior(l) 30-5-4 to 45-8-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .6b plate grip
DOL=1.60
5) Provide acl4quate drainage to prevent water ponding.
6), All plates are 3x6 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Ceiling dead load (5.0 psf).on member(s). 4-5, 8-9, 5-29, 29-30, 8-30
10) Bottom chord live.load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 23-26, 21-23, 19-21, 17-19,
Joaquin Velez PE No.681182
MiTek USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
mima -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11#11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M!Tek(5) connectors. This design is based only upon parameters shown, and is for crin individual Wilding component. not
afruss system. Before use. the building designer must verify the applicability ofdesiqn parameter's and Property incorporate this design iniail-re overall
acbuildingdesign. Bracing indicated is to prevent buckling of individual lruss web and/or chord members only. Additional lernryoary and permanent br ing MiTek' .
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance iegarding the
fabrication. storage. delivery. erection and Lxacing of trusses and truss systems. seEANSW11 Qualffy Ciftnid, DSO-89 and 9CSi Building Component 6904 Parke East Blvd.
afelyintoffnaftnavail6ble from Truss Plate institute. 218 K Lee Street, Suite 312, blexandfo. VA 22314.
Tampa, FL 33610
Job Truss Truss Type Qty , Ply
T14165142
744031 B03 ATTIC 2 21 Job Reference (optional)
American bUliaers zuppry, winter Haven, 1--L ddrJt5U .. — I-- I 1 1— -1 .1 1. — .—Y — --- 11 - . -I- -
ID:Pyl2dFOWAAaLOH2pgJmQ3YzTvad-gZ5blYhGUdSGiQ?eLDo9EP2CfecP?L?-mWXXt zBOeW
NOTES-
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=618, 11 =61 8.
12) Graphical purl representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE
Designmalid to use only writh Mileke connectois. Ihis design is based only upon parameters shown, and is for an individual building component. nor NEI' a truss system. 'Before use, ]he building designer must verity, the applicability of design paramelem and property incorpora to thim'design into the overall
building design. Biacing indicated is to prevent buckling of individual truss web and/or chord rnernbers only. Addiliorral temporary and peri-narient bfacing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damcioe, for general guidance regarding the
fabi icalion. storage. delivery. erection and bracing of trusses and truss systems. seeAN$VMI1 Quaffly Ciffeft DSO-89 and HCS1 Ruffiding Component 6904 Parke East Blvd.
Safety Informatlianovall,able from Truss Plate Instflute.. 218 N. Lee Street. Suite 312, Alexciudria. VA 22314.
Tampa, FL 33610
Job Truss Truss Type Oty - Ply
T14165143
744031 Cot COMMON 4 1
loh Rr.'
American i3maers buppry, vvinrer MaV9H, r-L0,56OU ... — . .1 1 1 — . I .. — I —, 1— - - . .
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-cyCLSEiXOEjzxk9OSeqdJq8XOSwXTB?HDqOeyszBOeU
1-4-0 8-2-10 15-2-0 22-1-6 30-4-0 ,31-8-0
1-4-0 8-2-10 6-11-6 8-2-10 1 1-4-0
Scale = 1:58.4
4x6
0
6.00 F12 4
3x4 =
3x8 I I
2x4 i I 5x8 2X4 11 3X4
3X8 11
0
0- -,12 8-2-10 15-2-0 22-1-6 30-0-4 31 - _0
0 J 7-10-14 6-1 7-10-14 0- 20_
Plate Offsets (X,Y)-- 12:0-0-4,Edgel, f2:0-1-4,0-0-21, L3LQ 0-3-4, 5-0-3-0,0-3-4, 6.0-0-4,Edgel,[6:0-1-4,0-0-21,[9:0-4-0,0-3-01
LOADING (psf)
TCLL 20.0
SPACING- 2-0-0
Plate Grip DOL 1.25
CS11.
TO 0.62
DEFL.
Ver,t(LL)
in
0.22
loc)
9-10
I/detl
999
Ud
240
PLATES
MT20
GRIP
244/190
TCDL 10.0 Lumber DOL 1.25 BG 0.58 Vert(CT) 0.20 9-10 999 240
BCLL 0.0
BCDL 10.6
Rep Stress Incr YES
Code FBC2017ITP12014
WB 0.84
Matrix -AS
Horz(CT) 0.08 6 n/a n/a
Weight: 148 lb FT 20%
LUIMBER- BRACING -
TOP CHORD 2X4 SP N0.2 TOPCHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-9
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1297/0-3-0,6=1297/0-3-0
Max Horz 2=-216(LC 13)
Max Uplift 2=-488(LC 12), 6=-567(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD , 2-3=-2024/2145, 3-4=-1419/1601, 4-5=-1419/1601, 5-6=-2024/2144
BOTCHORD 2-1 0=-1742/1732, 9-1 0=-1 735/1729, 8-9=-1769/1729, 6-8=-1 776/1732
WEBS 4-9=-1 129/787, 5-9=-663/800, 5-8=-362/291, 3-9=-663/800, 3-1 0=-362/291
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1,40mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-13 to 1-7-10, Interior(l) 1-7-10 to 15-2-0, Exterior(2) 15-2-0
to 18-2-6 zone;'canti I ever left and right exposed ; porch 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)
2=488,6=567.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Veiez'PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARKING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MffEK I REFERANCE PAGE M11-7473rev. 1010312015 BEFORE USE. oil" sign is based only upon parameters ShoWn. and is for (in ind[vidual building component notDesignvalidforuseonlyWthMiTek(D connectors. This dest
a truss system. Before use, ]he building designer must verify the applicability of design parameiers and p[operly incorporale this design into the overall
buildingdesign. Bracing Indicated isto prevent buckling ofindividual 1russwelband/or chord members only. Addiii6nalle.rfiporaryindperrn inentbrcr-1r)g Welk'
is always required for stability and to prevent collapse with possible personal injury and properly darnage. For general guidance regaiding [he
I, fabrication. storage. delivery, erection and bracing of trusses and truss systems. seeANSLIM11 Quaffly Criteria. DSB-89 and BCS1 Building Compone 1 6904 Parke East Blvd
Safety Informatidnavallablo from IFUSS Note Institute, 218 N. Lee Street, Suite 312, Nexandria. VA 22314.
Tampa, FL 33610
Job Truss Truss Type Oly Ply
T14165144
744031 CO2 GABLE
Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:22:09 2018 Page I
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-YKK5swkn.YryhB2JPa3t5PFDusFgxxDhahBVIOlzBOeS
4-01 8-2-10 22-1-6 30-4-0 31-8-01-
8-2-10 M-0 i i11-4_0 '1_6 6-11-6 B-2-10
Scale = 1:58.0
4x6 —
6.00 F1 _2
0
28 27 26 25 24 23 22 21 20 19 18 17 `16 15 14 13 12 11 10 9 8
4x4 = SX8 — 4x4
02 2
8-2-10 15-2-0 22-1-6 30-0-4 A07-10-14 6-11-6 1 6-11-6 7-10-14 3-121% —
Plate Offsets (X,Y)-- 3:0-3-0,0-3-41, [5:0-3-0,0-3-4], [18:0-4-0,0-3-01
LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.01 57 630 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.01 57 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 6 ri/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 251 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 29-8-8.
lb) - Max Horz 2=-216(LC 13) -
Max Uplift All uplift 100 lb or less at joint(s) 27, 10, 9 except 2=-1 26(LC 13), 18=-246(LC 12), 13=-262(LC 13),
23=-278(LC 12), 6=-104(LC 13), 28=-204(LC 12), 8=-243(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 6, 6, 19, 20, 21, 22, 24, 25, 26, 27, 28, 17, 16, 15, 14, 12,
11, 10, 9, 8, 6 except 2=315(LC 1), 18=490(LC 1), 13=401 (LC 24), 23=390(LC 23), 2=315(LC 1)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
TOPCHORD 3-4=- 145/271, 4-5=- 145/282
WEBS 4-18=-341/238,5-18=-125/272, 5-13=-394/345, 3-18=-157/301, 3-23=-384/318
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpj=O.l 8; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-13 to 1-7-10, Exterior(2) 1-7-10 to 15-2-0, Comer(3) 15-2-0
to 18-2-6 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 10, 9 except
at=lb)2=126,18=246,13=262,23=278,6=104,28=204,8=243,2=126,6=104.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 30,2018
WARNING- Verify af..I_q parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Milekaconnectors. Ws design is based only upon porornelets shown, and Is for an individual building component not BEE" a truss system. Before use, the building designer must verify the applicability of design paramoieis and properly Incotporale this design Into the overall
IndlVidUal ituss rnembers only. Additional temporary and petmanent bracing MiTek' building design. Bracing Indicated is to prevent txickling Of web and/or chord
is always required for stalbility, and to prevent collap6e with possible personal injury and property damage. Lot general guidance regaiding the 6904 Parke East Blvd. fabilcatioR storage, delivery, erection and biacing of trusses and truss systems. seeAALVWI1 Quailly Crftda, DSB-89 and 8CS1 BufldbIg ComponOnt Tampa, FL 33610ScdbtyInformatiortavailallofromTrussPtaleInstitute. 218 N. Lee Street. uite 312, Nexandria. VA 22,314.
Job Truss Truss Type Qty Ply
T14165145
744031 DOI GABLE 1 1 Lb Reference (optional)
American bunaers ouppy, vv inter riaven, r L 0,500V — — -1 1 . — I 1— . — I --- I— — ly
ID:Pyl2dFOWAAaLOH2pgJmQ3YzTvad-VjSsHbll4TCPQLTnhUvZUgiFs3PHP88t8S-r5dzBOeQ
4-1 6-0-0 12-0-0 18-0-0 24-0-0 '-4-1116-0-0 6-0-0 6-0-0 1-4_0I- _4
0
4x6 —
4
3x4 OX4 — I.". I I —
23 22 21 20 19 IS 17 16 15 14 13 12 11 10 9 8 3x4
3x4 = 3X4 11
Scale = 1:49.9
8-0-0
8-0-0
16-0-0
8-0-0
24-U-U
8-0-0
Plate Offsets (X,Y)-- 4:0-2-0,0-0-81,[12:0-1-8,0-1-81,[19:0-2-0,0-0-7]
LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.00 6-8 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.15 VetI(CT) 0.01 6-8 999 240
BCILIL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 6 n/a, n/a
I4CDL 10.0 Code FBC2017[TP12014 Matrix-S Wind(LL) 0.01 2-23 999 240 Weight: 183 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
OTHERS 2x4,SP No.3
REACTIONS. All bearings 24-0-,0.
lb) - Max Horz 2=-I 75(LC 17)
Max Uplift All uplift 100 lb or less at joint(s) 22, 23, 9, 8 except 2=-146(LC 12), 12=-363(LC 13), 19=-395(LC
12), 6=- 1 78(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 15, 16, 18, 20, 21, 22, 23, 14,13, 11, 10, 9, 8 except
2=300(LC 23), 12=530(LC 1), 19=530(LC 1), 6=300(LC 24), 6=294(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-12=-251/183, 5-12=-366/470, 4-19=-251/186, 3-19=-366/470
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) -1-4-13 to 1-7-3, Exterior(2) 1-7-3 to 12-0-0, Corner(3) 12-0-0 to
15-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated-
5) Gable studs spaced at 1-4-O.oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 23, 9, 8 except
at=lb) 2=146,12=363, 19=395, 6 178.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
May 30,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFKREFERANCE PAGE UH-7473mv. 1010312015 BEFORE USE.
Design valid for use only with M!TekO connectors. this design Is based only upon parameters shown, and is for an individual building component not
a truss systern. Before use. the building designer must vedfv the applicability of design parameters and property incorp6tate this design into the overall
building desigm Bracing indicated is to prevent buckling of individual truss wet) arid/or chord rnernbers only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For qeneral.uidance regarding [hegCSISuOdingComponent 6904 Parke East Blvd. fabrication. storage. delivery. erection and bracing of trusses and truss systems. seeANSL47PI1 Qualify Crillieda, DSB-89 and B Ta FL 33610
Safety informatioricivailable ITOrn IRM Plate Institute. 218 N. Lee Slreet.SLflte 312. Alexandria. VA 22314. mpal
Job Truss Truss Type City Ply
T14165146
744031 D02 Common 10 1
Job Reference optional)
American bunciers buppry, vvinier Haven, l--L JJUdU 0. iju 6 Mai I I Zu 10 ]VII I elk HiLlubtueb, Inc. Ywuu Ividy — -,-ie -. —ye ,
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-zvOEVxmfrmKG2V2—FBQoOurShTco8bOON6jPd4zBOeP
6-0-0 i 12-0-0 1 18-0-0 1 24-0-0 25-4-0
6-0-0 6-0-0 1 6-0-0 6-0-0 i
Scale = 1:43.5
4x4
4
3x4 =
3x4 = 3x4 — 3x4 =
3x4 —
16-0-0 1
24-0-0
8-0-0
LOADING (psf) SPACING- 2-0-0 CS11. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.15 8-16 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) 0.26 8-10 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.05 6 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Wind(LL) 0.09 10-13 999 240 Weight: 111 lb' FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1044/0-8-0,6=1044/0-8-0
Max Horz 2=1 75(LC 16)
Max Uplift 2=-396(LC 12), 6=-396(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown.
TOPCHORD 2-3=-1 679/589, 3-4=-1 498/578, 4-5=-1 498/578, 5-6=-1 679/589
BOTCHORD 2-1 0=-564/1465, 8-1 0=-216/957, 6-8=-414/1465
WEBS 4-8=-253/565, 5-8=-368/366, 4-1 0=-253/565, 3-1 0=-368/366
NOTES-
1 ) Unbalanced roof live loads have been considered for this, design.
2) VVind:,ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=6.Opst; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
Gcpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-13 to 1-7-3, Interior(l) 1-7-3 to 12-0-0, Exterjor(2) 12-0-0 to
15-0-0 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=396,6=396.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.681182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
AL WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE
Design valid for use. only with Milek(FD connectors. This design is based only upon parameters shown, and is for an individual Wilding component not
a truss sysiern. Before use, ]he building designer must verity the applicability of design parameters and properly incorpoicrie this design into the overall
building design. Bracing indicated is to prevent buckling ofindividual truss web and/or chord ineinters only. Additional lemporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parkefabrication. storage. delivery. erection and bracing of trusses and truss systems, seeANSV7Pil Qualify Criteria, DSB-89 and BCS1 Buldling Component East Blvd.
Sofetylififonnationavoilonle tiorn Truss Plate Insfilute, 218 N. Lee Street, Suite, 312, Alexandria. VA 22314, Tampa, FL 33610
Job Truss Truss Type oty'. Ply
T14165147
7440311 D03 GABLE
Job Reference (optional)'
American Builaers vvinier Haven, t-1-33MU .. I — --. . . 1. -... .1 -1. 11 — —1y
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-vl8 wdowNOa—HpBMMcSG5JwnuGlUcZ—JqQCWhyzBOeN
4-0 1 10-0-0 4-00-0 16-0-0 22-0-0 28-0-0
1-4_0 10-0-0 4 _0 2-0-0 6-0-0 6-0-0
Scale = 1:50.7
n
ql
0
44
13
4 22 4521 46- 3x4 3x4 3x4
3x4 3x4 —
4-4-8
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2X4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
1Z_V_U
7-7-8
7-8
7_Q
SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud
Plate Grip DOL 1-25 TC 0.38 Vert(LL) 0.13 18-20 999 360
Lumber DOL 1.25 BC Vert(CT) 0.14 18-20 999 240
Rep Stress Incr YES WB 0.06 Horz(CT) 0-01 16 n/a n/a
Code FBC2017/-FP12014 Matrix -AS Wind(LL) 0.06 20-40 999 240
BRACING-
16 ' n
14
6
3x4
PLATES GRIP'
MT20 244/190
Weight: 176 lb FT = 20%
TOPCHORD Structural wood sheathing directly applied. Except:
1 Row at midpt 6-13
2 Rows at 1/3 pts 13-16
6-0-0 oc bracing: 4-5
BOTCHORD Rigid ceiling directly applied. Except:
3 Rows at 1/4 pts 34-40
JOINTS I Brace at Jt(s): 13, 12, 10
REACTIONS. All bearings 4-8-0 except at=length) 16=6-8-0, 17=0-3-8.
11b) - Max Horz 2=2,19(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 16, 4, 17 except 2=-1 34(LC 12),
21 =-530(LC 12), 22=-427(LC 1)
Max Grav All reactions 250 lb or less at joint(s) 16, 4, 4, 22, 17 except 2=276(LC
1), 21 =968(LC 1), 2=276(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TORCHORD 2-3=-253/75
BOTCHORD 2-22=-259/265, 21-22=-259/265
WEBS 3-21=-280/199
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE -.10; Vult=140mph (3-second,gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.1 8; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-4-0 to 1-8-0, finterior(l) 1-8-0 to 5-11 -1 zone;C-C for
members
I
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for Wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Indus"
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4).All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 4, 17 except
Jt=lb) 2=134, 21=530, 22=427, 2=134.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
May 30,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE U11-7473 rov..1"3,2015 BEFORE USE.
Design valid for rise only with MiTek0 connectors. rhis design is based only upon parameters shown, and is for (in 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
ckbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord mernt).ers only. Addiflonal temporary and permanent br Jng MiTek*
Is always required, for stability I and to prevent collapse wilt) possible personal injury and property damage. For general guidance regarding the 6904 Pa'rke East Blvd. fabilcation, storage. delivery. erection and bracing of trtrsses and truss systems. seeANSL,7pil Quality Cffledi DS8.89 and BCSI Buflding Component Tarrpa, FL 33610
Safely Infalmoiffafinvailalble from TrUSIS Plate, Institute, 218 N. Lee Street, Suite, 312, Alexandda. VA 22314.
Job Truss Truss Type Qty Ply
T14165148
744031 D 04 Common 3 1
1 Job Reference (optional)
American burners buppry, vvinter "aven, r-L 500OU
1-4-0 6-1-13
6-1-13
0
I I — I -1 1 — --l—, I.— — — .. ly — . - —
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-NUhN7zoYBhirvzmZwJ—VeWTrzgeELyHS34y3EPzBOeM
izi-0-0 22-0-0
7-10-3 8-0-0
4x6 —
6.00 F1 2
3x4
2x4 11 5X8 I. 5x8 STP
3x4
Scale: 114"=1'
i 1, 3
i 7-10-3 8-0-0
Plate Offsets (X,Y)-- [6:Ec1ge,0-1-12E8:0-4-0,0-3-0j
LOADING (psf) SPACING- 2-0-0 CS1. DEF in Ioc) I/defl Ud PLATES GRIP
TCLL 20 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0 08 7-8 >999 360 MT20 244/190
TCDL 10 Lumber DOL 1.25 BC 0.66 Vett(CT) -0.17 7-8 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Wind(LL) 0.07 9-12 >999 240 Weight: 115 lb FT = 20%
LIUMBER- BRACING-
TOPCHORD 2x4 SP.No.2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORb 2x4 SP No,2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SID No.3 WEBS 1 Row at midpt 3-8
REACTIONS. (lb/size) 2=961/0-8-0,7=871/0-8-0
Max Horz 2=325(LC 12)
Max Uplift 2=-382(LC 12), 7=-265(LC 12)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-1 538/555, 3-5=-859/357, 5-6=-853/368, 6-7=-798/394
BOTCHORD 2-9=-688/1339, 8-9=-688/1339
WEBS 3-9=0/285, 3-8=-739/494, 5-8=0/356, 6-8=-230/639
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-13 to 1-7-3, Interior(l) 1-7-3 to 14-0-0, Exterjor(2) 14-0-0 to
17-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOI-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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=382, 7=265. -
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEKREFERANCE PAGE M11-7473rev..1aV312015 BEFORE USE.
Design valid for use only vAth MiTek(D conneclors. This design is based only upon parameters shown, and is for an individual building,6omponerfl, not
a truss system. Before use, ]he building designer must verify the applicability of design parameiets and properly incorporate this design into the overall
Additional temporary and permai rent lorcr-ing MiTek.' building design. Narcing indicated is to prevent buckling of individual truss web,and/or chord rnernbers only.
is always required,for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 6904 Parke East Blvdfabrication. storcrJe; delivery. orecilion,and bracing of trusses and truss systems, seeANSLMjj Quailly Crilledd, DSO-89 and BCSI Buffaling Componont Tampa, F L 33610
Safety Wormallonavoilable from truss Plate. Insfitute. 218 N. Lee Street Suite 312, Nexandrio, VA 22314.
Job Truss Truss Type Qty Ply
T14165149
744031 D05 GABLE 1 1
Job Refer .. e (optional)
American buimers z uplpty, VVIFULF rldVerl, rL OOOOU .. I — -- I I — I .— . — .— —YID:Pyl2dFQWAAaLOH2p9JmQ3YzTva-r FIKJp u?qi'7Li'Ul'k'BkOOw4O94QQclkhenirzBOeL
4-1 1 5-6-0 14-0-0 1 16-6-0 2-,0-001- L-0-0 i I t_ 1-4_0 5-6-0 11 . o 3-0-0 2-6-0
4x4 =
6.00 F1 2 6 3x4 -1
Scale = 1:48.9
3
1.5x8 STP 28
2
M
0
16 Is 31 14
12
3x4 3x4 — 3x4 1.5x8 STP
3x4
5X8
7-4-0 14-0-0 1,4-8-0 22-0-0
7-4-0 6-8-0 7-4-0
Plate Offsets (X,Y)- [9:0-1-3,0-1-01, fl2:0-8-0,0-1-41
LOADING (psf) SP
I
AICING- 2-0-0 CS11. DEF in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 14-16 >999 360 MT211 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.20 14-16 >999 240
BCLL, 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 12 n/a . n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Wind(LL) 0.08 16-27 >999 240 Weight: 157 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at 9, 7
12-13: 2x4 SP No.2
OTHERS 2x4 SID No.3
REACTIONS. (lb/size) 2=962/0-8-0,12=869/0-8-0
Max Horz 2=323(LC 12)
Max Uplift 2=-381 (LC 12), 12--262(LC 12)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1 532/569, 3-5=-1371/552, 5-7=-1 137/457, 7-9=-1 141/458, 9-1 1=-1 170/483,
11 -12=-1 1711485
BOT CHORD 2-16=-703/1334, 14-16=-396/893, 12-14=-460/1190
WEBS 3-16=-312/319, 5-113=220/500, 5-14=-1 05/382
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=6.Opsf; BCDL=6.opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi_O. 18; MWFRS (envelope) gable end zone and C-C Exterlor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 14-0-0, Exterior(2) 14-0-0 to
17-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads 'in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Indus"
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 pst bottom -chord live load nonconcurrent with any other live loads.
7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
I will fit between the bottom chord and any other members, with BCDL — 10.Opst.
8) Provide .
1
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
381,12=262.
9) This truss design requires that a minimum of 7/16" structural.wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
Joaquin Velez PE No 68182
MiTek USA, Inc. Fl. Cort 6634
6004 Parke East Blvd. Tampa FIL 33610
Date:
May 30,2018
Me—, MMZ
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015BEF ' ORE USE.
Design valid for use only With MiTeke connectors. This design is based only upon parameters shown. and is for an Individual tAillding component. not
a truss system. Before use, ]he building designer must veilfy the applicability of design parameters arid property incort ,orate this design into the overall
building design. Bracing indicated is to pr!avent bucking of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
f6brication, storage,.dellvery. erection and bracing Of trusses and 1111s Systems. se.eANSUMII Qually Criii DSB-69 cmd,BCS1 Ruffiding Component 6904 Parke East Blvd.
Safetykdonnofionavallable, from Truss Plate Institute, 218 N. LOEI Stleet,SUlte 312, Nexondria. VA 22314. Tampa, FL 33610
Job Truss Truss Type Qty Ply
T14165150
744031 D06 Common 7 1
Job Reference (optional)
American L5uvoersjuppiy, winier maven, r-L,5,5t5?JU y
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-Jtp7YfqotJyZ8Gwx2kOzjxYJNUMTpsbIWORAIHzBOeK
5-6-0 11-0-0 16-6-0 22-0-0 23-4-0
0 5-6-0 5-6-0 5-6-0 5-6-0 1-4-0
Scale = 1:40.1
31
4x4 —
4
3x4 =
3X4 = JX4 =
3x4 --.
7-4-0 14-8-0 22-0-0
7-4-0 7-4-0 7-4-0
1-4,0-0-21
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.10 8-10 999 360
TCDL 10-0 Lumber DOIL 1.25 BC 0.55 Vert(CT) 0.18 8-10 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Wind(LL) 0.07 10-13 999 240
LUMBER- BRACING -
PLATES GRIP
MT20 244/190
Weight: 102 lb FT = 20%
TOPCHORD 2x4 SP No.2, TOPCHORD Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=964/0-8-0, 6=964/0-8-0
Max Horz 2=162(LC 12)
Max Uplift 2=-368(LC 12), 6=-368(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-1 5311540, 3-4=-1 367/532, 4-5=-1 367/532, 5-6=-1 531/540
BOTCHORD 2-1 0=-512/1336, 8-1 0=-1 95/875, 6-8=-380/1336
WEBS 4-8=-228/513, 5-8=-333/333, 4-1 0=-228/513, 3-1 0=-333/332
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=6.Opsf; BCDL=6.opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-13 to 1-7-3, Interior(l) 1-7-3 to 11-0-0, Exterior(2) 11-0-0 to
14-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, 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=368,6=368.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
I sheetrock be applied directly to the bottom chord.
JoaquinVelez PE No.68182
MiT.ek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 30,2018
WARNING -Verify design pammeters and READ NOTES ON THIS AND INCLUDED MtTEKREFERANCE PAGE 11111-7473rev. 1010312015 BEFORE USE.
