HomeMy WebLinkAbout272 Live Oak BlvdDECEIVED
D ; .
MAR 14 2011
CITY OF SANFORD
BY: UILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: '' j J /' Documented Construction Value: $
Job Address: '?).2 2"Ve '/ Y Historic District: Yes No
Parcel ID: /l -02o - 30--5-o-9 rGYW --O 5 12_ o / Zoning:
Description of Work:206
Plan Review Contact Person: ,Title: /
Phone: ' a' v o Fax: yy%a 1.2.q/ E-mail:4!kVAy .'eCery!!?!9,/.Caryl
Z.LProperty Owner Information
Name woks Phone: i`7--1AR _ /Ss0
Street: Z7A L/v e 04' j/1/69/ Resident of property?
City, State Zip: -'3-;7-223
Contractor Information
Name tfGNdo-Sc N £Guc+. 1&6uie 2NivCQi Phone: YQ7 99--2- 6o -6o
Street: 3St ws%I e. div. Fax:
City, State Zip: A 44 mn,, 4p ,; r r, .5. 3Q!7/4 State License No. S G%3//?O
Architect/Engineer Information
Name: GQGu /wtir C 1N.v i fi'T
Street:
City, St, Zip:
Bonding Company: __
A0
Address:
Building Permit 1t
Square Footage:
No. of Dwelling Units:
Electrical
New Service - No. of AMPS:
Phone: 3F-6 -•76, j !V'
Fax: 3?6 -76,7-6
E-mail:
Mortgage Lender:
Address:
PERMIT INFORMATION
Construction Type: No. of Stories:
Flood Zone:
Mechanical (Duct layout required for new systems)
e1
iy Ll
Plumbing
New Construction - No. of Fixtures:
Fire Sprinkler/Alarm No. of heads:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no
work or installation has commenced prior to the issuance of a permit and that all work will be performed to
meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit
must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and
air conditioners, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR EUPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this
property that may be found in the public records of this county, and there may be additional permits required
from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida
Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order
to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the
plan review fee based on past permit activity levels. Should calculated charges exceed the documented
construction value when the executed contract is submitted, credit will be applied to your permit fees when the
permit is released.
Signature of Notary tate of Florida Date
NOTARY PUBLIC -STATE OF FLORIDA
Susan. L. Matre-Harrison
Commission # DD680567
Exni: s: JULY 12, 2011
BONDED THRU ATLAi\ TIC BONDINGCO,M
Owner/Agent is Personally Kpown to or
Produced ID Type of IDr; G'0$ i 14-C,
APPROVALS: ZONING: 14 3-14, 1UTILITIES:
ENGINE E ? Z L 11 FIRE:
COMMENTS:
Rev 11.08
Signature of Contractor/Agent Date '
Print Contractor/Agent's Name
SignatuPy6Y fare OF FLORIDADate 1V AK
Susan L. Matre-Harrison
Commission #DD680567
Expires: JULY 12, 2011
BONDED TI IRU ATLANTIC BONDING CO., INC.
Contractor/Agent is s/Personally Known to Me or
Produced ID Type of ID
WASTE WATER:
BUILDING:_Zi
Seminole County Property Appraiser Get Information by Parcel Number Page I of 2
PARPIE 2M 74 73
6
DAVID JOHNsam. CFA, ASA 0 2@2 4
77
3
PROPERTY 2
40
A&PRANER
SEMINGLE COUNTYFL.
43
71 as 39 180 17M9 17a
67
FL 32771-1468 83 3538
407 9 47
W 128 I
68 61 33
VALUE SUMMARY
2011 2010
VALUES
Working Certified
GENERAL
Value Method Cost/Market Cost/Market
Parcel Id: 11-20-30-509-0000-0420
Number of Buildings 1 1
Owner. BENNETT WENDY J & WAYNE &
Depreciated Bldg Value $48,595 $53,304OwrdAddr. HICKS ROBER D & GAIL G
Depreciated EXFT Value $1,076 $1,076MailingAddress: 170 CLEAR LAKE CIR
Land Value (Market) $10,0010 $10,000City,State,ZipCode: SANFORD FL 32773
Land Value Ag $0 $0PropertyAddress: 272 LIVE OAK BLVD SANFORD 32773
Just/Market Value $59,671 $64,380SubdivisionName: HIDDEN LAKE VILLAS PH 4
Portablity Adj $0 $0TaxDistrictS1-SANFORD
Save Our Homes Adj $0 $0Exemptions:
Dor. 0103-TOWNHOME Amendment I Adj $0 $0
Assessed Value (SOH) $59,671 $64,380
Tax Estimator
2011 TAXABLE VALUE WORKING ESTIMATE
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund $59,671 $0 $59,671
Amendment I adjustment is not applicable to school assessment) Schools $59,671 $0 $59,671
City Sanford $59,671 $0 $59,671
SJWM(Saint Johns Water Management) 1 $59,6711 $01 $59,671
County Bonds l $59,6711 $01 $59,671
The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates.
SALES
Deed Date Book Page Amount Vac/imp Qualified
WARRANTY DEED 12/2010 07501 1686 $48,00 Improved No
CORRECTIVE DEED 09/2006 07492 1216 $100 Improved No
WARRANTY DEED 06/2006 06519 0681 $137,000 Improved Yes
WARRANTY DEED 09/2006 06409 1892 $100 Improved No
2010 VALUE SUMMARY
WARRANTY DEED 11/1999 03769 0018 $57,000 Improved Yes
2010 Tax Bill Amount: $1,293
QUIT CLAIM DEED 0711994 02813 0170 $100 Improved No
2010 Certified Taxable Value and Taxes
SPECIAL WARRANTY DEED 07/1994 02800 1959 $48,100 Improved No
DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS
SPECIAL WARRANTY DEED 05/1994 02774 0553 $100 Improved No
CERTIFICATE OF TITLE 02/1994 02734 1009 $56,600 Improved No
WARRANTY DEED 07/1991 02318 1645 $54,000 Improved Yes
WARRANTY DEED 04/1984 01538 1023 $55,200 Improved Yes
WARRANTY DEED 03/1984 01533.1981 $100 Vacant No
Find Comparable Sales within this Subdivision
LEGAL DESCRIPTION
LAND
7TPLATS:FPic7k.. Ir --
Land Assess Method Frontage Depth Land Units Unit Price Land Value
LOT 0 0 1.000 10,0100.00 $10,000 LEG LOT 42 HIDDEN LAKE VILLAS PH 4 P13 28 PGS 26 TO
1
928
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JOB #
Customer;
I Address:
uavia 14079025059
BERNARD DUNCAN (D.B.A.)
Dulando Screen & Awning, Inc.
835 Sunshine Lane
Altamonte Springs, Florida 32714
Phone: (407) 862-6060 a, Fax: (407) 862-1221
Ub Address: -'
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Less Down Payment :
Balance Due Upon Completion OZ%
Balance Payable Upon Completion Unless Otherwise Specified
OWNi R 3 RESPONSIBlUTY_ The owner agrees to assume responsibility foriob location being with:n his property lines and not in violation of setbacks or other restrictions. The
ownei w I provide adequate access tc job site. Contractor has assumed electric current will be supplied by owner from existing outIaL
PRATE I LS: The owners hereby covenant and agree that the title to the materials furnished which comprises apart of the subject matter o`. this contract shal. ramain in DuLando
Scree Awning, Inc., until the contract price and any extras is paid in full. The owrers further covenant and agree that said material shall be deemed to be considered personal
prope ty ilthough the said material may in some manner be affixed or attached to 1he real property within which the herein said material may be free y severed from the prerrises
as an o er perscna! by DuLardo Screen & Awning, Inc., their successors and assigns.
DEFA L - I the event the owner shall fail to make any payment when the same is due or any part thereof, or fail to perform fully and promptly any covenant or agreement herein
set fol h tney will pay to DuLando Screen & Awning, Inc., its successors or assigns. all costs and -expense the said DuLando Screen & Awning, Inc., or its successors or assigns
may 1 ei by be put to, including a reasonable attorney fee. If the owners shall become bankrupt or be put into receivership, or fail to make any payment when due, or`fail to
panto ny covenant herein contained, all sums then unpaid shall become due and payable upon written notice thereof by OuLando Screen & Awning, Inc., its successors or
THIS EENIENT shall be binding upon the heirs, administrators, executors, successors and assigns of the owners.
WAR A . ": DuLando, Screen & Awning, Inc_, warrants that all materials used in completing installation, contracted for herein will be of high quality and new, and that all wcrk
will b d ne in a workmanlike manner. Any breach therein, causing any substantial defects, shall be remecied without charge, providing written notice is given DuLando Screen
Awn , Inc., with n one year of completion. It is agreed however, that no claim may be filed under this warranty and no obligations to make adjustment thereunder, will accrue
until f II debtedness of the owner to DuLando Screen Awning, Inc., is paid. It is agreed by the owner that any claim either under this contract or under the warranty hereinabovs . forh, shall be brought only in the appropriate court in Orange County, Florida.
NOT( E O BUYER: ;a) Do not sign this before you road it or if it contains any blank spaces. (b) You are erlitted to an exact copy of which was delivered to and receipt is herebyackncvildgedbybuyer.
By Si('iiffli g, owner acknowledges reading the provision printed•on reverse side of this job order
Acicel to I this day of rep
Owner
DuLando Screen & Averring, Inc.
Owner
Submitted By `" `'' , •! .,
S
Stree A ldress
7_12- /{,r1
Date Signed
City Phone # /'-'/ Approved By
WARRANTY
All mt 'al and workmanship performed by DuLando Screen & Awning, Inc., is warranted for one full yea,, from date of invoice against any defective material or workmans ip.
Duet orida's unique soil conditions, settling of the deck is a common occurrence. If stress or hairline cracks appear, they are not covered under warranty. These are beyond
our c n ol. Deck cracks that exceed the following: Maximum allowable horizontal or vertical separations should not exceed 1 /8 inch unless at expansion joints where horizontal
and,cal separation of up to 114 inch are acceptable. Homeowner is responsible for any utilities oritrigation relocation.
rvlal vi I I V,)./Dp
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vavia 14079025059 P.1
PLAT OF SURVEY
for
M. SONYA MILLER
Legal Description
Lot 42, HIDDEN LAKE VILLAS, PHASE,IV, according tc the plat thereof as recordedinPlatBook28, Pages 26 though 28, of the Public Records of Semircle County, lorida.
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LOCATIOu SKE7CN
t" =275'
CITY OF SANFP.Fq - R1111DIMr P! AN REVIEW
PLANNING ANE, riEVO ny c.r; :' ` RVICES
APPROVEDDATE
SURVEY NOTES:
1The street address of the above described property is 272 Live Oak Blvd.
2 The above described property lies in a Flood Zone C.
SURVEYOR'S CERTIFICATE
This is to certify that I have made a Survey of the above described property and that the plat hereon delineated
is anIf-curate representation of the same. I further certify that this Survey meets the Miniruem Technical
StandarI set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes.
REVISIONS:
KITIJER SURVEYING, INC.
R. BLAIR KITNER - P.L.S. NO. 3382
Post Office Box 823, Sanford, F1. 32772-0823
407) 322-2000
OJECTI' N0: 01 -IA(. I q I miry nnTE'. -22 fiw-r
CERTIFIED CORRECT TO:
SONYA MILLER
NDEPENDENCE ONE MORTGAGE CO.
AMPF TITLE
ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT
1 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 bads, 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 bads. 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 Sliding, 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 Forth.
SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room.
SHEET 4: Post to base and pudin details.
SHEET 5: Beam connection detals.
SHEET 6: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET B-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member spans.
SHEET 8-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobile home attachment details, ribbon 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 & composbte 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 Contractor's
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 Contractor's own work) would constitute infringement of
Bennett Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and 'as available."
Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In
particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the
ASDM will meet Contractor's requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to
Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,
incidental, indirect, or special damages, arising from or in any way related to, Contractor's 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:
CONTRACTOR LICENSE NUMBER: S v / ( (
COURSE # 0002299 ATTENDANCE DATE: 3 [.l Icn (/ 2al a
CONTRACTOR SIGNATURE:
SUPPLIER: D C:r C J A -r V
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS
1. Check the building permit for the following: Yes
a. Permit card & address . . . . . . . . . . . . . . .
b. Approved drawings and addendums as required . . . . . . . . . . . . . . . .
c. Plot plan or survey . . . . . . . . . . . . . . . . . . . . . . . . . . .
d. Notice of commencement . .
2. Check the approved site specific drawings or shop drawings against the "AS
BUILT" structure for. Yes
a. Structure's length, projection, plan & height as shown on the plans. . . . . . . . .
b. Beam sizes, span, spacing & stitching screws (if required). . . . . . . . . . . .
c. Purlin sizes, span & spacing . . . . . . . . . . .
d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . . . . . .
e. Chair rail sizes, length & spacing. . . .. . . . . . . .. . . . . . . . . .
f. Knee braces are properly installed ('d required) . . . . . . .. . . . . . . . . .
g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . .
3. Check load bearing uprights / wails to deck for. Yes
a. Angle bracket size & thickness . . . . . . . . . . . . .. . .. . . . . . . .
b. Correct number, size & spacing of fasteners to upright . . ....
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . . . .
d. Upright is anchored to deck through trick 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
c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . .
d. Roof panel attachment to receiver or host structure . . .
e. If angle brackets are used for framing connections, check number, size & thickness
of fasteners: . . . . . . . . . . . . . .. . . . . . .. .
f. Post to beam attachments to slab . . . . . . . . . . . . . . . . . . . . . .
5. Check roof panel system for. Yes
a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . . .
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . .
c. Header attachment to host structure or beam . . . . . . . . . . . . . . .
d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . .
Notes:
No
No
No
No
No
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 INDICATOI
TCI 6005 HO
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 W/ 2009 SUPPLEMENTS.
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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
Laura ce E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Su p mems, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
B' or'C'_ _or'D'; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, 120
MPH or _MPH for 3 second wind gust velocity load; Basic / Pressure _; Design Pressures
for Screen / Vinyl Ro 9 s can be found on a 3A -ii:
a. "B" exposure = 1 (PSF for Roofs & _,PSF for Walls 1Sb. "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.
N iebAyi-f ')ytocoi'J Phone:ia7-k}6 2 (y4'po
Contractor / Authorized R ame (please print)
YLLQ Dater
Contractor / Authorized Rep' Signature
Rfckj- Q9a Liw v&iiC
Job Name & Address
Note: Projection of room from host structure shall not exceed 16'.
3. Building Permit Application Package contains the following: Yes/ No
A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . . .
B. Site plan or survey with enclosure location . . . . . . . . . . . . . . -
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
J - 2. Front and side elevation views with all dimensions & heights . . . . . . . . .
3. Beam span, spacing, & size . . . .. . . . . . . . . . . . . . . . . . . J - 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)
4. Highlight details from Aluminum Structures Design Manual: Yes No
A. 'Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . . -
Section 3A tables used:
Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to
MPH wind zone and/or "C" or "D" Exposure for load width_:
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED ---
I F_
REQUIRED SPAN NEEDED IN TABLE
bard)=
EXPOSURE MULTIPLIER% -
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . .
Tables 3A.2.1, 3A.2.2, or 3..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 bad
width_:
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED
I-
REQUIRED SPAN NEEDED IN TABLE
bord)=
100
L_ EXPOSURE MULTIPLIER
1.09
see this page 3)
12.0 1.08
Ye No
C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . .
