HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY: �- -
Date: �_ , J/ IFee Due: MT —Receipt# Permit # a-2- v
' 011
PLANNING & DEVELOPMENT SERVICES
O r`A BUILDING & CODE REGULATION DIVISION
.' 2300 Virginia Avenue SCANNED
Ft. Pierce, FL 34982-5652
B Y
772462-1553
St. Lucie Coun
t/
APPLICATION FOR ALUMINUM STRUCTURES PERMIT
ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED
PROJECT INFORMATION
1. LOCATION/SITE ADDRESS: 4 La Villa Way (Bourbonnais)
LL
2. PROJECTNAME: Lsase CCV
oldaM Mates Estates SITE PLAN NAME:
3. PROPERTY TAX ID#: 1301-500-0611-000/8
4. LEGAL DESCRIPTION (attach extra sheets if necessary): SLCCV Leasehold Estates OR 2389-639
5. PLAT BK PAGE BLOCK LOT
6.. PARCEL SIZE: ACRES/SQ FT. LOT DMNSIONS 51. 0 5 ' X 110.10 '
7. SETBACKS (ACTUAL) FRONT 3 4 BACK: 101RIGHT SIDE: 101LEFT SIDE: 12 '
8. TYPE OF_ STRUC.T.URE.(CHECK.ALL APPROPRIATE BOXES FOR EACH AND EVERY TYPE OF STRUCTURE)
**`Infill under extisti.n. truss r
N = New
SG = Slab on Grade
SQUARE FEET OF
TYPE OF CONSTRUCTION
A = Addition
SR = Raised Slab
DIMENSIONS
CONSTRUCTION
R = Rebuild
WD = Wood Deck
SCREEN ROOM
N
S ❑ NEW Rk EXISTING
10 ' X 2 0'
200
❑ CARPORT/PATIO ROOF
❑ NEW ❑ EXISTING
X
❑ HABITABLE GLASS ROOM
❑ NEW ❑ EXISTING
X
❑ CAT 1, 2 OR 3.SUNROOM
❑ NEW ❑ EXISTING
X
❑ ALUMINUM COMP. SHED
❑ NEW ❑ EXISTING
X
❑ POOL ENCLOSURE
❑ NEW ❑ EXISTING
X
❑ M H ROOF OVER
❑ NEW ❑ EXISTING_
X
❑ ROOF SYSTEM OVER
❑ NEW ❑ EXISTING
X
EXISTING ACCESSORY STRUCTURE
❑ OTHER-
❑ NEW ❑ EXISTING
X
❑ ALUM POOL FENCE
Linear feet
TOTAL SQUARE FOOTAGE OF CONSTRUCTION
200
9. VALUE OF CONSTRUCTION: $ 2 4 5 0.0 0
The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to
question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with
similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted
PRIOR TO FIRST INSPECTION.
SLCCDV Form No.: 001-02 Rev 04/2612010
OWNER INFORMATION
NAME: Mr. & Mrs Rejean Bourbonnaise
ADDRESS: 4 La Villa Way
CITY: Fort Pierce STATE: FL ZIP 34951
PHONE (DAYTIME): ( ) 4 6 5- 2 8 7 4 EMAIL:
FILL IN NAME AND ADDRESS BELOW IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM
THE OWNER LISTED ABOVE:
FEE SIMPLE TITLEHOLDER:
ADDRESS:
CITY: STATE: ZIP
PHONE (DAYTIME): (�
CONTRACTOR INFORMATION
STATE OF FLORIDA REG./CERT #: S C C 131.15 0 5 8 6 ST. LUCIE COUNTY CERT #: 2 5 5 8 4
BUSINESS NAME: Master Craft Aluminum Products
QUALIFIER'S NAME: Jeff Jackman
ADDRESS: 1634 SE Niemeyer Circle
CITY: Port St. Lucie STATE: FL ZIP 34952
PHONE(DAYT1TvIE): 335-1177 FAXNO. 335-0860 email: mastercraftalum
obellsouth.net
ARCHITECT/ENGINEER: Lawrence Bennett PE
ADDRESS: 315 Herbert Street
CITY: Port Orange STATE: FL ZIP 32129
PHONE (DAYTIME): ( 3 8 7 6 7- 4 7 7 4
NOTE: IF APPLICABLE, SUBCONTRACTOR AGREEMENTS MUST BE ATTACHED TO APPLICATION FOR ROOFING, ELECTRIC, PLUMBING,
AND HVAC
ZONING REQUIREMENTS
All such structures will be subject to the requirements of the ST. LUCIE COUNTY LAND DEVELOPMENT CODE.
❑ 2 scaled plot plans showing lot size, dimensions of existing host structure, and proposed aluminum addition. All setbacks
including front, side, rear and distance between adjacent property structures in MH Parks shall be indicated on the plot plan.
❑ 2 sets of color photos for all storm damaged areas to be reconstructed. One picture must include house address number for
inspection verification. ( not required for construction unrelated to storms)
OFFICE USE ONLY
SECTION
TOWNSHIP
RANGE
MAP NO.
Additional
ZONING
LAND USE
LOT CVG %
Permits
Required
REPORT
BIMS FEE
Is
MISC FEES
TOTAL FEES
CODE
BUILDING & ZONING REVIEW
FRONT
PLANS
VALUE OF CONSTRUCTION
REVIEW
COUNTER
ZONING
SUPERVISOR
EXAMINER
VEGETATION
USING ICC TABLE
DATE
COMPLETE
TNTTTAT .S
PLAN RV _ [EW SPECIFICATION
PLEASE PROVIDE ONE OF THE FOLLOWING:
Ff 2 Sets of Detailed Plans: Dated, Signed & Sealed by an Engineer or Architect holding a Florida State professional license.
❑ 2 Sets of Detailed Plans: Designed in accordance with the AAF Guide to Aluminum Construction in High Wind Areas.
❑ 2 Sets of Detailed Plans: Designed in accordance with any Approved Manual per fs-489.113.
(I) ANY PLANS SUBMITTED WITHOUT COMPLYING WITH THE FOLLOWING SHALL BE RETURNED WITHOUT
APPROVAL. ALL PLANS MUST BE IN INK AND ANY NOTATIONS IN PENCIL WILL NOT BE CONSIDERED A PART OF
A SUBMISSION.
. . All plans must be legible and must be designed in Architect's Scale on pages which are 81/2" x I I" or larger.
• All relevant tables & details, if using a manual, must be properly highlighted and must match design checklists &
drawings.
The plan view must include all dimensions; the location of the host structure and all materials must be sized and
identified thereon.
• All elevations must be shown, including 0 wall detail, dimensions and all material must be sized and identified.
• . All primary and secondary carrier beams, spans, spacing, gauges must be shown [Example: 2" x 8" x .072"].
• All methods of fastening or other details which are relevant to the design must be identified on the Plans.
• All upright column heights, sizes, spacing and gauges must be shown as follows: [Example: 3" x 3" x .050"].
• All chair -rails, roof purlins, girts, channels, knee -bracing, k-bracing, cable bracing or any other required component
must be sized and identified.
• All ridge beams and super gutter or fascia attachments must be identified.
• All roof pans or composite panels, with gauges and spans, must be sized and identified.
• All footing, slab and ISO pier designs must be on the plans, per the Architect / Engineer's plans & specifications.
• All light metal alloys which are utilized shall be designed in conformity with the Florida Building Code of 2007, Chapter
20, including 2006 revisions.
• Barrier railings, if utilized, shall have all materials, fasteners and height specified and shall have self -closing, self -
catching gates with picket spacing.
(II) SITE`CONSTRUCTED SHEDS, HAVING ANYALUMINUM COMPONENT, SHALL MEET ALL OF THE ABOVE
REQUIREMENTS AND THE FOLLOWING ADDITIONAL ITEMS:
(A) 2 copies of the current product approval [i.e. N.O.A. or State of Florida approval] with the proposed "opening" or cladding
component highlighted and with fasteners and design pressures, per FBC 1714, clearly identified.
(B) 2 electric schematics, in accordance with the N.E.C., if applicable.
(C) Design pressures, per ASCE-7, identified on the openings of all Plans.
(III) HABITABLE ROOMS/ADDITIONS DESIGNS SHALL MEET ALL OF THE ABOVE REQUIREMENTS, EXCEPT AAMA
SPECIFICATIONS, AND CHAPTER 13 OF THE FLORIDA BUILDING CODE.
(IV) SUNROOMS (as defined in R202 and FBC 2002.6) MAY BE CONSTRUCTED, SO LONG AS THEY MEET ALL OF THE
ABOVE REQUIREMENTS AND MUST BE IN STRICT COMPLIANCE WITH AAMA/NPEA/NSA2100.02 AND MEET THE
FOLLOWING ADDITIONAL ITEMS:
(1) The designer or engineer will state on all Plans, which Category of Design P.1.2] will be used, inclusive of the definition.
(2) If designing a Category 4 or Category 5 structure, as defined in the current Edition of 3.1.2.4 and 3.1.2.5, proper energy
calculations and long form equipment sizing calculations shall be required, pursuant to Chapter 13 of the current State of
Florida Building Code.
(V) MOBILE HOMES (FAC 15C-2.0081- FAC 15C-2.0072): ALL STRUCTURES ADJACENT TO OR NEW ROOF SYSTEMS
(Pan or Composite) OVER EXISTING ADJACENT STRUCTURES TO A MOBILE HOME SHALL REQUIRE:
(a) A 0 wall or a current, signed original manufacturer's attachment approval letter which includes the model number, serial
number and current owner's name and street address.
(b) That the complete guide to H.U.D. specifications be strictly adhered to.
(c) A Certified Florida Engineer may design the manner of attachment of the proposed structure to the host house but shall
assume full responsibility for both structures' integrity by site specific documentation.
CERTIFICATION: •
This application is hereby made in order to obtain a 'permit to do the work and installations as indicated, and to obtain a
certificate of capacity, if applicable, for the permitted work.
NOTICE TO OWNER: FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO
OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE TO APPLICANT: IN THE EVENT IT IS NOT YOUR RIGHT TITLE. OR INTEREST THAT IS SUBJECT TO
ATTACHMENT, THE APPLICANT DOES HEREBY MAKE A GOOD FAITH PROMISE TO
DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE
PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT, AND DOES SO AS A
CONDITION PRECEDENT TO THIS PERMIT
1. If utilizing the AAF Guide to Aluminum Construction in High Wind Zones, I the Contractor/Owner Builder hereby certify
that the components being used, fasteners type and fastening pattern meet all the requirements for the designated wind
zones established by the county and take full responsibility for complying with the submitted design of the structure being
permitted.
2. I further certify that all the foregoing information is accurate, that no work or installation has commenced prior to the
issuance of'a permit and that all work shall be performed in compliance with all applicable laws regulating construction and
zoning in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, and HVAC, etc., not
otherwise included with this building permit application.
3. I , the Contractor / Owner Builder, have verified that the existing foundation meets the requirements of the Engineer of
Record 'and is in adequate condition to withstand the uplift and weight of the aluminum structure and said structure will not
exceed the footprint of the structure that was in existence prior to removal by the storms.
\A U
0 CONTRACTOR SIGNATURE
STA F ORIDA
COUNTY OF St. Lucie
The foregoing instrument was acknowledged before me
me this 3 r9ay of February .20 11
by Jeff Jackman ,
who is personally known X to me, or who has
produced
as identification. SHERYL D. m00RE e
i o onn# DD0749247
ih512012
yc Vail ,
Sipature RNotary tih,,,,,;; ��```
otary Assn., Inc
gppp■■■■C■■C■■1u■O■■■■■■■OU61423116251
IMPORTANT NOTICES:
U)Lt���
C OR SIGNATURE
ST OF FLORIDA
COUNTY OF St-- T.0 c i t-
The foregoing instrument was acknowledged before me
me this 3rddayof February 2011
by Jeff Jackman
who is personally known X to me, or who has
produced
as identification. s ou��ljj"ugrysev timoN eaMA
L 1 • 41•U��YL�� astatl5%�� `
Signafiire ofNo 3BO�W •D '1Jk�13HS
ie■euuuuuuu■■uu■■■■e■■m■qu■■u■n
0 TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS
BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR, IN THE OFFICE
LISTED ON THE FRONT OF THE APPLICATION, TO SIGN THIS APPLICATION & THE OWNER/BLDR
AFFIDAVIT.
0 ALL SIGNATURES ON APPLICATION SUBMITTED SHALL BE ORIGINAL, SIGNED IN INK. COPIES, FAXES, OR
STAMPED REPRODUCTIONS ARE PROHIBITED.
• WHEN A PERMIT IS AVAILIBLE FOR ISSUANCE BUT IS. NOT PICKED UP WITHIN THIRTY (30) DAYS AFTER
NOTIFICATION OF AVAILIBILITY, IT WILL BE VOIDED. IF THE APPLICATION IS RESUBMITTED, AN
ADDITIONAL FEE WILL BE CHARGED.
Property Appraiser - St.Lucie County, FL
_ Page 1 of 1
PROPERTY RECORD CARD
Rejean Bourbonnais Record: 1 of 1 <<Prev Next» Spec.Assmnt Taxes Exemptions Permits Home Print
Property Identification
�\UCIEC0
Site Address: 4 LA VILLA WAY
ParcellD: 1301-500-0611-000-8
Sec/Town/Range: 01:34S:39E
Account #: 175547
Map ID: 13/01N
Land Use: SF Res
City/Cnty: St Lucie County
Zoning: PUD
Ownership and Mailing
Legal Description
Owner: Rejean Bourbonnais Francoise Bourbonnais SPANISH LAKES COUNTRY CLUB VILLAGE LEASEHOLD ESTATES
Address: 4 La Villa Way
(OR 2389-639) THAT PART OF SEC AS SHOWN IN OR 2
Fort Pierce FL 34951
More...
Sales Information
Assessment 2010 Final Total Land and Building
Date Price Code Deed
Book/Page 2010 Final: Land Value: Acres: 0.12
7/15/2010 0116 LE
3219 / 0920 Assessed: Building Value:
1/1/1980 950000 00 CV
0324 / 2491 Ag.Credit: Finished Area: 1403 SgFt
Exempt:
Taxable:
Taxes:
BUILDING INFORMATION
X;
r'a� •
Exterior Features
View: -
RoofCover:
TN - Metal
RoofStruct:
HP - Hip
ExtType: HC+ -HC+
YearBlt:
2010
Frame:
Grade: C+- C+
EffYrBlt:
2010
PrimeWall:
BS - CB Stucco
StoryHght: 0010 - 1 Story
No.Units:
1
SecWall:
-
Interior Features
BedRooms: 2
Electric:
MX - MAXIMUM
PrmintWall:
DW - Drywall
FullBath: 2
HeatType:
FHA - FrcdHotAir
AvgHt/FI:
1/2Bath: 0
HeatFuel:
ELEC - Electric
Prm.Flors:
CU - Carpet
%A/C: 100
%Heated:
100
%Sprinkled:
0
Special Features and Yard Items
Land Information
Type Y/S Qty. Units Qual.
Cond. YrBlt.
No. Land Use
Type
Measure Depth
1 0100-SF Res
N -Site
1
THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND
IS NOT WARRANTED.
http://www.pasle.org/prc.asp?prclid=130150006110008
2/9/2011
DESCRIPTION:
SURVEYORS NQILb:
k1�� {{ 9 1. UNLESS OTHEIIEISE NOTED 01LY PLATTED EASEMENTS ARE
BE1N0 ALL OF 4 VILLA 11PIY, CF THE
UNREORDED PLAT OF COUNM CLUB
COUNTY.
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SWN HMON.
2 NO LR�MW UTILITIES OR IMPROVELENT5 14ERE
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VILLAGE.- OF ST. LUCIE
FLORIDA.
LWATED UNLESS
3. THIS SITE LIES YIITHIN FL= WE 'X"ACCORDING TO
PANEL NO.:
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" 12lllmO7O F. EFFECiIVE DATE NAY 4. 1909.
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R RAOIIS'O CURVE
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9 5, gWINGS SHOIIDI HEREON ARE REFERANCID To THE.
CENTERLINE OF LA VILLA YAY HIVING AN ASSUMED
L = LENGTH OF CURVE
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KmING OF EAST, ACCORDING TO THE UNRECORDED PLAT
CLUB VILLAGE. CF ST. LUCIE COUNT,
A = DELTA OF CURVE
OF CDUffu
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VALID WITHOUT TIE SIGNATURE AVD ORIGINAL RAISED
6. NOT
SEAL OF A FLORIDA .L15CENsED.SURYEYOR AM MAPPER.