Aers shown. and is for an individual building component, notDesignvalidforuseonlywithMITek6connectors. this design Is based only upon pararne
a truss system. Before use. the building designer must verity the applicability of design parameteis and properly incorporate this design inio the overall
buildingdesign. Nacing indicated is to prevent buckling of individual truss web and/or chord members only. Addilionaltemry)r(irymdperrficineriltx',Y-ing 'MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the
fabfication. storage. delivery, erection and bracing of trusses and truss systems. soeANSMI1 Quality Crfledd. DS8-89 and 9CS1 Buillding Component 6904 Pafke East Blvd.
Safety kdannaflotiavallablo kern truss Plate Institute, 218 K Lee Sifeet, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job Truss Truss Type City Ply
T14165151
744031 D07 GABLE
Job Reference (optional)
American bunciers buppry, vv inter NaVLH, r L J606U .. — . -1 1 . -. M, I — -- — . y
ID:Py]2dFQWAAaLOH2p9JmQ3YzTvad-GFxtzLr2BwDGNa4K992RoMedxH8oHml2-iwHNA7BOeI
1-4-0 5-6-0 11-0-0 16-6-0 22-0-0 23-4-0
1-4-0 5-6-0 5-6-0 5-6-0- 5-6-0 1-4-0
Scale = 1:43.6
44 —
4
JX4 =
21 20 19 18 17 16 15 14 13 12 11 10 9 8 .3x4
3x4 —
7-4-0 14-8-0 22-0-0
7-4-0 7-4-0 7-4-0
Plate Offsets (X,Y)-- [4:0-2-0,0-0-81
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 0.43 Vert(LL) -0.00 2-21 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vett(CT) -0.01 2-21 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0-00 6 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-S Wind(LL) 0.01 2-21 >999 240 Weight: 159 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc.bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP. No.3
REACTIONS. All bearings 22-0-0.
Max Horz.2=162(LC 12) lb)
Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 9, 8 except 2=-146(LC 12), 11 =-329(LC 13), 18=-358(LC
12), 6=- 1 75(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 14, 16, 17, 19, 20, 21, 13, 12, 10, 9, 8 except 2=295(LC 23),
11 =487(LC 1), 18=487(LC 1), 6=295(LC 24), 6=291 (LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
WEBS 5-11 =-336/439, 3-18=-336/439
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl_
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-13 to 1-7-3, Exterior(2) 1-7-3 to 11-0-0, Comer(3) 11-0-0 to
14-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPl 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 9, 8 except
Ot=lb) 2=146, 11 =329, 118=358, 6=1 75.
Joaquin Velez PE No.68182,
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 30,2018
WARNING- Vefify design param-tem and READ NOTES ON THIS AND INCLUDED MtTEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with WOO 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 rnust verify file applicability of design pararnefers and properly incorporate this design into the overall
buildingdesign. Racing indicated Is to prevent buckling ofindividual truss web and/or chord members,prily. Add! Ilonat temporary and porn tanent bracing MiTeW
Is always, required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regctrcliug 'he
int 6904 Parke East Blvd. fabrication. storage. delivery, erection and bracing of trussesand trusssystems. see-ANSUM11 QualffyCrillsida, DSB.89 and 18CSI SuffdIng.Compond
ScifetyinformcificinavallaNe from Trims Plate Institute. 218 N. LooStreer. Suitc,312. NexandrialVA22314. Tampa, FL 133610
Job Truss Truss Type Q ty ply
T14165152
744031 E01 MONOPITCH 1
Job Reference (optional)
American t3unaers 6uppry, winier tiaven, 1- L 66MU 0. JJU S P/lar I I ZU 10 IVII I UK I I 1UUb11 I eb, I I 1U. VVeU IVIdY JU UU.e.V V 10 r-dye I
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-kSVFAgsgyEL7?kfWjtZgLaAh7hK?OA2BCMfqvczBOeH
1 2 12-0-0 19-4-8
I i -4-824-3'-_2 5-0-14 7
0
44 = 11
2x4 11
3x4 = 2x4 11
5
3X8 =
2x4 = 1 b
C?
9
Scale = 1:57.7
6-11-2 12,0_0 13-8-0 19-4-8
2 1 91 4-1-2 14 1-8-0 5-8-8
Plate Offsets (X,Y)-- [2:0-0-1,0-2-0],[2:0-0-8,Edge],-[qlO-1-0,0-_1-1_2L[6:0-4-8,0-1-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.13 2-9 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.26 2-9 >842 240
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.15 15 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Wind(LL) 0.23 2-9 >963 240 Weight: 123 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied, except end verticals.
1-3: 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied.
BOTCHORD 2x4 SP No.2 *Except* WEBS 1 Row at micipt 5-15,4-6
2-11,12-13: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. Qb/size) 1=753/0-8-0, 15=744/Mechanical
Max Herz 1 =584(LC 12)
Max Uplift 1=-225(LC 12), 15=-480(LC 12)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-467/0, 2-3=-1 462/420, 3-4=-856/186, 6-15=-744/480
BOTcHoRD 2-9=-855/1319, 7-9=-855/1328, 6-7=-461f712
WEBS 4-6=-845/549, 4-7=-94/500, 3-7=-687/440
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp, C; Encl.,
GCpi=O. 18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 19-2-12 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPl I angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=1b)
1=225,15=480,
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No:68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WA RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 111V12015 BEFORE USE.
Design valid for use only with M!TekO connectors'. this design is based only upon parameters shown. and is for an indiAdual building component riot Nil" a truss system. Before use. the building designer must verify the applicability of design paramelers and properly incorporate this design inlo the overall
bucki I ing individi In chord rnernbers only. Additional temporary and permanent bfac-Ing MiTek' bi Ading design. Bracing Indicated is to prevent of jal iss web and/or
Is always required for stability and to prevent collapse;Mth possible personal injury and property darriage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of Misses and tru%, systems. w.eANSMIJ Quaffly Ciffer1% DSB-89. and BCSI BuRdbig Component 6904 Parke East Blvd.
Safety inforrinaffanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 336
1
10
Job Truss Truss Ty e oty Ply
T14165153
744031 E02 Monopitch: 1 1
Job Reference (optional)
American t3trraers,,uppry, winter Haven, FL 3:388U I B_1JV 6 Mar i i ZU18 MI I L-K inausines, Inc. vvea may ju ub:z2:zi 2uiks Fage 1
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-Ce3eOOtJjXT—duElHa4vunjyb5kEleuLROPNR2zBOeG
7-0-11 12-0-0 19 4-8
7-0-1 1 4-11-5 7--4-8
5
3x4 2x4 11
3x4
3x4 6x6
7-0-11 12-0-0
A-1 I-r
III
Scale = 1:55.7
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.09 6-7 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vett(CT) 0.18 6-7 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.03 6 n/a n/a
BCDL 10.0 Code FB02017ITP12014 Matrix -AS Wind(LL) 0.11 9-12 999 240 Weight: 113 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 WEBS I Row at micipt 5-6,4-6
REACTIONS. (lb/size) 6=766/Mechanical, 2=856/0-8-0
Max Horz 2=618(LC 12)
Max Uplift 6=-495(LC 12), 2=-262(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown.
TOPCHORD 2-3=-123,5/240, 3-4=-756/125
BOTCHORD 2-9=-670/1035, 7-9=-671/1032, 6-7=-401/621
WEBS .3-7=-503/331, 4-7=-93/485, 4-6=-790/511
NOTES-
1) Wind: ASCE 7-10; VLllt=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O. 18; MWFRS (envelope) gable end zone and C-C Exterjor(2) -1-4-13 to 1-7-3, Interior(l) 1-7-3 to 19-2-12 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCIDL = 1 O.Opsf.
4) Refer to girder(s) for truss,to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
6=495,2=262.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cert 6634
6,904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. lar0312015 BEFORE USE
Design valid for use only with Mffek(D connectors. This design is based only upon parai neters shown, and Is foran individual building component. not NNE" a truss system. Before use. the building designer must verify the arviicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of indivIdwil truss web and/or chord unernbers only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the
fabrication, storage, delivery, ereclion and bracing of trusses and truss systems. seeANSL47PI1 Quaffly Ciffado, DSB-89 and BCSF BuffdIng Component 6904 Parke East Blvd,
Safety Informationivallable from Truss Plate Institute. 218 N. Loc., Street—ciulte 312, Alexandria, VA 22314
I
Tampa, FL 33610
Job Truss Truss Type Qty Ply
T14165154
744031 E03 Morropitch 3 1
Job Reference (optional)
American buiiaers,.uppry, winter Haven, rL JJUbU 0. IOU b Ividi 1 1 eu lo 1- 1 &K 111-11lub, 111u. vvuu IvIdy OU UU."." 'U'. -9 I
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-gqcObMuxUrbrF2pvqlc8Q?G7QV5fU5ZUgg8xzVZBOeF
2- 19-4-8
7-20-1 1 4-1 , -2, 1 7-4-8
4
3X4 2x4 11
3.4 — 1.5.8 STP 3x4
3x4 —
2 7-0-11 12-0-0 1 19-4-8
0-1--12 _,_l 5 4_1'_' 7-4-8
0 1
Plate Offsets (X,Y)-- [2:0-3-0,0-3-0]
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FB02017fTP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
CS1. DEFL. in loc) I/detl Ud
TIC 0.47 Vert(LL) 0.08 5-6 999 360
BC 0.42 Vert(CT) 0.15 5-6 560 240
WB 0.34 Horz(CT) 0.01 5 n/a n/a
Matrix -AS Wind(LL) 0.13 8-12 999 240
REACTIONS. (lb/size) 1=490/0-3-0,6=771/0-8-0,5=277/MechanicaI
Max Horz 1 =581 (LC 12)
Max Uplift 1 =-1 72(LC 9), 6=-283(LC 12), 5=-319(LC 12)
FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or Jess except when shown.
TbPCHORD 1-2=-564/415
BOTCHORD 1-8=-737/425, 6-8=-726/423
WEBS 2-8=-444/224, 2-6=-470/754, 3-6=-371/196
BRACING-
Scale = 1:57.7
PLATES GRIP
MT20 244/190
Weight: 111 lb FT = 20%
TOPCHORD Structural wood sheathing directly applied, except end verficals.
BOTCHORD Rigid ceiling directly applied.
WEBS 1 Row at midipt 4-5,3-5
NOTES-
1 ) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TGDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterjor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 19-2-12 zone; cantilever left
exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load 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, with BCDL = 1 O.Opsf.
4) Re ' fer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1 =1 72, 6=283, 5=319.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.681182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING- Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid foruse onlyAh Milek(D connectors. [hisdesign is based only upon parameters shown, and isforan individual building component. not
a truss system. Before use. ffie building designer must verify the applicability of design parameters and propeily incorporate this design into the overall
design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanentbracing MiTek' building prevent
is always required for stability and to prevent collapse with poAble personal injury and properly damage. for general guidance regarding the.
fabrication. storage. delivery. erection and bracing of trusses, and truss systems. seeANSLIWII Qualfly Ciftib, DSO-89 and BCS1 Buffifffig Component 6904 Parke East Blvd.
Tampa, FL 33610SafetyInfatmatlarcivallablefrornTrussPlatelnsfiKite.. 218 N. Lee StroetSuite 312—Nexandflar, VA 22,114.
Job Truss Truss Type city Ply
T14165155
744031 Fol Roof Special 2 1
Job Reference (optional)
American bunaers ouppy, vyinter maven, r-L JJbt5U b.i ju s rviar i i 2ui b mi i eK inaustries, mc. vvea may ju ub:z2:z j zui 6 Hage i
ID:Pyl2dFQWAAaLOH2p9JrnQ3YzTvad-BIAOpivZF9jisBN50?7NzCoE vLYDROevKuUWXZBOeE
9-8-12 17-0-0
6-7-12 7-3-4
Scale = 1:31.0
4x6 =
3
IX4 I 5x6 11
44
16
3x8
7
4X4
6
4x4 4x4s 11
9-8-12 17-0-0
9-8-12 7-3-4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.22 6-8 >920 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.47 6-8 >423 240
BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 5 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Wind(LL) 0.12 6-8 >999 240 Weight: 76 lb FT = 209/.'
LUIMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 *Except*
4-5: 2x6 SP No.2
REACTIONS. (lb/size) 8=665/Mechanical, 5=665/0-3-4
Max Horz 8=-99(LC 13)
Max Uplift 8=-251 (LC 12), 5=-216(LC 13)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown.
TbPCHORD 2-3=-835/330, 3-4=-858/342, 4-5=-577/314
BOTCHORD 6-8=-779/1517, 5-6=-1 83/671
WEBS . 2-8=-1458/811, 2-6=-859/608, 3-6=0/412
NOTES -
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=1 08mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O. 18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1 -0, Interior(l) 3-1 -0 to 9-8-12, Exterlor(2) 9-8-12 to
12-8-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding:
4) 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 0t=lb)
8=251,5=216.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Gert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
TITM-7
WARNING- Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mllek(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 vedfy 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 lernporaryand permanent bfacing MiTek'
Is always required for stability and to prevent collopse with possible personal injury and prol:x-rty damage. for general guldonce regarding the
fabrication, storage,, delivery, erection and bracing of trusses and truss systems. seeANSMII Qualffy Criteria, DSB-89 and 8CS1 Buldhig Component 6904 Parke East Blvd.
Safety Informallonivallable from Truss Plate. Institute, 218 N. leeStreet. SUlte 312, kJexanclricl VA 22314 Tampa, FL 33
1
610
Job Truss Truss Type Qty Ply
T14165156
744031 F02 Roof Special 2 1
Job Reference optional)
American Builders supply, Winter Haven, FL 33880 8. i 30 s lviar I i 20i8 MiTek indusiiiL5, iric. ViLd May K 06:22:24 201 a rdye I
ID:Py]2dFOWAAaLOH2p9JmQ3YzTvad-cDkmO2vBOSrZULyHyiecVPLN8lgUyxkn7 c112NzBOeD
5-1-0 9-8-12 17-0-0
5-1-0 4-7-12 7-3-4
Scale = 1:31.0
4x6
6. 00 F1 _2 3
c
9
3x4 = 4x4 11
9-8-12 W-04
Q-R-IP 7-3_4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ver1(LQ -0.22 6-8 >901 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 IC 0:'7' Vert(CT) -0.47 6-8 >425 240
BCLL 0.0 Rep Stress Incr YES WB 0 52 Horz(CT) 0.02 5 rila n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Wind(LL) 0.09 6-8 >999 240 Weight: 78 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No-2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 *Except*
4-5: 2x6 SP No.2
REACTIONS. (lb/size) 8=665/Mechanical, 5=665/0-3-4
Max Horz 8=-1 34(LC 13)
Max Uplift 8=-256(LC 12), 5=-213(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11b) or ess except when shown.
TOPCHORD 2-3=-797/337, 3-4=-850/331, 4-5=-579/314
BOTCHORD 6-8=-486/1096, 5-6=-1 70/660
WEBS 2-8=-1 075/550, 2-6=-491/360, 3-6=-24/436
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 6.Opsf; BCDL=6.opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterfor(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 9-8-12, Exterior(2) 9-8-12
to 12-8-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift at joint(s) except Ot=lb)
8=256,5=213.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE Noi.68182
MiTek USA, Ino. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING- Verify designpamme4ers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. ' 10/0"015 BEFORE USE.
D( sign valld for use only with Milel<0 connf.ctors. This design Is based only upon porameters shown. and is for an Individual building cornpone-nt, not MEN" a truss system, Before use. ]he building designer n iust verify the applicability of design parameleis and property tricot porate, this design Into the overall
Individual truss mernbets only. Additional temporary and permanent brCicing MiTek* building design. Bracing indicated is to prevent buckling of web andlor chord
is always required for stability and to prevent collapse with possible personal injury and pi operly damage. For general guidance regarding the 6904 Parke East Blvd. fabi ication. storage, delivery, erec hon and bracing of ti usses and truss systems. seeANSVMj1 Quaill Crftft DSB-89 and BCS1 Buffdtng Component
Tampa. FL 33610SafetyW0111nofibl"VdIONLI from TFUSS Plate, Insh lure, 218 N Le( , Street, Suite 312, Alexandria, VA 223 14.
Job Truss Truss Ty e City Ply
T14165157
744031 F03 Roof Special 1 1
Job Reference (optional)
American uumers z5uppiy, winter Haven, FL JJ88U 8.1 3u s mar i i ZUI 8 MI I eK mausines, Inc. vvea may 3u Ub2L2b zui ts 1-age 1
ID:Pyl2dFQWAAaLOH2pgJmQ3YzTvad-4Pl8DOwpnmzQ6VXUWQ9r2dtYri0shlWxMeNbaqzBOeC
1 6-11-12 1 9-8-12 1 17-0-0 1
Scale = 1:31.0
4x6
6-oo Fi_2
41
3X4 =
4x4 11
9-8-12 17-0-0
9-8-12 7-3-4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TOLL 20.0 Plate Grip DOL 1-25 TC 0.85 Vert(LL) 0.23 6-8 875 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.48 6-8 41 8 240
BOLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Wind(LL) 0.07 6-8 999 240 Weight: 81 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
4-5: 2x6 SP No.2
REACTIONS. (lb/size) 8=665/Mechanical, 5=665/0-3-4
Max Horz 8=-1 66(LC 13)
Max Uplift 8=-265(LC 12), 5-208([_C 13)
FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown.
TOPCHORD 2-3=-775/348, 3-4=-845/316, 4-5=-581/309
BOTCHORD 6-8=-327/901, 5-6=-1 57/655
WEBS 2-8=-885/443, 2-6=-395/281, 3-6=-87/467
BRACING-
TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD Rigid ceiling directly applied.
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 40mph (3-sec6nd gust) Vasd=1 08mph; TCDL=6.Opsf; BCDL 6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpl=0.18: MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 9-8-12, Extetior(2) 9-8-12
to 12-8-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) 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
I will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
8-265,5=208.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc'. FL Cert 6634
6904 Parke East Btvd. Tampa FL 33610
Date:
May 30,2018
WARNING - Venify design parameters andREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFOREUSE.
Design valid for use only with MffekG connectors. This design is based only upon parameters shown, and is foran individual building component not
a truss system. Before use, line building designer must verify the applicability of design pararnefefs and properly incorporate this design into the overall
building design. Bracing indicated Is to buckling of individual truss web and/or chord rnernbets only. Additional lenriporary and permanent bracing MiTek' prevent
is always required for stabAlly and to prevent collapse \,Aih possible personal injury and property damage. For general guidance regarding the
fabdcation. storage. delivery, erection and bracing of trusses and trum systems. seeANSUMII Quaffly CNeigM DSO-89 and BCS1 Suffallng Component 6904 Parke East Blvd.
Safety Intonnaflonavailalble from TfUSS Plate. Institute. 218 N. Lee StreetSulte 312, Nexandria, VA 22314. Tarnpa, FL 33610
Job Truss Truss Ty e Qty Ply
T14165158
744031 Got Common Structural Gable 1 1
Job Reference (optional)
American bunciers buippry, winter Haven, t-L J;Jbi:5U
1 -1-4-0 1
b.i6u s rviar I I ZU1 b IVII I UK mumiries, inc. vvLu may ou uu:zz:Zo Zu 1?5 rage i
ID:Py]2dFQWAAaLOH2p9JmQ3YzTvad-YbsXRkxRY45Hjf6g37g4bqQuz6TjQxf4bl687GzBOeB
11-11-0
5-11-8 1 11-4-0
Scale: 1/2"=l'
4x4 =
4
T
3x4 = 3x4 =
5-11-8 11-11-0
5-11-8 5-11-8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCILL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 8-21 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.05 8-21 >999 240
BCILIL 00 Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Wind(LL) 0.03 8-21 >999 240 Weight: 66 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=561/0-3-4, 6=561/0-3-4
Max Horz 2=96(LC 12)
Max Uplift 2=-227(LC 12), 6=-227(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-688 601, 3-4=-581/303, 4-5=-581/303, 5-6=-6851301
BOTCHORD 2-8=- 171/580, 6-8=- 1641580
WEBS 4-8=-291/543
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 6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exteror(2) -1-4-13 to 1-7-3, Interior(l) 1-7-3 to 5-11-8, Exterior(2) 5-11-8 to
8-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable Studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=227,6=227.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARMING -Verify design parametersand READ NOTESOM THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for risk- only with MiTek0 connectors. this design is based only upon parameters shown, and is for an individual building component. nor
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 buckling of individual truss web andftn chord members only. Additional temporary and permanent b(cy,-.ing MiTek' prevent
is always required for stability and to prevent collcpse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and Imss systems, seeANSWIl Quality Ciffedd, DSB.89 and 8CSI Building Component 6904 Parke East Blvd.
Tampa, FL 33610SafetyIntonnallonavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Job Truss Truss Type Qty Ply
T1 4165159
744031 G02 Common 5 1
Job Reference (optional)
Allielicall t5ullue[5 oupply, vv inter Haven, 1- L JJ?JZ5U
5-11-8
5-11-8
1
o.iju s mar i i LUld M1 I eK mausines, Inc. vvea may ju ub:zz:zi zuits Hage 1
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-loQve4y3JND8LphsdrBJ72zOXWpd9QXDpxsifizBOeA
11-11-0 13-3-0
5-11-8
i
1 1
4x4
3
Scale: 112"=1'
3x4
5-11-8 11-11-0
5-11-8 5-11-8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCILL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.03 6-9 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 6-9 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a
BCIDL 10.0 Code FBC2017/TPI2014 Matrix -AS Wind(ILL) 0.05 6-9 >999 240 Weight: 46 lb FT 20%.
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=561/0-3-4,4=561/0-3-4
Max Horz 2=96(LC 12)
Max Uplift 2=-227(LC 12), 4=-227(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
TOP CHORD 2-3=-662i 91, 3-4=-662/291
BOTCHORD 2-6=- 110/534, 4-6=- 110/534
WEBS 3-6=0/269
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VLllt=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-13 to 1-7-3, Interior(l) 1-7-3 to 5-11-8, Exterior(2) 5-11-8 to
8-11-8 zone;C-Cjor 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 at=lb)
2=227,4=227.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARIVING- Verify design parameters andREAD AfOT'ES ON -rHiS MD iNCLUDEo MiTEKREFERAmCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek0connectors. This design Is based only upon paianieleis shown. and is for an individual buildingoomponent, not NOR" a truss system. Before use. ]be building designer must verify the crWicability 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 p-ernianent bracing MiTek'
Is always required for stabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabiicaron storagie. delivery, erection and bracing of trusses and truss systems, seeANSY711 Quality Ciftild, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Solety Intonnaffonavailabre from Truss Plate Institute. 218 N. Lee Street Suite, 312, Ne andrla. VA 22314. Tampa, FL 33610,
I Job Truss Truss Type Qty Ply
T14165160
744031 G03G Common Girder 1 1
Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880
5-11-8
5-11-8
8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:22:29 2018 Page 1
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-zAYf3lzKr?Tsa6rFIGEnCT2DVJQSd6KWHFLojbzBOeB
4x4 11
1. 11 5x6 —
Scale = 1:21.9
LUS24
5-11-8 11-11-0
5-11-8 5-11-8
Plate Offsets (X,Y)-- [1:0-2-8,0-011], [3 0-2-8,0-0-1
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.14 4-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.19 4-8 >772 240
BCILIL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.03 3 ri/a n/a
BCDIL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 52 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied.
BOTCHORD 2X6 SP 240OF 2,OE BOTCHORD Rigid ceiling directly applied or 9-0-9 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=2089/0-3-4,3=2089/0-3-4
Max Horz 1 =78(LC 8)
Max Uplift 1 =-838(LC 8), 3=-838(LC 9)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except,when shown.
TOPCHORD 1-2=-3329/1338, 2-3=-3329/1339
BOTCHORD 1-4=-1 134/2942, 3-4=-1 134/2942
WEBS 2-4=-977/2570
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone; 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)
1=838,3=838.
6) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
2-0-12 from the left end to 9-10-4 to connect truss(es) to back face of bottom chord.
7) Fill all nail holes where hanger is in contact with lumber.
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) Stand'ard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pff)
Vert: 1-2=-60, 2-3=-60, 1-3=-20
Concentrated Loads (lb)
Vert: 4=-645(B) 9=-645(B) 1 0=-645(B) 11 =-645(B) 12=-645(B)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 30,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEKREFERANCE PAGE 1101-7473rev. 1010312016 BEFORE USE.
Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an Individual building component. nor
a truss system. Before use, the building designer must vedfy the applicability of design pa[ameters and properly Incorporate this design Into the overall BEE"
building design. Bracing Indicated Is to prevent louckling of individual truss web and/or chord members only. Additional lernporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property daniage. For general quidance regarding the
fabrication. storage, delivery. erection and bracing of lnwes and truss systems. seeANSUM11 Qualfly Ciflodd, DSB-89 and III BuBdIng Component 6904 Parke East Blvd.
Safety kdonnaflariavallalble from IfLrs Plate Institute, 218 K Lee Street.Sulte 312. Nexandria. VA 22314,
Tampa, FL 33610
Job Truss Truss Type Oty Ply
T14165161
744031 H01 Common 6 1
Job Reference (optional)
American buijaers buppry, vvirrer Haven, `-L u5MUU
4-7-4
15. 115U 6 War I I Zulu lvil I UK I I luu u I eb, Im. VVUu lVidy — -'-u '- -J ,
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-RN5lH5 yblbjCGORIzIOIgbX-jtKMnfgWv4MGlzBOe7
9-2-8 1 10-6-8 1
4x4 —
3
1-4-0
Scale = 1:22.3
0
6
3x4
2x4
3x4
4-7-4 9-2-8
4-7-4 4-7-4
LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.04 6-12 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.03 6-12 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 37 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2X4 SP No.3
REACTIONS. (lb/size) 2=452/0-3-0, 4=452/0-3-0
Max Horz 2=78(LC 12)
Max Uplift 2=-189(LC 12), 4=-189(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-491/726, 3-4=-491/726
BOTCHORD 2-6=-514/395, 4-6=-514/395
WEBS 3-6=-364/203
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied.