D. Connection details to be used such as:
1.09
1. Beam to upright J
2. ..............................
3. Beam to wall . . . . .. . . .. . . . . . . . . . . . . . . . . . . ...
V
4. Beam to beam . . . . . .. . . . . . . . . . . . . . . .. . . . . . .
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . .
6. Extruded gutter connection . . . . . . . . . . . . . . . . . . . . . . .
E.
U -clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . .
Foundation detail type & size . .. . .. . . . . . . .
Must have attended Engineer's Continuing Education Class within the past two years.
Appropriate multiplier from page 1.
0.95
A J
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an
architect or engineer to verify host structure capacity.
3. The structures. designed using this section shall be limited to a maximum projection of 16, using a 4" existing
slab and 20'-0" with a type II footing, from the host structure.
4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than
these limits shall have site specific engineering.
5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away
from any other structure to be considered free standing.
6. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This
applies to utiliy sheds, carports, and / or other structures to be attached.
b. "Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two
units being attached. Fourth wall construction is considered an attached structure. The most common'fourth
wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The
same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table:
The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18'x2" x
0.044" knee brace at each end of the beam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a "fourth wall" is NOT required.
S. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for other screen walls.
7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lLbpe.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 category I, II, & 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 2009 Supplements. The loads assume a mean roof height
of less than 30% roof slope of 0" to 20°; 1= 0.87 for 100 MPH zone, I =0.77 for 110 MPH and higher zones. AN 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'
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.
y
Table 3A -A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH wind Zone to Others. Exoosure "B"
Roof Walls
Wind Zone Applied Load Deflection Bending Applied Load Deflection Bending
MPH (#ISF) (d) (b) (MISE) (d) (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
140-182 17.0 0.91 0.67 21.0 0.89 0.65
150 20.1 0.87 0.81 2 I 0.85 0.79
Table 3A -B Conversion Factors
for Over Hangs
From exposure -W to exposure -c-
Wind Zone Applied Load Deflection Bending
MPH #IS (b
100 46.8 1.01 1.02
110 47.1 1.01 1.01
120 48.3 1.00 1.00
123 50.8 0.98 0.97
130 56.6 0.95 0.92
140-1 65.7 0.90 0.66
140-2 65.7 0.90 0.86
150 75.4 0.86 0.80
Conversion Table 3A -C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Use larger mean roof height of host sWcture or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
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NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'13%'C', OR -D'
EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain Wh scattered obstructions, including surface undulaltions or other
irregularities, having heights generally less than 30 feet extending more than 1,500 feel
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
yea6atsitewillbeb'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr
than 1,500 feet
4. Open terrain for more than 1,550000 feet in any quadrant.
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Exposure "B" to D" - -
A
Mean Roof Load Span Multiplier Load Span Multiplier
Height' Conversion Conversion
Factor Bending Deflection Factor 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 0.85 0.89 1.66 0.78 0.85
Use larger mean roof height of host sWcture or enclosure
Values are from ASCE 7-05
SITE EXPOSURE EVALUATION FORM
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NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'13%'C', OR -D'
EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain Wh scattered obstructions, including surface undulaltions or other
irregularities, having heights generally less than 30 feet extending more than 1,500 feel
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
yea6atsitewillbeb'.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr
than 1,500 feet
4. Open terrain for more than 1,550000 feet in any quadrant.
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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
UPRIGHT'
HEIGHT(h) 1" x 2"
MIN. 3-1/2" SLAB ON GRADE
VARIES OR RAISED FOOTING
TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILSPAGE7)
W/ SOLID ROOF TYP. FRONT VIEW FRAMING
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1")c 2" PLATE TO BOTTOM OF WALL BEAM)
LW LOAD WIDTH
FOR ROOF BEAM 7 ALTERNATE CONNECTION
P/2' P/2' @FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
SEE TABLES) w
O.H. F U
SOLID ROOF R
F
NO MAXIMUM
ELEVATION SLAB OR GRADE)
P = PROJECTION FROM BLDG.
VARIES VARIES LW = LOAD WIDTH
NOTES: '
P' VARIES
ANCHOR 1"x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF Z -W O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1"x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN
TERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
NNECTION.
2.S ECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H.
3. SE CT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANC ORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CON RSION:
1100-1231 130 1 140 150
8 1 #10 1 #12 #12
TYPICAL SCREEN ROOM
SCALE: 1/8"= l -T
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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
4t
x 2" TOP RAILS FOR SIDE WALLS ANCHOR RECEIVING CHANNEL
NITH MAX. 3.5' LOAD WIDTH SHALL TO CONCRETE W/ FASTENER
HAVE A MAXIMUM UPRIGHT PER TABLE) WITHIN 6" OF —
SPACING AS FOLLOWS EACH SIDE OF EACH POST @
6-1"
24' O.C. MAX.
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0"
110 6'-T
120 6'-3"
123 6-1"
130 5'-8'
1401&2
2) #10 x 1 1/2"S. M. S. INTO
150
ANGLE CLIPS MAY BE
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 4 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/T
PER TABLE) WITHIN 6" OF
BOTTOM W/ 1"x 1' x T x 1/16'
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH
POST AT 24' O.C. MAX. OR
24" O.C. MAX.
0.045' ANGLE CLIPS EACH
SIDE AND MIN. (4) #10 x 1/2"
S.M.S.
THROUGH ANGLE AT 24" O.C.
2) #10 x 1 1/2"S. M. S. INTO
MAX.
ANGLE CLIPS MAY BE
1"x 2"x 0.032" MIN. OPEN BACK
MIN. 3-1/2' SLAB 2500 PSI
SUBSTITUTED FOR INTERNAL
EXTRUSION
CON(. 6 x 6 -10 x 10 W.W.M.
SCREW SYSTEMS
CONCRETE W/ 1/4"x 2-1/2'
OR FIBER MESH n •" 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK 2"
MIN. (3) #10 x 1 1/2" S.M.S.
POST AND 24" O.C. MAX
PTP USE WOOD FASTENERS
INTO SCREW BOSS
VAPOR BARRIER UNDER
W/ 1-1/4" MIN. EMBEDMENT)
1" x 2" EXTRUSION
CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2"= l'-0"
ALTERNATE CONNECTION
TO CONCRETE W/ FASTENER
DETAIL 1"x T WITH
PER TABLE) WITHIN 6" OF
BEAM /HEADER
3) #10 x 1-1/2" S.M.S. INTO
24" O.C. MAX.
SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI
2) #10 x 1 1/2"S. M. S. INTO ANGLE CLIPS MAY BE
SCREW BOSS
VAPOR BARRIER UNDER
SUBSTITUTED FOR INTERNAL
ANCHOR 1" x 2" PLATE TO SCREW SYSTEMS
CONCRETE W/ 1/4"x 2-1/2'
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH MIN. (3) #10 x 1 1/2" S.M.S.
POST AND 24" O.C. MAX INTO SCREW BOSS
MIN. 3-1/2" SLAB 2500 PSI 1" x 2" EXTRUSION
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH 1-1/8" MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
ANCHOR 1-/2-
CON
2"/
CON
1/4"x 2-1/
ANCHORS WITHII
SIDE OF EACH
O.C. MAX.
ANGLE AT
MIN 3-1/2'
CONC. 6x6 -10x1
VAPOR BAF
ALLOW UPRIGHT TO BEAM DETAIL
SCALE: T =1'-("
BEAM
1/2' S.M.S. EAC IC
R GUSSET PLATE
12"x 3' OR 2" S.M.B.
10 x 12" S.M.S. @
ST
TRUSION
N. IN CONCRETE
PATIO SECTION TO BEAM DETAIL
SCALE: T = 1'-0"
MIN. 3-112" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
e
2"x 2' OR 2' x 3' POST
COMPOSITE ROOF PANELS:
8 x 9116"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 2-118"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"
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
2"x2"OR2"x3"HOLLOW
GIRT AND KICK PLATE 2' x 2'
HOLLOW RAIL
8 x 9/16" TEK SCREWS BOTH
SIDES
1" x 2-1/8" x 1' U -CHANNEL OR POST ATTACHED TO BOTTOM
RECEIVING CHANNEL W/ MIN. (3) #10 x 1-1/2'
m S.M.S. IN SCREW BOSSES
CONCRETE ANCHOR
PER TABLE)
1-1/8' MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2"= l'-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 CK ATTACHED
T FRONT POST W/
10x S.M.S. MAX. 6'
FROM END OF POST
AND 24" O.C.
ALTERNATE CONNECTION:
2) #10 x 1 -VT S.M.S.
HROUGH SPLINE GROOVES
IDE WALL HEADER
CTTACHED TO 1' x 2' OPEN PURLIN OR CHAIR RAIL
LACK W/ MIN. (2) #10 x 1-112" ATTACHED TO BEAM OR POST
I.M.S. W/ INTERNAL OR EXTERNAL L'
CLIP OR'U' CHANNEL W/ Mye
4) #10 SAS.
SIDE WALL GIRT ATTACHED TO
1" x 2" OPEN BACK W/ MIN. (3)
10 x 1-1/2" S.M.S. IN SCREW PURLIN,
BOSSES
FRONT AND SIDE BOTTOM
RAILS ATTACHED TO
ONCRETE W/ 1/4"x 2-1/4"
ONCRETE/MASONRY
NCHORS @ 6- FROM EACH
OST AND 24" O.C. MAX AND
ALLS MIN. 1' FROM EDGE 0
ONCRETE
SCALE: 2"= l'-0"
OR CHAIR RAIL
SNAP /R SELF MATING BEAM
ONLY
TYPICAL UPRIGHT DETAIL
SCALE: 2"= l -(r
RISER PANELS ATTACHED PER
ROOF PANEL SECTION
HEADER ATTACHED TO POST
W/ MIN. (3) #10x 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 12" S.M.S. IN
SCREW BOSSES
1"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
SNAP OR SELF MATING
ONLY
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2"= l' -O* ,
ti.
OFOR WALLS LESS THAN 6'-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
J
OOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN OUTSIDE
F THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050' x 1-3/ x 4' STRAP
A D (4) #10 x 3/4' S.M.S. SCREWS TO POST AND GIRT
IF T IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6' LONG CENTERED ON
THE STAND HAVE A TOTAL (12) #10 x 3/4" S.M.S.
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6" MAXIMUM
U
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IF KNEE BRACE LENGTH 5 > > U W
GABLED FRAMES _
EDGE BEAM TABLES:
EXCEEDS TABLE 1.7 USE
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CANTILEVERED BEAM T S rn O
BEAM AND POST SIZES 3A.3)
CONNECTION DETAILS w
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FOR NUMBER OF BOLTS AND
1"x 2" MAY BE ATTACHED FOR
SCREEN OR SOLID WALL
SCREEN USING (1)
POST NOTCHED TO SUIT
POST SELECT PER TABLE 3A.3
MAY FACE IN OR OUT)
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
USE 2 x 3 MINIMUM
HOST STRUCTURE ROOFING
1"x 2" MAY BE ATTACHED FOR
SEE TABLE 3A3)
2" STRAP - LOCATE @ EACH
SCREEN USING (1)
W
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POST, (2) 114"x 2" LAG
POST NOTCHED TO SUIT
LONG NUMBER REQUIRED
AND BOTTOM AND 24" O.C.
SCREWS @ 24" O. C. (MAX.)
DEPTH LARGER THAN 3"
EQUAL TO BEAM DEPTH
EACH STRAP
w ~
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2) #10 x 1/2" SCREWS
a
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
INTERNAL U -CHANNEL
WITH HOLLOW POST
1/4" BOLT @ 24" O.C. MAX.
INTERIOR BEAM TABLES:
WITHIN 6" OF EACH POST
WALL W/ MIN. (3) 318"x 2" LAG
SCREWS OR TO CONCRETE
3A.1.3
FASTEN 2 x 2 POST
OR MASONRY WALL W/ (3)1/4-
W/ (2) EACH #10 S.M.S. INTO
x 2-1/4" ANCHORS OR -ADD (1)
SCREW SPLINES
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
2'x 2"x 0.062" ANGLE EACH
LARGER THAN 3"
EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH
2"= 1'-0"
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"= V-0"
BEAMS MAY BE ANGLED FOR -
GABLED FRAMES _ ANCHOR PER DETAIL FOR PAN
CHANNEL EXTRUSIONS WITH
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
BEAM AND POST SIZES 3A.3)
SEE TABLES 3A.3)
i ® - FOR NUMBER OF BOLTS AND
1"x 2" MAY BE ATTACHED FOR
SCREEN USING (1)
POST NOTCHED TO SUIT 10 x 1-1/2" @ 6" FROM TOP
3A.3)
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2"= 1'-0"
BEAM AND POST SIZES
rt ----------
mW ROOF PANEL _
j(SEE SECTION 7)
1-3/4"x 1-3/4" x 0.063"
RECEIVING CHANNEL THRU
CHANNEL EXTRUSIONS WITH
ANCHOR PER DETAIL FOR PAN
BOLTED TO POST W/THRU I ® - OR COMPOSITE PANEL
BOLTS FOR SIDE BEAM
MATERIAL
SEE TABLE FOR LENGTH AND
SEE TABLE 3A.3 FOR NUMBER i ® - FOR NUMBER OF BOLTS AND
OF BOLTS) SIZE OF POST (SEE TABLE
k >< x \
I 3A.3)
USE #10 x 2" (3) EACH MIN.
I ® -
BEAM AND POST SIZES 1"x 2" MAY BE ATTACHED FOR
SEE TABLE 3A3)
WALL ADD (1) ANCHOR PER
SCREEN USING (1)
W
m
10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT
LONG NUMBER REQUIRED
AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2"= V -W
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
MQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
2" x 9" x 0.072" x 0.224" BEAM
SCALE: N.T.S.
SHOWN
CHANNEL EXTRUSIONS WITH
ya
1-3/4" STRAP MADE FROM
INTERNAL SCREW BOSSES
REQUIRED GUSSET PLATE
MATERIAL
SEE TABLE FOR LENGTH AND
OF SCREWS REQUIRED) k >C k e \
TO CONCRETE W/ (2)1/4" x
2) #10 x 1-1/2" INTERNALLY
k >< x \
WHEN FASTENING T x T
THROUGH GUSSET PLATE
C k k k X k ®`
C k k k ><
USE #10 x 2" (3) EACH MIN. x® >C k k k , k k ® \
x >` > >< x X
C
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-32 \
ryas\ ALLOY OR HAVE A MINIMUM
YIELD STRENGTH OF 23 ksi J
db = DEPTH OF BEAM `
ds = DIAMETER OF SCREW `
ID y
2ds 2'/oda \ \
STRAP TABLE
2"x 6"x 0.050" x 0.120" `
UPRIGHTSHOWN \
SIZE #/ SIZE LENGTH
xT 4 #12 2-314'
x a #ia v4"
Y-79- a is 3-1/4-
x1 14-Irr
NOTES: • ALL SCREWS 314" LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2"x T AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATERTHAN 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" = 1•-0"
I
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-1/2"x 1-1/2"x 0.080" ANGLE
EACH SIDE OF CONNECTING _
BEAM WITH SCREWS AS
SHOWN
MINI. #8 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10x 1-1/2"
INTERNALLY
INTERIOR BEAM TABLES:
3A,1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = 1'-0"
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLE OR RECEIVING
SHEET
ANGLES ATTACHED TO WOOD
CHANNEL EXTRUSIONS WITH FRAME WALL W/ MIN. (2) 318" x
INTERNAL SCREW BOSSES 2" LAG SCREWS PER SIDE OR
MAY BE CONNECTED WITH TO CONCRETE W/ (2)1/4" x
2) #10 x 1-1/2" INTERNALLY
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
MINIMUM #8 S.M.S. x 314'
W
m
SIDE FOR EACH INCH OF BEAM
LONG NUMBER REQUIRED
DEPTH LARGER THAN 3"
EQUAL TO BEAM DEPTH w ~
Cl ALTERNATE CONNECTION:
IN INCHES a 1) 1-3/4"x 1-314"x 1-3/4" x 1/8"
INTERNAL U -CHANNEL
ATTACHED TO WOOD FRAME
INTERIOR BEAM TABLES:
WALL W/ MIN. (3) 318"x 2" LAG
SCREWS OR TO CONCRETE
3A.1.3 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"= 1'-0"
DOOR
HINGE LOCATION
2 x 2 5(TRUSION —11 - III III , 11— 2 x 2 EXTRUSION
HINGE LOCATION
HINGE LOCATION
1
NOTES:
1. Door to be attached to structure With minimum two (2) hinges. _
2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S..
