HomeMy WebLinkAbout215 Friesian WayI-
A
CITY OF SANFORD
LDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: ' 8 Documented Construction Value: $
Job Address: a l 5 F rIe-5m . W ,y s0-114Z rE Historic District: Yes ; No Parcel
ID: a U -3 % • .5• - 0b-00 - 6 %7 3 • Zoning: Description
of Work: 4aIIC/6 'SCreek i-ooM _ Plan
Review Contact Persog Cds7f%e Title: eWhtl ` Phone: ?
75 V q l.' Fax: 39 .7 75-064? E-mail: " Property
Owner Information Name
Ptb. &e _Ch01.JF_I 1-0bMb Phone: W 7 Street:
6 15' rXl'e5 IQ.h W Q-Ll ` Resident of property? City, State
Zip-,.-n- fi-0 rz, GL 3 o2 7 -7 Contractor Information
Name CGS' _
5 17eZ- AlumltlQk aecca 15Ts Phone.,3 (&,%is' g s Street".d2
Fax• City, State
Zip:oMn e 0.C4-i , r5t- State License No.: CX 00%0 Architect/Engineer
Information Name: LCc
rzlre &f .Af7eT7- Street: PG
02go 0 City, St,
Zip: 6 by e L Sara Bonding Company:
Address: ' Sllf
Phone:
3&
Fax: 3r(
o - 7 (, 7- 4-5.570 E-mail:
Mortgage Lender:
h Address: f >;
r .:,
1 PERMIT INFORMATION Building Permit
L Square
Footage: .
Constractioii Type: No. of Stories: No. of
Dwelling Units: Flood Zone Electrical New -
Service -
No. of AMPS: Mechanical (Duct
layout required for new systems) Plumbing New
Construction -
No. of Fixtures: 7 Fire
Sprinkler/
Alarm No. of heads: F .:i : ( _ `
k, . ti' - r w { }' Y • s. is • •'r
ttb
Application is hereby made to obtain a permit to do tie 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 o'f 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 CONMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE
OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to thispropertythatmaybefoundinthepublicrecordsofthiscounty, and there may be additional permits requiredfromothergovernmentalentitiessuchaswatermanagementdistricts, 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 ordertocalculateaplanreviewcharge. 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 Owner/Agent Date
Print Owner/Agent's Name
Signature ofNotary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
SignsrefCoontrutor%Agent Af Date
Print Contractor/Agent's Name
ti
Signature ofNotary -State of Florida Date
i+4:°•'%;: ANNETTE M EATON
MY COMMISSION # DD994360
EXPIRES May 20.2014
407) 398-0153 FlondallolaryService.c
Contractor Agent is Personally Known to Me or
Produced ID Type of ID
APPROVALS: ZONING: 441• I 'I - UTILITIES:
ENGINEERING:
COMMENTS: 614 40 iwell few WASTE
WATER: BUILDING:
7 Rev
11.08
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
M
RARgEL DETAIL,
OAYIDJOHH N. CFA.ASA
93 s2 91
71 72 M d [1+, 77 78 r± .yyywww ; r I'j
PROPERTY FRIESIAN WAY
SEMIPAPPRAISED40LECOUNTYFL
ELRSTn72 I1f0]
FL32771-]468
4o7-66H775087071
IAO
i •
BANFORD,
u1-''
VALUE SUMMARY
VALUES 2011 2010
Working Certified
GENERAL Value Method CosUMarket Cost/Market
Parcel Id: 18-20-31-505-0000-0630 Number of Buildings 1 1
Owner: CHOWRIMOOTOO MICHAEL & GOMATIE Depreciated Bldg Value 82,850 96,348
Mailing Address: 215 FRIESIAN WAY Depreciated EXFT Value 1,295 1,330
City,State,ZipCode: SANFORD FL 32771 Land Value (Market) 24,000 24,000
Property Address: 215 FRIESIAN WAY SANFORD 32771 Land Value Ag 0 0SubdivisionName: BAKERS CROSSING PH 1
Just/Market Value 108,145 121,678TaxDistrict: Si-SANFORD
Portablity Adj 0 0Exemptions: 00-HOMESTEAD (2003)
Save Our Homes Adj 0 0Dor: 01-SINGLE FAMILY
Amendment 1 Adi 0 0
Assessed Value (SOH) 108,1451 121,678
Tax Estimator
2011 TAXABLE VALUE WORKING ESTIMATE
Taxing Authority Assessment Value Exempt Values Taxable Value
County General Fund 108,145 50,000 58,145
Amendment 1 adjustment is not applicable to school assessment) Schools 108,145 25,000 83,145
City Sanford 108,145 50,000 58,145
SJWM(Saint Johns Water Management) 108,145 50,000 58,145
County Bonds 108,145 50,0D01 58,145
The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates.
SALES
2010 VALUE SUMMARY
Deed Date Book Page Amount Vac/Imp Qualified
WARRANTY DEED 07/2002 04468 1515 $140,800 Improved Yes
2010 Tax Bill Amount: $1,635
WARRANTY DEED 02/2002 04327 0084 $375,000 Vacant No
201Certified Taxable Value and Taxes DOES
NOT I NNCLUDENON -AD VALOREM ASSESSMENTS Find
Comparable Sales withinthis Subdivision LAND
LEGAL DESCRIPTION Land
Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick... LOT
0 0 1.000 24,000.00 $24,000 LOT 63BAKERS CROSSING PH 1 PB 60 PGS 27 - 29 BUILDING
INFORMATION Bid
Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New
Building
1 SINGLE FAMILY 2002 8 1,725 2,196 1,725 CB/STUCCO FINISH $82,850 $86,078 SketchAppendage /
Sgft GARAGE FINISHED / 459 Appendage /
Sgft OPEN PORCH FINISHED / 12 NOTE:
Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi
Finshed Permits
EXTRA
FEATURE Description
Year Bit Units EXFT Value Est. Cost New CONCRETE
PATIO 2008 560 $1,295 $1,400 NOTE:
Assessed values shown are NOT certifiedvalues and therefore are subject to change before being finalized for advalorem tax purposes. If
you recently purchased a homesteaded property your next years property tax will be based on Just/Market value. http://
www.scpafl.org/web/re_web.seminole_county_title?parcel=18203150500000630&c... 6/15/2011
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary,)Longwood, Sanford,
Seminole County, Winter Springs
Date:
1 hereby name and appoint: b e-o G tK Q a n tc A
an agent of. ECf ; f /9 eZ 1014, n U M - (cc,b6TS J;' C-
Name ofCompany)
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
All permits and applications submitted by this contractor.
The specific permit and applicationfor work located at:
Street Address)
Expiration Date for This Limited° Power of Attorney: (- 3 6 - I,
License Holder Name:' Z
r
State Licens
Signature of
STATE OF
COUNTY
i
The foregoing ' ent was acknowledged before me this. day of3&/"2- ,
ZQ0_, by- - i lOj?G?° , PZ who is ersonally known
to me or o who has produced
identification and who did (did not) take an oath.
Signature
Notary Seal) Ah nt4-k • Q- n
Print or type name
ANNETTE M EATON
My COMMISSION # DD994360
oF E FIRES May 20, 2014
407)39a U153 FlondallolaryServwexom
Rev. 3/27/07)
Notary Public - State of Ffo r&,4
Commission No. Db fg3G d
My Commission Expires: 51g7OZ
as
airgas south FaxA1310 Juo 15 H11 N:Vam PM/M
PLAT OF SURVtT
E 1 V 1 I / ^ /8 3 (aFSCRIP ION: As F1(ZNISM b)
LOT 133, BAK ERS GRQSSINC, PMAS I.
AS RECORDED IN PLAT BOoi<.00, PAGCS 27-FS, OF THC PUBLIC RECORDS OF SEMmou COUNTY. FLOR10A i
OFFICE* j
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COMM 6DIHT M U ifiia aM w r-MDCNPtPAPOIN OF AFK hMIC or YN16
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FpW{ r i w :Uuv.ti.i• a;14)T cow P 1 BI DZK w.t1 OFFICE XRJ
aloulai
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oa40 L'0'o 0 .00,00 md8L.90 VL/80 IemaON XUI 68009Ll88EL slielao linsod
aloN aged awi l omij lapis apq adAl uoi eul sap 088LOEELOY=uagWnN
Ill y',),nos smie:L111 ijapuaS 1S3
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LLOZ VL unf id
affice/Warehouse/Showroom C-f`r'`
ffarf Servicing
720 N. Volusia Avenue : Volusia/Flagler
Orange City, FL 32763 #,:°>ED ,SENEZ Seminole/Orange/Lake
Phone 386-775-4915 ALUMINUM,SPECKDSTS, INC. Osceola/Sumter/Marion
888-775-4915 ® "ESTABLISHED'f980" service@esas.com
RX-0059$04Fax: 386r775-0089 • CRC1329193
CONTRACT SUBMITTED TO:
HOME PHONE:
iICWf'%
Ci DATE:
j
NAME:
WtT
oa, ark HIS
WORK: CELL•. 0'
7-5'7,.,,; oSTREET:
HER WORK: CELL: CITY:
STAT ZIP: EMAIL: SUBDI .
ISION: YEAR BUILT: HIS BIRTHDAY: 7BI—RTHDAY: ANNIVERSARY: Tywi.
of Estimate: Screen.•
Room Glass Room Acrylic Room Lanai El Replacement Windows Gutters - Soffit/
Fah-pia Vinyl Room , Pool Cage Vinyl Siding Hurricane Panels Gutter Protection - x
e Weatherproof Coating Eliminating Constant Repainting) El Other: Yw
Color;
El Color #2 Details:
P.
4Wr% G 61. A i7
9
Z
Q"Msj
A ryJ
6 Total Price: 6//
Z/J /o Depos' Draw: ,
z:
r Final
Payment: This
notice is o ensure that every item discussed during our s es presentation and all understandings arrived at with our Sales Consultant have been included in the sales price
and noted on the contract. IF YOU ARE UNSURE OF AN HING, please take the time now to clarify the items in question. Please verify that all verbal commitments are
noted somewhere in the contract package. Any agreements with any other contractor (such as concrete or electrical work) will be strictly between the homeowner and the in
othercontractor, unless price is included our price. Buyers
right to cancel" You may cancel this agreement by mailing a written notice by certified mail or telegram to the seller postmarked no later than midnight of the third business
day after this agreement was signed. You may use this page as the notice by writing "I hereby cancel" at the bottom and adding your name and address. _ s The
Parties understand and agree that the contractor shall not be liable for delays caused by strike or other labor disputes, weather conditions, delays in obtaining materials, r ' acts
of God or other causes beyond the company's control. In
the event that Ed Senez Aluminum Specialists, Inc. is unable to obtain all of the required permits or approvals from any and all regulatory authorities having jurisdiction
over the property in order to commence construction within 90 days of this contract, the contractor has the option of canceling the contact, refunding the deposit and each will
have no further obligation to the other. Upon cancellation of the contract, purchaser will have the option to re -write a new contract at the current price. Owner
acknowledges that the contractor has agreed to furnish only the materials, improvements, labor and services set forth above and that any additional materials,
improvements, labor and services will require additional payments and an additional contract. r Owner
further acknowledges and they have read this entire contract. they fully understand all of the terms contained herein, that they have been given an exachand fully completed
copy hereof, and this contract is subject to the final acceptance of the seller. TERMS:
A finance charge of 1 1/2% per month which is an annual percentage rate of 18%, will be added to all accounts 5 days past due. Any costs incurred as a result of non- payment
of invoice including court costs and attorney's fees will be sustained by the customer. Customer accepts full responsibility for property and injury occurring while work is
done under customer's direction. Employees of Ed Senez Aluminum Specialists, Inc. are fully covered by Worker's Compensation and General Liability Insurance for all work done
under the direction of Ed Senez Aluminum Specialists, Inc. Ed
SenezVtmtirr=-Specialist c. accepts no responsibility for any written r verbal claim(s) no e • e thin this contract. , Labor
Warranty - Lifetime Authorized Signature Material
Factory Warranty NOTE: This proposal may be, with rawn by us if not accepted withi days The
above prices, specifications and conditions are satisfactory and 're : e by cepted Yo .are 'authorized to do the work a8; t,,; specified.
Payment will be made as outlined above. ccepte:
Signature t -::-x A
Signature Date
It1 11NIg1 IN41INIQJim aON01 I11"11111M Thisinst//rumentprepared by: Name•
7(
0 3 bpi"
WMw CLERK W CIRCUIT` COURT Address: %! G %1 . u v qsl A ?yt 1C OI' , j e0 I-N "' Selma a"M NOTICE
OF COMMENCEMENT RK 07599 Rg 10611 (1p9) CLERKI
S 0 2()1 1+)73213 STATE
OF FLORIDA Permit #: RECORDED 07/12A10 1 11124155 AN COUNTY
OF SEMINOLE PARCEL ID #: d >j SOS bbb "0____INB FEES 10° BY
T Smith THE
UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance
with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 3
Owner Name: M I Chdc,U 1 6 6 y a—O e C h o w lrl N Address: -,
21,,5 I-rye-51a o W o-q Interest
in property: 0 L AJI') f Name &
Address of fee simple titleholder: (if other than owner) It P4
Contractor's Name: 6 d 77
5,
e%?C Z l ki —)U El Address: /
A 6 /)-. V0 ()S(A AM 5
Surety 6
Lender Name:
Address:
u/
1q- Name:
i- Address:
I
tT / 7 /-7 in i/ Phone:
G3
Phone:
L Amount
of>Bond: $'` Phone:
7.
Persons within the State of Florida designated by Owner upon who notice or other documents maybe served as provides nF
tt'
bn 713.
13(1)(a) 7. Florida Statues: Name: Phone: Address: `
8
In addition to himself or herself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.
13(1)(b), Florida Statutes: Name: Address:
9
Expiration Date of Notice of Commencement: Phone:
the
expiration date is 1 year from date of recordingunless a different slate is specified) WARNING
TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED
IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE K
004er-,, 1SPLCTION.
IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE C-
6I OTICE OF COMMENCEMENT. Owner'
s Authorized Signatory's Title/Office Officer /
Director / Partner / Manager The
fore- in- instrument was acknowledged before me this day of Z"il tli4-' 20, by / ' iCh/ec Q C /1 D ld)1%OIUl1%d name
of person) as () (type of authority, ...e.g. officer, trustee, attorney in fact) for SEAL)
t
s:'• ANNETTE M EATON MY
COMMISSION # DD994360 EXPIRES
May 20. 2014 orirv, 4n7)
398 0153 Flondallotaryservtce.com of
party on behalf of whominstrument was executed). Signature
of NotaryPublic, State of Floridawe-
yq,? A/- Q - Cr !on Print,
Type or Stamp Commissioned Name of NotaryPublic / Personally
Known 0 or Produced Identification L Under
penalties of perjury, I declare that 1 have read the foregoing and that the of
Natural Person Signing A July
2007
Allied Property and Casualty Insurance Company
Bond Department
1100 Locust Street, Dept. 2006
Des Moines, IA 50391-2006
Bond Continuation Certificate
Allied Property and Casualty Insurance Company, hereinafter called Company, in consideration of an
Agreed Premium hereby continues in force Bond Number 7900348953
Bond Description General Contractor
in the sum of $ $1,000.00
on behalf of Ed Senez Aluminum Specialists, Inc.
720 N. Volusia Ave
Orange City, FL 32763
in favor of City of Sanford
for the extended term beginning 12:00:00 a.m. October 1, 2010
and ending 11:59:59 a.m. September 30, 2011
subject to all terms, conditions and limitations contained in the original bond.
This continuation certificate is executed upon the express condition that the Company's liability under
the bond and all continuation certificates issued shall not be cumulative and shall in no event exceed in the
aggregate the largest single amount stated on the original bond, any rider attached thereto, of any
continuation certificate.
SIGNED, SEALED AND DATED 10 / 1 / 2010
011W, Allied Property and Casualty Insurance Company
i ORPOflAIp •• ,
4V4owk
By:
Stephen S. Rasmussen, President
Continuation Certificate
The Original Certificate is to be filed with the Obligee Named.
BD 19 (11-99) 00
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a ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT LEGEND
I hereby certify that the engineering contained in the following pages has been prepared in
compliance with ASCE 7-05 and the writers interpretation ofThe 2007 Florida Building Code with
2009 Supplements, Chapter20 Aluminum, Chapter23 Wood and Part IA of The Aluminum
Association of Washington, D.C. Aluminum Design Manual Part IA and AAASM35.
Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building
Code.
Structures sized with this manualare designed to withstand wind velocityloads, walk-on orlive
loads, and/or loads as listed in the appropriate span tables.
All wind loads used in this manual are considered to be minimum loads. Higher loads and wind
zones may be substituted.
Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are
hereby listed:
1. This master file manual has been peer reviewed by Brian Stirling, P.E. 934927 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 theuse ofthe manual prior to becoming a authorized user
and bi-annuallythereafter.
3. Structures designed using this manual shall not exceed the limits set forth in thegeneral notes
contained here in. Structures exceeding these limits shall require site specific engineering.
INDEX
This packet should contain all of the folkrwing 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 ofsolid roof enclosure and elevations oftypical screen room.
SHEET 4: Post to base and purlin details.
SHEETS: Beam connection detals.
SHEETS: Knee wall, dowel and footing details.
SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam
to gutter detail.
SHEET 8-110: Tables showing 110 mph frame member spans.
SHEET 8-120: Tables showing 120 mph frame member spans.
SHEET 8-130: Tables showing 130 mph frame member spans.
SHEET 8-140: Tables showing 140 mph frame member spans.
SHEET 9: Mobile tome attachment details, ribbon footing detail, and post to beam and
anchor schedules.
SHEET10A: Solid roofpanel products - General Notes & Specifications, Design Statement,
design load tables, and gutter to roof details.
SHEET 108: Roof connection details.
SHEET 10C: Roof connection details, valley connection elevation, plan & section views,
pan & compostite panels to wood frame details, super & extruded gutter to pan
roof details.
SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water
relief detail, beam connection to fascia details, pan roof achoring details.
SHEET 10E: Panel roof to ridge beam Q post details, typical insulated panel section,
composite roofpanelwithshingle finish details.
SHEET 10F: Tables showing allowable spans and applied loads for riser panels.
SHEET 10G: Manufacturer specific design panel.
SHEET 101-1: Manufacturer specific design panel.
SHEET 11: Die shapes & properites.
SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable
loads tables.
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'spurchaseofthesematerials.
1. Contractor represents and warrants the Contractor.
1.1. Is a contractor licensed in the state of Florida to build Ilie 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(9xb) and the notes limiting the
appropriate use of theplans and the calculations in theASDM;
1.6. Understands that the ASDM is protected by the federal Copyright Act and thatfurther distribution oftheASDM to any
third party (other than a local building department as part of any Contractors own work) would constitute infringement of
Bennett Engineering Group's copyright; and
1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM.
2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as Wand "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 orwarrant that (a) useof the
ASDM will meet Contractors requirements (b) that the ASDM is free from error.
3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, If any, for any claim(s) for damages relating to
Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be
limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary,
incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has
been advised of the possibility ofsuch 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, C use of the ASDM.
CONTRACTOR NAME:
CONTRACTOR LICENSE NUMBER: dec " " T
COURSE # 0002299 ATTENDANCE DATE:
CONTRACTOR SIGNATURE:
SUPPLIER:
BUILDING DEPARTMENT
CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN
VERIFIED: (INITIAL)
INSPECTION GUIDE FOR SCREEN AND VINYL ROOMS
1. Check the building permit for the following: Yes No
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 No
a. Structure's length, projection, plan & height as shown on the plans..... . . . . .
b. Beam sizes, span, spacing & stitching screws (if requiired). . . . . . .. . . . .
c. Pudin sizes, span & spacing . . . . . . . . . . . . . . . . .. . . . . .
d. Upright sizes, height, spacing & stitching screws (if required) . . . .. . . . . . .
e. Chair rail sizes, length & spacing. . . . . . . . . . . ... .. . . . .
f. Knee braces are property installed (ifrequired) . . . . . . •
g. Roof panel sizes, length & thickness . . . . . . . . . . . ... . . .
3. Check load bearing uprights I walls to deck for. Yes No
a. Angle bracket size & thiickness . . . . . . . . . . . . . .
b. Correct number, size & spacing of fasteners to upright . . . . .
c. Correct number, size & spacing of fasteners of angle to deck and sole plate . .
d. Upright Is anchored to deck through brick pavers then anchors shall go through
pavers into concrete . . . . . . . . . . . . . .... . . . . .
4. Check the load bearing beam to upright for. Yes No
a. Receiver bracket, angle or receiving channel size & thickness . . . .
b. Number, size & spacing of anchors ofbeam to receiver or receiver to host structure
c Header attachment to host structure or beam . . . . . . . . . .... .. . . .
d. Roof panel attachment to receiver or host structure . .
a. IfIfangle brackets are used for framing connections, check number, size & thickness
of fasteners . .. . . . . . . . . . . . . .... . . . . .
f. Post to beam attachments to stab . . . . . . . . . . . . . . ... . . . . .
5. Check roof panel system for. Yes No
a. Receiver bracket, angle or receiving channel size & thickness . ... . . . . . .
b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . . .
a. Header attachment to host structure or beam . . . . . . . . . . . ... . . . .
d. Roof panel attachment to receiver or beam . . . . . . . . . . .... . . . . .
Notes:
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.
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
TO 6005 HOLLOW
CATOR
PURSUANTTO 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. e '
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDABUILDINGCODE2007EDITIONW/ 2009 SUPPLEMENTS.
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DRAWING FORONE PERMIT ONLY 08-12-2010 1 OF 121CC
DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS
H 1. Design Statement:
These plans have been designed in accordance with the Aluminum Structures Design Manual by
Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009
Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure
B' J or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77for 110 MPH and higher, 120
MPH ort2Q MPH for 3 second wind gust velocity bad; Basic Wind Pressure Design Pressures
for Screen /Vinyl Rooms can be found on a3A-ir.
a. "B" exposure = -`ZPSF for Roofs & Ir PSF for Walls
b. "C" exposure = _PSF for Roofs & PSF for Walls
c. "D" exposure = _PSF for Roofs & _PSF for Walls
Negative I.P.C. 0.18
For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 3iii.
2. Host Structure Adequacy Statement:
I have inspected and verify that the host structure is in good repair and attachments made to the
structure will be solid.
LLePhone ?25_.
C for lh i Rep' Name (pleaseprint)
Dale:
Contractor / Authorized Re ignature
0W014o0,0a 62 is op c)glqJobName & Address
Note: Projection of room from host structure shall not exceed 16%
3. Building Permit Application Package contains the following: Yeas 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 T - 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 Fast structure
2. Front and side elevation views with all dimensions & heights . . . . . . . .
3. Beam span, spacing, & size . . . .. . . .. . . . . . . . . . . . . . . . -
Select beam size from appropriate 3A.1 series tables) r
4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . .-/ -
Select uprights from appropriate 3A.2 series tables)
CheckTable 3A.3 for minimum upright size)
i5. 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 Nq
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 bad width_:
Look up span on 120 MPH table and apply thefollowing formula:
SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3)
B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . .
Tables 3A.2.1, 3A.2.2, or 3A2.3)
Upright or wall member allowable height / span conversions from 120 MPH
wind zone,'B' Exposure to _MPH wind zone and/or'C Exposure forbad
Width_:
Look up span on 120 MPH table and apply the following formula:
SPAN REQUIRED F_ REQUIRED SPAN NEEDED INTABLE
bord)=
EXPOSURE MULTIPLIER
see this page 3) Yes Nq
C. Table 3A.3with beam & upright combination ifapplicable . . . . . •
D. Connection details to be used such as:
1. Beam to upright
2. .............................. JI3. Beam towall . . . . .. .. . . . . . . . . . . . . . . . . . . . . . .
4. Beam to beam . . . .. .. . .. . . . . . . .. . . . . . . . . . . . .
5 Chair rail, purlins, & knee braces to beams & uprights . . . . . . . . . . .
6. Extruded gutter connection . .. . . . . . . . . . . . . . . . . . . . . .
E Uclip, angles and/or sole plateto deck . . . . . . . . . . . . . . . . . . A -
Foundation detail We & size . . . . . . . . . . . . . . . . . . . . . . . .
Must have attended Engineer's Continuing Education Classwithin the past two years.
Appropriate multiplier from page 1.
GENERAL NOTES AND SPECIFICATIONS
1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved
Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host
structure is in good condition and of sufficient strength to hold the proposed addition.
2. If the home owner / contractor has a question about the host structure, the LNner (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 2W-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 stricture. The most common 'fourth
wail construction" is a post & beam frame adjacent to the motile / 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 bo a 2" x 3" x 0.050" with an 18" x 2" x
0.044" knee brace at each end ofthebeam.
c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to,
then a'fourth wall" is NOTrequired.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights
shall be selected from the same tables as for otherscreen walls.
7. When using TEK screws in lieu ofS.M.S., longerscrews must be usedto compensated for drill head.
8. For high velocity hurricane zones the minimum live load / applied bad 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 awind
velocity of 120 MPH.
10. Spans may be interpolated between values but not extrapolated outside values.
11. Definitions, standards and specifications can be viewed online at www.lebpe.com
12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also.
13. All gutter systems in which the back of the gutter is ator 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 ofheavy -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°/a, 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 bads used for screen & vinyl rooms are
from Chapter 20 of The 2007 Florida Building Code with 2009 Supplements. The bads assume a mean roof height
of less than 30 ; roof slope of 0° to 20% 1= 0.87 for 100 MPH zone, 1 = 0.77 for 110 MPH and higher zones. All bads
are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal
pressure coefficient is 0.18for enclosed structures. Anchors for compositepanel roofsystemswere computedon a
load width of 10' and 16 projection with a Z overhang. Any greater load width shall be site specific.All framing
components are considered to be 6005-T6 alloy except where noted otherwise.
Section 3A Design Loads
for Screen, Acrylic & Vinyl Rooms
Exposure "B"
Basic
Wind
Pressure
Screen Rooms
VI I Rooms
Roof Walls
Over Hang
All Roofs
100 MPH 13.0 10.0 12.0 46.8
110 MPH 14.0 11.0 13.0 47.1
120 MPH 17.0 13.0 15.0 48.3
123 MPH 18.0 13.3 15.9 50.8
130 MPH 2O.0 15.0 18.0 56.6
140-1 MPH 23.0 17.0 21.1 65.7
140-2MPH 1 23.0 17.0 21.1 65.7
150 MPH 1 26.0 20.0 24.0 75.4
Note:
Framing systems ofscreen, *rA and glass rooms are considered tobe mainframe resistancecomponents. To convert the
above loads from Exposure "B' to Exposures 'C* or 'D" see Table 3A-C next page.
Table 3A-A Conversion Factors
for Screen & Vinyl Rooms
From 120 MPH Wind Zone to Others. F-sum "R"
Wind Zone
MPH
Roof
Applied Load Deflection Banding
S (d (b
Walls
Applied Load Deflection Bending
S(d) (b
100 10.0 1.09 1.14 120 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 0.87 27.0 0.89 0.85
150 20.0 0.87 0.81 24.0 0.85 0.79
Table 3A-B Conversion Factors
for Over Hangs
Frnm nvrv,e„ro ^R" to "v..,.„r" •t••
Wind Zone
MPH
Applied Load
S
Deflection
d
Bending
b
100 46.8 1.01 1.02
110 47.1 1.01 1.01
120 48.3 1.00 1.00
123 50.8 0.98 0.97
130 56.6 0.95 0.92
140.1 65.7 0.90 0.86
140.2 65.7 1 0.90 1 0.86
150 75.4 1 0.86 1 0.80
Conversion Table 3A-C
Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D"
Exposure"B"to" Exposure "B" to" "
Mean Roof
Height*
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending Deflection Bending Deflection
0 -15, 1.21 0.91 0.94 1.47 6.83 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 A0 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
SITE EXPOSURE EVALUATION FORM
QUADRANTI
son EXPOSURE
I I
I _ _ son
QUADRANT IV
EXPOSURE 1
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16 I !
QUADRANT II
I I ton
I, 6W - - EXPOSURE
I
I I
QUADRANT III
bon
EXPOSURE
I I
L-•--•--•--•--•- -- --.J
NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD
SITE
USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'W,'C', OR 'D'
EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE.
EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other
irregularities, having heights generally less than 30 feet extending more than 1,500 feet
from the building site in any quadrant
1. Any building located within Exposure &type terrain where the building is within 100 feet
horizontally in any direction of open areas of Exposure G-type terrain that extends more
than 600 feet and width greater than 150 f .
2. No short tens changes in'b', 2 years before site evaluation and build out within 3 yea ,
site Will be V.
3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for gr a1
than 1,500 feet
4. Open terrain for more than 1,500 feet in any quadranL
SITE IS EXPOSURE: EVALUATED BY:
SIGNATURE: LICENSE #:
DATE:
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R LW FOR
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HEIGHT (h) / 1" x 2"
MIN. 3-1/2.SLAP.ONGRADE
TEM VARIES d OR RAISED FOOTINGlk
TYPICAL SCREEN, ACRYLIC OR VINY1 ROOM (FOR FOOTINGS SEE DETAII;SW/ SOLID ROOF TYP. FRONT VIEW FRAMING PAGE 7)
HEIGHT OF UPRIGHT IS MEASURED FROM
TOP OF 1" x 2' PLATE TO BOTTOM OF WALL BEAM)
LWLOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
P/7 P/z @ FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS)
SEE TABLES) w
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P = PROJECTION FROM BLDG. ETAIL
VARIES VARIES LW = LOAD WIDTH
NOTES: Ty VARIES
1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 7-0" O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2' TO WOOD WALL W/ #10x 2-1/2" S.M.S. W/
WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 7-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) 98 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2+ O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3
4. ANCHORS BASED ON 123 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
1100-1231 130 1140 150
8 1 #10 1 #12 1 #12
TYPICAL SCREEN ROOM
SCALE: 1/8" = 1'-0'
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PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
4) #8 x 1/2" S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ l" 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
x 2" TOP RAILS FOR SIDE WALLS
VITH MAX. 3.6 LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
100 T-0"
110 6'-T
120 6'-3"
123 6'-l"
130 S-8"
140182 5'-1"
150 4'-11'
INTERNAL OR EXTERNAL
L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4) #10 S.M.S.
ANCHOR 1 x 2 PLATE TO Y 1 x 2 OR 2 x 2 ATTACHED TO
CONCRETE WITH 1/4" x 2-1/2" BOTTOMW/ 1" x 1" x 2" x 1116"
CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH
6" OF EACH SIDE OF EACH
POST AT 24' O.C. MAX. OR
SIDE AND MIN. (4) #10 z 1/2"
S.M.S.
THROUGH ANGLE AT 24" O.C.
MAX. 1" x 2" x 0.032" MIN. OPEN BACK
MIN. 3-1/2" SLAB 2500 PSI EXTRUSION
CONC. 6 x 6 - 10 x 10 W.W.M. a
OR FIBER MESH c • 1-1/8" MIN. IN CONCRETE
ALTERNATE WOOD DECK: 2"
PTP USE WOOD FASTENERS VAPOR BARRIER UNDER
W/ 1-1/4" MIN. EMBEDMENT) CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2" =1'-0"
ALTERNATE CONNECTION
CLy,, DETAIL I'x 2" WITH
t..; .(3) #10 x 1-1/2" S.M.S. INTO
SCREW BOSS
2) #10 x 1 1/2" S. M. S. INTO
SCREW BOSS
ANCHOR 1" x 2" PLATE TO
CONCRETE W/ 1/4" x 2-11T
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AND 24" O.C. MAX
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
BEAM/HEADER
ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
SCREW SYSTEMS
MIN. (3) #10 x 1 1/2" S.M.S.
INTO SCREW BOSS
l' x 2' EXTRUSION
1-1/8" MIN. IN CONCRETE
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2" =1'-0"
ANCHOR I"x2"CHANNEL TO
CONCRETE WITH
1/4" x 2-1/4"CONCRETE
ANCHORS WITHIN 6" OF EACH
SIDE OF EACH POSTAT24'
O.C. MAX. OR THROUGH
ANGLE AT 24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6x6-10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
17
HEADER BEAM
4) #10 x 1/2" S.M.S. EACH SIDE
OF POST
H-BAR OR GUSSET PLATE
2"x2"OR2"x3"OR2"S.M.B.
POST
MIN. (4) #10 x 10 S.M.S. @
EACH POST
1' x 2" EXTRUSION
1-1/8" MIN. IN CONCRETE
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/FASTENER
PER TABLE) WITHIN 6" OF —
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-112" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2"x 2"OR 2"xXPOST
8 x 9/16" TEK SCREWS BOTH
SIDES
1" x 2-1/8" x 1" U-CHANNEL OR
RECEIVING CHANNEL
CONCRETEANCHOR
PE:R TABLE)
1-1/8" MIN. IN—.==)%lCPETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2" = V-0"
COMPOSITE ROOF PANELS:
4) 1/4" x 4" LAG BOLTSW/
1-114" FENDER WASHERS PER
4'-0" PANEL ACROSS THE
FRONTAND 24" O.C. ALONG
SIDES
2" x 2" OR 2" x3" HOLLOW
GIRT AND KICK PLATE 2" x 2"
HOLLOW RAIL
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 8 x 9/16" TEK SCREWS BOTH
PER TABLE) WITHIN 6" OF SIDES
EACH SIDE OF EACH POST @ 1" x 2-1/8" x l" U-CHANNEL OR POST ATTACHED TO BOTTOM
24" O.C. MAX. RECEIVING CHANNEL W/ MIN. (3) #10 x 1-112'
S.M.S. IN SCREW BOSSESMIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6 -10 x 10 W.W.M. CONCRETEANCHOR
OR FIBER MESH PER TABLE)
VAPOR BARRIER UNDER 1-118" MIN. EMBEDMENT INTO
CONCRETE CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2" = V-0"
EDGE BEAM
1" x 2" OPEN BACK ATTACHED
TO FRONT POST W/
10 x 1-1/2" S.M.S. MAX 6"
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
1" x 2" OPEN BACK ATTACHED
TO FRONT POSTW/
10 x 1-1/2" S.M.S. MAX 6"
FROM EACH END OF POST
AND 24" O.C.
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL TYPICAL & ALTERNATE CC
SCALE: 2" = l'-0" SCALE: 2" = T-0"
ALTERNATE CONNECTION:
2) #10 x 1-1/2" S.M.S.
HROUGH SPLINE GROOVES
IDE WALL HEADER
CTACHED TO 1" x 2" OPEN
TACK W/ MIN. (2) #10 x 1-1/2"
I.M.S.
k
TYPICAL UPRIGHT DETAIL
SCALE: 2" = V-0"
PURLIN OR CHAIR RAIL
ATTACHED TO BEAM OR POST
W/ INTERNAL OR EXTERNAL U
CLIP OR'U' CHANNEL W/ MIN.
4) #10 S.M.S. LLLL
IDE WALL GIRT ATTACHED TO I _
x 2" OPEN BACK W/ MIN. (3)
10 x 1-1/2" S.M.S. IN SCREW PURLIN, GIRT, OR CHAIR RAIL
OSSES
FRONTAND SIDE BOTTOM
RAILS ATTACHED TO
CONCRETE W/ 1W x 2-1/4"
CONCRETE/MASONRY
ANCHORS @ 6" FROM EACH
POST AND 24" O.C. MAX AND
WALLS MIN. 1" FROM EDGE OF
CONCRETE
SNAP OR SELF MATING BEAM
ONLY
M
dAmm
RISER PANELS ATTACHED PER a
ROOF PANEL SECTION o k
0LL
ma
y N
w C 2
HEADER ATTACHED TO POST yi o
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
Q
0060
o
LLmaU
w2" x 3" 2"^ OR:'Y2- ••
HOLLOW (SEE SPANTABLES) 8 5
z
Q E
FOR SNAP EXTRUSIONS GIRT Z oATTACHEDTOPOSTWITH
MIN. (3) #10 x 1/2" S.M.S. IN O N
SCREW BOSSES Z O yPi' W z
J U) V) >. -I
w
W
1" x 2' OPEN BACKBOTTOM 0 Z QW a
RAIL
V) > d 0 rnW
M
1/4" x 2-1/4" MASONRY p
N
w
ANCHOR @ 6" FROM EACH vPOSTAND24' O.C. (MAX.) F Q W z
In Z U) o
W m
Z U o
d' 0
J
Q o
N
SCREW BOSSES
SNAP OR SELF MATING BEAM
ONLY
PURLIN TO BEAM OR GIRT TO POST DETAIL
SCALE: 2" =1'-0"
OFOR WALLS LESS THAN V-8" FROM TOP OF PLATETO CENTER OF BEAM CONNECTION ORBOTTOMOFTOPRAILTHEGIRTISDECORATIVEAND
SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES 1/0
C0
m
z LL W E
Z m xW
z m
w d WE0 LL m
a. o ro
o c a
O C U M `
w W y x L
m a7 0
O O
I- U > O m
z N a: cc
n
w mwFz
lffio-'j
a
OFOR ALL OTHER PURLINSAND GIRTS IF THE SCREW HEADSARE REMOVED THEN THE OUTSIDE - IOFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-0/4" x 4" STRAP a -
AND (4) #10 x 3/4' S.M.S. SCREWS TO POST AND GIRT U SHEET
J" Z
IF GIRT IS ON BOTH SIDES OF THE POSTTHEN STRAPSHALL BE 6" LONG AND CENTERED ON
THE POST AND HAVE A TOTAL (12) #10x3/4" S.M.S. U) `
ow4.
08-12-200 OF
0
m
0z
wwz
0
zw
w
zzw
12 0
SOLID) ROOF PANELS (COMPOSITE OR PAN TYPE) FASTEN PANELS TO EDGE BEAMPERDETAILSINSECTION7AND / OR 3A)
U
Cl)u LL ^ FuxWzQa
IF KNEE BRACE LENGTH j ran w
EXCEEDS TABLE 1.7 USE w = r z
CANTILEVERED BEAM 9 9 rn C7
CONNECTION DETAILS w0
SCREEN OR SOLID WALL
MAY FACE IN OR OUT)
HOST STRUCTURE ROOFING
2" STRAP - LOCATE @ EACH
POST, (2) 1/4" x 2" LAG
SCREWS @ 24- 0. C. (MAX.)
EACH STRAP
2) #10 x 1/2" SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
1/4- BOLT @ 24" O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2' x 2" x 0.062" ANGLE EACH
SIDE (3) EACH #8S.M.S. EACH
HEADER
6" MAXIMUM
EXTRUDED
OR SUPER
LEG INTO POST AND INTO I ® GUTTER MAX. DISTANCETO
GUTTER (MIN.) HOST STRUCTURE WALL
e'FASCIA AND SUB -FASCIA 36'WITHOUTSITE
SPECIFIC ENGINEERING
DED O SUPER GUTTER /RISER
PANS OR
COMPOSITE PANELS
PER SECTION 7
EDGE BEAM TABLES:
3A.1.1, 2
POSTTO BEAM SIZE AND
POST SELECT PER TABLE 3A.3 # OF BOLTS
USE 2 x3 MINIMUM (SEE TABLE 3A.3)
EXTRU R
OR TRANSOM) WALL @ FASCIA (WITH SOLID ROOF)
SCALE: 2" = V-0"
BEAMS MAY BE ANGLED FOR
GABLED FRAMES
BEAM AND POST SIZES
SEE TABLES 3A.3)
POST NOTCHED TO SUIT
ANCHOR PER DETAIL FOR PAN
OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE
3A.3)
1" x 2' MAY BE ATTACHED FOR
SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
371 HES
w ROOF PANEL
SEE SECTION 7)
1-W4'x1-W4"x0.063' I — — — -----
RECEIVING CHANNEL THRU ANCHOR PER DETAIL FOR PAN
BOLTED TO POSTW/THRU ORCOMPOSITE PANEL
BOLTS FOR SIDE BEAM
SEE TABLE 3A.3 FOR NUMBER i ® FOR NUMBER OF BOLTSAND
OF BOLTS) OF POST (SEE TABLE
I 3A.3 )
o
BEAM AND POST SIZES I 1" x T MAY BE ATTACHED FORSEETABLE3A3) SCREEN USING (1)
10 x 1-1/2" @ 6" FROM TOP
POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C.
CENTER NOTCH POST TO CARRIER BEAM CONNECTION
SCALE 2" =1'4r
2'x "S.M.B.
NOTE:
FLASHING AS NECESSARY TO
PREVENT WATER INTRUSION
U=EOLT HEADER
OUCH POSTAND.wJCHOR
2) #10 x 3/4" S.&I.S. @ 6'
M EACH END AND @ 24-
MAX.
E BRACE
tEQUIRED
POST
ALTERNATE 4TH WALL BEAM CONNECTION DETAIL
SCALE: N.T.S.
2" x 9" x 0.072" x 0.224' BEAM
SHOWN
TO
1-W4" STRAP MADE FROM
REQUIRED GUSSET PLATE
MATERIAL
SEE TABLE FOR LENGTH AND
OF SCREWS REQUIRED)
WHEN FASTENING 2" x 2"
THROUGH GUSSET PLATE
USE #10 x 2" (3) EACH MIN.
tip
ALL GUSSET PLATES SHALL
BE A MINIMUM OF 5052 H-02
ALLOY OR HAVEAMINIMUM
YIELD STRENGTH OF 23 kst
db = DEPTH OF BEAM
ds = DIAMETER OF SCREW
2ds
2" x 6" x 0.050' x 0.120"
UPRIGHT SHOWN
1-ow
ti
til
STRAP TABLE
B
slzE SIZE
ST
LENGTH
x a # a
x8 4 #14
x B' 1417114 3-1/4
x1
NOTES: ' ' ALL SCREWS 3/4' LONG
1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED.
2. SEE TABLE 1.6 FOR GUSSE 7 SIZE, SCREW SIZES, AND NUMBER.
3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x T AND LARGER.
4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS
ALLOWED SO THAT EQUAL SPACING IS ACHIEVED.
