HomeMy WebLinkAbout3251 Retreat Viewo
RECEIVED
NOV 1 8 2010
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Documented Construction Value: $-J-3 OG. C-0
Job Address: 3,Z5_/ C1i aW Historic District: Yes No
Parcel ID: .3;Z -19-30-6-5,P-0006-1236 Zoning:
Description of Work: 2' x /3'6 Scgeel Porti
Plan Review Contact Person: Den ^e M, host Title: r -
Phone: 'fo 7- 3z3-a;o(,Fax: *a 7- .' 2-3 - 601X E-mail:
Property Owner Information
Name Michfthck ®oin,+ Phone: /{07-230- *fr*7
Street: 32,5) V e G#-- Resident of property? :yeS
City, State Zip: .50!1 hjd 2 77/
Contractor Information
Name CPQf 4ZA/ w-nr9uA Sceeen Se4yicP llc Phone: X7-323`46,10
Street: ;lA 6VAi 11 Rot. Fax: 407-323 -6069
City, State Zip:. 9,1;Fc,4 F4- 3277 3 State License No.: SC:C 65-6 2,J
Architect/Engineer Information
Name: 1,AyA.i9,7Qe, PP r1EPhone: 76,7"* 7;F
Street: Pe) bay -2Q6036 Fax: 3ff6' 767_ 65156
City, St, Zip: PW OQ/ Ft 32I z4 E-mail:
Bonding Company:
Address:
Building Permit
Mortgage Lender:
Address:
PERMIT INFORMATION
Square Footage: Construction Type: No. of Stories:
No. of Dwelling Units: Flood Zone: , x (120-cty - ao C's F)
Electrical
New Service - No. of AMPS:
Mechanical (Duct layout required for new systems)
Plumbing
New Construction - No. of Fixtures:
Fire Sprinkler/Alarm No. of heads:
og
0'V s$
f
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.
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.
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.
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. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
AI
Signature of OwnerAgent Date Signature of Contractor/Agent Date
cA/e_1 GnmrL
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
CHAMBERLAIN
NOTARY PUBLIC
ExpiLISA
STATE OF FLORIDA
Comm# DD955W
Owner/Agent is /Personally
res 1/35/2014
Known to Me or
Produced ID Type of ID
APPROVALS: ZONING:YM 0' oma _(
X3
COMMENTS:
Rev 11.08
UTILITIES:
ENGINEE I 3 o I d FIRE:
Print Contr for/Agent's Name
Cl—
Signature of Notary -State of Florida Date
LISA CHAMBERLAIN
NOTARY PUBLIC
STATE OF FLORIDA
S0"
Al /25/2014
Contractor/Agent is Personally Known to Me or
Produced ID Type of ID
WASTE WATER:
BUILDING: d
PROPPSAL
Central Alumn*num
SCREEN SERVICE
701 Cornwall • Sanford, Florida 32773
407) 323-6010
4,
POOL ENCLOSURES • PATIO ROOMS • CARPORTS • AWNINGS • VINYL WINDOWS
o ro`+ LIC# SCCO56754
Date
Q Estimate Customer figldl*ef Oom Lot _
El Order Mailing Address L10 /, 6 -if Blk. _
Job Address 54" fir'' Sub.
SCREEN
Mesh..........
Color ..........
ROOF
Enamal ........
Color ..........
DOORS
I.S. Swing ......
O.S.Swing ......
SPLASH
Size...........
Color ..........
POST
Size...........
BEAM
Size.
Color ..........
GUTTER
Color ..........
Size...........
Downspout .....
Color ..........
Phone UL)2. 7- 3a.. 'I `t% Work
Job Description I Amount
Install Pool Enclosure
Roof Style
Fiberglass Screen
Aluminum
Box Beams
2 x 2 Purlins
Walls Posts, 2 x 2 Chairail, Doors
N !
2 * " lfr c-& ,?`.9)C
perZ), t a'
Total
Less Down Payment
BALANCE PAYABLE UPON COMPLETION UNLESS OTHERWISE SPECIFIED
Xe Prupuse hereby to furnish material and labor— complete in accordance with above specificafions, for the sum of:
dollars $
Payment to be made as follows:
All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according
to standard practices. Any alteration or deviation from above specifications Involving extra costs will be
executed only upon written orders, and will become an extra charge over and above the estimate. All
agreements contigenl upon strikes, accidents, or delays beyond our control. Owner to carry fire, tomado,
and other necessary insurance. Our workers are fully covered by Workman's Compensation Insurance.
I......
Acceptanjce of propoff- tl — The above prices, specifications, and conditions are
satisfactory and hereby accepted. You are authorized to do the work as specified. Payment
will be made as outlined above.
Date of acceptance
Authorized--`.r•—__
Signature
Note: This proposal may be
withdrawn by us if not accepted within days
i..........................................................,...............
Signature
Signature
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
http://www.scpafl.org/web/re_web. seminole_county_title?parcel=3219305SP00001230&... 11/12/2010
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1 3 d 8 r 8 9 10 1112 13
PROPERT9( y
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TRACT R z i'G3 12d 127 16! 131 133 s t
SEAIINOLE COUNTY,FL
BANfORD FL 32771.7468 lv s a'- :
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407 665 7506 1, 174 173 173 tbw?° 4, -
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Trti1CT 6 163,
181
1r
VALUE SUMMARY
VALUES
2011 2010
GENERAL Working Certified
Value Method Cost/Market Cost/MarketParcelId: 32-19-30-5SP-0000-1230
Number of Buildings 1 1Owner: DOMIT MICHAEL M &
Depreciated Bldg Value $80,052 $84,659Own/Addr: DOMIT MATTHEW G
Depreciated EXFT Value $0 $0MailingAddress: 3251 RETREAT VIEW CIR
Land Value (Market) $15,000 $15,000City,State,ZipCode: SANFORD FL 32771
Land Value Ag $0 $0PropertyAddress: 3251 RETREAT VIEW CIR SANFORD 32771
Subdivision Name: RETREAT AT TWIN LAKES REPLAT Just/Market Value $95,052 $99,659
Tax District: S1-SANFORD Portablity Adj $0 $0
Exemptions: 00 -HOMESTEAD (2009) Save Our Homes Adj $0 $0
Dor: 0103-TOWNHOME Amendment 1 Adj $0 $0
Assessed Value (SOH) $95,0521 $99,659
Tax Estimator
2011 TAXABLE VALUE WORKING ESTIMATE
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund $95,052 $47,526 $47,526
Amendment t adjustment is not applicable to school assessment) Schools $95,052 $25,000 $70,052
City Sanford $95,052 $47,526 $47,526
SJWM(Saint Johns Water Management) $95,052 $47,526 $47,526
County Bonds $95,052 $47,526 $47,526
The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates.
SALES 2010 VALUE SUMMARY
Deed Date Book Page Amount Vaclimp Qualified 2010 Tax Bill Amount: $1,195
SPECIAL WARRANTY DEED 04/2008 06981 1813 $150,000 Improved Yes 2010 Certified Taxable Value and Taxes
DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTSFindComparableSaleswithinthisSubdivision
LEGAL DESCRIPTION
LAND
PLATS: Pick.... - Land Assess Method Frontage Depth Land Units Unit Price Land Value
LOT 0 0 1.000 15,000.00 $15,000 LOT 123 RETREAT AT TWIN LAKES REPLAT PB 69 PGS 14 -
20
BUILDING INFORMATION
Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost
New
Building
Sketch 1 SINGLE FAMILY 2007 8 613 1,854 1,409 CB/STUCCO FINISH $80,052 $81,686Sket
Appendage / Sgft GARAGE FINISHED / 281
Appendage / Sgft OPEN PORCH FINISHED/ 60
Appendage / Sgft OPEN PORCH FINISHED / 52
Appendage / Sgft OPEN PORCH FINISHED / 52
Appendage / Sgft UPPER STORY FINISHED / 796
NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base
Semi Finshed
rTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes.
if ou recently purchased a homesteaded property your next ear's property tax will be based on JusUMarket value.
http://www.scpafl.org/web/re_web. seminole_county_title?parcel=3219305SP00001230&... 11/12/2010
AWN
entral
AluminumY
SCREEN SERVICE
701 Cornwall *Sanford, Florida 32773
407) 323-6010
t AS,90 LIC# SCC056754
OR101'
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UNITY. PANEL NO. 120294 0640. E
SUBJECT PROPERTY APPEARS; TO
YEAR FLOOD PLANE THE SORVEYI
ABOVE INFORMATION. PLEASE
IT FOR VERIFICATION.
123
1
3 evcre
PLOT
PLAT OF -SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 123, RETREAT AT TWIN LAKES REPLAT
AS RECORDED IN PLAT BOOK 69, PAGES 14-20 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
RETREAT %ACW CIRCLE 589`43'21"E 288.45' /AIPI — — --- — 40' PRIVATE ROAD — — — 180.33'---T-----
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OR. EASEMENTS, RIGHT OF
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1PROVEMENTS HAVE
AS SHOWN.
IONS WERE VERIFIED IN
UPON THIS DRAWING.
I.HEREON ARE TO
FOUNDATION AND
O RECONSTRUCT
UNITY. PANEL NO. 120294 0640. E
SUBJECT PROPERTY APPEARS; TO
YEAR FLOOD PLANE THE SORVEYI
ABOVE INFORMATION. PLEASE
IT FOR VERIFICATION.
123
1
3 evcre
PLOT
PLAT OF -SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 123, RETREAT AT TWIN LAKES REPLAT
AS RECORDED IN PLAT BOOK 69, PAGES 14-20 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
RETREAT %ACW CIRCLE 589`43'21"E 288.45' /AIPI — — --- — 40' PRIVATE ROAD — — — 180.33'---T-----
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P<'.. s S 9*4 21' ss9'43'21"E 99:32•
D d =90'14'11"
L=42.52'
R=27.00'
CB=S45'09'34"W
C=38.26'
Q A =89'45'49"
L=42.30'
R=27.00'
CB= S44'50'26"E
C=38.10'
PROPERTY ADDRESS:
3257 RETREAT VIEW CIRCLE
33.97' 33:97 FOR THE BENEFIT AND
EXCLUSIVE USE OF:
F ` ` MICHAEL MTRACT "E" M. DOMIT
7-- - - - . - - - - _ _ _ - _ ENGLE HOMES/ORLANDO, INC.
PT SB9"43'21'E 169.94' - T'C UNIVERSAL LAND TITLE/FIDELITY NATIONAL TITLE
TIMN TREES ,LANE STATE FARM BANK, FSB
AN I A M E R I C .A N
Rp SUFR\/EYING
8CM APPING INC.
CERTIFICATION OF AUTHORIZATION NUMBER LBp6393
1030. N. ORLANDO AVE, SUITE B
WINTER PARK• FLORIDA 32789
407) 426-7979
WWW.AMERICANSURVEYINGANDMAPPNJGCOM
W 06393 (03-26-0$)
07 RSO
67 -JR
06 RAB
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LEGEND
CENTERUNE
RIGHT OF LWAY LINE
EXISTING ELEVATION
A/C AIR CONDITIONER
BRICK
CONCRETE
C CHORD LENGTH
C.B. CHORD BEARING
caw CONCRETE BLOCK WALL
CNA CORNER NOT ACCESSIBLE
CP CONCRETE PAD
CS CONCRETE -SLABWALK
F.EE..M.A. FEDERACONCREL .EMERGENCY MANAGEMENT AGENCY
FND FOUND
ID IDENTIFICATION
L ARCLENGTH^
LB UCENSED.BUSINESS
LS UCENSEDLSURVEYOR
M) MEASURED
OHU OVERHEAD UTILITY UNE _
ET(D 1/2" IRON ROD
NO ID. (03-26-08)
QFND NAIL AND DISC
LB x5393 (03-26-08)
FND 1/2"IRON ROD AND CAP
W 06393 (03-26-0$)
A DENOTES DELTA ANGLE
P) PER PLAT -
PC DENOTES POINT OF CURVATURE
PCC POINT OF COMPOUND CURVE
PCP- PERMANENT CONTROL POINT
PI DENOTES PONT OF INTERSECTIC
PK PARKER .KALON
POC POINT ONCURVE
POL POINT. ON UNE
PRC DENOTES POINT OF REVERSE Cx
PRM PERMANENT. REFFRFN('F MnNI11
T
THIS IS A BOUNDARY •SURVEY' NOT VAUD
WITHOUT THE SIGNATURE AND THE ORIGINAL
RAISED SEAL OF A FLORIDA LICENSED
SURVEYOR AND MAPPER.
OV Air &MQ'Zmg
O, PSM #5038 DATE
i
o
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
I hereby certify that the engineering contained in the following pages has been prepared in
compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code
with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The
Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA
ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the
Florida Building Code.
Structures sized with this manual are designed to withstand wind velocity loads, walk-on or
live loads, and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher loads and
wind zones may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are
hereby listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy
of his letter of review and statement no financial interest is available upon request. A copy of
Brian Stirlings' letter is posted on my web site, www.lebpe.com.
2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect,
Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are
required to attend my continuing education class on the use of the manual within six months of
becoming a client and bi-annually thereafter.
3. Structures designed using this manual shall not exceed the limits set forth in the general
notes contained here in. Structures exceeding these limits shall require site specific
engineering.
INDEX
This packet should contain all of the following pages
SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for
Screen and Vunyl Rooms.
SHEET 2: Checklist for Screen, Acrylic & Vinyl rooms, General Notes and Specifications,
Design Statement, and Site Exposure Evaluation Form.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and puriin details.
SHEET 5: Beamconnection,detals.
SHEET 6: Knee wall„dowel;and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail:
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member spans.
SHEET 8-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon fooling detail, and post to beam and
anchor schedules.
SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 10B: Roof connection details.
SHEET IOC: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
rdof details.
SHEET 106i' Roof to panel details, gutter.to beam detail, pan fascia & gutter end rap water
relief detail, beam connection to fascia details, pan roof achoring details.
SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section,
composite roof panel with shingle finish details.
SHEET IOF: Tables showing allowable spans and applied loads for riser panels.
SHEET 10G: Manufacturer specific design panel.
SHEET 10H: Manufacturer specific design panel.
SHEET 11: Die shapes & properites.
SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable
loads tables.
LEGEND
This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering
Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractors
purchase of these materials.
1. Contractor represents and warrants the Contractor.
1.1. Is a contractor licensed in the slate of Florida to build the structures encompassed in the ASDM;
1.2. Has attended the ASDM training course within two years prior to the date of the purchase;
1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license
granted in such agreement.
1.4. Will not alter, amend, or obscure any notice on the ASDM;
1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the
appropriate use of the plans and the calculations in the ASDM;
1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any
third party (other than a local building department as part of any Contractors own work) would constitute infringement of
Bennett Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available."
Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In
particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the
ASDM will meet Contractor's requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,
incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has
been advised of the possibility of such damages.
4. INDEMNIFICATION. C ON. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought
against Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any
claim, demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based
upon, or in any way related to, Contractors use of the ASDM.