J
3. Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. i
4. Bottom hinge to be mounted between 10 inches and 20 inches from ground.
i
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' may be fastened to upright with #12
S.M.S. at 12" on center and Within 3" from end of upright.
DOOR CONNECTION -RETAIL
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32"
CONCRETE CAP BLOCK OR
ANCHOR ALUMINUM FRAME
10'-W
BLOCK (OPTIONAL)
TO WALL OR SLAB WITH
2 8'-0"
48"
1/4" x 2-1/4" MASONRY
3 6'-0"
1) #40 BAR CONTINUOUS
ANCHOR WITHIN 6" OF POST_
3 4'-0"
60"
AND 24" O.C. MAXIMUM
2'-8"
1) #40 BAR AT CORNERS AND
30"
10'-0' O.C. FILL CELLS AND
KNOCK OUT BLOCK TOP
RIBBON OR MONOLITHICN COURSE WITH 2,500 PSI PEA
FOOTING (IF MONOLITHIC ROCK CONC. DECK
SLAB IS USED SEE NOTES OF n
APPROPRIATE DETAILS)
I
6 x 6 - 10 x 10 WELDED WIRE
n * 124 MESH (SEE NOTES
8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH)
MAX. 32")
2) fk30 BARS MIN. 2-1/2' OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4"= V-0"
ALUMINUM ATTACHMENT
h' '1M N 'x"
32" 12' 2 10'-W
40" 12' 2 8'-0"
48" 18' 3 6'-0"
56" 18" 3 4'-0"
60" 24" 3 2'-8"
72" 30" 4 1'-4"
t CONCRETE
8'x 12" CONCRETE FOOTING
WITH (N) #5 BAR CONT.
ih yy e LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ®Mesh,
InForceT e3TM (Formerly Fibermesh MD) per maufacturers specification maybe 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. fL.
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114" =1'-0"
NEW SLAB 12" 44"
EXISTING SLAB
30 RE -BAR DRILLED AND
EPDXY SETA MIN.4" INTO
MIN. (1) #30 BAR I EXISTING SLAB AND A MIN. 4"
CONTINUOUS 8' I INTO NEW SLAB 6" FROM
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
CONCRETE FILLED BLOCK
SCALE: 3/4" = T -O'
STEM WALL 8"x 8" x 16" C.M.U.
USE 2" x 4" OR LARGER
1) #40 BAR CONTINUOUS
rte
U) ^ 1) #50 VERT. BAR AT
w 2C CORNERSAND
m¢ w k' O.C. MAX. FILL CELLS W/
CO) 2 500 PSI PEA ROCK
t CONCRETE
8'x 12" CONCRETE FOOTING
WITH (N) #5 BAR CONT.
ih yy e LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-1/2" concrete slab with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ®Mesh,
InForceT e3TM (Formerly Fibermesh MD) per maufacturers specification maybe 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. fL.
RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 114" =1'-0"
NEW SLAB 12" 44"
EXISTING SLAB
30 RE -BAR DRILLED AND
EPDXY SETA MIN.4" INTO
MIN. (1) #30 BAR I EXISTING SLAB AND A MIN. 4"
CONTINUOUS 8' I INTO NEW SLAB 6" FROM
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4" = T -O'
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 SIDE OF POST
I I AND 24" O.C. PERIMETER
1-1/2' (MIN.)1/4" LAP
PERIMETER DOUBLE
2 x 6 OR 2 x 8
STRINGER
@ 16" O.C. AN
ALTERNATE WOOD DECKS AND FASTENER LENGTHS
3/4" P.T.P. Plywood 2-1/2"
5/4" P.T.P. or Teks Deck 3-3/4"
2" P.T.P. 4"
SCREEN ROOM WALL TO WOOD DECK
SCALE: 3"= V-0'
t 7
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) 1/4" x 1-3/4" TAPCON TO
SLAB OR FOOTING
0
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"= 1'-0" (2) #5 BAR CONT.
2) #5 BAR CONT.
Y MIN.
V PER FT. MAX. FOR(1) #5 BAR CONT.
3-1/2" (TYP•
BEFORE SLOPE I ALL SLABS)
8' 12"
TYPE I TYPE II TYPE III
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING
0-T / 12" 2" / 12"- V-10" > 1'-10"
Notes:
1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil
shall be verified, prior to placing the slab, by field soil test or a soil testing lab.
2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete.
3. No footing other than 3-1/2" (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 31/2" (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 ® Mesh, InForceTM e3m (Formerly Fibermesh MD) per manufacturers
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 II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0'
shall have site specific engineering.
SLAB -FOOTING DETAILS
SCALE: 3/4" = 1'-0'
REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY
BLOCK KNEE WALL MAY BE
ADDED TO FOOTING (PER
SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE
oWITHAPPROPRIATEKNEE6x6 - 10 x 10 WELDED WIRE
WALL DETAIL) MESH (SEE NOTES c
ALUMINUM UPRIGHTCONCERNING FIBER MESH) y
CONNECTION DETAIL 2) #Sid BARS CONT. W/ 3" ?
SEE DETAIL)ECOVERLAP25" MIN. w e
E
5d MIN. I• i —+- ' '-'6 MIN. z Q
TOTAL j\\ ." :• s + D ?
I- \% %\\ En
c—
o 6 MIL.VISQUEEN VAPOR
EARRIERI
AREA TO BE
O
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w 16" MIN.
UNDISTURBED OR
m COMPACTED SOIL OF
UNIFORM 95% RELATIVE J
DENSITY 1500 PSF BEARING a
Notes:
1. All connections to slabs or footings shown in this section may be used with the above footing. Q U) 2.
Knee wall details may also be used with this footing. < O3. All applicable notes to knee wall details or connection details to be substituted shall be complied with.
4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceT° e3TM (Formerly Fibermesh MD) per maufecturefs Z 0
specification may be used in lieu of wire mesh.
m J JMINIMUMFOOTINGDETAILFORSTRUCTURESINORANGECOUNTY, FLORIDA W Z
SCALE: 1/2"=1'-0" W
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TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING
SCALE: 1/2" =1'-0'
TYP. UPRIGHT (DETERMINE
HEIGHT PER SECTION 3
TABLES)
10 x 1-112" SCREWS (3) MIN.
PER UPRIGHT TOP & BOTTOM
2) 1/4" MASONRY ANCHORS
PER SECTION 9) INTO
CONCRETE
EXISTING WOOD BEAM OR _Z
HEADER
114" x 2" LAG BOLT (2) PER
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SCALE: 2"- V-0"
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UNIFORM LOAD
1-4
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
l l
A B C
2 SPAN
UNIFORM LOAD
L is
A B
1 OR SINGLE SPAN
UNIFORM LOAD
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3 SPAN
UNIFORM LOAD
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A B C D E
4 SPAN
NOTES:
1) 1 = Span Length
a = Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall not be spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
A ly4' Q
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
@ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE MINIMUM d -.50"
STAGGERED ON EACHd-.50" -r d-.50" Ir 1' MAX.
SIDE OF SELF MATING BEAM I I
PLATE TO BE SAME + + + + + +
THICKNESS AS BEAM WEB J -75*
d-.50" d
PLATE CAN BE INSIDE OR .
7S
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1" MAX.
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -.5(r) LENGTH
refers to each side of sprite
use fort x4"and T 6' also
Note:
1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: V= V-0'
SELF -MATING
BEAM
SIZE VARIES) .919
0)
2" x 2" ANGLE EACH SIDE I
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
SUPER OR
EXTRUDED
GUTTER
TRUFAST SIP HD FASTENER
t"+1-1/2" LENGTH (t+1") @
8' O.C.l+1-1/4'
THRU-BOLT # AND SIZE PER
TABLE 3A.3
BEAM SIZE PER TABLE 1.10
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
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Size in.) Center Center Beam Size Thickness
2da n. 2.1/2ds In. n.
16 310 7/76 Y x 7'x 0 055• x 0.120-•' 1115 = 0.063
70 0.79 3I8 72 YxB x0 x .224' 118=0.125
12 21 16 16 r x 9• x 0.072• x 0224• 1/a = 0.125
14 or 1/4"1 0 2s I 1/2 518 jr x 9" x u.OBr x 0.306' 1/8-0.125
5/16' 1 0.37 1 &B 314 2• x 10• x 0. x 0.36 • 1/4 = 0.25
refers to each side of sprite
use fort x4"and T 6' also
Note:
1. All gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: V= V-0'
SELF -MATING
BEAM
SIZE VARIES) .919
0)
2" x 2" ANGLE EACH SIDE I
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
SUPER OR
EXTRUDED
GUTTER
TRUFAST SIP HD FASTENER
t"+1-1/2" LENGTH (t+1") @
8' O.C.l+1-1/4'
THRU-BOLT # AND SIZE PER
TABLE 3A.3
BEAM SIZE PER TABLE 1.10
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
0Z_
o: Wo_
0
0
Wto
O
r7Z
ItWWz
ui
OLL
0
V
W
0 7WU)
J
a
Z (D
Q2
20
Z
C7 ry
CO )- J
W
W 06
U M
J Z
O
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Q W
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2W
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J
Q
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D
rR
J W MLLtoLL
2 m
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d W B li
JO
ro VNQL {`
Qi l7 rA0
m $ n c
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xc
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t6J
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aK111:.
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12 p0812-2010 OF
aK111:.
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12 p
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 TS
For 3 second wind oust at 110 MPH velocity: using dosion bad of 11.0 #JSF (47.1 #ISF for Max.
Width (ft.) 11&2 Span 1 3 Span ( 4 Span
Width (fL) 11&2 Span 1 3 Span 1 4 Span
Load I Max. Span't-7(bending'b' ordeflectlon'd)
Width (fL)F --spanj 3Span I 4Span
Width(ft.)l 1&2 Span I 3Span I 48pan
Width (fQj 1&2Spanj 3Span I 4 Span
r
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from uptight to center of brace to beam connection
to the above spans for total beam spans.
2. Spans maybe interpolated.
Table 3A.2 110 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005 TCI Under Solid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-5
Sections
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spare.
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 deslan load of 11.0 f#SF
Notes:
1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind load plus dead bad 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.1.4-110 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
F,v i --d A-1 ni.e1 n111n MOW v.l..nfw.• ..et"n --- 1..-A
Self Mating Sections
Trtbutary Load Width
2'-0' 1 T-0' 1 4'-0" 5'-0" 1 6'-0- 7'-0" 8'-0" 10'-0" 1 17-0' 1 14'-0" 1 16'-0" 1 18'.0 -
Hollow Beams Allowable Span'L' I bending'b' or deflecflon'd'
2' x 4" x 0.050" 17-3' d F177 --dT 10'E' dj 9'-9' dl 9'-2' di 8'-9' di 8'-4' di T-9- di T-4' dl 6'-11' dl 6'-8" di 6'-0" d
Self Mating Beams Allowable Span'L' I bending W or deflection'd'
2" x 4" x 0.046" x 0.115" 14'-9' d 12'-10' d 11'-8' d 10'-10' d 10'-2' d 9'-0' d 9'-3' d 8'-T d 8'-1" d 7-8' d T-4' d T-1' d
2" x 5" x 0.050' x 0.135" 18'-2" d 15'-11" d 14'3' d 13'-5' d 17-7* d 11'-11' d 11'-6' d 10'-8' d 10'-0' d 9'-6' d 9'-1" d 8'-9' d
2" x 6" x 0.050' x 0.135" 21'-4' d 18'-6' d 16'-11' d 15'-9' d 14'-9' d 14'-1' d 13'-S' d 12'-0' d 11'-9' d 11'-2' d 10'-8' d 10'-3' d
2' x T x 0.057" x 0.135" 24'-5" d 21'-0" d 19-4' d 17"-11" d 16'-11' d 16'-1' d 15'-4' d 14'-3' d 13'-5' d 1Y-9' d 12'-2" d414d2" x 8" x 0.072" x 0240" 30'-1" d 26'-3' d 23'-10' d 22'-2" d 20'-10" d 19'-9' d 18'-11' d 1 T-7' d 16'-6' d 15'-9" d 15'-0' d2" x 9" x 0.072' x 0239" 33'-1' d 28'-10- d 26'3' d 24-4' d 22'-11' d 21'-9' d 20'-10' d 19'-4" d 18'-2- d 1 T3" d 16'-0' d2" x 9" x 0.082' x 0.321" 35'S" d 30'-11" d 28'-1" d 26'-1" d 24'-T d 2X-4' d 27-4' d 20'-9" d 19'-6' d 18'-0' d 1T-9' dYx10' x 0.092" x 0.389 41'-1' d 35-11' d 37-T d 30'3' d 28-0' d 2T-1" d 25-11- d 24'-0" d 27-7- d 21'-6' d 20'-6" 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 bad 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.1.4-110 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
F,v i --d A-1 ni.e1 n111n MOW v.l..nfw.• ..et"n --- 1..-A
Self Mating Sections S-0" 6'-0"
Tributary Load Width'1M - Pudin Spacin
7'-0" 8'-0" 9'-0' 10'-0" 11'-0"
Allowable Span'L' I bends 'b' or deflection'd'
2" x 4" x 0.046" x 0.115" 14'-6' d 1Y4r d 12'-11' d 17-5' d 1 11'-9' b 11'-2" It 10'-8- b 10'-7 b
2" x 5" x 0.050' x 0.135" 1T-11" d 16'-11' d 16'-1" d 15'-4' d 14'-9' d 14'3' d 13'-9' b 13'-2" b
2" x 6" x 0.050" x 0.135" 21'7 d 19'-10' d 18'-10' d 18'-0' d 1T-4- d 16'-6- b 16-8- b 15'-0' b
2" x 7" x 0.057" x 0.135' 24'-1' d 27-8" d 21'-0' d 20'-T d 19'-10' d 19'-1' b 18'3" b 1T-5' It
2" x 8" x 0.072' x 0240" 294-8" d 2T-11' d 26'-0' d 25'-S- d 24'-5' d 23'-T d 27-10' d 27-2' d
2" x 8" x0- 0.072' x 0239' 37-0' d 30'-9" d 29'-2' d 2T-11' d 26'-10' d 25'-11" d 25'-1' d 24'3' b
2' x 9' x 0.082" x 0.321" 34'-11' d 37-11' d 31'-3' d 29-11' d 28'-9" d 2T-9' d 26'-11" d 26'-2' d
2" x 10" x 0.092" x 0.389" 40'-7- d 38'-2' d 36'-3' d 34'-8" d 33'-4' d 37-2' d 31'-2' d I 30'-4' d
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad.