5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL)
GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION
SCALE: 2" = V-0"
PRIMARY FRAMING BEAM
SEE TABLES 3A.1.1, 2)
1-1/2" x 1-10 x 0.080" ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
MINI. #8 S.M.S. x 314" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (2) #10 x 1-1/2'
INTERNALLY
INTERIOR BEAM TABLES:
3A,1.3
BEAM TO BEAM CONNECTION DETAIL
SCALE: 2" = V-0'
BEAMTO WALL CONNECTION:
2) 2" x 2" x 0.060"
ANGLE OR RECEIVING EXTERNALLY MOUNTED
CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TOWOOD
INTERNAL SCREW BOSSES FRAME WALL W/ MIN. (2) 3/8" x
MAY BE CONNECTED WITH 2" LAG SCREWS PER SIDE OR
2) #10 x 1-112" INTERNALLY TO CONCRETE W/ (2) 1/4" x
2-1/4' ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
MINIMUM S.M.S. x w ® SIDE FOR EACH INCH OF BEAM
LONG NUMBER REQUIREEDD a. CoDEPTH LARGER THAN 3"
EQUAL TO BEAM DEPTH w ~ ®
IN INCHES w ALTERNATE CONNECTION:
a ® 1) 1-3/4" x 1-3/4" x t3/4" x 1/8'
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
INTERIOR BEAM WALL W/ MIN. (3) 3/8" x 2" LAG
TABLES: _ SCREWS OR TO CONCRETE
3A.1.3 OR MASONRY WALLW/ (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"
2x2
NOTES:
1. Doortobe attached to structure with minimum two (2) hinges.
2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4' S.M.S..
3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S..
4. Bottom hinge to be mounted between 10 inches and 20 inches from ground.
01ON
SION
TION
I,TION
5. Top hinge to be mounted between 10 inches and 20 inches from top ofdoor.
6. if door location is adjacent to upright a 1" x 2" x 0.044" maybe fastened to upright with #12 x 1"
S.M.S. at 12" on center and within 3' from endofupright
TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: N.T.S.
C9Z
mwa
o: 0
0
wCo
0
0z
wwz
U' zw
00
J
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M 0
Z O
UJUJ >_ J
y 5;W
W °6 o
U M
J ZVO
M U ~ a w
Z CO
W
W
Z
C0
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a
0 w
r- n
J o; M
LL W LL
2m# Uj i3
11 W O LL
J
C a
m _a
CIAt
LU a
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9
i
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VC0 z
l
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w
lu 5 z
m
08-12-2010 OF 12
CONCRETE CAP BLOCKOR
ANCHOR ALUMINUM FRAME BLOCK (OPTIONAL)
TO WALL OR SLAB WITH
1/4" x 2-114" MASONRY 1) #40 BAR CONTINUOUS
ANCHOR WITHIN 6" OF POST 1) #40 BARAT CORNERS ANDAND24" O.C. MAXIMUM UY-O" O.C. FILL CELLS AND
KNOCK OUT BLOCK TOP
RIBBON OR MONOLITHIC COURSE WITH 2,500 PSI PEA
FOOTING (IF MONOLITHIC ROCK CONC. DECK
SLAB IS USED SEE NOTES OF m
APPROPRIATE DETAILS) F ' 11
c 12" *
6 x 6 -10 x 10 WELDED WIRE
MESH (SEE NOTES
8" x 8" x 16" BLOCK WALL CONCERNING FIBER MESH)
MAX. 32") 2) #40 BARS MIN. 2-1/2-.OFF
GROUND
KNEE WALL FOOTING FOR SCREENED ROOMS
crnl F- •va" = 1'.A"
h' W N x"
32" 12" 2 10'-0"
40" IT 2 V-0-
48" 18' 3 6'-0"
56" 18' 3 4'-0"
60" 24" 3 2'-8"
72" 30" 4 1'4"
rnw
L
ALUMINUM ATTACHMENT
CONCRETE FILLED BLOCK
STEM WALL B" x 8" x 16" C.M.U.
1) #40 BAR CONTINUOUS
1) #50 VERT. BAR AT
CORNERSAND
Y O.C. MAX. FILL CELLS W/
2,500 PSI PEA ROCK
CONCRETE
8" x 12" CONCRETE FOOTING
T WITH (N) #5 BAR CONT.
LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS
Notes:
1. 3-10 concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh 0 Mesh,
InForce* e3- (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu ofwire mesh.
Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil
90%'density.
2:tLocal 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. R.
RAISED PATIO FOOTING _
KNEE WALL FOOTING FOR SCREENED ROOMS
SCALE: 1/4" - V-0"
r.
NEW SLAB 4T" EXISTING SLAB1Y
30 RE -BAR DRILLED AND
EPDXY SETA MIN. 4" INTO
MIN. (1) #30 BAR EXISTING SLAB AND A MIN. 4'
CONTINUOUS 8' INTO NEW SLAB 6' FROM
EACH END AND 48" O.C.
DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB
SCALE: 3/4' = T-0"
USE T 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 yl SEE TABLE 4.2) @ 6"
FROM EACH SOF T 6WASHERAND24" O.C. PIERIMETERDE 1-
1/2' (MIN.) 114" LAP PERIMETER
DOUBLE 2
x 6 OR 2 x 8 STRINGER @
16" O.C. ALTERNATE
WOOD DECKS AND FASTENER LENGTHS 3/
4" P.T.P. Plywood 2-1/2' 5/
4" P.T.P. or Teks Deck 3-314" 2"
P.T.P. 4' SCREEN
ROOM WALL TO WOOD DECK SCALE:
3" =1'-0" 1/
4" x 6" RAWL TAPPER THROUGH
1" x T AND ROW LOCK
INTO FIRST COURSE OF BRICKS
ALTERNATE
CONNECTION OF SCREENED
ENCLOSURE FOR BRICK
OR OTHER NON- 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 ALUMINUM
FRAME SCREEN WALL
ROW
LOCK BRICK
KNEEWALL TYPESMORTAR
REQUIRED FOR LOAD
BEARING BRICK WALL4" (
NOMINAL) PATIO CONCRETE
SLAB (SEE NOTES CONCERNING
FIBER MESH) 1) #
5 0 BARS W/ 3" COVER TYPICAL)
BRICK
KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE:
1/2" = V-0" (2) #5 BAR CONT. 2) #
5 BAR CONT. 2"
MIN. G—
12,
TYPE
III STEEP
SLOPE FOOTING VAG"
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 ora 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 ll footing is required.
All slabs shall be 3-1/2" (4' nominal) thick. 4.
Monolithic slabs and footings shall be minimum 3.000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack
control fiber mesh: Fibermesh ® Mesh, InForce" e3TM (Formerly Fibermesh MD) per manufacturer's specification
may be used In lieu of wiremesh. All slabs shall be allowed to cure 7 days before installing anchors.
S.
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 DET. ILS SCALE:
3/4" = 1'-0" TYPEI
TYPE11 FLAT
SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-
2' / 12" 2" / 12"- T-10" REQUIRED
FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK
KNEE WALLMAY BE ADDED
TO FOOTING (PER SPECIFICATIONS
PROVIDED WITH
APPROPRIATE KNEE WALL
DETAIL) ALUMINUM
UPRIGHT CONNECTION
DETAIL SEE
DETAIL) 5d
MIN. 16"
MIN. TOTAL
2500
P.S.I. CONCRETE 6
x 6 - 10 x 10 WELDED WIRE MESH (
SEE NOTES CONCERNING
FIBER MESH) 2) #
50 BARS CONT. W/ 3" COVER
LAP 25" MIN. 4 —, • '—
s, 3-11T MIN. \
z
6
MILVISQUEEN VAPOR BARRIER
IF AREA TO BE ENCLOSED
16"
MIN. TERMITE TREATMENT OVER UNDISTURBED
OR COMPACTED
SOIL OF UNIFORM
95% RELATIVE DENSITY
1500 PSF BEARING Notes:
1.
All connections to slabs or footings shown in this section may be used with the above footing. 2.
Knee wall details may also be used with this footing. 3.
All applicable notes to knee wall details or connection details to besubstituted shall be complied with. 4.
Crack Control Fiber Mesh: Fibermesh 0 Mesh, InForce- e3"' (Formerly Fibermesh MD) per maulacturer's specification
may be used In lieu of wiremesh. MINIMUM_
FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA EXISTING
FOOTING 2) #
5 BARS "DOWELED INTO EXISTING
FOOTING W/ EPDXY 8"
EMBEDMENT, 25" MIN. LAP SCALE:
1/2" =1'-0" 8"
NEW
SLAB W/ FOOTING 1-----------
TYPICAL
CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE:
11T = V-17 TYP.
UPRIGHT (DETERMINE HEIGHT
PER SECTION 3 TABLES)
910
x 1-112" SCREWS (3) MIN. PER
UPRIGHT TOP & BOTTOM 2)
114" MASONRY ANCHORSPER
SECTION 9) INTO CONCRETE
EXISTING
WOOD BEAM OR HEADER
1/
4" x 2" LAG BOLT (2) PER POST
1"
x 2" TOP AND BOTTOM PLATE
SCREW T-O" O.C. EXISTING
FOOTING ALUMINUM
SCREEN ROOM (NON LOAD BEARING) WALL UNDER
WOOD FRAME PORCH SCALE:
2" =1'-0" m
I
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08-12-2010 OF Q
UNIFORM LOAD
1_4
A B
SINGLE SPAN CANTILEVER
UNIFORM LOAD
Z 1-4
A B C
2 SPAN
UNIFORM LOAD
A B
1 OR SINGLE SPAN
UNIFORM LOAD
Z Z l
A B C D
3 SPAN
UNIFORM LOAD
1 l l Z
A B D E
4 SPAN
NOTES:
1) Z = Span Length
Overhang Length
2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
3) Hollow extrusions shall notbe spliced.
4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
A(•WL)
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 SPLICESHALL BE
ALL SPLICES SHALL BE MINIMUM d -.50'
STAGGERED ON EACH I d-.50" ,I- d-.50" -I 1' MAX.
SIDE OF SELF MATING BEAM I I I
PLATE TO BE SAME + + + + + +
THICKNESSAS BEAM WEB .75
PLATE CAN BE INSIDE OR •75"
OUTSIDE BEAM OR LAP CUT + + + + + +
DENOTES SCREW PATTERN 1' MAX.
NOT NUMBER OF SCREWS
HEIGHT 2 x (d -.5(r) LENGTH
Mlnlmwn Distance and
Screw
size
ds
on.)
Edgeto
Center
2ds n.
Center to
Center
2-lnds n.
Beam Size Thickness
n.
98 1 3la Ina Pxrxo.Oss•xO.12o"• 111a=0.0a3
10 0.19 318 1n 2'x a•x 0.072' x 0.224• 1/8=0.125
12 0.21 Ins 9116 2• x9•x 0.072' x 0224' 1/9=0.125
14 or14• 0.2 to 8 x8'x0.082'x0.306' 7/9=0.125
1 ' 0.31 518 314 Z'x1 x .092'x0.3a 114= 0.25
refers 10 each side of splice
usefor 2' x4' and 2' x a' also
Note.
1. AN gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of30 ksi.
TYPICAL BEAM SPLICE DETAIL
SCALE: 1' =1'-0'
SELF -MATING
BEAM
SIZE VARIES)
SUPER OR
EXTRUDED
GUTTER
1
2" x 2' ANGLE EACH SIDE J
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
TRUFAST SIP HD FASTENER
t'+1-1/2" LENGTH (t+1") @
8' O.C.l+1-114'
THRU-BOLT # AND SIZE PER
TABLE 3A.3
BEAM SIZE PER TABLE 1.10
ALTERNATE SELF -MATING BEAM CONNECTION
TO SUPER OR EXTRUDED GUTTER
mwn.
Ow
0
31.
m
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08-12-2010 OF
FA
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20 c
zz
OfW
Table 3A.1.1-110 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic of Vinyl Rooms
Aluminum Alloy 6005T-5
For 3 second wind gust at110 MPH velocity; using design bad of11.0 #/SF (47.1 #/SF for Max. Cantilever)
2" x2" x 0.040" Hollow 2" x3' x0.045" Hollow
Load
Width (fL)
Max. S n VI(bendIng b' ordegeetlon'dr) Load
Width (fl.)
Max. S n'L'/(bendin b' or da8eetlon'd'
1&2
SpanKV-6'
4 Span Cantilever 1t12 Span 3 SpanKSpanCantilver
4 5'-10" d T4• d 1'-1' d 4 8'-1- d 9'-11- d V-6- d
5 5'-0' d 6'-9' d 11 d 5 T-6' d 9-W d 1-4' d
6 5'-i d 6'S d 0'-11d 6 1 d B'-0'd 1'-3'd
7 4'-10 d 6'-1' d 11d 7 6'-0d B'3'd 1'-3d
8 4'- d 10" d 0'-10' d 8 6.5' d T-11' d 1'-Y d
9 4'-5' tl 5'-7" d 0'-10' d 9 6'-Y d T-T d 1'-1' d
10 4'-W dd 5'.5' d 0'-9' d 10 5'-11' d T-4' d 1'-1' d
11 4'-Y dd 5'-Y d 0'-9- d 11 5'-9' d T-1' d T3- b 1'-1' d
1 4'-0 d 4'-11' d 5'-1" d 0'-9' d 1 d 11' d 6'-11' D 1'-0' d
x 3 x .u6 Hollow 2" x4 x .0 Hollow
Load
Width (It.)