CONTRACTOR NAME: 1 t rA A C M0 ,I _
Qil
CONTRACTOR LICENSE NUMBER: JCC 05 (v7!SS
COURSE # 0002299 ATTENDANCE DATE-, V --e-
y0
f-0Cex y ZQ `C)
CONTRACTOR SIGNATURE: x //' •' -
SUPPLIER: v L 1 e
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS
1. Check the building permit for the following: Yes
a. Permit card & address . . . . . . . . . . . . . . .
b. Approved drawings and addendums as required . . . . . . . . . . . . . . . .
c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . . .
d. Notice of commencement . .
2. Check the approved site specific drawings or shop drawings against the "AS
BUILT" structure for: Yes
a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . .
b. Beam sizes, span, spacing & stitching screws (if required).
c. Purlin sizes, span & spacing . . . . . . . . . . . . . . . . . . . .
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . .
e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . .
f. Knee braces are property installed (if required) . . . . . . . . . . . . . . . . .
g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . . .
3. Check load bearing uprights I walls to deck for. Yes
a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . .
b. Correct number, size & spacing of fasteners to upright . . . . . . . . . . .
c. Correct number, size & spacing of fasteners of angle to deck and sole plate
d. Upright is anchored to deck through brick pavers then anchors shall go through
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECT!014`r
pavers into concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4. Check the load bearing beam to upright for: Yes
a. Receiver bracket, angle.or receiving channel size & thickness . . . . . . . . . .
b. Number, size & spacing of anchors of beam to receiver or receiver to host structure
c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . .
d. Roof panel attachment to receiver or host structure . . . . . . . . .
e. If angle brackets are used for framing connections, check number, size & thickness
of fasteners . . . . . . . . . . . . . . . . . . . . . .
MOBILE HOMES CONSTRUCTED AFTER 1984:'
f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . .
5. Check roof panel system for: Yes
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . .
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . .
THE DESIGNS AND SPANS SHOWN ON THESE UnAWINGS`AREV-
c. Header attachment to host structure or beam . . . . . . . . . . . . .
d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . .
Notes:
No
Town & Country 6005 Indicator Mark
Instructions For Permit Purposes)
To: Plans Examiners and Building Inspectors,
These alloy indentification marks have been provided to
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only
6005 alloy shapes when using this engineering. We are providing this
document to simplify the inden(ification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
A separate signed and sealed document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
TCI 6005 SELF -MATING
ALLOY INDICATOF
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PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECT!014`r
No DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFAGTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984:'
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THE DESIGNS AND SPANS SHOWN ON THESE UnAWINGS`AREV-
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BUILDING CODE 2007 EDITION W/ 2009 SUPPLEMENTS.
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4
DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
BtW or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; 120
MPH or MPH for 3 second wind gust velocity load; Basic Wind Pressure a; Design Pressures
for Screen / Vinyl R oms can be found on 3A4:
a. "B" exposure = PSF for Roofs & PSF for Wails
b. "C" exposure = PSF for Roofs & PSF for Walls
c. "D" exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A -C on page 3iii.
2. Host Structure Adequacy Statement:
itIhaveinspectedandverifythatthehoststructureisingoodrepair and attachments made to the
structure will be solid.
p,
Phone; `f'a7-"323-60/0
Contrac r Au o ized Rep' Name (please print)
Dale:
tr Au orized Rep' Signature
rmlf 6 3ZW QCfW*V(16w
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Yes No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . _
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . . t
C. Contractor's / Designer's name, address, phone number, & signature on plans . . _
D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . . . . .
E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following:
1. Plan view with host structure area of attachment, enclosure length, and _
projection from host structure
2. Front and side elevation views with all dimensions & heights . . . . . . . . .
3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . .
Select beam size from appropriate 3A.1 series tables)
4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . . . . . _
Select uprights from appropriate 3A.2 series tables)
Check Table 3A.3 for minimum upright size)
5. Chair rail or girts size, length, & spacing . . . . . . . . . . . X
Select chair rails from appropriate 3A.2 series tables)
6. Knee braces length, location, & size . . . . . . . . . . . . . . . . . . . . .
Check Table 3A.3 for knee brace size)
4. Highlight details from Aluminum Structures Design Manual: Yes No
A. "Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate .
Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
MPH wind zone and/or "C" or "D" Exposure for load width_
Look up span on 120 MPH table and apply the following formula
SPAN REQUIRED ---
i F-
REQUIRED SPAN NEEDED IN TABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . .
Tables 3A.2.1, 3A.2.2, or 3A.2.3)
Upright or wall member allowable height I span conversions from 120 MPH
wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for load
width_'
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED ---
I F-
REQUIRED SPAN NEEDED IN TABLE
bord)=
100 46.8
L- EXPOSURE MULTIPLIER
1.02
110
see this page 3)
1.01 1.01
120
Yes No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . .
50.8
D. Connection details to be used such as:
0.97
130
1. Beam to upright
0.95 0.92
140-1 65.7 0.90 0.86
140-2 65.7
3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
150
4. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . i
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . .
1.54
6, Extruded gutter connection . . . . . . . . . . . . . .. . . . . .
0.87
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U -clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . .
0.91
E.
0.79 0.86
Foundation detail type & size . . . . . . . . . . . . . . . . . . . . . .
Must have attended Engineer's Continuing Education Class within the past two years.
0.78
Appropriate multiplier from page 1.
irregularities, having heights generally less than 30 feet extending more than 1,500'feet w
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 16, using a 4" existing
slab and 20'-0" with a type II footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to utiliy sheds, carports, and / or other structures to be attached.
b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two
units being attached. Fourth wall construction is considered an attached structure. The most common "fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table.
The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also.
13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a
composite panel roof shall have a minimum 2" diameter hole in all gutter end caps or alternate water relief ports
in the gutter.
14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating.
15. All aluminum shall be ordered as to alloy and hardness after heat treatment and paint is applied. Example:
6063-T6 after heat treatment and paint process
16. Framing systems and room additions using this section of the manual comply w/ requirements of the AAMA /
NPEA / NSA 2100-2 for catagory I, ll, & III sunrooms, non -habitable and unconditioned.
17. Post members set in concrete as shown on the following details shall not require knee braces.
18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure
treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied
bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house
paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in
section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and
Finisher.
19. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 3G4 or
316; Ceramic coaled, double zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used.
20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic
stainless steel 304 or 316 series.410 series has not been approved for use with aluminum by the
Aluminum Associaton and should not be used.
21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended
fasteners. This is not limited to base anchoring systems but includes all connection types.
22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC
1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For
rooms where the glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be
used.
SECTION 3A DESIGN STATEMENT
The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed
structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 2009. Supplements. The loads assume a mean roof height
of less than 30'; roof slope of 0" to 20"; 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative intemal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16projection with a 2' overhang. Any greater load width shall be site specific.All framing
components are considered to be 6005-T6 alloy except where noted otherwise.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure "B"
Wind I & Vinvl Rooms] All Roofs
Note:
Framing systems of screen, vinyl and glass. rooms are considered to be main frame resistance components. To convert the
above loads from Exposure "B" to Exposures "C" or "D" see Table 3A -C next page.
Table 3A -A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wind Zone to Others, E
Wind Z,
MPH
Table 3A -B Conversion Factors
for Over Hangs
B"
rrom exposure ..a.. to exposure -D-
Wind Zone Applied Load Deflection Bending
MPH (#/SF) (d) (b
100 46.8 1.01 1.02
110 47.1 1.01 1.01
120 48.3 1.00 1.00
123 50.8 0.98 0.97
130 56.6 0.95 0.92
140-1 65.7 0.90 0.86
140-2 65.7 0.90 0.86
150 75.4 0.86 0.80
Conversion Table 3A -C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATIONFORM
Exposure "B" to "C" Exposure "B" to "D"
Mean Roof Load Span Multiplier Load Span Multiplier
U Oj0
Height* Conversion
z
Conversion
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QUADRANT II i40 k
I 100'
Factor
i, 600, J
Factor Bending Deflection
1
0-15' 1.21 0.94 1.47 0.83 0.88
15'- 20' 1.29
jBen dlngDeflection
0.92 1.54 0.81 0.87
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20'-25' 1.34 0.91 1.60 0.79 0.86
25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85
irregularities, having heights generally less than 30 feet extending more than 1,500'feet
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATIONFORM
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USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B'„'C', OR'D'% O
EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT,EXPO ;URE. w
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulalt16ns or other o
irregularities, having heights generally less than 30 feet extending more than 1,500'feet w
from the building site in any quadrant.
1. Any building located within Exposure B -type terrain where the building is within 100 feet'
horizontal] to an direction of open areas of Exposure C- y' y p p type terrain that extends
moato
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than 600 feet and width greater than 150 ft.
2. No short term changes in'b', 2 years before site evaluation and build out within 3 yeasitewillbe'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr
than 1,500 feet.
4. Open terrain for more than 1,500 feet in any quadrant. U)
SITE
IS EXPOSURE: EVALUATED BY: TIM Ot' / / 040'%/ DATE: // O ib(/ OD
SIGNATURE: // r LICENSE #: SD
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PER TABLES 3A.'
HOST STRUCTURE OR
FOURTH WALL FRAME
PANS OR PANELS
ALUMINUM ROOF SYSTEM
PER SECTION 7
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
PER SOLID PANEL HOST STRUCTURE OR
ROOF SECTION) FOURTH WALL FRAME
r- USE BEAM TO WALL DETAIL
RIDGE BEAM
PER TABLES 3A.1.4)
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
EDGE BEAM (SEE TABLES
3A.1.1 8 3A.1.2)
LW' FOR
H• // UPRIGHT'
HEIGHT (h) 1" x 2"
MIN. 3 112' SLAB ON GRADE
VARIES OR RAISED FOOTING
FOR FOOTINGS SEE DETAILS
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 7)
W/ SOLID ROOF TYP. FRONT VIEW FRAMING
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1"x 2" PLATE TO BOTTOM OF WALL BEAM)
LW LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
P/2 'P/2' @FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
SEE TABLES) ' w
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NO MAMUM
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P = PROJECTION FROM BLDG.
VARIES VARIES
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NOTES:
K 'P' VARIES
1. ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4"x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100 -123 130 1 140 150
8 1 #10 1 #12 1 #12
TYPICAL SCREEN ROOM
SCALE: 1/8"= 1'-0"
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PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1" x 1" x 2" ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2"x 2"x 0.032" MIN.
HOLLOW RAIL
I" x 2" TOP RAILS FOR SIDE WALLS
NITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0"
110 6'-T'
120 6'-3"
123 6'-1"
130 5'$"
1401&2 5'-1"
150 4'-11"
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4)#10 S.M.S.
ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2" BOTTOM W/ 1"x 1"x 2"x 1/16"
CONCRETE ANCHORS WITHIN
POST ATTACHED TO BOTTOM
0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH
2) #10 x 1 1/2"S. M. S. INTO
SIDE AND MIN. (4) #10 x 1/2"
POST AT 24" O.C. MAX. OR
SUBSTITUTED FOR INTERNAL
S.M.S.
THROUGH ANGLE AT 24" O.C.
CONCRETE W/ 114"x 2-1/2"
MAX. 1"x 2"x 0.032" MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI — EXTRUSION
CONC. 6 x 6 - 10 x 10 W.W.M.
0POSTAND2a" O.C. MAX.
OR FIBER MESH n 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK: 2"
CONC. 6 x 6 - 10 x 10 W.W.M.
PTP USE WOOD FASTENERS VAPOR BARRIER UNDER
W/ 1-1/4" MIN. EMBEDMENT) CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2"= l'-0"
ALTERNATE CONNECTION
HEADER BEAM
DETAIL 1"x 2" WITH
BEAM / HEADER
3) #10 x 1-1/2" S.M.S. INTO
POST ATTACHED TO BOTTOM
SCREW BOSS
2) #10 x 1 1/2"S. M. S. INTO ANGLE CLIPS MAY BE
SCREW BOSS
SUBSTITUTED FOR INTERNAL
ANCHOR 1' x 2" PLATE TO SCREW SYSTEMS
CONCRETE W/ 114"x 2-1/2"
W
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OFEACH MIN. (3 #10 x 1 1/2" S.M.S.
0POSTAND2a" O.C. MAX. INTOSCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION
CONC. 6 x 6 - 10 x 10 W.W.M.
C. MAX. ANGLE AT 24"O.C.
OR FIBER MESH 1-1/8" MIN. IN CONCRETE
VAPOR BARRIER UNDER
MIN. 3-1/2" SLAB 2500 PSI
CONCRETE
W.M. ORCONC. 6x6 -10x10 W.W.M.
T
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2"= T -O"
HEADER BEAM
ANCHOR 1" x 2" CH ANNELTO
1" x 2-1/8" x l" U -CHANNEL OR POST ATTACHED TO BOTTOM
WITHCONCRETE112" 4) #10 x S.M.S. EACH SIDE
1/4"x 2-1/4"CO NCRETE
J rt %
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ANCHORS WITHIN 6" OF EACH
W
H -BAR O R GUSSET PLATE
SIDE OF EACH POS T AT 24"
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C. MAX. ANGLE AT 24"O.C. POST
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MIN. (4) # 10 x 1/2" S.M.S. @
MIN. 3-1/2" SLAB 2500 PSI EACH PO
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FIBER MESH
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ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2" = l'-0"
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
PER TABLE) WITHIN 6" OF
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2"x 2" OR 2"x 3" POST
8 x 9/16"TEK SCREWS BOTH
SIDES
1" x 2-1/8"x 1"U -CHANNEL OR
RECEIVING CHANNEL
CONCRETE ANCHOR
PER TABLE)
1-1/8" MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2"= V-0"
1" x 2-1/8"x 1"U -CHANNEL OR
2" x 2" OR 2"x 3" POST RECEIVING CHANNEL
8 x 9/16" TEK SCREWS BOTH
SIDES
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
PER TABLE) WITHIN 6" OF
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
COMPOSITE ROOF PANELS:
4) 1/4" x 4" LAG BOLTS Wl
1-114" FENDER WASHERS PER
4'-0" PANEL ACROSS THE
FRONT AND 24" O.C. ALONG
SIDES
2"x 2" OR 2"x 3" HOLLOW
GIRT AND KICK PLATE 2"x 2"
HOLLOW RAIL
8 x 9/16" TEK SCREWS BOTH
SIDES
1" x 2-1/8" x l" U -CHANNEL OR POST ATTACHED TO BOTTOM
RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2"
S.M.S. IN SCREW BOSSES
CONCRETE ANCHOR
PER TABLE)
1-1/8" MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2" = V-0"
EDGE BEAM
1"x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
l" x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C.
ALTERNATE CONNECTION:
2) #10 x 1-1/2" S.M.S.
HROUGH SPLINE GROOVES
IDE WALL HEADER
1TTACHED TO 1"x 2" OPEN
IACK W/ MIN. (2)#10x 1-1/2"
M.S.