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VLJlt=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterlor(2) -1-4-13 to 1-7-3, Interior(l) 1-7-3 to 4-7-4, Exterlor(2) 4-7-4 to
7-7-4 zone; porch 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 Jt=Ib)
2=189,4=189.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only \,Att) MilekO connectors. This design is based only upon parameters shown, and Is for an individual building component. not
a truss system. Before use, the building des4gner must verly the applicability of design paramelleis and property incorporate this design into the overall
lruss rnernbers only. Addillonal fernryorary and permanent bracing MiTek' buildingdesign. Bracing indicated Isic, prevent buckling ofindividual weband/orchord
is always required for stability and to pi event collaps Ie with possible personal injury and property del nage. for general guidance regarding the 6904 Parke rest Blvd. fabrication. storage, delivery. erection and bracing of liusses and lni&s systems, seemwwii ouaffly Ciftdo, DSO-89 and BCS1 BuMbig Component Tanipa, FL 33610
Safety Intannaftrilavallable from IFLMs PiCllo Insfitute, 218 N. Lee Street, SUItU312, Alexandra. VA 22,314.
job Truss Truss Ty e Oty, Ply
T14165162
744031 H02 Common 1 1
Job Reference (optional)
American builders 6upply, winter Haven, t-L 33bb u.iju s iviar 1 1 ZU 16 MI ILK muttstues, Inc. vveu may iv vo:zz:ju zuto raye I
I D:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-RN51 H5-yblbjCGQRlz]DlgbWnjslMndgWv4MGlzBOe7
4-7-4 9-2-8
4-7-4 4-7-4
4x6 =
2
a
2x4 =
2x4 —
Scale = 1: 19.9
4-7-4 9-2-8
4-7-4 4-7-4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-10 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.03 4-10 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 3 n/a n/a
BCDL: 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 32 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=368/0-3-0,3=368/0-3-0
Max Horz I =60(LC 12) -
Max Uplift 1=-132(LC 8),3=-165(LC 8)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 1-2=-5161797, 2-3=-516/797
BOTCHORD 1-4=-622/431, 3-4=-622/431
WEBS 2-4=-396/21 0
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 4-7-4, Exterior(2) 4-7-4 to
7-7-4 zone; porch 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
1=132, 3=165.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 30,2018
WARNING - Verify design paraineters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11-7473 rev. 10/03)2015 BEFORE USE.
Design valid for use only with MiTek& connoctors. This design is based only upon parameters shown. and Is for an Individual building component. not
a truss system. Before use, the building designer must verily the applicability of design parameters and property incoWrole this design Into the overall
to buckling individual truss web and/or chord members only. Addilional lernporary and permanent bracing MiTek' building design. Bracing indicated is prevent of
is always required far stability and to prevent collapse with possible personal Injury and property damage. For geneial guidance iegarding Me
fabrication. storage. delivery, erection and bracing of trusses and truss systems. seeANS&VII Qualffy Ciffeft DSB-89 and 8C$1 Building Componont 6904 Parke East Blvd.
Safety Infamnaffor"vailable from Truss Hale. Institule. 218 N. Lee Streel—Suite 312, Nexanchia. VA 22314, Tarnpa, FIL 33610
Job Truss Truss Type oty Ply
T14165163
744031 H03 Common 2
Job Reference (optional)
American Builders Supply, Winter Haven, IFIL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:22:31 2018 Page 1
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-vZfQUR?aMcjZqQ?eshGFlu7gX7Bl5EKpkZqvoTzBOe6
3-6-0 8-1-4 1
lox
3-6-0
4x4 =
3-6-0 8-1-4
2x4 —
Scale = 1: 18.1
i 3-6-0 4-7-4
Plate Offsets (X,Y)-- [1:Edge,0-113LJ3:0-0-0,0-0-4],[5:0-1-12,0-0-01
LOADING (pst)
TCLL 20.0
SPACING- 2-0- 0
Plate Grip DOL 1.25
CS1.
TC 0.39
DEFL. in
Vert(LL) 0.06
loc) I/clefl Ud
4-8 >999 240
PLATES GRIP
MT20 244/190
TCDIL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.04 4-8 >999 240
BCILIL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix -AS Weight: 34 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=318/0-3-0,5=318/0-6-0
Max Horz 5=-82(LC 13)
Max Uplift 3=-1 46(LC 8), 5=-1 23(LC 8)
FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (Ilb) or less except when shown.
TOPCHORD 1-2=-360/601, 2-3=-369/581, 1-5=-303/475
BOTCHORD 3-4=-430/290
WEBS , 2-4=-279/149, 1-4=-471/295
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7710; VUlt=140mph (3-second gust) Vasd=108mph; TCDL 6.0ps1f; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-1-12 to 3-1-12, Interlor(l) 3-1-12 to 3-6-0, Exterior(2) 3-6-0 to
6-6-0 zone; porch 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 at=lb)
3=146,5=123.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND tNCLUDEDMITEKREFERANCE PAGE M11-7473 rev. 101OW015 BEFORE USE.
Design valid for use only with MiTekG connectors. This design is based only upon parameters shown. and is for an individual building component. not
a truss system. Before use, the building designer must veilify the applicability of design porametefs and property incofporate this design Into the overall Not
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible peisonal Injury and property damage. For general guidance regarding the
fabrication. storage. delivery. erection and bracing of husses and truss systems, see-ANSUMIT Quoiffy Crftd% DSB-89 and SCSI BuMcIfIng Component 6904 Parke East Blvd.
Softty hdormatim-wailable from TrLrS Plate Institute. 218 N. Lee Street. suite 312. Nexciodria. VA 22314.
Tampa, FL 33610
Job Truss Truss Type oty, Ply
T14165164
744031 H04 Flat
Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8-130 s Mar 11 2018 Mi I eK Inclustries, Inc. Wed May ju 06:22:32 20i8 Page i
ID:Py]2dFQWAAaLOH2p9JmQ3YzTvad-NIDohn?C7wrQRaZqQOnUq5gtyXYDqfgyzDZTKwzBOe5
4-0-10 8-1-4
4-0-10 4-0-10
1 3x4 — 7 2 8 3
Scale = 1:21.8
6 4
3x6 11 3x6 11
i.Sx8 STP =
4-0-10
4-0-10
8-1-4
4-0-10
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip POL 1.25 TC 0.28 Vert(LL) 0.02 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 5-6 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 49 lb FT = 20%.
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2 BOTCHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=312/0-6-0, 4=312/0-3-0
Max Horz 6=120(LC 11)
Max Uplift 6=-271 (LC 8), 4=-238(LC 8)
FORCES. (Ilb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 1-6=-281/435, 1-2=-263/440, 2-3=-263/440, 3-4=-281/423
WEBS 3-5=-526/325, 2-5=-289/251, 1-5=-545/325
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second,gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O. 18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 7-11-8 zone; end vertical
right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
6=271,4=238.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 10ID312015 BEFORE USE.
Design valid for use only with MI]ek@ connectors. this design is based only upon parameters shown, and Is for an Individual building component. not Mal" a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
Individual truss chord rnerribers only. Addifiortul temporary and permanent brcyclng MiTek' building design. Bracing Indicated is to prevent buckling of web aridlor
is always required for stability and to prevent collapse with possILAe personal injury and property damage. for general guidance regarding the
fal:xIcalion, storage, delivery. erection and bracing of trusses and truss Systems, skeANS&VII Quaffly Ciffisda, DSB-89 and SCSI BuDdIng Component 6904 Parke East Blvd.
Tarnpa, FL 33610
St7ftilly jn[f0IMaff0fX-1Vai10bIe from Truss Plate Institute. 218 N. Lee, Street,Sulle 312, Alexandra, VA 22314.
Job Truss Truss Type Qty. Ply
T14165165
744031 K01 FLAT 10 1
Job Reference (optional)
American t5unaers buppry, winter maven, 1- LJJbbU
5-3-14
4x4 =
6
2x4
7
2X4 11
2
5
3x10
0. 1,5U S WWI I I ZU 10 IVII I eK I I IUU InUb, 1M. V-U IVIUY O --- .... .. Y ,
ID:pBo2QDQ4UzF—Agn3M51CIGzTvbv-rynAv7OquDzH3k8Oz5ljNJD?UxvvZ3k6CtJOsMzBOe4
10-7-12 1
8
5-3-14 10-7-1
5-3-14 5-3-1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud
TCLL 40.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.05 5 999 360
TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.08 5 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Wind(ILL) 0.04 5 999 240
Scale = 1: 17.8
4x4
3
4
2x4 11
PLATES GRIP
MT20 244/190
Weight: 52 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied, except end verlicals.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=621 /Mechanical, 4=62 1 /Mechanical
Max Uplift 6=-189(LC 8), 4=-189(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-557/234, 1-2=-1251/381, 2-3=-1251/381, 3-4=-557/234
WEBS 1-5=-352/1157,2-5=-549/274, 3-5=-352/1157
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18- MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 10-6-0 zone;C-C for
members nd forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except flt=lb)
6= 189, 4=1 89.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.681182
MiTek USA, Inc. FIL Cett 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
May 30,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE M11-7473 rev. 10103J2015 BEFORE USE.
Design valid for use only with M!TekO connectors. This design is based only upon parameters shown, and is for an individual building component. not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building desigrf. , Bracing Indicated Is to buckling ofindividual truss web and/of chord rnernbers only. Additional lernporary and permanent bracing MiTek' prevent
Is always required for stability and to pievent collapse with poAble peisonal injury and property clainage. For general guidance regarding the
6904 Parke East Blvd. fabfication, storage, delivery. erection and bracing of trusses and truss systems. seeANS&7p11 Quaffly Ciffedd, DSB-89 and 8CS1 Bullialklig Component
Tampa, FL 33610SafetyWbimattlattavallablefro)[1) Truss Plate Institute, 218 N. Lee Street. SUlte 312, Adexandda. VA 22314.
Job Truss Truss Type Qty' Ply
T14165166
744031 K02 ROOF SPECIAL 4 1
Job Reference (optional)
American builders supply, Winter Haven, F-L 33880 8.13U s mar I I ZU16 MI I eK industries, Inc. vvect may JU Ub:ZZ:J4 eUlts Fage 1
ID:pBo2QD04UzF Agn3M51CIGzTvbv-JBLY6TISfX68hujCXppyvWlAbKDTIVgFOX2ZPOzBOe3
3-10-8 7-9-0 10-7-12
3-10-8 3-10-8 2-10-12
2x4 11 3XB
2
3x4 — 8x14 =
3x4 7 6
2x4 11 6XIS
8
4 5
12.00112
Scale = 1:18.3
C?
T ':
T 0
0
C?
C?
3-10-8 7-9-0 8'-_9'-_00 10-7-12
3-10-8 3-10-8 1-10-12
Plate Offsets (X,Y)-- 4:0-0-4,EdgeL[5L.0-2-_0,EdRe [ -2-8,0-1-41J, 6:0
LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. in loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) -0.05 6-7 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.08 6-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix -AS Wind(LL) 0.04 6-7 >999 240 Weight: 52 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied, except end verticals.
3-5: 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied.
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (Jb/size)' 8=626/MechanicaJ, 5=592/MechanicaJ
Max Horz 8=-9(LC 8)
Max Uplift 8=-1 95(LC 8), 5=-213(LC 8)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-958/348, 3-4=-596/197
BOTCHORD 7-8=-357/1118, 6-7=-357/1118, 4-6=-535/1552
WEBS 3-6=-1200/477, 2-8=-1200/392
NOTIES-
1 ) Wind: ASCE 7-10; Vu1t=1 40mph (3-second gust) Vasd=1 08mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0. 18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 10-7-12 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
8=195,5=213.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
May 30,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLuDEDWEI(REFEnANCE PAGE M11-7473 rev. 1010"015 BEFORE USE.
Design valid for use only with M!Tekg conneciois. this design Is based only upon parameters shown, and is for an Individual building component, not
a Iruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
is to buckling iridIVIdUal truss and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated prevent of web
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. Fabrication, storage, delivery, erection and bracing of truss-_s and truss systems. seeANS&7PI1 Qualility Criteria, DSB-89 and SCSI BuRdbig Component Tampa, FL 33610SafetyIntonnallianavallablefrom1russPlateInstitute. 218 N. Lee Street, Suite 312, Nexandria. VA 22314
Job Truss Truss Type city Ply
T14165167
744031 Mot GABLE 2 1
Job Reference (optional)
American Builders Supply, Winter Haven, I'L 33880
2-0-0
i 2_'_'
LOADING (pst)
TCLL 20.0
TCDIL 10.0
BCLL 0.0
BCDL 10.0
8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:22:35 2018 Page 1
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-oKvwKp25QrE?ll IP5WLBSkIL4kcVl2OPfBo7xEzBOe2
10-4-4
10-4-4
4x4 = 3x4 =
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017ITP12014
CS1. DEFL. in (loc) I/defl Ud
TC 0.48 Vert(LL) 0.02 1 n/r 120
BC 0.11 Vert(CT) 0.01 1 n/r 120
WB 0.05 Horz(CT) -0.00 9 n/a n/a
Matrx-S.
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. All bearings 10-4-4.
11b) - Max Horz 2=195(LC 8)
MaxUplift All uplift 100 lb or less at joint(s) 9, 14, 13,12, 11, 10 except 2=-230(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 9, 14, 13, 12, 11, 10 except 2=298(LC 1)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
Scale = 1: 19.9
8
PLATES GRIP
MT20 244/190
Weight: 50 lb FT= 20%
Structural wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTIES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=6.Opst; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) -2-0-7 to 0-11-9, Exterior(2) 0-11-9 to 10-2-8 zone; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1.
3) All plates are 2x4 MT20 unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 1-4-0 bc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom.chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 14, 13, 12, 11,
10 except at=lb) 2=230.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE M11-7473rev. IM312015 BEFORE USE. 7
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for an individual building component. nor
a truss system. Before use, I he building designer in usl veil fy I he applicabili ty of design par ameiets and pioperly incorporate this design Into I he overall
bullding design. Bracing IndIcaled Is to buckling of individual truss web and/or chord members only: Additional lernpofary and permanent bracing MiTek' prevent
Is always required for stability and to p event collapse wilh possible personal injury and properly darnage. For general guidance regai ding the
fabrication, storage, delivery, erection and bracing of trusses and truss syslerns. seeANSM11 Qualfly Criteria, D$8-89 and BCS1 SuBdIng Component 6904 Parke East Blvd.
Safety Intonnationavallable frorn Truss Plate Insfikite, 218 N. Lee Street. Suite 312, Nexandria. VA 22,314. Tampa, FL 33610
Job Truss Truss Type Qty, Ply
T14165168
744031 M02 Monopitch 14 1
Job Reference (optional)
American buimers z,uppiy, , winter Haven, I-LJJbbU u,iou s tviar i i ZU]b PA] I eK mousirres, mc. vveo may ou uo:zz:,ji) zui b --age i
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-GXTJX93jBBMswBtbfEsQ?xrVA8sfmQEYurXgThzBOe1
7-6-1 10-4-4
7-6-1 2-10-3
Plato Offsets
LOADING (psf) SPACING- 2-0-0 CSI DEFL. in loc) I/cletl Ud
TCLL 2C ).0 1e Grip DOLpie 1 .25 TC 0.52 Vert(LL) 0.24 6 -9 519 240
TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.16 6-9 777 240
BCLL 0 0 Rep St ess Incr YES WB 0.33 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Mattix-AS I
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP NO2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=543/0-3-0,5=396/0-8-0
Max Herz 2=195(LC 8)
Max Uplift 2=-468(LC 8), 5=-338(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-639/807
BOTCHORD 2-6=-882/592, 5-6=-882/592
WEBS 3-6=-471/275, 3-5=-742/1 100
Scale = 1:21.2
2x4 11
4
1.5X8 STP
6x6
10-4-4
2-10-3
PLATES GRIP
MT20 244/190
Weight: 45 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD Rigid ceiling directly applied,
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterjor(2) -2-0-7 to 1-1-0, Interior(l) 1-1-0 to 10-2-8 zone; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed f , or a 10.0 psf bottom chord live load nonconourrent with any other live loads.
3) * This truss has been designed for a live I ' oad 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=46815=338.
5) This truss design requires that a minimurn of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Joaquin Velez PE No.68182
MiTek USA, Inc. Fl. Cert 6634
6904,Parke East Blvd. Tampa Fl. 33610
Date:
May 30, 2Q 18
WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101031201SUEFOREUSE.
DesJgn valid for rise only with Milek(D connectors. this design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, ]he bulding designer i nust veffy the applicability of design parameters and properly incorporate this design into the overall
indicated is to Wokling individual truss web and/or chord nierribers only- Additional temporary and pernianent biacing MiTek' building design. Biracing prevent of
is always required for stdbility and to prevent collapse with possilble personal injury and properly damage. For generaiguidance regarding the,
fabrication, storage. delivery. erection and bracing of trusses and truss systems, %eeANSMIj Quaffly Ciffedd, DSB-89 and 11CSIBUMcling Component 6904 Parke East Blvd.
Tampa, FL 33610SafetyIntotmatfor"vailalote ftorn Truss Plate Institule.218 N. Lee Streel,Suite 312. Nexandtio. VA 22314.
Job Truss Truss Type Qtyl Ply
T14165169
744031 PB1 GABLE 2 1
Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:22:37 2018 Page I
ID:pBo2QDQ4UzF—Agn3M51CIGzTvbv-kjOhIU3LySUjYLSnCxNfXgNnbY]oVxWj7VHD?7zBOeO
10-0-0
5-0-0
Scale = 1: 19.0
4x4 —
16
6
1 0 9
2x4
2x4 I 2x4 11 2x4
2x4
LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in loc) I/clefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 7 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 7 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 35 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2 BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. All bearings 8-0-14.
lb) - Max Horz 2=-61 (LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 10=-135(LC 12), 8=-134(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
Structural wood sheathing directly applied or 6-0-0 oc puffins.
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Expr C; Encl.,
GCpi=O. 18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interlor(l) 3-4-3 to 5-0-0, Exterior(2) 5-0-0 to
8-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gabfe End Details as applicable, or consult qualified building designer as per ANSI/TP1 1.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 1-4-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except at=lb)
10=135,8=134.
9) See Standard Industry Piggyback Truss Connection Detail for Connection. to base truss as applicable, or consult qualified building
designer.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cen 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
May 30,2018
AWARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. laV312015 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 Nilatrusssystem. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the ovetoll
buildingdesign. Bracing Indicated is to prevent buckling of Individual Imss web andlor chord unernbers only. Additional ternporaryandpennaneni bracing MiTek'
Is always required for stability and to pi event collapse with possible per sonal injury and properly damage. For general guidance regarding the
fabficatioR storage, delivery, erec Non and bracing of husses and truss systems. seoANSMIJ Quaffly CrUedd, DSB-89 and SCSI BuRding Component 6904 Parke East Blvd.
Safety Intatimatilariavailable from TfLM P1010 Institute, 218 N. Lee Street. Sulto 312, Nexandria, VA 22314. Tampa, FL 33610
Job Truss Truss Type Qy Ply
T14165170
744031 P132 Piggyback 10
Job Reference (optional)
American l3uilclers 6upply, winter Haven, t-L JJt5bU 0. 16U b ]Vidl I I ZVI 0 IVII I — I I I—LI I Ub, 11— V—U IV-y — —"— .— '.V
ID:pBo2QDQ4UzF—Agn3M51CIGzTvbv-Cva3yq4zjmca9Vl—mfuu4MwuhycMEP2rLgOnYZzBOe?
Scale = 1: 19.0
4x4 —
3
2x4 2x4
2x4
10-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.01 5 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.02 5 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 31 lb FT = 20%
LIUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4'SP No.3
REACTIONS. (lb/size) 2=203/8-0-14,4=203/8-0-14,6=313/8-0-14
Max Horz 2=61 (LC 12)
Max Uplift 2=-1 12(LC 12), 4=-1 24(1-C 13), 6=-54(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interion(l) 3-4-3 to 5-0-0, Exterior(2) 5-0-0 to
8-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at=lb)
2=112,4=124.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING - Verfifydesi_qnpammeters and READ NOTES ON THIS AND INCLUDED MffEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mllek(D connectors. this design Is based only uponparametefs shown, and Is for anincMdual building component. not nilatrusssystem. Before use, the building designer must verify the applicability of design paiarneief5and properly Incorporate this design frilolhe overall
individual truss chord members only. Addilional temporary and permanent bracing MiTek' building design. Bracing indIcaled Is to prevent buckling of web and/or
Is always required for stability and to prevent collapse with possible personal injury and property clarnagie. For general guidance regarding hie 6904 Parke East Blvd. fabilcation, storage. delivery, ereclion and bracing of trusses and truss systems. seeAN$&?P11 Quality CrOodd, DSO-89 and BCS1 Buflallng Component Tampa, FL 33610SafetyIntonnaftmivallalblefromTruvsPlateInstitute, 218 N. Loo Street, Suite 312, Alexandria. VA 22314,
Job Truss Truss Type Q Ply
T14165171
744031 PB3 Piggyback 8 1
Job Reference (optional)
American Builders Supply, Winter Haven, I'L 33880 8.130 s Mar 11 2018 Mi I ek industries, Inc. Vved May 30 ub:22:j9 z01 t5 Page 1
ID:pBo2QDQ4UzF—Agn3M51CIGzTvbv-g68R9A5bU3kRnfcAKMP7caTBvL—Ozs5—apmK4OzBOe-
2-0-0 4-0-0
2-0-0 2-0-0
3x4 —
2x4 = 2x4 =
SGale = 1:7.8
0
0
4-0-0
4-0-0
Plate Offsets (X,Y)-- [3:0-2-0,Eclge
LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 4 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 4 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrx-P Weight: 10 Ito FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=120/2-0-14,4=120/2-0-14
Max Horz 2=22(LC 12)
Max Uplift 2=-56(LC 12), 4=-56(LC 13)
FORCES. (Ilb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=1 08mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. If-, Exp C; Encl.,
GCpi=0.18; IVIWF S (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
904 Parke East Blvd. Tampa Fl. 33610
Date:
May 30,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE M11-7473 rev. 10VV3V20IS BEFORE USE.
Design valid for use only vAth MiTek6 connectors. Ihis design is based only upon parameters shown. and Is for an Individual building cornponent. not
a truss system. Before use, Ihe building designer must verify the applicability of design parameters and properly Incoiporcrie this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for slalblilly and to prevent collapse with possible peisonal injury and properly damage. For general guidance regai ding the
fabrication. storage. delivery. erection and bracing of trusses and truss systems. W.EANSMIF QuOlffy C190do, DSB-89 and BCS1 BuRdlIng Component 6904 Parke East Blvd.
Satoty Infoirmaffonavallable from IRM Plat(' Institute, 218 N. Lee Street.Sulte 312. AJexandria. VA 22314.
Tampa, FL 33610
Job Truss Truss Type City) Ply
T14165172
744031 PB4 PIGGYBACK 2 1
Job Reference (optional)
American buraers buppy, winter Haven, t-L 33680 813U s Mar 11 ZU1 8 MI I eK InclUStrieS, Inc. Wert May 30 06:22:40 2018 Hage I
ID:pBo2QDQ4UzF-Agn3M51CIGzTvbv-8lipNW6DFNsIPpBMu3wM9n?JOIJLIJL8pTVubszBOdz
2-0-0 4-0-0
2-0-0 2-0-0
Scale = 1:7.8
6
2x4 — 2.4 —
4-0-0
4-0-0
Plate Offsets (X,Y)-- [3:0-2-0,Edge]
LOADING (pst)
I
SPACING- 2-6-0 CS1. DEFL. in loc) I/clefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) '-0.00 4 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4 n/r 120
BCLL 0.0 Rep Stress Incr NO WB o.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 10 lb FT 20%
LUIMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD 2-0-0 oc purlins
BOTCHO D 2X4 SP No,2 Switched from sheeted: Spacing > 2-0-0).
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS., (lb/size) 2=150/2-0-14,4=150/2-0-14
Max Horz 2=27(LC 16)
Max Uplift 2=-71 (LC 12), 4=-71 (LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=1,08mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown, Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Joaquin Velez PE N6.68182
M!Tek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFEPANCE PAGE Mit-7473'rev. 10/0 2015 BEFORE USE.
Design valid for rise only with Mffek(S) connectors. this design is based only upon parameters shown. and is for an individual [AAding component. not
a truss system. Before use. ]he building designer must verry lh(-,, applicability of design parameters and properly incorporate this design into lhe overall
building design. Brocing indicated is to prevent buckling or individwil truss web and/or chord mernbeis only. Additional temporary and permanei it bracing MiTek'
Is always required for stability and to prevent collapse \With possible personal Injuiyand prop" damage. For general guidance regarding the
falrAication, storage, delivery, erection and txacing of husses and truss systems. seeANS&VIj Qually Crftda, DSB-89 and BCSI Buffafing Component 6904 Parke East Blvd.