Max. Span'L'/(bend) 'b' or deflection'dn Load
Width (R)
Max. Span 1'/(bendl b' or do acllon'd7
1&2 Span 3Span 4Span Cantaxver 1&2 Span 3 Span 4Span Cantilever
4 11 d 11'-1' d 11' " d 1'-8' d 4 W-W d 13'-W d 13'-3' d 1'-11' d
5 8'4 d 10'3' d TO '-0' d 1'-6 d 5 9'-9' d 17-1' d 17-4' d 1'-9' d
6 T-10 9'-8- d 9'-10- d 1'-5' d 6 9'- d 11'.4' d 11'-7' d 1'-W d
7 T-5- 9'-2" d 9'-4' d 1'-0' d 7 8'-9' d 10'- d 11'-0' d 1'-7" d
8 T-l' d 8'.9" d 11" d 1'4" d B F4 d 1 4' d 10'-5' b V-6- d
9 6'-10' d 8'S' d 7" d 1'-3" d 9 8'4r d 9'-11' d T-10' b V-6' d
10 6'-7- d 8'-2" d 4' d 1'-Y d 10 T-9" d 9'-7" d 9'-4' b 1'-Y d
11 6'S' 0 T-11' 11 T-W d 9'-2' b 8'-11' b 1'4' d
1 6'- d 0 d 1 d 1'-2' 1 4' d 8'-1 b 8'-0' b 1'4" d
x "x .0Hollow
Load
Width (R)
Max. Sp nVI(banding b' or deflection'dj
1&2Span 3 Span 4Span Max. Cantilever
4 6'-6' d 8'-1" d 8'3 d 1-2-
5 6'-1 T-6 T3 d 1-1'
6 Er d T-1'
7 5'-5' d 6'-0' d 6'-10- d 0'-11" d
8 5'-2- d 6'-5" d 6'-W d 0'-11- d
9 4'-11' d 6'-2" d 6' " d o'-11' d
1D1 4'-1g' d S-11' d I &-r d 0'-11 d
11 4-W d 5'-9 d 1 W-11' a I 0'-10"
12 1 4'-6' d 5'- d 1 5-9"0'-10" d
Notes:
1. Above spans do rod include length of knee brace. Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans.
2. Spans may be interpolated.
Table 3A.2110 Allowable Upright Heights, Chair Rail Spans or Header Spans
6005TCI UnderSolid Roof
Town & Country Industries, Inc.
Aluminum Alloy 6005 T-6
For 3 second wind oust at 110 MPH veloclhr using desbn bad of 13.0 #/SF
Sections
ributa Load Width =Mom rS aei
3'-0' 3'-6" 4'-0" 4--6" 5'-0" r,..- 6'-0" 1 6--6" 1 T-0" T-0'
Al1111 DID Might *"'bendin b orde ection'd'
x x 0.0 0 1' b 5' b 6'- 1' b 6'-8' b 6'4' b 6'-1' b 5'- 0" b 5'- b 5'- ' b
3" x 2" x 0.045 Hollow 8'-1' b T-T b TJ' 11" 6'--r b 64" b 6'-1" b 5'-11" b
2" x x 0.045Hollow 9'-Y b 8-a' b 8'-Y b 10' b 6' b Y 6'-11" b 6'-8' b
2" x 3 x 0.060" Hollow 11'- b 0'-11'b 10'4" b 9'-1 b 9-W D 9'-1' b B-9' b 8'S
2 x4 x0.o50 ow11 10.5• 11 5 1 8.8 B-s 8-1
Yx "x 0.662" llow E024'-3-
i6'-2 b 15'3"b 14-5' b 13'-9' b 13'-Y b 12'-8' b 173 b 1'-1
2' x4" x 0.046x 0.11 ' .M. 13'- b 17-10' b 17-Y b 11- b 11'-1' b 10'-B' b 10'3' b 9'-11'
x5 x0.0 x0. 6 15-5 14-8 13- 1 1 4 1 1 4 1-11
2 x 6" x 0.050 x0.1 5 S.M. 18'-11' b 1T-10• b 16-11' b 1S- b 15'-wb 14-10'b 14'4' b 3--10•
2"x x0.0 x0.135 .M.B. 27-9' b 21-5 b 20'4 b 19'4' b 18'- b 1 -10' b 1 -Y b 16'-7"
Y x 8" x 0.0 2" X0.240 .M. 37-Y b 2 -10' b 26'3 24'-11' b 2S-9- b 27-9 b 21'-1 b 21'-0" b 20'4 b
x 9'x .0 2 x0.239 .M. 3 3' b I 345 3 3 305 28-10 2 -6 264" D253b 2 4- 23'-6
2" x 9 x 0.082" x 0.321" S.M. 41'-6" b 3W-Y b jw-ii- b 33'-11' b 37-7" b 30'-8" b 29'4" b 283" b 2 -Y b 2S
x10" x 0.2" 09 " x .38 S.M.B..M. 5T-11- d 3Cld 51'- 49'-0' d 4 -Y Cld 45'-1" b 47-11• b 41-2- b 38'-1' b 36'-10" b ores:
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
totalteam spans. 2.
Spans may be Interpolated. Table
3A.1.3-110 Town & Country Industries, Inc. TCI
6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms Aluminum
Alloy 6005 T-5 For
3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF Tributary
LoadWidth 2--
0" T-0' 1 4--0" 1 5--0' 1 6--0" 1 T-0' I 8--r I 10'-0' 1 17-0' 1 14'-0" 1 16'-0" 1 18'-0' Hollow
Beams Allowable Span 2. / bending W ordefteetlon'd' 2"
x 4" x 0.050" 17-3- d 11'-T d I(Y-6- d 9'-9' d 9'-Y d it'-9' di 8'-4' d T-9- di T-4" di 6'-11" d Sa
Matin BeamsAllowable Span bendin W or deflectlon'd' 2" x
4" x0.046" x0.115" 14'-9' d 1Y-10" d 11'-8- d 10'-10' d 10'-2" d 9'-W di 9'-3" d 8'-7- d 8'-1' d T-W d Tom" d T-1' d 2" x
5" x 0.0S0' x0.135" 18'-2• d IT-1 I' d14%Y d 13'-5" d 1T-T d 11'-11' d W-W d IV -a" d 10'-0' d 7-6' d 9'-1" d 8'-9' d 2" x
6" x0.050' x0.135' 21'-4' d 18'-0' d15-11" d 15'A" dW-9• d W-V d 13'-5- d 12'-0" d11'-9" d 11'-2- d 10'-6' d 10'J' d2" x
T x0.057" x0.135" 24'-5" d 21'4' d 19'4" d1T-11' d 16'-11' d 16'-1" d 15'-4" d 14'-3' d 13'-5• d 12--9• d 12'-Y da14'-S* 2" xa" x 0.072" x 0.240" 30'-1' d 25-3' d 23'-10' d 27-2' d 20'-10' d 19'-9' d 18'-11' d 1T-T d 16'-W d 1S-9' d 15'-0' d"x O.
O7 *x0.239" 33'-1" d 28'-10' d 253• d 24'-4' d 22'-11' d 21'-9' d 20'-10' d 19'-4' d 18'-Y d 1T3' d 16'-W d 2" x
9" x0.082" x 0.321" 35-5' d W-11' d 28'-1' d 26'-1' d 24'-T d 23-4' d 27-4' d 20'-9' d 19'-6• d IIr-6• d 1T-9' d2"x10"x0.092"x0.388 41'-l' d 35-11' d 32'-T d 30'3' d28'-6- d 2T-1" d 26-11- d 24'-0- d22'T d 21--6" d W-6' d Notes: 1.
It
Is recommendedthat the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans
are based on wind load plus dead lord for framing. 3. Span
Is measured from center of connection to fascia or wail connection. 4. Above
spans do not indude length of knee brace. Add horizontal distance from upright to center of brace tobeam connection to the above spans for total beam spans.
S. Spans
maybe Interpolated. Table 3A.
1.4-110 Town & Country Industries, Inc. 6005 T.
5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen,
Acrylic or Vinyl Rooms Aluminum Alloy
6005 T-5 For 3
second wind gust at 110MPHvelocity; usingdesign load of 11.0 #/SF Self Mating
Sections Tdbulary Load
Width'W' = Pur Spaein S-0"
6'-0" 7'-0' 8'-0' 9'-0" 10•-0' Allowable S
an'L' / bends 'b' or deflection'd• 2" x
e x 0.046' x0A1 S' 14W d IS-8- d 1 Y-11- d I 12'-5- d 11.9- b 1 t'-Yb 10-4r b 10--Y b 2" x
5" x 0.0S0" x0.135" 1T-11" d 16'-11' d IVA' d 15'4' d 14'-9" d 14'3' d 13.9' b 13'-Y b 2" x
6" x 0.050" x0.135" 21'-1' d 19'-10' d 18'-10' d D' d 1T40 d 16'-6' b 1 F-W b 15.0' b 2' x
r x 0.0S7" x 0.135" 24'-1" d 22'-6" d 21'-6' d 2g'-T d W-10" d 19'-1' b 18'3' b 1T-5' b 2' x
8" x 0.072' x 0.240" 291-W d 2T-11" d 2S-a' d 25'-5' d 24'-S d 23'-T d 22'-10' d 27-2' d 2" x
9" x0.072' x0.239" 32'-W d 30'-9' d 29'-2* d 2T-11" d 25-10- d 2S-11' d 25'-1' d 24'3' b 2' x
9' x0.082" x0.321" 34'-11' d 3Y-11' d 31'-3' d 27-11' d 28'-9' d 2T-9' d 26'-11' d 26'-Y d 2' x
10' x0.092' x 0.359" 40'-T d 38'-2' d 36'3' d 34'-W d 334' d 37-Y d EMT- d 30'4' d Notes: 1.
Tables
assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2. Spans
may be Interpolated. Table 3A.
2 110 HST Allowable Upright Heights, Chair Rail Spans or Header Spansfor Screen,
Acrylic or Vinyl Rooms Aluminum Ailey
6063 T-6 For 3
second windgustat 110 MPH velocity; using design load of 13.0 #/SF Sections Tdb
Load
Width'W' = Pudin S a In 3'-0'
3'-0" 4'-0" 4•-0" S-0" S-0- 6'-0' Allowable Height '
it'Ibendina W or deflection'd' 3' x
3" x 0.045" Fluted 9'-1' b I 6'S" b1 7*-10' b I TSb T4' bi 6'-8' b 6'S bi S-Y bi 5--11' b 1 5--9- b 3" x
3" x 0.060" Square 11'-Y b 10'4' b W-W b 9'-1' b 6'-8' b 6'3- bi T-11' b T-T bT4' b 7*-*b 3" x
3' x 0.093" Square 1S-0' b WAO' b 13'-11' b IVA" b 17.6- bl l'-10" b 11'4' b10'-11' b 10'-6' b 10'-Y b 3" x
3" x 0.125" uare 19'-1' b 17"41' b 117-7' b I 1S-7" b I 14'-10' b 1 14'-1' b 1 13'-6' b I 1Y-11' b 17.6" b 17-1- b 4" x
4" x 0.125" Square 24'-9' b I 27-11' b 21'-5" b I 20'-Y bi 19'-2- bI 18'3- bi 1T-6" bl 15-9- bi 16'-2" bi 15'-W 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 beamspans. 2. Spans
may be Interpolated. Town & Country
6005 Indicator Mark Instructions For
PermitPurposes) 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 indenfification 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 J z
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Table 3A.1.1-120 Town & Country Industries, Inc.
6005 TO Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic'or Vinyl Rooms
Aluminum Alloy 6005 T-5
Fnr'1 e.rnnd wind meet at 17n MPH vakrlM rein. loci.. Inad of 1'1 n eISF tdn.7 eIRF for Mar. r:anfllovarl
2'x 2"x 0.040'Hollow x3"x 0.045"Hollow '
Load
Width (fL)
Max- Span'L'/(bending
1&2 Span 3Span
W or deflection'd7
1;4 Span Canterilv Width (fl•)
cox: Span L•/(bending b' fleclion'dj
1&2 Span 3Span 4Spa Cantilever
4 5•-6' d 9' d 6'-1]- d 1'-1- d 4 9'-5' d 9-' d 1'-6' d
5'-1' d 6'-3' d 6'-5' d' 0'-11' d 5 8'-9` d 8'-1 ' 1'-4 d
6 4'-9' d 5'-11' d 6' ' d 0'-11' d 8'-3 d 8'-5• d- 3
7 4'-7' d 5'-7' d 5'-9• d 0'-10' d 7 T-10 d
8 4'4' d S4' d 5'$• d 0'-10- d a F(r
r-W d r-8- d 1'-2• d
9 4'-2' d S-2' d 5'3' d 0'-10- d 9 T-2- d r4- d 1'-1- d
10 4'-0- d 4'-11" d 5'-l' d 0'.9- d 10 6'-11- d 6•-11' b 1'A" d
11 T-11- d 4'-10• d 4'-11• d o'-9• d 11 6'-9" d 6'-8' b 1'-0' d
1 3'-10• d 4'-8- d 4'-9' b 0'-9' d 1 6'-6' d 6'4 b 1'-0• d
x "x . 60" Hollow 2 x 4x 0.
Load
Width (fL)
Max. Span L'/(bendi W or deflectlon'dj Load
Width (fL)
Max. Span L'/(bendin b' or deflectlon'dl
1&2 Span 3Span 4 Span C.MantRx. 1&2 Span 3Span 4 Span Calventiver 4
8' " d 1'-5 d 10'-8- d 1'-r d 4 9'-11• d 174 d 1Y-7- d 1'-11• d 5
T-10' d 9'-8 d 9-11" d 1'-6' d 5 9'3• d 11'-5" d 11'-W d 1'-9' d 6
T-5' d 9'-2" d W4" d 1•-5- d 6 W-:5'd 10'-9' d 10•-11 d 1'-8- d 7
T-0' d a'-8' d 8•-10" d 1'4 d 7 8'3' d t0'-Y d 10'-T b 1•-7• d 8
6'-9' d a'4• d a'-6" d 1'-3" d 8 T-11' d 9'-9- d 9'-7- b T-6- d 9
6'$' d T-11' d 8'-2" d 1'3- d 9 7'-7' d 9'4• b 94r b 1'$- tl 10
6'3` d T-W d T-10" d l'-2' d 10 r4' d 8'-11' b 8'-7" b 1'-5' d 11
6'-1' tl r$• d r-T d 1'-2' d N r-r d tl•$• b 8•-2' b 1--4- d 1
5'-1 d 3 d d 1'-1' 1 6'-11- d 8'-1' b I T-10" b 1'4' d x "
x Hollow Load
Width (
tt) Max.
Span •L'/(bending Vor deflection'dj 1&
2 Span 3 Span4 Span Max. Cantilever
4
6'-2• d T-W d T-1 d 1'-2- d 5
5- d 7'-1- d 3- d 1-1 6
5•$- d 6--8` d e-10 d 1'-0• d 7
2- d 6'4' d 6'-6• d 0'-11' d a
4'-11• d 6•-1* d 6•-2" d 0'-11• d 9
4'-9" d 5'-10' d A'I' d 0'-11' d 10
4'-7• d S$' d 5'-9- d 0'40- d 11
4' 6-5 d 5' - d 0'-10- d 12
4'$3d1 54- d I 5'-5 d I 0•-10 d Notes:
1.