2. Spans may he Interpolated.
Table 3A.2110 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
Dr 3 second wind gust at 110 MPH velocity,, using design load of 13.0 #ISF
1M Purtin S acfTributeLoadWidthMC;-PTI
Sections 3'-0' 3'-0" 4'-0' 4'-6' S'-0" 5'-0' 6'-0' 6'
Allowable Hal ht 'IT I bendin 'b' or deflection 'd'
x 3" x 0.045' Fluted 9'-1' b 8'-5' b T-10' b T-5' It T-0' b V-8" b 6'-5" It 6'-2' b 5'-11' b 5'-9'
x 3" x 0.060" Square 11'-2' It 10'4' b 9'-8' b 7-1' b 8'-8' b 8'3' b T-11' b T -T b TA' b T-1"
x 3" x 0.093" Square 16'-0' b 14'-10' b 13'-11' b 13'-1' b 12-5' b 11'-10' b 11'4' b 10'-11"b 10'-6' b 10'-2'
x 3" x 0.125" Square 19'-1" b 1T-0' b 16'-T b 15'-T b 14'-10' b 17-
71TRI
13'-6' b 17-11' b 17.6' b 17-1'
x 4" x 0.125" Square I 24'-9' bi 27-11' b 21'-5' b 20'-Y It 19'-2" It 1 18'-3' b I 1r-6' b 16'-9' b 16'-2' b 15'-8'
Notes:
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of !race 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 indentifiration 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
i
ALLOY INDICATOR
I
J
Q fA
3 Z
Z fn a
2O W
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N J W
0 Z 2W
U LL
J LL
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W co
Z
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D W
J U)
a
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CID (0 9
It 2 ^
I W c") LL W fi '
W ><
2 mL rSdwOLL
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8-110 Z
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08-12-2010 OF 12 0
4
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
Notes:
1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of bmce to beam connection
to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.1.3420 Town & Country Industries, Inc.
TCI 6005 - Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind oust at 120 MPH velocity; usin0 deslan load of 13.0 f#SF
Nouns:
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 bad plus dead bad for framing.
3. Span is measured from center of connection to fascia or wag 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.
A l
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
Fnr a ewe..., 1. ..d ".. »n MOM.."r... a..• .,tet.... w"ter.." 1- ..r I a n arae
Self Mating Sections
Tribute Loa Width
6'-0"
0"
d
2'-0' '-0' 3 4'-0" 5' 0- 6'-0- T-0' 8' 10'-0' I 12'-0' I 14'-0" 1 16'-0' 1 18'-0'
Hollow Beams Allowable Span 'L'/bendin 'b' orde0eotion'd'
2" x 4" x 0.050" 17-6' d 1g'-11' d lr-11" d 9'-3" d 8'-8' d 8'-3' d T-11' d T-4' d 6'-11' d V-7 d 6'-3' d 6'-0" d
Self Mating Beams Allowable Span'L' I bending W or deflection'd'
2"-x 4" x 0.046' x 0.115' 10'J' d 9'-6' d 9'-2' d 8'-9' d 8'-2" d T-8' d T-3' d 6'-11" d 6'-8' d13'-11' d I 12'-2'
d02,4V-1
2" x 5' x 0.050' x 0.135' 1T-2' d 15'-0' d 17.8' d 11'-11' d 11'-4' d 10'-10' d 10'-1' d 9'-6" d 6'-11' d 8'-7- d 8'-3' d
2' x 6" x 0.050' x 0.135" 20'-Y d IT -T dd 14'-10' d 13'-11' d 13'-3' d 12'-8' d 11'-10' d 11'-1' d 10'-7- d 10'-1' d g'-8' d
2" x T' x 0.057" x 0.136" 23'-1" d 20'-2" dd 16'-11' d 15-11' d 15-Y d 14'-6' d 13'-6' d 17-8' d 17-1' d 17'-6' d t t'-1' d
2" x 8' x 0.072" x 0.240' 25S' d 24'-10' dd 20'-11' d 19'$- d 18'-9" d 1T-11' d 16'-T d 15'-8' d 74'-10' d 14'-Y d 13'-8' d
Y x 9' x 0.072" x 0.239" 31'-3' d 2T-4" dd 23'-0' d 21'-8' d 20'-7' d 19'-0' d 15-3' d 7T-2" d 15-0' d 15'-8' d 15'-W d
2' x 9"x0.082"x0.321" 33'-6- d 2W-3" dd 24'-8" d 23J' d 27-7' d 21'-1' d 19'-7- d 75-S" d 12-6' d 15-9' d 15-1' d
2'x0'x0.092" x 0.389" W-10' d 33'-11' dd 28'-8' d 26'-11' d 25'-T d 24'-6' d 27-9' d 21'-5' d 20'-4- d 19'-5' d 18'-V d
Nouns:
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 bad plus dead bad for framing.
3. Span is measured from center of connection to fascia or wag 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.
A l
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
Fnr a ewe..., 1. ..d ".. »n MOM.."r... a..• .,tet.... w"ter.." 1- ..r I a n arae
Self Mating Sections I 5'-0' 6'-0"
Tributary Load Width 9M= Purlin Spacing
T-0' I 8--o-9--0-10'-0' 11'-0"
Allowable Span 'IV: I riding 'b' or deflection'd'
17-0'
2' x 4" x 0.046' x 0.115' 13'-9' d 17-11' d 17-3' b 11'-6' b 10'-10- b 10'-3" b 9'-1 g' b 9'-5- b
2' x 5' x 0.050' x 0.135' 16'-11' d 15-11' d 15'-2' d 14'-6' d 13'-11' b 13'-3' b 17-7' b 17-1' b
2' x 6' x 0.050" x 0.135' 19'-11' d 18'-9' d 1T-10' d 16'-11' b 15.11' b 15'-2" b 14'-5' b 13'-10' b
2' x 7'x 0.057' x 0.135' 27-9' d 21'-5' d 20'-0' d 19'-6' d 18'-6" b 1T -T b 16'-9' b 16'-0' b
2' x 8" x 0.072' x 0.240 28'-1' d 26'-5- d 25'-1' d 24'-0' d 23'-1' d 22'-3' d 21'-5' b 20'-0' b
2 x 9' x 0.072' x 0.239' 30'-11- d 29'-1" d 2T -T d 26'-5' d 25'-5" d 24'-V b 23'-4' b 2Z -V b
2" x 9' x 0.082" x 0.321' 33'-1' d 31'-2- d 29'-T d 28'-3' d 2T-2" d 26'-3' d 25.5- d 24'-9' d
2' x 10" x 0.092" x 0.389" 38'-5" d 36'-1' d 34'-4" d I 37-10' d 31'-7' d I 30'-6' d 29-6' d 1 28'-W d
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2120 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
For Screen, Acrylic, or Vinyl Rooms and Under Solid Roof
Aluminum Alloy 6005 T-5
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.2120 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6663 T-6
or 3 second wind gust at 120 MPH velocity; using design load of 15.0 #JSF
d N
Tribute Load WldthPudin Spaein
i
Sections
22-
T-0' 3'-0' 4'-0' 4'-6" 5'-0' S-0' 6'
y
Zp
N
7 T-0'
d
o=
zQ
Allowable Height 'H'I bendin 'b' or deflection'd'
to
a
3' x 3" x 0.045" Fluted 8'-5' b T-10' 11' b 6'-6' b 6'J' b 5-11' b S-9' b 5--V 6 5'-4' b
3" x 3" x 0.060" Square 10'-5' b 9'-7' 6' b 8'-0' b T-8" b T-4' b T -t' b 6'-7' b
3' x 3' x 0.093" Square 14'-11" b 13'-10' '-Y b 11'-7' b 11'-0' b 10'-T bWbl4'-6"
10'-2' b 9'-9' b 9'-5' b
3" x 3" x 0.125" Square 1T-9' b 15.6" '-6' b 13'.9'b13'-2' b 17-7' b 17-1'b 11'-8' b 11'-3- b
4"x4"x0.125" Square 23'-0' b 21'-4' '-9' b 1T-10' b 15-11' b 16'-3' b 1 15'-8' b 15'7 b 14'-7- 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 indentificalion 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 indenlification 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 - r
ALLOY INDICATOR
TCI 6005 HOLLOW
CATOR
d
O
to
k 2
to
J WcNo
LL W LLL
W'
to ILL
J O
0)
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0) ZkoM to
mtir
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J to
C O m
n
m
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8-120
08-12-2010 1 OF 12
0
d N
m
i
22- xora
y
Zp
N
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f
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to
ay
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LLO
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g
5W
0
30
sg
Q fA
Z
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Z fn Q o
O cnILN
Z O W
Ur co
in
2
J W
W Z W
n
J LIL N
O
U C3
fes"
Q N
Z Q
zZ
W M
5 W Z m
Z w O o
OJW
C
Q o
N
O
to
k 2
to
J WcNo
LL W LLL
W'
to ILL
J O
0)
C U n
0) ZkoM to
mtir
Ld co c r
J to
C O m
n
m
M F
8-120
08-12-2010 1 OF 12
0
P
Table 3A.1.1430 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
0
Notes:
1. Above spans do not include length of knee trace. Add horizontal distance from upright to center of trace 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 T5
r
ror.s second wine gust at iau mrn verocr ; using oesr n noao or io.0 wor
ributa Load Width =Member .cin
Sections X-0" T-6- 4'-0' 4'1' 1 5'-0" 1 5'1' 1 6'-0' 1 6'1" 1
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 maybe Interpolated.
a
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 se-nd wind eust at 130 MPH v I-Ity: usino deal.. load of 15.0 *USF
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 bad plus dead bad 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
Self Mating Sections
Tribute Load width
2'-0" T-0' 4'-0' 5'-0" 6'-0" T-0' 8'-0" 10'" 12'-0' 1 14'-0' 1 16'-0" 1 18'-0"
Hollow Beams Allowable Span V!bendin 'b' or deflection'd'
2" x 4" x 0.050" 11'-11- d 10'-5" d 9'-6- d 8'-10' d 8'75' d T -11 d T-6" d 6'-11' 11 6'-T di 6'-3' di 5'-11' d 5'-9' d
Self Mating Beams Allowable S n'L' / bendin 'b' or deflection'd'
2' x 4"x 0.045"x 0.115" 13'3' d 11'-T d 10'-6" d 9'-9' d 9'-2' d 8'-9" d 8'-0" dl T -g' d T-4' d V-11" d 6'-8- d 6'4"
2" x 5" x 0.050" x 0.135" 16'-5" d 14'4' d 13'-0" d 12'-1" d 11'4" d 10'-10" d 10'-4' d 9'-7" d 9'-0" d 8'-7' d 8'-Y d T-11' d
2'x 6" x 0.050" x 0.135" 19'-3" d 16'-10" d 16-T d 14'-2- d 13'4' d 1X-8' d 1Z-1" d 11'-3' d 10'-7' d 10'-1' d 9'-7' d 9'-3' d
2' x 7" x 0.057" x 0.135" 21'-11' d 19'-2' d IT -T d 16'-2" d 15'-3' d 14'-6" d 13'-10' d 12'-10' d 1X-1' d 11'-W d 10'-11' d 10'-7' d
2" x 8" x 0.072" x 0.240" 2T-1' d 23'-8" d 21'1- d 19'-11- d 18'-T d 1T-10- d 1T-1' d 15-10' d 14'-11" d 14'-Y d 13'-7" d 13'-0" d
2' x 9' .
2
0.072" x 0.239" 29'-10' d 26'-0' d 23'-8' d 21'-11' d 20'1' d 19'-8' d 18'-9" d 1T-5' d 16'-5' d 15!-7' d 14'-11" d 14'4' d
2" x 9' x 0.082" x 0.321" 31'-11' d 2T-11' d 254' d 231- d 27-2" d 21'-0' d 20'-1" d 18'1" d 1T-7' d 16'-8' d 15'-11' d 164- d
2' x 10' x 0.092" x 0.369" 3T-1" d 3X4" d 29'-5" d 2T4" d 25'-8' d 24'-5' d 234" d 21'-8' d 20'-5' d 19'4- d 18'1' d 1T-10' d
Notes:
1, it Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40'
2. Spans are based on wind bad plus dead bad 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
Self Mating Sections 5'-0' 6'-0"
Tributary Load Width 2%- Puriln Spacing
T-0' 8'-0' 9'-0' 10'-0'
Allowable Span 'I! I bending b' or deflection'd'
2" x 4" x 0.046" x 0.115" 13'-1" d 174" d 11'1' b 10'1' b 10'-1' b 9'-T b 9'-1" b 6'-9- b
2' x 5" x 0.050" x 0.135" 16'-2" d 163' d 14'1" d 13'-9' b 12'-11' b 12'-4" b 11'.9' b 1 T-3' b
2" x 6" x 0.050' x 0.135' 18'-11" d 1T-10' d 16'-10" b 15'-9" b 14'-10" b 14'-1" b 13'-5" b 1Y-11" b
Y x 7" x 0.057" x 0.135' 21'-9' d 20'-5' d 19'1" d 18'-3' b 17-0" b 1674' b 1 S-7' b 14'-11" b
2' x 8" x 0.072" x 0.240' 26'-9' d 25'-2' d 23'-11' d 2X-11' d 22'-0' d 20'-11' b 19'-11' b 19'-1'
Y x 9" x 0.072" x 0.239" 29'-S d 2T -V d 264" d 25'-Y d 24'-W b 27-9' b 21'-9' b 20'-10"
2" x 9" x 0.082" x 0.321" 31'-T d 29'-8' d 28'-Y d 26'-11' d 25-11' d 2S-0' d 24'-1' b 23'-1' lb
2"x10"x0.092"x0.389" 36'-T d 34'S' d 37.8" d 31'-3' d 30'-1' d 29'-0" d 28'-Y d 2T4'
Notes:
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
or 3 second wind gust at 130 MPH velocity; using design load of 18.0 SJSF
TributaryLoad Width'W' a Puriln Spaein
Sections 3'-0" 3'1" 4'-0' 4'-0" 5'-0' 5'1" 6'_0 6'1'
Allowable Height 'H' / bending 'b' or deflection'd'
x 3" x 0.045' Fluted T1" b T-2" b 6'1' b 6'4' b V-11' b 5'1- b 5'-5' b 5'-3' b 5'-1" b 4'-10" t
I" x 3' x 0.060" Square 9'1' b E'A' b 8'-Y b T-9' b T4' b 6'-11' b 6'1' b 6'-5' b 6'-Y b 5'-11' t
1" x 3" x 0.093' Square 13'-7' b 17-T b 11'-10' b 11'-1" b 10'-7 b 10'-1' b 9'.8' b 9'-3' b 8'-t t' b 8'-T t
1" x 3" x 0.125' Square 16'-3" b 15'-0' b 1 14'-1' b 13'75' b 17-T b 11'-11' b 11'-6" bi 11'-0" b 10'-8" b 1 10'3' t
Square 20'-11' b 19S' b 1 18'-2" b 1T-2" b I 16'3' b 15'1' b I 14'-10" t I14'3 b 13'-9" b 1 13'-3" 1
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 indentificalion 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. 4
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-iviATING'
ALLOY INDICATOR
TCI 6005 HOLLOW
ALLOY INDICATOR n
08-12-2010
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Table 3A.1.1-140 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
For 3 second wind 91152 at 1404 &2 MPH velocity; using design load of 17.0 #/SF (65.7 Max.