PURLIN OR CHAIR RAIL
ATTACHED TO BEAM OR POST
W/ INTERNAL OR EXTERNAL'L' —
CLIP OR'U' CHANNEL W/ MIN.
4) #10 S.M.S.
IDE WALL GIRT ATTACHED TO
X 2" OPEN BACK W/ MIN. (3)
10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL —
OSSES
FRONT AND SIDE BOTTOM
RAILS ATTACHED TO
ONCRETE W/ 1/4"x 2-1/4"
ONCRETE/MASONRY
NCHORS @ 6" FROM EACH
OST AND 24" O.C. MAX. AND
ALLS MIN. 1" FROM EDGE OF
ONCRETE
TYPICAL & ALTERNATE CORNER DETAIL
SCALE: 2" = 1'A"
SNAP OR SELF MATING BEAM
TYPICAL UPRIGHT DETAIL
SCALE: 2" = l'-0"
RISER PANELS ATTACHED PER
ROOF PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
2"x 2", 2"x 3" OR 3"x2"
HOLLOW (SEE SPAN TABLES)
FOR SNAP EXTRUSIONS GIRT
ATTACHED TO POST WITH
MIN. (3) #10 x 1/2" S.M.S. IN
SCREW BOSSES
1"x 2" OPEN BACK BOTTOM
RAIL
1/4"x 2-114" MASONRY
ANCHOR @ 6" FROM EACH
POST AND 24" O.C. (MAX.)
SCREW BOSSES
SNAP OR SELF MATING BEAM
ONLY
O
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" = 1'-0"
1
OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION4611
BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND ;.
SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES
OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE
OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-314"x 4" STRAP
AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT
IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
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BEAMS MAY BE ANGLED FOR -
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GABLED FRAMES
PANELS (COMPSITEEISOLID) ROO TO EDGE BEAMFASTENPANELS7ANDIOR 3A)
OR COMPOSITE PANEL
PER DETAILS IN SECTION
BEAM AND POST SIZES 3A.3)
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SIDE NOTCH POST TO CARRIER BEAM
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IF KNEE BRACE LENGTH 3 > j LO W EDGE BEAM TABLES:
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CANTILEVERED BEAM Q m U
POST NOTCHED TO SUIT
CONNECTION DETAILS w
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2-1/4" ANCHORS ORR MASONRY
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MAY FACE IN OR OUT)
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USE 2 x 3 MINIMUM
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DEPTH LARGER THAN 3"
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SIDE (3) EACH #8 S.M.S. EACH OR SUPER
LEG INTO POST AND INTO GUTTER A MAX. DISTANCE TO
GUTTER (MIN.) HOST STRUCTURE WALL
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SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
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SCALE: 2"= V-0"
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SEE SECTION 7)
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BEAMS MAY BE ANGLED FOR -
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OR COMPOSITE PANEL
SIZE OF POST (SEE TABLE
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SEE TABLES 3A.3)
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1"x 2" MAY BE ATTACHED FOR
0 -
SCREEN USING (1)
POST NOTCHED TO SUIT 10 x 1-1/2" @ 6" FROM TOP
3A.3)
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = 1'-0"
MAY BE CONNECTED WITH
W--------- mW ROOF PANEL
j(SEE SECTION 7)
1-3/4'x 1-3/4"x 0.063"
RECEIVING CHANNEL THRUANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/ THRU OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
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BEAM AND POST SIZES
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1" x 2" MAY BE ATTACHED FOR
SEE TABLE 3A3)
2" LAG SCREWS PER SIDEE OOR
SCREEN USING (1)
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10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT
a
AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2"= V-0"
HEADER
PANS OR
COMPOSITE PANELS
PER SECTION 7
POST TO BEAM SIZE AND
OF BOLTS
SEE TABLE 3A.3)
2"x " S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U -BOLT HEADER
OUGH POST AND ANCHOR
2) #10 x 3/4" S.M.S. @ 6"
M EACH END AND @ 24"
MAX.
E BRACE
EQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
SCALE: N.T.S.
2'x 9" x 0.072" x 0.224" BEAM
SHOWN
ya
1-3/4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL \
SEE TABLE FOR LENGTH AND ®® \
OF SCREWS REQUIRED) k k k ® \
k'` \
01
kk kk kk ,® \
WHEN FASTENING 2"x 2" \ k k k k k k ® \
THROUGH GUSSET PLATE ® k k k k k k kk k\\
USE #10 x 2" (3) EACH MIN. ke k k k k k k k e \ k x k x
m
1® ®
xykx- ® \
k
kk kk k k
v ®
k
f ®
k
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ALL GUSSET PLATES SHALL 1
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ALLOY OR HAVE MINIMUM
YIELD STRENGTH OF 23 kst J
db = DEPTH OF BEAM \CD
ds = DIAMETER OF SCREW \ ® 11
2d. 2/d, \
STRAP TABLE
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UPRIGHT SHOWN \
SIZE #/SIZE LENGTH
2x 7-
FYx8"
YXV 4 #14 3-1/4
2 x 10 14 4-1/
NOTES: ' ALL SCREWS 3/4- LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x T AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2" = V-0"
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-1/2"x 1-1/2"x 0.080" ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
MINI. #8 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1-1/2"
INTERNALLY
INTERIOR BEAM TABLES:
3A.1.3
BEAM TO BEAM CONNECTION DETAIL
SHEET
SCALE: 2" = 1'-0"
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ANGLE OR RECEIVING
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INTERNAL SCREW BOSSES
FRAME WALL W/ MIN. (2) x
MAY BE CONNECTED WITH
rn
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2) #10 x 1-1/2" INTERNALLY
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WALL ADD (1) ANCHOR PER
MINIMUM #8 S.M.S. x 3/4"
w f SIDE FOR EACH INCH OF BEAM
LONG NUMBER REQUIRED mIL ¢ DEPTH LARGER THAN 3"
EQUAL TO BEAM DEPTH w ~
IN INCHES w
2 O
ALTERNATE CONNECTION:
N
a- e 1) 1-3/4"x 1-3/4"x 1-3/4"x 1/8"
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W
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3A.1.3
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OR MASONRY WALL W/ (3)1/4"
2x2
x 2-1/4" ANCHORS OR ADD (1)
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 2"= V-0"
TION
SION
TION
TION
NOTES:
1.' Door to be attached to structure with minimum two (2) hinges.
2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S..
3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S..
w
4. Bottom hinge to be mounted between 10 inches and 20 inches from ground.
5. Top hinge to be mounted between 10 inches and 20 inches from top of door.
6. If door location is adjacent to upright a 1" x 2" x 0.044" maybe fastened to upright with #12 x 1"
S.M.S. at 12" on center and within 3" from end of upright.
TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S.
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ANCHOR ALUMINUM FRAME
TO WALL OR SLAB WITH
1/4" x 2-1/4" MASONRY
ANCHOR WITHIN 6" OF POST
AND 24" O.C. MAXIMUM
RIBBON OR MONOLITHIC
FOOTING (IF MONOLITHIC
SLAB IS USED SEE NOTES OF
CONCRETE CAP BLOCK OR
BLOCK (OPTIONAL)
1) #40 BAR CONTINUOUS
1) #40 BAR AT CORNERS AND
10'-0" O.C. FILL CELLS AND
KNOCK OUT BLOCK TOP
COURSE WITH 2,500 PSI PEA
ROCK CONC. DECK
APPROPRIATE DETAILS) '- 6 x 6 - 10 x 10 WELDED WIRE
cn ,Ic 12^ ,Ic MESH (SEE NOTES
8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH)
MAX. 32")
2) #40 BARS MIN. 2-1/2" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
h' 1W, 'x"
32" 12" 2 10'-0"
40" 12" 2 8'-0"
48" 18" 3 6'-0"
56" 18" 3 4'-0"
60" 24" 3 2'-8"
72" 30" 4 1'4"
SCALE: 1/4"= V-0"
ALUMINUM ATTACHMENT
c v
CONCRETE
8"x 12" CONCRETE FOOTINGm
WITH (N) #5 BAR CONT.
W LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh,
InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90% density.
2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings
shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. ft..
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" = V-0"
NEW SLAB
CONCRETE FILLED BLOCK
44"
THROUGH 1"x 2' AND ROW
LOCK INTO FIRST COURSE OF
STEM WALL 8"x 8"x 16" C.M.U.
WALL
BRICKS
1) #40 BAR CONTINUOUS
ROW LOCK
30 RE -BAR DRILLED AND
BRICK KNEEWALL TYPE S
1) #50 VERT. BAR AT
w 'x CORNERS AND
Q w x' O.C. MAX. FILL CELLS W/
I 2 500 PSI PEA ROCK
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CONCRETE
8"x 12" CONCRETE FOOTINGm
WITH (N) #5 BAR CONT.
W LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh,
InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90% density.
2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings
shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. ft..
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" = V-0"
NEW SLAB 12" 44"
THROUGH 1"x 2' AND ROW
LOCK INTO FIRST COURSE OF
EXISTING SLAB
WALL
BRICKS ROW LOCK
30 RE -BAR DRILLED AND
BRICK KNEEWALL TYPE S
ALTERNATE CONNECTION OF
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR
LOAD BEARING BRICK WALL
EXISTING SLAB AND A MIN. 4"
CONTINUOUS 8"
STRUCTURAL KNEE WALL
INTO NEW SLAB 6" FROM
4" (NOMINAL) PATIO
1" W IDE x 0.063" THICK STRAP
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4" = V-0"
USE 2"x 4" OR LARGER
SCREWS DETAILS FOR FRONT WALL
SEE FASTENER TABLE) UPRIGHTS
1"x 2" CHANNEL
1/4" S.S. x_" LAG SCREWS
W/ 1/4"x 1-1/2" FENDER
3/4" PLYWOOD DECK \
L
WASHER (SEE TABLE@ 6"
CELL
FROM EACH SIDE OF POST
I AND 24" O.C. PERIMETER
1-1/2' (MIN.) I a`-1/4" LAP
PERIMETER DOUBLE
2 x 6 OR 2 x 8
STRINGER
@ 16" O.C.
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood 2-1/2"
5/4" P.T.P. orTeks Deck 3-314"
2" P.T.P. 4"
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3"= V-0"
1/4"x 6' RAWL TAPPER
ALUMINUM FRAME SCREEN
THROUGH 1"x 2' AND ROW
LOCK INTO FIRST COURSE OF
WALL
BRICKS ROW LOCK
BRICK KNEEWALL TYPE S
ALTERNATE CONNECTION OF MORTAR REQUIRED FOR
SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL
BRICK OR OTHER NON-
STRUCTURAL KNEE WALL 4" (NOMINAL) PATIO
1" W IDE x 0.063" THICK STRAP CONCRETE SLAB (SEE NOTES
@ EACH POST FROM POST TO CONCERNING FIBER MESH)
FOOTING W/ (2) #10 x 3/4'
S.M.S. STRAP TO POST AND
1) 1/4" x 1-3/4" TAPCON TO 1) #5 0 BARS W/ 3" COVER
SLAB OR FOOTING TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2"= 1'-0" 2) #5 BAR CONT.
2) #5 BAR CONT.
2" MIN.
1" PER FT. MAX. FOR3-112' (fYP. (
1) #5 BAR CONT.
2'-0" MIN. - - . ..
BEFORE SLOPE
ALL SLABS) — _
11
i n"' a .a /
12"
TYPE I TYPE 11 TYPE III
FLAT SLOPE / NO FOOTING (M:O:DERATE SLOPE FOOTING STEEP SLOPE FOOTING
0,2"/ 12" 2" / 12" - 1-10" > V-10"
Notes:
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or a soil testing lab.
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3-112" (4" nominal) slab is required except when addressing erosion until the projection
from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is
required. All slabs shall be 3-1/2" (4" nominal) thick.
4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or
crack control fiber mesh: Fibermesh a Mesh, InForceTM e3- (Formerly Fibermesh MD) per manufacturer's
specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing
anchors.
5. If local building codes require a minimum footing use Type II footing or footing section required by local
code. Local code governs.
See additional detail for structures located in Orange County, FL)
6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0"
projection require a type 11 footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0"
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 314'= V-0"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
ADDED TO FOOTING (PER
SPECIFICATIONS PROVIDED
2500 P.S.I. CONCRETE
o
WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE
WALL DETAIL) MESH (SEE NOTES a
ALUMINUM UPRIGHT
CONCERNING FIBER MESH) y
CONNECTION DETAIL (2) #50 BARS CONT. W/ 3"
SEE DETAIL)Ei
COVER LAP 25" MIN. w
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MIQ
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z ENCLOSED
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UNDISTURBED OR
m COMPACTED SOIL OF
UNIFORM 95% RELATIVE J
DENSITY 1500 PSF BEARING Q
Notes:
1. All connections to slabs or footings shown in this section may be used with the above footing. Q 2. Knee wall details may also be used with this footing. < O3. All applicable notes to knee wall details or connection details to be substituted shall be complied with.
4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's Z 0
specification may be used in lieu of wire mesh. J
fn JMINIMUMFOOTINGDETAILFORSTRUCTURESINORANGECOUNTY, FLORIDA
SCALE: 1/2"= 1'-0" W
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8" EMBEDMENT, 25" MIN. IAP J
Q
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING
SCALE: 1/2" = V-0"
TYP. UPRIGHT (DETERMINE
HEIGHT PER SECTION 3
TABLES)
10 x 1-1/2" SCREWS (3) MIN.
PER UPRIGHT TOP & BOTTOM
2) 114" MASONRY ANCHORS
PER SECTION 9) INTO
CONCRETE
t
m
O
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EXISTING WOOD BEAM OR (DLL W LL
HEADER
LLI o,
W a W O LL
1/4" x 2" LAG BOLT (2) PER o =F¢ = o
POST p N j
ao
C
LLO C U 10
No10
1" x 2" TOP AND BOTTOM >
m
0, N
PLATE SCREW 2'-0" O.C. m LU as m
O U = ac
9 C o cizn
W mwmW
F - z
tZ
o ,
L
7• j
uJ ; 7
EXISTING FOOTING
m
S
Z , SHEET
ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME PORCH
SCALE: 2"= V-0"
U) 6
08-12-2010 OF
d
Oz
WLu
z
0
zUS
z
z
M
12 0
UNIFORM LOAD UNIFORM LOAD
A B A B
SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN
UNIFORM LOAD UNIFORM LOAD
1 1-4 l l i
A B C A B C D
2 SPAN 3 SPAN
UNIFORM LOAD
l L i l
A B C D E
4 SPAN
NOTES:
1) 1 = Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
A(W Q
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE
LL IWU I,
d = HEIGHT OF BEAM
@ 1/4 POINT OF BEAM SPAN
OE
d. ui 2 ma
BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE
C: ]
o 3
C= MINIMUM d-.50"
STAGGERED ON EACHd-.50"
CD N n
L
WM
d-.50" 1" MAX.
SIDE OF SELF MATING BEAM
J m
Som
CU•
U c
PLATE TO BE SAME
I.