Safety Informatiom-wallable from Truss Plate, Insfilule, 218 N. ree Street, Sure 312, Nexandria, VA 22314 Tampa, FIL 33610
Job Truss Truss Type 0tv Ply
T14165173
744031 RGI GABLE 1 2 Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 30 06:22:42 2018 Page I
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-4gqaoC7Un-6Oe6KI?UzqEC5ZEZvdA3ZRGn—gKzBOdx
5-3 10-7-12
g_ _
14 i 15_"t 5-3-14
Special
4x6 = Special Special Special 4x6
1 25 26 2 27 28 3
29 30 31
5
3233 34
3x8 11 HUS26
4X8 —
LUS24 LUS24 3X8 11
LUS24
LUS24
5-3-1 10-7-12
4 5-3-14
Scale = 1:54.3
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.06 5-6 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.07 5-6 999 240
BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 398 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOPCHORD
BOTCHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except* BOTCHORD
1-6,3-4: 2x6 SP No.2 WEBS
OTHERS 2x4 SP No.3
REACTIONS. lb/size) 6=334 1 /Mechanical, 4=2739/Mechanical
Max Uplift 6=-1704(LC 4), 4=-1482(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD l-6=-2501/1219,1-2=-1 1 12/589,2-3=-1 1 12/589,3-4=-2500/1221
WEBS 11-5=-1094/2054.2-5=-2203/770.3-5=-1 11012099
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verficals. I
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 1-6,3-4
NOTES-
1) 2-ply truss to be connected together with 1 Od (0. 131 "x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered 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 it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 740; Vult=140mph (3-second gust) Vasd=108mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate gdp DOL=1.60
4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Indus"
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
5) Provide adequate drainage to prevent water ponding.
6) Ali plates are 2x4 MT20 unless otherwise indicated.
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
10) Refer to g1rder(s) for truss to truss connections.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
6=1704,4=1482.
12) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 3-10-12 oc max. starling at
1-4-4 from the left end to 9-1-12 to connect truss(es) to back face of bottom chord-
13) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent at 3-4-4 from the left end to connect
truss(es) to back face of bottom chord.
14) Fill all nail holes where hanger is in contact with lumber.
15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 lb down and 193 lb up at
1-4-4, 605 lb down and 190 lb up at 3-4-4, 605 lb down and 185 lb up at 5-3-0, and 605 lb down and 190 lb up at 7-1-12, and 605
lb down and 193 lb up at 9-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
0-MIM499to"r. ... -u
A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED UtTEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only,,Ath MiTekO connectors. this design is based only uFyin parameters shown. and is for an individual building component not
a truss system. Before use, the building designer must verify the applicability of design Ix.riarneiets and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web arid/or cty id members only. Additional temporary and pernriarient bracing MiTek*
is always required for stability and to Prevent collapse with possible personal Injury and prop erly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSLIM11 Quality Crifferld, DS11-69 and BCS1 SuRding Component 6904 Parke East Blvd.
Safety Informatilonavallable, from TIMS Plate Institute, 218 N. Lee. Street, Sulte 312, Pdexandria, VA 22314. Tampa, FL 33610
Job Truss Truss Type Q Ply
T14165173
744031 RG1 GABLE 1 2 Job Reference (optional)
American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 Mi I eK Industries, Inc. Wed May 30 06:22:42 2018 Page 2
ID:Pyl2dFOWAAaLOH2p9JmQ3YzTvad-4gqaoC7Un-6Oe6K]?UzqEC5ZEZvdA3ZRGn—gKzBOdx
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 4-6=-20
Concentrated Loads (lb)
Vert: 5=-257(B) 2=-605 25=-605(F) 26=-605(F) 27=-605(F) 28=-605(F) 29=-724(B) 31 =-746(B) 32=-257(B) 34=-257(B)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEKREFERANCE PAGE UII-7473 rev. IaV312015 BEFORE USE.
Design valid for use only vAth MiTekO conneclors. This design Is based only upon parameters shown, and is for an individual building component not Nil" a truss system. Before use. the building designer must verily the applicabIlity of design parai neters and properly Incotpoiate this design into the overall
buildingdesign. Bracing indicated is to buckling truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek* prevent ofinclividual
is always required for stability and to prevent collapse Mth possible personal injury and property clamage. For general guidance regarding the
fabrication. storage. delivery, erec, Non and btacing of trusses and truss systems. seeANSLIM11 QuaW Ciftfla, DSB.89 and BCSJ SuDdIng Component 6904 Parke East Blvd.
Safetybdormlaffoxivallable from Truss Plate Institute. 218 N. Lee Street, SUlte312, Nexandria. VA 22,314. Tarrpa, FL 33610
Job Truss Truss Type Qtyl Ply
T14165174
744031 VTI Valley 1 1
Job Reference optional)
American Builders 6upply, VVinter Haven, t-L 33?38U d.-i ju s imar 11 ZU1 6 IMI I eK maustrres inc. vveo rviay JU U0:ZZ:4Z ZU 10 f-age )
ID:Pyl2dFQWAAaLOH2p9JmQ3YzTvad-4gqaoC7Un 6Oe6KI?UzqEC5eCZOIACFRGn-gKzBOdx
2x4 11 5
9 8 7 6
2x4 2x4 11 2x4 11 2x4 11
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vett(LL) 0.00 4 rVr 120
TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 4 n/r 120
BCLL 0.0 Rep Stress Incr. YES WB 0.10 Horz(CT) 0.00 n/a n/a
BCDL 10.0 Code FBC2017/-FP12014 Matrx-P
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 Sp No.3
REACTIONS. All bearings 5-5-8.
b) - Max Horz,1=145(LC 12)
Max Uplift All uplift 100 lb or less atjoint(s) 7, 8 except 9=-1 14(1-C 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 7, 8, 9
FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-274/82
WEBS 2-9=-135/341
Scale = I it 7.1
PLATES GRIP
MT20 244/190
Weight: 23 lb FT = 20%
BRACING-
TOPCHORD Structural wood Sheathing directly applied or 5-5-8 oc purlins,
except end verticals.
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=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi 0.1 8; MWFRS (envelope) gable,end zone and C-C Comer(3) 0-7-7 to 3-7-7, Exterior(2) 3-7-7 to 5-5-8 zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.6 0 plate grip DOL=1.60
2) Truss"clesigned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1.
3) Gable requires continuous bottom chord bearing.
4) Gable studs spaced at 1-4-0 oc.
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 100 lb uplift at joint(s) 7, 8 except jt=Ib)
9=1 14.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 30,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473rev. 10103)201SSEFORE USE.
Design valid for use only \,Ath MiTek0connectors. 1his design is based only upon parameters shown. and is torch individual building component, not
a truss system. Before use, the building designer rnusl verity the applicability of design pararnelers and proporly incorporale this design into lhe overall
indicated is to buckling Individual truss web and/of chord rriernbers only. Additional lernporary and permanent bracing MiTek' building design. Bracing prevent or
general guidance regarding theisalwaysiectulredforstabilityandtopreventcollapse \vIth possiNe personal injury and property dainage. Forc 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, w-eANs&1jPjI Quaffly Ciffeft DSB-89 and BCS1 SuffdIng Component Tampa, FL 33610SafetyIntonnatillonavaiablefromRUSISPlateInsfikite, 218 N. Lee Street SLItte 312, Alexandrio, VA 22314.
PLATE LOCATION AND ORIENTATION
31; 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,
For 4 x 2 orientation, locate
A plates 0-1/,' from outside
edge of truss,
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20120
soltware or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots, Second dimension is
the length parallel to slots,
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur, Icons vary but
reaction section indicates joint
number where bearings occur,
Min size shown is for crushing only.
Industry Standards:
ANSI/TP11: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing,
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
n
0
0
n
0
Numbering System 'A General Safety Notes
6-4-8 dimensions shown in ft-in-sixteenths
Drawings not to scale)
2 3
TOP CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSILETTERS
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1 311, ESR-1 352, ESRI 988
ER-3907, ESR-2362, ESR-1397, ESR-3282
0
Of
0
a-
0
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTek@ All Rights Reserved
M ON
M!Te:k
WIT6 V. Fac14pprita feference Sheet: Mll-7473 rev. 10/03/2015
1
Failure to Follow Could Cause Property
Damage or Personal Injury
1 . Additional stability bracing for truss system, e.g.
diagonal or X-brocing, 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
stock materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane otjoint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
sholl not exceed 19% at time of fabrication,
9. Unless expressly noted. this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Comber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
comber for dead load deflection.
11, Plate type, 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 on engineer.
17, Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance i isks. 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.
RECORD COPY
City of Sanford
Building and Fire Prevention
Product Approv cification Form
HISTORIC PERMtT
All work must be done in strict accordance WM the
0 -
llpo%
Approved Certificate of AppropriatenesS
Permit # # 1 8 - 2 4 9 1 Building does not approve any work outsWe this scope
Permit Applicant is soley responsible for cwVliance
tw x- CCProjectLocationAddress
As recluired 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.floridabuildin-g.orcl.
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 Ro-A- 1\KX5+ Iro -LNL- Seitizs 15' Z 15-- 4
Swinging kask P'.0 TJL- SA'a L,& fj 1 .220-11
9fte" x,m5 EA,4t!N hciOr 'Pro L-tig 59,al-a-s 1
Sectional Querkerae 10cor eorp Satzuj 176
Roll Up
Automatic
Other
2. Windows
Single Hung 1*0.)
He6ze er 5olta r1L,-7--J Ma 3 5- go :5 ti I 6-V 710. Cr
Casement
Double Hung
Fixed
Awning
Pass Through
Projected
Mullions
Wind Breaker
Dual Action
Other
June 2014
Categoryl Subcategory Manufacturer Product
Description
Florida Approval #
including decimal)
3. Panel Walls
Siding v t es A6 i Le 10 C. C&bAj?(O,#%w tzip 131,72, 1
Soffits
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles
Underlayments mid 5 45 4yuo+ 147 7qo/, I
Roofing Fasteners
Nonstructural
Metal Roofing A I NeoJeWoon V 6 r i ,op 5-2 1J.
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
A, I
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
Applicant's Name t X)40 &-I
Please Print)
June 2014
Z
e
1 F- a s t r or
5200 W. CENTURY BLVD.
LOS ANGELES, CA 90045
ONELITE SERIES
FLUSH GLAZED FIBERGLASS DOOR
INSWING / OUTSWING
NON-impAcr
GENERAL NOTES
I . This product has been evaluated and is in compliance with the 6th Edition (2017) Florida
Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone"
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 areas requiring Wind bome debris protection this product Is required to
be protected with an impact resistant covering that complies with Section 1609.1.2 &
R301.2.1.2 of the FBC.
4. For 2x stud framing construction, anchoring of these units shall be the some as that
shown for 2x buck masonry construction.
5. Site conditions that deviate from the details of this drawing require further engineering
analysis by a licensed engineer or registered architect.
TABLE OF CONTENTS
DESCRIPTION
I Typical elevation, design pressures, & general notes
2 Door panel detailsFSHEEr# 3 Horizontal cross sections
4 Vertical cross sections
5 Buck and frame anchoring - 2X buck masonry construction
6 1 Frame anchoring - I X buck masonry construction
7 1 Bill of materials, glQzinq detail & components
11,0'MAX ' OVERALL
FRAME WIDTH
Z
2
7 1?
0
0
0
c
I ,
INSWING 37.50" x 98.00" 21.00" x 79.00" 47.5 47.5
GI
OUTSWING 37.50" x 96.50" 21.00" x 79.00" 50.0 50.0
0'3 0Z
X. t
2
Z 0 00 0
0 n Z
0
0 0 Z jEEZ '.
0C W0
dyo) 5 0 (L
M M.
11 0
0 LO W
a: LO
15 5M
co Ck:
0
0
TE: 0211511
FL— 15215.6
SHEEr I OF 7
A
rAA) -3
INTERIOR
Gl
n
Z 0 0
0 noz
UC4-:
o x 001J. Zg'- E.
0c J. c w
0 0&
tn" n a:. EXTERIOR 47 m 0. T
o
lz
HORIZONTAL CROSS SEC77ON C14
4135.75'MAX.
DOOR V)
PANEL WIDTH C3 zs
21.0(Y'MAX.
D.L.O. WIDTH 0.69"
to d
fxCL- A) J
m o0
0
INTERIOR EXTERIOR 0
Xll I HIM GEOIE
P"C > M0 tE Callzmc
in 0 - 3.59"
M
ud
z Q ILI T
q
b. GIx039
U)
0
0
0 V)
TCH,
F777777-71—
i
2
ZLaDATE: 02115112 To
0
SCAM N.T.S. 13
C4 UL Mr. BY: JK
LFS
2-' VERTICAL CROSS SEC17ON DRAWNG NO.:
FL- 15215.6
SHEET --L
d
jK
I MIN.
EMB. (TYP-)
ic .
21 20 C tv Z
Z*
I vill. 0;
5
U) Z 0 Ca 0
9 z
C4 . 0
N a OX z
aj U 0 a. INTERIOR 40 Ul D ci
CZ0
0 2 C)
17
3
3 EXTERIOR 27 G
Cn, En
3 C
C
A
E
r3 HORIZONTAL CROSS SECTION
V) U
525
Shown w/l X sub -buck
0
0
EMB. (TYP.) p EMB. (TYP.)
mt40.15, 3 4 0.15,
CSINK CSINK
L ITYP-) PP.) L
20 21 21 20 V) zC,
U)
7
7
INTERIOR INTERIOR
z
z
GATF 02115112 5z4
EXTERIOR EXTERIOR SC&E: N. T. S.
9 OWG. BY.. JK
CHK FrY: LFS
E l HORIZONTAL CROSS SEC17ON 2 HORIZONTAL CROSS SECTION DRAMNC NO.:
s'hown - inswing Outswingroshown - inswing E FL— 15215.6Vng0
pp'. ed also app ved
smEET 3 OF _L
AN
r
E csz c Z9 6;
VW.. a * Z 4 r
ED Z 000
0 n
4 if 51 ..
z
B
z 4 x 0.< 2. z Old
E m M.W
C6
8, 5 O(L
m & 9!
A C Z
It
ji LLg 0z
E VO
ta.
20
7 7
0o
c
tn
EXTERIOR INTERIOR EXTERIOR INTERIOR n M
VER17CAL CROSS SECTION r2 VERTICAL CROSS SECTION co 0
Ou=g shown - inswing
als ro ve
Shown wl I X subbuck
0 0
0W W
EXTERIOR INTERIOR
m
EXTERIOR INTERIOR 40
93 ILI
cnz
34
7 uj
z
31 z 33 F Ro Ral
1:2 12
7
E
0
z
z
a
DATE: 02/15/12
SME: 0
N.T.S.
on. BY.. JK m
3-) VERTICAL CROSS SECTION VER71CAL CROSS SEC71ON
CHK BY: LFS 3:
outsvAng configurafion InsvAng configurafion
FL— 15215.6
SHM _L OF
43'
4
00. 4:az
s
0
a a w o
7 TYP. HEAD TYP. HEAD & '
t
1) z
k
Y JAMBS xMASONR & JAMBS MASONRY7 z ozJ
OPENING OPENING Go.
o 0.
or, 5 C:! x LoCOILa,
LL
loo
c Li
o 21 a:
Iq
FRAME on
XLn
Q Uzz
2X BUCK-\
v)
o-
4
2XBUCK 'juo
F
TYP. @ SILL
v)
0
v)
CONCRIFTE ANCHOR NOTES:
BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB
lo
1. Concrete anchor locations at the corners may be adjusted to maintain the min. Masonry 2X buck construction
edge distance to mortarloints. Q- o-
2. Concrete anchor locations noted as 'MAX. ON CENTEW'must be adjusted to
maintain the rrdn. edge distance to mortarloints, additional concrete anchors 9
not exceeded. Lumayberequiredtoensurethe "MAX. ON CENTER' dimension are z
3. Concrete anchor table:
IN..CLEARANCE -Q-
z
Aktkdk:: :ANCHOR: D
TOADJACEN7
EMBE M O.MASONRY z lubENTI , ".. - - I -. TYPE: ".-SIZ A Kv:.EDGE- NCHOR OATE: 02/15/12
ITW SCALE N.T.S.
TAPCONe 1/4- 1-1/4- 2" M 27
JK
T 'Co 1. CHK BY. LFS
ACON', TPAWW -NO
WOOD SCREW INSTALLATION NOTES FL- 15215.6
1. Maintain a minimum 516'edge distance, I"end distance, & I"o.c. spacing of HINGE DETAIL LATCH & DEADBOLT DETAIL
wood screws to prevent the splitting of wood. IsHEET 5 OF 7
z
HINGE DETAIL
LATCH & DEADBOLT DETAIL
CONCRETE ANCHOR NOTES:
I . Concrete anchor locations at the comers may be adjusted to maintain the min.
edge distance to mortarloints.
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:
ANCH . 0
1
R:.: A NI CkOk IW C..CPARANCE:
EM BEDME.
EDGF...!
ITW
TAPCON* 1/4" 1-1/4" 2" 4"
ITIN
PCON' 3/16" 1
3"
1
I-11r
WOOD SCREW IN5TALLAIION NUU:5;
1. Maintain a minimum 51*9'edge distance, I " end distance, & I " o.c. spacing of
wood screws to prevent the splitting of wood.
HINGEJAMB
MASONRY
OPENING
FRAM
IX BUC
to d
r- C;
A
11
n=1
X. 6 V)
W.
z
IIIIJI
N Z o 0
0 nit, z
E
X 0, z')
zo
tL
0.
5 6 0 (LfT
I' dCZ
M a:
cc Co 0P=
000 XUD
0
C, XU>-
Ei
W V3
0
FRAME ANCHORING STRIKE JAMB
Masonry I X buck construction
Dec. 02/15/12
SCALE: N. T. S.
DWG. BY. JK
CHK. BY: LFS
EiiZWiNG NO.:
FL— 15215.6
SHEET OF
BILL OF MATERIALS
ITEM DESCRiPnON MATERIAL
A I X BUCK SG — 0.55 WOOD
B 2X BUCK SG >= 0.55 WOOD
C 114'MAX. SHIM SPACE
D IXX 2-3/4'PFH ELCO OR fTW CONCRETE SCREW STEEL
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI
301 OR HOLLOW BLOCK CONFORMING TO ASTM C90
CONCRETE
F 1/4'X 2-3/4'PFH ITW CONCRETE SCREW STEEL
G 3116'X 3-1/4'PFH ITW CONCRETE SCREW STEEL_
H 3116'x 3-1/4!'PFH ITW CONCRETE SCREW STEEL
1 1/4" X 2-1X PFH ITW CONCRETE SCREW STEEL
J 1/4"X 3-3/4"PFH ITW CONCRETE SCREW STEEL
K 9 X 2-1/7'PFH WOOD SCREW STEEL
L lOX2-]/Z'PFH WOOD SCREW (1.lS' MIN. EMBEDMENT) STEEL
M 9 X 2-1/4!'PFH WOOD SCREW STEEL
7 Q-LON 650 WEATHERSTRIP SCHLEGEL FOAM
9 N'X 47BUTT HINGE STEEL
11 9 X 3/4" PFH WOOD SCREW STEEL
17 KWIKSET KEYED ENTRY - SIGNATURE SERIES STEEL
18 KWIKSET DEADBOLT - SIGNATURE SERIES (780) STEEL
FINGER JOINTED PINE FRAME, HEAD & HINGE JAMBS WOOD
21 POLYFIBER JAMB COMP, / VINYL
27 LATCH STRIKE PLATE STEELd202BDEADBOLTSTRIKEPLATESTEEL
30 WEATHER -STOP 3647 HOLM INDUSTRIES VINYL
3 1I OUTSWING BUMP THRESHOLD ALUM. WOOD
33 INSWING ADJUSTABLE THRESHOLD BY ENDURA AWM. WOOD
34 INSWING ADJUSTABLE ALUMINUM THRESHOLD BY DUP ALUM. WOOD
38 GLAZING SPACER ALUM.
39 GLAZING BEAD PVC
40 DOOR PANEL - SEE DOOR PANEL DETAIL SHEET FOR CONSTRUCTION DETAILS
41 DOOR SKIN (MIN. 0.095- THICK) FIBERGLASS
42 TOP RAIL CELLULAR PVC
43 LATCH & HINGE STILE CELLULAR PVC
44 LATCH & HINGE S11LE SUPPORT WOOD
45 BOTTOM RAIL CELLULAR PVC
FOAM POLYURETHANE
rPOLYURETHANE47STILEREINFORCEMENT STEEL
48 REINFORCEMENT RETAINING SCREW NYLON
49 GLAZING COMPOUND DOW 995 SILICONE
4.W
HIAD & 51D ED
Jam20Jamb
5.63"
4.68"-
5"GLASS
BITE
4pN* A,
rj) 3 z
X-- 44
1
k
z
3 N
fE
z0
0
0
M R If
LZ
E oz
3 M
4.56* --------- cu!
1 3,0. (X
4.56" cl!
2.44-
EI-HIAD a SIDEDA'
21 Polyfib,,jamb
5/9'NOM.
GLASS THK.
I /&'TEMPERED
GLASS
AIR SPACE
1/8" TEMPERED
GLASS
u2:
0
V oQ-
Lo ZE
a. co o LL
o
t,
LE: N.T.S.
3. BY: JK
C BY.. LFS
MING NO, u
FL— 15215.6 '
c
7 oF 7
plastpro
5200 W. CENTURY BLVD.
LOS ANGELES, CA 90045
Smooth / Wood Grain / White Wood Grain
Rustic / Mahogany
Series N Fiberglass Door
INSWING / OUTSWING
NON-immcr
GENERAL NOTES
1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code
FBC) structural requirements including the "High Velocity Hurdcane Zone" (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 "HVHT'this product Is required to be protected with an impact resistant covering that
complies with Section 1626 of the FBC.
4. When used in areas outside of the "HVHZ" requiring wind bome debris protection, this product is required
to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2.
5. For 2x stud construction, anchoring of these units shall be the some as that shown for 2x buck masonry
construction.
6. Site conditions that deviate from the details of this drowing require further engineering analysis by a
licensed engineer or registered architect.
7. Outswing configurations meet water infiltration requirements for"HVHT'.
8. Inswing configurations do not meet the water infiltration requirements for the "HVHT'. Inswing units shall
be installed only in non -habitable areas or at habitable locations protected by an overhang or
canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees.
TABLE OF CONTENTS
SHEEM DESCRI ON
I Typical elevations, design pressures & general notes
2 Door panel details and glazing detail
3 Horizontal & Vertical Cross Sections (2X Buck)
4 Horizontal & Vertical Cross Sections (I X Buck)
5 Horizontal & Vertical Cross Sections (Direct to Masonry)
6 Vertical Cross Sections (Thresholds)
7 Horizontal & Vertical Cross Sections (Direct to Masonry)
8 Buck and frame anchoring
9 Bill of materials & components
17,51" MAX ' 0V11A11
FRAME WIDTH
z
0
0M
x
e
C! 0
PV ALL, SDESIGKPR RFSSU_ E
ERAME-.
WEGATI VE
INSWING 37.50" x 98.00" 47.0 47.0
OUTSWING 37.50" x 96.50" 47.0 47.0
0Z
V
2
ow 0
a n z
0
E 0
0 Z L)
C
X 3 6 0 IL
1. 0
I Oz
P
C)
Of
U0 A
C) Es
CD
nu
CL
mn
0
0 =1 Of
DATE: 02120112
SCALE: N. T. S.
DWG. BY. J K
CHK. BY: LFS
DRAWNG NO,
FL — 152 2 0. 11
SHEET I OF 9
13w,
81'
LOCK BLOCK (2(Y' X 1.385')
LATCH STILE REINFORCEMENT
A H STILE (CELWLAR PVC)
35.75'MAX,
DOOR
PANEL WIDTH
21 MAX
D.L.O. WIDTH
4!'
d
a3
cdz
d
0 ci0
r2
Q
Z
z
DOOR PANEL
DOOR SKIN TOP RAIL
MIN. 0.069" THICK) (CELLULAR PVC)
INTERIOR
EXTERIOR
r2' HORIZONTAL CROSS SEC17ON
1\ 2
X 1 -1 /7'PFH SCREW
I 7/167 GLASS BITE
1/7 OVERALL GLASS THK.
I /T TEMPERED GLASS
AIR SPACE
1/8" TEMPERED GLASS
ALUM SPACER
PF-I200P/MERJC FOAM
g_g G DETAILOGLAZINODETAIL
G1 ODLUTEIRAME
LOCK: SIGNATURE SERIES
KWIKSET
DEADBOLP SIGNATURE SERIES (780)
LOCK' YH COLLECTION
YALE
DEADIBOLT. YH COLLECTION (80 SERIES)
1.27"
EXTERIOR
POLYURETHANE FOAM
6
om0
jA,
oil I
Z 000
N
Z
z 0-J
A
E 6
co iL IL
E o
A -d
INTERIOR
0 a
AM N.T.S.
Q BY.. JK
K ffn LFS
AWNG NO.:
FL-15220.11
EET OF
I-Ij
EMi
W6u-ts-,-m--n-g -S-h-o-w-n -(1 n--s-vA-n-g -si-m-ilar)-- - TC)Utsvmg shown linswing imlia—rT—
14* MIN.
B. (TYP.)
EXTERIOR INTERIOR
r3' VERTICAL CROSS SEC77ON
Outswing shown (Inswing similar)
NISA,
z
Z, 0i 1) 9)
0 co 00z0N" --. z
E
0 .
0
9 -0 z.
N fu 6 '0 IwLU)
CZ0
LJ
A jxd
UL
Z
2
6
zo
ro
C,3
rF-- 02 2
U- NW
G. BY.. JK
kWWG NO.:
FL-15220.11
EU _2L OF._a_
A. n
z 0 d
y..
io z 0 .0 6
0 V).. z
0 N .
0 xzo
Z 0
EM M 0
X CW
0 0 a. 6
0
0z
7
A
C Li
E E
C
2 1 C 00rv q uo ZC3
C
M.-
O
E A- 7
7
0
v 40
e G
v INTERIOR
A C z L
T EE
0 40
z 00 V)
EXTERIOR
7 1 2
z0
W
27 G A
2 1 1/4!'MIN. 9 40 EVERIOR INTERIOR p
EMB. (TYP.) M1-1 IN.