Above spans do not include length of treebrace. Add horizontal distance from upright to center of brace to beam connection to
the above spans for total bears spans. 2.
Spans may be interpolated. Table
3A.1.3-120 Town & Country Industries, Inc. TO
6005 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or VinylRooms Aluminum
Alloy 6005 T-5 For
3second wind aust at120 MPH velocity. using destan bad of 13.0 #NSF Tributary
Load Width 7-
0' I To- I 4•-0" 5-0' I 6'-0' 1 T-0• Fo- I 10'-0' I ir-5- I w-o- 1 16•-0' 1 18'-0- Hollow
Beams Allowable Span T_'/ bendln 'b' or defleetton'd' 2"
x4"xO.050• 17-6' d 10'-11•d 0'-11• d 9-3" d 8'-8• d 8'3' d T-11' d T4' di 6'-11' di 6'-r d 6'3• d 6'-0' d Self
Mating Beams Allowable Span L•/bend) 'b'or deflection 2•
x 4" x 0.046" x 0.11 13'-11" d 1Y-2- d 11'-l' d 10'-r d 9'-W d 9•-2` d 8'-9' d 8'-2" d T-r d T3" d 6'-11' d 6'-8` d 2"
x S x 0.050" x 0.135•5'
1T-
2" d 1&4r d 13'-8' d 17-r d 11'-11• d 11'4• d 10'-10` d 10'-1' d 9'$• d 6'-11- d 87 d 8'3' d 2"
x 6' x 0.050• x 0.135" 20'-7 d 1T-7' d 194r d 14'-10' d 13'-11' d 13'3• d 17-8• d 11'-10• d 11'7 d 10-7- d 10'-1• d 9'-8" d 2"
x rx O.05r x 0.135" 23'-1' d W-2' d 18'4' d 16'-11' d 15'-11' d 15-2• d 14%6' d 13'-6' d 17-W d 17- ' 1 d 11$ d11'-1' d 2' x
6' x0.0Tr x 0240' 28'$' d 24'-10' d 27-r d 20'-11' d 19'-W d 18'-9' d 1 T-11' d 15-7' d 15.8' d WAD* D* dW-W d 13'-8' d 2" x
9" x0.072• x 0239' 31'-r d 2T4' d 24'-10• d 23'-V d 21'-Ir d 20-r d 19'-8• d 18'3' d 1T-2' d 16W d 15'-W d 15-0• d2" x
9" x0.082" x 0.321" 3Y-W d 29'3• d 26'--r d 24'-8• d 23'3` d 2Y-t• d 21'-1• d 19'-7' d 18'-5' d 1r$' d 15-9' d 16'-1" d 2' x
10' x 0.092" x 0.389" W-10' d 3T-11' d 30'-10' d W-8' d 25-11• d 25-7' d 24'-6' d 27-9• d 21'-5- d 20'4' d19$• d 18'-W d Notes: 1.
It
Is recommendedthat live engineer be consulted on any miscellaneous GarNng beam that spans more than 40' 2. Spans
are based on wind bad plus dead load for framing. 3. Span
Is measured from center of connection tofascia or wait connection. 4. Above
spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spare.
5. Spare
may be interpolated. Table 3A.
1.4-120 Town & Country Industries, Inc. 6005 T-
5 Allowable Spans for Ridge Beams with Self Mating Beams for Screen,
Acrylic or Vinyl Rooms Aluminum Alloy
6005 T-5 Self Mating
Sections Tributary Load
Width W - Pudin Spacin 5-0"
6'-0' T-0' a'41" 9'-0' 10'-0' 11'0" 12'-0" Allowable Span•
L'/bendin 'b'ordeflection'd' 2" x
4" x0.046" x o.115' 13'-9' d 12'-11' d 12'3' b 11'-6' b 10'-10" b 10'-3' b 9'-10' b 9'-5' b 2" x
5' x 0.050" x 0.135' 15-11" d 1&-11' d 15'-2* d 14'-6' d 13'-11" b 13'3- b 17--r b 17-1• b 2" x
6' x 0.050" x 0.135"- 1T-11' d 16'-9' tl 1T-10' d 16'-t i' b15'-11' b 15'-2- • b 14'$' b 13'-10- b 2"x7-
xe0Srr2.'T7' , 8' x
OA7T x 0.240 ' 27-9'
d 28'4'
d21•-5'
d 20'-4" d 10'-V d 18'-W b tT-7' b 16'-9" b 16•-0' 'b 25-5'
d 25'-1' d 24'-0' d 2; -1' d 22'-3" d 21'-5' b 20'-6• b 2" x
9" x 0.072' x 0239" 30'-11- d 29'-1" d 2T-7• d 26'$' d 25-:i d 24'-6" b 23'4" b 22'4• b 2" x
9" x OA82" x 0.321' 33'-1' d 31' 2 d 29'-r d 28'-3' d 2T-2' d 26'-3' d 25-5' d 24'-9' d 0.389"
1 38'-5" d 1 35-1' d 1 34'4• d 37-10- d 31'-r d W-6' d 29'-6- d 28'-8` d 1 Tables
assume extrusion oriented withlongerextrusiondimension parallel to appliedbad. 2. Spans
maybe interpolated. Table 3A.
2120 Town & Country Industries, Inc. 6005 TCI
Allowable Upright Heights, Chair Rail Spans or Header Spans For Screen,
Acrylic, or Vinyl Rooms and Under Solid Roof Aluminum Alloy
6005 T-5 Sections TrIbutorrvLoadWI
era
r S ac n 3'-0'
1 T-V 1 4'-0" 1 4'-6" I 5'-0" 5'-0 6•-0" 6'-6" r-0' Ir$• Allowable Hel
ht 'H'1 bonds or deflection., x 2"
x 0. Hollow 11" b1 T-5"" b 6'-11' b W-6' b 1 6'-2" 15'-11" b1 5'-8' D 5'-5" b1 5'-3' b W b 3 x2x0.045 ow 8-jb 8-
0
6' r-1' 6- 6-5' 6-2' 5-11 53` 5$' b 2" x3x0.04 " Hollow 9'-9'-2" b 8'$" b 8'-l' b 8" b 6'-11, b 6'-8' b 6'-5' b 6'3' b x 3" x 0.060" Hollow 1 Z1'-6• b 10•-9' b 10'-2" b 9'-0' b9'-2' 10" b 8'-5' b 8'-2- b 10' b x 11-0 1 3 8-5' 1 10' 2"x5"
x0.06'<" Hollow 1T16'-1• b 1&-W b 14'-2 b 13'$• b y-10' b t73" b 11'-10' b ll'4- b IU-11 b r x4" x 0.046 x .115S.M.B. 14'13'-V b 17-8' b 11'-1 l" b114" b 0'-t0` D 10'4' b9'-11" b 9'- b 9'3' b 2" x
5 x 0. 50" xS.M.B. 116'3• b 15'3• b 14'-V b 13'-r b Y- 1' b 17-5 b 11' b 1 T-6` b 11'-1` b 2 x6x0.050 x . 35 S.M.B. 8-10 1T-8 6-8 15-9 15 14-5 13- 0 1 4 b 11 2" x7" x 0 0 " x .135" .M.B. 24'Y- b 21'-2' 19•-11'b 18-11' b 18'-0' b 1 3 b I t •- b15'-11'b15'-5`b2" x 8" x 0.072x 02 .M.B. 29' 4r b 25'-11" b 24'$' 23'-2• b 22'-t' b 211 b 20'4• b 19'r b 1 B'-11'x x0. x 239 . . 34 0 283 26-1 25- 24-6 za-b 0 21-112" x 9x .082 x 0.3 1S.M. . 38'6-10' b 33'-6` b 31'-7 b 29•-11 b 28'-r b 2r4` b 25'3 b 2,12 x10• x0. x .3 .MB 18-10' d 46•-9- d 44'-3- b 41'41 b 40-0' b 3W-V b 36•-10' b 131'-0' 1. Above
spars do not Include length of knee brace. Addhorizontal distance from uprightto centerofbracetobeamconnectionto the abovespans for totalbeamspans. 2. Spans
may be Interpolated. Table 3A2120
HST Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen,
Acrylic or Vinyl Rooms Aluminum Alloy
6063 T-6 Frain nd
u.rnd ram a!17n MDY.."In.N... ..et" . _.. _r,rnmcv Sections Tributary
Load
Width 'W'= Pudin Spacin 3--0"
3'-6' 4'-0" 4'-6" 5'-0" 5.6" 6'-0'1 6'-6" 1 T-0' I r$• Allowable Helaht '
H' / bend) 'b' or doll tton'd' 3" x
3" x 0.045" Fluted 9-5' b T-10• b I r4• b 1 6'-11' b 1 6'-6" b 1 6'-3' b 1 5-11' b I -9' b 5-6' b S4' b 3' x
3" x 0.060" Square 10'-5' b 9'-T b 6'-11- b 8'-6- b 8'-0' br4r b T4' b T-1• b 6'-10' b 6'-7- b 3" x
3" x 0.093" Square 14'_11' b 13'-10" b 1Y-11' b 12'-2- bi 11'-7• bi 11•-0- bi 10'-7- bj 10'-2- b 9'-9- b 9' 5' b 3"x3"x O.125" Square 1T-9" b 16'$' b I 15$' b I 14'-6' b 1 13'-9- b 1 13'-2- b I 1Y-7- bi 1Y-1• b 11--W b 11'3- b4" x
4" x 0.125' Square 23'-0• b 21'4' b 1 19'-11- b 1 18'-9' b 1T-ur b 16'A l' b 16-3• bi 15-r b 15-1' b 14'-7' b 1. Above
spans 10 not Include length of knee brace. Add horizontal distance from uprighttocenterof brace tobeam connection to theabove spans
for total beamspans. 2. Spans
may beInterpolated. Town & Country
6005 Indicator Mark Instructions For
Permit Purposes) To: Plans
Examiners and Building Inspectors, These alloy
indentification marks have been provided to contractors and
yourself for permitting purposes. The details below illustrate the
alloy indentification marks and the location of such marks. These alloy
marks are used solely for our 6005 extrusions. It is ultimately the
contractors responsibility that they receive and use only 6005 alloy
shapes when using this engineering. We are providing this document to
simplify the indentification of our 6005 alloy materials to be used
in conjuction With our 6005 engineering. A separate
signed and sealed document from Town & Country will be
provided to our pre -approved contractors once the materials are purchased. TCI
6005
SELF -MATING ALLOY INDICATOR
TCI 6005
HOLLOW CATOR J
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Table 3A-1.1-130 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic dr Vinyl Rooms
Aluminum Alloy 6005 T-5
For3 secondwind gust at 130MPHvelocity; uslng design bad of 15.0 #/SF (56.6 #1SF for Max. Cantilever)
2" x2' x 0.040' Hollow 2" x3" x 0.045" Hollow
Load
Width (fL)
Max.Span'L'lbendin 'b'ordemection'dr) Load
Width (M)
Max. Span'tN(bendl Worde0ection'dj
1&2 Span 3 Span 4 Span CaMilver 182 Span 3 Span 4Span Cantilever
4 5'-W d 6-5' d 6'-7-d 0'-11' d 4 T-3' d 8'-11 d 9'-2' d 1'-5' d
5 4'-10 d 5'-17 d 6'-7' d 0'-11- d 5 5'-9- d 8'-0- d 8'-0 d 1'-W d
6 4'7d 5'3d 5'-9' d 0'-10 d 6 6'-4' d T-1 d 8'-0' d 73 d 7
4'-0' d 5'4' d 5% 10' d 7 6-0- d 7-5- d T-T d 1'-2- d 8
4'-2- d 5'-1" d 5*-3" d 0'-9' d a S-9" d T-Y d T3' b 1'-1" d 9
S-1 1' d 4'-1V d 5'-W d 0'-9' d 9 5'-7' d 10- d 6'-10' b 1'-1' d 10
1 3'-10' d 4'-9" d 4'-10' d 0'-9- d 10 6-4" d 6*-7-d 6.6- b 1'-0- d 11
3'-9' d 4'-T d 4' i b 0'-9' d 11 5'-2' d 6'-5 b 6-2 b 0'-11' d 1
3'- a 4.6" d 4'S b U-8 d 1 5'-1- d I 6'- b 11" b 0'-11' d x
x .D60"Hollow x4 x .050 Hollow Load
Width (
it) Max.
Span'L'/(bendlng Worde0ecdon'd!) Load Width(
k) Max.
Span L'/(bendin b' or denection'dj 1&
2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 SpanCantilever 4
8'-1 d 9'-11' d 10'-2* d V-6' d 4 9-6- d 11'- ' d 11'-11 d 7'-to- d 5
T-6' d 9'-3' d 9'-5 d 1'-5" d 5 6-10' d 10'-11' d 11'-1' d 1'-8' d 6
7-1 d 8'-0' d 6-11' d 7'4' d 6 8'4' d 10'-W d 70'4- b 1'-7- d 7
6'-8' d 8'3' d 8'-5' d 1'3' d 7 T-11" d 9-9" d 9'-7' b V-6- d 8
6'-5' d T-11' d 8'-l' d 1'3' d 8 r-6' d 9'3' b 8'-11' b i'-5- d 9
6'-T d T-T d r-9" d 1'-20 d 9 7"3' d 8'-9- b 8'-5' b 1'S' d 10
lV d r4' d r-0' d 1'-2' d 10 6-1r d fi'3- b 7"-11" b r4• d 11
7'-1" d T3' b 1'-1- d 11 6'-9' d T-71' 6 T-T'b 1'- d 31'3- 1d6-11 b 7'-1' a 1 6'- d b 3b d x x
Hollow Load Width(
fL)
Max. Span '
L'/(bendsng b' or deflection en 1&2Span
3Span 4Span Max' Cantliever 45'-
11" d T3' d 5" d 1'-1- d 5 5'
d 6'-9' d 6'-11' d 1'-0' d 6 5'-
6'4" d6'-6- d 0'-11' d 7 4'-
11' d 6'-1' d 6'-Y d 0'-71' d 8 4'-
W d 5'-9" d 5-11' d g'-11' d 9 4'-
6' d 5'-T d d 0'-10' d 10 4'
4" d5'4" d5'-W d D'-10' d 11 4'
3 d2' d 74 d 0'-10 1 4'-
1 d 5' -1' d d Lr-9 d Notes: 1.