THICKNESS AS BEAM WEB 75"
75' jH PLATE CAN BE INSIDE OR
OUTSIDE BEAM OR LAP CUT
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -50") LENGTH
Minimum Distance and
Spacint of Screws' Gusset Plate
Screw ds Edge to Center to
Size (In.) Center Center Beam Size Thickness
gds in. 2-1/2ds in. In.
8 0.16 3/8 7/16 2"x 7' x 0.055" x 0.120"" 1116=0.063
t0 0.19 3/8 1/2 2'x 8' x 0.072' x 0.224" 1/8=0.125
12 0.21 7/16 9/16 2"x 9'x 0.072"x 022V 1/8=0.125
14 or 1/4" 0.25 1/2 5/8 2'x 9'x 0.082" x 0.306" 118=0.125
SIt6" 0.31 5/8 3/4 2" x 10'x 0.092' x 0.369" 1/4 = 0.25
refers to each side of splice
use for 2" x 4" and 2"x 6' also
Note:
1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: I'= V-0"
TRUFAST SIP HD FASTENER
t"+1-1/2" LENGTH (t+1") @
8" O.C. 1+1-1/4'
SELF -MATING
BEAM
SIZE VARIES) ®®.
SUPER OR
EXTRUDED
GUTTER
THRU-BOLT # AND SIZE PER
TABLE 3A.3
2"x 2" ANGLE EACH SIDE
LfBEAM SIZE PER TABLE 1.10
SELF -MATING BEAM
POST SIZE PER TABLE 3A.3
THRU-BOLT # AND SIZE PER
TABLE 3A.3
LOAD PER TABLE 3A.3
AND SIZE OF CONCRETE
ANCHOR PER TABLE 9.1
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
co 19
N j3
z LL IWU I,
2 m st
W Cb2m
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OE
d. ui2 ma
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o 3
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L
WM Wn3 O
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U c
U SHEET
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08-12-2010 OF
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Table 3A.1.1-110 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF (47.1 #/SF for Max. Canlileve
2" x 2" x 0.040" Hollow. 2" x 3" x 0.045" Hollow
Load I Max. Span'L'I(bending'b' or deflection'd') I Load I Max. Span 'L'I(bending'b' or i
Width (ft.) I 1&2 Span 3 Span I 4 Span 1,,M-- .t Width (ft.) 1&2 Span 3 Span I 4 Span
Z- x 3 x u.ubu- n000w, 11 X4 x u.uou no row
Load Max. Span 'L'I(bending'b' or deflection'd') I Load Max. Span 'L'/(bending'b' or defleetion'dj
Width (ft.) 1 &2 Span 3 Span 4 Span MI , Width (ft.) 1&2 Span 3 Span 4 Span , a a e.
1Aridth(fL)j1&2Spanj 3 Span I 4 Span
Notes:
1.Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.2 110 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
ror s secona oma usr a1 nu mrn verocr w.v m
Tributa Load Width'W'= Members acin
Sections 3'-0" 3'-0" 4'-0" 4'-0" 5'-0" 5'-0" 6'-0" 6'-0" 7'-0"
Allowable Hei ht 'H' I bdln 'b' or deflection'd'
2" x 2" x 0.044" Hollow 8'-7" b T-11" -b T-5" b 6'-11' b 6'-8'enb 6'-4' b I b'-1" b s-10" b 5--7'
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3-110 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 110 MPH -inn inad of 11.0 #/SF
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans maybe intefpolaled.
Table 3A.1.4-110 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
Fn. 7 co"nnA w{nA n.r r 11n uou ,."r....n... „- •,., „
Self Mating Sections 5'-0"
Tributary Load Width
Tributa Load Width 'W' -pacingSpacing
T-0" B'-0" 9'-0" 10'-0" 1
Allowable Span'L' / bending'b' or deflection'd'
2'-0" 1 T-0" 4'-0" 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 18' -0 -
Hollow Beams Allowable Span 'L' / bending'b' or deflection'd'
2" x 4" x 0.050" 13'-3' dj 11'-7' d 10'-6- d 9'-9' d[ 9'-2' d 8'-9' dl 8'4' dl FT di 7'4' d 6'-11'
Self Mating Beams Allowable Span'L' I bending W or deflection'd'
2" x 4" x 0.045" x 0.088" 10'-10' d 10'-2' d14'-9- d 12'-10"
d021-10"
9'-8" d g'-3' d SW* d 8'-1' d 7'-8' d 7'-4" d T-1' d
2" x 5" x 0.050" x 0.116" 18'-2' d 15'-11' d 13'-5" d 12'-7' d 11'-11" d 11'-6' d 10'-8' d 10'-0- d 9'-6- d 9'-1' d 8'-9- d
2" x 6" x 0.050" x 0.120" 21'-4' d 18'-8' d 15'-9' d 14'-9' d 14'-1" d 13'-5" d 12'-6" d 11'-9' d 11'-2' d 10'-6' d 10'-3' d
2" x 7" x 0.055" x 0.120" 24'-5" d 21'4" d 1T-11' d 16'-11" d 16'-1' d 15'-4" d 14'-3' d 13'-5' d 12'-9' d 12'-2" d 11'-9' d
2" x 8" x 0.070" x 0.224" 30'-1" d 26'-3' d 22'-2' d 20'-10" d 19'-9" d 18'-11' d 1T-7' d 16'-6' d 15'-g- d 16-0- d 14'-5- d
2" x 9" x 0.070" x 0.2D4" 33'-1" d 28'-10' dd 24-4" d 22'-11" d 21'-9" d 20'-10" d 19'4" d 18'-2' d 1T-3' d 16'-6- d 15'-11' d
2" x 9" x 0.082" x 0.326" 35'-5" d 30'-11' dd 26'-1" d 24'-7" d 23'40 d 22'A" d 20'-9" d 19'-6" d 181-6- d 1T-9" d 1T-0' d
2" x 10" x 0.090" x 0.374' 41'-1" d 35'-11" d 32'-7" d 30'-3' d 28'-6' d 1 27'-1' d 25'-11" d 24'-0' d 22'-7' d 21'-6- d 20'-6' d 19'-9' d
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans maybe intefpolaled.
Table 3A.1.4-110 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
Fn. 7 co"nnA w{nA n.r r 11n uou ,."r....n... „- •,., „
Self Mating Sections 5'-0" 6'-0"
Tributa Load Width 'W' -pacingSpacing
T-0" B'-0" 9'-0" 10'-0" 1
Allowable Span'L' / bending'b' or deflection'd'
11'-0" 1 12' -0 -
2" x 4" x 0.046" x 0.050" 14'-6' d 13'-8' d 12'-11" d 12'-5" d 11'-9" b 11'-2" b 10'-8" b 10'-2" b
2" x 5" x 0.050" x 0.048" 17'-11" d 16'-11 d 16-1' d 15'-4" d 14'-9" d 14'-0" d 13'-9" b 13'-2" b
2" x 6" x 0.050" x 0.060" 21'-1" d 19'-10" d 18'-10' d 18'-0" d 17'4". d 16'-6' b 15'-8" b 15'-0" b
2" x 7" x 0.060" x 0.060" _ 24'-1" d 22'-8" d 21'-6' d 20'-7" d 19'-10" d 19'-1' b 18'-3' b 1T-5" b
2" x 8" x 0.072" x 0.112" 29'-8" d 2T-11" d 26'-6' d 25'-5" d 24'-5" d 23'-7" d 22'-10' d 22'-2" d
2"'9" x 0.072" x 0.112" 3Z-8' d 30'-9" d 29'-2' d 2T-11" d 26'-10" d 25'-11" d 25'-1" d 24'-3" b
2" x 9" x 0.062" x 0.153" 34'-11- d 37-11' d 31'-3- d 29'-11" d 28'-9" d 27'-9' d 26'-11" d 1 26'-2' d
2" x 10" x 0.092"x 0.187" 40'-7" d 38'-2' d 36'-3' d 34'-8" d 33'-0' d 32'-2" d 31'-2" d 30'4" d
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2 110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acryl;c or Vinyl Rooms
Aluminum Alloy 6063 T-6
r 3 second wind gust at 110 MPH velocity; using design load of 13.0 #/SF
1
Tributary Load Width'
5 =
Purlin Spacln
z
w
Sections T-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-0" 6'-0" 6'-6"1 7'-0" 7'•6"
LuZ
Allowable Height 'H'I bending W or deflection'd'
0
x 3" x 0.045" Fluted 9'-1' b 8'-5' b T-10" b 7'-S" bi T-0" b 6'-8" b 6'-5' b 6'-2' b 1 5'-11' b S-9"
x 3" x 0.060" Square 11'-2' b 10'-4- b 9'-8" b 9--1' b 8'-8- b 8'-3- b T-11" b 7'-7' b T-4' b T-1'
x 3" x 0.093" Square 16'-0" b 11 14'-10" b 13'-11" b 13'-1' b 12'-5' b 11'-10" b 11'-4" b 10'-11" b 10'-6' bI 10'-2"
x 3" x 0.125" Square 19'-1" b 1 1T-8- b 16'-7" b 15'-7" b 14'-10' b 14'-1' b 13'-6" b 12'-11"
x 4" x 0.125" Square 24'-9" b 1 22'-11" b 21'-5- b 20'-2" b 19'-2" b 18'-3' b 17'-6" b 16'-9" bi 16'-2" bi 15'-8'
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the
above spans- for total beam spans.
2. Spans may be interpolated. ,
Town & Country 6005 Indicator Mark
Instructions For Permit Purposes)
tl
To: Plans Examiners and Building Inspectors, t
1I
These alloy indentification marks have been provided to !
contractors and yourself for permitting purposes. The details below
illustrate the alloy indentification marks and the location of such marks.
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the contractors responsibility that they receive and use only !
6005 alloy shapes when using this engineering. We are providing this
document to simplify the indentification of our 6005 alloy materials to
be used in conjuction with our 6005 engineering.
i
A separate signed and sealed document from Town & Country
will be provided to our pre approved contractors once the,mAeriais are
purchased. l i
TCI 6005 SELF -MATING
ALLOY INDICATOR
TO 6005 HOLLOW
ALLOY INDICATOR
J
Q co
Z
Q d
20 W
Vr 01- ca
n } W
0 Z 2W
t1"I 06
U LL
LL
J
IL
U
Q O
N Z Q
2 W M
W
ZU O
CO U
W
J to
Q
11
uj
a
1 SEAL '
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w
SHEET LuZ
0Zw
8-110Z
Wto
1208-12-2010 OF C
Table 3A.1.1-120 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 120 MPH velocity; using design to (48.3 F for Max. Cantilevr
2" x 2" x 0.040" Hollow 1 2" x 3" x 0.045- Hollow
11'-0"
Load Max. Span 'L'/(bending'b' or deflection'd') Load n'L'1(bending'b' or de
16'-0" 1
Width (R.) 1&2 Span 3 Span 1 4 Span Max.
Cantilever Wi 1 an 3 Span 4 Span
Hollow Beams
4 5'-6' d 6'-9" d 6'-11" d 1'-1' d4 7'-8' g'-5' d 9'-7" d 10'-3" b
5 5'-1" d 6'-3" d 6'-5' d 0'-11' d 5 T•M' d 8'-9' d 8'-11' d
2"x 4" x 0.050"
6 4'-9' d 5'-11' d 6'-0' d U-11' d 6 6'-8' d 8'-3' d 8'-5' d
6'-3" dl
7 4'-7' d 5'-7" d S'-9' d 0'-10' d 7 6'4' d 7'-10" d T-11" d
Self Mating Beams
8 4'4' d 54" d S-6' d U-10' d 8 6'-1" d 71-6' d 7'-8' d
13'-3' b
9 4'-2' d 5'-2" d 5'-3' d 0'-10' d 9 5'-10' d T-2' d 7'4' d
2" x 4" x 0.045" x 0.088"
10 4'-0'd 4'-11' d 5'-1' d 0'-9' tl 10 5-7' d 6'-11- d 6'-11' t
6'-11' d
11 T-11" d. 4'-10' d 4'-11" d 0'-9' d 11 - " 6-5' d 6'-9' d 6'-8' I:
20x 5" x 0.050" x 0.116"
12 T-10" d 4'-8' d 4'-9' b 0'-9' d 12 5'-3' d 6'-6- d 6'4' t
8'-7" d
Htlfl'q 2" x 4" x 0.050" Hollow
2" x 6" x 0.050" x 0.120"
LoadMax. Span'L'I(bending W or deflection'd') Load Max. Span T'I(bending'b' or dr
Width (R.) 182 Span 3 Span 4 Span r-";a e;,". Width (ft) I 1 &2 Span 3 Span I 4 Span
X 2 X 10.1.14J- HOIIOW
Load I Max. Span'L'I(bending b' or deflection
Width (R.) 182panS 3 Span I 4 Span rantMas
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3-120 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
Far -3 second wind oust at 120 MPH velocity: using deslan load of 13.0 #ISF
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
Table 3A.1.4-120 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 e nnA wi..A .. .-n u .." .."in.- „cion dacinn loan of 11 n eICF
Self Mating Sections
Tributary Load Width
Tributary Load Width'W' - Purlin Spacing
T-0" 1 8'-0" 1 9'-0" 1 10'-0" 1
Allowable Span'L'/ bending'b'or deflection'd'
11'-0"
T-0" 1 3'-0' 1 4'-0' 1 5'-0" 1 6'-0' 1 T-0" 1 8'-0" 1 10'-0' 1 12'-0" 1 14'-0" 1 16'-0" 1 18'-0"
Hollow Beams Allowable Span'L' I bendin 'b' or deflection'd'
10'-3" b 9'-10'
2"x 4" x 0.050" 12'-6' d 10'-11" d 9'-11" d 9'-3" d 8'-8' d 8'-3' dT4" d 6'-11" d 6'-7" dj 6'-3" dl 6'-0" d
Self Mating Beams Allowable Span'L' I bending W or deflection'd'
13'-3' b 12'-7'
2" x 4" x 0.045" x 0.088" 13'-11" dl 12'-2' d 1 VA" d 10'-3" d g'$' d 9'-2" d 8'-9" d 8'-2' d T-8" d T-3" d 6'-11' d 6'-8' d
20x 5" x 0.050" x 0.116" 1T-2- d 15'-W d 13'-8- d 12'-8" d IV -11 d 11'4' d 10'-10' d 10'-1" d 9'-6" d .8'-11' d 8'-7" d 8'-3' d
2" x 6" x 0.050" x 0.120" 20'-2' d 17'-7' d 16'-0' d 14'-10' d 13'-11' d 13'-3- d 17-8- d 11'-10- d 11'-1' d 10'-7' d 10'-1" d 9'-8' d
2" x 7' x 0.055" x 0.120" 23'-1' d 20'-2" d 18'4' d 16'-11' d 15'-11' d 15'-2" d 14'-6' d 13'-0" d 17-8' d 12'-1' d 11'-6" d 11'-1" d
2" x 8" x 0.070" x 0.224" 28'-5' d 24'-10" d 27-7' d 20'-11" d 19'-8' d 18'-9' d 1T-11' d 16'-7" d 15'-8' d 14'-10' d 14'-3' d 13'-B' d
2"x 9' x 0.070' x 0.204" 31'-3" d 27'4" d 24'-10" d 23'-0' d 21'-8" d 20'-7" d 19'$" d 18'-3" d 17'-2' d 16'4" d 15'-8' d 15'-0" d
2" x 9" x 0.082' x 0.326" 33'-0' d 29'-3' d 26'-7" d 24'-8" d 23'-3' d 22'-1' d 21'-1' d 19'-T d 18'-5' d 1T-6' d 16'-9' d 16'-1- d
2" x 10" x 0.090" x 0.374" 38'-10' d 33'-11' d 30'-10' d 28'-8- d 26'-11' d 25'-7" d 24'-6" d 22'-9" d 21'-5' d 20'4' d 19'-5" d 18'-8' d
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
Table 3A.1.4-120 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 e nnA wi..A .. .-n u .." .."in.- „cion dacinn loan of 11 n eICF
Self Mating Sections 5'-0" 1 6'-0" 1
Tributary Load Width'W' - Purlin Spacing
T-0" 1 8'-0" 1 9'-0" 1 10'-0" 1
Allowable Span'L'/ bending'b'or deflection'd'
11'-0" 12'-0"
2" x 4" x 0.046- x 0.050" - 13'-9' d 12'-11' d 12'-3' b 11'-6" b 10'-10' b 10'-3" b 9'-10' b 9'-5' b
2' x 5" x 0.050" x 0.048" 16'-11' d 15'-11' d 15'-2" d 14'-6- d 13'-11' b 13'-3' b 12'-7' b 12'-1' b
2" x 6^ x 0.050' x O.OfiO" 19'-11' d 18'-9" d 17'-10" d 16'-11' b 15'-11' b 15'-2' b 14'-5' b 13'-10' b
2' x 7- x 0.060' x 0.060" 22'-9' d 21'-5" d 20'-0' d 19'-6' d 18'-6- b IT -7' b 16'-9' b 16'-0' b
2" x 8^ x 0.072" x 0.112" 28'-1' d 26'-5" d 25'-1' d 24'-0' d 23'-1' it 22'-3" d 21'-5- b 20'-6' b
2" x 9" x 0.072" x 0.112" 30'-11" d 29'-1- d 27'-7' d 26'-5' d 25'-5' d 24'-6- b 23'4- b 22'4- b
x2" x 9" 0.082 0.153" 33'-1' d 31'-2' d 29'-7' d 28'-3' d 27'-2' d 26'-3' d 25'-5' d 24'-9' d
2" x 1 0" x 0.092"
x
x 0.187" 38'-5' d 36'-1' d 34'4' d 37-10' d 31'-7' d 30'-6" d 29'-6" d 28'-8- d
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated. _
Table 3A.2 120 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
o secone wine
x
J
Q U) Z
D Z O W
1.