EM P.)
z:fl
HORIZONTAL CROSS SECTION r2-" HORIZONTAL CROSS SEC17ON 3 VERTICAL CROSS SECTION
Shown wl I X sub -buck Shown w/ 1 X sub -buck Shown w/ I X sub -buck z
OvtswIng shown (Inswing similar) Ovtswing shown (Inswing similar) Outswing shown (Ins%4ng similar)
z0
DATF- 02/20/12 z
z
samt N.T.S. S
MO. SY.. JK M
CHK. W. LFS
DRAMMG . '
10
FL— 15220.11
U1 c4
Mr 4v 9 10
Z' 4
z
z
2
1%
O'n
z .3 o
0 z
mo
w
A 5 d o (L
a. N t.t m a:
o
oz
c Lj
E E En,)L,
2 1
C C
ID
D D D
z
C, 7
M
7
40
E
C,
P
rr 08
MoINTERIOR
m
C
EXTERIOR
7
z
9
L/)
I I 9 EXTERIOR INTERIOR
i-r
j
EMB. (TYP.) EMB. (TYP.)
1 HORIZONTAL CROSS SECTION 2-' HORIZONTAL CROSS SECT70N 3 VERTICAL CROSS SEC17ON
Shown Direct to Masonry Shown Direct to Ma onry Shown Direct to Masonry
Outswing shown finswing similar) Outs\pAng shown (Inswing similar) Outswing shown (InsvAng similar)
DATE 02120112
XAM N.T.S.
DWG. ffY-. JK
cHK BY.. LFS
DMWWG NO.:
FL-15220.11
E U5 OF__L
1 .0
z
Oo
0
V) oca 0ZOZ
I Cn4Itax 0
z Szo
E
6 'o a.
13,
Z. 0v
I'D:
EXTERIOR I/ INTERIOR
ct
1zc
EXTERIOR INTERIOR C) V)
8
Ln" co
Q3034Q
Lp, 0
E
37
0
MH
E
4 1 4
4 V) z
VERTICAL CROSS SECTION
rl-'\ VERTICAL CROSS SECTION lnsvAng configurafion R Pa
OutsMng confkguraflon
u
z
0
12
scALE: N.T.S.
OING. BY: JK m
CHK. BY.- LFS
DRAWING NO..
FL— 15220.11
SHEET OF
gI
t4 IhgI :
z
t,6 f I
1.25"
MIN.
EXTERIOR W INTERIOR
ri" VERIICAL CROSS SECTION
Shown Direct to MasonryOutswingonlywl4-9/16'jamb
INTERIOR
1-1/4"MIN.
cli
EMB. (TYP.)
B(TERIOR ED
EMB. (TYP.)
HORIZONTAL CROSS SECTION 2' HORIZONTAL CROSS SECTION
7 \, 7 Shown Direct to MosonrShownDirecttoMasonry yOutswingonlyw/ 4-9/16'iamb Outswing only w/ 4-9/16'jamb
C
Er) Z
N
EXTERIOR INTERIOR
r6 " VERTICAL CROSS SECTION
7 Shown Direct to Masolnry
OutswIng only w/ 6-9/ , jamb
1-1/4' MIN.
EMB. (TYP.)
3 HORIZONTAL CROSS SECTION
Shown Direct to Masonry
Outswing only w/ 6-9/16'jamb
INTERIO
EXTERIO
MAX.
I.S,
MAX. 41F O z—
Es
3,q 10
Z 0 OD 0
0 0) z
U N
a x 0
z ozo
E
6 0 m
V),t m a: a, 1z
E co z
I L
no
at
0 OR
E3
Cf)
it i rq SULL N.T.S.
r4- HORIZONTAL CROSS SECTION JK
7 Shown Direct to Masonry CHK. BY: LFS
Outswing only w/ 6-9116'jamb FRAMNG No.:
FL-15220.11
sHEEr oF 9
TYP. HEADMASONRY7 - & JAMBS
OPENING
c6
2X
BUCKANCHORING
CONCRErE ANCHOR NOTES:
1. Concrete anchor locations at the comets may be adjusted to maintain the min.
edge distance to mortarjoints.
2. Concrete anchorlocations noted as"MAX. ON CENTER"must be adjusted to
maintain the min. edge distance to mortarloints, additional conomfe anction,
may be required to ensure the IMAX ON CENTER'dimension are not exceeded.
3. Concrete anchor table:
MOOR, ANCH6 MIN. AIN CLEARA 15 MlN;,.CLEARANC E
TYPE:
TQMASQNRW-11 ADJACENT.,
EDGE_ ANCHOR
ITW
TAPCONS 7ELCO
114' 1-114' 4"
ULTRACOk'
lrw 3/16- 1-1/'r 3' TAPCONe
wviJu 3LKt:yy JMLALLAIIU[4 NVIn:
1. Maintain a Minimum 518"edge distance, l"end distance, & l"o.c. spacing ofIwoodscrewstopreventthesplittingofwood.
STPJKEJAMB
DIRECT TO
MASONRY
I X BUCK
2XBUCK
DIRECT TO MASONRY JAMB (TYP.)
4-9/16"JAMB (SEE SHEET 7)
2X BUCK
G 1 X BUCK
DIRECT TO
MASONRY MASONRY
OPENING TYP. HEAD
JAMBS
FRAME 46-9/16'JAMB
4-9116' JAMB M
MB N to
DIRECT TO
j
MASONRY
JAMB (TYP.)
2XBUCK SEE SHEET 7)
H OUTSWINGAAINSWING
TYP. @ SILL
t
FRAME ANCHORING
I * I
HINGE DETAIL
J L) n
KEY
0: W 6
z 0,0 6
0 n z
U 4 .:
a X ZO
z
N
E O 6 OIL
G a-
E '0 Z
0Z
U0
Lu
no Goas
in
J 0
0
0
00, CL
FFFM T'
HINGE JAMB
LATCH & DEADBOLT DETAIL
DIRECTTO
MASONRY
I X BUCK
2X BUCK
DIRECT TO
MASONRY
I X BUCK
2X BUCK
z
DATE: 02120112
SCALE: T.S.
DING. BY-. JK
CHK BY. LFS
DRAWING No:
FL— 15220.11
SHEET OF 9
BILL OF MATERIALS
IrEM # DESCRIPWN MATERIAL
A IX BUCK SG >= 0.55 WOOD
B 2X BUCK SG >= 0.55 WOOD
C 114'MAX. SHIM SPACE
D 1/4!'X 2-3/4'PFH ELCO OR ITWtONCRETE SCREW STEEL
E
MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI
301 OR HOLLOW BLOCK CONFORMING TO ASTM C90
CONCRETE
G 3/16'x3-1/,V'PFH ITW CONCRETE SCREW STEEL
H IXX 3-1/4!'PFH ELCO OR ITW CONCRETE SCREW STEEL
I 1/47'X 1-3/4'PFH ELCO OR ITW CONCRETE SCREW STEEL
J 1/4!.X 3-3/4'PFH ELCO OR ITW CONCRETE SCREW STEEL
K 1/4!'X 2-1/4'ITW CONCRETE SCREW STEEL
L 10 X 2-1 /Z'PFH WOOD SCREW (1.15" MIN. EMBEDMENT) STEEL
M 3/16" X 2-1/47ITW CONCRETE SCREW STEEL
N 3/1 6'X 2-3/4'ITW CONCRETE SCREW STEEL
P 114'X 2-1/4'PFH ELCO CONCRETE SCREW STEEL
1 POLY FIBER JAMB COMP. / VINYL
2 FINGER JOINTED PINE FRAME WOOD
7 WEATHERSTRIP FOAM
8_ DOOR BOTTOM SWEEP VINYL
9 4'X 4'BUTT HINGE STEEL
11 9 X 3/4" PFH WOOD SCREW STEEL
27 LATCH STRIKE PLATE STEEL
28 DEADBOLT STRIKE PLATE STEEL
30 OUTSWING THRESHOLD ALUM/WO
34 OUTSWING THRESHOLD ALUM/WOOD
37 INSWING THRESHOLD ALUMIWOOD
40 DOOR PANEL - SEE DOOR PANEL DETAIL SHEET FOR CONSTRUCTION DETAILS
58 8 X 7'PFH WOOD SCREW STEEL
I THRESHOLD
37 D IISCS)
4.56'
2.44 2.13"-
POLY FIBER JAMB
p- -- , , , -- -
4.56"
2.36'
WOOD JAMB
ll
ci Li
0.57, W-
WEATHERSTRIP
urc F—e 5
3 2— WING THRESHOLD0DLT(QoSj
vl
d)
V. c .90 M
ell ID
U)
Zo o
Q N
11 x 0Z0Z
SM 0. CL
E c z
Ld
2.088"
DOOR 8070M SWEEP
M2 WIN 'HRESHOLD
lb—nlij-h Dam (581)
0
C:,
0
DATE- 02120112
SCALE, N.T.S.
c
DWG. BY:
CHIC BY: LFS 3
FRAVOWC NO a
FL- 15220 11
SHEET 9 OF 9
S
plastpro
5200 W. CENTURY BLVD.
LOS ANGELES, CA 90045
ONELITE SERIES
FLUSH GLAZED FIBERGLASS DOOR
INSWING / OUTSWING
WON-tmmcr
GENERAL NOTES
I . This product has been evaluated and is in compliance with the 6th Edition (2017) Florida
Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone"
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 areas requiring wind bome debds protection this product is required to
be protected with an impact resistant covering that complies with Section 1609.1.2 &
R301.2.1.2 of the FBC.
4. For 2x stud framing construction, anchoring of these units shall be the some as that
shown for 2x buck masonry construction,
5. Site conditions that deviate from the details of this drawing require further engineering
analysis by a licensed engineer or registered architect.
TABLE OF CONTENTS
SHEET # DESCRIPTION
I Typical elevation, design pressures, & general notes
2 Door panel details
3 Hoi—ntal cross sections
4 Vertical cross sections
5 Buck and frame anchoring - 2X buck masonry constructibn
6 Frame anchoring - I X buck masonry construction
7 Bill of motedols, glazing detail & components
37.5(Y'MAX. OVERALL
11AM1 WIDTH
T
0 (D
z
z
ED
0 > 0
6 E RALL y . d 'EQV kALI: ESIO
SWING.__ F L 0
Dl S1 IMENSION_.."
TYPE- SMVE NEGAUVE
INSWING 37.50" x 82.09' 26.25" x 65.9S' 50.0 50.0
G 1
OUTSWING 37.50" x 80.50" 26.25" x 65.9X' 50.0 50.0
3 V)
z
7e 6,
1/1, Pf Z, C;;.5
0 n z
z
b 0 Z. 3 C, W
CM 5 0,0_
0 8,
0
i0z
Lj
A >,.: 3
1
P
d
0
MT Z
DATE: 02115112 1z
SCALE: N. T. S.
DWG. BY: J K
CHX. BY: LFS
ORAWING NO..
FL-15215.1
C
SHEET _L OF Q7
ci
75
r!
u
z
15
w
44 46
IN TERIOR 39
C;;
4-2)- R 0; n
tole
n, Z*
0 04
0 xz0 C3rlzE
u oa.
EXTERIOR Q6 m 10 m 0. Im
ZOE0
l HORIZONTAL CROSS SECTION 3'd
2
0:
1.22'
cn
35.75'MAX. 1.59"
DOOR F7777771 u :1 cl:
PANEL WIDTH Ot: DO21.25'MAX. INTERIOR EVERIOR
D.L.O. WIDTH
0r2
0
42 TOP RAIL AMH I HINGE STILE
PTellularPVCC m10w-,Pllc
39 T E
C5
0 x 28
0
0 K REIN IQRCEMENUOC
Wod
t" 1c,
z
1.59"
T : 7 :
F7777771 z
2
DATE: 02115172La
scALE; N.T.S.
QM ICAII TCH HINGE 2 VER17CAL CROSS SECnON DWG. BY.. JK
C Julo," l I w.,>de CHK, BY: LFS
DRAWING NO..
FL- 75215.1
SHEEr _,L W 7
1 -1 /,VMIN. .............
EMB. (TYP.)
21 20 (C
SAFA,
z
z 00,
Inz 0 W d
0 V) z
0 C4
0 x
7 Go
CSINTERIOR
T23
p C Z') 3 t: '0
3
2:
Of
60 LO
EXTERIOR
V)
E
3—" HORIZONTAL CROSS SECTION
CL m
Shown w/I X sub -buck rz <
N
1 -1 /If, MIN. 0 i x
EMB. (TYP.)
W i
EMB. (rYP.)
Co
0.1s, 0.16,
CSINK CSINK
L (TYP-) Ryp.) L
20 21 V)
a La
77 0
INTERIOR INTERIOR
EXTERIOR EXTERIOR
DATE: E115112V4 ( SCALF-- N.T.S.
27 By! JK
FS
HORIZONTAL CROSS SEC77ON H CTION E IG No'
Ogt mng shown - insMng \'!O..t. shown - insvAng L_
pro
g F 1'215.1
a ap ved moved
L SHFET 3 OF 7
z
A-0 n
E z
D E 4
till
z o d
0 ') Zti% 0 C11
z
0 x 0
z OZOEM , C W
6 0 (L
a: a,
L 71 A
F4 CO E Co Z
7 9 i R Q
40 40 20 LO
7 7 21
EXTERIOR INTERIOR EXTERIOR INTERIOR
0 to L1Lna
rf'\ VER77CAL CROSS SECTION I/ 2 VERTICAL CROSS SECTION
Ovtswing shown - Inswing
also approved
Shown w/1 X sub -buck 0
EXTERIOR INTERIOR
EXTERIOR INTERIOR U) z
11 20
7
34 ju
31 33
z
E
0z
DATF- 02115112
SCAM N.T.S.
DWO. BY: JK
ri- VER17CAL CROSS SECTION VERTICAL CROSS SECTION
CHK. BY. LFS
DRAWINC NO...
Outswing configuration Inswing configuration FL— 15215.1
sH EEr 4 OF 7
MASONRY
OPENING
2X BUC
o
cL:
0.
0
BUCKANCHORING STRIKE JAMS
CONCRETE ANCHOR NOTES:
I . Concrete anchor locations at the comers may be adjusted to maintain the min.
edge distance to mortarjoints.
2 . Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortorjoints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension ore not exceeded.
3. Concrete anchor table:
MIM C.LE 9 NCE MINJC[EARANCE:
EDNIENT. TO MASONRY:..::: TO:ADJACENT-..
TYPE.::. E,::-: ANCHOR:
ITW
1/4- 1-1/4" 2" 4" TAPCONO
ELCO
1/4" 1-1/4- 1. 4"
ULTRACON
WOOD SCREW INSTALLATION NOTES:
1. Maintain a minimum 518" edge distance, I " end distance, & I " o.c. spacing of
wood screm to prevent the splitting of wood.
MASONRY
OPENING
FRAME
2X BUCK
21
to
Eq U
d
1
FRAME ANCHORING
Masonry 2X buck construction
LATCH & DEADSOLT DETAIL
z p==
v
A
C;Z 6
C w
6
c;
G3 : 0.
CE - V 0Sd.
N2:
a LO
0
0
M03
HINGE JAMB
HINGE DETAIL
DATE: 02/15/12
SCALE: N.T.S.
DING. BY: JK
CHK BY: LFS
DRAWING NO.:
FL-15215.1
SHEET OF _L
fZ®
R.,
c 0
z
9
J 8 n z
TYP. HEAD &
E M
MASONRY JAMBS w 0. d. W
OPENiNG
0 z
La
E0 11:
e
HINGE DETAIL
FRAME
MC)
Li 0 ><u
10 :3
0 1
V)
Z(OiRz00ZUIXBUCK0 >
LU
r
0 p
Ct
03
z
STRIKE JAMB FPAME ANCHORING HINGE JAMB LATCH DEADBOLT DETAIL 0
Masonry 1 X buck construction
CONCRETE ANCHOR NOTES:
1. Concrete anchor locations at the comers may be adjusted to maintain the min.
edge distance to mortarjoints.
2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortarloints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
ANCHOV :A14CH01Z. . W-IN: MIN_:i:LfARANCE: :MIN -CLEARANCE
ToAMONW: 46 AWAwWEMREDIVEW
t
ITW 02115112
TAPCON 1/4- 1-1/4- 2- Ir scAu: N.T.S.
ITW OWG. BY: JK i
I T PCONO 3/16" 3"
CHK BY. LFS 3
WOOD SCREW INSTA"TION NOTES: DRAWING No:
1. Maintain a minimum 518" edge distance, I " end distance, & I o.c. spacing of FL- 15215.1
wood screws to prevent the splitting of wood.
SHEE'r 6 OF 7
BILL OF MATERIALS
G,
ITEM DESCRIPTION MATERIAL 4.56'-
A I X BUCK SIG — 0.55 WOOD Fit 8
WOODB2XBUCKSG — 0.55 3. :z- to*. 6 :
pC1/4'MAX. SHIM SPACE Z
CcD1/4!'X 2-3/4'PFH ELCO OR ITW CONCRETE SCREW STEEL EM= 1 1---
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 2.44" Z' d; 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 On z
G 3/16" X 3-1/4"PFH ITW CONCRETE SCREW STEEL
0 cq
HEAD & SIDE
0 -z
H 3/16" x 3-1/4'PFH ITW CONCRETE SCREW STEEL 20 = I SIDE
Jamb
J 1/4" X 3-3/4!'PFH [TW CONCRETE SCREW STEEL CM 6 Gwu)
K #9 X 2-1 /7'PFH WOOD SCREW STEEL a
L #10 X 2-1/Z' PFH WOODSCREW (11.11s- MIN. EMBEDMENT) STEEL 0
5.63' 0z
M #9 X 2-1/4'PFH WOOD SCREW STEEL 4.56" T Li
7 Q-LON 650 WEATHERSTRil' SCHLEGEL FOAM
9 4!'X 4'BUTT HINGE STEEL
10 NOT USED
11 #9 X 3/4'PFH WOOD SCREW STEEL Of
17 KWIKSET KEYED ENTRY - SIGNATURE SERIES STEEL
0 OL
Izi v;c)
18 KWIKSET DEADBOLT - SIGNATURE SERIES (780) -11- STEEL
ADJUSTABLE INSWING THRESHOLD
cc :a
20 FINGER JOINTED PINE FRAME, HEAD & HINGE JAMBS WOOD Q:
21 POLYFIBER JAMB COMP. / VINYL
STEEL a- Ill27LATCHSTRIKEPLATE !s as
28 DEADBOLT STRIKE PLATE STEEL
r
i , 4.56" 30 WEATHER -STOP 3647 HOLM INDUSTRIES VINYL 4.69' 0
C3 0 rD
31 OUTSWING BUMP THRESHOLD
0
ALUM. WOOD
0 1
33 INSWING ADJUSTABLE THRESHOLD BY ENDURA ALUM. WOOD
34 INSWING ADJUSTABLE ALUMINUM THRESHOLD BY DLP ALUM. WOOD
38 GLAZING SPACER ALUM. LE:
39 GLAZING BEAD PVC T 2.44!'
40 DOOR PANEL - SEE DOOR PANEL DETAIL SHEET FOR CONSTRUCTION DETAILS
8 HEAD & SIDEtLIA0,111DITHICK) FIBERGLASS OUTSWING BUMP THRESHOLD Poly fiber jamb G41DOORSKIN (Ml .0.075 21
42 TOP RAIL CELLULAR PVC V) z
43 LATCH &HINGE STILE CELLULAR PVC 9U)
44 LOCK REINFORCEMENT WOOD YGLASS 518" NOM.
45 BOTTOM RAIL CELLULAR PVC BfTE GLASSTHK.
46 POLYURETHANE FOAM POLYURIETHANE
1:2
47 CONTINUOUS LATCH & HINGE STILE REINFORCEMENT WOOD 1 /8" TEMPERED
49 GLAZING COMPOUND DOW 995 SILICONE GLASS
z
z
AIR SPACE
38 1/8" TEMPERED
GLASS
DATE, 02115112
49 SCAU: N.T.S.
YK- DWG. BY.
CHK. BY. LFS
DRAWING NO.:
FL- 15215.1ELIBY7OLIF7
0
SH
N
L OF _L 0
122
Product SpecificationsEllffil
QUIK-Stick HT
High -temperature (smooth poly surface)
Uses & Descri[:)tion
QUIK-Stick HT is an SIBS modified self -adhering membrane reinforced with
non -woven fiberglass mat for extra strength and durability. It's non-abrasive
polyester surface is excellent for use in tile and metal applications.
For use on decks 2:112 and greater.
Benefits
Offers a skid resistant, polyester surface.
Silicone -treated, split -back, release film allows for easy installation and han-
dling
Softening point is a minimum of 250OF
May be installed directly to concrete, plywood, wood composition board and
gypsum
Self seals around nails
May be used in new construction or re -roofing
Offers greater tear resistance than traditional felt underlayment
Provides protection for critical areas such as rakes, eaves, valleys,
flashings, hips, ridges, dormers and skylights
Provides excellent low temperature flexibility
May be left exposed up to 90 days prior to application of finished roof
Florida Approval (FL #17401)
ICC Approval (ESR-3123)
Miami -Dade Approval
Specifications
AbTM D 1970
Thickness, min 60 mils
Maximum Load, min MD=80 CD=40
Elongation at Break, min 30%
Adhesion to Plywood @ 77 OF min 30.0 lbf/ft
Thermal Stability, max 0.05
Flexibilily Temperature, @ -20 OF min pass
Sealability around nail pass
Water Proof Integrity after Low Temp. Flex pass
Waterproof Integrii!y of lap Seam pass
Slip Resistance pass
Rolls per Pallet (label / box) 25/ 25
Roll Weight 70 lbs :h 2lbs
Roll Diameter 8.5 in.
Square feet. 200
Available roll dimensions 36" x 66.8'(200sqft)
MID —STATES ASPHALT
Tuscaloosa, AL 1 (800) 489 -2391
www.msaroof.com
4/19/2012
0
C> NOTES
NOTES
1. GLAZING OPTIONS - 090' MINIMUM
S 9 GLAZING IN MOLDED FRAMES
SCREWED TOGETHER NTH A MINIMUM OF
10) #Sxl' ED EWS INSTALLED IN TOP OR
INTERMEDIATE SECTION (NTH OR WITHOUT
DECORATIVE INSERTS) MEETS UNIFORM
D STATIC WHO PRESSURES SHOWN ON THIS
DRAWING. GLAZING SHALL HAVE A
MAXIMUM HEIGHT Of 10 69' AND A
MAXIMUM LENGTH OF 16.94* . GLAZING IS
N T IMPACT RESISTANT AND DOES NOT
M ET THE REQUIREMENTS FOR
WIND-BORNE DEBRIS REGIONS.
2 VINY- OR WOOD DOM STOP NAILED A
MAXIMUM OF 6' D.C. MUST OVERLAP TOP
AND BOTH ENDS OF PANELS MINIMUM
7/16" TO MEET NEGATIVE PRESSURES.
3. KEY LOCK, SUDE LOCKS, OR
OPERATOR REQUIRED.
4. LOUVER OPTION - .040' MINIMUM
LOUVERS IN MOLDED FRAMES SCREWED
TOGETHER NTH A MINIMUM OF (10) 48.1"
SCREWS IN STALLED IN THE BOTTOM
SECTION LOUVERS ARE NOT IMPACT
R SISTANT AND DO NOT MEET THE
REQUIREMENTS FOR WND-BORNE DEBRIS
REGIONS.
c 5. SECPON STEEL TO HAVE A MINIMUM
26 CA THICKNESS.
6 THE DESIGN OF THE SUPPORTING
SiRUCTURAL ELEMENTS SHALL BE THE
RE PONSIBILITY OF THE PROFESSIO Al -
OF RECUR FOR THE BUILDING OR
S RUCTURE AND IN ACCORDANCE WITH
CURRE T BUILDING CODES FOR THE
LOADS LISTED ON THIS DRAWNG.
7. DOOR JAMS TO BE MINIMUM 2.4
STRUCTURAL GRADE LUMBER. REFER TO
JAMB CONNECTION SUPPLEMENT FOR
ATTACHMENT TO SUPPORTING STRUCTURE.
8 FOR LOW HEAD ROOM LIFT
CONDITIONS, TOP BRACKET SHALL BE A
13 GA LHR 7/4 TOP BRACKET NTH A
MINIMUM OF (3) 1/4-14.7/8" SELF
DRLLING CRIMPTITE SCREWS IN UEU OF
ME BRACK T SHOWN ON THIS DRAWING,
U-SAR ON TO SECTION SHALL BE
INSTAL ON TOP CIE LHR TOP
BRACKETS,
9. IN LIEU OF THE SHORt PANEL
EMBOSSMENT SHOWN. LONG PANEL
EM80SSMEN T. V12 PANEL EMBOSSMENT,
OR NO EM80SSMENT MAY BE USED.
A I
7 6
FAI' TRACK TYPE SHOWN BELOW
13 CA HORIZ ANGLE
1.3 CA FLAG ANGLE
16 CA MIN HORHTRACK
LAG SCREW (MIN 3 -1
AS SHOWN)
4) 1/4-20 9/16" LARGE
HEAD TRACK DOLTS OR
1/4-20 STUDS NTH
1/4-20 HEX NUTS
16 GA MIN VERTTRACK
1 /4-20.9/16- TRACK
E30LT AND 1/4-20 HEX
NUT AT EACH JG-US
JAMS BRACKET LOCATION
5/16.1-5/8" LAG
SCREW AT EACH
JAMS BRACKET
15 GA STIFFENED
JAMS BRACKETS
SEE SCHELDULE FOR
QUANFTY, LOCATION,
AND TYPE
KEY LOCK OR SLIDE LOCK
EACH END (NOT REQUIRED
WITH OPERATOR - SEE
NOTE 3). SLIDE LOCK
SHOWN FOR CLARITY
NCTEi (4) SECTION SOLID DOOR
SHOWN SEE SHEET 2 FOR U-BAR
LOCATIONS ON DOORS WITH OTHER
SE TION QUANTITIES AND SEE NOTE 1
THIS SHEET FOR GLAZING OPTIONS.