IS A SPECIFIC
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Site Address: 4 La Villa Way, Spanish Lakes Country Club
Design Criteria: Screen Room: 130 MPH Exposure B
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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 purlin details.
SHEET 5: Beam connection detals.
SHEET 6: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Altemate 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 B-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 footing 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 10C: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap 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 10F: 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 state 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 Contractors 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, shalt 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.
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: Jt"4\ )(.tCtV{fl
CONTRACTOR LICENSE NUMBER: <4�L v',I I S o<S (o
COURSE # 0002299 ATTENDANCE DATE: f 09
CONTRACTOR SIGNATURE:
SUPPLIER:
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 (d 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 properly installed (d required) . . . . . . . . . . . . . . . .
. . 11
g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . .
.
3. Check load bearing uprights / walls to deck for.
Yes
a. Angle bracket size & thickness . . . . . . . . . . . . . .
.
b. Correct number, size & spacing of fasteners to upright . . . . .
. G
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
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 G
c. Header attachment to host structure or beam . . . . . . . . . . . . . . .
.
d. Roof panel attachment to receiver or host structure
. yc
e. If angle brackets are used for framing connections, check number, size & thickness
of fasteners: . . . . . . . . . . . . . . . . . . . . .
.
f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . . . . .
.
5. Check roof panel system for.
Yew
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . .
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . ...
.
c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . .
.
d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . . . .
�L
.
Notes:
No
No
No
No
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 indentification 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
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION
DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984.
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2007 EDITION M 2009 SUPPLEMENTS.
JOB NAME:
ADDRESS:
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DRAWING FOR ONE PERMIT ONLY 08-12-2010 1 Or
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_ 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
'B' or or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; 120
MPH or I PH for 3 second wind gust velocity load; Basic Wind Pressure2C • Design Pressures
for Screen / Vinyl Rooms can be found on pa a 3A-ii:
a. "B" exposure = PSF for Roofs 8_LD PSF for Walls
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:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
t ►eW Phone:
Co\ntr`ac1to`r / Authorized Rep' Name (please print)
Date: (I
C n t uthorized P1Rep*
i( Signature 1
ltr`61'1G�(�l tS 1 �I G WL-�
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Y7S No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . /�
B. Site plan or survey with enclosure location . . . . .. . . . . . . . . . . . . . 7 _
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 girls size, length, & spacing . .. . . . . . . . . . . . . . -
(Select chair rails from appropriate 3A.2 series tables)
6. Knee braces length, location, & size . . . . . . .. . . . . . . . . . . . . .
(Check Table 3A.3 for knee brace size)
A. 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 / 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)=
EXPOSURE MULTIPLIER
(see this page 3)
Yesy No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . . .
. . . .
D. Connection details to be used such as:
1. Beam to upright
2. .............
3. Beam to wall . . . . . . . . . . . . . . .. .. . . . . . . . . . .
. . .
4. Beam to beam . . . . . . . . . . . . . . . . .. . . . . . . . . .
. . . .
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . .
6_ Extruded gutter connection . . . . . . . . . . .. . . . . . . . . .
. . . . .
U-clip, angles and/or sole plate to deck . . .. ... . . . . . . . . .
. . .
E.
Z
Foundation detail type & size . . . . . . . . .. ...
• Must have attended Engineer's Continuing Education Class within the past two years.
"Appropriate multiplier from page 1.
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 Willy sheds carports, attached.
pp y p rts, and / or other structures to be
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' withan 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 maybe 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. Ail specified anchors are based on an enclosed building with a 16' projection and a Z 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 1, 11, & 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 304 or
316; Ceramic coated, 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 20.09 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, 1= 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 internal
pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a
load width of 10' and 16' projection 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"
Basic
Wind
Pressure
Screen Room
& Vinyl Rooms
Over Hang
All Roofs
Roof
Walls
100 MPH
13.0
10.0
12.0
46.8
110 MPH
14.0
11.0
13.0
47.1
120 MPH
17.0
13.0
15.0
48.3
123 MPH
18.0
13.3
15.9
50.8
130 MPH
2O.0
15.0
18.0
56.6
1404 MPH
23.0
1 17.0
21.1
65.7
140-2 MPH
23.0
1 17.0
21.1
65.7
ISOMPH
26.0
1 20.0
24.0
75A
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. Exnosure'R"
Roof
Walls
Wind Zone
MPH
Applied Load
(#ISF)
Deflection
(d)
Bending
(b)
Applied Load
#ISF
Deflection
(d)
Bending
(b)
100
10.0
1.09
1.14
12.0
1.08
1.12
110
11.0
1.06
1.09
13.0
1.05
1.07
120
13.0
1.00
1.00
15.0
1.00
1.00
123
13.3
0.99
0.99
15.9
0.98
0.97
130
15.0
0.95
0.93
18.0
0.94
0.91
140-1&2
17.0
0.91
0.87
21.0
0.89
0.85
150
20.0
0.87
0.81
1 24.0
0.85
1 0.79
Table 3A-13 Conversion Factors
for Over Hangs
From exoosu. "R" to e a "t:"
Wind Zone
MPH
Applied Load
(#IS
Deflection
(d)
-Bending
(b
100
46.8
1.01
1 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"
Exees "B" to "C" I FYnns„re "R" tn'•n"
Mean Roof
Height'
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending
Deflection
Bending
Deflection
0 -15'
1.21
0.91
0.94
1.47
0.83
0.88
15'-20'
1.29
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
0.95
0.89
1.66
0.78
0.85
- use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
- -- -- -----
-•- ---
-•-
QUADRANTI
! 600• EXPOSURE]
I _
I I
I _ _ 609
QUADRANT IV
10
EXPOSUREtoo ,4ioo• !
QUADRANTII
40'
I foo' EXPOSURE Q i
I
I I
QUADRANTIll
I I
EXPOSURE 600•
I I
L-.--•--•--•--•--•--•----
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS 'B', 'C', OR D.
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other
Irregularities, having heights generally less than 30 feet extending more than 1,500 feet
from the building site in any quadrant.
1. Any building located within Exposure B-type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure C-type terrain that extends more
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 yea
site will be 'b'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr�
than 1,50Dfeet.
4. Open terrain for more than 1,500 feet in any quadrant.
SITE IS EXPOSURE: /�__ EVALUATED -BY: �P1= ��uiLl�ynF". DATE:
1 I 1. A
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SIGNATURE:
08-12-2010 1 OF 12
r0
INTERIOR BE
(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
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. 3-1/2" 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/T @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
(SEE TABLES) LV
O.H. U
SOLID ROOF X
wU)
NO MAXIMUM m
(ELEVATION SLAB OR GRADE) P = PROJECT ION FROM BLDG.
X/Aw R vealGc LW = LOAD WIDTH
�o� vnoloc
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:
1100-1231 130 1 140 1 150
#8 1 #10 1 #12 1 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" = V-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
VITH 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'-8"
140 1 &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
0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH
SIDE AND MIN. (4) #10 x 1/2"
POST AT 24' O.C. MAX. OR
S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX.
1"x 2" x 0.032" MIN. OPEN BACK
MIN. 3-112' SLAB 2500 PSI
�—
EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
c •°
1-1/8" MIN. IN CONCRETE
(ALTERNATE WOOD DECK: 2"
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'-T
ALTERNATE CONNECTION
DETAIL 1" x 2" WITH
.(3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
(2) #10 x 1 1/2" S. M. S. INTO
SCREW BOSS
ANCHOR-r- 2" PLATF-TO-
CONCRETE SN/ XT2°ll2_
'CONCRETE ANCH. ORS WIT(iIN
6�0FEACH'-SIDE OF'E4CH
POST A_ND 2 -6.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
BEAM/HEADER
ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
SCREW SYSTEMS
MIN. (3) #10 x 1 1/2" S.M.S.
INTO SCREW BOSS
1" x 2" EXTRUSION
15FAMINiII\AI\11154160[oT1q
ALT.ERNA-T_E_HOLLO,WiU BRIG HTFrTiOeBASE;AN0.z,.
. =FOLLOW UPRIGHT T6�BEAM-DETATC—
SCALE. 2 -1'-D - - —.�
HEADER BEAM
ANCHOR 1" x 2" CHANNEL TO
CONCRETE WITH
(4) #10 x 1/2" S.M.S. EACH_SIDE
1/4" x 2-1/4"CONCRETE
®®
OF POST
ANCHORS WITHIN 6" OF EACH
H-BAR OR GUSSET PLATE
SIDE OF EACH POST AT 24"
O.C. MAX. OR THROUGH
2" x 2" OR 2" x 3" OR T S.M.B.
ANGLE AT 24" O.C. MAX.
POST
MIN. (4) #10 x 1/2" S.M.S. @
MIN. 3-112" SLAB 2500 PSI
EACH POST
CONC. 6x6-10x10 W.W.M. OR
FIBER MESH
1" x 2" EXTRUSION
VAPOR BARRIER UNDER
1-1/8"MIN. IN CONCRETE
CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2" = V-0"
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/FASTENER
(PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-112" 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 COMPOSITE ROOF PANELS:
#8 x 9/16" TEK SCREWS BOTH (4)1/4" x 4" LAG BOLTS W/
SIDES 1-1/4" FENDER WASHERS PER
4'-0" PANEL ACROSS THE
1" x 2-1/8" x 1" U-CHANNEL OR FRONT AND 24" O.C. ALONG
RECEIVING CHANNEL SIDES
CONCRETEANCHOR
(PER TABLE)
1-1/8" MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2" = l'-0"
� e
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
#8 x 9/16" TEK SCREWS BOTH
SIDES
1" x 2-1/8" x l" U-CHANNEL OR
fRECEIVING CHANNEL
CONCRETEANCHOR
(PER TABLE)
1-118" MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2" = T-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
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.
ALTERNATE CONNECTION:
'2) #10 x 1-1/T S.M.S.
"HROUGH SPLINE GROOVES
i1DE WALL HEADER
1TACHED TO 1"x 2" OPEN
IACK W/ MIN. (2) #10 x 1-112"
;.M.S.
2" x 2" OR 2" x 3" HOLLOW
GIRT AND KICK PLATE 2" x 2"
HOLLOW RAIL
POST ATTACHED TO BOTTOM
W/ MIN. (3) #10 x 1-1/2"
S.M.S. IN SCREW BOSSES
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.
TYPICAL UPRIGHT DETAIL
SCALE: 2" = V-0"
IDE WALL GIRT ATTACHED TO r
'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
DST AND 24" O.C. MAX. AND
JALLS MIN. 1" FROM EDGE OF
ONCRETE
TYPICAL & ALTERNATE CORNER DETAIL
SCALE: 2" = 1'-0"
SNAP OR SELF MATING BEAM
ONLY
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"x2",2"x3"OR3"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
l" x 2" OPEN BACK BOTTOM
RAIL
1/4" x 2-1/4" MASONRY
ANCHOR @ 6" FROM EACH
POST AND 24" O.C. (MAX.)
SCREW BOSSES
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SNAP OR SELF MATING BEAM p
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SCALE: 2" = V-0"
OFOR WALLS LESS THAN V-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR
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 1-3/4" 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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p0sITE OR
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TYPE)
(PER DETAILS IN SECTION 7 AND 1 OR 3A)
= 6" MAXIMUM
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IF KNEE BRACE LENGTH
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EDGE BEAM TABLES:
EXCEEDS TABLE 1.7 USE
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CANTILEVERED BEAM
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CONNECTION DETAILS
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SCREEN OR SOLID WALL
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POST SELECT PER TABLE 3A.3
(MAY FACE IN OR OUT)
USE 2 x 3 MINIMUM
HOST STRUCTURE ROOFING
2" STRAP - LOCATE @ EACH
POST, (2) 114" x 2" LAG
SCREWS @ 24" O. C. (MAX.)
EACH STRAP
q
(2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
1/4" BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
—
Wl (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2" x 2" x 0.062" ANGLE EACH
®
EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH
I ®
OR SUPER
LEG INTO POST AND INTO
GUTTER MAX. DISTANCE TO
GUTTER (MIN.)
HOST STRUCTURE WALL
'FASCIA AND SUB -FASCIA
36' WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR
SUPER GUTTER / RISER
(OR TRANSOM) WALL
@ FASCIA (WITH
SOLID ROOF)
SCALE: 2" = T-0"
------
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_ W ROOF PANEL
(SEE SECTION 7)
BEAMS MAY BE ANGLED FOR
t-
GABLED FRAMES
_ ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
- FOR NUMBER OF BOLTS AND
_ SIZE OF POST (SEE TABLE
BEAM AND POST SIZES
3A.3)
(SEE TABLES 3A.3)
1" x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
POST NOTCHED TO SUIT
#10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST
TO CARRIER BEAM CONNECTION
SCALE: 2" = T-W
— T — — — — — — — — — —
rn
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j(SEE SECTION 7)
1-3/4"x1-3/4"x0.063"
— — — — ------
RECEIVING CHANNEL THRU
ANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/ THRU
I OE=-
OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
(SEE TABLE 3A.3 FOR NUMBER
O _
FOR NUMBER OF BOLTS AND
OF BOLTS)
SIZE OF POST (SEE TABLE
3A.3)
O -
BEAM AND POST SIZES
1" x 2" MAY BE ATTACHED FOR
(SEE TABLE 3A3)
SCREEN USING (1)
#10 x 1-112" @ 6" FROM TOP
POST NOTCHED TO SUIT
AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = T-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
tEQUIRED
2 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)
WHEN FASTENING 2" x 2"
THROUGH GUSSET PLATE
USE #10 x 2" (3) EACH MIN.
rya
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32
ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW
`0
2" x 6" x 0.050" x 0.120"
. UPRIGHT SHOWN
001- Z>
ya9
tit
1011
STRAP TABLE
vx
BEAM
SIZE
SCREWS
#/SIZE
STRAP
LENGTH
2' x 7'
1 4 #12
2-314'
2" x s°
4 #14
1 11/4°
Yx2:
4 #14
3-1/4'
2°xt
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 7" 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" = 11-0"
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
_
CONNECTED W/ (2) #10 x 1-112"
PRIMARY FRAMING BEAM —�
INTERNALLY
(SEE TABLES 3A.1.1, 2)
®
W
1-1/2" x 1-1/2" x 0.080" ANGLE
®
F Co
EACH SIDE OF CONNECTING
®
o_
BEAM WITH SCREWS AS
o w
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SHOWN
®
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MINI. #8 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
INTERIOR BEAM TABLES:
3A,1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = V-0"
BEAM TO WALL CONNECTION:
(2) 2" x 2" x 0.060"
ANGLE OR RECEIVING
EXTERNALLY MOUNTED
CHANNEL EXTRUSIONS WITH
ANGLES ATTACHED TO WOOD
INTERNAL SCREW BOSSES
\
FRAME WALL W/ MIN. (2) 3/8" x
MAY BE CONNECTED WITH
2" LAG SCREWS PER SIDE OR
(2) #10 x 1-1/2" INTERNALLY
TO CONCRETE W/ (2)1/4" x
®
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
MINIMUM #8 S.M.S. x 3/4"
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at
SIDE FOR EACH INCH OF BEAM
LONG NUMBER REQUIRED
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DEPTH LARGER THAN 3"
EQUAL TO BEAM DEPTH
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ALTERNATE CONNECTION:
IN INCHES
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(1) 1-3/4" x 1-3/4" x 1-014" x 1/8"
®
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
WALL W/ MIN. (3) 3/8" x 2" LAG
INTERIOR BEAM TABLES:
SCREWS OR TO CONCRETE
3k1.3
OR MASONRY WALL W/ (3)1/4"
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" = T-0"
2x2
NOTES:
1TION
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1. Door to be attached to structure with minimum two (2) hinges. w
,
2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. U+.°
s
Cl
3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S.. _'� W_
l
l
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 V U
sl ,
S.M.S. at 12" on center and Within 3" from end of upright. _J
Ul
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TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S. 08-12-2010
OF
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CONCRETE CAP BLOCK OR
ANCHOR ALUMINUM FRAME
BLOCK (OPTIONAL)
TO WALL OR SLAB WITH
1/4" x 2-1/4" MASONRY
(1) #40 BAR CONTINUOUS
ANCHOR WITHIN 6" OF POST
(1) #40 BAR AT CORNERS AND
AND 24" O.C. MAXIMUM
10'-0" O.C. FILL CELLS AND
i (
KNOCK OUT BLOCK TOP
RIBBON OR MONOLITHIC
)
COURSE WITH 2,500 PSI PEA
FOOTING (IF MONOLITHIC_
�4
ROCK CONC. DECK
SLAB IS USED SEE NOTES OF
APPROPRIATE DETAILS)
'�
6 x 6 - 10 x 10 WELDED WIRE
M �c 12- �
MESH (SEE NOTES
8" x 8" x 16" BLOCK WALL
CONCERNING FIBER MESH)
(MAX. 32")
(2) #40 BARS MIN. 2-112" OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114" = V-0"
h'
'IM
I N
'x"
32"
12'
2
10'-0"
4'0"
12"
2
8'-0"
48"
-0"
56"
A24"3
'-0"
60"
'-8"72"
'-4"
ALUMINUM ATTACHMENT
CONCRETE FILLED BLOCK
STEM WALL B" x 8" x 16" C.M.U.