fo
Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans k _ Q ON _ Kfortotalbeamspans. r-
2. Spans may be interpolated.N Z Q LL (f) d
Table 3A.2 120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
r 3 second wind gust at 120 MPH velocity; using design load of 15.0 #/SF
F-
w
Z
O fn WC) 0 WZ
o Z U O N N
O
0 00 O -
Z
m
Tribute Load Width'1M - Puriin Spacing
U) >_W (D CCV ujW
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3'-0" 4'-0" 4'fi' S'-0"1 5'-6" 1
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2. Spans may be interpolated.N Z Q LL (f) d
Table 3A.2 120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
r 3 second wind gust at 120 MPH velocity; using design load of 15.0 #/SF
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Sections 3'-0" 3'-0" 4'-0" 4'fi' S'-0"1 5'-6" 1
Allowable Height 'H' I bending'b'
6'-0^ 1
or deflection'd'
6'-6" 1 7'-0" T-6'
x 3" x 0.045" Fluted 6-5- b 7'-10- b 7'4' b 6'-11" b 6-6' b 6'-3- b 5-11- b 5'-9'
bmbl4'-r
x 3" x 0.060' Square 10'-5" b 9'-7' b 8'-11' b 8'-6" b 8'-0" b T-8" b T4' b T-1' b'
Town & Country 6005 Indicator Markzx3" x 0.093" Square 14'-11' b t3'-10' b 17-11' b 12'-T b 1 t' -T b 11'-0" b 10'-7' b 10'-2" b'
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Table 3A.1.1-130 Town 8 Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 WSF for Max. Cantilever)
12"x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load Max. Spfn'L.1(bending'b' or deflection'd') Load Max. Span'L'/(bending W or deflection'd')
Width (ft.) 182 Span 3 Span 4 Span c,M'„", Width (fL) 182 Span 3 Span ,Span r=MaxV"r
L x s x u.uou nouow 1, x g x ...-w
Load Max: Span'L'1(bending'b' or deflection'd') Load Max. Span 'L'/(bending'b' or defleclion'd')
Width (ft.) 182 Span 3 Span 4 Span ; Width (ft.) 182 Span 3 Span 4 Span I r• Max. ""
Table 3A.1.3-130 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 130 MPH velocity- -i- d"cinn Inad of 15 n WSF
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
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Tributary Load Width
2'-0" 1 3'5" 4'-0" 1 5'-0" 1 6'-0" 1 T-0" 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 1 18'-0"
Hollow Beams Allowable Span'L' 1 bending'b' or deflection'd'
2" x 4" x 0.050" 1 t'-11' dl 10'-5' dI 9'-0' d 1 8'-10' dj 8'-3' tl T-11' d T-6' tl 6'-71' dj 6'-7" d 6-3- tl S-11- dl 5'-9' d
Self Mating Beams - Allowable Span'L' I bending W or deflectlon'd'
2" x 4" x 0.045" x 0.088" 13'-3" d 11'-T d 10'-6' d 9'-9` d g'-2' dl 8'-9' d 8'4' d T-9" d 7'4' d 6'-11" d 6'-8' d 6'4'
2" x 5" x 0.050" x 0.116" 16'-5' d 14'4' d 13'-0' d 12'-7" d 11'4` d 10'-10' d 10'4- d 9'-7" d 9'-0" d 8'-7' d 8'-2' d T-11" d
2" x 6" x 0.050" x 0.120" 1 19'-3' d 16'-1W d 15'-3' d 14'-2- d 13'-4' d 12'-8' d 12'-1' d 11'-3' d 10'-7' d 10'-1" d 9'-7' d 9'-3' d
2" x 7" x 0.055" x 0.120" 21'•11' d 19'-2' d 17'-5' d 16'-2" d 15'-3' d 14'-6' d 13'-10" d 12'-10" d 17-1" d 11%6' d 10'-71" d 70'-T d
2" x 8" x 0.070" x 0.224 27'-7' d 23'-6' d 21'-6' d 1g'-77' d 18'-9' d 17'•10' d 7T-1' d 15'-10' d 14'-11' d 14'-2' d 13'-7' d 73'-0' d
2" x 9^ x 0.070" x 0204" 29'-10' d 26'-0' d 23'-8' d 21'-11" d 20'-8' d 19'-8" d 18'-9' d 1T -S' d 16'-5' d 15'-7' d 14'-11" d 14'4' d
2" x 9" x 0.082" x 0.326" 31'-11" d 27'•11' d 254' d 23'-6' d 22'-2' d 21'-0` d 20'-1' d 18'-8' d 1T-7` d 16'-8' d 15-11' d 164" d
2" x 10" x 0.090" x 0.374" 37'-1" d 32'4" dl 29'-5" d 27'4" d 25'-8' d 24'-5' d 23'4' d 21'-8- d 20'-5' d 19'4' d 18'-6- d 17'-10' d
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
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2" x 0.045" Hollow 6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams Q d ~
Load Max. Span'L'/(bending V or deflection 'd') for Screen, Acrylic or Vinyl Rooms 2 O W W Z
Width (ft.) 182 Span . 3 Span 4 Span Canti ever Aluminum Alloy 6005 T-5
WZOW00 Z
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CD
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5 5'-6' d 6'-9' d 6'-11" d 1'-0` d Tributary Load Width'W' = Puriin Spacing J O Li
6 5'-2" d 6'4' d 6'-6" d 0'-11' d Self Mating Sections 5'-0" 1 6--0" T-0^ 1 8'-0' 9--0" 1 10--0" 11'-0" 12'-0" S_ W 0 C-4 W
7 4'-11' d 6'1' d 6'-2' d 0'-17 d W Z Z r
6 4'-8' d 5'-9" d 5'-11' d 0'-17' d Allowable Span 1 bending b' or deflectionp9 Q W
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70 4'-4 d 5'4' tl 5'E' d U-10' d 2" x 5" x 0.050" x 0.048" 16'-2" d 15'-3' d 14'-6' d 13'-9" b 12'-11' b 12'-4' b 11'-9" b 11'-3` b W off$ =
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11 4'-3" d 5'-2" d 5'4" d 0'-10' d 2" x 6" x 0.050" x 0.060^ 18'-11' d 1T-10` d 16'-10' b 15'-9" b 14'-10' b 14'-1' b 13'-5' b 12'-11` b tl_Im124--1" d S'-1 d 5'-2` d 0'-9' d 2" x 7" x 0.060" x 0.060" 21'-9' d 20'-5" d 19'-5' d 18'-3'- b 1T-3' b 16'4" b 15'-7' b 14'-11" b LL 2 0
Notes: 2" x 8"x 0.072" x 0.112" 26'-9' d 25'-2" d 23'-11' d 22'-11' d 22'-0" d 20'-11" b 1g'-11" b 19'-1" b I W
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection 2" x 9" x 0.072^ x 0.112" 29'-5' d 27'-0" d 26'4' d 25'-2' d 24'-0" b 27-9' b 21'-9' b 20'-10- b a- 6 O
to the above spans for total beam spans. 2" x 9" x 0.082" x 0.153" 31'4- d 29'-8' d 28'-2" d 26'-11' d 25'-11' d 25'-0' d 24'-1" b 23'-1" b C0 0 aU N2. Spans may be interpolated. 2^ x 10" x 0.092" x 0.187" 36'•7' d 34'-5' d 32'-8` d 31'-3" d 30'-1" d 29'-0" d 28'-2" d 27'4' d
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2. Spans may be interpolated. Z 0 WTable3A.2 130 Town & Country Industries, Inc. Q_ a tW O k6005TCIAllowableUprightHeights, Chair Rail Spans or Header Spans O Z_ U O CVV
for Screen, Acrylic or Vinyl Rooms
AllowableTable3A.2130HST 3:
Aluminum Alloy 6005 T-5 Uprightht Hef hts, Chair Rail Spans or Header Spans n H W
For 3 second wind gust at 130 MPH aloofly; using design load of 18.0 #ISF for Screen, Acrylic or Vinyl Rooms
Table 3A.1.1-140 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 140-182 MPH velocity; using design load of 17.0 ft/SF (65.7 #ISF for Max. Cani
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
LoadMax.
ax
Span'L'I(bending'b' or deflection'dj Load Max. Span 'L'I(bending W or di
Width (ft.) 182 Span 3 Span 4 Span"M' Width (ft.) 182 Span 3 Span d Span
x 4-- x u.ubu-- HOIIOW x w x v nvi,yw
Load 1 Max. Span 'L7(bending'b' or deflection'dj I Load I Max. Span'L'I(bending'b' or deflection'.
Width (ft.) 182 Span 3 Span 4 Span Cantilever Width (R) 182 Span 3 Span 4 Span Cantilever
Load Max. Span 'L'1(bending'b' or deflection'dj
Width (ft.) 182 Span 3 Span 4 Span raM ll -ver
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the-above spans for total beam spans.
2. eSpans may be interpolated.
Table 3A.1.3-140 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
wind no=t at tdnAR7 MPH velnclty, using deslon load of 17.0 #ISF
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
Table 3A.1.4-140 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 14n MPH deem.. u. ..r w n amp
Self Mating Sections
Tributary Load Width
6'-0"
2'1" 1 3'1" 1 4'-0^ 5'-0' 1 6'-0' 1 T-0" 1 8'-0" 1 10'-0' 1 12'-0" 1 14'0' 1 16'-0" 1 18' -0 -
Hollow Beams Allowable Span'L' I bending W or deflealon'd'
2"Ix 4" x,0.050" 11'$' d 10'-0' d 9'-1' di 8'-5" di T-11' dl 7'-7' dl T-3" dl 6'-8" dl 6'4' di 6-11' dl 57 -9 ---dT 5'-5'
Self Mating Beams Allowable Span'L' I bending'b' or deflection 'd'
2' x 4" x 0.045" x 0.088" 12'-9" d 11'-1' d 10'-1' d 9'-5" dl 8'-10" d 8'-5' d 8'-0" d T-5' d T-0' d 6'-8" d 64-4' b 5'-11" b
2'x5".0.050 -x0.116" 15-9' d 13'-9' d 12'-6' d 11'-7" dl 10'-11" d 10'-4- d 9'-11' d 9'-2" d 8'-8' d 8'-3' d--7'-10* d 7-7" d
2' x 6" x 0.050" x 0.120" 18'-5" d 16-1' d14'-8' d 13'-7' d 17-9" d 12'-2- d 11'-7' d 10'-9- d 10'-2- d 9'$' d 9'-3' d
2" x 7" x 0.055' x 0.120" 21'-1' d 18'-5' d 16'-9" d14'-7" d 13'-11' d 13'-3' d 12'A' d 11'-7' d 11'-0" d 10'-7- d 10'-2" d
2" x tl" x 0.070^x0.224' 25-11' d 22'-8' d 20'-8' d 19'-Y d 18'-0' d 17'-1" d 16'-0" d 15'-Y d 14'-4" d 13'-7' d 12'-11"'d 12'fi" d
2" x 9" x 0.070" x 0.204" 28'-7" d 24'-11" d 22'-8- d 21'-1' d 19'-10" d 18'-10" d 18'-0" d 16'-9' d 15'-9' d 14'-11" d 14'4' d 13'-9" d
2" x 9" x 0.082" x 0.326" 30'-8" d 26'-g" d 24'4" d 22' -Td 21'-3' d 20'-2" d 19'4' d 17'-11" d 16'-10" d 16'-0" d 15'4- d 14'-9" d
2" x 10" x 0.090' x 0.374' 35'-6- d 31'-W d 28'-Y d 26'-2' dl 24'-8' d 23'-5" d 22'-5" d 20'-9' d 19'-7' d 18'-7' d 1T-9" d 17'-1" d
Notes:
1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead load for framing.
3. Span is measured from center of connection to fascia or wall connection.
4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total
beam spans.