14 GA MIN
HEADPLATEPL T'
16 GA HORIZONTALrTRACK
LAGSCREW 15 GA MIN
AT EACH TRANSITION ELLIPSE
JAMSBRACKET 11 CA MIN VERT
TRACK
12 GA JAMB
BRACKETS SEE
SCHEDULE FOR
QUANTITY. LOCATION AND
NCR"
TYPE
TRACK TYPE
SUPERIMPOSED DESIGN PRESSURE
LOADS ON SUPPORTING STRUCTURE
D',' 1 H'EoiG`H`T UNIFORM LOAD EACH JAMB (PILE)
10-01 A 462.0/-69.0io; 1 74.4/-82.8
0- ALL 1 86.8/-96.6
22 /_ " 11 Ll., 16' ::.
2R
ALL I . .22T- 4
2 1 - I
REViSIETNS
STATIC PRESSURE RATINGS I APPROVED SIZES
WTI:IET 11.
i:
WDESIGNPRESSURE(PSF): 12.4/-13-8 1IMAX
210JIMPACT/CYCLIC RATED! NO IMAX SECTION HEIGHT!
olk,11111",
JAMB BRACKET SCHEDULE
DOORHEIGHT M, OFSECT'ONS
N "M' BRACKETS
EACH JAMS) TRACKTYPE
LOCATION OF CENTEREINE OF JAMB
BRACKETS MEASURED FROOFTRACK (ALL DlMENSlONMSB±oT2Fo)M
6'-6" 4
4 FAT LO- (JB-US). 25-3/4- (JB-US). 39- (JS-US). 57-1/4" (JB-US)
NCR 5" (STD). 22-1/2" (STD), 35-3/4- (STD), 67" (STD)
7'-0'
4 FAT 10- (JB-US). 29-3/4' (JB-US). 42- (JB-US). 63-1/4- (JEF-US)
NGR TO . 17'_' n(j4N
7'-6- 5
5 FAT
WGR
UU22.-1 2 37 T S). (J._ US), 7+-1/2" (JB-US)__
5" (STD), 22-1/2" (STE). 35-L/1' . 'S ID' (STD)
8'-0' 5
5 FAT U61WD10- (JB-US), 29-3/4" (JB-US S) MlL 2- (JB-US). 77-1/2" (JB-US)
NOR 1 1) 1-leW " (ITD), 31-3/' (ITD), 137" (ETD), 80- (STD) 2
N_. T ...
A) I
FLOW
I D
I c
I B
NOTE
0
FAT AND NGR) FOLL WNG DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WTH 1/4-20.9/16" TRACK BOLT AND NUT. DWAY E
Ibi I
IN K RNISH, PE
ALL DOORS GREATER THAN EV IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE SEE SUPPLEMENT TRACK CHART FOR DETAILS. 4576 COUNTY ROAD 160
MOUNT HOPE. OHIO
FL PE 77945
SERIES 170-177, 180-187 TX RE 117868
ENGI SPROFESSIONALINEER'S EAL PROVIDED ONLY FO
I VERIFICATION OF WIND LOAD CONSTRUCTION DETALS.
THE DRAWINGS AN ALL OTHER INFORMATION CONTAMED HMON ME THE CONFIDENTIAL AND PROPRIETARY PROPSTTY OF OVERHEAD DOOR CORPORATION AND ITS AFIRUATED COMPANIES, THIS D Wl G
AND INFORMATION, IN -0LE OR IN PART, MAY NOT BE COPIED IN ANY MANMER OR DISCLOSED TO M-HE MHOUT THE PROR
AHY OF THIS DRAWING OR -R"TON IS HITENGED TO OPERATE AS A LICENSE OR AUTHORGATION TO IT FOR ANY PURPOSEWRITTEN CONSENT OF OVDRHEAD DOOR CGRPMTION. NO DISCLOSURE OFOGTTHESPOCnCWNITTEINCGHRENTOFG&RHEAD DOOR CORPOIRATION,
HQUE DIAMETER WHOLE
FINISH
N/A I I
S 18OWLFRIES170,
11H .211 OlI- _ I DO, IG
NJ EIE- G. TAYLOR
MAX WIDE
DD
R SOO 0 3 UNIT OFMEASURE M!`EAVVICKI lo/ 41
REF END Us ED ON E691IONS1/16 X DID
ANGLES: EACH
NUNL
47TJ;NGF
0=
01 10
T,5,
111 0'
NTI
1 4 1 3___F_ 2 1
v
8 1
NOTES
REVI IONS
16 CA RO ER SUDE ATTACHED TO W5851 NfU-E_PE7E!R
BRACKET WITH 1/4-2D.5/8 BOLT &
307041 P R " I 111'Z'2 I RTNUTINCENTERSLOTCENTERSTILEDQN581RAT— BLDOK 11.1 12.111 QO
16'
16 GA UNIOR 'A' FRAME TOP U-13AR LOCATIONS
BRACKET ATTACHED NTH (4)
SELF DRILLING
132) S GION ... 13 WITHmm'mr] -BARS
GR"P TIq SCREWS—
10) 3 0 CA 80 KSI U
LOCATED AS SHOWN
DETAIL
14' & 1'
S7) ECTION DOORS VATH
20 LOG9) 3 CA 80 KSI U-BARS
TED AS SHOWN2NYLONSILENTGLIDE
ROLLER WITH 4" STEM
S CTION DOORS WTH
19 G NARROW BODY (8) 3 20 GA 80 KSI U-BARS
END HINGE ATTACHED OCATED AS SHOWN
NTH (4) 1/4-14.5/8"
SELF TAPPING SCREW GETAH B
10,
S) SECTION DOORS WITH
7) 3 20 GA 80 KSI U-SARS
LOCATED AS SHOWN D D
18 CA NARROW BODY D
IJE
INTERMEDIA GETEHING
ATT CHED NTH (4) D
1/4-14x5/8.' SELF
TAPPING SCREWS 4) S CTION DO RS NTH D
5) 3 20 CA 80 KSI U-BARS
14 CA BOTTOM BRACKET
LOCATED AS SHOWN D D
ATTACHED NTH (2)
1/4- 1 4.7/8" SELF DRILLING D D
CRIMPT' TE SCREWS AND 0)
1/4-1 41/8" SELF DRILLING a D D
TAMPER RESISTANT SCREW
1.) D D
D D
I D D
D
D D D D
NO.77945
D
ATTACH U-BAR NTH
D D
R2) 1/4-140/R" SELF
MET EDRILLINGCRIMPTITE D D
S SSCREWSOATEACH STATE
TILE L CATION, TYP. D
fLOR\...
D D DWAYNE KORNISH. PE
4576 COUNTY ROA.) 160
MOUNT HOPE, 0 10FLPE77945H
TX PE 1 17868
PROFESSIONAL ENGINEER'S SEk PROVIDED ONLY FOR
VERIFICATION OF WIND LOAD CONSTRUCTION DETAILS.
TK DRAW GS AND &L OMER INFORMTION CONTAINED HEREIN ME THE OONRDENMAL AND PROPRIETARY PROPERTY OF OVERHEAD DOOR CORPORATION AND ITS AFHUATED COMPARIES. THIS DRAM G
AND INFIRPATION. IN WHOLE OR IN PARL AA' NOT BE COPIED IN ANY —HER OR DISCLOSED TO ANYONE WHOM THE PRIOR WFTEN CONSENT OF 011RHEAD DOOR CORPORATION. NO DISOLMI.IRE OF
ANY OF THIS ORNIRWO M VMRWM IS IMENDE3 TO OPERATT M A UCENSE OR AUTHORIZATION TO IT FOR AM PURPOSE WTHOJT - SKCIFIC WRITTEN -T OF C,URREAD DOOR CORPORATION.
ISH
4) WHOU'
25 _G TAYLOR 10/15/101 S , EkS - 1
1
70 " . 18OWL
ERS' -
N/A
1
X WIDE
UNIT OF "
M SLICKI 25i/10xxOIDMEASURE
To/
D-41 1044G, Fie: xxx 0 EACH NONE
DIJ,S. 2 2FEEDINGUSEDDNm ± F. TJ;NG 11/23/10
1 4 .3 2 1 1
a
m
ELEVATION
36"
27 typ. —
12. OX
max.
2' typ.
12* o.c.
Max.
a-l-k'CLFARANCE
ALL FOUR SIDES)
Anchor
See Section Detall.$)
Min Edgel 7/16"
SHEATHING
Min Edge 7/16"
JAMB DETAIL
NAIL FIN' IS A GENERIC TERM WHICH
MEANS 'MOUNTING FLANGE'.
NOT TO BE CONFUSED WITH '1/2' FRONT FLANGE)
HEAD DETAIL
SHEATHING/OSB
SIZE HEADER AS NEEDED
CAULK UNDER NAILING
FIN ENTIRE PERIMETER
BEFORE FASTENING.
8 X 1- 5/ 8-sCREW (SHOWN ' NTH j- SHEATHING)
MUST ACHIEVE 1-1/4" PENETRATION
INTO STUD s
SILL DETAIL
Notes:
1. Installation depicted based off of structural
test report #C7327.01-109-47.
2. Wood screws shall satisfy the National
Design Specification foe Wood
Construction for material type and
dimensional requirements.
3. Wood buck, installations are assumed 2x
S-0-17 (G=0.42) at denser. Buck width
shall be greater than the window frame
width. Tapered or partial width bucks
are not allowed. Wood buck shall be
secured to the structure to resist all
design loads.
4. Wood screw lengths shall be sufficient
to guarantee 1-1/4' penetration into
wood buck.
5. Maximum 'shim. thickness of 1/4"
Permitted at each fastener location.
Shims shall be load bearing. noh
compressible type.
6. These drawings depict the details
necessary to meet structural load
requirements. They., do not address the
air infiltration, water penetration, intrusion
or thermal performance requirements of
the installatiom
7 Installation shown is that of the test
wI ihdow for the size shown and the
design pressure claimed. For window
sizes smaller than shown, locate
fasteners approx 2" from corners and no
more than 12" on center. Design
pressures of smaller window sizes are
limited to that of the test window.
SIZE AND DESIGN PRESSURE CHART
FASTENER TYPE AND SPACING SHOWN ELL ALLOW DESIGN PRESSURES UP TO +35/ -50 UNITS UP TO 36" x 74"
SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN. PRESSURE LIMITATlONS)
u"
INSTALLAT10N INSTRUCTIONS
FASTENER SCHEDULE: FiN-
PRODun
mAw 7
V. M. R.
CHECaD.,
12-14-09 -
DAID
Windows & Doors 3540 Single Hung NONE
M
1 1
Gratz, PA 3540 3240 SH FINTT
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 13 THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. IX BUCK OVER MASON RY/CONC R ETE IS OPTIONAL.
T WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE.. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS,
6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSiBILITY OF
HE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
8. SHIM AS REQUIRED AT 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 MADE FROM MATERIALS CAPABLE OF SUSTAINING APPLICABLE LOADS,
LOCATED AND PPLIED IN A THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS.
10, WIND LOAD DURATION FACTOR Cd 1.15 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED RIGID PVC.
12. UNITS MUST BE GLAZED PER ASTM E1300-04.
13. APPROVED IMPACT PROTECHVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING 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 INSTALLA71ON DETAILS,
REVISIONS
DESCRIPTION DATE APPROVE6
REVISED PER NEW TESTING 01/08/14 R L.
REVISED INSTALLATION DETAILS 09/15/15 R,L,
15. FOR ANCHORING 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 NSTALT TION DETAILS.
16 FOR ANCHORING INTO METAL STRUCTURE USE #8 SMS OR SELF DRILLING SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE 3 THREADS K41NIMUM BEYOND STRUCTURE INTERIOR WALL.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS,
17. ALL FASTENERS TO BE CORROSION RESISTANT.
18, INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD — MINIMUM SPECIFIC GRAVITY OF 0=0.42
B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI.
C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER).
D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM
TABLE OF CONTENTS I
EET NO:
I NOTES
2 ELEVATION
3 — 5 INSTALLATION DETAILS
SIGNED: 0911512015
MI WINDOWS AND DOORS lil,
650 WEST MARKET STREET 04i /-,
GRATZ, PA 17030-0370 GEN q* :4 p
z: 0 9:51SERIES3240/3540 FLANGE PVC SINGLE HUNG
STEEL REINFORCED WINDOW NON -IMPACT 36"xd74=.
NOTES TAf OF
5 0
DRAWN. DWI, NO_ EV
TiH 08-01252L05/23/1 1
1 36" MAX. FRAME WIDTH
4" M AX. 4" MAX.
4" MAX
T_-
SEE ANCHOR CHART
THIS SHEET FOR JNIT—
SIZE AND ANCHOR
OUANTITY
74" MAX. T-1 FRAME0/ HEIGHT
22"
MAX. __
7O.C.
33 3/8"
MAX. SASH
HEIGHT
x
4" MAX.
T_
SERIES 324013540 FLANGE PVC SINGLE HUNG WINDOW
EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACTRATING
35.0 PSF
50. 0 PSF
NONE
REVISICN5
REV ESCRIPTION DATE APPROVED
A REVISED PER NEW TESTING 01/08/14 r, L.
B REVISED INSTALLATION DETAILS 09/15/15 R. L. I
NUMBER OF ANCHOR LOCATIONS P.EQUIRED
Fmm Fmm Width (in)
Height 1 24.00 30.00 36.00
i n)
8
607 Hwd Jamb Head Jamb Hezd Jorrib
24 OL 2 2 2 2 2 2 2 2
30.00 2 2 2 2 2 2 2 2
36.00 2 2 2 2 2 2 2 2 1
42.00 2__ 3 2 3 2 3 2 3
48.00 2 3 2 3 2 3 2 3
54.00 2 3 2 3 2 3
60.00 2 3 i 2 3
66.00 2 3 2 3 2 3 2 4
7100 2 3 2 3 2 1 4 2 4
3 2 3 2 1 4 4
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 3240/3540 FLANGE PVC SINGLE HUNG
STEEL REINFORCED WINDOW NON —IMPACT 36"x74"
ELEVATION
DRAWN: DWG NO REV
TJH 08-01252 B
05/23/11 1 SIEE _'2 OF 5
SIGNED: 0911512015
0NIIIIIII//11, 0 1//
r, E Aty
0
TA 'OF-14LI-z-Z
0. 2'. ZORVOt.
6,*-. " .-*
0 N A L
1/2" MIN.
EDGE DISTANCE
WOOD FRAMING
OR 2X BUCK
lx
BY OTHERS
1 1/4" MIN. 1 " 4l
EMBEDMENT
APPROVED
SEALANT 1 /4 MA,
HIM SPACESSHVSP
0Oj8WOOD SCREW
REINIORCIMENT
GVL-451-020
f;:"zRF-
104S-020
REINFORCEMENT
EXTERIOR
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
cDlnm
11.1
GVL-451-020
REINFORCEMENT
SILL TO BE SET
IN A BED OF APPROVED
CONSTRUCTION ADHESIVE
1 /4 MAX.
FSHIM SPACE
L
F
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
REVISIONS
REV DESCRIPTION APPROVED
A REV15ED PER NEW TESTING 01/08/14 R L..
13 REVISED INSTALLATION DETAILS 09/15/15 R. L. I
1 1/4" MIN
EMBEDMENT
4 MAX.
SHIM SPACE CVL - 451 - 020
REINFORCEMENT
1/2" MIN,
INTERIOR
EDGE DISTANCE
8 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
APPROVED EXTERIOR
SEALANT
JAMB INSTALLATION DETAIL
WOOD. FRAMING OR 2X BUCK INSTALLATION
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 3240/3540 FLANGE PVC SINGLE HUNG
STEEL REINFORCED WINDOW NON -IMPACT 36"x74"
INSTALLATION DETAILS
CRAWN REV
08-01252 B
I lAlE NITS I DATE 05/23/11 SHEET 3 OF 5
SIGNED: 0911512015
V
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
EXTERIOR
APPROVED
SEALANT
MET
STRUCTUI
BY 01-HEI
5/8" MIN.
EDGE
DISTANCE
L1/
4 MAX.
F SHIM SPACE
8 SMS OR
SELF DRILLING
SCREW
RF-104S-020
REINFORCEMENT
GVL-451 -020
REINFORCEMENT
colflo
11.1
151-020
DRCEMENT
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
TO BE SET
BED OF APPROVED
JSTRUCTION ADHESIVE
1/4 MAX.
SHIM SPACE
REVISIONS
REV ESCRIPTION DATE APPROVED
A REVISED PER NEW TESTING 01/08/14 R.L.
3 REVISED INSTALLATION DETAILS 09/15/15 R.L,
1/4 /MAX. GVI - 45 1 -020
5/8"
1
MIN. LSHIM
SPACE , REINFORCEMENT
INTERIOR
EDGE DISTANCE
8 SMS OR
SELF DRILLING
G
SCREWS InnMETAL
STRUCTURE
BY OTHERS APPROVED EXTERIOR
SEALANT -
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0911512015
MI WINDOWS AND DOORS o\\llIl'I//// //
650 WEST MARKET STREET
q, o 4f /x
E N,9,.-YGRATZ, PA 17030-0370
511SERIES3240/3540 FLANGE PVC SINGLE HUNG
STEEL REINFORCED WINDOW NON -IMPACT 36"x74" a ; 41 OFINSTALLATIONDETAILS
0.
T A T.
A 't. .
w-
DRANW DWG NO- REVdBTJH08-01252
L
SCALE DATE SHEETNTS05/23/11 4 OF 5
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1X BUCK
SEE NOTES 3-7
SHEET I
APPROVED
SEALANT
EXTERIOR
2 1/2" MIN.
EDGE DISTANCE
14
1/4 MAX.
SHIM SPACE
3/16" TAPCON
RF- 1 04S-020
R INFORCEMENT
GVL-451 -020
REINFORCEMENT
colflo
I'll
REVISIONS
REV DESCRIPTION DATE I APPROVED
A REVISED PER NEW TESTING 01/08/14 Rl,
B REVISED INSTALLATION DETAILS 09/15/15 RT,
1 1/4" MIN,
EMBEDMENT
1. 1/4" MIN,
EMBEDMENT
I
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1X BUCK
SEE NOTES 3-7
SHEET 1
3/16" TAPCON
GVL-451 -020
REINFORCEMENT
SILL TO BE SET
APPROVED
SEALANT
IN A BED OF APPROVED
CONSTRUCTION ADHESIVE
1/4 MAk
OPTIONAL 1X BUCK SHIM SPACE
SEE NOTES 3-7
SHEET 1
CONCRETE/MASONRY
BY OTHERS 4
14
VERTICAL CROSS SECTION
CONCRETEIMASONRYINSTALLATION
I ' I: -
I-
2 1/2"
MIN.
EDGE
DISTANCE
EXTERIOR
APPROV'L'
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
1/4 MAX,
SHIM SPACE
GVL-451 -020RFREINFORCEMENTIINTERIOR
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARRY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 0911512015
MI WINDOWS AND DOORS o kIII'll/// ///
650 WEST MA RKET STREET F. L o4f
E lv,9. GRATZ, PA 17030-0370 OP. LIP 1,
SERIES 3240/3540 FLANGE PVC SINGLE HUNG 0 511 '. *
STEEL REINFORCED WINDOW NON -IMPACT 36"x74" 1 41INSTALLATIONDETAILS7p; TMV %A'r,
0. .1 __
DRAWN: DWG NO. EV
TJH 08-01252
SCALE NTS I—E 05/23/11 Is"E"5 OF 5 111111 00
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 MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
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.
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.
IREVISIONS I
I REV DESCRIPT10N DATE I APPROVED
15. FOR ANCHORING THROUGH FRAME 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.
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 #8 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 3,192 PSI.
C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER).
D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 5063—T5 1/8" 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. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN.
I TABLE OF CONTENTS I
SHEET NO. 1 DESCRIPTION
1 1 NOTES
2 ELEVATIONS
3 — 7 INSTALLATION DETAILS
SIGNED: 0911412015
MI WINDOWS AND DOORS oklilli'll/// ///
650 WEST MARKET STREET Vk L 04f
GRATZ, PA 17030-0370
0SERIES3500 & 3540 FIXED WINDOW
811, -IMPACTX63" NON
NOTES
0.
T A 0 F'
A. 1000t-;$-
x rb
DRAWN OWG NO. REV
1N. G. 08-02818 At ;e
1 1/0111110\\\ SCALE NITS DATE 9/13/12 SHEET 1 OF 7
81" MAX, FRAME WIDTH
63"
MAX.
FRAME
HEIGHT
SERIES 3500 & 3540 FIXED WINDOW
EXTERIOR VIEW
FINLESS & FLANGE INSTALLATION
DESIGN PRESSURE RATING IMPACTRATING
35.OPSF NONE
NOTES:
1. MAXIMUM D.L.O.: 77 1/8" X 59 1/8"
2 (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE
i
3" MAX.
T
18"
MAX
0. C.
I
i
MAX.
T
F
HI
REVISIONS
DESCRIPTION
81" MAX. FRAME WIDTH
MAX. 10" MAX.
0 C.
2"
T
lo"
0 . c
i3"
AX.
AME
ICHT
SERIES 3500 & 3540 FIXED WINDOW
EXTERIOR VIEW
FININSTALLATION
DESIGN PRESSURE RATING IMPACTRATING
50.OPSF NONE
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 3500 & 3540 FIXED WINDOW
81" X 63" NON —IMPACT
ELEVATIONS
I DWG NO,
N. G. 1 08-02818
SCALE NTS I DATE 9/13/12 1 SIEET 2 OF 7
DATE I APPROVED
AX.
2" MAX.
AX
I MAX.
SIGNED: 0911412015
0%11111.111ilell01
E Nq
Ao 951
TATE OF zz
I II I 10\
REVISIONS
DESCRIPTION DATE I APPROVED
1 1/4" MIN. 1/4" MAX
WOOD FRAMING
1/4" MAX. EMBEDMENT SHIM SPACE
OR 2X BUCK
BY OTHERS METAL SHIM SPACE INTERIOR
STRUCTURE i
BY OTHERS
7/16" MIN.
APPROVED EDGE DISTANCE
SEALANT
BACKER ROD IAPPROVED1/4" MAX.
SEALANT SHIM SPACE
B WOOD
HEAD TO BE SET
SCREW
HEAD TO BE SET IN A BED OF
IN A BED OF APPROVED SEALANT
APPROVED SEALANT
WOOD FRAMING
EXTERIOR
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
m
INTERIOR
EXTERIOR INTERIOR BY OTHERS EXTERIOR
BACKER ROD
SILL TO BE SET
IN A BED OF
APPROVED SEALANT
1/4" MAX.
BACKER ROD
APPROVED
SHIM SPACE SEALANT
METAL
STRUCTURE
BY OTHERS
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SILL TO BE SET
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
IN A BED OF WOOD FRAMING OR 2X BUCK INSTALLA TION
APPROVED SEALANT
1/4" MAX.
SHIM SPACE
1/4 MAX.
SHIM SPACE
INIERIOR
5/8 MIN
EDGE DISTANCE
1
8 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
BACKER ROD EXTERIOR
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION SIGNED: 0911412015
MI WINDOWS AND DOORS
650 WEST MARKET STREET
R. to
6 E IVyGRATZ, PA 17030-0370
0 951,9SERIES3500 & 3540 FIXED WINDOW
81 " X 63" NON -IMPACT 41FINLESSINSTALLATIONDETAILS TA OF',t.:Z
0. .1 - Ire U.,
0 R VID '17F ' DRAWN: DWG NO. REV
N.G. 08-02818
SCALE NTS :EE 9/13/12 ISIE-3 OF 7
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1X BUCK
4
SEE NOTES 3 — 7
SHEET 1
BACKER ROD
APPROVED 1/4" MAX.
SEALANT SHIM SPACE
HEAD TO BE SET
IN A BED OF
APPROVED SEALANT
EXTERIOR INTERIOR
SILL TO BE SET
BACKER ROD IN A BED OF
APPROVED APPROVED SEALANT
SEALANT
1/4" MAX.
OPTIONAL 1X BUCK
SEE NOTE 3 — 7
SHIM SPACE
SHEET 1
CONCRETE/MASONRY
BY OTHERS 4
14
4
VERTICAL CROSS SECTION
CONCRE'EIMASONRY INSTALLATION
0
IREVISIONS
I REV DESCRIPTION I DAVE I APPROVEC
CONCRETE/MASONRY 1 1/4" MIN,
BY OTHERS EMBEDMENT
OPTIONAL 1X BUCK 1/4" MAX,
SEE NOTES 3 — 7 SHIM SPACE
SHEET I
3/16" TAPCON
INTERIOR
2 1/2"
MIN.
EDCE
DISTANCE
BACKER ROD EXTERIOR
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERmETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 3500 & 3540 FIXED WINDOW
81" X 63" NON -IMPACT
FINLESS INSTALLATION DETAILS
DRAWN llWG 10
N.G. 08-02818
ISCALE NTS I DATE 9/13/12 1 SHEET 4 OF 7
SIGNED: 0911412015
IT'A OF
I In 0 10,
WOOD FRAMING
OR 2X BUCK
BY OTHERS METAL
STRUCTURE
BY OTHERS
B
7
v_
APPROVED
BACKER ROD
SEALANT
APPROVED H ixTMIX
SEALANT SHIM SPACE
HEAD TO BE SET
IN A BED OF
APPROVED SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
EXTERIOR
INTERIOR
SILL TO BE SET
IN A BED OF
APPROVED SEALANT
BACKER ROD
1/4" MAX. & APPROVED
SHIM SPACE SEALANT
METAL
STRUCTURE
BY OTHER.