Above
spans do not Include length of knee trace. Add horizontal distance from upright to center of brace tobeam connection to the
abovespans for total beamspans. 2. Spans
may be Interpolated. Table '3A.
2130 Town & Country Industries, Inc. 6005 TCI
Allowable Upright Heights, ChairRail Spans or Header Spansfor Screen,
Acrylic or Vinyl Rooms Aluminum Alloy
6005 T-5 For,3'
second windgust at 130 MPH velocity; using deMan bad of 18.0 #/SF Sections dbutary
Load
Width W =Member cin 3'-0'
3'-6' 4'-0" V-6- T.O.5'-6" 1 6'-6' 1 7 -V 1 7"-6- Allowable Hain
t W I nd now or cWmiectlowd' x x0.
0" Hollow 3' b1 6'-T b1 6'4' b5'-11' b I 5'-8' b1 5'4' b1 5'-2' b 4'-1V bI 4'-9- b I 7b 3 x• x .
045 Hollow 11' b 4- b I 6-10" b 6'-0' b 1 6-2' 2 Sr' , x
Hollow 9 10 4 6- 1 6-0 4 6-1 5-11 5-8 2"•x-3
x 0.060 Hollow 114" b 9'-10- b 9'3- b 8'-10' b 8'-Y b 8'-0- b T-9- b T-5' b T-2- b 2 x4 xO.
050 Hollow 10'-11 b 9'•5' b 6-11" 8'-5- b 8'4- b Wb S' b 1' b 11 b 2" x x
0.062' Hollow 5'- 0" b 13'-9' b 12'-11' b Y-3' b 11'-8 11'3- b 10'-9' b 10'-5" b 10'-0- b 2 x4 x0.
6xS.M.B. 134 J14'40' 1-71 -
11 4 10 S 1 9" 5 2 x 5"
x 0. x 0.13 .M. . 16-1' b 13-11b 13'-1'b 1Y-5-b 1-10' b 11'4- b 0'-11' b 10'-0 b 2 x 6
x 0.050 x .135" .M.B. 18'- b 16'-1'b 15'-Yb 14'-5 b 13'9'b 13'-Y 12'-8" b 12'-Y b x x0. x
M. . 2 1 4 18 1 3 b 16-0 15 154 x8"x0.07
x0240" S.M.B. 2T4'b 23'-8' b 2Y4' b 21'.2' b 20.2• b 19'4- b 18'-T b 1T-11" b2 d9b x 9" x0.0 " x 0239 .M. . 313"b 2 -5" b 25'-10' b 24'-6' b a-4 b 22'4' b 21'-6' b 20'-8' b x9"x .08 "
x 0. 2 .M. 35'4' b 3Y-8 b 30'- b 28'-10"b2 4'b26'-1'h24'-11• b 23'-11' b 23'-1' b 2 x10 x0,
x0.38 48-545- 0 4 -1 4oS 38 36.6 34-11' 33- 3 -5 Notes: 1. Above
spans
do not Include length of knee brace. Addhorizontal distance from upright to center of brace to beamconnection to the above spans for total beam
spans. 2. Sparks may
be interpolated. Table 3A.1.
3-130 Town & Country Industries, Inc. TCI 6005 Allowable
Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or VInyI Rooms Aluminum Alloy 6005
T-5 For 3 second
windgust at 130 MPH velocity; using design load of 15.0 #lSFTd Load WidtI
2'-0-buta 0' T-0"
4'-0'
5'-
V 6'•0' T-0" 8'-0' 10'-0' I `IT-0" I 14'-0" 1 16'-0" 1 Hollow Beams Allowable Span'L' bendin '
b' Aflection'd' 2" x 4' x 0.050" 11'-11' d 10'-5" d 9'-0' d 8'-10" d 8'-0" d 7-11- d T-6' dor 6'-71- di T-T di6'-3' d 5'-1 T d 5-9- d SelfMating Beams Allowable S an'
L' / bendin 'b' or demectlon'd' Y x 4" x 0.045"
x 0.115" 13'3' d 11'-T d 10'-0' d 9'-9" d T-Y d 8'-9" d 64" di T-9' d T-4' d 6'-11' d 6'-W di 6'4' Y x 5" x 0.050'
x 0.135" 16-5" d 14'4" d 13'40" d 12'-7" d 11'4' d 10'-10' d 10'4" d 9'-7- d 9'-0" d 8'-7' d 8'-2' d T-11" d 2" x 6" x 0.050"
x 0.135" 19'-3' d 15-10' d 15'-0' d 14'-Y d 13'-4' d 12-8' d 1Y-1' d 11'-3' d 10'-7' d 10'-1' d 9-7' d V-3" d 2" x T' x 0.0S,
1 vn '3T* 21'-11' d 19'-2" d 1T5" d 16'-2' d 153' d 14'-T d 13'-10' d 12'-1 D' d 17-1" d 11'-6- d 10'-11' da13'-O' Y x 8' x 0.072' x 0.240" 2T-1' "d 8' d 21:6' d 19'-11' d 18'-9' d 1T-10' d 1T-1' d 15-10' d 14'-11' d 14'-7 d 13'-T d2' x 9' x 0.072" x0.239" 29'-10' d 2S-0' d 3'-8' d 91 i" d'<C•.".' d 19'-8' d 16'•9' d 1T-5' d 15S'd 15'-T d 14'-11' d2" x 9" x 0.082" x0.321- 31'-11' d 2T-11'd 2.'4- d a-b- G 2 4' d 31'-D- 20'-
1' d 16'-
8- d 1T-T d 16'-W d 15'-11' d2"x 10"x D.092"x0.389" 3T-1' d 37-4' d 29'S' lei' 25-8' d 24'-S d 23'4` d 2l'-8' d 20'-5' d 19'4' d 16'-6' i Notes: 1. It Is recommended that
the
engineer beconsulted on any miscellaneous framing beam that spans more'han 4(r 2. Sparks are based on want
load plus dead load for framing. 3. Span is measured from center
of connection to fascia or wail connection. 4. Above spans donot Include
length ofknee brace. Addhorizontal distancefromupright to center ofbrace to beamconnection to thesLn, s spana `er totalbeamspans. S. Spans may be
interpolated. Table
3A.1.4-130 Town &
Country Industries, Inc. 6005 T-5 Allowable Spans for
Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms
Aluminum Alloy 6005 T-5 For
3 second wind aust at
130 MPH velocity: usino deslon load of 15.0 #/SF Self Mating Sections Tributary Load Wktth'
W' = Pudtn Spacin
5'-0' 6'-0" T-0"
8'-0" 9'-0' AllowableSpan'L' / bending'b' or
de0ection'd' Y x 4" x 0.046"
x 0.115" 13'-l" d 1Y4' d 11'-S b 10'-8' b 10'-1" b 9'-7- b 9'-1' b 8'-9- b 2" x 5" x 0.050"
x 0.135" 16'-Y d 15'3' d 14'-W d 13'-T b 17-11' b 17-4' b 11'-T b 113' b Y x 6' x 0.050"
x 0.135" 18'-11' d 1T-10' d 16-10' b 15-V b WAG* b 14'-l' b 13'S" b 1 Y-11" b2' x 7' x O.O5T
x 0.135' 21'-9" d20'-5' d 19'-5" d 163' b 1T3' b 16'•4' b 15-7' b 14'-1 V. b Y x 8' x0.07Y
x 0240' 2T-9' d 25'-2' d 23'-11' d 22'-1 V d 27-0' d 20'-11' b 19'-11" b 19'-1' b Kx 9" x 0.07Y x
0239- 29'S" d 2T-8- d 26'4' d 25-2- d 2"" b 2Y-T b 21'-9' b 20'-10- b 2x 9' x 0.08Y x
0.321" 31'-7* d 29'-8' d28'-2' d 26-11' d 25-11' d 25-0' d 24'-1' b 23'-1' b 2" x 1 D' x 0.092"
x 0.389" 36'-7- d 34'-Y d 37$ d 31'3' d 30'-1- d 29'-0" d 28'-2- d 2T4- d Notes: 1. Tables assume extrusion oriented with
longer
extrusion dimension parallelto appliedbad. 2. Spammay be Interpolated. Table3A.
2130 HST Allowable Upright Heights,
Chair Rail Spans or Header Spansfor Screen, Acrylic or Vinyl RoomsAluminum
Alloy 6063 T-6 For 3
second wind gust at 130
MPH velocity; usina dasian load of 18.0 #/SF Sections Tdb Load Width 'w'=Pullin Spacing
3'-
0' 3'-0' 4'-0" 4'-
0' 5'-0" I 5'-0" 16'-0" 1 6'-6" 1 r-V T•6' Allowable Height 'W / bendin 'b' or deflectlon'
d' 3" x 3" x 0.045" Fluted
T3' b T-Y b1 6.8' b 1 6'4' bi 5-11' bi 54r b5'-5' b 5'3- b 5'-1' b 4'-10' b 3' x 3" x 0.060" Square
9'-6' b 8'-9' b 6'-2' b r-9' b T4' b 6'-11' b 6'-W b 6'-5' b 6-2'b 5-1 l' b 3" x 3' x 0.093" Square
13'-T b 1Y-7b 11'-10' b 11'-1' b 10'-T b 10'-1' b 9'-6' D 9'3' b 6-11' b 8'-7'b 3" x 3" x 0.125" S
uare 16'-3' b 16-0' b 14'-1" b 1T-Y b 12'-7' b 11'41- b 11'-6- bi 11'4' b 10'-8- b 10'3- b 4" x 4" x 0.125" Square
20'-11" b 19'S" bi 16-2* Ill 1T-2" h I 15'3' b 1 15'-6" b I14'-1(r b 1 14'3" b 13'-9- b 13'3' b Notes: 1. Above spans donot Include
length
of knee brace. Add horizontal distance from uprightto center of trace to beam conneWon to the abovespans for total beam spans. 2.
Spans may be Interpolated. 1p d64
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6005Indicator Mark
InstructionsFor Permit
Purposes) Z z r- rno
D ^ To: Plans Examiners
and
Building
Inspectors, Ow
LL
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These
alloyindentificationmarks
have been provided to
0 m a O LL $ contractors and yourself
for permitting
purposes. The
details
below Ol m Illustrate the alloy lndenti ication marks and the
location of such marks. These alloy marks are used solely for our
6005 extrusions. It is W W C EL y C 0 M ultimatelythe contractors responsibility thattheyreceiveand
use only w m $ g 6005 alloy shapes when using this engineering. WeareprovidingthisQ. coX M r document to simplify the Indentification of our 6005alloymaterialstoOWrobeusedinconjuctionwithour6005engineering.
v A separate signed and sealed document from Town &
Country o O m a will be provided to
our pre -approved
contractors
once the materials are purchased. J F TCI 6005 SELF -MATING ALLOY
INDICATOI TCI 6005
HO O z w
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Table 3A.1.1-140 Town & Country Industries, Inc.
6005 TCI Allowable Edge Beam Spans - Hollow Extrusions
for Screen, Acrylic o'r Vinyl Rooms
AluminumAlloy 6005 T-5
For 3 second wind oust at 1404 &2 MPH velocity: usino deslon load of 17.0 NSF (65.7 #ISF for Max. Cantilever)
2" x 2" x 0.040" Hollow 2" x3' x 0.045" Hollow
Load
Width (IL)
Max. Span13(bendingW ordeflection'd') Load
Width (R)
Max. Span Vl(bendln W or deflectlon'd
1&2
Spanb4V-S'
4Span Cantilever 1&2Span 3 Span 4 Span Cantilever
4 V41' d 54' d 0'-11' d 4 6'-11' d T d 8'-9" d d'-4 d
5 4'3' d 5'-10' d 0'-11 d 5 6 d T-11' d 8'-2 d 1'3 d
6 4'-5' d 5'-0' d 0'-10' d 6 6'-1' d 6' d T-8' d i'- d
7 4'-2' dd 53' d 0'-9" d 7 5-9- d T-2• d 7-4 b 1'-1 d
8 3'-11' dd 5'4r d 0'-9' d 8 5'-V d 6'-10' d 6'-10' b 1'-t' d
9 T-10' dd 4'-10' b 0'-9' d 9 5'4' d 6'- d 6'-5' b 1.47 d
10 3'-8- dd 4'-7- b 0'-8- d 12 5-T tl 6'-4' b 6'-1' b V-1 /' d
11 3'-T dd 4'4' b 0'-0' 0 11 4'-11. d 6'-0- b 5'-10- b V-11- d
12 1 3'-6 d F4'-4 d 4-2- b I 0'-8 d 12 1 4'-1 tl I 5,-u- b w- b V-11' d
x 3" x .060" Hollow x 4-x .0 Hollow
Load
Width (ft.)
Max. Span'L7(bendin b' ordeflect on'd) Load
Width (fL)
Max. Span'Vl(bendl W or deflectlon'dj
1&2 Span 3 Span 4 Span Catiever 1&2Span 3 Span 4 Span Catilever
4 T-9 d 9r d 9'-9- d 1'-6' d 4 91-1 d1 ll'-3- d ll'-6" d 1'-9- d
5 T- d 8'-11' d 9'-1 d 1-4" d 5 8'-5" d1 10'-5• d 10'-7' b i'-7' d
6 979 d 8'-4' d 8'-6' d 1'-0- d 6 T-11- 9'-1 ' d 9'-W b 1'-0' d
7 6'-5' d r-11 d 1' d 1'-3 d 7 r-T d 9'•3' b 8'-11" b 1'-5' d
8 6-2" d r-7- d T•9" d 1'-2- d 8 r-3" d 8'-8" It 8'-5' b 1'-0' d
9 5'-11" d r-4' d r-5" d 1'-1- d 9 6'-11* d 8'-2' b r-11' b l-4- d
10 5'.8" d r-l" d r-2" b 1'-1' d 10 6'-9- d r-9' b r-6" b 1'-3- d
11 56' d 6'-10' d 6'•10' b t'-t' d 11 6'-6' d r-5' b T-2' b 1'-3' d
1 5'4 d 6'-0' d 6-0 b 1'-0' 0 1 6'-4 d 1• b 6'-10' b 1'-7 d
x x0. NOHOW
Load
Width (ft.)