5. Spans may be interpolated.
Table 3A.1.4-140 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 14n MPH deem.. u. ..r w n amp
Self Mating Sections 5'-0" 6'-0"
Tributary Load Width'W' = Pudin Spacing
7'-0' 8'-0' 9'-0' 10'-0"
Allowable Span'L' 1 bending'b' or deflection'd'
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2" x 4" x 0.046" x 0.050" 12'-7" d 11'-7" b 10'-9" b 10'-1' b 9'-6" b 8'-11" b 8'-7' b 8'-2" b
2" x 5" x 0.050" x 0.048" 15'-6' d 14'-7" d 13'-10' b 12'-1 i" b 12'-2" b 11'-7- bj 11'-0- b 10'-7' b
Y x 6" x 0.050" x 0.060" 18'-3' d 17'-I" b 15'-10" b 14'-10- b 13'-11' b 13'-3" b 17-8" b 12'-1' - b
2" x 7" x 0.060' x 0.060" 20'-10' d 19'-7" d 18'-4' b 11-2- b 16'-2' - b 15'-0' b 14'$' b 14'-0" b
2" x 8' x 0.072" x 0.112" 25'-8" d 24'-2" d 27-11' d 21'-11' d 20'-9' - b 19'-8' b 18'-9' b 1T-11' b
2" x 9" x 0.072" x 0.112" 28'-3" d 26'-7' d 25'-3- d 237-11" b 227-7" b 21'-5- b 20'-5" b 19'-6' b
2" x 9" x 0.082" x 0.153" 30'-3" d 28'-6" d 27'-1" d 25'-10" d 24'-10' d 23'-9' b 27-8" b 21'-8" In
2" x 10' x 0.092" x 0.167" 1 35'-1" d 33'-0" d 1 31'-4" d 30'-0' d 28'-10" d 27'-10" d 26'•10' b 1 25-8" b
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2- Spans may be interpolated.
Table 3A.2 140 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
ioaa or [t.0 war
THhutary 1
Sections
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be interpolated.
Table 3A.2 140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
x s second wind gust at 140-1 &Z MPH velocity; using design load of 21.0 #ISF
J
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OF(
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x 3" x 0.045" Fluted T-2' b 6'-7' b 6'-2' b 5'-10' b 5'-6" b &-3 b 5'-1" b 4'-10" b 4'-8' b 4'-6"
x 3" x 0.060" Square 8'-9' b 8'-1" b T-7" b T-2" b 6'-10' b 6'-6" b 6'-2' b 5'-11' b 5'-9' b 5'-7'
x 3- x 0.093' Square 12'-7' b 17'-8' b 10'-11' b 10'-4' b 9'-9' b 9'-4' b 8'-11" b 8'-7" b 8'-3" b T-11'
x 3" x 0.125" Square 15'-0" b 13'-11' b 13'-0' b 12'-3" b 11'-8' b 11'-1' b 10'-8- b 1 10'-3' b 9'-10' b 9-6"
x 4" x 0.125" Square 19'-5" b 17'-11' b 16'-10" b 15'-10" b 15'-1" b 14'-4" b 13'-9--b 13'-2^ b 12'-9" b 12'-4'
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of braceto beam connection to the
above spans for total beam spans.
2. Spans may be interpolated.
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REMOVE VINYL SIDING AND
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STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
THE FLOOR, WALL, AND ROOF / MANUFACTURED HOME
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8x 1" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE:
4" x 4" P.T.P. POST W/
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BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
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THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
JSTALL NEW 48" OR 60"
1UGER ANCHOR PER RULE
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JSTALL 1/2" CARRIAGE BOLT
HRU PERIMETER JOIST AND
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ALTERNATE WALL SECTION FOR ATTACHMENT TO
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REMOVE VINYL SIDING AND
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INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF.`DOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
ilt
THE FLOOR, WALL, AND ROOF
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
SYSTEM ARE THAT OF MOBILE /
MANUFACTURED HOME
MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ 98 x 1" DECK
SCREWS @ 16" O.C.
VERTICALLY
REPLACE VINYL SIDING
8-'L' BOLT @ 32" O.C.
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
1 MANUFACTURED .-
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP -1 OR EQUAL
SHEATH W/ 1/2" P.T. PLYWOOD
TYPE III FOOTING OR 16"x 24" NAILED W/ #8 COMMON 6' O.C.
RIBBON FOOTING W/ (2) ik% EDGES AND 12' O.C. FIELD OR
BARS, 2,500 PSI CONCRETE STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4"= V-0"
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16" TO 24" MAX.
ALL FOURTH WALL DETAILS
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1, 2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8"= V-0".
Table 3A.3 Schedule of Post to Beam Size
Thru-BotM
0 L-D-%-
Post Size
Mmimum post r team may be used as minimum knee brace
knee Brace Min. Len th Max Len th
2- x 2' 1'-0- 2'-0-
2' x 2' 1'4- 2'-0'
2' x 2' 1'-0- 2'-0"
2- x 3- 1'fi- 2'-6-
2' x C 1'fi- T -0-
RIBBON FOOTING
SCALE: 112"= V-0"
Minimum Ribbon Footing
Wind #I x Post Ancho' Stud'
Zone Sq. Ft. @ 48" O.C. - Anchors
100-123 1 + 10 - 14 1 1'-0" ABU 44 1 SP1 @ 32" O.C.
130-140-1 + 30 - 17 1 V-0' I ABU 44 1 SP1 @ 32" O.C.
140-2 - 150 + 30 - 20 1 1'-3" 1 ABU 44 1 SPH4 @ 48" O.C.
STUD WALL OR POST
Maximum 16' projection from host structure.
For stud walls use 1/2" x 8" L -Bolts @ 48" D.C. and 2" square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate
on to the studs anchors and straps shall be per manufacturers specifications.
3A.8 Anchor Schedule for Composite Panel Room Components
Connection Description 80 - 100 MPH 110 - 130 MPH 140 -150 MPH
Receiving channel to roof 10 x (T+112') SMS 10 x (T+1/2") SMS 10x (T'+1/2") SMS
panel at front wall or at the 1 @ 6' from each side 1 @ 6" from each 1 @ 6' from each
receiving channel. of the panel and of the panel and of the panel and
0.024" or 0.030" metal 1 @ 12" O.C. 1 @ 8" O.C. 1 @ 6" O.C.
10.81
1/4" x 1-1/2' lag 1/4'x 1-12' lag 3/8" x 1-112' lag
Receiving channel to 1 @ 6' from each end of 2 @ 6' from each end of 2 @ 6" from each end of
wood deck at front wall. receiving channel and receiving channel and receiving channel and
2 pine or p.tp. framing 1 @ 24" O.C. 2 @ 24. O.C. 2 @ 24' O.C.
f W
1/4" x 1-112' Tapcon 1/4" x 1-1/2' Tepcon 3/8' x 1-112- Tapcon
Relceving channel to 1 @ 6' from each end of 1 @ 6" from each end of 2 @ V from each end of
concrete deck at front wall. receiving channel and receiving channel and receiving channel and
2,500 psi concrete 1 @ 32- O.C. 1 @ 24" O.C. 2 @ 24' O.C.
Receiving channel to uprights, 8 x 3/4" SMS 10 z 3/4" SMS 14 x 3/4" SMS
headers and other wait 1 @ 6' from each end 1 @ 4" from each and 1 @ 3" from each end
connections of component and of component and of component and
0.024" metal 1 @ 36" O.C. 1 @ 24" O.C. 1 @ 24" O.C.
0.030" metal1 @ 48" O.C. 1 @ 32" O.C. 1 @ 32" O.C.
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1/4' x 1-1/2- lag 114"x 1-112` lag 3/8' x 1-1/2' lagReceivingchanneltoexisting1@6" from each end 1 @ 4" from each end 1 @ 3" from each endwoodbeam, host structure, deck
of component and of component and of component and
or Infill connections to wood
1 @ 30" O.C. 1 @ 18" O.C. 1 @ 21' O.C.
Receiving channel to existing 1/4" x 1-3/4" Tapcon 1/4"x 1-1/2" Tapcon 318'x 1-1/2' Tapcon
concrete beam, masonry wall, 1 @ 6' from each end 1 @ 4" from each end 1 @ 3' from each end
slab, foundation, host structure, of component and of component and of component and
or infill connected to concrete. 1 @ 48. O.C. 1 @ 24" O.C. 1 1 @ 24" O.C.
U)
1 @ 6" from each end 1 @ 4" from each 1 @ 3" from each
Roof Panel to top of wall of component end of component end of component
UT
1@12"O.C. 1@8"O.C. 1@6"O.C.
a.To wood 10x"r+1-1/2" 10x"r+1-1/2" 10 x't"+1-1/2'
b. To 0.05- aluminum lox"r+1/2" 10x"t'+1/2" 10x"t"+1/2'
Notes:
1. The anchor schedule above is for mean roof height of 0.20', enclosed structure, exposure "B", 1 = 1.0'maximum
front wall projection from host structure of 16', with maximum overhang of 2', and 10' wall height. There is no
restriction on room length. For structures exceeding this criteria consult the engineer.
2. Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side
at the required spacing.
3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of
anchors by 0.75. Reduce spacing of anchors for "C' exposure by 0.83.
4. Concrete is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the
engineer. Reduce anchor spacing for *C' exposure by 0.83.
5. Tapcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for
1-12' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-114"
fender washer.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load i Maximum load area (Sq. FL) @ 120 M.P.H. wind load
Diameter Anchor
x Embedment
114"x 1"
114" x 1-1/2-
11/4" x 2-12"
5116" x 1"
x
1. Anchor must embed a minimum of 2" into the primary host
WIND LOAD CONVERSION TABLE:
For Wind ZoneslReglons other than 120 MPH (Tables Shown),
multiply allowable loads and roof areas by the conversion factor.
REGION I Load
Allowable Load Coversion Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load Multipliers
Tension Sheat.
12d 1.10 1!27'
11d 1.07 1.18 -
tOd 1.03 ' 1.09
9d 1.00 11.00
Bd 0.98 0:90
7d 0195, 10.81
6d 0.91v 0.72
Sd 0; 88, i. 0.63
Note:x-
2
5, mm
N
1-
1 -
anchors shall not be less than 9d where d is the anchor diameter..
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NUMBER OF ANCHORS = [1/2(25.75')x 7x 7#1 Sq. FL] /ALLOWED LOAD ON ANCHOR
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anchors shall not be less than 9d where d is the anchor diameter.. O1O2. Concrete screws are limited to 2" embedment by manufacturers. CD
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5. Anchors receiving loads perpendicular to the diameter are in tension. WAnchorsreceivingloadsparalleltothediameterareshearloads. 't
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For a 2' x 6' beam with: spacing = T-0" O.C.; allowed span = 25'-9" (Table 1.1) Q Z
UPLIFT LOAD = 112(BEAM SPAN) x BEAM & UPRIGHT SPACING W W
NUMBER OF ANCHORS = [1/2(25.75')x 7x 7#1 Sq. FL] /ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 630.875#/300# = 2.102 W W
Therefore, use 2 anchors, one (1) on each side of upright. (O Z
Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. tZm
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08-12-2010 OF ! L Q
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live load shall be 30 PSF.
5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes,
except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use
the "Industry Standard" Tables for allowable spans
6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked
and reinforced for the enclosed building requirements.
7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed
well in either test. The composite panel tables are based on bending properties determined at a
deflection limit of LA 80.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria
9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet
rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa
10. Spans may be interpolated between values but not extrapolated outside values.
11. Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end caps shall have water relief ports.
13.A t exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon
sealent. Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent
based cleaner prior to applying caulking.
14. All aluminum extrusions shall meet the strength requirements of ASTM 8221 after powder coating
15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners that are warantied as corrosive resistant shall be used; Unprotected steel fasteners shall
noLbe used.
ROOF PANELS DESIGN STATEMENT:
The roof systems are main force resisting systems and components and cladding in conformance with
the 2007 Florida Building Code w/ 2009 Supplements: Such systems must be designed using loads for
components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0
to'20' I = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen:Rooms and 1 = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
O:00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF.
1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design
wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped
factor of 0.75.
2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum
live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones.
The design wind loads used are for open and enclosed structures.
3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones
and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and
modular rooms.
4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind
for lass and modular rooms. 7- Section 6.5 Analytical ProcedureloadsarefromASCEOSYti 9
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll forned roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" 8 "D"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
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12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = V-0"
0
I0
12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0"
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1 12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPT Ff FROM SCALE: 2 ALUMINUMSKuv
TABLES
E.P.S. CORE
I..........................
W a SIDE CONNECTIONS VARY
W D NOTOT AFF ECT SPANS)
Minimum live bad of 30 PSF controls in high wind velocity zones.
To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20'
projection with a 2' overhang. Any greater load width shall be site specific.
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2"= V-0"
PRIMARY CONNECTION:
3) #_' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = 1'-0"
ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5,3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_' x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #_' x 1/2" S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
100 -1231 130 140 150
St8 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I I
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
POST AND BEAM (PER
TABLES)
f.
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
Exposure"B"to"C" Exposure "B"to"D"
Mean Roof Load Span Multiplier Load Span Multiplier
Height' Conversion
O
jConversion
Factor Bending I Deflection Factor Bending Deflection
0 - 15' 1.21 0.91. 0.94 1.47 0.83 0.88
15' - 20' 129 0.88 0.92 1.54 0.81 0.87
20' - 25' 1.34 0.86 0.91 1.60 0.79 0.86
25'-30- 1.40 0.85 0.89 1.66 0.78 0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
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12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = V-0"
0
I0
12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = V-0"
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1 12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPT Ff FROM SCALE: 2 ALUMINUMSKuv
TABLES
E.P.S. CORE
I..........................
W a SIDE CONNECTIONS VARY
W D NOTOT AFF ECT SPANS)
Minimum live bad of 30 PSF controls in high wind velocity zones.
To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page.
Anchors for composite panel roof systems were computed on a load width of 10' and a maximum of 20'
projection with a 2' overhang. Any greater load width shall be site specific.
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2"= V-0"
PRIMARY CONNECTION:
3) #_' SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.S. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = 1'-0"
ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5,3003 H-14 OR 5052
H-32
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
x 1/2" S.M.S. (3) PER PAN
BOTTOM) AND (1) @ RISER
TOP) CAULK ALL EXPOSED
SCREW HEADS
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #_' x 1/2" LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #_' x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #_' x 1/2" S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
100 -1231 130 140 150
St8 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I I
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
PAN ROOF PANEL
POST AND BEAM (PER
TABLES)
f.
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
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INSTALLATION INSTRUCTIONS: j Cr4u17
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. rn
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B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. / ,FEET
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
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TOP AND BOTTOM (SEE DETAIL ABOVE) A
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM <
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
08-12-2010 . OF 12 Ou
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INSTALLATION INSTRUCTIONS: j Cr4u17
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. rn
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B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. / ,FEET
DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF.
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED
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TOP AND BOTTOM (SEE DETAIL ABOVE) A
D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM <
SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY.
08-12-2010 . OF 12 Ou
8 x 1/2" S.M.S. SPACED #8 x 1/2" ALL PURPOSE
@ 8" O.C. BOTH SIDES CAULK SCREW @ 12" O.C. EXISTING TRUSS OR RAFTER
ALL EXPOSED SCREW HEADS EXISTING TRUSS OR RAFTER m
1.