(1) #40 BAR CONTINUOUS
(1) #50 VERT. BAR AT
CORNERSAND
'x' O.C. MAX. FILL CELLS W/
2,500 PSI PEA ROCK
CONCRETE
8" x 12' CONCRETE FOOTING
- WITH (N) #5 BAR CONT.
io yy�c LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-112" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh 9 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: 114" = V-0"
NEW SLAB
12"
414"
EXISTING SLAB
#30 RE -BAR DRILLED AND
EPDXY SET A MIN. 4" INTO
MIN. (1) #30 BAR
I EXISTING SLAB AND A MIN. 4"
44
CONTINUOUS
8" INTO NEW SLAB 6" FROM
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4" = V-G"
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
WASHER (SEE TABLE 4.2) @ 6"
FROM EACH IDE OF T
AND 4""O.C.PERIMETER
1-1/2" (MIN.) 1/4" LAP
PERIMETER DOUBLE
2 x 6 OR 2 x 6 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
THROUGH 1' x 2" AND ROW
LOCK INTO FIRST COURSE OF
—�
BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NOW
STRUCTURAL KNEE WALL
1" WIDE x 0.063" THICK STRAP
@ EACH POST FROM POST TO
FOOTING W/ (2) #10 x 3/4"
S.M.S. STRAP TO POST AND
(1) 114" x 1-3/4" TAPCON TO
SLAB OR FOOTING
ALUMINUM FRAME SCREEN
WALL
ROW LOCK
BRICK KNEEWALL TYPE S
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4" (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
4.< (1) #5 0 BARS W/ 3" COVER
(TYPICAL)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 1/2" = V-0" (2) #5 BAR CONT.
2- MIN. (2) #5 BAR CONT.
r
"a.
12.
TYPE III
STEEP SLOPE FOOTING
> 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 / fouridation 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 9 Mesh, InForcer" e3TM (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 li footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0'
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 3/4" = V-0"
V PER FT. MAX. FOR 3-1/2- (rYP
1` 2'-0' MIN. ALL SLABS)
BEFORE SLOPE I
r �
I--(1) #5 BAR CONT.
to •r- .
r
8.
TYPEI TYPE11
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING
0-2'/ 12" 2" / 12"- V-10"
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
dH
BLOCK KNEE WALL MAY BE
ADDED TO FOOTING (PER 2500 P.S.I. CONCRETE
SPECIFICATIONS PROVIDED y
WITH APPROPRIATE KNEE 6 x 6- 10 x 10 WELDED WIRE S z LL
WALL DETAIL)_ MESH (SEE NOTES p
ALUMINUM UPRIGHT CONCERNING FIBER MESH) S a
2 N
CONNECTION DETAIL
(SEE DETAIL) (2) #50 BARS CONT. W/ 3" z
COVER LAP 25" MIN.
VVV C m
4 -- o- _ 3-1/2" j
5d MIN. ;_ 6 MIN. i Q
16" MIN. ° / 1 \ m
TOTALI- 08
w �\ \/\r \/\ \\��\ 6 MILMISQUEEN VAPOR L o 0
BARRIER IF AREA TO BE m ui
ENCLOSED z a
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MIN. TERMITE TREATMENT OVER 3
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m COMPACTED SOIL OF
UNIFORM 95% RELATIVE z
DENSITY 1500 PSF BEARING Q �_
Notes:
1. All connections to slabs or footings shown in this section may be used with the above footing. Z U)
2. Knee wall details may also be used with this footing. < 2 N
3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 2 0
4. Crack Control Fiber Mesh: Fibermesh 9 Mesh, InForceTM e3- (Formerly Fibennesh MD) per maufacturers Z O F
specification may be used in lieu of wire mesh. ri z
MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA Lu w
fn }
SCALE: 1/2" = V-0" a.
LU of rn
U M N
FLu-
EXISTING FOOTING 8" NEW SLAB W/ FOOTING = a
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EXISTING FOOTING WI EPDXY\//\//�////�/%/%/%/%/%/%/%// fn O
8" EMBEDMENT, 25" MIN. LAP J u.
TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING Q N
SCALE: 1/2" = V-0"
TYP. UPRIGHT (DETERMINE
HEIGHT PER SECTION 3
TABLES)
910 x 1-112" SCREWS (3) MIN..
PER UPRIGHT TOP & BOTTOM
(2) 114" MASONRY ANCHORS
(PER SECTION 9) INTO
CONCRETE
EXISTING WOOD BEAM OR _z
HEADER
W
1/4" x 2" LAG BOLT (2) PER
POST O
0
1"x 2" TOP AND BOTTOM
PLATE SCREW T-0" O.C. m
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EXISTING
ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL
UNDER WOOD FRAME PORCH
SCALE: 2" = V-0"
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X
w
w
z
0
z
w
w
z
z
w
m
12 0
UNIFORM LOAD UNIFORM LOAD TRUFAST SIP HD FASTENER ^ H
O O
"t"+1-1/2" LENGTH (t+1") @
8" O.C.1+1-1/4'
SELF -MATING p z LL
Z Z ¢ BEAM _
A B A B (SIZE VARIES) ®® y Q.
Q
a
N
®® �.� d
SINGLE SPAN CANTILEVER 1 OR SINGLE SPAN !\ o m
UNIFORM LOAD UNIFORM LOAD
ZQ o
m �s
® m °o
SUPER OR O's
oa
EXTRUDED e
A B C A B C D ® GUTTER
za
® go
2 SPAN 3 SPAN JTHRU-BOLT # AND SIZE PER 3 0
r 1g
UNIFORM LOAD
Z L Z Z
A B C D E
4 SPAN
NOTES:
1) Z = Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hallow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
A (ar4" y
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: N.T.S.
SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM
@ 114 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d-.50"
STAGGERED ON EACH * d-.5T -r d-.50" 1" MAX.
SIDE OF SELF MATING BEAM
PLATE TO BE SAME + + + + + +
THICKNESS AS BEAM WEB •75" d-.50" d
PLATE CAN BE INSIDE OR '75'
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX
NOT NUMBER OF SCREWS
HEIGHT 2 x (d - .50") LENGTH
Minimum Distance and
a..".t"" "a sue."..."• r_.."""r m��"
Screw
Size
ds
on.)
Edgeto
Center
2ds n.
Center to
Center
2412ds in.
Beam Size
Thickness
in.
#8
0.16
318
7/16
2" x 7" x 0.055" x 0.120"••
1116 = 0.063
#10
0.19
318
112
2" x 8" x 0.072" x 0.224"
1/8 = 0.125
#12
0.21
7/16
9116
2" x 9" x 0.072" x 0.224"
118 = 0.125
#14 or 114"
0.25
112
518
2" x 9" x 0.082" x 0.306"
1/8 = 0.125
5116"
0.31
5/8
314
2" x 10" x 0.092" x 0.369"
114 = 0.25
• refers to each side of splice
••use for 2"x4"and 2"x6'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: 1" =1'-0"
2" x 2" ANGLE EACH SIDE
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
BEAM SIZE PER TABLE 1.10
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
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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 f#SF (47.1 #ISF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load
Width (ft.)
Max. Span 'Ul(bending'b' or deflection'd')
Load
Width (ft-)
Max. Span'L'I(bending'b' or deflection'd)
1&2 Span
3 Span
4 Span
CaM Cantilever
1&2 Span
3 Span
4 Span
Cantil ver
4
5'-10" d
T-2' d
T-4- d
1'-1" d
4
8'-l' d
9'-11" d
10'-2" d
1'$" d
5
5'-5' d
T-8' d
6'-9' d
0'-11' d
5
7'-F d
9'-3' d
9'-5" d
1'-4' d
0'-11' d
6
7'-1' d
8'-8' d
8'-1 V d
1'-3" d
7
4'-10" d
5'-11- d
6'-1- d-0'-11-
d
7
6$'' d
8'-3' d
8'-5" d
1'-3' d
8
4W" d
5'$" d
5'-10" d
0'-10' d
8
6'-5' d
7'-11" d
6'-1" d
1'-2' d
9
4'-5- d
5'$' d
5'-7 d
0'-10' d
9
6'-2' d
7W* d
T-9" d
1'-1' d
10
4'-3' d
5'-3' d
5'-5' d
0%9' d
10
5'-11" d
7'-0' d
T$" d
1'-1- d
11
4'-2" d
5'-l' d
S-3' d
0'-9' d
11
5-9' d
T-1' d
T-3" bI
1'-1' d
12
4'-0' d
4'-11- Cl
5'-1- d
0'-9' d
12
5'-7- d
6'-11" d
I 6'-11" b
1 1'-0' d
2" x 3" x 0.060"
Hollow
2" x 4" x 0.050"
Hollow
Load
Width (R)
Max. Span
'L'1(bending
W or deflection'd')
Load
Width (fL)
Max. Span VI(bending W or deflection'd)
182 Span
3 Span
4 Span
Cantilever
1&2 Span
3 Span
4 Span
Canti ever
4
8'-11" d
11'-1' d
11'-3" d
V-8" d
4
10'-6' d
13'-0- d
13'-3" d
1'-11' d
5
W-4" d
10'-3' d
10'$" d
V-6' d
5
9'-9" d
17-1' d
12'4' d
1'-9' d
6
7'-10' d
9'$" d
9'-10' d
1'5' d
6
9'-2' d
11'4' d
11'-7" d
1'$' d
7
7'-5" d
9'-2' d
9'4' d
1'4- d
7
8'-9" d
10'-9' d.
11'-0' d
1'-7" d
8
7'.-1'. ..d
- 8'-9" ..d-
8'-11' d
-- -
- 1'4' d
a
8'4' d
10'-4' d
10'-5" th
1'$" d
9
6'-10' d
8'5" d
8'-7" d
V-3' d
9
1 8'-0" d
1 9'-11' d
9'-10" b
V-6' - d
10
1 SW- d
8'-2" d
1 8'4- d
1 1'-2- d
1 10
1 T-9- d
1 9'-7" d
9'4" b
1'-5" d
11
6--5' d
T-11- d
I 8'-1" d
1 1'-2- tl
1 11
1 7--6- d
1 9--2- b
8'-11" b
1'4' d
12
6'-2" d
T-8- tl
T-10- tl
1'-2- d
12
T4- d
8'-10- b
W-6- b
1'4" d
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.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 TS
For 3second wind gust at 110 MPH velocity; using design load of 13.0 #ISF
Sections
Tributa
Ld Width '1M=Members
acin
3'-0" 3'$" 4'-0"
4'$"oa5'-0" 5'$"
6'-0" 6-6-T-0" 7'$"
Allowable
HaloIt 'H'I bendin 'b' or deflection'd'
2" x 2" x 0.044" Hollow
8'-7" b
T-11- b
7'-5" b
6'-11- b
6'-8" b
6'4- b
6'-1- b
S-10" b
5'-7" b
5'-5- b
3" x 2" -x 0.045" Hollow
9'4' b
9-8' b
&-1- b
7'-T
2" x 3" x 0.045` Hollow
10'-7" b
9'-10' b
9'-2" b
8'-8' b
8'-2' b
7'-10' b
7'$' b
7'-2" b
6'-11' b
6'$' b
2" x,3" x 0.060" Hollow
13'4" b
12'.5" b
11'-7' b
0'-11' b
10'4" b
9'-10' b
9'5' b
9'-1' b
8'-9" b
8'-5" b
2"x4' x0.050" Hollow
7-10' b
11-10 b
17'-1' b
1U-5" b
9'-11' bJ23--9-
9'-1' b
8'$" b
B-5" b
8-1' b
2" x 5" x 0.062' Hollow
18'$" b
17'-3' b
16'-2' b
15'-3' b
14'-5' b
13'-2" b
12'$" b
12'-3" b
1'-10' b
2" x 4" x 0.046 x OA 00" S.M.B.
15'-9' 0
14'-7- b
13'-T b
17-10' b
12'-2" b
11'-1" b
10'$' b
10'-3' b
9'-11' b
2" x 5" x 0.050" x 0.100" S.M.B.
8-11' b
17'$" b
16'4' b
15'-5" b
14'-8" b
134' b
12'-10" b
12'4 b
1'-11" b
2" x 6" x-0.050" x 0A20" S.M.B.
21'-11' b
20'$' b
18'-11' b
17'-10" b
16'-11' b
15'$" b
14'-10" b
14'4" b
3'-10" b
2" x 7" x 0.055' x 0.120" S.M.B.
26'-3' b
24'-3' b
22'-9" b
21'-5" b
20'4" b
b
18'-7' b
17'-10" b
17'-2' b
16'-7" b
2" x 8" x 0.072" x 0.224" S.M.B.
32'-2' b
29'-9' b
27'-70' b
26'$' b
24'-11" b
b
b
21'-10" b
21'-0' b
20'4" b
2" x 9" x 0.072" x 0.224 SM.B.
37'-3
34-Y b
32'-3' b
30-Yb
2B'-10" b
b
�22�9'
'4" b
25'-3'2"
x 9" x 0.082" x 0.310" S.M.B.
41'$' b
38'-5" b
35'-11' b
33'-11" b
32'-2" b
b
'-4' b
25,-3 b
27'-2' h
26'-3" h2"
x 10" x 0.092" x 0.359" S.M.B.
5T-11' d
51'-3" d
49-0' d
4T-2" d
45'-7' b
42'11' b
'-2" b
39--7" b
38'-1' b
36'-10- b
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be Interpolated.
Table 3A.1.3-110 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #ISF
Tributary Load Width
2'-0" 1 T-0
Hollow Beams
Allowable Span'L'
I bending W or deflection'd'
2" x 4" x 0.050"
13'-3- di 11' 7' d 1 U-6- dt 9'-9" d 9'-2' di
8'-9" dj 8'4' di T-9' d[ T4- c16'-11' d 6'$" d 6'4- d
Self Mating Beams
Allowable Span
'I:I bending'b' or deflection'd'
2" x 4" x 0.045" x 0.088"
14'-9" d
12'-10' d
11'$' d
10'-10' d
10'-2' d
9'$' d-
9'-3' d
SW' d
8'-1' d
7'$' d
TA' d
T-1- d
2" x 5" x 0.050" x 0.116"
18'-2'' d
15'-11' d
14'-5- d
1ZI 5" d
12'-7' d
11'-11' d
11'$' d
10'$- d
10'-0' d
9'$' d
9'-7' d
8'-9' d
2" x 6" x 0.050" x 0.120"
21'4' d
18'-8' d
16-11" d
15'-9' di
14'-9" d
14'-1' d
13'-5" d
12'-V d
1 T-9' d
11'-2' d
10'$' d
10'-3' d
2" x T' x 0.055" x 0.120"
24'-5" d
21'-4' d
19'-4' d
1T-11- di
16'-11- d
16'-1' d
15'-4' d
. 14'-3' d
13'-5' d
12'-9' d
12'-2' d
11'-9' d
2" x 8" x 0.070" x 0.224"
30'-l' d
26'-3' d
.23'-10" d
27-2" d
20'-10" d
19'-9" d
18'-11- d
1T-7" d
16'-6- d
15'-9" d
1&-0- d
14'-5- d
2" x 9" x 0.070" x 0.204"
33'-1' d
28'-10' d
26'-3" d
24'4' d
27-11" d
21'-9' d
20'-10' d
1 T-4' d
18'-2' d
1 T-3" d
16'$' d
16-11' d
2" x 9" x 0.082" x 0.326"
35'S' d
30'-11" d
28'-1- d
26'-1" d
24'-7- d
23'4" d
22'4- d
20'-9- d
19'S' d
18'$' d
1T-9- d
17'-0" d
2" x 10" x 0.090" x 0.374'
41'-1' d
36-11" d
32'-7- d
3U-3' di
28'-6' d
27'-l' d
25'-11' d
24'-0" d
27-7' d
21'-6' 0
20'$' 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 may be Interpolated.