2" x 2" x 0.040- Hollow 2" x 3" x 0.045" Hollow
Load Max. Span'L'/(bends 'b'or deflecGon'd Load Max. Span'L'/(handl 'b'or da0eetion'd
Width (R) 182 Span 3 Span 4 Span ,, ,", Width (fL) 182 Span 3Span 4 Span r-
Width ft.) 11&2 Span 3Span 1 4Span
Width (m.) 11&2 Span 1 3 Span 1 4 Span
Width (fL)1 1&2 Span 1 3 Span 1 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.1.3-140 Town & Country Industries, Inc.
TCI 6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
Fnr 3 second wind oust at 140-182 MPH-1-Jty- .sins destan Mad of 17.01aSF
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.
S. Spans may be interpolated.
e
Table 3A.1.4-140 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
e•..3 ".nnnd ...r..d ..oar r yen raou.."w.x... ,,","„ w„ -r"" r..w ..r e n eree
Self Mating Sections
Lead Width
7-0' 3'-0" 4'-V S-0" 6'-0" T-0" 8'-0" I 10'-0" I 12'-0" 14'-0" 1 16'-0" 1 18'-0" PW
Hollow Beams Allowable Span'L' I bendinti V or deffection'd'
2" x 4" x 0.050" 11'-0' d I 10'-0' d 1 9'-1' d 8'S' d T-11" di T -T di T3' dl 6'-8" di 6'-4" di 5-11' di 5'-9' di 5'S'
Self Mating Beams Allowable Span'L' I bending W or deffectlon'd'
2" x 4" x 0.046" x 0.115" 6'-4- 6-11- b17-9" dl IVA" d 10'-1" d 9'-5" d 8'-10' d 8'S' d 8'-0- d T-5' d T-0'
dDl
2" x 5" x 0.050" x 0.135" 15'-9' d 13'-9' d 12W d 11'-T d 10'-11' d 10'-4' d 9'-11" d 9'-2" d 8'-8" d T-10" d T -T d
2" x 6" x 0.050" x 0.135" 18'-5" d 16'-1' d 14'-8" d 13'-'rd 17-9" d 17-2' d 11'-7- d 10'-9' d 10'-2- d 9'3' d 6'-9' b
2" x 7" x 0.05T' x 0.135" 21'-1' d 18'-5' d 16'-9" d 15'-6" d 14'-7" d 13'-11" d 13'3- d 17-4" d 11'-7" d 10'-T d 10'-T d
2" x 8" x 0.072' x 0240" 25'-11' d 22'-8' d 20'3' d 19'-T d 18'-0' d 1T-1' d 16'4' d 15'-2" d 14'4" d 12'-11' d IZ-T d
2" x 9" x 0.072" x 0239" 28'-7" d 24'-11' d 27-8' d 21'-1' d 19'-10- d 18'-10' d 1&-(r d 16'-9' d 15'-9" d 14'4"d 13'-9' d
2" x 9" x 0.082" x 0.321" 30'-8' d 26'-9' d 24'4' d 27-T d 21'3' d 2g' -T d 19'-4' d 1T-11' d 1(7-10' dd 154
2" x 10" x 0.092" x 0289" 35-6" d 31'-0" d 28'-2" d 26'-T d 24'-8' d 23'S' d 2Z -F d 20'-9' d 19'-7" dd
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.
S. Spans may be interpolated.
e
Table 3A.1.4-140 Town & Country Industries, Inc.
6005 T-5 Allowable Spans for Ridge Beams with Self Mating Beams
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5
e•..3 ".nnnd ...r..d ..oar r yen raou.."w.x... ,,","„ w„ -r"" r..w ..r e n eree
Self Mating Sections S-0" 6'-0-
Tributary Load Wldth'IAI' = Puriin Spacin
T-0' 8'-0" 9'-0" 10'-0" 11'-0"
Allowable Span'L' nding b' or deflection'd'
2" x 4' x 0.046" x 0.115" 17-7" d 11'-T b 10'-9" b 10'-1' b T-6" b 8'-11' b 8'-T b 8'-2" b
2" x 5" x 0.050' x 0.135" 15'-6' d 14'-7" d 13'-10' b 17-11' b 17-2- b 11'-7' b 11'-0" b 10'-7' b
2" x 6" x 0.050" x 0.135' 18'-3' d 1T-1" b 15'-10' b 14'-10' b 13'-11' b 13'-W b 17-5' b 17-1- b
2" x 7" x 0.057" x 0.135" 20'-10' d 19'-7" d 18'-4' b 1T-2" b 16'-2' b 15'-4' b 14'-8" b 14'-0" b
2" x 8" x 0.072" x 0.240" 25.8- d 24'-T d 27-11' d 21'-11" d 20'-9" b 19'-8' b 18'-g' b 1 T-11' b
2_.i;0.072" x 0239" x9" x5,
0
28'3' d 26'-7- d 25-3" d 23'-11' b 27-7- b 21'-5- b 20'-5' b 19'-6' b
2" x 9" x 0.082" x 0.321" 30'-3' d 28'-0' d 2T-1" d 25'-10' d 24'-10' d 23'-9" b 27-0- b 21'-8- b
2" x 10" x 0.092" x 0.389" 35'-1' d 33'-0" d 31'-4" d I 30'-0' d 28'-10- d I 2T-10" d 26'-10' b 2&-8- b
Notes:
1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load.
2. Spans may be interpolated.
Table 3A.2140 Town & Country Industries, Inc.
6005 TCI Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
nturmnum rtuay owa t -a
relocity; using design bad of 21.0 #ISF
Sections
1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans
for total beam spans.
2. Spans may be Interpolated.
Table 3A.2140 HST Allowable Upright Heights, Chair Rail Spans or Header Spans
for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6063 T-6
rr 3 second wind gust at 140-1&2 MPH velocity; using design load of 21.0 #/SF
Tdbuta Load Wldth'IN' a Puriin S In
Sections 3'-0" X-6- 4'-0" 4'-6" 5'-0" S-6" 6'-0" T-0" 7--6- 0"
AllowabteAllabteHe ht 'H' I band) 'b' or deflaction'd'
x 3" x 0.045" Fluted T-2" b 6'-7' b V-2" b 5'-10" b I 5`-6' b 1 6-3' b 1 64" b I 4'-10" b I 4'-W b 1 4'-6'
x 3' x 0.060" Square 8 -1T ' 6'-069-
90
6-
12'
b 11 b 5'9- b 5-'-
1T-
7" x 3" x 0.093" Square 12'b1 04 b b b b 8Tb63 T1'
x 3" x 0.125" Square 1-T4r b 13'-11' b 13'-0" b 17-3' b 1 11'-8- b I 11'-1" b I 10'-8" b 1 10'3- b I 9' -IT b I 9'-6'
x 4' x 0.125" Square 19'-5' b 1T-11' b 16'-10" b 15'-10" b 15'-1' b 1 14'4' b 13'-9" b 13'-2' b I 12'-9' b 174'
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.
F,
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 matelials are
purchased. x'
TCI 6005 SELF -MATING 1
ALLOY INDICATOR
TCI 6005 HOLLOW
ALLOY INDICATOR C r
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1208.12-2010 OF W
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 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"
AUGER 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"= l -(r
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 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/ #8x 1" DECK
SCREWS @ 16' O.C.
VERTICALLY
REPLACE VINYL SIDING
8"'L' BOLT @ 32- O.C.
TYPE III FOOTING OR 16"x 24"
RIBBON FOOTING W/ (2) #50
BARS, 2,500 PSI CONCRETE
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
SHEATH W/ 1/2" P.T. PLYWOOD
NAILED Wl #8 COMMON 6' O.C.
EDGES AND 12' O.C. FIELD OR
STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS
STRAP SIMPSON COIL STRAP
OVER SHEATHING
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HQME
SCALE: 114"= V-0'
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS ON EITHER SIDE OF THE BEAM OR
SUPPORT BEING CONSIDERED
KNEE BRACE (SEE TABLES
3A.3) LENGTH 16" TO 24" MAX.
ALL FOURTH WALL DETAILS
POST SIZE (SEE TABLE 3A.3)
MAX. POST HEIGHT (SEE
TABLES 3A.2.1,2)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILE / MANUFACTURED HOME
SCALE: 1/8"= 1'-0"
Table 3A.3 Schedule of Post to Beam Size
Th-Bolte
nenxnum post r beam may be used as ml *wm knee brace
Knee 13- Mln. Length Max Length
2,x2, 1.4' 2'-0'
2,x2* T4' 74r
T x 2* 1'4' 2•-0'
2'x3'
of the panel and
246-
2'x4'
0.024' or 0.030" metal
X-C'
Lr-
STUD WALL OR POST
6
RIBBON FOOTING
SCALE: 1/2"= 1'-0"
Minimum Ribbon Footing
Wind 91 x Post Ancho Stud'
Zone S . FL 90 48" O.C. Anchors
100-123 +11-14 1'-0' ABU 44 SP1@32'O.C.
130-140.1 +30 -17 1•-0' ABU 44 SPI @32'0.C.
140-2-150 1130 _ 20 V 3- ABU 44 SPH4 @ 48' O.C.
Maximum 16' projection from host structure.
For stud walls use 12" x S' L-Bofts @ 48" O.C. and 2' square washers to attach sole plate to
footing. Stud anchors shall be at the sole plate only and coil strop shag 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 (P+12') SMS 10 x (P+1/2") SMS 10 x (i'+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 Q 12- O.C. 1 @ 8' O.C. 1 @ 6.O.C.
312#/13SF
114' x 1-1/2' lag 114'x 1-1/2' lag 318'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.tp. framing 10 24' O.C. 2 @ 24' O.C. 2 @ 24' O.C.
7121#30.SF
1/4' x 1-12' Tapson 114'x 1-12' Tapcon 3/8' x 1-12' Tapcon
Relceving channel to 1 @ 6' from each and of 1 @ 6' from each and of 2 @ 6' from each end of
concrete deck at front wall. receiving channel and receiving channel and receiving channel and
2,500 psi concrete 1 @ 32- O.C. 1 @ 24' O.C. 2 @ 24" O.C.
Receiving channel to uprights, 8 x 314' SMS 10 x 314' SMS 14 x 314' 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"x1-112. lag 114'x1-12'lag 318"xt-12'lag
1 @ 6' from each end 1 @ 4' from each and i @ 3" from each andwoodbeam, host structure, deck
of component and ' of component and of component and
or Infill connections to wood 1@30'O.C. t@is- O.C. 1@21'O.C.
Receiving channel to existing 1/4' x 1S/4' Tapcon 114" x 1-12' Tapcon 3/8' x 1-12' Tapcon
concrete beam, masonry wall, 1 @ 6' from each and 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. i a- D.C. I @ 6' O.C.
a. To wood 10 x'P+1-12' 10 x'C+1-12' 10 x'r+1-12'
b. To 0.05' aluminum 10x"t'+112' 10x'1'+12' 10x"r+12"
Notes:
1. The anchor schedule above is for mean roof height of 0.20', enclosed structure. exposure "S, 1= 1.0, maximum
from wag projection from host structure of 16', with maximum overhang of Y, 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 0.63.
5. Tapeon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for
1-12' embedment at minimum Sd spacing from concrete edge to center of anchor. Roof anchors shall require 1-1/4'
fender washer.
Table 4.2 Schedule of Allowable Loads / Maximum Roof Area
for Anchors into wood for ENCLOSED buildings
Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load
Diameter Anchor
x Embedment 1
Number of Anchors
2 3 4
114"x t' 264#/11SF 528#/22SF 792#/33 -SF 1056#/44SF
114" x 1-12" 396N17 -SF 792#/33 -SF 1188#/50SF 15B4#166 -SF
1/4"x2 -1W 660#128SF 1320#155SF 1980#/83SF 26409/110SF
5116" x l" 312#/13SF 624#26SF 936#/39SF 1248#152SF
5/16'x 1.12' 488#20 -SF 936#/39SF 1404#159SF 1872#178SF
5116'x2-12" 780#/33SF 1560#/65SF 234ON98-SF 3120#/130SF
318'x1' 356#115SF 7121#30.SF 1068#/45 -SF 1424#/59SF
318" x 1-12" 534#/22SF 1068#145 -SF 7602#/67. 2136#/89 -SF
3/8'x2-12' 89D#/37 -SF 17BOW74-SF 2670#1111SF 3560#1148 -SF
Note:
1. Anchor must embed a minimum of Y Into the primary tout
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions other than 120 MPH (Tables Shown),
multiply allowable loads and roof areas by the conversion factor.
REGION
Allowable Load Coversion Factors
Tor Ed a Distances Less Than 9d
Edge
Distance
Allowable Load Multiplier
Tension Shear
12d 1.10 1.27 _
ltd 1.07 1.18
10d 1.03 1.09
9d 1.00 1.00
8d 0.98 0.90
7d 0.95 0.01
6d 0.91 0.72
Sd 0.88 0.63
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Note: - p
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between - W d
anchors shall not be less than 9d whom d Is the anchor diameter.
2. Concrete screws are limited to 2" embedment by manufacturers. O O
3. Values listed am allowed loads with a safety factor of 4 applied.
4. Products equal to rawi may be substituted. ix L7Z
S. Anchors receiving loads perpendicular to the diameter are In tension. ' O
S
Anchors receiving bads parallel to the diameter are shear loads. W
Example: Determine the number of concrete anchors required by dividing the SHEET Z
uplift bad by the anchor allowed bad. O zJFora2x6' beam with: sparing - T-0' O.C.; allowed span = 25-9" (fable 1.1)
UPLIFT LOAD = 12(BFAM SPAN) x BEAM & UPRIGHT SPACING W
NUMBER OF ANCHORS = [12(25.75') x r x 7# / Sq. FLI /ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS = 630.875#/300# = 2.102 W
Therefore, use 2 anchors, one (1) on each side of upright. U)
z
Table is based on Rawl Products' allowable ads for 2,500 p.s.L concrete. 9b W
12
m
08-12-2010 0F @
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to told 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 bads 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" rine thread sheet rock screws at 16" O.C. each we
10. Spans may be interpolated between values but not extrapolated outside values.
I I.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. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon
sealant. 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 prolective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold
Galvanizing Primer and Finisher.
16. Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless
steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only
fasteners. that are warantied as corrosive resistant shall be used; Unprotected steel fasteners shall
not.be used.
ROOF PANELS DESIGN STATEMENT:
The'roof systems are main force resisting systems and components and cladding in conformance with
the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for
components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for
Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0
to 20';,I = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and
Screen:Rooms and 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 140B 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 calculatespans by multiplying Glass and Modular room spans forr
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"
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
rnw
INDUSTRY STANDARD ROOF PANELS
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2"= l -(r
Io
I-
12.00'
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" =1'-0"
ET
1 12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2"= 1'-W ALUMINUM SKIN
TABLES
E.P.S. CORE
J
SIDE CONNECTIONS VARY
W "(DO NOT AFFECT SPANS) a
IF.......................