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10 x 1-1/2" S.M.S. OR WOOD BREAKFORM FLASHING
WOOD SCREW (2) PER r..- -.
RAFTER OR TRUSS TAIL -
6" x 't' x 6" 0.024" MIN. BREAK 6" 10"
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10 X 3!4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C. ROOF PANEL ROOF PANEL'
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F w z mEXISTINGFASCIA (2) #10 x 1-1/2" S.M.S. OR ..:.:::: . ..:?::..... .. ;:.:.:.:r::.:.(r:.:: c
WOOD SCREW PER RAFTER z.b.:iii r:: 5
jROOFPANELTOFASCIADETAILORTRUSSTAILLua .o.:.::::: ZZzSCALE: 2"= 1'-0"
ALTERNATE: > 3" COMPOSITE ROOF PANELEXISTINGHOSTSTRUCTURE #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR S.M.S. SPACED @.12- O.C. (SEE SPAN TABLE u o 0OTHERCONSTRUCTION #
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SCREW SPACED @ 12" O.C. o a o
FOR MASONRY USE: STRIP SEALANT BETWEEN 0 n
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FOR WOOD USE: q:m:;.;; PANEL W/ 1" FINE THREAD w
a. a .::::::. 3 a14x1-1/2" S.M.S. OR WOOD FOR FASTENING TO ALUMINUM USE TRUFAST SHEET ROCK SCREWS @ 16• g
SCREWS @ 12" O.C. / f FLOOR PANEL HD x ("t• + 3/4") AT 8" O.C. FOR UP TO 130 MPH POST AND BEAM (PER
O.C. EACH WAY
WHEN SEPARATION BETWEEN 3
TABLES) DRIP EDGE AND PANEL ISWINDSPEED "D' EXPOSURE; 6" O.C. ABOVE FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING J z130MPHANDUPTOA150MPHWINDSPEEDBEAMIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED I_ D" EXPOSURE. Q
THE EDGE OF FLASHING w
ROOF OR FLOOR PANEL TO WALL DETAIL
scALE: 2 = r-0" ALTERNATE MOBILE HOME FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS Q 2i 0 o
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE FOR FOURTH WALL CONSTRUCTION SCALE: 2" = 1'-0" o Q
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS COMPOSITE ROOF PANELS NOTES: ZW zSHALLHAVEDOUBLEANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
SCALE: 2" = 1'-0" 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. J D w
WASHERS OR SHALL BE WASHER HEADED SCREWS.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL.
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INSTALLATION INSTRUCTIONS: 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. _
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Z_ O aHEADERINSIDEDIMENSIONSHALLBEEQUALTOPANELORPAN'S DEPTH "t". THE WALL THICKNESS
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. > SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE W °'S W rn
oCONNECTEDTO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC B. SLIDE 1" TAB AT TOP OF HEADER
INSTALLED.
UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS U ZZSECTION1606FORAMAXIMUMPOSSIBLESPANOFTHEROOFPANELFROMTHEHOSTSTRUCTURE. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS H J O w
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING DROP. U IY- V p
C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" = U Ij vCQNV.ERSION:
TOP AND BOTTOM (SEE DETAIL ABOVE) 0' p03MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE Q Z z1100-1231 130 140 150
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. Uj Z a o8 #10 #12 #12 D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" Lu LLBEAMSYSTEMONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING SEPARATION MINIMUM. = LU 0 m
REMOVE RAFTER TAIL TO
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9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. Z ly- 0 Qo
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I i #8 x 1/2" S.M.S. SPACED Q
j @ PAN RIB MIN. (3) PER PAN
HOST STRUCTURE TRUSS OR '
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE RAFTER HOST STRUCTURE TRUSS OR
1" FASCIA (MIN.) RAFTER
10 x 1-1/2" S.M.S. OR WOOD LL J = - N BREAK FORMED METAL SAME BREAK FORMED METAL SAME N
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HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052 " #8 x 1/2' SCREWS @ EACH RIB #10 x 1-1/2" S.M.S. @ 16" O.C. w a W O LL 6H-32 V
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REMOVE ROOF TO HEREi' ni1-1/2" x 1/8" x 11-1/2" PLATE OF w' m
8 x 1/2" S.M.S. SPACED 6063 T-5, 3003 H-14 OR 5052 •'e Z H
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8 x 1/2" S.M.S. @ 8" O.C. #8 x (d+1/2•) S.M.S. @ 8" O.G. 'w
EXISTING TRUSS OR RAFTER iK
H UNDER SHINGLE
HEADER (SEE NOTE BELOW)pFORMASONRYUSE . , LL
10 x 1-1l2" S.M.S. OR WOODEXISTING HOST STRUCTURE: FOR MASONRY USE 1/4"x 1-1/4" MASONRY? p . r:.'.:
WOOD FRAME, MASONRY OR 114"x 1-1/4" MASONRY EXISTING HOST STRUCTURE: ANCHOR OR ESCREW (2) PER RAFTER OR !7UAL
OTHER CONSTRUCTION ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USETRUSSTAIL "
@ 24O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1-1/2" S.M.S. OR WOOD G
10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O:C. s
w4SCREWS@12" O.C.
COMPOSITE ROOF PANHOSTSTRUCTURE ALTERNATE ROOF PANEL TO WALL DETAIL O SHEET
HEADER SCALE: 2"= l'-0^ ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
NEW 2 x _ FASCIA ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT
SCALE: 2" = V-0"
S.M.S. W! 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH p oBETWEENTHEWASHERANDTHEPAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. w
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL THE ABOVE SPECIFIED RIB SCREW.
SCALE: 2" = l'-0" _ %
08-12-2010 Gr
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CAULK ALL EXPOSED SCREW
HEADS
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
SPAN PER TABLES)
8 x 1/2' WASHER HEADED
CORROSIVE RESISTANT
SCREWS @ 8" O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
COMPOSITE ROOF:
8 x "t" +1/2" LAG SCREWS W/
1-1/4"0 FENDER WASHERS @
8" O.C. THRU PANEL INTO 2 x 2
COMPOSITE PANEL
1"x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4" x 3" LAG
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE
2) 3/8" x 3" LAG SCREWS
W/ WASHERS
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
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A B II II B \ II HOST STRUCTURE
FASCIA OF HOST STRUCTURE
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SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
W / VARIES A
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
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5/16"0 x 4" LONG (MIN.) LAG
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SCREW FOR 1-1/2"
220# SHINGLES OVER
EMBEDMENT (MIN.) INTO
UP TO 150 MPH WIND SPEED
RAFTER OR TRUSS TAIL
EXPOSURE"D"
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TOTRUSS TAIL
ALUMINUM USE TRUFAST HD x ('t"+ 3/4") AT 8"
EXISTING AND NEW SHINGLES
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FASTENERS PER TABLE 36-8
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WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = V-0"
2 x 4 RIDGE RAKE RUNNER
COMPOSITE PANEL
1"x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4" x 3" LAG
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE
2) 3/8" x 3" LAG SCREWS
W/ WASHERS
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
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SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
W / VARIES A
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
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2" x 6' FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
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8) #10 x 1" DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
2" x 6"
EXISTING 1/2" OR 7/16"
POST SIZE PER TABLES SHEATHING
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4"=V-0"
B - B - ELEVATION VIEW
SCALE: 1/2" = V-0"
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B - B - PLAN VIEW
SCALE: 1/2"= V-0"
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4"x
1-1/2" LAG SCREWS AND (2)
1/4" x 4" THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
2) 1/4"x 4" LAG SCREWS AND
WASHERS EACH SIDE
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4"x
1-1/2" LAG SCREWS AND (2)
114"x 4" THROUGH BOLTS
TYPICAL)
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16-0" OR LESS
PAN TO WOOD FRAME DETAIL
SCALE: 2" = V-0" FOR FASTENING TO WOOD
Jli'1LC. IIO 1 W
USE TRUFAST SD x ("P + 1-1/2")
30# FELT UNDERLAYMENT W/
AT 8" O.C. FOR UP TO 130 MPH
0
220# SHINGLES OVER
SCALE: 2"= V-0"
UP TO 150 MPH WIND SPEED
COMPOSITE PANELS
EXPOSURE"D"
CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES
GUTTER BEHIND DRIP -EDGE'
FASTENERS PER TABLE 36-8
1/4" x 8" LAG SCREW (1) PER
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1) # 8 x 3/4" PER PAN RIES.
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HEADS
SCALE: 1/2" = V-0"
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RECEIVING CHANNEL AND
8) #10 x 1" DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
2" x 6"
EXISTING 1/2" OR 7/16"
POST SIZE PER TABLES SHEATHING
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4"=V-0"
B - B - ELEVATION VIEW
SCALE: 1/2" = V-0"
I
B - B - PLAN VIEW
SCALE: 1/2"= V-0"
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4"x
1-1/2" LAG SCREWS AND (2)
1/4" x 4" THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
2) 1/4"x 4" LAG SCREWS AND
WASHERS EACH SIDE
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4"x
1-1/2" LAG SCREWS AND (2)
114"x 4" THROUGH BOLTS
TYPICAL)
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16-0" OR LESS
PAN TO WOOD FRAME DETAIL
SCALE: 2" = V-0" FOR FASTENING TO WOOD
SUPER OR EXTRUDED GUTTER
USE TRUFAST SD x ("P + 1-1/2")
w
AT 8" O.C. FOR UP TO 130 MPH
0
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SCALE: 2"= V-0"
UP TO 150 MPH WIND SPEED
EXPOSURE"D"
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ALL LUMBER #2 GRADE OR
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OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
3) #8 WASHER HEADED
SCREWS W/1"EMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: 2" = l'-0"
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
EXISTING TRUSS OR RAFTER
10 x 2" S.M.S. @ 12" O.C.
EXISTING FASCIA
SEALANT
3" PAN ROOF PANEL
SUPER OR EXTRUDED GUTTER
MIN. SLOPE 1/4": 1')
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SCALE: 2"= V-0"
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1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA
SEALANT
10 x 4" S.M.S. W/ 1-1/2"0
FENDER WASHER @ 12" O.0
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 1')
1/2" 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2"= l'-0" OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAM AND 1/2
CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/
HEADS (3) #10 x 2" INTO FASCIA AND
PLACE SUPER OR EXTRUDED (3) #10 x 3/4" INTO GUTTER
GUTTER BEHIND DRIP EDGE OPTION 2:
1/4"x 8" LAG SCREW (1) PER
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SCH. 40 PVC FERRULE
SEALANT
10 x 2" S.M.S. @ 24" O.C. J 3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4": 1')
SUPER GUTTER
EXTRUDED OR qq 3" HEADER EXTRUSION
EXISTING TRUSS OR RAFTER FASTEN TO PANEL W/
EXISTING FASCIA
@
x 1/2" S.M.S. EACH SIDE
@ 12' D.C. AND FASTEN TO
SEALANT GUTTER W/ LAG BOLT AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2"= 1'-0"
2)#10x 1/2" S.M.S. @ 16" O/C
FROM GUTTER TO BEAM
SUPER OR
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2" 0 HOLE EACH END FOR
WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2"= V-0"
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8" x 3-1/2" LOUVER VENTS
OR 3/4"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 318"x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2"= l'-0"
FLASHING 0.024" OR 26 GA.
GALV.
2"x 2"x 0.06"x BEAM DEPTH +
4" ATTACH ANGLE "A" TO
FASCIA W/ 2-3/8" LAG
SCREWS @ EACH ANGLE
MIN. 2"x 3" x 0.050" S.M.B. (4)
10 S.M.S. @ EACH ANGLE
EACH SIDE
A B
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2"x 2"x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2"
LAG SCREWS PER SIDE OR (2) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
318"x 2" LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2"= V-0"
RECEIVING CHANNEL OVER 2"x 6" S.M.B. W/ (4) #10
BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE
SPACER @ RECEIVING EACH SIDE
CHANNEL ANCHOR POINTS (2)
NOTCH ANGLE OPTIONAL
10 x 2-1/2" S.M.S. @ RAFTER
w
TAILS OR @ 2" O.C. MAX. W/ fMUST REMAIN FOR ANGLE
2" x 6" SUB FASCIA STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
RIDGE CAP
8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
8 x 1/2" S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
8 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
SCALE: 2"= V-0"
PAN ROOF ANCHORING DETAILS
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
wm
ROOF PANEL TO BEAM DETAIL 0
z4
SCALE: 2" = l'-0" c7
SHOWN) AND 24" O.C. @
w
FOR PAN ROOFS:—
LL
130 MPH WIND SPEED
D";
PAN OR COMPOSITE ROOF 0PANELw
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0
ROOF PANEL TO BEAM FASTENING DETAI
8 x 1/2" S.M.S. (3) PER PAN -+
r z
ALONG PAN BOTTOM >
wm
PANEL THICKNESS + 1")
ROOF PANEL TO BEAM DETAIL 0
WHEN FASTENING TO SCALE: 2" = l'-0" c7
ALUMINUM USE TRUFAST HD x
SHOWN) AND 24" O.C. @
t" + 3/4") AT 8" O.C. FOR UP TO FOR PAN ROOFS:— w
130 MPH WIND SPEED
D";
3) EACH #8 x 1!2" LONG S.M.S. z
EXPOSURE 6" O.C. FOR
ROOF PANEL TO BEAM FASTENING DETAI
PER 12" PANELW/3/4" r zABOVE130MPHANDUPTO
ALUMINUM PAN WASHER w
15C ;."PH WIND SPEED
EXPOSURE "D" O
CAULK ALL EXPOSED SCREW
LL
AHEADS & WASHERS ROOF PANEL)
PER TABLES SECTION 7) a. FOR COMPOSITE ROOFS:
10 x (t + 1/2") S.M.S. W/ SUPPORTING BEAM
1-1/4"0 FENDER WASHERS
@ 12" O C (LENGTH =
PER TABLES)
d
PANEL THICKNESS + 1")
@ ROOF BEARING ELEMENT
SHOWN) AND 24" O.C. @
NON-BEARING ELEMENT (SIDE
WALLS)
ROOF PANEL TO BEAM FASTENING DETAI
SCALE: 2" = l'-0"
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0.024" x 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
1/8"x 3"x 3" POST OR SIMILAR
10 x 4" S.M.S. W/ 114 x 1-1/2"
S.S. NEOPRENE WASHER @
8" O.C.
SEALANT
8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
3) 1/4"0 THRU-BOLTS (TYP.)
8 x 9/16" TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM P POST DETAIL
SCALE: 2" = V-0"
0.024"X 12" ALUMINUM BRK
MTL RIDGE CAP FASTENING OF COMPOSITE
PANEL'
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x SELF MATING BEAM
5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS) °
SEALANT
8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
1/8' WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
V
WHEN: FASTENING TO ALUMINUM USE TRUFAST HD x ("P + 3/4") AT 8" D.C. FOR UP TO 130 MPH WIND
SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D"
PANEL ROOF TO RIDGE BEAM @_ CONCRETE POST DETAIL
SCALE: 2"= V-0"
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
W
TYPICAL INSULATED PANEL
SCALE: 2"= V-0"
8 x 1/2" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE #8 x'1/2" S.M.S.