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
For 3 second wind qust at 110 MPH velocity; usinq desion load of 11.0 #ISF
'
Self Mating Sections
Tributary Load Width = Purlin Spacing
5'-0" I w-o" To- I r-5- I 9'-0" 10'-0" I 11'-0' I 12'-0"
Allowable Span '12 1 bending W or deflection'd'
2" x 4" x 0.046" x 0.05o"
14'$" d
1T-8" d
17-11' d
12'-5- d
11'-9" b
11'-2" b
10'-8" b
IU-2- b
2" x 5" x 0.050" x 0.048"
1 T-11" d
16'-11' d
16'-1' d
15'4' d
14'-9" d
14'$' d
13'-9' b
13'-2' b
2" x 6" x 0.050" x 0.060"
2V-1' d
19'-10' d
18'-10' d
18'-0' d
1T4" d
16'$' b
15'-8' b
15'-0" b
2" x 7" x 0.060" x 0.060"
247-1-dE32--11-
21'$- d
20'-7" d
19'-10' d
19'-1" b
18'-3- b
17'-5" b
2" x 8" x 0.072" x 0.112"
29'$' d
26'$" d
255' d
241-5' d
23'-7' d
27-10' d
22'-2" d
2" x 9" x 0.072' x 0.112"
32'-8' d
29'-2' d
27"A 1" d
26'-10" d
26-11' d
25'-1" d
24'-3' b
2" x 9" x 0.082" x 0.153"
34'-11- d
31'-3- d
29'-11" d
28'-9- d
27'-9- d
26--11- d
26'-2- d
2" x 10" x 0.092" x 0.187"
40'-7' d
36'-3' d
1 34'-8" d
3T4- d
37-2' d
31'-2' di
394- 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, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T$
For 3 second wind gust at 110 MPH velocity; using desiqn load of 13.0 #ISF
Sections
Tributary Load Width '1M = Pudln Spacing
3'-0" 3'-6" 4'-0" 4'$" 5'-0' S$" 6'-0'
Allowable Height 'H' I bending W or deflection'd'
3" x 3" x 0.045" Fluted
9'-1- b
I 8'-5" b
T-10" b
T-5" b
1 7'-0- b
6'$' b
1 6'-5- b
1 6'-2- b
1 S-11- h
I 5'-9" b
3" x 3" x0.060" Square
11'-2' b
10'4' b
9'-8- b
9'-1- b
8'-8- b
8'$' b
T-717 b
7W" b
T4- b
T-1- b
3" x 3" x 0.093" Square
16'-0' b
14'-10' b
13'-11' b
13'-1' b
1 T5" b
11'-10" b
11'4" b
10'-11" b1
10'$" b
10'-2- b
3" x 3" x 0.125" Square
19'-1' bi
1T$' b
16'-7' b
15'-7* b
1 14'-10" b
14'-1' b
13'$" b
12'-11" b
121$" b
12' 1" b
4" x 4" x 0.125' Square
24'-9" b
27-11" b
21'-5- b
20'-2- b
19'-2" b
18 -3- b
1 1 T-V b
16'-9' b
16'-Y b
1 15'-8" b
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)
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 indentification 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 INDICATOR
TCI 6005 HOLLOW
CATOR
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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 load of 13.0 #/SF (48.3 XSF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x 3" x 0.045" Hollow
Load I Max. Span'Ul(bending b' or deflection'd') I Load I Max. Span'L'I(bending'b' or deflection'dl
Width (ft.) 1&2 Span 3 Span I 4 Span �aM �"� Width ft) 1&2 Span I 3Span I 4 Span -M1�.,".
Width (ft.) 11112 Span 1 3 Span 1 4 Span
Width (ft.) ) 1 &2 Span 1 3 Span 1 4 Span
Width (IL)l 1&2 Span I 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.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
Fora second wind gust at 120 MPH velocity; using design load of 13.0 #ISF
Tributary Load Width
2'-0" 1 3'-0" 4'-0" 1 5--0" 1 6'-0" 1 7'-0" 1 8'-0" 1 10'-0" 1 12'-0" 14'-0" 1 16--0" 1 18'-0"
Hollow Beams
Allowable Span
I banding W or deflection'd'
2" x 4' x 0.050"
12'-6" d 10'-11" d 9'-11' d V-3; d 8'-8° d
8'-3" d T-11" d T-4' d 6'-11" d 6'-7' d 6'-3' d 6'-0' d
Self Mating Beams
Allowable Span'U
I bending'b' or deflection'd'
2" x 4' x 0.045" x 0.088"
13'-11' d
12'-2" d
11'-1' d
10'-T d
9'-8" d
9'-2' d
8'-9' d
8'-2" d
T-8" d
T-3' d
6.11' dj
6-8" d
2" x 5" x 0.050" x 0.116"
1T-2' d
15'-0" d'
13'-8" d
12'-8" d
11'.11' d
1 T-4' d
10'-10' d
I V-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
1T-7' d
16'-0- d
14'-10- d
13711- d
13'-3- d
12'-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
16-11' d
15'-2" d
14'-0' d
13'S' d
12'-8' d
12'-1" d
I I'-6" d
11'-1' d
2" x 8' x 0.070" x 0.224"
28'-5' d
24'-10" d
22-7' d
20'-11' d
19'-8" d
18'-9' d
1T-11' d
16'-7" d
15'-8' d
14'40' d
14'3" d
13'-W d
2" x 9" x 0.07D" x 0.204'
31'-3' d
27'-0' d
24'-10" d
23'-0° d
Yfl" d
20'-7" d
19'-8' d
18'-3' d
1T-2' d
1 V-4' d
15'-8" d
15'-0' d
2" x 9' x 0.082" x 0.326"
33'-0' d
29'-3' d
2&-7' d
24'-8' d
23'3" d
22'-1' d
21'-1' d
19'-7" d
18'-5" d
1T-6' d
16'-9" d
16'7 d
2" x 10" x 0.090" x 0.374'
38'-10" d
33'-11" d
30'-10' d
26'-8' d
26'-11' d
25'-7' d
24'-6' d
22'-9' d
21'-5" d
20'-4' d
I W-5' d
18'-8" d
Notes:
1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 4U
2. Spans are based on wind bad 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
c.., a "..•...,,� wr".� " ."r al 12n Mau.."1""1ti.. .. ., "" ..
Self Mating Sections
Tributary Load Width W = Puriin Spacing
5'-0' 1 6'-0" 1 T-0" 1 8'-0" 1 9'-0' 1 10--0" 1 11'-0" 1 12'-0"
Allowable Span 'L' I bending 'b' or deflection 'd'
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' T b
12'-7- b
12'-1' b
2" x 6" x 0.050" x 0.060"
19'-11" d
18'-9' d
17'-10' d
16'-1 V b
19-11' b
- 1572- b
147 5- b
13'-10- b
2" x 7" x 0.060" x 0.060"
22'-9' d
21'-5' d
20'-4" d
19'-6' d
18'-6" b
17'-7' b
16'-9" b
16'-0' b
2" x 8" x 0.072" x 0.112"
2&-l" d
26'-5" d
25'-1" d
24'-T _ d
23'-1' d
22'-3' d
21'-5' b
20'-6" b
2" x 9" x 0.072"0.112"
30'-11" d
29'-1" d
27-7' d
2W-5' d
25'S' d
24'-6' b
23'-4' b
22'-4' b
-x
2" x 9" x 0.082" x 0.153"
33'-7' d
31'-2' d
29' 7- d
28'-3" d
27'-2" d
26'-3" d
25'-5* d
24'-9' d
2" x 10" x 0.092" x 0.1117"
1 38'-5- d
1 36--1- d
34'-4' d
I 32-10" d
31'-7- d
30'-6- d
29'46' d
1 28'-8' d
notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2120 Allowable Upright Heights, Chair Rail Spans or Header Spars
6005 TCi Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
Secflons
Tribute
Load Width
'1M= Member Spacing
T-0" T'. 4'-0"f
4'-6"
1 5'-0" 1 5'-6"
1 6'-0" 1 6'-6"1 7.0" 1 T-6"
Allowable
Hei ht 'H'/
bendina 'b' or deflection
'd'
2" x 2" x 0.044" Hollow
T-11' b
1 7'-5' b
6'-11' b
1 6'-6' b
6'-2'
&-It" b
5'-8' b
5'-5' b
1 5'-3' b
5'-0" b
3" x 2 x 0.045" Hollow
8'-8" b
8'-W b
7'-6" b
7'-1" b
-6'-9' b
6'-5' b
6'-2' b
5'-11" b
5'-8" b
5'-6' b
2" x 3" x 0.045" Hollow
9'-10' b
9'-2' b
8'-6" b
8'-1' b
7'-8' b
7'-3' b
6'-11" b
6'-8' b
6'-5" b
6'-3" b
2" x 3" x 0.060" Hollow
12'S' b
11'-0" b
10'-9' b
70'-2' b
9-8"-b
9'-2' b
8'-10" b
8'-5" b
8'-2' b
7'-10" b
2" x 4' x 0.050" Hollow
11'-11' b
11'-0" b
10-4' b
-9-9 b
9'3'
8'-10 b
8'-5" b
8'-1" b
7'-10' b
7'-8" b
2" x 5" x 0.062" Hollow
1T-4' b
16'-V b
15-0" b
14'-2" b
13'-5" b
2'-10" b
12'-3" b
11'-10" b
1 T-4' b
10'-11' b
2" x 4" x 0.046 x 0.100'. S.M.B.
14'-7' b
13'-6' b
12'-8' b
11'41' b
1 T-4" b
0'-10' b
10'-4" b
9'-11' b
9'-7- b
9'-3' b
2" x 5" x 0.050" x 0.100" S.M.B.
1 T-7" b
16'-3- b
15'-3' b
14'-4" b
13'-7" b
2'-11" b
12-5' b
11'-11' b
11'-6" b
11'-1' b
2" x 6" x 0.050" x 0.1"S.M.B.
20-4" b
18'-10' b
17'-8" b
16'-8" b
15'-9' b
15'-0' b
14'-5' b
13-10" b
13�' b
2'-11' b
2" x 7" x 0.055" x 0.124'.5'
b
22'-7' b
21'-2" b
19'-11' b
18'-11' b
18'-0" b
IT-3" b
16'-7" b
15'-17' b
15'-5' b
2" x 8" x 0.072" x 0.229'-11'
b
27'-8' h
25'-17' b
24'-5° b
23'-2" b
22'-1' b
21'-2' b
20'-0' b
19'7" b2"
x 9" x 0.072" x 0.234-8"
b
32'-1 b
30'-0" b
28'-3' b
26'-10' b
25'-7 b
24-6' b
23-0" b
2" x 9" x 0.082" x 0.310- S.M.B.
38'-B" b
35'-10- b
33'-6' b
31'-7" b
29'-11- b
28'-7" b
27'7' b
26'-3" b
2" x 10" x 0.092" x 0.369 S.M.B.
57'S' d
48'-10 d
46'-9tl
44--3' b
41'-11' b
40'-0' b
38'-4" b
36'-10' b
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.2 120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
Fnr -1 _e nn,l .vino 11. MOM vnrn"tw• ,.einn .r""r - 1- -- n c
Sections
Tributary Load Width '1= Pudin Spacing
T-0" 3'-6" 4'-0" 4'-6" 5'.D" 5'-6" 6'-6" 1 T-0" 1 -6"
Allowable Height 'H' I bending'b' or deflection'd'
3" x 3" x 0.045" Fluted
8'-5" b
T-10- b
T-4- h
1 6'-11- b
6'-6- b
6'-3- 6
1 S-11- b
5'-9- b
1 5'-6- b
3" x 3" x 0.060" Square
to'-5' b
9'-7' b
it" V b
8'-6' 6
8'-0' b
T-8° 6
T-4- b
T-1- 6
6'-10- b
3" x 3" x 0.093" Square
14'-11" b
13'-10' b
12'-11" b
12'-2" b
11' 7- b
11'-0' b
10'-7" b
3" x 3" x 0.125" Square
1T-9' b
16'-0' b
15'-5' b
14'-6" b
13'-9" b
13'-2" b
12'-7" b
12'-1' b
11'3' b
1T-3' b
4" x 4" x 0.125" Square
23'-0' b
21'-4" b
19'-11' b
18'-9' b
1T-10' 6
16'-11' b
16'-3' b
15-8' b
15'-1' b
14'-T b
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)
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. Ills
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.
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 INDICATOR
TCI 6005 HOL
J
Q fn Z
Z cn a
a� co Wo
Z 0 W 0 W
0 ofm O
>- W Ur N
W Z Z r
W015 �Z
Z) W
U
LL m
IL J
IL a
�EE
Q N 0Z)
U) Z Q LLLL Cn
2 W co r--
W Z C3 CD
Z O N N
W F-
QU)
L
- SEAtu
m
w
Z
SHEET-
z
w
DB-12-2010
8-120
OF 12
z
w
m
Q
Table 3A.1.1-130 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 60D5 T-5
For 3 second wind gust at 130 MPH velocity- using design load of 15 0 #/SF 156 6 #/SF f
2" x 2" x 0.040" Hollow
nuiever)
2" x 3" x 0.045" Hollow
Load
Max.Span'L'1(bending'b'
or deflection
'd')
Load
Max.Span'L'/(bending'b'ordeflectlon'dj
1&2 S an
3 Span
4 Span
Max.
Cantilver
1&2 S an
3 Span
4 S an
P
Max.
Width(fL)
Width(f.)
4
5'-3' d
d
6'-7' d
0'-11' d
4
3'd
8'-11' d
9'-2' d
Cantilever
1'-5' d
54'-10'd
]5'7'-
1" d
6'-1' d
0'-11'd
5
6-9- d
8.4' d
8'-6' d
1-3' d
6
4W' d
8' d
V-9d
0'-10- d
6
6'-4' d
7-10" d
7
4'4' d
5'4' d
5' 6- d
1 0'-10' d
7
6'-0' d
7•-5' d
7'-7' d
1'-2' d
8
4'-2' d
5'-1' d
5'-3' it
0'-9' d
8
5'-9' d
7-2- d
T-3' b
1'-1' d
9
3'-11' d
4'-11' d
5'-0' d
0'-9' d
9
5'-7' d
6'-10' d
6'-10' b
1'-1' d
10
3'-10' d
4'-9" tl
4'-10' d
0'-9' ' d
10
5'4' d
6'-7' d
6'S' b
1' -0' d
11
3'-9' d
4'-7' d
4'-0' b
0'-9' d
11
5'-2- d
6'-5- b
6'-2' b
0'-11' - d
12
2" 3" 0.060"
3W" d
4'{• d
4•.5' b
0'-0' d
12
5'-1' d
6'-2' b
5'-11' b
0'-11' d
x x
Hollow
2" x 4" x 0.050-Hollow-
Lead
Max. Span'L'/(bending'b'
or deflectlon'dj
Load
Max. Span Vl(bendfng'b' or deflection'd')
1&2 Span:3:,Span
4 Span
Canti aver
Width (A) 162 Span
3 Span
4 Span
Max'
Width ft)
4
B'-1" d
91' d
10'-2' d
1'-6' d
4
9'-6' d
11'-9" d
11•-11- d
1a10' der
5
7'-6' d
9'-3- d
9'-5' d
1'.Y d
5
8•-10' d
10-11• d
11'-1' d
1'-8" d
6
7'-1' d
8'-8' d
8'-11' d
14' d
6
8'-4' d
10•-3' d
10'4' b
7•-7'--d-
7
6'-0' d
8'-0' d
8•-5d
7'-0' d
7
T-11" d
9-9" d
9'-7- b
1'-6" d
8
T5" d
7'-11" d
N-1' d
7-3" d
8
77 tl
9'-3' b
8'-77' b
1'-5' tl
9
6'-2' d
T-7' d
•-9' 7d
1'-2' it
9
7'-3' d
8'-9' b
8'-5' b
1'S' d
10
5'-11' d
7'-4 d
7'-6' d
1'-2' d
10
6'-11" tl
8'-3' b
7'- 11 b
f--4 d
11
5•-9' d
7'-1' d
7'-3' b
1'-1' d
11
6'-9' d
7'- 11" b
7'-7' b
1•-3' d
12
"
5'-d
6'-1T d
b'-11' b
T-1' d
12
6'-T d
T-7' b
T-3' b
1•-3- d
x 2" x 0.045"
Hollow
Load
Max. Span'L'/(bending W or deflection'dj
1S2 Span
3 Span
4 Span
P
Max.