48.00"
Minimum live load of 30 PSF controls in high vrind 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 l0' and a maximum of 20'
projection with a 2' overhang. Any greater load width shall be site specific.
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2"= 1'-0"
PRIMARY CONNECTION:
3) # SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.$. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24' O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" =1'-W
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
k-2 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 PANEL TO WALL DETAIL
SCALE: 2"= V-0"
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2' LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #-* x 1/2' S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
1100-1231 130 1 140 1 150
08 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12' O.C.
EXISTING FASCIA
c T x 6" 0.024" MIN. BREAK
RMED FLASHING
N ROOF PANEL
ST AND BEAM (PER
3LES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
SCALE: 2"= V-17
INSTALLATION INSTRUCTIONS:
J j
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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Exposure B" to C" Exposure B" to "D"
Mean Roof Load Span Multiplier Load Span Multiplier
Height' Conversion
d O Z
Conversion
to U Lu
Factor Bending Deflection Factor 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 0.85 0.89 1.66 0.78 0.85
Use larger mean roof height of host structure or enclosure
Values are from ASCE 7-05
rnw
INDUSTRY STANDARD ROOF PANELS
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2"= l -(r
Io
I-
12.00'
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" =1'-0"
ET
1 12.00"
CLEATED ROOF PANEL
SELECT PANEL DEPTH FROM SCALE: 2"= 1'-W ALUMINUM SKIN
TABLES
E.P.S. CORE
J
SIDE CONNECTIONS VARY
W "(DO NOT AFFECT SPANS) a
IF.......................
48.00"
Minimum live load of 30 PSF controls in high vrind 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 l0' and a maximum of 20'
projection with a 2' overhang. Any greater load width shall be site specific.
COMPOSITE ROOF PANEL [INDUSTRY STANDARD]
SCALE: 2"= 1'-0"
PRIMARY CONNECTION:
3) # SCREWS PER PAN
WITH 1" MINIMUM EMBEDMENT
INTO FASCIA THROUGH PAN
BOXED END
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
10 x 3/4" S.M.$. @ 12" O.C.
EXISTING FASCIA
FOR MASONRY USE
1/4"x 1-1/4" MASONRY
ANCHOR OR EQUAL @ 24' O.C.
FOR WOOD USE #10 x 1-1/2"
S.M.S. OR WOOD SCREWS @
12" O.C.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" =1'-W
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
k-2 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 PANEL TO WALL DETAIL
SCALE: 2"= V-0"
ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2' LONG CORROSION
RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR
SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1)
EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH
x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEK
SCREWS ARE ALLOWED AS A SUBSTITUTE FOR #-* x 1/2' S.M.S.
SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW.
1100-1231 130 1 140 1 150
08 1 #10 1 #12 1 #12
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12' O.C.
EXISTING FASCIA
c T x 6" 0.024" MIN. BREAK
RMED FLASHING
N ROOF PANEL
ST AND BEAM (PER
3LES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
PAN ROOF PANELS
SCALE: 2"= V-17
INSTALLATION INSTRUCTIONS:
J j
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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CISy1NG TRUSS OR RAFTER
O x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
10 X 314" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
D FRAME, MAZORRY-0B
OTHER CONSTRUCTION
2) 114"x 1-1144 ONRY
ANCHOR OR EQUAL @ 12" O.C.
FOR WOOD USE:
14 x 1-1/2" S.M.S. OR WOOD
SCREWS @ 12' O.C.
F i
CAULK
HEADS EXISTING TRUSS OR RAFTER
ROOF PANEL TO FASCIA DETAIL
SCALE: 2"= l' -w #14 x 1/2" WAFER HEADED
S.M.S. SPACED @12- O.C.
FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2"= T-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 PAN'S DEPTH "t". 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:
1100-1231 130 1 140 150
8 1 #10 1 #12 #12
REMOVE RAFTER TAIL TO
I HERE
REMOVE ROOF TO HERE
8 x 1/2' S.M.S. SPACED
j @ PAN RIB MIN. (3) PER PAN
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD
r -+— — —
SCREW (2) PER RAFTER OR 0 z a
TRUSS TAIL a o
1-1/2" x 118"x 11-1P2" PLATE OF
HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2" = 1'-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
o
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
2) #10 x 1-1/2" S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE:
t
10 x 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
8 x 1/2" S.M.S.
EXISTING FASCIA
@ 8' O.C. BOTH
z
ALL EXPOSED:
Z BREAK FORMED METAL SAME
to .ti-.:{{{{
THICKNESS AS PAN (MIN.)
S.M.S. @ 4' O.C.
EXTEND UNDER DRIP EDGE 1"
COMPOSITE ROOF PANEL
ROOF PANEL
EXISTING FA,%dl
F i
CAULK
HEADS EXISTING TRUSS OR RAFTER
ROOF PANEL TO FASCIA DETAIL
SCALE: 2"= l' -w #14 x 1/2" WAFER HEADED
S.M.S. SPACED @12- O.C.
FLOOR PANEL
ROOF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2"= T-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 PAN'S DEPTH "t". 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:
1100-1231 130 1 140 150
8 1 #10 1 #12 #12
REMOVE RAFTER TAIL TO
I HERE
REMOVE ROOF TO HERE
8 x 1/2' S.M.S. SPACED
j @ PAN RIB MIN. (3) PER PAN
EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE
10 x 1-1/2" S.M.S. OR WOOD
r -+— — —
SCREW (2) PER RAFTER OR 0 z a
TRUSS TAIL a o
1-1/2" x 118"x 11-1P2" PLATE OF
HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052
H-32
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL
SCALE: 2" = 1'-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
o
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = V-0"
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.
MIN.ANCHORTO FASCIAAND
EXISTING FASCIA
RISER OF PAN AS SHOWN
t
6' x T x 6"0.024" MIN. BREAK
FORMED FLASHING
ROOF PANEL'
w
SCREW #10 x ('t' + 1/2") W/
1-1/4" FENDER WASHER
FOR FASTENING TO ALUMINUM USE TRUFAST
POST AND BEAM PERHDx ('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'= l'-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.
i
8 x 1/2" ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING
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STRIP SEALANT BETWEEN
FASCIA AND HEADER
1/2" SHEET ROCK FASTEN TO
PANEL W/ 1" FINE THREAD
SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEENO.C. EACH WAY
DRIP EDGE AND PANEL IS
FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING JBEAMIN. OF 1' BACK FROM SYSTEM SHOWN IS REQUIRED Q
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS Q 2 /n
SCALE: 2"= V-0* 2 o J
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NOTES: (9 W 1j
1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.J Q
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL
W Z O3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. N > U5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE W °d W
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS —
OMORETHAN1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS F- }
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03
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8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" W LL
SEPARATION MINIMUM. UJ
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BREAK FORMED METAL SAME
z
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HOST STRUCTURE TRUSS OR
EXTEND UNDER DRIP EDGE 1'
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1" FASCIA (MIN.)
Z BREAK FORMED METAL SAME
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FOR MASONRY USE
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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.
i
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BREAKFORM FLASHING
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STRIP SEALANT BETWEEN
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PANEL W/ 1" FINE THREAD
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DRIP EDGE AND PANEL IS
FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING JBEAMIN. OF 1' BACK FROM SYSTEM SHOWN IS REQUIRED Q
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS Q 2 /n
SCALE: 2"= V-0* 2 o J
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1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES.J Q
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL
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INSTALLED.
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OMORETHAN1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS F- }
UDROP. U
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MILE
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SSHOULD
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SEPARATION MINIMUM. UJ
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0 Ix
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EXTEND UNDER DRIP EDGE 1'
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1- FASCIA (MIN.)
10 x 1-1/2" S.M.S. @ 16' O.C. w
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S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH p
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PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND
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SEALANT UNDER FLASHING
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SPAN PER TABLES)
f
8 x 1/2' WASHER HEADED
CORROSIVE RESISTANT
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ALUMINUM FLASHING
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FILLER
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2' x _ RIDGE OR ROOF BEAM
SEE TABLES)
SCREEN OR GLASS ROOM
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PROVIDE SUPPORTS AS
REQUIRED
W / VARIES
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES
COMPOSITE ROOF:
UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB
98 x "t" +1/2" LAG SCREWS W/ SCREEN 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"= 1'-0"
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4"x 3" LAG
SCREWSN
FOR 140 & 1
2) 3/8'x 3' L
N
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
POST SIZE PER TABLES
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4"= V -r
30# FELT UNDERLAYMENT W/
2'X2"x0.044"HOLLOW EXT. 220# SHINGLES OVER
5/16"0 x 4' LONG (MIN.) LAG
COMPOSITE PANELS
SCREW FOR 1-1/2' 0.024" FLASHING UNDER
EMBEDMENT (MIN.) INTO EXISTING AND NEW SHINGLES
RAFTER OR TRUSS TAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x ("t" + 314") AT 8"
SEALANT i
O.C. FOR UP TO 130 MPH WIND SPEED "D"
TRIM TO FIT ROOF MIN. 1' @
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
TO A 450'MPH WIND SPEED "D" EXPOSURE.
1/2"0 SCH. 40 PVC FERRULE
WEDGE ROOF CONNECTION DETAIL
SCALE: 2'= V-0"
SCREWS THROUGH DECK
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4"x 3" LAG
SCREWSN
FOR 140 & 1
2) 3/8'x 3' L
N
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
POST SIZE PER TABLES
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4"= V -r
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1
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
GUTTER BEHIND DRIP EDGE
2 x 4 RIDGE RAKE RUNNER
SEALANT i
TRIM TO FIT ROOF MIN. 1' @
10 x 2" S.M.S. @ 12" O.C'
INSIDE FACE
1/2"0 SCH. 40 PVC FERRULE
FASTEN W/ (2) #8 x 3" DECK
EXISTING RAFTER OR SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
RAFTERS
A - A - SECTION VIEW
SCALE: 1/2"= l' -G*
RIDGE BEAM
2" x 6" FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
RECEIVING CHANNELAND
8) #10 x 1" DECK SCREWS
AND (8) #10 x 314" S.M.S.
RIDGE BEAM
2"x 6"
EXISTING 1/2' OR 7/16"
SHEATHING
B - B - ELEVATION VIEW
SCALE: 1/2"= 1'-0"
I
B - B - PLAN VIEW
SCALE: 1/2"= V -W
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U -CLIP W/ (4) 1/4"x
1-1/2" LAG SCREWS AND (2)
1/4"x 4" THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
2)1/4" x 4" LAG SCREWS AND
WASHERS EACH -SIDE
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050'
ALUMINUM U -CLIP W/ (4)1/4" x
1-1/2" LAG SCREWS AND (2)
1/4' x 4" THROUGH BOLTS
TYPICAL)
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 16'-0" OR LESS
FOR FASTENING TO WOOD
USE TRUFAST SO x ("r + 1-1/2")
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"
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS 18'-0" OR LESS
PAN TO WOOD FRAME DETAIL
SCALE: 2"= l' -O'
3) #8 WASHER HEADED
SCREWS W/1'EMBEDMENT
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL
UNTREATED OR PRESSURE
TREATED W/ VAPOR BARRIER
COMPOSITE PANEL TO WOOD FRAME DETAIL
SCALE: 2"= V -W
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 114": 1')
3) #8 x 3/4" S.M.S. PER PAN W/
314' ALUMINUM PAN WASHER
CAULK EXPOSED SCREW
HEADS
SEALANT
1/4"x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL AND
114"x 5" LAG SCREW MID WAY
BETWEEN RAFTER TAILS
SUPER OR EXTRUDED GUTTER
EXISTING ROOF TO PAN ROOF PANEL DETAIL 1
SCALE: 2" =1'-0"
EXISTING FASCIA PLACE SUPER OR E? TRUDED
EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE
SEALANT i
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
SLOPE
CAULK EXPOSED SCREW_ ,
ONLY HEADS /
EXTRUDED OR
1/4" x 8" LAG SCREW (1) PER
3" PAN ROOF PANEL
MIN. SLOPE 1/4": 1')
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HEADER
COMPOSITE SEAM AND 1/2
PLACE SUPER GUTTER
WAY BETWEEN EACH SIDE W/
SEALANT
BEHIND DRIP EDGE
PLACE SUPER OR EXTRUDED
10 x 4" S.M.S. W/ 1-1/2"0
GUTTER BEHIND DRIP EDGE OPTION 2:
SHOWN
FENDER WASHER @ 12- O.C.
114" x 8" LAG SCREW (1) PER
2"0 HOLE EACH END FOR
FROM GUTTER TO BEAM
CAULK SCREW HEADS &
EXISTING TRUSS OR RAFTER
CAULK ALL EXPOSED SCREW
SCH. 40 PVC FERRULE
WASHERS
SEALANT
SEALANT
10 x 2" S.M.S. @24' O.C.
CAULK EXPOSED SCREW
10 x 2" S.M.S. @ 24" O.C. 4 3
HEADS
PER TABLES SECTION 7)
10 x (t + 1/27 S.M.S. W/
3" COMPOSITE ROOF PANEL
1/4" x 8" LAG SCREW (1) PER
SUPPORTING BEAM /
1-1/4"0 FENDER WASHERS
MIN. SLOPE 1/4-: 1')
TRUSS / RAFTER TAIL
PER TABLES)
1/2" 0 SCH. 40 PVC FERRULE
EXISTING FASCIA f EXTRUDED OR
SUPER GUTTER
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = 1'-0" OPTION 1:
3" HEADER EXTRUSION
FASTEN TO PANEL W/
2"x _x 0.050" STRAP @ EACH
HEADER
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:
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
114" x 8" LAG SCREW (1) PER
2"0 HOLE EACH END FOR
FROM GUTTER TO BEAM
TRUSS / RAFTER TAIL IN 1/2"0
CAULK ALL EXPOSED SCREW
SCH. 40 PVC FERRULE
SEALANT
10 x 2" S.M.S. @24' O.C.