W/ 112"0 WASHER.
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS.
3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE
PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS.
4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER
HEADED SCREWS.
5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH
PANEL.
6. ALUMINUM END CAP WILL BE ATTACHED WITH (3)#8 x 1/2" CORROSION RESISTIVE
WASHER HEADED SCREWS.
NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY
SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL.
COVERED AREA
TABOVERAB AREA
I rn'd'
vnrn rnrun
r".
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2:12
nitl
SUBSEQUENT ROWS
STARTER ROW
di diP
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANT BEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA.
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH
THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA.
ADHESIVE: BASF DEGASEALTM 2000
COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
COVERED AREA —
TAB AREA W/ 1" ROOFING
NAILS
INSTALLED PER
MANUFACTURERS
SPECIFICATION FOR NUMBER
AND LOCATION
MIN. ROOF SLOPE 2-1/2:12
0
C.
0
0
0
0
0
0
SUBSEQUENT ROWS
Q 3/8" TO 1/2" ADHESIVE BEAD
FORA 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
STARTER ROW
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR #8
WAFER HEADED SCREWS
7/16" O.S.B. PANELS
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2:12 AND GREATER
1. INSTALL PRO -FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL TM 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL.
4. APPLY 3/8"0 BEAD OF BASF DEGASEAL TM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL
7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING
SHINGLES.
5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009
SUPPLEMENTS, 1507.38.
6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS,
1507.3.
7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK
SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C.
EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE: N.T.S.
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Table 7.1.1 Allowable Spans and Design I Applied Loads* (#/SF)
for Industry Standard Riser Panels for Various Loads
Table 7.1.3 Allowable Spans and Design I Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads
n
Table 7.1.5 Allowable Spans and Design/Applied Loads* (#ISF)
for Industry Standard Cleated Panels for Various Loads
Note: Total roof panel width =room width +wall width + overhang. *Design or applied load based on the affective area of the panel Note: Total roof panel width =room width +wall width + overhang. 'Design or applied load based on the affective area of the panel Note: Total roof panel width =room width +wait width + overhang. *Design or applied bad based on the affective area of the panel
Table 7.1.2 Allowable Spans and Design /Applied Loads* (#ISF)
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the effective area of the panel.
Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads ,
Wind
Open Structures
Screen Rooms
8 Attached Covera
Screen Rooms
OverhangCantilever
Glass 8 Modular Rooms ng
wind
182 3
Mono-Slo ed Roof
All
a. Attached Covers
s a n ad* spaaMoacr s aMoad•
Enclosed Rooms verZone
spaannoad'
182 3 4 182 3 4 782 3 4
t -d
MPH s Wload• s annoad'. s aMoad' s annoad' s annoad' s annoa' s aNlo.d' s an/load* s aMoad's100
17 18'-10' 17 19'-3' 17 1Tfi' 25 16'-5' 25 16'-9' 25
17-2' 16 16'•1- 13 16'-5' 13 10'-9" 23 13'-3' 23 13'-0' 23 5-10' 30 72'-T 27 12'-10' 2745110
es co
11'-11" 17 t5' -W" t4 16'-t' 14 10-5' 25 12'•10' 25 13'-Y 25 9'-3' 36 N'-10" 32 17-1" 32S512011'-2"
kCantilever
20 13'-70' 20 15-1' 17 9'-6' 33 12'-1' 3012-0' 30=
8'
1'-1- 39 11'-4- 396512311'-0' 21 13'-T 21 13'-11" 21 9'-4' 35 71'-11" 32 12'-Y 32 t t' 41 71'-2' 416913010'-8' 23 13'-2' 23 13'-5" 23 8'-11' 971'-6' 3511'9'350'-T 4 1010477140-1 9'-9' 31 12'-7" 27 12'-10' 27 B'-6' 46 11'-0' 40 11'-3" 400'-T 4 10'-10" 4589140.2 9'-9' 31 12'-T 27 17-10' 27 8'-6' 46 11 -0' 4011'-3" 40 8" 59 9'-10" 5969
150 9'-3' 36 11'-11' 32 12'-Y 32 8'-2' S2 10'-6' 46 10'-9" 469'-3- 68 9'-5' 168 1 3'-1' 11021
Table 7.1.5 Allowable Spans and Design/Applied Loads* (#ISF)
for Industry Standard Cleated Panels for Various Loads
Note: Total roof panel width =room width +wall width + overhang. *Design or applied load based on the affective area of the panel Note: Total roof panel width =room width +wall width + overhang. 'Design or applied load based on the affective area of the panel Note: Total roof panel width =room width +wait width + overhang. *Design or applied bad based on the affective area of the panel
Table 7.1.2 Allowable Spans and Design /Applied Loads* (#ISF)
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the effective area of the panel.
Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads ,
Wind
Open Structures
Mono -Slopeded Roof
Screen Rooms
8 Attached Covera
Glasa &odular Rooms
EnMclosed OverhangCantilever
Zon• 182 3 4 182 3 4 182 3 4 All
MPH s a n ad* spaaMoacr s aMoad• s annoad' s aMoad' s aMoad- s aMoad' s annoad' spaannoad' Roots
100 16-T 1 2 -0' 13 20'-11' 13 13S 17*:2 20 18'-0' 20 12' -it' 23 1 -10' 2 1 -2 4' 45
110 t -d 14 2 -Y 14 2 - 1 13 1 -5 2 17'-9 21 1 -3 7 1 -it 21 16-4 27 6-0' S5
120 15'-3' 17 18'-10' 17 19'-3' 17 1Tfi' 25 16'-5' 25 16'-9' 25 11'-5' 39 15-1 32 15'-5'
t>a tn-n• n ta•.a• t> ta•nr n tr-b- >a ts.r >e tar.• >s tr_r 41 t3•.t T' 32 tc.> ne es co
Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area of the pane
Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
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08-12-2010 OF 12 0
MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
V A-
m
48" L
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2" = V-0" Lawrence E. Bennett & L/180
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (ff/S
uetr."Sraterrfda"Pro
3" x 48" x O.D24" Panels Aluminum Allo 3105 H-14 or H-25 1.0 EPS Core DensityFoa
Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
span/load'
3
s anlload'
4
s anlload'
1&2
span/]] ad*
res i a71'R'Boms-8
4
span/load'
Glass Modular Rooms Enclosed Overhang
1&2
s aMoad's
3
an/load'
4
s an/load'
1&2
s an/load'
3
s aMoacr
4
s an/load'
1&2
s an/load'
3
s an/load'
4
s anlload
Cantilever
18'-10' 13 21'-1" 13 2G-5" 13 15'-1' 20 16'-10" 20 16'-3" 20 12'-11' 27 15'-8" 23 15'-2' 23 4-0- 45
18'4" 14P130 20'-6' 14- 19-10" 14- 1 " 25 16'-5" -21 15'-11" 21 11'-11' 32' 13'-4-' 32 12'-10' 32- 0-0'- 55
16'-7" 17 18-T 17 17'-11° 17 24 30 15'-Y. 25 13'-3" 30 10'-9" 39' 12-1 39 11'-8" 39 4-0- 6516'-2' 17 18-1 1717'-5° 17 12'-0" 32 13'-5" 32 12'-11" 32 10'-7- 41 11-10 4111'-5' 41 4-0' 69
15'-3' 20 17'-1" 20 i6'-0' 20 11'-5' 35 12'-9" 35 12'-4- 35 W-5-
18'-0' 23
45 10'-10" 45 -3-10` 77
12'-11` 27 15'-11' 23 15'4' 23 10'-8' 40 11'-11" 40 11'-6" 40 9'-5'
16'-8" 23
45 10'-10' 45 3'-T 89
12'-11- 27 15'-11' 23 15'-4". 23. 10'-8' 40 1P-11" 40 11'-6' 40 8'-9" EM 53 9'-0" 59 T-7- 89
150 12'-0' 32 13'-5" 32 12'-11' 32 9'4' 52 11'-1' 46 10'-9" 46 8'-2"
4" x 48" x 0.024' Panels Aluminum Allo 3105 H-14 or H-25 1.0 EPS Core
68 8'-10° 68 3'4' 102
Wind. Oen Structures Mono-Sloped.Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang
Zone
MPH
1&2
span/load'
3
s anlload'
4
s anlload'
1&2
span/]] ad*
3
load'
4
s anlload'
182
span/load'
3
s aMoad'
4
span/load'
Cantilever
100 22'-2- 13 24'-9" 13 23'-11' 13 1T-8' 2020 19'-1" 20 16'-6- 23 18'-5- 23 17'40' 23 4'-0'. 45.
110 21'-6' 14 24'-1'.. 14 23'-3° 14 1T-3' 2121
J
18'-8" 21 15'-3' 27 17'-0' 27 16'-5' 27 4'-0' 55
120 19'-6' .17 24'-9' 17.,:21' -OS.. 17 -15'-10'.:25-.
Z
J O
25 11"-1':45
Q ~
12'-8' 39, 15'-7..m 32, 15'-1'. •. 32: 4:r0..: 65'.
123 18'-11" 17 21'-2° 17 20'-6' 17 15'-5' 2626F7-3
C O
16'-8° 26 12'-5' 41 15'-2" 34 13'-4' 41 4'-0- 69
130 1T -N" 20 20'-0" 20 19'4`' 20 13'4' 35
zW
29 15'-10" 29 1V-9" 45 13'-2" 45 12'-9' 45 4'-0- 77
140-1 16'-8'23 18'-8' 23 18'-0' 23 12'-6' 40 34 13'-6' - 40 i t'-9' 45 13'-2' 45 12'-9' 45 4'-0' 89
140-2 16'-8" 23 18'-8" 23 18'-0' 23 12'-6- 40 34 13'-6" 40 10'-10" 53 12'-2" 53 11'9` 53 4'-0' 8915015'-8' 26 11"-6" 26 16'-11" 26 11'-8` 46 46 12'-7" 46 9'-7" 68 11'-5' 60 11'-0' 60 3'-11' 102.
4" x 48" x 0.024' Panels Aluminum Allo 3105 H-14 or H-25 1.0 EPS Core Densi Foam
N
J M D_' OZ
Wind Open Structures Mono -Slopeded Roo( Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang
W
1&2
spa - d'
3
s an/load'
4
s an/load'
1&2
S anlload'
3
span/load'
4
s aMoad'
1&2
s aMoad'
3
s anlload'
4
s anlload•
Cantilever
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8' 13 23'-2' 13 22'4' 13 16'-6' 20 18'-0' 20. 1T-10- 20 15'-5" 23 17'-3" 23 16'-8" 23 4-0- 45
1" 14 22'-6' 14 21'-9" 14 16'-2' 21 18'-0' 21 17'-5° 21 13'-1", 32 15'-11' 27 15'4' 27 4'-0' 55
2" 17 20'-4" 17 19'-8' 17 13'-6" 30 16'-6° 25 15'-11' 25 11'-10' 39 13'-3" 39 12'-9' 39 4'-0' 65
C10020'-8"
9' 17 19'-10' 17 19'-2° 17 13'-2' 32 16'-2'. 26 15'-7" 26- 11'-7' 41 12'-11' 41 12'-6- 41 4'-0' 69
9- 20 18'-9' 20 18'-1" 20 12'-6' 3529
08-12-2010 OF
13'-6" 35 11'-0' 45 12'4' 45 11'-11" 45 4'-0"- 77
7" 23 17'-5" 23 16'-10' 23 11'-8' 40 13•-1" an .1r -a• 4n 11'-0" 45 12'4"... 45 11'-11' 45 3•-11" 89
7" 23 17'-5° 23 16'-10' 23. 11'-8' 40 13'-1' 40 12'-8" 40 9'-7" 59 11'4' 53 10'-11" 53 T 11' 8'-
2'. 32 16'4' 26 15'-10° 26 10'-11' 46 12'-2' 46 11'-9° 46 8'-11' 68 10'-8- 60 10'-4' 60 3'S° 102
4"x48" x 0.030" Panels Aluminum Allo 3105 H-14 or H-251.0 EPS Core Densi Foam
Wind O eOStructures MonoSlo ed Roof Screen Rooms 8 Attached Covers Glass 8 Modular Rooms Enclosed Overhang
Zone
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100 23'-10' 13 26'-8" 13 25'-9- 13 19'-1° 2020 20'-7' 20 11"-9'. 23' 19'-10" 23 19'-2" 23 4-0' 45
110 23'-2' 14 25'-11" 14 25-1' 14 18'-T 2121 20'-1' 21 16'-5' 27 18'-4' 27 11"-9': 27 4'-0' S512020'-1" 17 23'-5' 17 22'-8" 17 17'-0" 2525 18'-5' 25 15'-1" 32 16'-10- 32 16'-3' 32 4'0' 6512320'-5' 17 22'-10" 17 22'-1' 17 16'-8' 2626 1T4l 26 13'4" 41 16'-5' 34 15'-10' 34 4'-0' 69
130 19'4" 20 21'-7" 20' 20'-10' 20 15'-10' 2929 1T-1" 29 12'-8` 45 15'-5" 38 13'-9" 45' 4'-0° 77
140-1 17'-11' 23 20'-1° 23 19'-5' 23 13'-6" 4034 15'-9' 34 12'-8' 45 15'-5' 38 13'-9' 45 4-0' 8140-2 1T-11" 23 20'-1' 23 19'-5' 23 13'E° 40 34 15'-9" 34 11'S" 53 13'-1' 53 12'-8' 53 4'-0' 8915016'-10' 26 18'-10' 26 18'-3' 28 12'-T 46 39 13'-T 46 10'-11" 60 12'4"• 60 11'-11' 60 4'-0' 11021
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads' (#ISF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel.
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ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2" = V-0" Lawrence E. Bennett & L/180
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads' (#ISF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
Note: Total roof panel width =room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary. Products: Statewide Product Approval #FL1049
Note: Total roof panel width = room width + wall width + overhang. 'Design or applied load based on the affective area of the panel
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2.00" 6005 - T5
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SCALE 2" = 1'-0"
2" x 10" X 0.092" x 0.187"
Ix=3.688in. ' SELF MATING SECTION
0.050" Sx = 1.475 in? SCALE 2" 1'-0"
2.00" 6005 - T5 2.00"
0.060 o A = 0.768 in'
Ix = 0.530 in'
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STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
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6005 - T5 .
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SELF MATING SECTION
3.00"
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STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
A = 0.552 in.' TOP AND BOTTOM OF EACH BEAM
2.00"
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6005 - T5
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3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
2.02"
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A = 2.398 in..
Ix = 27.223 in'
Sx = 6.050 in'
A = 1.277 in.' 6005 - T5
0.060" Ix = 8.873 in. '
Sx = 2.534 in'
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.153"
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C. SELF MATING SECTION
TOP AND BOTTOM OF EACH BEAM
SCALE 2" = 1'-0"
2" x 7" x 0.060" x 0.120"
SELF MATING SECTION
SCALE 2" = 1'-0"
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