Cantilever
Width (ft.)
4
5•-11' d
7'.3' d
77 d
1'-1- d
5
5'-6' d
6'-9' d
6•-11' d
7:5 d
6
5'-2' d
6'4' d
6-6' it
0'-11' d
7
4'-11" d
6•-7' d
V2 d
0'-11- d
8
4'-8' d
5'-9- d
5'-11• d
0'.11- it
9
4'-6' d
5'-7' d
5'-8' d
0.10' d
10
4•-4- d
7- d
5.6• d
-10- d
11
d
2'd5-'4da0-
10
12
44-7
d
5'-l' d
5'-2' d
o'-9- d
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.2130 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
For 3 second wind gust at 130 MPH veloc • usin deal n load of 18 0 r#SF
Sections
s
TrIbuta
dmad:Width'VY�
embers
acin
3'-0' X-6" 4'-0'
`4"f>'�" - .51:0;�
, 5'-6"
6'-0" 6'-0" T-0" T-6"
Allowa
a ei ht
'H' / bendin
'b' or deflection
d•
2" x 2".x.0.044" Hollow
3"x2"x 71.045" Hollow
T-3- b
7'-11" b
6'-9- b
6'-4- b
5'-11" b
5'-8" b
5'-4' b
S-2' b
4'-11' b
4'-9' b
4'-7- b
2'sx3lne,0:0 5F Ho ow
9-0b
1-4- b
8'-4' b
b'-10- D1
7-10' b
6'-6- -b
7_4�b
6'-2- b.
6-11 brl'6'-8'
5'-10- b
b
5'-7- b
54'
2'"x'3"x'0:060'> Hollow
11'-0" b
10'-0' b
9'-10' b
9'J" b
8--10" b
B'-5' b
8'-0' b
6•-1' b
T-9' b
5'-11- b
7-5'
5% b
2" x 4" x 0.050` Hollow
2" x 5` x 0.062" Nollow
10-11" b
10'-1' b
9'S' b
8'-71' b
8'-5' b
6'-0' b
7'-8' b
7'-5' b
b
7'-7" b
T-Y b
6'-11' h
2-x4-x0.046x0.100" S.M.B.
15'-10' b
134'
14'-8" b
13'-9' b
12'-11' b
12'-3' b
I 11'-8' b
1 T-3' b
10'-9' b
10-5" b
10'-0- b
2" X 5" X 0.050' x 0.100" S.N.B.
16'-1' b
124 b
14-10' b
11.7' b
13'-11' b
10-11'
73'-1' b
104' b
77-5" b
9-10' b
1'-10' b
9'-5 b
11'-0' b
9'-"
6.9'
85' b
2" x 6" x 0.050" X 0.120" S.M.B.
18'-7' b
17'-3' b
l e-1' b
15'-Y b
14'S' b
13'-9' b
13'-2' b
o'-11" b
12'-8' b
1 o% b
10'-2- b
2" x 7 x 0.055 x 0.120" .M.B.
2" x 8" x 0.072" x 0.224" S.M.B.
2 4 b
20'-8'
19'-0'
18-Y. _ b
17-3'
16-0'
15-9'
15-2'
17-2' b
14-T b
11'-9' b
14'-T b
2'
2T4' b
25'•3' b
23'-8' b
22'-4' b
21 -2' b
20'-2' b
19'4' b
18'-7' b
17'-17' b
17'-0' b
x 9" x 0.072" x 0.224" S.M.B.
31•-8' b
29•-0' b
27'-5- b
25•-10' b
24'-6' b
23.4' b
274' b
21'-6' b
20'-8' b
20'-0' b
2" x 9" x 0.082" x 0.310" S.M.B.
35'4" b
32'-8' b
3o'-7- b
26'-10' b
27'4' h
26'-1' b
24'-11' b
23'-11' b
23'-1' b
22'4' b
2" x 10" x 0.092" x 0.369" S.M.B.
otes:
48 -5'
45'-10
42-10"
40-5" b
38'4" b
36'-6' b
34'-11'
3Y - b
37-5" b
31-0' b
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.1.3-130 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 gust at 130 MPH velocity: using design load of 15.n Limp
Hollow Beams
2" x 4" x 0.050"
Self Mating Beams
2" x 4" x 0.045' x 0.088"
2"x5"x 0.050"x0.116'
2" x 6" x 0.050' x 0.120"
2" x 7" x 0.055" x 0.120"
2" x 8' x 0.070" x 0. 4"
2" x 9- x 0.070" x 0.204"
0.082" x 0.326"
2" x 10" x 0.090" x 0.374"
Notes:
Tributary Load Width
2'-0" 3'-0" 4'-0" 5'-0' 6'-0"
T-0' 1 81-0" 1
Allowable Span'L'
/ bending W or denecuon'a
11'-11' dl 10'-5" di 9'-6' it 8'-10' tl 8'-3' d
T-11' d T-6' dl 6'-11' d 6'-7• d 6'-3' d 5'-11• d 5'-9' d
Allowable Span'L'
/ bending'b' or deflection -a-
13'-3' d
11'-7' d
10'-6' d
9'-9' tl
9'-2" d
8'-9' d
8'-4- d
T-9' d
T-0' d
6-11' it
&-8• d
6'4'
76'-5- d
14'4' d
1- d'
12'-l' d
1 V-4- d
10'-10' d
10'-4- d
9' 7- d
9'-0" d
T-7' d
8'-2' d.
T-11' d
19'-3' d
16'-10' d
15'-3' d
14'-2' d
13'4' d
17-0' d
12'-l" il
11'-3' d
10•-7' d
10'-1' d
9'-7' d
9'-3' d
21'-11' d
19'-2' d
1T-5' d
16' 2' d
15'J' d
147-6 d
13 1-10- d
I 12'-10' d
17-t' d
11'-6' d
2T-1- d
23'-8' d
21'-T d
19'-11' d
18'-9' d
17'-10' d
1T-1' tl
15-10'
10-11' d
10'-7- d
29'-10' d
26'-0' d
23'-8' d
21'-17' d
20'-8' d
19'-B' d
18'-9' d
d
1T-0' d
14'-11' d
16'-5• d
14'-Y d
13'-T d
13'-0' d
31'-11' d
2T-11' d
2S-0• d
23'-6' d
22'-2- d
21'-0" d
20'-1' d
18'-8' d
1T-7'
15'-7' d
14'-17' d
14'd' d
37•-1' di
32'-4' dl
29'-5' d
2T-4' d
25'-6" dl
24'-5• dl
23'-4- dl
21'-8"
d
167-8' d
15'-11- d
15'-4- d
d
20'-5' d
79'-0' d
181-6' d
1T-10' d
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.
S. Spans may be interpolated.
Table 3A.1.4-130 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 gust at 130 MPH velocity usin dest n load f 1
Self Mating Sections
9 9 o 5.0 #/SF
Tributary Load Width'1M= Puriln Spacing
5'-0" 1 6--0" 7'-0" 8'-0' 9'-0" 1 10'-0"
1 17'-0"
13'-1' d
Allowabla
pan W' /bending
'b' or
deflection
'd'
2" x 4" x 0.046" x 0.050"
2" x 5" x 0.050" x 0.048"
16'-2' d
1Z-4" d
15'.3- d
1 V-5' b
14' 9
10'-8' b
I VA' b
9'-T b
9'-1' b
8'-9' b
2" x 6" x 0.050' x 0.060"
1&-11' i
1T-10" d
d
16 I0- b
13•-9' b
IS 9-9" b
127-11" b
14•-10' b
12.4' b
14'-1' b
11'-9' b
11'-T b
2" x 7" x 0.060^ x 0.060"
21'-9' d
20'-5' d
19'-5' d
1 B'-3' b
7- -3" b
16'-4' b
_ b
17-11' b
2" x 8" x 0.072" x 0.112'
2&-9' d
25'-2' d
23'-1J' d
22'-11' d
22'-0' d
20'-11' b
15'-7' b
19'-11' b
14'-11" b
19'-1' b
2" x 9" x D.072" x 0.112'
29'-5' d
2T-0' d
-4 d
25-2' d
24'-0' b
27-9• b
21'-9' b
20'-1 D' b
2" x 9" x 0.082" x 0.153'
31'-T it
29'-0' d
28•-2 d
26'- 11' d
25'-7 7" d
25'-0' tl
24'-1' b
23'-1' b
2" x 10" x 0.092" x 0.18T
NM
36'-T d
34'-5' d
32 d
31' 3- d
3D'-1' d
29'-0' d
28'-2' d
2T-4' d
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2130 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
For 3 second wind oust at 130 MPH vnrndw• „cr".. ..""r"_ __� _.."
Sections
3' x 3" x 0.045" Fluted
' Tributary Load Width 1N' = Pur in Spacing
3'-0" 1 3'-0' 1 4'-0' 11 4'-6' S'-0' S-6'1 6'-0" 1 6'-6• T-0• T-0"
T-8' bab68'
Allowable
b
Height
6'-4'Fb
'H' /
' b
bending'b'
F-T b
or deflection
5'-5' b
'd'
&-W b
5'-1- b
4'-10" b
3" x 3" x 0.060" Square
9'-6' b'
b
7'-9''
b
6'-11- b
6'-8- b
6'-5' b
6'-2" b
5-11' b
3" x3" x 0.093" Square
13'-7' b10"
b
11'-1''
b
b
3" x 3" x 0.125" S uare
4"x4'x0.125"
16'-3" b1'
b
13'-3""
b
jbm
11'-0' b
10''''b
-7'
Square
Notee-
20'-11- b2'
b
1 T-Y'
b
-9' b
13'J' b
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)
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 indentification 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 matert i's'ara
purchased.
TCI 6005 SELF -MATING _
ALLOY INDICATOR
TCI 6005 HOLLOW
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06-12-2010 1 OF I-- i @ .
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS-i6 COIL
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
/ MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16.O.C.
VERTICALLY
REPLACE VINYL SIDING
ALTERNATE:
4" x 4" P.T.P. POST W/
SIMPSON 4" x 4" POST
BUCKET INSTALLED PER
MANUFACTURERS
SPECIFICATIONS TOP &
BOTTOM
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
` SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
JSTALL NEW 48" OR 60"
UGER ANCHOR PER RULE
SC @ EACH NEW PIER.
JSTALL 1/2" CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAP TO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" =1'-0"
REMOVE VINYL SIDING AND
'.SOFFIT ON THE WALL AND
;INSTALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS /,RAFTER TO BOTTOM
" " OROOUBLE TOP PLATE JOIST
@ EACH TRUSS / RAFTER
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
I MANUFACTURED HOME
NAIL STRAP W/ 16d COMMON
@ TRUSS RAFTER AND
PERIMETER JOIST
SCREW COIL STRAP TO
SHEATHING W/ #8 x 1" DECK
SCREWS @ 16" G.C.
VERTICALLY
REPLACE VINYL SIDING
8" 'L' BOLT @ 32" O.C.
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
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
SIMPSON SP-1 OR EQUAL
1% 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) #50 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" = T-O"
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-Bolts
Post Size
minimum pawl warn may be used as minimum knee brace
Min. Length
Max Len
1'-4•
2•-0•
1'-0'
2•-0'
=x4'
1'4'
2'-0-
1'-6-
2•E•
V-1
T-0-
STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2" = 1'-0"
Minimum Ribbon Footing
Wind
Zone
#/
S . FL
x
Post Ancho
@ 48" O.C.
Stud•
Anchors
100-123
+10 -14
T-0'
ABU 44
SP1@32. O.C.
13D-140-1
+30 ,-17
1' -0'
ABU 44
SPI @ 32. O.C.
140-2 -150
+ 30 - To1'-3'
ABU 44
SPH4 @ 48- O.C.
Maximum IV projection from host structure.
For stud walls use 112'x 8" L-Botts @ 48' O.C. and 2• squarewashers to attach sole plate to
footing. Stud anchors; shall be at the sole plate only and coil strap shalt lap over the top plate
on to the studs anchors and straps shag 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 fT'+1l2') SMS
#10 x (r+1/2') SMS
#10 x (T'+112') 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 @ 1Y O.C.
1 @ a- O.C.
1 @ 6- O.C.
114' x 1-11T lag
1/4" x 1-lT2 lag
3/8• x 1-1/2" 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.Lp. framing
1 @ 24. O.C.
2 @ 24.O.C.
2 @ 24' O.C.
114' x 1-1/2' Tapoon
1/4' x 1-1/2' Tapoon
3/8' x 1-1/2' Tapoon
Releeving channel to
1 @ 6' from each end of
'1 @ 6' from each end of
2 @ 6" from each end of
concrete deck at frontwall.
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 x 3/4" SMS
#14 x 3/4' SMS
headers and other wall
1 @ 6' from each end
1 @ 4• from each end
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" metal
1 @ 48" O.C.
1 @ 32- O.C.
1 @ 32. O.C.
Receiving channel to existing
1/4' x 1-1/2" lag
1/4" x 1-1/2" lag
3/8" x 1-112' lag
wood beam, host structure, deck
1 @ 6" from each end
1 @ 4" from each and
1 @ 3• from each end
or Infill connections to wood
of component and
of component and
of component and
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' Tapoon
3/8" 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 @ 24" O.C.
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
&1@12"O.C.
&1@8. O.C.
&1 @61 O.C.
a. To wood
#10x"Y+1-1/2"
#1ox"r+1-1/2•
#10 x'r+1.1/2'
b. To 0.05"aluminum
#10x'r+1/2'
#10x•r+v2•
ttlgx•r+11Y
Notes:
1. The anchor schedule above is for mean roof height of 0-201, enclosed structure, exposure'B•, I = 1.0, maximum
front wall projection from host structure of IV, with maximum overhang of Z, 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. Tapoon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for
1-1/2' embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-114'
fenderwasher.
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
Number of Anchors
1
2
3
4
1/4"x1"
264#/11SF
528#fl22SF
792#/33SF
1056#/44SF
114• x 1-112•
396#/17SF
792#/33-SF
1188#150SF
15BW66SF
114" x 2-112"
660#i2BSF
1320#/55SF
1980#/83-SF
2640#/110.SF
5116" x 1"
312#/13SF
624#126-SF
936#139-SF
124SX52SF
5116" x 1.112"
468#/20SF
936#/39SF
1404N59-SF
1872#/78SF
5116"x2-112'
780#133SF
1560#/65-SF
2340#/98SF
3120#1130SF
318" x 1"
356##15SF
7121130-SF
10681W SF14241159SF
" 1-112"
53#22F
/45SF
1602/67x F
213/8•36#N89-SF
3/8x 2.112"
890#/37SF
1780#174-SF
1 2670#1111SF
3560#1148-SF
Note:
1. Anchor must embed a minimum of Y into the primary host
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH (Tables Shown), Allowable Load Coversion Factors
multiply allowable loads and roof areas by the conversion factor. for Edge Distances Less Th
WIND Applied CONVERSION
REGION Load FACTOR
100 26.6 1.01
110 _ 26.8 1.01
120 27.4 1.00
123 28.9 0.97
130 32.2 0.92
140-1 37.3 0.86
140.2 37.3 0.86
15D 42.6 1 0.80 '
an 9d
Edge Allowable Load Multipliers
Distance Tension Shear
12d 1.10 127
11d 1.07 1.18
10d 1.03 1.09, •:-
9d 1.00 1.0
a.'.;
8d 0.98 0.9Gr
7d 0.95 0.81
6d 0.91 ,i0:12
5d 0.88 '0.63 t
Note:
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing betwq
anchors shall not be less than 9d where d is the anchor diameter.
2. Concrete screws are limited to T embedment by manufacturers.
3. Values listed are allowed loads with a safety factor of 4 applied.
4. Products equal to yawl may be substituted. _
5. Anchors receiving loads perpendicular to the diameter are in tension.
Anchors receiving loads parallel to the diameter are shear loads.
Example: Determine the number of concrete anchors required by dividing the
uplift load by the anchor allowed load.
Fora 2• x 6' beam with: spacing = T-0.O.C.; allowed span = 25'-9' (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = [1/2(25.76) xT x7#1 Sq. FL) I ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.8759/300# = 2.102
Therefore, use 2 anchors, one (1) on each side of upright.
Table Is based on Rawl Products' allowable loads for 2,500-ps.i. concrete.