3" COMPOSITE ROOF PANEL
ROOF PANEL d
MIN. SLOPE I/4":1')
J EXTRUDED OR
EXISTING TRUSS OR RAFTER
UTTESUPERGR
3" HEADER EXTRUSION
FASTEN TO PANEL W/
EXISTING FASCIA
HEADER
8 x 1/2" S.M.S. EACH SIDE
CAULK
GUTTER SOFFIT
@ 12" O.C. AND FASTEN TO
SEALANT
Tx9"BEAM
GUTTER W/ LAG BOLT AS
ABOVE 130 MPH AND UP TO
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2"= V-0"
2"0 HOLE EACH END FOR
FROM GUTTER TO BEAM
GUTTER BRACE @7-0-0/C —
CAULK —
SLOPE
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2" =1'-0"
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8" x 3-1/2" LOUVER VENTS
OR 3/4"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 318"x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2"= l -W
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
I-A B
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2"x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2)3/8" x 2"
LAG SCREWS PER SIDE OR (2)1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
ALTERNATE) (1) 1-3/4"x 1-3/4"x 1-314"x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
3/8"x 2" LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2"= l -(r
P
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"= V-0"
RIDGE CAP
8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
8 x 1/2" S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
8 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO BEAM DETAIL
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
PAN OR COMPOSITE ROOF
PANEL
8 x 1/T S.M.S. (3) PER PAN
Al f1Nf: PAN R(1Trr)KA
WHEN FASTENING TO SCALE: 2" =1'-0"
COMPOSITE ROOF J /
SUPER OR
HEADER EXTRUDED
CAULK
GUTTER SOFFIT
3) EACH #8 x 1/T LONG S.M.S. EXPOSURE 6" O.C. FOR
Tx9"BEAM i
ABOVE 130 MPH AND UP TO PER 12" PANEL W/ 3/4"
150 MPH WIND SPEED2) #10 x 112" S.M.S. @ 16" O/C J 2"0 HOLE EACH END FOR
FROM GUTTER TO BEAM WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2" =1'-0"
ALTERNATE 3/4"0 HOLE
GUTTER
PAN ROOF
FASCIA COVERS PAN & SEAM
OF PAN & ROOF
3/8" x 3-1/2" LOUVER VENTS
OR 3/4"0 WATER RELIEF
HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 3/4"0 HOLE OR A 318"x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2"= l -W
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
I-A B
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2"x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2)3/8" x 2"
LAG SCREWS PER SIDE OR (2)1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
ALTERNATE) (1) 1-3/4"x 1-3/4"x 1-314"x 1/8" INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
3/8"x 2" LAG SCREWS PER SIDE OR (3) 1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2"= l -(r
P
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"= V-0"
RIDGE CAP
8 x 9/16" TEK SCREWS @
PAN RIBS EACH SIDE
CAULK ALL EXPOSED SCREW
HEADS & WASHERS
8 x 1/2" S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
8 x 1-1/4" SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
PAN ROOF ANCHORING DETAILS
ROOF PANEL TO BEAM DETAIL
SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
PAN OR COMPOSITE ROOF
PANEL
8 x 1/T S.M.S. (3) PER PAN
Al f1Nf: PAN R(1Trr)KA
WHEN FASTENING TO SCALE: 2" =1'-0"
ALUMINUM USE TRUFAST HD x
t"+ 3/4") AT 8" O.C. FOR UP TO
FOR PAN ROOFS: ' 130 MPH WIND SPEED
D"; 3) EACH #8 x 1/T LONG S.M.S. EXPOSURE 6" O.C. FOR
ABOVE 130 MPH AND UP TO PER 12" PANEL W/ 3/4"
150 MPH WIND SPEED ALUMINUM PAN WASHER
EXPOSURE "D"
CAULK ALL EXPOSED SCREW
HEADS & WASHERS ROOF PANEL d
FOR COMPOSITE ROOFS:
PER TABLES SECTION 7)
10 x (t + 1/27 S.M.S. W/ SUPPORTING BEAM /
1-1/4"0 FENDER WASHERS PER TABLES)
@ 12 O.C. (LENGTH =
PANEL THICKNESS + 1")
@ ROOF BEARING ELEMENT
SHOWN) AND 24" O.C. @
NON-BEARING ELEMENT (SIDE
WALLS)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: 2"= l' -(r
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BEAM EXTRUSION
ROOF PANEL
1/8"x 3"x 3" POST OR SIMILAR
910 x 4" S.M.S. W/ 1/4 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 9116' TEK SCREW @ 6"
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM (d-) POST DETAIL
SCALE: 2' = 1'-0'
0.024" X 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2" x —SELF MATING BEAM
5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
FASTENING OF COMPOSITE
PANEL'
SEALANT
8 x 9/16" TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
1/8" WELDED PLATE SADDLE
W/ (2) 1/4' THRU-BOLTS
WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t"+ 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 @ CONCRETE POST DETAIL
SCALE: 2" = V-0"
0.024" ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
8 x 112" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24" O.C.
ALTERNATE #8 x 1/2" S.M.S.
W/ 1/2" 0 WASHER.
T..................................................... ..
W-
TYPICAL TYPICAL INSULATED PANEL
SCALE: 2"= 1'-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.
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 THATTHERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA.
FOR AREAS ABOVE 120 M.P.H. WIND ZONE.-
1.
ONE:
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
0
SUBSEQUENT ROWS
0
3/8" TO 1/2" ADHESIVE BEAD
FOR A1" WIDEADHESIVE
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 MANUFACTURERS INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL - 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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Table 7.1.3 Allowable Spans and Design / Applied Loads' (#ISF)
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Table 7.1.5 Allowable Spans and Design /Applied Loads' (#/SF)
Note: Total roof panel width=mom v4dth+wait width+werhang. 'Design or applied bad based on the affective area of the panel Note: total roof panel vndth=roan width+Wap width+ overhang. 'Design a applied bad based on the affective a.a of the panel Note: Total roof panel width =room width+M9width+overhang. 'Design a applied bad based on the affec&e area of the panel
Table 7.12 Allowable Spans and Design IApplied Loads' (#/SF) Table 7.1.4 Allowable Spans and Design / Applied Loads' (#/SF)
for Industry Standard Riser Panels for Various Loads
Note: Total roof panel width - room width +wap wbth + overhang. *Design or appled bad based on the effective area of the panel. Note: Total mot panel width - mom width +wall width+ overhang. •Design a applied load based on the affective area of the panel
Table 7.1.6 Industry Standard Composite Roof Panels Allowable Spans and Design i Applied Loads' (#ISF)
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Open StructuresSemen
W
Roams lass Modular ooms Overhang
WOW MonoSlo d Roof
SHEET
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Zone182 3 4 162 3 4 1 3 4 All
MPH) PH so aMoad' s Moad• a Mood• s annoad• s Moad- s Mood• spardload, aP.Mond• s Mond• Roofs
10 15'-4" 13 1T -T 13 1S- ' 13 11'5 23 17- 23 17.4' 10'5' 2 11'- 11'• ' 4 1461
11 1 ' 17 1 -8' 14 16!-K_14 10•-11 25 17.3 25 1r -to 2' IVA 10'-6 32 3•-B 55
1 0 1 -Y 20 IS -I' 7 13'-2' 20 6' 11.2 30 10'-10' 8'4' 4 4 g40r 43 T.
1 11'-71' 1 1 '4 1 17-1 21 g'-3 35 1 -17 1 - 2' 4 -1 41 8'• 45 3'-4' 69
13 114' 17S' 2 17 23 8'-9' 39 1 4 9' 39 4r 1 -7 45 B'S 7 3'-1
140-1 10•-6 27 11-9 2 11- 2 1 9' 46 6'-9' 1 8'- 4 3' 1 Fill U
140-2 10.5' 11'•9' 2 11-5 fr-1' 48 9' 4 '•9 11 53 7-11 9
1 9•- 1U-11* 3 1 - 2 6 5 52 5' 6 68 7A 10
x 48"x 0.030" Panels Aluminum Alloy 310 H-14 or H-2951.0 EP o. Density FoR.
Open Structurescmen Rooms Grua 8 Modular erhang
wind MonoSlo d Roof 6 Attached Covers Enclosed Cantilever
Zone 1&2 3 4 162 3 4 1 3 1 An
MPH a Moad• a Moacr a Mood• s nnoad• a Moad' s en4ow s Moad• 5P. oMoad• a nnoad• Roofs
too 20'4 1 19'- 13 1T-6 23 16'- 15'S' 20 17S' 2 15'-1' 23 13'S' 27 4' 4
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MANUFACTURERS PROPRIETARY PRODUCTS
SET WITH DEGASEL 2000 OR EQUAL
CHAULK AND OR ADHESIVE
ON TOP AND BOTTOM LOCK GROOVE
48"
1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030"
3105 H-14 OR H-25 ALUMINUM ALLOY SKIN
ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2"= V-0" Lawrence E. Bennett & L/180
Table 7.2.1 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads* (#/SF)
Note: Total roof panel width = room width +wall width + overhang. *Design or applied load based on the affectve area of the panel
Table 7.2.2 Elite Aluminum Corporation Roof Panels Allowable Spans and Design/ Applied Loads* (#ISF)
Manufacturers' Proprietary Products: Statewide Product Approval OFLID49
Note: Total roof panel width = room width + wall width + overhang. *Design or applied bad based on the affective area of the panel
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ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 Note:
ELITE ALUMINUM CORPORATION Below spans are based on test results from a
ELITE PANEL Florida approved test lab & analyzed by
SCALE: 2"= V-0" Lawrence E. Bennett & U180
Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design /Applied Loads' (#/SF)
Manufacturers' Proprietary Products: statewide Product Approval #FL1049
Note: Total roof panel width = room width +wall width + overhang. *Design or applied load based on the affective area of the panel
s .-
Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design I Applied Loads' (#/SF)
Manufacturers' Proprietary Products: Statewide Product Approval #FL1049
Note: Total roof panel width = room width +wall width + overhang. •Design or applied load based on the affective area of the panel
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A = 0.434 in.
A = 0..
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Ix = 0.234 in
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C14 Sx = 0.240 i ' 0.046" $ Sx = 0.977 in?
k 6005 - T5
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6005 - T5
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0'072" $
SCALE 2" = 1'-0"
A = 1.855 in.'
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @24" C. Ix = 16.622 in'
TOP AND BOTTOM OF EACH BEAM Sx = 4.156 in'
2" x 4" x 0.046" x 0.115"
6005 - T5
SFJF MATING SECTION
0,045 c A = 0.538 in? SCALE 2"= 1'-0'
Ix = 0.642 in' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24' O.C.
Sx= 0.428 in?
200" TOP AND BOTTOM OF EACH BEAM
k 6005 - T5
2" x 3" x 0.045" HOLLOW SECTION
2" x 8" x
TING
x
SECTION
SCALE 2" = 1'-0" A = 0.964 in?
SELF MATING SECTION
Ix = 3.688 In. '
SCALE 2' = 1'0"
0
2.00" *
0.050" Sx = 1.475 in'
I I
ui
6005 - T5 * 2.00-
0.060 ri A = 0.768 in?
Ix = 0.530 in'
Sx = 0.585 in? STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
6005 - T5
TOP AND BOTTOM OF EACH BEAM
2" x 3" x 0.060" HOLLOW SECTION
2" x 5" x 0.050" x 0.135"
SCALE 2"= 1'-0" SELF MATING SECTION 0.072-. o
SCALE 2"= 1'-0"
2.00' A = 1.999 in'
2.00"* Ix=22.116 in'
0.050"
I I Sx = 4.915 in?
A = 0.697 in?
6005 - T5
Ix = 1.428 in.'
Sx = 0.714 in? A = 1.098 in?
6005 - T5$ Ix = 5.938 in. '
0.050" cc STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24' O.C.
2" x 4" x 0.050" HOLLOW SECTION
Sx = 1.979 in? TOP AND BOTTOM OF EACH BEAM
SCALE 2"= V -X
6005 - T5
2" x 9" x 0.072" x 0.239"
SELF MATING SECTION
3.00"-1SCALE 2"= 1'-0'
STITCH W/ (1) #10x3/4' S.D.S. HEXHEAD @ 24' O.C.
A = 0.552 in? TOP AND BOTTOM OF EACH BEAM
0.045' $ Ix = 0.342 in.' *
2.00"
N
Sx = 0.342 in?
2" x 6" x 0.050" x 0.135" I I
6005 - TS SELF MATING SECTION
SCALE 2' =1'-0'
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2"= 1'-0"
2.or
2.00" 0.082" c
Oi
A = 2.398 in?
Ix = 27.223 in'
Sx = 6.050 in?
0.06" g
0.060" $
A = 1.277 In? 6005 - T5
A = 0.954 in?
Ix = 8.873 in.
Ix = 2.987 in'
Sx = 2.534 in?
Sx- 1.195 in?
6005 - T5
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24' O.C.
6005 -T5 TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.062" HOLLOW SECTION 2" x 9" x 0.082" x 0.321"
SCALE 2"= 1'-0' STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24.O.C. SELF MATING SECTION
TOP AND BOTTOM OF EACH BEAM
SCALE 2"= T -W
2" x 7" x 0.057" x 0.135"
SELF MATING SECTION
SCALE 2" = 1'-0'
2.Do•
00.090" c
A = 3.023 in?
Ix = 42.466 in'
Sx = 8.493 in'
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEXHEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 10" x 0.092" x 0.389"
SELF MATING SECTION
SCALE 2"= 1'-0"
R
Town & Country 6005 Indicator Mark
Instructions For Permit Purposes)
t
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 seated document from Town & Country
will be provided to our pre -approved contractors once the materials are
purchased.
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GENERAL NOTES AND SPECIFICATIONS:
I. 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, 1/2" 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 metal -and -masonry paint or a
coat of heavy -bodied bituminous paint, or the wood or other adsorbing
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 coaled, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
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 Associalon 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
I have selected anchoring systems which include strapping, nails and other
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
Table 9.1 Allowable Loads for Concrete Anchors
Screw Size
d = diameter
Embedment
Depth
in.)
Min. Edge Dist. 8
Anchor Spacing
Sd (In.)
Allowable Loads
I Tension Shear
139
ZAMAC NAILIN (Drive Anchors)
200
114' 1-112" 1-114'
2' 1-114"
1273#
1316#
236#
236#
0.190" 1
TAPPER (Concrete Screws
161 177
3116" 1-114' 15116"
1-314' 15116"
288#
371#
167#
2599
114" 1-114" 1.114"
1.314' 1-114"
427#
544#
200#
216#
318" 1-112' 1.9116"
1-314" 3-31r
511#
703#
402#
455#
POWER BOLT (Expansion Bolt
0250'
114'2" 1-114" 624# 261#
5116" 3" 1.718" 936# 751#
318" 3-112" 1 1.9116" 1,575# 1,425#
1/2" 5" 1 2-112" 2,332# 2220#
I,L4-_0.240-1
5116' 0.312VJ
POWER STUD(Wedge-Bolt 8)
265
i1:4-::::2-314- 1-114" 812# 326#
318" 4-114" 1.718" 1,358# 921#
1/2" 6" 2.1/2' 2271# 1,218#
518" 7" 2.114" 3,288# 2,202#
Wedge Bolt
114" 2-112' 1 2-114' 1 878# 1 385#
318" 3412' 1 3-114" 1 1,705# 916#
1f2" 4" 3.314" 1,774# 1,095#
Notes:
1. Concrete screws are limited to Y embedment by manufacturers.
2. Vales listed are allowed loads with a safety factor of 4 applied.
3. Products equal to ravel may be substituted.
4. Anchors receiving bads perpendicular to the diameter are in tension.
S. Allowable loads are increased by 1.00 for wind bad.
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 5d have beer
applied.
Example:
Determine the number of concrete anchors required for a pool
enclosure by dividing the uplift bad by the anchor allowed load.
For a 2'x 6' beam wltk
spacing = T-0' O.C.
allowed span = 20'-5' (Table 1.1)
UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OF ANCHORS= 1/2(20.47) x T x 1 O# / Sq. Ft.
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS= 714.70# =1.67
427#
Therefore, use 2 anchors, one (1) on each side of upright.
Table is based on Rawl Products' allowabte bads for 2,500 ps.i. concrete.
Screw/Bolt I Allowable Tensile Loads on Screws for Nominal Wall Thickness ('tJ (lbs.)