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
REVISIONS
DESCRIPTION DATE I APPROVED
1 1/4" MIN, 1/4" MAX,
1/4" MAX. EMBEDMENT SHIM SPACE
SHIM SPACE
i- INTERIOR
7/16" MIN.
EDGE DISTANCE
8 WOOD
TO BE SET
SCRI W
BED OF
AFFHOVED SEALANT
WOOD FRAMING
INTERIOR
OR 2X BUCK
EXTERIORBYOTHERS
BACKER ROD
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
APPROVED
SEALANT
SILL TO BE SET d1ill/10 IIV,")I/iLL/i"UIV UCIMIL
IN A BED OF WOOD FRAMING OR 2X BUCK INSTALLATION
APPROVED SEALANT
1/4" MAX.
1/4" MAX.
SHIM SPACE
SHIM SPACE T_ E=
5/8" MIN INTERIOR
EDGE DISTANCE
8 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
BACKER ROD EXTERIOR
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION SIGNED: 0911412015
MI WINDOWS AND DOORS o\\IlII'I////
650 WEST MARKET STREET
C, 0
rj E NGRATZ, PA 17030-0370 0Z- .- \' - 11*
SERIES 3500 & 3540 FIXED WINDOW
81" X 63" NON -IMPACT
FLANGE INSTALLATION DETAILS TATrO'F
0
DRAWN: DWG NO. REV
N.G. 08-02818 1 i, - - - ZONAL
0/1-111,110E9/13/12 SHEET 5 OF 7
CONCRETE/MASONRY
BY OTHERS
4
OPTIONAL 1X BUCK
4
SEE NOTES 3 — 7
SHEET 1
ED
BACKER ROD
APPROVED 1/4" MAX.
SEALANT SHIM SPACE
HEAD TO BE SET
IN A BED OF
APPROVED SEALANT
EXTERIOR INTERIOR
SILL TO BE SET
BACKER ROD IN A BED OF
APPROVED
APPROVED SEALANT
SEALANT
1/4" MAX.
OPTIONAL IX BUCK
SEE NOTE 3 — 7
SHIM SPACE
SHEET 1
CONCRETE/MASONRY
BY OTHERS 4
4
4
VERTICAL CROSS SECTION
CONCRETEIMASONRYINSTALLATION
IREVISIONS
I REV DESCRIPTION I APPROVED
CONCRETE/MASONRY 1 1/4" MIN.
BY OTHERS EMBEDMENT
OPTIONAL 1X BUCK 1/4" MAX.
SEE NOTES 3 — 7 SHIM SPACE
SHEET I
3/16" TAPCON
INTERIOR
2 1/2"
MIN.
EDGE
DISTANCE
BACKER ROD EXTERIOR
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
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
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 3500 & 3540 FIXED WINDOW
81" X 63" NON —IMPACT
FLANGE INSTALLATION DETAILS
DRAWN: DWG NO.
N.G. 08-02818
SCALE NTS I DATE 9/13/12 1 SHEET 6 OF 7
SIGNED: 0911412015
0\11111,1/j//
0 ",///
0 51
0 Fr,-jo 4 '4Q
0
TAT OF
v '.
A,
A L
l/0111100
APPROVED
SEALANT
BEHIND FIN
6 WOOD
SCREW
3/8" MIN
EDGE DISTANCE
EXTERIOR INTERIOR
WOOD
FRAMING
BY OTHERS
1/4" MAX.
SHIM SPACE
WOOD FRAMING
BY OTHERS
6 WOOD
SCREW
1 1/4"
MIN.
EMBEDMENT
T__
APPROVED
SEALANT
BEHIND FIN
3/8" MIN
EDGE DISTANCE
1/4" MAX
SHIM SPACE
INTERIOR
EXTERIOR
JAMB INSTALLATION DETAIL
1/4" MAX
WOOD FRAMING OR 2X BUCK INSTALLATION
SHIM SPACE
IREVISIONS . I
I REV DESCRIPTION I DATE I APPROVED
3/8" MIN
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
EDGE DISTANCE 77
E MSEDMENT
NOT SHOWN FOR CLARITY- 7' 6 WOOD WOOD
2. PERIMETER ANDJOINT SEALANT BY OTHERS TO BE
SCREW FRAMING
DESIGNED IN ACCORDANCE WITH ASTM E2112
1 1/4" MIN. BY OTHERS
APPROVED
SEALANT
BEHIND FIN VERTICAL CROSS SECTION SIGNED: 0911412015
W06D FRAMING Of? 2X BUCK INSTALLATION
MI WINDOWS AND DOORS
650 WEST MARKET STREET 0 41
GRATZ, PA 17030-0370
SERIES 3500 & 3540 FIXED WINDOW o 51
81" X 63" NON —IMPACT
FIN INSTALLATION DETAILS TAT OF
DRAWN: OWG NO,
N. G. 08-02818 NAL
I DATE I SHEISCA" NTS 9/13/12 ET7 OF 7 I tiIIIII0\
Horlda Product ApprovM
CemplankO Lap Vding -
0 For use inside HVHZ:
o Cemplank Lap Siding fastener types, fastening schedule, and installation
shall be in accordance with the Miami -Dade County Florida NOA 17-
0406.06. Consult the Cemplank product installation instructions on the
follow pages for all other installation requirements.
0 For use outside of HVHZ,
o Cemplank Lap Siding fastener types, fastening schedule, and installation
shall be in accordance with Engineering Evaluation Reports RIO-2683-17,
RIO-2687-17, or RIO-2688-17. Consult the Cemplank product installation
instructions on the follow pages for all other installation requirements.
Lap Siding
INSTALLATION REQUIREMENTS - PRIMED AND FACTORY BUILT COLOR TREATED PRODUCTS NOVEMBER 2016
CEDAR - BEADED CEDAR - BEADED SMOOTH
IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND
THE MANUFACTURER'S WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM
PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY.
STORAGE & HANDLING: CUTTING INSTRUCTIONS*
Store flat and keep dry and covered prior OUTDOORS equipped with a HardieBladell saw INDOORS
to installation. Installing product wet or 1. Position cutting station so that wind blade and vacuum dust extraction 1. NEVER cut with power saws indoors
saturated may result in shrinkage at butt will blow dust away from user and
others in working area.
c. Good: Circular saw with a 2. Cut only using score and snap. or shears (manual,
joints. Carry product on edge. Protect HardleBlade saw blade (for low to electric or pneumatic).
edges and corners from breakage. 2. Use one of the following methods: moderate cutting volume) 3. Position cutting station in well -ventilated area
CemboardO is not responsible for damage a. Best: I. Score and snap I. Shears
caused by improper storage and manual, electric or pneumatic)*
b. Better: Dust reducing circular saw
Shears and score/snap methods may not
be suitable for products thicker than 1/2 in. NEVER dry sweep — Use wet suppression or Vacuum
handling of
the product, NIOSH-appruved respirato(sGan beused in conjunction with aboveculting practices to further reduce dust exposures. Additional exposure information isavailablea5patwww.jameshardie.com to help you determine the most appropriate cutting method for your job requirements. If concern still exists about exposure levels or you
do not comply with the above practices, you should always consult a qualified industrial hygienist or contact the manufacturer for further information. SM105
GENERAL REQUIREMENTS:
Cemplanke lap siding can be installed over braced wood or steel studs spaced a maximum of 24 in. o.c. or directly to minimum 7/16 in. thick OSB
sheathing. See general fastening requirements. Irregularities in framing and sheathing can mirror through the finished application,
Information on installing Cemboard products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com
A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with
penetration and junction flashing in accordance with local building code requirements. Cemboard will assume no responsibility for water infiltration. James
Hardie does manufacture HardieWrap" Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements.
When installing Cemboard products all clearance details in figs. 3-14 must be followed.
Adjacent finished grade mist slope away from the building in accordance with local building codes - typically a minimum of 6 in. in the first 10 ft..
Do not use Cemplank lap siding in fascia or trim applications.
Do not install Cemboard products, such that they may remain in contact with standing water
Cemplank lap siding may be installed on flat vertical wall applications only. Figure 1 Double Wall Single Wall
Construction Construction
For larger projects, including commercial and multi -family projects, where the span of the water -resistive barrier let -in bracing
wall is significant in length, the designer and/or architect should take into consideration the plywood or 24 in. o.c. ax.
coefficient of thermal expansion and moisture movement of the product in their design, OSB sheathing
These values can be found in the Technical Bulletin "Expansion Characteristics of
Cemboardo Siding Products" at www.JamesHardie.com,
DO NOT use stain, oil/alkyd base paint, or powder coating on Cemboard" Products.
INSTALLATION: JOINTTREATMENT
One or more of the following joint treatment
options are required by code (as referenced
2009 IRC R703.10.2)
A. Joint Flashing (Cemboard recommended)
B. Caulking* (Caulking is not recommended
for Factory Built Color for aesthetic
reasons as the Caulking and Factory
Built Color will weather
differently. For the same reason,
do not caulk nail heads on
Factory Built Color products.)
C. "H" jointer cover
Figure 2 Place fastener
between 3/4
in. & 1 " from
top of plank
moueraie cornaci ai ourf joints
Refer to Caulking section in these instructions.
I For additional information on HardieWrap` Weather Barrier, consult Cemboard at 11-866-41-lardie or www.hardiewrap.com
barrier
60
fastener
0
Install a 1 1/4 in. starter strip to
ensure a consistent plank angle
0
leave appropriate gap between planks and trim, then caulk. —
DANGER: Do not breathe dust Fiber cement Is nat a hasen heceard Wien handled orstered in hasniginal, tervalteradcondifion. The hawd associated Mh fiber cement arl from crystalline sitice present m the dust generated by activitfin axh assuffing, nothating, drilling,
from this pmduct. Respirable rocurg, savving, creshing, a otherwise manning fiber ceravern, and when cleaning up, c1sposIng of or moong the dust. When doing arN of these acMies, in a manner that generates dust: (1) follm James Hudie inShMns and best practices 0
racce. or linalt the releaSe of dust; (2) Wam others ha the am to avoid the cust; 13) when using mechanical saw or high speed cutting tools, vvA outdoors and we dust eDilectim equipment; and (4) If no other dust controls ue avallable, vmi a
Crystalline Silica Dust causes M10SH-appruved dust mak or respirator te g., Me N 95 dust =A
damage to lungs and respiratory Refer to the product Safety Data Sheet before me. Do act handle product until all safety precautions have been read and understood. Wash fivands and face thoresughyrafter handing. If eVesed to dust orcriecemsed, got medical advIce. ft shadiness
system through prolonged of breath or other health corcerns davelop after equasum to dust been the product, seek medical attention. Disposer Of proded M accordance fth ", Me and national regulators. If there are rat applicable regifilLailicars, dspm of in a secum,
or repeated inhalation. andfill, re In a vvey that Mil not e)pose others to dust.
WARNING: This product contains a chemical form to the State of California to muse cancer. F% move infornallon go to ~P651Namings.ca.gov/product.
For more information contact: James Hardie Building Products, Inc., 231 S. LaSalle St., Suite 2000, Chicago, IL 60604 USA 1-888 JHARDIE www.jameshardle.com www.jhsatesfte.com
CEM1610-Pl/4 11/16
South
CLEARANCE AND FLASHING REQUIREMENTS
Figure 3 Figure 4 Figure 5 Figure 6
Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding
Figure 7
Deck to Wall
Figure 12
Drip Edge
Figure 8
Ground to Siding
4
in. I
Figure 9 Figure 10
Gutter to Siding Sheltered Areas
Figure 13
Block Penetration
Recommended in HZ10)
Z;Fla
71, cau
in. I
Figure 9 Figure 10
Gutter to Siding Sheltered Areas
Figure 13
Block Penetration
Recommended in HZ10)
Z;Fla
71, cau
n.
Figure 14
Valley/Shingle Extension
Figure 11
Mortar/Masonry
t4lashing7,O
FASTENER REQUIREMENTS ** (Please refer to the applicable ESR report online to determine which fastener meets your wind load design criteria)
Blind Nailing is the preferred method of installation for Cemplanks lap siding products. Face nailing should only be used where required by code for high wind
areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption when doing a repair). Pin -backed comers may be
done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing.
BLIND NAILING FACE NAILING
Nails - Wood Framing Nails - Wood Framing
Siding nail (0.09 in. shank x 0.221 in. HD x 2 in, long) 9 6d (0.113 in. shank x 0.267 in. HD x 2 in. long)
11 ga. roofing nail (0.121 in. shank x 0.371 in. HD x 1.25 in. long) e Siding nail (0.09 in. shank x 0.221 in. HD x 2 in. long)
Screws - Steel Framing Screws - Steel Framing
e Ribbed Wafer -head or equivalent (No. 8 x 1 1/4 in. long x 0.375 in. HD) Screws 9 Ribbed Bugle -head or equivalent (No. 8-18 x 1-5/8 in. long x
must penetrate 3 threads into metal framing. 0.323 in. HD) Screws must penetrate 3 threads into metal framing.
Nails - Steel Framing Nails - Steel Framing
ET & F Panelfast! nails or equivalent (0.10 in. shank x 0.313 in. HD x 1-1/2 in. ET & F pin or equivalent (0.10 in. shank x 0.25 in. HD x 1-1/2 in. long)
long) Nails must penetrate minimum 1/4 in. into metal framing. Nails must penetrate minimum 1/4 in. into metal framing.
OSB minimum 7/16 in. OSB minimum 7/16 in.
11 ga. roofing nail (0.121 in. shank x 0.371 in. HD x 1.75 in. long) e Siding nail (0.09 in. shank x 0.221 in. HD x 1-1/2 in. long)*
Ribbed Wafer -head or equivalent (No. 8 x 1 5/8 in. long x 0.375 in. HD).
stud
24 in -----------
1----o.c. m.. , , Z
Stud 24" X "iO.C. me x
Figure 15 Figure 16 1 1/4 in. min.
ovedap
Minimum overlap
for Both Face r
and Blind Nailing
3/4 in.-1 in
Blind Nail (0)
face nail
min. 1 1/4 in.
ovedap
water -resistivet
Water Resistive barrier
I I min. Barrier
ONY d
Laminate sheet to be removed immediately after installation of each course for ColorPlusO products.
When face nailing to OSB, planks must be no greater than 9 1/4 in. wide and fasteners must be 12 in. o.c. or less.
Also see General Fastening Requirements; and when considering alternative fastening options refer to Technical Bulletin USTB 17 - Fastening Tips for Cernplane Lap Siding.
CEM1610-P2/4 11/16
South
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel.
Electro-galvanized are acceptable but may exhibit premature corrosion.
Cemboard recommends the use of quality, hot -dipped galvanized nails.
Cemboard is not responsible for the corrosion resistance of fasteners.
Stainless steel fasteners are recommended when installing Cemboarcla
products near the ocean, large bodies of water, or in very humid climates.
PNEUMATIC FASTENING
Cemboard products can be hand nailed or fastened with a pneumatic tool.
Pneumatic fastening is highly recommended. Set air pressure so that the
fastener is driven snug with the surface of the siding. A flush mount
attachment on the pneumatic tool is recommended. This will help control the
depth the nail is driven. If setting the nail depth proves difficult, choose a
setting that under drives the nail. (Drive under driven nails snug with a
smooth faced hammer - Does not apply for installation to steel framing).
Manufacturers of ACO and CA preservative -treated wood recommend spacer
materials or other physical barriers to prevent direct contact of ACQ or CA
preservative -treated wood and aluminum products. Fasteners used to attach countersunk,
HardieTrim Tabs to preservative -treated wood shall be of hot dipped fill X nrld nnil
zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC snug
R317.3 or 2009 IBC 2304.9.5.
Consult applicable product evaluation or listing for correct fasteners type
and placement to achieve specified design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local
Building Codes have specific jurisdiction. Consult Cemboard 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).
Do not use aluminum fasteners, staples, or clipped head nails.
FACTORY BUILT COLOR CAULKING, TOUCH-UP & LAMINATE
Figure A I Figure B
PAINTING
4F N
QP 0
DO NOT DO NOT
under drive nails staple
DO NOT use stain, oil/alkyd base paint, or powder coating on CImbludO Products.
Cemboard products must be painted within 180 days for primed product and 90
days for unprimed. 100% acrylic topcoats are recommended,
Do not paint when wet, For application rates refer to paint manufacturers
specifications. Back -rolling is recommended if the siding is sprayed.
CUT EDGE TREATMENT
Caulk, paint or prime all field cut edges.
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 ASTIM
C834. Caulking/Sealant must be applied in accordance with the
caulking/sealant manufacturer's written instructions. Note: Some caulking
manufacturers do not allow tooling.
Care should be taken when handling and cutting Cemboard" Factory Built Color 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 Factory Built Color touch-up applicator Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new Cemplanko lap siding with Factory Built Color.
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 Factory Built Color product dealer.
Treat all other non -factory cut edges using the Factory Built Color edge coaters, available from your Factory Built Color product dealer.
Note: Cemboard does not warrant the usage of third party touch-up or paints used as touch-up on Cemboard Factory Built Color products.
Problems with appearance or performance arising from use of third partytouch-up paints or paints used as touch-up that are not Cemboard touch-up will not be
covered under the Cemboard Factory Built Color Limited Finish Warranty.
RE -PAINTING CEMBOARD11 SIDING AND TRIM PRODUCTS WITH FACTORY BUILT COLOR
When repainting Factory Built Color products, Cemboard recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean, dry, and free of any dust, dirt, or mildew
Repriming is normally not necessary
100% acrylic topcoats are recommended
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature
CEM1610-P3/4 11/16
South
COVERAGE CHART/ESTIMATING GUIDE
Number of 12 ft. planks, does not include waste
COVERAGE AREA LESS OPENINGS I CEMBOARDO LAP SIDING WIDTH
so 51/4 61/4 71/4 71/2 8 81/4 91/4 91/2 12
ISQ=100sq.fL) exposure) 4 5 6 61/4 63/4 7 8 81/4 103/4
1 25 20 17 16 15 14 13 13 9
2 50 40 33 32 30 29 25 25 19
3 75 60 50 48 44 43 38 38 28
4 100 80 67 64 59 57 50 50 37
5 125 100 83 80 74 71 63 63 47
6 150 120 100 96 89 86 75 75 56
7 175 140 117 112 104 100 88 88 65
8 200 160 133 128 119 114 100 100 74
9 225 180 150 144 133 129 113 113 84
10 250 200 167 160 148 143 125 125 93
11 275 220 183 176 163 157 138 138 102
12 300 240 200 192 178 171 150 150 112
13 325 260 217 208 193 186 163 163 121
14 350 280 233 224 207 200 175 175 130
15 375 300 250 240 222 214 188 188 140
16 400 320 267 256 237 229 200 200 149
17 425 340 283 272 252 243 213 213 158
18 450 360 300 288 267 257 225 225 167
1 9 475 380 317 304 281 271 238 238 177
20 500 400 333 320 296 286 250 250 186
This coverage chart is meant as a guide. Actual usage is subject to variables such as building design. Cemboard does not assume responsibility
for over or under ordering of product.
RECOGNITION: In accordance with ICC-ES Evaluation Report ESR-2290, Cemplank(D lap siding is recognized as a suitable alternate to that specified in: the 2OD6,2009,&2012 International Residential Code
for One- and Two -Family Dwellings, and the 2006,2009, & 2D12 International Building Code,. Cemplank lap siding Is also recognized for application In the following; City of Los Angeles Research Report Na.
24862, State of Florida listing FL#889, Dade County, Florida NOA No. 02-0729.02, U.S. Dept of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC-23, City of New York MEA
223-93-M, and California DSA PA-019. These documents should also be consulted for additional information concerning the suitability of this product for specific applications.
@ 2016 JHIF B.V. All rights reserved. TIVI, SM, and @ denote
Additional Installation Information,
trademarks or registered trademarks of JHIF B.V. Warranties, and Warnings are available at
www.cemboardsiding.com
CEM1610-P4/4 11/16
r
Florida Product Approval
HardieSoffitO Panel
For use inside HVHZ:
o HardieSoffit Panel fastener types, fastening schedule, and installation shall
be in accordance with the Miami -Dade County Florida NOA 17-0406.06.
Consult the HardieSoffit product installation instructions on the follow
pages for all other installation requirements.
For use outside of HVHZ,
o HardieSoffit Panel fastener types, fastening schedule, and installation shall
be in accordance with Engineering Evaluation Report RIO-2684-17.
Consult the HardieSoffit product installation instructions on the follow
pages for all other installation requirements.
HardleSoff it'AK.12. Panels
JamesHardie
EFFECTIVE SEPTEMBER 2013 FM
INSTALLATION REQUIREMENTS - PRIMED & COLORPLUSO PRODUCTS Visit www.'ameshardie,com for the most recent version.
IMPORTANT. FAILURETO INSTALLAND FINISH THIS PRODUCT IN ACGORDANCEW1TH APPLJCABLE 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 HZ10TM PRODUCTS OUTSIDE AN HZ1 00 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION. VISrr WWW.HARDIEZONE.COM OR CALL 1-866-942-7343
STORAGE & HANDLING: 2 CUTTING INSTRUCTIONS
Store flat and keep dry and covered prior OUTDOORS INDOORS
to installation. Installing siding wet or 1, Position cutting station so that wind will blow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic).
saturated may result in shrinkage at butt
and others in working area.
2. Use one of the following methods:
2. Position cutting station in well -ventilated area
joints. Carry product on edge. Protect a. Best: I. Score and snap
edges and corners from breakage. James ii. Shears (manual, electric or pneumatic) NEVER use a power saw indoors
Hardie is not responsible for damage 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
caused by improper storage and handling HardleBladeP saw blade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum
of the product.
c. Good: i. Dust reducing circular saw with a HardieBlade saw blade
only use for low to moderate cuffing)
Important Note: For maximum protection 0owest respirable dust production), James Hardie recommends always using 'Besf'-Ievel cutting methods where feasible.
NIOSH-approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures. Additional exposure inforiTtation is available
0 at www.jameshardie.com to help you determine the most appropriate cutting method for your job requirements. If concern still exists about exposure levels or you
do not comply with the above practices, you should always consult a qualified industrial hygienist or contact James Hardie for further information.
SDM3105
GENERAL REQUIREMENTS:
HardieSoffP panels maybe installed over either steel or wood framing complying with the local building code. See general fastener requirements. Install soffits to
nominal 2 x 4 framing members spaced a maximum of 24 inches on center (fig,4),
All edges must be supported by framing. (figs. 3 & 4)
Install water barriers and air barriers as required by local building codes. James Hardie will assume no responsibility for moisture infiltration.
Ensure gutters have end caps. Maintain a minimum 1 " gap between end caps and siding & trim (fig.5).
Install kickout flashing at roof -wall junctions. (fig 6.)
Figure 1
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardiee Products.
INSTALLATION: F7/7/E=-
HardieSoffit panels must be fastened to a solid, nailable substrate such as a wood 2x subfascia.
Additional framing may be needed to ensure proper fastening.
Soffits can be installed as shown in figure 1. Position the vent holes toward the outside of the eave
for optimal airflow.
12" to 24" wide Vented HardieSoffit panels, provide 5.0 square inches of net free ventilation per
lineal foot.
Alternatively vents can be installed into non -vented soffit.
If necessary, an insect screen can be installed using construction adhesive.
Note: net free ventilation will be reduced.
Fastener Requirements
e Position fasteners 3/8" from panel edges and no closer than 2" away from corners when using
soffit greater than 12" wide (fig. 4) and no closer than 1 " away from corners when using soffit that is
less than or equal to 12" wide (fig. 3).
Jointing Methods
e Install panels in moderate contact at ends, provide PVC or metal jointers, battens or leave
appropriate gap and caulk (fig 2)' Figure 2 Figure 3
framing
member
moderate contact
framing
member
H-jointer
framing framing
member mem her
leave appropriate gap
batten and caulk
less than or equal to
12" Wide Soffit
ventinb to outside of
ea
shim
fascia (wood) HardieSoffit
subtascia vented panel
from end of soffit
3/8" from edge of soffit
For additional information on HardieWraDlm Weather barrier. consult James Hardie at I -bbb-41darclie or www.
WARNING: "OID BREATHING SILICA DUST
siding
Figure 4
Greater than
12" Wide Soffit
keep fasteners
2" away
from corners
3/8" from edge of soffit
James Hardie* products contain respirable crystalline silica, which is known to the State of California to cause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupational
sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis, and has been linked with other diseases. Some studies suggest
smoking may increase these risks. During installation or handling: (1) work in outdoor areas with ample ventilation; (2) use fiber cement shears for cutting or, where not feasible, use a HardieBlade saw blade
and dust -reducing circular saw attached to a HEPA vacuum; (3) wam others in the immediate area; (4) wear a properly -fitted, NIOSH-approved dust mask or respirator (e.g. N-95) in accordance with applicable
government regulations and manufacturer instructions to further limit respirable silica exposures. During clean-up, use HEPA vacuums or wet cleanup methods - never dry sweep. For further information, reter
to our installation instructions and Material Safety Data Sheet available at www.jameshardie.com or by calling 1-800-9HARDIE (1 -800-942-7343). FAJLURE TO ADHERE TO OUR WARNINGS, MsDS, AND
INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH.
SF1203-Pl/3 6/13
Maintain a minimum 1 " gap between
gutter end capsand siding & trim.
sidinj
Figure 5
gutter and end cap
Figure 6
FASTENER REQUIREMENTS
e For wood frame construction a minimum 4d common nails
spaced 8" o.c. at panel edges and intermediate framing members
spaced up to 24" on center are suitable in most locations*.
e For conventional 20ga steel frame construction a minimum No.
8-18 x 0.323" HD x 1 " long ribbed bugle screws spaced 6" o.c.
at panel edges and intermediate framing members spaced up to
24" on center are suitable in most locations**.
Minimum Basic Wind Speed differs by locality. Where specified
levels of wind resistance are required, refer to applicable Building
Code Compliance Reports.