0
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an 9d
Edge Allowable Load Multipliers
Distance Tension Shear
12d 1.10 127
11d 1.07 1.18
10d 1.03 1.09, •:-
9d 1.00 1.0
a.'.;
8d 0.98 0.9Gr
7d 0.95 0.81
6d 0.91 ,i0:12
5d 0.88 '0.63 t
Note:
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing betwq
anchors shall not be less than 9d where d is the anchor diameter.
2. Concrete screws are limited to T embedment by manufacturers.
3. Values listed are allowed loads with a safety factor of 4 applied.
4. Products equal to yawl may be substituted. _
5. Anchors receiving loads perpendicular to the diameter are in tension.
Anchors receiving loads parallel to the diameter are shear loads.
Example: Determine the number of concrete anchors required by dividing the
uplift load by the anchor allowed load.
Fora 2• x 6' beam with: spacing = T-0.O.C.; allowed span = 25'-9' (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = [1/2(25.76) xT x7#1 Sq. FL) I ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.8759/300# = 2.102
Therefore, use 2 anchors, one (1) on each side of upright.
Table Is based on Rawl Products' allowable loads for 2,500-ps.i. concrete.
0
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Note:
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing betwq
anchors shall not be less than 9d where d is the anchor diameter.
2. Concrete screws are limited to T embedment by manufacturers.
3. Values listed are allowed loads with a safety factor of 4 applied.
4. Products equal to yawl may be substituted. _
5. Anchors receiving loads perpendicular to the diameter are in tension.
Anchors receiving loads parallel to the diameter are shear loads.
Example: Determine the number of concrete anchors required by dividing the
uplift load by the anchor allowed load.
Fora 2• x 6' beam with: spacing = T-0.O.C.; allowed span = 25'-9' (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = [1/2(25.76) xT x7#1 Sq. FL) I ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS = 630.8759/300# = 2.102
Therefore, use 2 anchors, one (1) on each side of upright.
Table Is based on Rawl Products' allowable loads for 2,500-ps.i. concrete.
0
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ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
I. 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 U180.
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.Spens may be interpolated between values but net 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.AII 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 B221 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 warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall
not.beused.
ROOF PANELS DESIGN STATEMENT:
Theroof 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"• 1= 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen?Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are
0:00 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 140E and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. For partially enclosed structures Calculate spans by multiplying Glass and Modular room spans for
roll formed 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" & "D"
E....-"B" to "C" Exoosurw "a•• en •'n-
Mean Roof
Height
Load
Conversion
Factor
Span Multiplier
Load
Conversion
Factor
Span Multiplier
Bending
Deflection
Bending
Deflection
0 -15,
121
0.91
0.94
1.47
0.83
0.88
15' . 20'
1.29
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
to 1
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12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = V-0"
0
Io
12.00"
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" = 1'-0"
WETrr
12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2" = V-0" ALUMINUM SKIN
TABLES
Open Structures
Mono Sloped
1= 0.87 for 90 to 100 MPH
I = 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
loads reduced by 25%
Screen Rooms
& Attached Covers
1= 0.87 for 90 to 100 MPH
I = 0.77 for 100 to 150 MPH
KCpi = 0.00 Zone 2
Glass & Modular
Enclosed Rooms
BRoof Ovars
I =1.00
KCpi = 0.18 Zone 2
Overhang / Cantilever
All Rooms
1=1.00
KCpi = 0.18 Zone 3
Basic Wind
Pressure
Effective
Area
Basle Wind
Pressure
Effective
50
20
Area
10
Basic Wind
Pressure
Effective
Area
Basle Wind
Pressure
Effective
Area
5o
20
10
50
20
10
50
20
10
100 MPH
13
13
16
25
17
20
23
26
17
23
27
30
17
27
38
45
110 MPH
14
14
17
20
18
21
25
28
18
27
32
36
18
33
46
55
120 MPH
17
17
20
23
22
25
30
33
22
32
39
43
22
39
64
65
123 MPH
18
17
21
24
23
26
32
35
23
34
41
45
23
41
57
69
130 MPH.
20
20
23
27
26
29
35
39
26
38
45
51
26
46
64
77
140-1 MPH
23
23
27
31
30
34
40
46
30
44
53
59
30
53
74
89
140.2 MPH
23'
23
27
31
30
34
40
46
1 30
44
53
59
30
54
74
89
150 MPH
26•
26
32
36
34
39
46
52
34
51
60
68
34
61
85
102
Minimum live load 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.
E.P.S. CORE
Z CL SIDE CONNECTIONS VARY
a. aw •-
DO NOT AFF
ECT SPAN S
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2" = T-W
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 14" MASONRY
ANCHOR OR EQUAL @ 24" O.C.
FOR WOOD USE #10 x 1-112"
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" = V-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 112" 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 l/2" S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
1100-1231 130 1 140 1 150
#8 #10 #12 #12
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE.
#10 x 3/4° S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
SCALE: 2" = V-0"
c T x 6" 0.024" MIN. BREAK
RMED FLASHING
IJ ROOF PANEL
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ST AND BEAM (PER
BLES) .
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
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
TOP AND BOTTOM (SEE DETAIL ABOVE)
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.
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EXISTING TRUSS OR RAFTER
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WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
#8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES CAULK
ALL EXPOSED SCREW HEADS
ROOF PANEL
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = V-0" #14 x 1/2" WAFER HEADED
WOOD FRAME, MASONRY OR f S.M.S. SPACED @ 12" O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
(2) 1/4" x 1-1/4° MASONRY "=
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE:
#14 x 1-1/2" S.M.S. OR WOOD "' • a.`o:: • :::
SCREWS @ 12" O.C.
FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2" =1'-0"
WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE
POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4"
WASHERS OR SHALL BE WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PANS DEPTH "P. THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL
CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC
SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
`CONVERSION:
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
1100-1231 130 1 140 1 150
#8 1 910 1 #12 1 #12
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 112" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
LL
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1-1/2" x ll8" x l l-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: Y = V-0"
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
#8 x 1/2" S.M.S. SPACED
@ 8" O.C. BOTH SIDES
FLASH UNDER SHINGLE
COMPOSITE ROOF PAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
EXISTING TRUSS OR RAFTER
(2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: 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
ROOF PANEL'
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SCREW #10 x (T + 1/2) W/
1-114" FENDER WASHER
' FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM PER
HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES)
130 MPH AND UP TO A 150 MPH WIND SPEED
"D"EXPOSURE.
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2" = T-0"
INSTALLATION INSTRUCTIONS:
A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING.
B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP.
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
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE 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.
HOST STRUCTURE TRUSS OR
RAFTER
r 1" FASCIA (MIN.)
Z BREAK FORMED METAL SAME
N THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
MIN.ANCHORTO FASCIAAND
RISER OF PAN AS SHOWN
#8 x 3l4" SCREWS @ 16" O.C.
#8 x 112" SCREWS @ EACH RIB
ROOF PANEL
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1-1/2" x 1/8" x 11-1/2" PLATE OF
6063 T-5, 3003 H-14 OR 5052
H-32
#8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE:
FOR MASONRY USE
WOOD FRAME, MASONRY OR
1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION
ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
#10 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12" O.C.
#8 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
6" 10" `o
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STRIP SEALANT BETWEEN
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112" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN
O.C. EACH WAY DRIP EDGE AND PANEL IS
FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING J
BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED Q
THE EDGE OF FLASHING :3
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 4 :� /n
SCALE: 2" = V-0" 2 U J
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NOTES: (9 W I j
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. J 0
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL LL Z_ _O
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. >
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE W �' W
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS J O
MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP. U
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" = U t j
.03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE F_ Q Z
FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. U) 2 a
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
SEPARATION MINIMUM. = W O
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EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
HOST STRUCTURE TRUSS OR
H
RAFTER
BREAK FORMED METAL SAME
THICKNESS AS PAN (MIN.)
C.0 n
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EXTEND UNDER DRIP EDGE 1"
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MIN. ANCHOR TO FASCIA AND
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RISER OF PAN AS SHOWN z
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SCREWS @ 12" O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2" = 1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: 2" =1'-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
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x l' OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
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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
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HOST STRUCTURE
-11=
FASCIA OF HOST STRUCTURE
2" x _ RIDGE OR ROOF BEAM
(SEE TABLES)
SCREEN OR GLASS ROOM
WALL (SEE TABLES)
PROVIDE SUPPORTS AS
REQUIRED
2F W / VARIES -7F
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
COMPOSITE /2" LAG SCREWS W/ ROOF:
x"I"
#8 x "t" +1SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-0"
2" X 2" x 0.044' HOLLOW EXT.
5/16"0 x 4" LONG (MIN.) LAG
SCREW FOR 1-1/2"
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("t'+3/4") AT 8"
O.C.'FOR UP TO 130 MPH WIND SPEED "D"
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
TO A 150'MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = l'-W
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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Q 6
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER
COMPOSITE PANELS
CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER
AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES
FASTENERS PER TABLE 3B-8
MIN. 1-1/2" PENETRATION
2 x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. V @
INSIDE FACE
FASTEN W/ (2) #8 x 3" DECK
EXISTING RAFTER OR
SCREWS THROUGH DECK
TRUSS ROOF
INTO EXISTING TRUSSES OR
RAFTERS
RIDGE BEAM
2" x 6' FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
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"
A - A - SECTION VIEW
SCALE: 1/2" = l'-W
B - B - ELEVATION VIEW
SCALE: 1/2" = l'-0"
B - B - PLAN VIEW
SCALE: 1/2" = 11-0"
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
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
FOR FASTENING TO WOOD SCALE: 2" = 1'-0"
USE TRUFAST SD x ("t" + 1-11T)
AT 8" O.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" i
ALL LUMBER #2 GRADE OR
BETTER
(OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
(3) #8 WASHER HEADED
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COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: T = V-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
(MIN. SLOPE 1/4" : V)
(3) #8 x 3/4" S.M.S. PER PAN W/
3/4" ALUMINUM PAN WASHER
CAULK EXPOSED SCREW
HEADS
M:rl"W`l
1/4" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL AND
1/4" x T LAG SCREW MID WAY
BETWEEN RAFTER TAILS
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1
SCALE: 2" = T-G"
EXISTING FASCIA
EXISTING TRUSS OR RAFTER
PLACE SUPER OR EXTRUDED
GUTTER BEHIND DRIP EDGE
SEALANT
#10 x 2" S.M.S. @ 12" O.C.
1/2" 0 SCH. 40 PVC FERRULE
SEALANT
(1) # 8 x 3/4" PER PAN RIB _1
PE CAULK EXPOSED SCREW
LY HEADS
POST SIZE PER TABLES
f3" PAN ROOF PANEL
INSTALL W/ EXTRUDED OR
EXTRUDED OR
1/4" x 8" LAG SCREW (1) PER SUPER GUTTER (MIN. SLOPE 1/4" : 1')
BREAK FORMED 0.050"
TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION
ALUMINUM U-CLIP W/ (4) 1/4" x
1/4" x 5" LAG SCREW MID WAY FASTEN TO PANEL W/(3}
1-1/2" LAG SCREWS AND (2)
BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL
1/4" x 4" THROUGH BOLTS
(TYPICAL)
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 2
SCALE: 2" = 1'-0"
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FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
EXISTING TRUSS OR RAFTER
WASHERS
SEALANT
CAULK EXPOSED SCREW
#10 x 2" S.M.S. @ 24' O.C. v I
HEADS
3" COMPOSITE ROOF PANEL
114" x 8" LAG SCREW (1) PER
(MIN. SLOPE 114" : l')
TRUSS / RAFTER TAIL
1/2" 0 SCH. 40 PVC, FERRULE
EXISTING FASCIA EXTRUDED OR
SUPER GUTTER
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
TRUSS / RAFTER TAIL IN 1/2"0
SCH. 40 PVC FERRULE
SEALANT
#10 x 2" S.M.S. @ 24" O.C.
3" COMPOSITE ROOF PANEL
— — — — —
(MIN. SLOPE 1/4" : l')
EXTRUDED OR
3" HEADER EXTRUSION
EXISTING TRUSS OR RAFTER
SUPER GUTTER
FASTEN TO PANEL W/
x 1/2"S.M.S. EACH SIDE
EXISTING FASCIA
@ 12" O.C. AND FASTEN TO
@
SEALANT
GUTTER W/LAG BOLT AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" = l'-0"
GUTTER BRACE @ 2'-0- O/C
CAULK.
SLOPE
I _
(2) #10 x 1/2" S.M.S. @ 16" O/C
FROM GUTTER TO BEAM
SUPER OR
EXTRUDED
GUTTER SOFFIT
2" 0 HOLE EACH END FOR
WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2" = l'-0"
ALTERNATE 314"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8' x 3-1/2" LOUVER VENTS
OR 314"0 WATER RELIEF
HOLES REQUIRED FOR 2-11Z
& 3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 3/8" 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" = V-0"
FLASHING 0.024" OR 26 GA
GALV.
2" x 2" x 0.06" x BEAM DEPTH +
4" ATTACH ANGLE "A" TO
FASCIA W/ 2-318" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050" S.M.B. (4)
#10 S.M.S. @ EACH ANGLE
EACH SIDE
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 2-114" 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)
3/8" x 2" LAG SCREWS PER SIDE OR (3) 114" x 2-114" 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" = 1'-0"
RECEIVING CHANNEL OVER
BEAM ANGLE PROVIDE 0.060"
SPACER @ RECEIVING
CHANNEL ANCHOR POINTS (2)
#10 x 2-1/2" S.M.S. @ RAFTER
TAILS OR @ 2" O.C. MAX. W/
2" x 6" SUB FASCIA
2" x 6" S.M.B. W/ (4) #10
S.M.S. @ EACH ANGLE
EACH SIDE
NOTCH ANGLE OPTIONAL
MUST REMAIN FOR ANGLE
STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: 2" = l'-0"
PAN ROOF ANCHORING DETAILS
RIDGE CAP
98 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
98 x 112" 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
WHEN FASTENING TO
ALUMINUM USE TRUFAST HD x 2
("P + 3/4') AT 8" O.C. FOR UP TO FOR PAN ROOFS:ty
130 MPH WIND SPEED (3) EACH #8 x 1/2" LONG S.M.S,. ,z
EXPOSURE "D"; 6" O.C. FOR PER 12" PANEL W/ 3/4" ' (9
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.................
EXPOSURE "D" .......
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PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
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#10 x (t + 112") S.M.S. W1
SUPPORTING BEAM
1-1/4"0 FENDER WASHERS
(PER TABLES}
@ 12 O.C. (LENGTH =
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@ ROOF BEARING ELEMENT
(SHOWN) AND 24" O.C. @
NON -BEARING ELEMENT (SIDE
WALLS)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: 2" =1'-0"
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12 0
0.024" x 12' ALUMINUM BRK
MTL RIDGE CAP
:: a'::::
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL f
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 (cD POST DETAIL
SCALE: 2" = V-17
0.024" X 12" ALUMINUM BRK
FASTENING OF COMPOSITE
MTL RIDGE CAP
PANEL`
VARIABLE HEIGHT RIDGE
SEALANT
BEAM EXTRUSION
#8 x 9/16" TEK SCREW @ 8"
..: :_:... O.C.
ROOF PANEL _ CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
2" x —SELF MATING BEAM
118" WELDED PLATE SADDLE
W/ (2) 1/4" THRU-BOLTS
#5 RE6;4R IMBEDDED IN TOP _
OF CONCRETE COLUMN (BY
OTHERS)
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("r+ 3/4") AT 8" O.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 (aCONCRETE POST DETAIL
SCALE: 2" = V-0"
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
#8 x 1/2" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE #8 x 1l2" S.M.S.
W/ 112" 0 WASHER.
x
W
TYPICAL INSULATED PANEL
SCALE: 2" = V-0"
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
TAB AREA
3/8" TO 1/2" ADHESIVE BEAD
FOR A 1" WIDE ADHESIVE
STRIP UNDER SHINGLE
MIN ROOF SLOPE 2-1/2: 12
SUBSEQUENTROWS
STARTER ROW
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 OFADHESIVE 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 DEGASEAL- 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
0
0
0
0
0
SUBSEQUENT ROWS
0 3/8" TO 1/2" ADHESIVE BEAD
FOR A 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 w 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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08-12-2010 1 OF I
MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
r\ ON TOP AND BOTTOM LOCK GROOVE
48" 1
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
ELITE ALUMINUM CORPORATION
ELITE PANEL
SCALE: 2" = V-0"
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FI-1049
Wind
Open Structures Mono Sloped Roof
Screen Rooms & Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
MPH
1&2
s anlload•
3
s anlload•
- 4
I s anlload•
1&2
s anlload•
3
s anlload'
4
s anlload•
1&2
s anlload•
3
span/load'
4
s anlload•
Cantilever
100
25'-9"
13
28'-9'
113
27'-10"
13
20W-
20
ZZ-11"
20
1 22'-2'
120
19'-2-
23
21'-5'
23
20'$"
23
4'-0-
45
110
25'-0-
14
27'-11"
14
1 27'-0-
14
20'-1-
21
22'-5'
21
21'-B'
21.