8 0.164' 1 122 139 153 200 228 1 255
1.11 1.60
10 0.190" 1 141 161 177 231 263 1 295
Allowable Loads & Roof Areas Over Posts
912 0210" 156 178 196 256 291 327
14 0250' 186 212 232 305 347 389 529
IV- 273#-10 SF
179 203 223 292 333 374 508I,L4-_0.240-1
5116' 0.312VJ 232 265 291 381 433 486 661
318" 0.375'279
1022#-37SF 1533#-56 SF 2044#-75 SF
1406#-51 SF 2109#-77 SF 2812#-103 SF
317 349 457 520 584 793
112" o.60" 1 373 423 465 609 693 779 1057
1/2"
1-112"
Allowable Shear Loads on Screws for Nominal Wall I hieknass ('tJ (Ibs.
Sc w/BON I
1748#-49 SF
1-314"
Single Shear
1202#-34 SF 1 1803#-51 SF 2404#-68 SF
PE OF FASTENER= Expansion Bolts Rawl Power Boit or Equivalent
St. Nd I 0.044' 0.050" 0.055" 0.072'
K416467
111'0
2" 0.125"
8 0.164" 117 133 147 192
10 0.190' 136 154 170 222 4
12 0210" 150 171 188 246 3
14 0.250" 179 203 223 292 508
1/4' 0240" 172 195 214 281 8 487
5116" 0.3125" 223 254 279 366 7 634
318" 0.375" 268 305 335 4390 761
112' 0.50' 357 408447 5857 1015
Allowable Shear Loads on Screws for Nominal Wall Thickness lbs.)
Double Shear
0.044' 0.050" 0.055" 0.072' 0.082" 0.092" 0.125'
343 390 429 561 639 717 974
USIzeNd
446 508 559 732 832 934 1269
536 610 670 878522
714 812 894 1170 1332 1494 2030
Notes:
1. Screw goes through two sides of members.
2. AN barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness
of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings.
3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel.
MuWpllersfor Other Alloys
6063 T -S 1269
5052 H-25 1522
6005 T-5 2030
Allowable Load Coversion Multipliers
for Edge Distances More Than 5d
Edge
Distance
Multipliers
Tension I Shear
5d 1.00 1.00
6d 1.D4 1.20
7d 1.08 1.40
8d 1.11 1.60
9d 1.14 1.80
led 1.18 2.00
11d 1.21
12d 1.25
Table 9.5A Allowable Loads & Roof Areas Over Posts
Allowable Loa
Muhl tiers
Tension Shear
for Metal to Metal, Beam to Upright Bolt Connections
125
Enclosed Structures @ 27.42 #/SF
Fastener
diam. min. edge min. ctr. No. of Fasteners / Roof Area (S
distance to ctr. 1/Area I 2/Area I 3/Area 1 4/Area
114" 1/2' 1 518" 1.454-53 12,908-1261 4,362 -159 5,819 - 212
5116" 3!8" 718" 1,894 - 69 3,788 -138 5,682 -207
75,
819-212
576 - 276
318' 314' 1' 2272-82 4,544-1661 6,816-2491 9,088
1/2" 1" I 1-114" 3.030-110 1 6,060-2211 9.090-332112,120 - 442
Table 9.513 Allowable Loads & Roof Areas Over Posts
936#-34 SF 1404#-51 SF 1872#-68 SF
for Metal to Metal, Beam to Upright Bolt Connections
1560# - 57 SF 2340# - 85 SF 3120# -114 SF
Enclosed Structures @ 35.53 NSF
Fastener
diam. min. edge In. ctr. No. of Fasteners / Roof Area S
distance to ctr. 1 I Area 2/ Area 3 / Area I 4/ Area
114" 112" 08 - 82 4,362-125 5.819-1- 454-41 2,2_82.819 - 164SIB" 1.454-41
5116" 318" 7/8" 1,894---93- 3,788 -107 5.682-160 7,576 - 213
318" 3/4' 1- 2.272-64 1 4.544-128 6.1116-1921 9.088-256
1/2" 1- 1 1-114" 3.030.85 1 6,060-171 9,090-256 12,120-341
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. Minknum 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 Ed Distances More Than 5d
Edge
Distance
Allowable Loa
Muhl tiers
Tension Shear
12d 125
11d 121
10d 1.18 2.00
9d 1.14 1.80
8d 1.11 1.60
7d 1.08 1.40
6d 1.04 120
Sri 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 (27.421# I SF)
IF- Wind Resinns other than 120 MPH. Use Conversion Table at Bottom of this coast
CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 3 4
114'a
1" 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39SF
1.112" 396# -14 SF 792# - 29 SF 1188# - 43 SF 1584# - 58 SF
2-1/2" 660# - 24 SF 1320# - 48 SF 1980# - 72 SF 2640# - 96 SF
REGION LOAD FACTOR
1" 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF
5116". 1.112" 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF
2-112" 780# • 28SF 1560# - 57 SF 2340# - 85 SF 3120# -114 SF
3/8'.
1 356# -13 SF 712# - 26 SF 1068# - 39SF 1424# - 52 SF
1.111" 534#-19SF 1068#-39SF 1602#-58 SF 2136#-78 SF
2-112" 89D# - 32 SF 1 1780# - 65 SF 1 2670# - 97 SF 356Q# -130 SF
CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 3 4
TYPE OF FASTENER - "Quick Set" Concrete Screw Rawl Zamac Nallln or E ulvalent
114". IV- 273#-10 SF 546#-20 SF 819#-30 SF 1092#-40SF
1-i/2 x 1-1/2" 3/16"(0.188')
2" 316#-12SF 1 632#-23 SF 1 948#-35 SF 1 1264#-46 SF
TYPE OF FASTENER - Concrete Screw (Rawl Tapper or E ulvalent)
3/16"0 1-114"
1.314'
288# -11 SF
371#-14 SF
576# - 21 SF 864# - 32 SF 1152# - 42 SF
742#-27SF 1113#-41 SF 1484#-54 SF
114"a 1-114"
1.314"
365# -13 SF
427#-16 SF
730# - 27 SF 1095# - 40 SF 1460# - 53 SF
854#-31 SF 1281#-47 SF 1708#-62 SF
318"a 1-112"
1.314"
511#-19 SF
703#-26 SF
1022#-37SF 1533#-56 SF 2044#-75 SF
1406#-51 SF 2109#-77 SF 2812#-103 SF
TYPE OF FASTENER = Expansion Bolts Rawl Power Bolt or Equivalent)
318"e 1 2.112" 1 1050# - 38 SF 2100# - 77 SF 3150# - 115 SF 4200# -153 SF
3-112" 1575# - 57 SF 3150# -115 SF 4725# - 172 SF 6300# - 230 SF
1!2'0 3" 1 1399# - 51 SF 2798# -102 SFJ 4197# -153 SFJ 5596# - 204 SF
5' 233-Y85- SF 4664# -170 SF 6996# - 255 SF 9328# - 340 SF
Note: WIND LOAD CONVERSION TABLE:
1. The minimum distance from the edge o1 the For Wind Zones/Regions other than 120 MPH
concrete to the concrete anchor and spacing Tables Shown).
between anchors shag not be less than 5d where multiply allowable loads and roof areas by the
d is the anchor diameter. conversion factor.
2. Allowable roof areas are based on bads for
WIND APPLIED CONVERSIONGlass / Enclosed Rooms (MWFRS); I - 1.D0.
REGION LOAD FACTOR
12
100 26.6 1.01
143 94
110 26.8 1.01
14
120 27.4 1.00
157 105
123 28.9 0.97
Table 9.7
130 322 0.92
Sheion Ibs. ShearRivetDiameterTensionlbs. Rhear Tens
140.1 37.3 0.06
129 176
140-2 37.3 0.B6
5I3Y
150 42.8 0.80
Table 9.6 Maximum Allowable Fastener Loads
for Metal Plate to Wood Support
Metal to Plywood
IW 4 ply 518"4ply 314"4ply
Screw
Shear Pull Out Shear Pull Out
Ibs.) Ibs.) (Ibs.) (Ibs.)
Shear Pull Out
lbs. (Ibs.
Attachment Type
8 93 48 113 59 134 71
2' x 4" x 0.044"
10 100 65 120 69 141 78
10
12 118 71 131 78 143 94
3/16"
14 132 70 145 88 157 105
1-1/2" x 1-1/2 x 1-111 x 0.126'
Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel
Aluminum Mandrel Steel Mandrel
Sheion Ibs. ShearRivetDiameterTensionlbs. Rhear Tens
118" 129 176 210 325
5I3Y 187 263 340 490
3/16' 262 375 445 720
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"
r
2.114" embedment respectively)
Fastener
Diameter
Maximum Screw / Anchor Size
Max Size of Beam
Upright
Attachment Type Size Description To Wall
0
To Upright / Bea
0
2' x 4" x 0.044" Angle 1' x 1' x 0.045" 3116' 10
1 x 4" x 0.044" Angle 1' x V x 1116 0.063 3/16" 12
2" x 5" x 0.072" U•channel 1-1/2" x 1-1/2 x 1-111 x 0.126' 1/2' 14
2' x 6' x 0.072" Uchannel 1' x 2-118'x 1' x 0.050" 5116' 5116
2'x8'xD.072" Angle 1'x 1'x 1/8'(0.125") 3/16' 12
0.072" Angie 1-1/2"x 1-1/2"1116"(0.062) 1/4' 12
0.072" Angle 1-i/2 x 1-1/2" 3/16"(0.188') 1/4" 14
0.072" Angle 1-12' x 1-1/2" 1/8(0.062-) 1/4' 14
0.072" Angle 1 -3/4'x1 -314"x1/8(0.125") 114" 14
0.072" N Uchannel 1.114" x 1.3/4' x 1-3/4' x 1/8' 318' 14
0.072" Angle Yx 2'x 0.093' 3f8' 318"
0.072- Anglo Yx2'xt/8'(0.125") 5116" 5116'
0.072
1-1/2"
1J/4"
Angle 2'xYx 3/16'(0.313") 1/2' 1/2"
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 wag attarhmeM type - to wag 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 Neu of angles where possible.
4. The thicker of the two members u channel angle should be place on the inside of the
connection N possible.
Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings
Loads and Areas for Screws in Tension Only
Maximum Allowable - Load and Attributable Root Area for 120 MPH Wind Zone (35.53 # / SF)
n . H - mow Iles t`nn relnn Tahln of nnttnm nr fhte n not
CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings
2.114" embedment respectively)
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 3 4
Tables Shown), multiply allowable bads and roof
1" 264#-7 SF 528#-15 SF 792#-22 SF 1056#-30 SF
114"o 1.112" 396# - 11 SF 792# - 22 SF 1188# - 33 SF 1584# - 45 SF
2-1/2" 660#-19 SF 1320#-37SF 1980#-56 SF 2640#-74 SF
110 30 1.11
1" 312#-9 SF 624#-18SF 936#-26 SF 1248#-35 SF
5116"e 1-112" 468#-13 SF 936#-26 SF 1404#.40 SF 1872#-63 SF
2.1W 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF
3/8'0
1' 356#-10 SF 712#-20 SF 1066#-30 SF 1424#-40 SF
1-112" 534# -15 SF 1068# • 30 SF 1602# - 45 SF 2136# - 60 SF
1.00
2-112" 890# - 25 SF 1780# -50 SF 2670# - 75 SF 3560# -100 SF
CONNECTING TO: CONCRETE [Min. 2,500 psi) for PARTIALLY ENCLOSED Buildings
Fastener
Diameter
Length of
Embedment 1
Number of Fasteners
2 3 4
PE OF FASTENER Quick Set" Concrete Scraw Rawi Zamac Nailin or Equivalent
114"a 1-111 233#-BSF 466#-17SF 699#-25SF 932#-34 SF
2" 270#-10SF 540#-20SF 810#-30SF 1080#-39SF
PE OF FASTENER= Concrete Screw Rawl Tapper or Equivalent
3116"o 1-112"
1-3f4"
246#-7 SF44#92#-14
317#-9SF
SF 738#-21SF
63-18SF 951#-27SF
984#-28SF
1268#-36 SF
114". 1-1/2"
1J/4"
365#-102F73D#-21
4654-131F
SF I1095#-31 SF
930#-26 SF 1 1395#-39SF
1460#-41 SF
1860#-52 SF
318"o 1-112" 437#-12 SF 874#-25SF I 1311#-37SF 1748#-49 SF
1-314" 601#-17 SF 1202#-34 SF 1 1803#-51 SF 2404#-68 SF
PE OF FASTENER= Expansion Bolts Rawl Power Boit or Equivalent
318'. 2-1/2" 1205#-342F 2410#-68SF 3615#-102 SF 4820#-136 SF
3-112" 1303# - 37SF 2606# - 73 SF 3909# -110 SFI 5212# -147 SF
111'0 3" 1806#-51 SF 13612111-102 SFJ 5418#-152 SFJ 7224#-203 SF
5" 1993# - 56 SF 13986# -112 SFJ 5979# -168 SFI 79729 - 224 SF
Note:
2.114" embedment respectively)
1. The minimum distance from the edge of the WIND LOAD CONVERSION TABLE:
concrete to the concrete anchor and spacing For Wind Zones/Regions other than 120 MPH
between anchors stall not be less than 5d Tables Shown), multiply allowable bads and roof
where it Is the anchor diameter. areas by the conversion factor.
2. Allowable loads have been Increased by 1.33 for
14"
wind loading. WIND APPLIED CONVERSION
3. Allowable roof areas are based on loads for REGION LOAD FACTOR
Glass / Partially Enclosed Rooms (MWFRS) 100 25 1.22
1-1.00 110 30 1.11
2" x 8"
120 35 1.03 •
12 1/4'
123 37 1.00
0.57
130 42 0.94
3116"
1404&2 48 0.88
10
ISO 56 0.81
Table 9.9 Minimum Anchor Size for Extrusions
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 1 0.83 0.50
114" 0.83 1 1.00 0.59
318" 0.50 0.50 1.00
Dyna Bolts,(15/8' and
2.114" embedment respectively)
Wall Connection
Metal to Metal
3116" 1 1.00
Fxbvslons Wall Metal Upright Concrete Wood
12
2"x 10" 14" 14 1/4' 1/4"
1.00
2"x 9" 114" 14 1/4" 1/4'
0.21
2" x 8" 114" 12 1/4' 12
0.57
2"x 7" 3116" 10 3/16" 10
0.72
2" x 6" or less 3116" 8 3/16" 8
14 1
Note:
0.57 0.78 1.00
Wall, beam and upright minimum anchor sizes shag be used for super gutter
connections.
0.27 0.33 0.46
Table 9.10 Altemative Anchor Selection Factors for Anchor/ Screw Sizes
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 1 0.83 0.50
114" 0.83 1 1.00 0.59
318" 0.50 0.50 1.00
Dyna Bolts,(15/8' and
2.114" embedment respectively)
Anchor
Size 3116" 1.
Metal to Metal
3116" 1 1.00 1 0.46
Anchor Size 8 910 12 ff14' 5116" 318"
8 1.00 0.80 0.58 0.46 027 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 1 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
316" 0.21 1 0.26 0.36 1 0.58 0.79 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 1 0.83 0.50
114" 0.83 1 1.00 0.59
318" 0.50 0.50 1.00
Dyna Bolts,(15/8' and
2.114" embedment respectively)
Anchor
Size 3116" 1. 112"
3116" 1 1.00 1 0.46
1/2' 1 0.46 1 1.00
Multiply the number of #8 screws x size of anchodscrew, desired and round up to the next even numbs
of screws.
Example: '
If (10) #8 screws are required, the number of #10 strews desired Is:
0.8x10=(8)#10 r
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