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
allachment on the pneumatic tool is recommended. This will help control the
depth the nail is driven. If setting the nail depth proves difficult, choose a
setting that under drives the nail. (Drive under driven nails snug with a
smooth faced hammer - Does not apply for installation to steel framing).
A-Fzf-#.
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped roof,
one of the most critical flashing details occurs where a roof
intersects a sidewall. The roof must be flashed with step flashing.
Where the roof terminates, install a kickout to deflect water away
from the siding. It is best to install a self -adhering membrane on the
wall before the subfascia and trim boards are nailed in place, and
then come back to install the kickout.
Figure 6, Kickout Flashing To prevent water from dumping behind
the siding and the end of the roof intersection, install a "kickout" as
required by IRC code R905.2.8.3 : "...flashing shall be a min. of 4"
high and 4" wide." James Hardie recommends the kickout be angled
between 1000 - 1100 to maximize water deflection
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel.
Electro-galvanized are acceptable but may exhibit premature corrosion.
James Hardie recommends the use of quality, hot -dipped galvanized
nails. James Hardie is not responsible for the corrosion resistance of
fasteners. Stainless steel fasteners are recommended when installing
James HardieO products near the ocean, large bodies of water, or in very
humid climates..
Consult applicable product evaluation or listing for correct fasteners type and
placement to achieve specified design wind loads,
NOTE: Published wind loads may not be applicable to all areas where
Local Building Codes have specific jurisdiction. Consult James Hardie
Technical Services if you are unsure of applicable compliance documentation.
Drive fasteners perpendicular to siding and framing.
Fastener heads should fit snug against siding (no air space). (fig. A
Do not over -drive nail heads or drive nails at an angle.
If nail is countersunk, fill 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).
Do not use aluminum fasteners, staples, or clipped head nails.
M4211:
Figure A
Countersink,
Fill &Add Nail
Figure B
Z\
QP 0
do not under DO NOT
drive nails STAPLE
SF1203-P2/3 6/13
CUT EDGE TREATMENT
Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products.
CAULKING
For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade INS, Class 25 or
higher or a Latex Joint Sealant complying with ASTIVI C834. Caulking/Sealant must be applied in
accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well
as some other caulking manufactuers DO NOT allow tooling.
COLORPLUS11 TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
PAINTING
DO NOT use stain, oiValkyd base paint, or powder coating
on James HardjeO Products. James Hardie products must
be painted within 180 days for primed product and 90 days
for unprimed. 100% acrylic topcoats are recommended.
Do not paint when wet. For application rates refer to paint
manufacturers specifications. Back -rolling is recommended
if the siding is sprayed.
Care should be taken when handling and cutting James Hardie ColorPlus products. During installation use a wet soft cloth or soft brush to gently wipe off any
residue or construction dust left on the product, then rinse with a garden hose.
Touch up nicks, scrapes and nail heads using the ColorPlus' Technology touch-up applicator Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new HardieSoffito panel 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 dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus* product dealer.
ote: 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.
PAINTING JAMES HARDIP PRODUCTS WITH COLORPLUSO TECHNOLOGY
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean, dry, and free of any dust, dirt, or mildew
Repriming is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardiea Products
Apply finish Goat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature
DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
RECOGNITION: HardieSoffit Panel complies with ASTM C1 186 in so doing meets the Fiber -Cement Siding code requirements in the 2006 Intemational Building Gode@ Section 1404.10 and 1405.15, the 2009/12
International Building Code Section 1404.10 and 1405.16 ; and the 2006/09/12 International Residential Code@ for One- and Two -Family Dwellings Table R703.4 and section R703.1 0. Hardlesoffit panel is also
recognized for application in the following: State of Florida ProductApproval I'Ll 3265, Dade County, Florida NOA No. 13-0311.07, U.S. Dept. of HUD Materials Release 1263, Texas Department of Insurance Product
Evaluation EC-23, City of New York MEA 223-93-M, and California DSA PA-01 9, These documents should also be consulted for additional information concerning the suitability of this product for specific applications
0,2013 James Hardie Building Products, Inc, All rights reserved. Additional Installation Information,
n ffieTIMSM, and 0 denote trademarks or registered trademarks of
James Hardie Technology Limited. Illis a registered trademark Warranties, and Warnings are available at James"ara
of James Hardie Technology Limited. www.jameshardie.com
SF1203-P3/3 6/13
Certificate of Authorization No. 29824
17520 Edinburgh Drive8040" R E E K Tampa, FIL 33647
TECHNICAL SERVICES, LLC (
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE, 6 T" EDITION (2017)
Manufacturer: MID -STATES ASPHALT AND CANT STRIP, INC. Issued October 11, 2017
1637 51s' Street
Tuscaloosa, AL 35401
800) 489-2391
www.msaroof.com
Manufacturing Location: Tuscaloosa, AL
Quality Assurance: LIL LLC (QUA9625)
SCOPE
Category: Roofing
Subcategory: Underlayments
Code Sections: 1504.3.1. 1507.1.1
Properties: Physical properties
PRODUCT DESCRIPTION AND LIMITS OF USE
QUIK-Stick Ice & Water QUIK-Stick Ice & Water Granular is an ASTM D 1970 self-adhesive underlayment
Granular constructed from SIBS modified asphalt, a fiberglass mat reinforcement and surfaced
with granules. The product is supplied in 2-sq. rolls with nominal dimensions of 3-ft x
66.8-ft and has a nominal thickness of 50 mils.
QUIK-Stick Ice & Water Granular is permitted to be used as prescribed in FIBC Section
1507.1.1 for mechanically attached roofing coverings. Exposure on the roof deck shall
be limited to a maximum 30 days.
QUIK-Stick Ice & Water QUIK-Stick Ice & Water Sand is an ASTM D 1970 self-adhesive underlayment
Sand constructed from SBS modified asphalt with a fiberglass mat reinforcement and surfaced
with sand. The product is supplied in 2-sq. rolls with nominal dimensions of 3-ft x 66.8-ft
and has a nominal thickness of 50 mils.
QUIK-Stick Ice & Water Sand is permitted to be used as prescribed in FBC Section
1507.1.1 for mechanically attached roofing coverings. Exposure on the roof deck shall
be limited to a maximum 30 days.
QUIK-Stick HT QUIK-Stick HT is an ASTM D 1970 self-adhesive underlayment constructed from SIBS
High Temperature) modified asphalt with a fiberglass mat reinforcement and poly -fabric surface. The
product is supplied in 2-sq. rolls with nominal dimensions of 3-ft x 66.8-ft or 3-ft 3-in x 61-
ft and has a nominal thickness of 60 mils.
QUIK-Stick HT is to be used as prescribed in FIBC Section 1507.1.1. QUIK-Stick HT is
permitted to be used with adhered clay or concrete tile roofing using either ICP
Adhesives Polyset AH-160 (ICP Adhesives and Sealants, Inc.). Exposure on the roof
deck shall be limited to a maximum 90 days.
The maximum roof slope shall be 6:12 when used with clay or concrete tile installations
without battens. Tile shall be stored on battens for roof slopes greater than 612. Tiles
shall not be stacked greater 10 tiles per stack. .
MSA17001 FL17401-R4 Paoe 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 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.
MID -STATES ASPHALT AND CANT STRIP, INCCREEKSelf -Adhering UnderlaymentsITECHNICALSERVICES, LLC
QUIK-Stick HT Pro QUIK-Stick HT Pro is an ASTM D 1970 self-adhesive underlayment constructed from
High Temperature) SBS modified asphalt with a fiberglass mat reinforcement and poly -fabric surface. The
product is supplied in 2-sq. rolls with nominal dimensions of 3-ft x 66.8-ft and has a
nominal thickness of 60 mils.
QUIK-Stick HT Pro is permitted to be used as prescribed in FBC Section 1507.1.1 for
mechanically attached roofing coverings. Exposure on the roof deck shall be limited to a
maximum 30 days.
QUIK-Stick FS QUIK-Stick FS is an ASTM D 1970 self-adhesive underlayment constructed from SBS
Film Surface) modified asphalt with a fiberglass mat reinforcement and textured film surface. The
product is supplied in 2-sq. rolls with nominal dimensions of 3-ft x 66.8-ft and has a
nominal thickness of 45 mils.
QUIK-Stick FS is permitted to be used as prescribed in FBC Section 1507.1.1 for
mechanically attached roofing coverings. Exposure on the roof deck shall be limited to a
maximum 30 days.
PRODUCT APPLICATION
Min. Roof Slope: 2:12 or in accordance in with the FBC
Application: All underlayments shall be installed in accordance with the FBC.
Deck substrates shall be clean, dry and free from any irregularities and debris. All
fasteners in the deck shall be checked for protrusion and corrected prior to underlayment
application. Prior to beginning installation, the underlayment shall be unrolled and
allowed to relax for a minimum of 3-5 minutes.
The underlayment shall be installed with the release backer removed and pressed firmly
into place to ensure complete contact with the deck. The underlayment shall be installed
with the roll length parallel to the eave, starting at the eave, and with minimum 3" side
laps and minimum 6" end laps staggered min. 6-ft.frorn preceding course.
It is permissible to back nail the underlayment 12-inches on -center as needed (nails shall
be installed perpendicular to deck with the nail heads flush to the top surface of the
underlayment).
Min. Application 40*F- Contact the manufacturer when installing at temperatures below the minimum
Temperature: appli ation temperature.
WIND RESISTANCE
The Maximum Design Pressures shown below were calculated using a 2:1 margin of safety per FBC Section 1504.9.
Underlayment System No. 1 — QUIK-Stick HT only
Roof Deck: Min. 15/32-inch CDX plywood attached to wood supports spaced a maximum 24" o.c.
Underlayment: QUIK-Stick HT shall be fully adhered to the optionally primed plywood deck.
Maximum Design -52.5 psf
Pressure:
MSA17001 FL17401-R4 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.
MID -STATES ASPHALT AND CANT STRIP, INCCREEKSelf -Adhering Underlayments
TECHNICAL SERVICES, LLC
GENERAL LIMITATIONS
1) This evaluation report is not use in the HVHZ.
2) Fire Classification is not within the scope of this evaluation.
3) Installation of the evaluated product 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.
4) The roof deck shall be constructed of closely fitted plywood sheathing for new or existing construction.
5) The space under the deck area shall be properly ventilated in accordance with the FBC requirements.
6) All side lap seams shall be installed to shed water from the deck.
7) The underlayment may be used as described in other current FBC product approval documents.
8) Design wind load pressures shall be determined for components and cladding in accordance with FBC
1609.
9) The roof deck shall be designed by others in accordance with FIBC requirements to resist the design wind
load pressures for components and cladding.
10) Maximum Design Pressures for a given underlayment shall meet or exceed the design wind loads
determined for the roof assembly.
11) All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
REFERENCES
Enigy Report No. Standard Year
PRI Construction Materials Technologies (TST5878) BWR-514-02-01 ASTM D 1970 2015a
PRI Construction Materials Technologies (TST5878) BWR-522-02-01 ASTIVI D 1970 2015a
PRI Construction Materials Technologies (TST5878) BWR-533-02-01 TAS 103 1995
PRI Construction Materials Technologies (TST5878) BWR-534-02-01 ASTM D 1970 2015a
ASTIVI D 4798 2011(2016)
PRI Construction Materials Technologies (TST5878) BWR-543-02-01 ASTM D 1970 2015a
PRI Construction Materials Technologies (TST5878) WRMI-01 1-02-01 ASTM D 1970 2015a
PRI Construction Materials Technologies (TST6049) MSA-007-02-01 UL 1897 2012
PRI Construction Materials Technologies (TST6049) MSA-026-02-01 ASTM D 1970 2015a
MSA17001 FL17401-R4 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
COMPLIANCE STATEMENT
MID -STATES ASPHALT AND CANT STRIP, INC
Self -Adhering Underlayments
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, 6 th Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
j1IIIIIIII,
00 R
CENS*..
No 74021
ir Z
33 STATE OF .:441
0 R C>
8/0 ' NA\_
CERTIFICATION OF INDEPENDENCE
2017.10.11
11:41:31
04'00'
Zachary R. Priest, P.E.
Florida Registration No. 74021
Organization No. ANE9641
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
END OF REPORT
MSA17001 FL17401-R4 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.
SpL=c1canij StrLic:turc5l E=nqlnL=L=rinq CBUCK, Inc. Certificate of Authorization #8064
Evaluation Report
5V Crimp" & "Millennium-V"
Metal Roof Assembly
Manufacturer:
Millennium Metals, Inc.
10200 Eastport Road
Jacksonville, FL 32218
877) 358-7663
for
Florida Product Approval
FL 5211.1 R7
Florida Building Code 6th Edition (2017)
Per Rule 61G20-3
Method: 1 - D
Category: Roofing
Sub - Category: Metal Roofing
Product:
Material:
Panel Thickness:
Panel Width:
Support:
Prepared by:
James L. Buckner, P.E., SECB
Florida Professional Engineer# 31242
Florida Evaluation ANE ID: 1916
Report No. 17-196-5V-S6W-ER
Revises 15-104-5V-S6W-ER)
Date: 10 / 16 / 17
Contents:
Evaluation Report Pages 1 — 8
5V Crimp" & "Millennium-V"
Steel
26 gauge (Minimum)
241) Facsimile of digital copy signed by
Wood Deck James L. Buckner, P.E.
Electronically signed and sealed documents shall
comply with the provisions of FAC Rule 61G15-23.
Uj
CE
No 31242
0
LU Z
0 41/
Y'
STATE OF Z_
2017.10.19 20:13:36 -04'00'
CBUCK, Inc. — Palm Beach County, Florida
Phone: (561) 491-9927. Email: cbuck@cbuckinc.net - Website: www.cbuckinc.net
Main Office: 1374 Community Drive, Jupiter, Florida 33458
FL #: Fl. 5211.1-117
Date: 10/16/17
Report No.: 17-196-5V-S6W-ER
Page 2 of 8
SpeciaN Structural L-ngineearing CBLICK, Inc. Certificate of Authorization #8064
Manufacturer:
Product Name:
Product Category:
Millennium Metals, Inc.
SV Crimp" & "Millennium-V"
Roofing
Product Sub -Category Metal Roofing
Compliance Method: State Product Approval Rule 61G20-3.005 (1) (d)
Product/System "5V Crimp" & "Millennium-V"
Description: 26 gauge (Minimum Thickness) Steel roof panel mechanically attached to Plywood Deck
with screws.
Product Assembly as Refer to Page 4 of this report for product assembly components/materials & standards:
Evaluated:
1. Roof Panel
2. Fasteners
3. Underlayment
4. Insulation (Optional)
Support: Type:
Wood Deck
Design of support and its attachment to support framing is outside the scope of this
evaluation.)
Description:
0 15/32 (min.) or 19/32" (min.) or greater plywood, (See Table "A")
0 or Wood plank (min. specific gravity of 0.42)
Slope: Minimum slope shall be in compliance with FBC Chapter 15 Section 1507.4.2, applicable
code sections and in accordance with manufacturer's recommendations.
Performance: Wind Uplift Resistance:
o Design Uplift Pressure: Refer to Table A
Refer to "Table A" attachment details herein)
FL #: FL 5211.1-117
Date: 10/16/17
01'E25UMFCOI Enc2inenering Report No.: 17-196-5V-S6W-ER
Page 3 of 8
Specle-iftj Structural Engineering CBUCK, Inc. Certificate of Authorization #8064
Performance Standards: The product described herein has demonstrated compliance with:
UL580-06 — Testfor Uplift Resistance of Roof Assemblies
UL 1897-12 — Uplift testfor roof covering systems
TAS 125-03 — Standard Requirementsfor Metal Roofing Systems
Standards Equivalency: 0 The UL 580-94 standard version used to test the evaluated product assembly is
equivalent to UL580-06 standard version adopted by the Florida Building Code 6th
Edition (2017).
The UL 1897-98 standard version used to test the evaluated product assembly is
equivalent to UL1897-12 standard version adopted by the Florida Building Code 6th
Edition (2017).
Code Compliance: The product described herein has demonstrated compliance with Florida Building Code
6th Edition (2017), Section 1504.3.2.
Evaluation Report Scope: This product evaluation is limited to compliance with the structural requirements of the
Florida Building Code, as related to the scope section to Florida Product Approval Rule
61G20-3.001.
Limitations and Scope of "Limitations and Conditions of Use" for this evaluation:
Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical
documentation, specifications and installation method(s) which include "Limitations
and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005.
Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve
products under "Optional Statewide Approval".
Option for application outside "Limitations and Conditions of Use"
Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by
the local authorities having jurisdiction in accordance with the alternate methods
and materials authorized in the Code". Any modification of the product as evaluated
in this report and approved by the Florida Building Commission is outside the scope
of this evaluation and will be the responsibility of others.
This report is a building code product evaluation per FLPE rule (FAC) 61G15-36 to
comply with Florida product approval rule (FAC) 61G20-3. This evaluation report is part
of the Florida Building Commission approval for the listed code related criteria. This
report by James Buckner, P.E. and CBUCK Engineering is not a design certification of
code compliance construction submittal documentation, per FBC section 107, for any
individual structure, site specific or permit design.
All metal components and fasteners shall be corrosion resistant in accordance with
applicable sections of FBC, including but limited to Sections 1504.3.2, 1506.6 and
1507.4.4.
Design of support system is outside the scope of this report.
Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in
this evaluation.
This evaluation report does not evaluate the use of this product for use in the High
Velocity Hurricane Zone code section. (Dade & Broward Counties)
Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance
with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a
quality assurance program audited by an approved quality assurance entity through
Keystone Certifications, Inc. (FBC Organization #: QUA 1824).
FIL #: FIL 5211.1-117
Date: 10/16/17
Report No.: 17-196-5V-S6W-ER
Page 4 of 8
Specle-oIN Structurc=-il Engineering CBUCK, Inc. Certificate of Authorization #8064
Components/Materials Roof Panel:
by Manufacturer): Product Identification: "5V Crimp" & "Millennium-V"
Material: Steel
Thickness: 26 gauge (min.)
Panel Width: 24" (max.) Coverage
Rib Height: 7/16"
Yield Strength: 40 ksi min.
Corrosion Resistance: In compliance with FBC Section 1507.4.3:
ASTIVI A792 coated, or
ASTM A653 G90 galvanized steel
Fastener A:
Type: Hex -Head Wood Screw with WSW
Size: #9 (x length to meet min. penetration through deck)
Penetration Through: 3/16" min. through wood deck
Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4
Standard: Per ANSI/ASME B18.6.4
Fastener B:
Type: Hex -Head Wood Screw with WSW
Size: #10 (x length to meet min. penetration through deck)
Penetration Through: 3/16" min. through wood deck
Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4
Standard: Per ANSI/ASME B18.6.4
Components/Materials Underlayment:
by Others): Material and application shall be in compliance with FBC Section 1507.1.1 and in
accordance with applicable code sections and manufacturer's recommendations.
Insulation (Optional):
Type:
Thickness:
Properties:
Density:
Or Compressive Strength:
Rigid Insulation Board
3" (max.)
2.25 pcf (IbS/ft3) min.
20 psi min.
Insulation Notes:
Rigid Insulation shall meet minimum density OR compressive strength.
Insulation shall comply with FBC Section 1508. When insulation is incorporated,
fastener length shall conform to penetrate thru bottom of support a minimum of
3/16-.
A64,01 =(!.! (K& r - te-- - I 1; -rliragn11
FL #: FL 5211.1-117
Date: 10/16/17
Report No.: 17-196-5V-S6W-ER
Page 5 of 8
ISpeclaltij Structurall Encgineering CBUCK, Inc. Certificate of Autharization #8064
installation: Installation Method:
Refer to "TABLE A" below and drawings at the end of this evaluation report.)
Fastener spacing: Refer to Table "A" Below
along the length of the panel)
Row Spacing: Refer to Table "A" Below
along the row, across the panel profile)
Rib Interlock: Lapped
Minimum fastener penetration thru bottom of support, 3/16".
For panel construction at the end of panels, refer to manufacturer's instructions and
any site specific design.
TABLE "A"
ALLOWABLE LOADS
METHOD 1: METHOD 2: METHOD 3: METHOD 4:
Design Pressure: 112.5 PSF 113.75 PSIF 45 PSF 93.75 PSF
Deck Thickness: 19/32- 15/32" 15/32" 15/32-
Fastener Size: 9 9 10 10
Row Spacing: 12" 12" 24" 12"
Fastener Spacing: 1211 611 12" 12"
Fastener Location:
Corrugation
Peaks
Corrugation
Peaks
between ribs
Corrugation
Peaks
Corrugation
Peaks
Refer to Drawing #: A-1 & A-2 2B-1 & B I A-1 &A -2 A-1 & A-2
Allowable design pressure for allowable stress design (ASD) with a margin of
safety of 2 to 1.
Install the "5V Crimp or Millennium V" roof panel assembly in compliance with the
installation method listed in this report and applicable code sections of FBC 6th Edition
2017). The installation method described herein is in accordance with the scope of this
evaluation report. Refer to manufacturer's installation instructions as a supplemental
guide for attachment.
Referenced Data: 1. UL580-94 & UL 1897-98 Uplift Test
By Hurricane Test Laboratory, LLC (FBC Organization #TST ID: 1527)
Report #: 0232-0801-00, Report Date: 9/8/00, Report 0232-0910-05,
Report Date: 11/18/05,
2. UL580-06 & UL 1897-12 Uplift Test
By Intertek/Architectural Testing, Inc (FBC Organization #TST ID: 1527)
Report #: H3985.01-450-44 RO,
3. Quality Assurance
By Keystone Certifications, Inc. (QUA ID: 1824)
Millennium Metals Licensee # 423
4. Equivalency of Test Standard Certification
By James L. Buckner, P.E. @ CBUCK Engineering
FBC Organization # ANE 1916)
5. Certification of Independence
By James L. Buckner, P.E. @ CBUCK Engineering
FBC Organization # ANE 1916)
FL #: FL 5211.1-R7
Date: 10/16/17
Report No.: 17-196-5V-S6W-ER
Page 6 of 8
Speclaftj Structural Encgineering CBUCK, Inc. Certificate of Authorization #8064
Installation Method
Millennium Metals
5V Crimp" & "Millennium-V" Roof Panel Attached to Wood Deck
Profile Drawings
24'Cojerage
7116' —12,
7
W-Crimp" Typical Panel Profile View (NotToScale)
TABLE "A"
ALLOWABLE LOADS
METHOD 1: METHOD 2: METHOD 3: METHOD 4:
Design Pressure: 112.5 PSF 113.75 PSF 45 PSF 93.75 PSF
Deck Thickness: 19/32" 15/32" 15/32- 15/32"
Fastener Size: 9 Min. 9 Min. 10 Min. 10 Min.
Row Spacing: 12" 1211 24" 12"
Fastener Spacing: 12" 61' 1211 12"
Fastener Location:
Corrugation
Peaks
Corrugation
Peaks
between ribs
Corrugation
Peaks
Corrugation
Peaks
Refer to Drawing#: A-1&A-2 B-1 & B-2 A-1 & A-2 A-1 & A-2
Allowable design pressure for allowable stress design (ASD) with a margin of
safety of 2 to 1.
FIL #: FIL 5211.1-117
Date: 10/16/17
Report No.: 17-196-5V-S6W-ER
Page 7 of 8
Spen--k9ftj Structureil r=nqjlnL=E*rInq CBUCK, Inc. Certificate of Authorization #8064
Installation Method
Millennium Metals
5V Crimp" & "Millennium-V" Roof Panel Attached to Wood Deck
so7q6
12' 01
Fastener S)adnq
AaDw Panel Width
Hex4-iead SaewWth VON
3116'ryin. pereb-aton tw deck
Refer to Table "A'fbr Fastaw Size
Row Spacing
Drawing A-1
Typical Assembly Profile View (Not To Scale)
Attachment METHOD 1, METHOD 3 & METHOD 4 Per Table "A)
r-C1bLt`1 XPI Z, - a
Flex -Head Saem wrdi MIN Millenniurn-V'Roof Pand
Wth 3t16'Mn. PenI tm Deck
Refer to Table "A'fbr Fastener SLze
12' o.a
SUPPI ,— lnsLdafion:
CDX Flywood Deck or (Opfional) 3'mix. or 25 psi rnin.
V\bod Park
Refer to Table "A'f6r Mninun Thiclom
Drawing A-2
Typical Assembly Isometric View (Not To Scale)
Attachment METHOD 1, METHOD 3 & METHOD 4 Per Table "A")
NO MUNIN": , III w I
FIL #: FL 5211.1-117
Date: 10/16/17
Report No.: 17-196-5V-S6W-ER
Page 8 of 8
SpLocIalftj Struc=turcsl E:nc)InL=L=rlricj CBUCK, Inc. Certificate of Authorization #8064
Installation Method
Millennium Metals
5V Crimp" & "Millennium-V" Roof Panel Attached to Wood Deck
4fq) kc
6'o.r- Tyocal- , -6'o.c TypicEd , 6'o.c Typical 6'o.c
HED(4-iead ScrewWth MAN
3(16'Mn. peneftabon ftu dKk
Refer to Table "A'fbr Fastener Size
Row -Spadng
Drawing B-1
Typical Assembly Profile View (Not To Scale)
Attachment METHOD 2 Per Table "A")
F-COMN KA a -
Fiax Head Saem Wth VOW
Wth 3/16'Mn. RenetralJon thni Deck
Refer to Table "A'for Fagener Sim
ja
ja
ja
ja
6'aa Tvikal I f/
ja
SLpport
CDX PlywW DacK or
Mod plank
Refer to Table "A'for Mninun ThdTiess
ja
Insuldon:
Opfional) 3'rroc or 25 psi rrin.
Mllenniurn-V'RDd Panel
Drawing B-2
Typical Assembly Isometric View (Not To Scale)
Attachment METHOD 2 Per Table "A")