17'-8'
27
19'-9'
27
19'-1'
27
4'-0'
55
120
2Z-7'
17
25'-4'
17
24'-5'
17
18'-5'
25
20'-7°
25
19'-70'
25
16'-3"
32
18'-2"
32
17'-7'
32
4'-0"
65
123
22'-0'
17
24'-8
17
2T-1 D"
17
1T-11'
26
20'-1'
26
19'-5'
26
15'-10"
34
1T$"
34
17'-1"
34
4'-0•
69
130
20'-10'
20
23'-3'
20
2Z-6"
20
IT-l"
29
19'-1'
29
18'-5'
29
13'-8'
45
1F-8'
38
16'-7'
38
4'-0-
77
140-1
1W-4-
23
21'$'
123
20'-11-
23
15'-9'
34
1T-7'
34
17'-0'
34
13'$'
45
16'-8"
38
16'-1'
38
4'-0'
89
140-2
19-4-
23
21'$'
23
20'-11'
23
15'-9'
34
1T-7'
34
1T-0"
34
12'-7•
53
15'-6"
44
13'-8"
53
4'-0'
89
150
18'•2"
26
20'-4'
26
19'-B'
26
13'-7'
46
16'-5'
39
15'-11'
39
11'-10"
60
13'-3'
60
17-10
60
1 4'-0'
102
Wind
Open Structures MonoSlo ed Roof
Screen Rooms
&Attached
Covers
Glass &Modular Rooms Enclosed
Overhang
Zone
MPH
1&2.
s anlload•
3
s anlload'
4
s anload•
1&2
s anlload'
3
s anlload'
4
s anlload•
1&2
s anlload'
.3
s anlload•
4
s an/load'
Cantilever
100
29-$L
13
33'-2"
113
32'-1-
13
23'$'
20
26'-W
20
25'-7-
20
22'-1"
23
24'-W
23
23'-10-
23
4'-0'
45
110
28'-10'
14
32'-3'
14
37'-2"
14
23'-2'
21
25'-10"
21
24'-11"
21
20'-5'
27
22'-10'
27
22'-0"
27
4'-0'
55
120
26'-1'
17
29'-2"
17
28'-2"
17
21'-2'
25
23'-8'
25
22'-11'
25
18'-9'
32
20'-11'
32
20'-3'
32
4'-0'
65
123
25'-5'
17
28'-5"
17
27'-5"
17
20'-8'
26
23'-2"
26
22'-4'
26
18'-3"
34
20'-5"
34
19'-8'
34
4'-0'
69
130
23'-11"
20
26'-10"
20
25'-11'
20
19'$'
29
22'-0'
29
21'-3'
29
17-2"
38
19'-3"
38
18'-7-
38
4'-0"
77
140-1
2Z-4'
23.
24'-11'
23
24'-2'
23
18'-2'
34
20'-4"
34
19'-8"
34
1T-2"
38
19'-3"
38
18'-7"
38
4'-0'
89
140-2
22'�'
23
W-11'
23
24'-2"
23
18'-2"
34
20'-4"
34
19'$"
34
15'-11'
44
17'-10"
44
17'-3'
44
4'-0'
89
150
20'-11'
26
23'S'
26
22'-8"
25
16'-17'
39
18'-11-
39
18'-4-
39
13--W
60
16'-7-
51
16'-0-
51
4'-0'
102
Wind
Open Structures Mono
Sloped Roof
Screen Rooms & Attached Covers
Glass & Modular Rooms EncloM4'-O'
erhang
Zone
MPH
1&2
s anlload•
3
s anlload'
4
s anlload•
1&2
s anlload•
3
s anlload`
4
s anlload•
1&2
s aMoad•
3
s anlload•
4ntilever
s anll
100
29'-11-
13
3T-6"
13
32'-5'
13
23'-11-
20
26-9
20. 20
25'-11-
20
22'4'
23
24'-11'
23
24'-2''
45
110
29'-2'
14
32'-7'
14
31'$"
14
23'-0"
21
26'-2'
21
2&-3"
21
20'-7"
27
23'-1-
27
2Z-3-'
55
120
26'-4'
17
29 $"
17
28'S"
17
21'S'
25
23'-11"
25
23'-2"
25
18'-11"
32
21'-2-
32
20'-5'U'
65
123
25'$"
17
28'-9'
17
27'-9"
17
20'-11'
26
23'-5'
26
2z-7'
26
18'-5"
34
20'-7'
34
19'-11'-0-
69
130
24'-3"
20
27'-1-
20
26'-T
20
19'-11"
29
22'-3"
29
21'$"
29
1T-5'
38
19'-5-
38
18'-9'-0'
77
140-1
22'-7'
23
25'-3'
23
2- 5'
23
18'-0"
34
20'-6"
34
19'-10"
34
1 T5"
38
19'-5"
38
18'-9'-0'
89140-2
ZT-7'
23
25'$"
23
24-5'
23
18'-4"
34
20'-6"
34
19'-10"
34
16'-2"
44
18'-1"
44
17'-5'-0'
8915021'-3'
2fi
23'-9"
26
ZZ-11"
26
17'-2'
39
19'-2'
39
18'$'
39
13'-10"
60
16'-9"
51
16'-2'-0'
102
Wind
Open Structures Mon o-Sloped Roof
Screen Rooms
8 Attached Covers
Glass & Modular Rooms Enclosed
Overhang
Zone
MPH
1&2
s aMoad'
3
s anlload•
4
s anlload•
1&2
I s anload•
3
s anlload'
4
s aMoad•
182
s aMoad'
3
span/load'
4
I s anlload•
Cantilever
100
34'-7'
13
38'$`
13
3T5•
13
27'$'
20
30'-11"
20
29'-10'
20
25'-9"
23
28'-10'
123
1 27--10-
23
4--0-
45
110
33'$'
14
37-7'
14
36'-4'
14
26-11'
21
30'-2"
21
29'-2'
21
23'-9'
27
26'-7"
27
25' -W
27
4'-0"
55
120
30'-5"
17
34'-0'
77
32'-10'
17
24'-9'
25
27'$'
25
26'$'
25
21'-10"
32
24'-5"
32
23'-7'
32
4'-0'
65
123
29'-7'
17
33'-1'
17
32'-0'
77
24'-2'
26
26'-11'
26
26'-1'
26
21'-3'
34
23'-9"
34
2Z-11•
34
4'-0"
69
130
2T-11"
20
31'-3'
20
30'$°
20
22'-11'
29
25'$'
29
24'-9'
29
20'-l"
38
225°
38
21'$°
38
4'-0'
77
140-1
26'-1'
23
29'-1'
23
28'-2-
23
21'-2`
34
23'$`
34
22'-11'
34
20'-1'
38
1 ZZ-5"
38
21'$"
38
4'-0"
89
140.2
26'-1'
23
29'-l'
23
28'-2-
23
21'-2-
34
23'$'
34
22'-11-
34
18'$"
44
20'-10"
44
20'-1'
44
4'-0'
89
150
24'S'
26
2T�'
26
28'-5'
26
19'-0'
39
22'-1'
39
21'S'
39
17'-4'
S1
19'-0'
S1
18'-8'
51
4'-0'
102
Note: Total roof panel width = room width +wall width + overhang. 'Design or applied load based on the affective area of the panel
Note:
Below spans are based on test results from a
Florida approved test lab & analyzed by
Lawrence E. Bennett & U180
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #171-7049
Wind
O en Structures MonoSlo ed Roof
Screen Rooms &Attached
Covers
Glass 8 Modular
Rooms Enclosed
Overhang
Zone
- 18'2
3
4
1&2
3
4
1&2
31127'-10-123
4
Cantilever
MPH
s anlload•
s anlload•
s anlload'
s anlload'
s anlload•
s anlload•
s anlload•
s anlloanlload"
100
34'-7"
13
38'-B'
13
'37'S'
13
27'$'
20 30'-11'
20
29'-10"
20
25'-9-
23 2&-10-
4'-0-
45110
33-8'
14
37W*
14
36-4'
14
26'-11'
21
30'-2"
21
29'-2"
21
23'-9"
27
26'-7"
'$'
27
4'-0"
55120
30'-5'
17
34 -0'
17 3Z-10"
17
24 -9'
25
2T-8'
25
26$'
25 21'-10"
32
24'-5'
'-7'
32
4'-0"
65123
29-7'
17
33%1'
17
32'-0'
17
24'-2-
26 26'-11'
26
26-1'
26
21'-3-
34
23%9"
-11'
34
4'-0"
69130
27'-11'
20
31'J"
20
30'-3"
20
22'-11'
29
25'-8'
29
24'-9'
29
20'-l"
38
22-5'
'$"
38
4'-0"
77140-1
26'-l"
23
29%1'
23
28'2"
23
21'-2-
34
23'$`
34
22'-11'
34
20'-1-
38
22'-5"
'-W
38
4'-0"
89140-2
26'-l'
23
29'-1"
23
28'-2'
23
21'-2'
34
23$'
34
22'-11"
34
18%8"
44 20'-10'
'-1'
44
4'-0'
89
150
24'-6"
26
27--4'
26
26'S°
26
19'-9-
39
22'-7'
39
21%5"
39
17'4'
51
19'-4'
51
18'$'
S1
4'4r
102
Wind
Open Structures MonoSlo ed Roof
Screen Rooms 8 Attached
Covers
Glass 8 Modular
Rooms Enclosed
Overhang
Zone
MPH
1112
s anlload'
3
s onfoad•
4
s anload•
1&2
•
s anlloj20
3
s anlload°
4
spa
anlload•
1&2
s anlload•
3
spa nlload'
4
s aMoad•
Cantilever
100
37'-11'
13
42'-5`
13
40'-11'
13
30'-3'
33'-10'
20
32'$"
20
28'-3'
23
31W"
23
30'-6`
23
V-O'
38
110
36'-10'
14
41'-2"
14
39'-10'
14
29'-6'
33'-0"
21
31-11'
21
26'-1'
27
29'-1"
27
28'-2'
27
4'-0-
55
120
33-0"
17
37-3'
17
36'-0'
17
27'-1'
30'-3'
25
29'-3"
25
23'-11"
32
26'-9"
32
25'-10'
32
4'-0'
65
123
32'S'
17
36-3'
17
35'-1'
17
26'-5'
29'-7'
26
28'-7"
26
23'-3'
34
26'-0'
34
25-2'
34
4'-0'
6930
30'$°
20'J'
20
33'-1`
20
25'-2'
26'-1'
29
27'-2°
29
21'-11"
38
24'-7°
38
23'-9'
38
4'-0"
77
140.1
28'S'
23
31'-11°
23
30'-10'
23
23'$'
25'-11'
34
25'-1'
34
21'-11"
38
24'-T
36
23'-9'38
4'-0"
89
140-2
28'$'
23
37'-17"
23
30'-10'
23
23'-3'
25'-11"
34
25'-1"
34
20'S'
44
22'-10'
44
22'-1'26
29'-11''1'''
24'J'
39
23'S`
39
78'-11'
57
21'-2"
51
20'$'
S1
4'-0"
1D2
Note: I oral rooT panel wlout = room wiam +wail width + overhang. 'Design or applied load based on the affective area of the panel
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2.00
A = 0.434 in.'
0.040' o Ix = 0.234 in'
Sx = 0.240 in?
6005 - T5
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2' = 1'-0"
12.00' 1
0.045" A = 0.538 in?
T--�
Ix=0.642m'
0.428 in?
6005 - T5
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-0"
* 2.00"
I
0.060" I o A = 0.768 in?
Ix = 0.530 in'
Sx = 0.585 in?
6005 - T5
2" x 3" x 0.060" HOLLOW SECTION
SCALE 2" = 1'-U"
* 2.00"
0.050" I I
o A = 0.697 in?
Ix = 1.428 in'
Sx = 0.714 in?
6005 - T5
2".x 4" x 0.050" HOLLOW SECTION
SCALE 2" = 1'-0"
3.00'
A = 0.552 in?
0.045" o Ix = 0.342 in'
Sx = 0.342 in'
6005 - T5
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = V-W
2.00-
A = 0.776 in?
Ix = 1.953 in. `
0.046" o Sx = 0.977 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2"x 4" x 0.046" x 0.100"
SELF MATING SECTION
SCALE 2" = 1'-0"
* 2.00-
A = 0.964 in?
o Ix = 3.688 in.
0.050" Sx = 1.475 in'
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.096"
SELF MATING SECTION
SCALE 2- = 1'-0"
* 2.00"
A = 1.098 in?
0
0.050" q Ix = 5.938 in. '
Sx = 1.979 in?
6005 - T5
STITCH W/ (1) #10x3/4- S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050" x 0.120"
SELF MATING SECTION
SCALE 2" = V-W
2.02'
c A = 1.277 in?
0.060" r 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 7" x 0.060" x 0.120"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0.072" o
m
A = 1.855 in?
Ix = 16.622 in.`
Sx = 4.156 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.072" x 0.112"
SELF MATING SECTION
SCALE 2" = V-W
*200"*
0.072"03
o
A = 1.999 in?
Ix = 22.116 in4
Sx = 4.915 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 0.072" x 0.112"
SELF MATING SECTION
SCALE 2" = T-0"
* 2.00"
0.082' o
A = 2.398 in?
Ix = 27.223 in'
Sx = 6.050 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"
SELF MATING SECTION
SCALE 2" = T-W
* 2.00'
0
0.090" o
A = 3.023 in?
Ix = 42.466 in.`
Sx = 8.493 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.092" x 0.187"
SELF (MATING SECTION
SCALE 2" = 1'-0"
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 indentification 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 INDICATOR
TCI B005 HOLLOW
CATOR
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GENERAL NOTES AND SPECIFICATIONS:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads are
based on data from catalogs from POWERS FASTENING, INC. (RAWL
PRODUCTS), other anchor suppliers, and design criteria and reports from
the American Forest and Paper Products and the American Plywood
Association
2. Unless otherwise noted, the following minimum properties of materials
were used in calculating allowed loadings:
A. Aluminum:
1. Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fc = 2,500 psi @ 28 days
C. Steel, Grade D Fb! c = 33.0 psi
D. Wood;
1. Framing Lumber #2 S.P.F. minimum
2 . Sheathing, 112" 4 ply CDX or 7/16" OSB
3. 120 MPH wind load was used for all allowable area calculations.
4. For high velocity hurricane zones the minimum live load / applied load shall
be 30 PSF.
5. Spans may be interpolated between values but not extrapolated outside
values
6. 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 meta( -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.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, 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.
8. 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.
9. 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.
SECTION 9 DESIGN STATEMENT:
The anchor systems in the Fastener section are designed for a 130 MPH wind
load. Multipliers for other wind zones have been provided. Allowable loads
include a 133 % wind load increase as provided for in The 2007 Florida Building
Code with 2009 Supplements. The use of this multiplier is only allowed once and
(.have selected anchoring systems which include strapping, nails and other
fasteners.
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
(As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 psi, Shear 24,000 psi
Fable 9.1 Allowable Loads for Concrete Anchors
Screw Size
d = diameter
Embedment
(in.)
Min. Edge Dist 8
Anchor Spacing
5d (in.)
[;;A,.:,owable LoadsDepth
ion Shear
ZAMAC NAILIN (Drive Anchors)
114" 1-1/2" 1-1/4' 1 27311 1 2310
2" 1 1-1/4" 1 3169 1 236#
TAPPER (Concrete Screws)
3116"
1-114"
15116'
1 288#
167#
1-3/4'
15116'
371#
259#
114"
1-114"
1-1/4"
427#
200#
13/4"
1-114"
544#
216#
318"
iA/2'
1-9116"
511#
402#
1-3/4'
3-318'
703#
4559
POWER
BOLT (Expansion Solt)
114"
2'
1 1-114"
624#
261#
5/16"
F936#
mi#
318"
3-112"
1-9116'
1,575#
1,42S#
112"
5"
2.1—
2,332#
2,220#
POWER STUD (Wedge -Bolt ®)
114"
2-314"
1-1/4"
812#
326#
318"
4-7/4"
1-7/8"
1,358#
921#
112"
1 6"
1 2.112"
2,271#
1 1,218#
1 7"
1 2-114"
3,2889
1 2,202#
Wedge Bolt
Ve 2-112" 2-114" 8789 365#
318" 3-112" 3-114" 1,705# 1 9169
112" a 3-3/4' 1,774# 1 1,095#
Notes:
1. Concrete screws are limited to 2' embedment by manufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to ravel may be substituted.
4. Anchors receiving loads perpendicular to the diameter are in tension.
5. Allowable loads are Increased by 1.00 for wind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter are shear loads.
8. Manufacturers recommended reductions for edge distance of Sri have been
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift load by the anchor allowed load.
For a 2' x 6' beam with:
spacing = r-O' O.C.
allowed span = 20'-5" (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = 1/2(20.4Z) x T x 10# / Sq. Ft.
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 714.70#
427#
Therefore, use 2 anchors, one (1) on each side of upright
Table is based on Rawl Products' allowable loads for-2,500 p.s.i. concrete.
Screw/Bolt
Allowable Tensile Loads on Screws for Nominal Wall Thickness (T) (Ibs.)
0.164'
122
139
153
200
228
255
0.190"
141
161
177
231
263
295
0210"
156
178
196
256
291
327
0.250"
186
212
232
305
347
389
529
RM
0.240"
179
203
.223
292
333
374
508
0.3125"
232
265
291
381
433
486
661
0.375'
279
317
349
457
520
584
793
0.50"
373
423
465
609
693
779
1057
Allowable Shear Loads on Screws for Nominal Wall Thickness IT) (Ibs.)
Screw/Bolt
I Single Shear
Nd
0.04e
0.050"
0.055"
0.072"
0.082-
0.092"
0.125"
0.164'
117
133
147
192
218
245
-
0.190"
136
154
170
222
253
284
-
0.210"
150
171
188
246
280
293
-
rll'4"
0.250"
179
203
223
292
333
374
508
0240"
172
195
214
281
320
358
487
0.3125"
223
254
279
366
416
467
0.375"
268
305
335
439
499
560
761
0.50'
357
406
447
585
__2L6_J
747
1 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness ('r) (Ibs.)
Bolt
Double Shear
Size
Nd
0.044"
0.0501,
D.O55"
0.072
1.082"
0.092"
0.125"
Ile
0240"
343
390
429
561
639
717
974
5/1 Sr"
0.3125"
446
508
559
732
832
934
1269
318"
0.375"
536
610
670
878
998
1120
1522
112"
0.50"
714
812
894
1170
1332
1494
2030
Notes:
1. Screw goes through two sides of members.
2. All barrel lengths; Cetus Industrial Quality. Use manufacturers grip range to match total wall thickness
of connection. Use tables to select rival substitution for screws of anchor specifications In drawings.
3. Minimum thickness of frame members Is 0.036' aluminum and 26 ga. steel.
Multipliers for Other Alloys
6063 T-6
1259
5052 H-25
1522
6005 T•5
1 2030
Allowable Load Coversion Multipliers
for Edge Distances More Than 5d
Edge
Distance
Multipliers
Tension
Shear
5d
1.00
1.00
6d
1.04
1.20
7d
1.08
1A0
8d
1.11
1.60
9d
1.14
1.80
10d
I.18
2.00
11d
1.21
12d
1.25
Table 9.5A Allowable Loads 8: Roof Areas Over Posts
for Meta] to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 27.42 #/SF
Fastener
diem.
min. edge
distance
min. dr.
to ctr.
No.
of Fasteners
/Roof Area
(SF)
1/Area
2/Area
3/Area
1 41Area
1W'
112"
5/S"
1.454 - 53
2,908 -106
4,362 - 1591
5,819 - 212
5116"
3/8"
7/8"
1,894 - 69
3,788 - 138
5,682 - 207
1 7.576 - 276
318"
3/4"
1'
2,272 - 82
4,544 -166
6,816 - 249
1 9.088 - 331
1l2"
1"
1-1/4"
3,030-110
6.06D-221
9,090-332
12,120-442
Table 9.513 Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures @ 35.53 #/SF
Fastener
dtam.
minedge
dlstanee
min. dr.
to ctr.fi1,894-53
No.
of Fastaners
1 Roof Area(SF)
2/ Area
3/ Areak7,676
4 / Area
1/4"
1/2"
5/6"
2,908 - 82
4,362 - 125819
- 164
5116"
318"
7/8"
3,788-107
5,682 -160
- 213
318'
314"
1"
4,644-128
6,816 -192088
- 256
112"
1"
1-1/4"
6.060 - 171
9,090 - 256
,120 - 341
Notes for Tables 9.5 A, B:
1. Tables 9.5 A & B are based on 3 second
wind gusts at 120 MPH; Exposure "B";
I =1.0.
2. Minimum spacing is 2-1/2d O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance is 2d for screws,
bolts, and rivets.
Allowable Load Conversions
for Edge Distances More Than 5d
Edge
Distance
Allowable
Multi
Load
hers
Tension
Shear
12d
1.25
11d
121
led
isle
2.00
9d
1.14
1.80
8d
1.11
1.60
7d
1.08
1.40
6d
1.04
120
5d
1.00
1.00
Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 #! SF)
(For Wind Regions other than 120 MPH. Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of
Fasteners
1
2
3
4
1"
264#-10SF
52a#-19 SF
792#-29 SF
1056#-39 SF
1/4"o
1-112"
396#-14 SF
792N-29 SF
1189#-43SF
1584#-58SF
2-112"
660#-24 SF
1320#--48 SF
1980#-72 SF
2640#-96 SF
1"
312#-11 SF
624#-23 SF
936#-34 SF
1248#-46 SF.
5116"o
1-112"
468# - 17 SF
936# - 34 SF
1404# - 51 SF
1872# - 68 SF
80# - 28 SF
1560# - 57 SF
2340# - 85 SF
3120# -114 SF
318"e
56#-13 SF
712#-26 SF
106811-39 SF
1424#-52 SF
�29D#
34# - 19 SF
1668# - 39 SF
1602# - 58 SF
2136#-78SF
- 32 SF
1780# - 65 SF
1 2670# - 97 SF
3560# - 130 SF
CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED
Buildings
Fastener
Diameter
Length of
Embedment
I Number of Fasteners
1 2 1 3 T 4
TYPE OF FASTENER
= "Quick Set"
Concrete Screw (Rawl Zamac Nailin or E ulvatent)
1/4"e
1-1/2'
273#-10 SF
546#-206F
819#-30 SF
1092#-40 SF
2"
316#-12 SFI
632#-23SF
I 948#-35SF
1 1264#-46 SF
TYPE OF FASTENER
= Concrete
Screw (Rawl Tapper
or Equivalent)
3/16"o
1-1/4"
288#-11 SF
576#-21 SF
864#-32 SF
1152#-42 SF
1314'
371#-14 SF
742#-27 SF
1113#-41 SF
1484#-54 SF
114"o
1.1/4'
365#=i38F
730#=27 SF
i095#=40 SF
14604-53 SF
1314"
427#-16 SF
854#-31 SF
1 1281#-47 SF
1708#-62 SF
318"o
1-112"
511#-19 SF
1022#-37 SF
1 15339-56 SF
2044#-75 SF
13/4"
703#-26 SF
1406#-51 SF
1 2109#-77 SF
2812#-103 SF
TYPE OF FASTENER
= Expansion
Bolts (Rawl Power
Bolt or Equivalent)
318"e
21/2"
1050# - 38 SF21
-177SF
5#- 115 SF4200#
--153 SF
3-1/2
157#-57S
3150#
SF
230 SF
6300#
1/2"o
3"
1399#-51 SF
2798#-102 SF
4197#-153 SF
559E#-204 SF
5"
2332# - 85 SF
14664# -170 SFI
6996# - 255 SFI
93280 - 340 SF
Note:
1. The minimum distance from the edge of the
concrete to the concrete anchor and spacing
between anchors shall not be less than 5d where
d is the anchor diameter.
2. Allowable roof areas are based on loads for
Glass / Enclosed Rooms (MWFRS); I = 1.00.
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
Table 9.3 Wood 8. Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 # 1 SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment
Number of
Fasteners
1
2
3
4
1"
264#-7 SF
528#-15SF
792#-22SF
1056#-30 SF
Ilea
1-112"
396#-11 SF
792#-22SF
1188#-33 SF
1584#-45 SF
2-1/2"
660#-19 SF
1320#-37 SF
1980#-56 SF
2640#-74 SF
5/16"o
1"
312#-9 SF
624#-18 SF
936#-26 SF
1248#-35 SF
1412"
468#-13 SF
936#-26 SF
1404#-40 SF
1872#-53 SF
2.112"
780#-22SF
1560#-44 SF
234D#-66 SF
3120#-88 SF
1"
356#-10 SF 1
712#-20 SF
1068#-30 SF
1424#-40 SF
318"o
1-112"
534# -15 SF1
1068# - 30 SF
1602# .45 SF 1
2136# - 60 SF
2-112"
89D#-25 SF
1780#-50 SF
2670#-75 SF
356.#-100 SF
CONNECTING TO: CONCRETE [Min. 2,500 psi] for PARTIALLY ENCLOSED
Buildings
Fastener
Diameter
I Length of
Embedment
1 Number of
Fasteners
1 1 2 1 3 1 4
PE OF FASTENER
= "Quick Set"
Concrete Screw (Rawl Zamae Nailin or Equivalent)
114"0
1.112"
233#-BSF
466J{-17 SF
69 9#-25 SF
932#-34 SF
2"
270#-tO SF
540t!-20 SF
81D#-30 SF
1.1080#-39 SF
PE OF FASTENER
= Concrete
Screw (Rawl TapperEuivalent
3
1-112
#
9-14 SF
13B#-21 SF
984#-28 SF
314
7#-9 SF
634#-18 SF
1 951#-27 SF
1268#-36 SF
Ilea
1-112"
365#-10 SF
730#-21 SF
1095#-31 SF
1460#-41 SF
1-314"
465#-13 SF
930#-26 SF
1 1395#-39 SF
1860#-52 SF
318"e
1-112"
437#-12 SF
874#-25 SF
1311#-37 SF
1748#-49 SF
1.314"1
6019-17SF
12029-34 SF
1 1803#-61 SF
2404#-68 SF
PE OF FASTENER
= Expansion
Bolts Rawl Power
Bolt or Equivalent
318"e
2-1l2'
1205# - 34 SF
2410# - 68 SF
36I -102 SF
4820# -136 SF
3.1/2"
1303#-37 SF
2606#-73 SF
3909#-110 SF
F
5212#-147 SF
1/2"o
3"
1806#-51 SF
3612#-102 SF
5418#-162 SF
7224#-203 SF
5"
1993# - 56 SF
13986# -112 SF
5979# -168 SF
7972# - 224 SF
WIND LOAD CONVERSION TABLE:
Note:
For Wind ZoneslRegions other than 120 MPH
1. The minimum distance from the edge of the
Tables Shown), )'
concrete to the concrete anchor and spacing
multiply allowable loads and mot areas by the
be tween anchors shall not be less than 5d
conversion factor.
where d is the anchor diameter.
WIND
APPLIED
CONVERSION
2. Allowable loads have been increased by 1.33 for
REGION
LOAD
FACTOR
wind loading.
100
26.6
1.01
_ 3. Allowable roof areas are based on loads for
110
26.8
1.01
Glass / Partially Enclosed Rooms (MWFRS)
I = 1.00
120
27A
1.00
123
28.9
0.97
130
32.2
0.92
140-1
37.3
0.8E
140-2
37.3
0.86
150
42.8
0.80
crew o S
Metal to Plywood
fir 4 ply
518" 4 ply
3/4' 4 ply
Shear
(]be.)
Pull Out
(,be.)
Shear
(,be.)
Pull Out
lbs.
Shear
(Ibs.)
Pull Out
(lbs.
#8
93
48
113
59
134
71
#10
100
55
120
69
141
78
#12
118
71
131
78
143
94
#14
132
70
145
88
157
105
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel
Steel Mandrel
Rivet Diameter
Tension (Ibs.)
Shear
Tension (Ibs.
Shear
1/8
129
176
210
325
5/32"
187
263
340
490
3116"
262
1 375
445
720
Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to
Walls, Uprights, Carrier Beams, or Other Connections
120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C"
Exposures
Maximum Screw / Anchor Size
Max Size of Beam
Upright
Attachment Type
Size Description
To Wall
0
To Upright/ Beam
0
2"xex0.04e
Angle
1"x 1"x0.045'
3116'
#10
2" x ex 0.044"
Angle
V x 1" x 1116' 0.063')
3/16'
#12
2" x 5" x 0.072"
Uchannel
1-112" x 1-1/2" x 1-112' x 0.125"
1/2'
0114
2" x 6" x 0.072"
U-channel
1' x 2-1/8' x 1" x 0.050"
5116"
5116
2" x 8" x 0.072"
Angle
1' x 1' x 1/8' (0.125")
X16'
#12
2" x 10" x 0.072"
Angle
1-1/2' x 1-1/2' 1/16(0.062")
Ve
#12
2" x 7' x 0.072'
Angle
1-V2" x 1-1/2' 3/16"(0.188)
1W
#14
2" x 10" x 0.072"
Angle
1-1/2" x 1-1/2" Va (0.062')
1/e
#14
2" x 7" x 0.072"
Angle
1-We x 1-We x 1/8"(0A25")
114"
#14
2" x 10" x 0.072"
Uchannel
131e x 1-3/4" x 1-31e x 1/8'
318"
#14
2" x 10" x 0.072"
Angle
2' x 2' x 0.093'
3/8'
318"
2" x 10" x 0.072"
Angle
2' x 2" x 118*(0.125")
5/16'
5/16"
2"x 10"x 0.072"
Angla
I 2"x2'x3/16"(0.313")
1/2'
112"
Note:
1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the
stitching screw size for beam / upright found in table 1.6.
2. For post attachments use wall attachment type = to wall of member thickness to
determine angle or u channel and use next higher thickness for angle or u channel than the
upright wall thickness.
3. Inside connections members shall be used whenever possible
i.e. Use In lieu of angles where possible.
4. The thicker of the two members u channel angle should be place on the Inside of the
connection 9 possible.
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH
(tables Shown), multiply allowable loads and roof
areas by the conversion factor.
WIND
REGION
APPLIED
LOAD
CONVERSION
FACTOR
100
25
1.22
110
30
1.11
120
35
1.03
123
37
1.00
130
42
0.94
140-1 &2
48
0.88
150
56
0.81
Table 9.9 Minimum Anchor Size for Extrusions
Wall Connection
Extrusions
Wall
Metal Upright
Concrete
Wood
2' x 10"
114"
#14
114-
114"
2" x 9"
114"
#14
114,
Ile
2" x 8'
1/4"
#12
1/4'
#12
2" x 7"
3116"
#10
3116'
#10
2" x 6" or less
3116"
#8
3/16"
#8
Note:
Wall, beam and upright minimum anchor sizes shag be used for super gutter
connections.
Table 9.10 Alternative Anchor Selection Factors for Anchor / Screw Sizes
Metal to Metal
Anchor Size
#8
#10
#12
Ole
5116'
318"
#8
1.00
0.80
0.58
0.4E
027
0.21
#10
0.80
1.00
0.72
0.57
0.33
0.26
#12
0.58
0.72
1.00
0.78
0.46
0.36
#14
0.46
0.57
0.78
1.00
0.59
0.46
5116"
0.27
0.33
0.46
0.59
- 1.00
0.79
318'1
0.21
1 0.
1 .3E
0.58
0.79
1 1.00
Alternative Anchor Selection Factors for Anchor / Screw Sizes
Concrete and Wood Anchors
(concrete screws: 2" maximum embedment)
Anchor Size
3116"
114"
318"
3116"
1.00
0.83
1 0.50
114"
0.83
1.00
0.59
318"
0.50
0.59
1.00
Dyne Bolts (15/6" and
2-114' embedment respectively)
Anchor
Size
3/16"
112"
3116"
1.00
0.46
112"
0.46
1A0�
• Multiply the number of #8 screws x size of anchor/screw desired and round up to the next even numbe`
of screws. -� • 1 _
Example:
If (10) #8 screws are required, the number of #10 screws desired Is: j
0.8x 10=(8)#10
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