Max. Span'Ul(bends W ordeflection'd )
1&2 Span 3Span 4 Span Max. Cantilevar
4 5'-8 d 6•-11' d t'-1" d
5 F3- d 6'•6' d 67d 0-1 '1" d 6
4'-11 d 6'-1- d 6' d 0'-11 d 7
4'-0' d 5'-10" d S-11" d 0'-1 t' d 8
4'-0' d 5'-T d S-W d 0'-10' d 9
T4 d 5'4' d SS' d 0'-10- d 10
4•-2' d 5'-2" d 5.3- d 0' -9" d 11
4-0'• 4-11 d 5'-1- d 0'- d 1
3-11 4-1 4'-11 d 0'-9" d Notes:
1.
Above spans do not Include length of losebrace. Add horizontal distance from upright to center of brace to beam connection to
the above spares for total beam spare. 2.
Spares may be interpolated. Table
3A.1.3-140 Town & Country Industries, Inc. TCI
Sb05 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or VinylRooms Aluminum
Alloy 6005 T-5 For3secondwindoustat140-1&2 MPHvelocity: ushm deshan bad of 17.0 #ISF Tdbuta
Load Width 7-
0' 3'-0" W-V 5'-0" 6'-0- T-0' 8'-0' 1 10'-0' 1 12'-0- 1 14'-0" 1 16'-0" 18'-0" Hollow
Beams Allowable Spen'L' 1 bendin 'b' or deflocUon'd' 2'
xA" x 0.050" ITT d 10'-0' d 5-l' d 6'Sd T-11" d T-T' d T3" di 6'-W di 6'4" di 5-11- di 5-9" di SS Self
MatingBeams Allowable Span L'/bending'b'ordeflection 'd' 2" x
4P x0.046" x 0.115" 17-9- d 11'-t' d 10'-1- d 9'-5' d 8'-10' d W-5' d 8'-0' d T-5' d 7"-0' d 5.8" d 6'4" b 5-11' 2-'x3"
x 0.050" x 0.135" 15-9' d 13'-9- d 12'-6- d 11'-7' d 10'-11' d 10'4" d 9'-11" d 5-2" d 8'-8- d 8'3- dT-10' d T-T d 2" x
6" x 0.050" x 0.135' 18'S d 1&-1' d 14'-W d 13'-T d 17-V d 17-2" d l l'-Td 10'-9" d 10'-2' d 9'-8' d 9'3' d 8'-9' bi 2" x
7" x 0.057" x 0.135" 21'-1' d 18'-5' d 16'-9" d 16-V d 14'-T d IT-1 I" d 13'3" d174" d 11'-7' d 11'4r d 10'-r d 10'-2- d 2' x
8' x 0.072" x 0.2W 25-11" d 27-W d 2(r-W d 19'-2' d 18'-0' d IT-V d 15-4' d 15-2' d 14'4" d IV-7'd 17-11" d 175- d 2" x
9" x 0.072' x 0.239' 21r-7" d 24'-11' d 275- d 21'-1- d 19'-10- d 18'-10" d 18'4• d15-9" d 15-9' d 14'-11" d 14'4" d 13'-9' d 2' x
9' x 0.082" x 0.321' 30'-W d 26'-9- d 24'4d 27-T d 21'' d 3' 20'-2" d 19.4" d 1T-11' d 16'-10" d 16'-W d 15'4- d 14%9' d 2' x 10'
x 0.092' x 0.389" 36-V d 31'-0' d 28'-2" d 26-2- d 24'S- d 23'S' d 27S d 20'-9" d 19'-r d 1 W-T' d1T-9" d 17--1" d Notes: 1. It
Is
recommended that tiro engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are
based on wind bad plus dead load for framing. 3. SpanIs
measured from center of connection to fasciaor wad connection. 4. Above spans
do not Includelengthof knee brace. Addhorizontal distance from upright to center of brace tobeamconnection to tiro above spans for total beamspans. S.
Spans may
be Interpolated. Table 3A.1.
4-140 Town 8, Country Industries, Inc. 6005 T-5
Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic
or Vinyl Rooms Aluminum Alloy 6005
T-5 For 3 sacnnd
wind oust at 1An MPH vat -it- Dairen dasian rnad of 17 n wQ= Self Mating Sections
Tributary Load Width '
W'= Pudin Spacing 5-0" 6'-
0" T-0" 8'-0" 9'-0' 10'-0" 1 11'-0" 1 12"-0" Allowable Span'L'/
bendin 'b' or deflecion'd' 2' x 4"
x 0.046' x0.115" 17-7- d l l'-7- b 10'-9• bj I VA- b 9'-6- b 8'-11' b 8'-7- b 8.2- b 2" x 5'
x 0.050' x0.135" 15'-6' d 14'-7" d 13'-10' b 12'-11' b 17-2' b 11'-T b 1l'-0' b 10'-7- b 2' x 6"
x 0.050' x0.135" 18'-3' d 1T-l" b 15'-10" b 14'-10' b lT-11' b 13'-T b 12'-8' b 17-l' b 2" x r
x 0.057" x0.135" 20'-10' d 19'-7" d 18'4' b 1r-2' b 16'-2' b 15-4' b 14'-8' b 14'4r b 2' x 8"
x 0.072" x0.240" 25'-W d 24'-2' d 27-11' d 21'-11" d 20'-9' b IV4r b 18'-9" b 1T-11- b 2" x 9"
x 0.072' x .239" 2d 8'3- 25-Td25-3' d 23'-11' b 27-T b S 21'-b 20'S ' b 19'•6' b 2' x 9' x
0.082" x 00.321' 30'-3' d 28'-0" d 2T-1' d 2S-10' d 24'-10" d 23'-9' b 27-0' b 21'-Vb 2" x 10" x
0.092" x 0.389" 1 35-1" d 33'-0' d r31'4" d 30'-0" d 28'-10' d 2r-10" d I 26'-10' b 25-W b Notes: 1. Tables assume
extrusion
oriented with longer extrusion dimensionparallel toapplied 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 Aluminum Alloy 6005 T-
5 Fnr 3 saennd wind
m_e} at 1An MPH vaW.ily .arnn Marren r...1 ..! 71 n efee Sections ributa Load Width
amberSoacino
T-0" 1 T-
V 1 4'-0" W-6" 5'-0" 5'-0" 6'-0' 6'-0" T-0' r-0' Allow e et
n or Flectlon 2" x 2" x
0.040" Hollow S-9' 6'S" b 5'-10' b 6-V bI 5-3' b 4'-11" b1 4'-9" bI 4'-r It 4'-5" b 4'3' b 3" x2' x0.045" Hollow 4' b 6'-9' b 1 6'-4' b 5'-11' b1 5'-W b 1 5'-5' b 1 5'-2" b 4'-11" b 4'-10 b I 4'4r b 2 x3"x .045olow8-4 3 6-10 6-5 6'-2 5-11 b 5.8 b 5-5 5- 2 x 3" x
0.060' Hollow 10'-W b 9'-9' b 9'-1' b 8'-7" b I 8'-T b r-9' bI r-5' b I r- b 6'-11' b1 6'4r b 2" xV x .060" Hollow10'-1' S4' 8'-9' b 8'3' b 10' bT-5' bI T-I' b 5-10" b 6*-r b 16.4' b 2"x "x 0.06 Hollow 145' b 137b 17-9' b ll'-11" b 11'4" b 10'-10" 110'-5- b 9'-11' 9'- b 9'3' b 2 x4 x0. x0. 5s.M.87 1 4 115 1 •a 101. 8- 5 1 10 2"x "x 0.0 "x 0.13S' S.M.S.14'-1 b 13 '-9- b 7 -10- b 17-2- b 11'-6- b 10'-11• b 10'-6" b 10'-1" 9'-9' b 9'S- b 2" x 6" x 0.050 x .1 .M. . 1 3' b 15'-11' 4'-11' 14'-l' b 13'4' b 17-9• b17-2- b Ill' b 11'3' b 1 -11 b2 x x0. x 8" 1 •1 1 -10 16- 15-11 15'-3 14- 1 13-6 13) 1H-B"b x 8
x0.0
x .240 S. .. 253' b 2T-5' b 21 -11' b 20'-8- b 19'-T b 18'-8" b 17'-11' 1T-2" b 16'-T 1 2" x 9" x 0.
0 2x 0.239"S.M.B.29'3• D 2 -1' b 25'4 b 23'-11' b 27-8' b 21'-0' b 0' b 19'-11" 19-2' b 12 x9"x0.0 2"x . 2 .M. 37-W 30'3 D 28'-4' 26'-W b 254' b 24'-2' b 23- 21-5' 22 x O x .092 x .389 10 4 -5 0 3 5 35-b' 33- 0 3-5 3- 11 2 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.
Spansmay be Interpolated.
Table 3A2140 HST Allowable Upright
Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl
Rooms Aluminum Alloy 6063 T-6
For 3 second wind oust
at 140-1&2 MPH valnciM using dminn inad of 71_n 4/CF Sections Tribu Load Width'W'
a
Purlin S ein 3'-0" F " -0 4'-
0" 4'-0" 5'-0" S-6" 6'-0' 6'-6" T-0" T-6" Allowable Height 'H' / bendl 'bor
deflection 3' x 3" x 0.045"
Fluted r-2' b S-7' b 6'-2" b 5'-10' b 5!-6" b 5'3" b 1 5-1' bI 4'-10- bi 4'-6' b 4'-8' b 3" x 3' x 0.060"
Square 6'-T b 8'-1" b T-7' b T-2' b 6'-10' b 6'S b 6'-2- b 5-11' b 5-9' b 5-7- b 3" x 3" x 0.093'
Square 17-T b 11'-8' b 10'-11' b 10'4- b 9•-9" b 9'4' b 8'-11' b 6'-T D 6'3' b T-11" b 3" x 3" x 0.125'
Square 15.0' b 13'-11' b 13'-0" bi 17-3' b 1111S" b 11'-1" bi10'$' bi 10'3' bi 9'-t0- bi 9'S" b 4" x 4" x0.125- Square I19'-5" b 1T-11- b 16'-10" b 15'-10' b 15'-l' b 14'4- b 13'-g' b I13'-2- b I 17-9- b I 1Z-4- b Notes: 1. Above spars do not
include
length of lases brace. Add horizontal distance from upright to center of brace to beam connection to the above spars for total beam spars.
2. Spars may be Interpolated. J
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Town &
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6005
Indicator
Mark For
Permit W k Z Instructions
Purposes) To: Plans
Examiners and
Building Inspectors,
tr LJL uj LLI 2 ei 7
These alloy
indentification marks havebeen
provided to uj ti LuLL r contractors and
yourself for permitting
purposes.
The details below D a Illustrate the alloy lndentification marks andthelocationofsuchmarks. tu C Y These alloy marks are used solelyforour6005extrusions. It is IX N j cf) ultimately the contractors responsibility that theyreceiveanduseonlywQ. m n n 6005 alloy
shapes when using this
engineering. We are providing this r j a m t document tosimplify the indentification of
our 6005 alloy materials to 0 LU a o be used in conjuction with our
6005 engineering. a) 0° Q cabA v a separate signed
and sealeddocumentfrom
Town & Country N Will be provided to our pre -approved contractors once the materials are W m purchased. J im- TCI 6005
SELF -
MATING ALLOY INDICATOR
TCI 6005 HOLLOW CATOR
sEALi z
HEET W w
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8-140wL
Wto
12 08-
12-
2010
OF0
REMOVE VINYL SIDING AND
SOFFIT ON THE WALLAND
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 ROD, -
SYSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
THE FLOOR, WALL, AND ROOF
YSTEM ARE THAT OF MOBILE
MANUFACTURED HOME
JSTALL NEW 48" OR60"
UGER ANCHOR PER RULE
5C @ EACH NEW PIER.
JSTALL 112" CARRIAGE BOLT
HRU PERIMETER JOIST AND
TRAPTO NEW AUGER
NCHOR
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 114" =1'-0"
REMOVE VINYL SIDING AND
SOFFIT ON THEWALLAND
INSI-ALL SIMPSON CS-16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OFtDAL1BLE 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
8" 1' 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/ 2x4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE
NAIL PER TABLE 2306.1
FLORIDA BUILDING CODE
EACH STUD SHALL HAVE A
SIMPSON SP-1 OR EQUAL
SHEATH W/ 1/2" P.T, PLYWOOD
NAILED W/ #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 HOME
SCALE: 1/4" = V-W
INTERIOR BEAM (SEE TABLES
3A.1.3)
BEAM SPAN
USE W/2
FOR BEAM SIZE)
SEE INTERIOR BEAM TABLES
AFTER COMPUTING
LOAD WIDTH'
LOAD WiCTH IS 1/2 THE DISTANCE BETWEEN
SUPPORTS Oil%;THER SIDE OFTHE BEAM OR
SUPPORT BEING (:C°i,.:PFRED
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 "FO! IRT111" VUr.:: FOR ADDITIONS
ADJACENT TO A MOBILE / MANLIFAC"ii:KrD HOME
SCALE: 1/8" = 1'-W
Table 3A.3 Schedule of Post to Beam Size
NOr3mum post Iteam may be used as minimum knee brace
Knee Emcee
Knee Brae Min. Le Max Len M
7x7 1'-4• 7-0•
7x2' 14 74r
2• x 2'
7 x 3' rS T-6'
2'x4' r•6' T-W
STUD WALL OR POST
RIBBON FOOTING
SCALE: 1/2" = l -(r
Minimum Ribbon Footing
Wind
Zone
I
Sq. FL
x PostAnchor
@48" O.C.
Stud•
Anchors
100-123 10 -14 V-(r ABU 44 SP1@32'O.C.
130 -140-1 30 -17 V-0" ABU 44 SPt @ 32- O.C.
14D-2 -150 30 - 20 A-3" ABU 44 SPH4 @ 48" O.C.
Maximum I projection from host structure.
For stud wags use12" x B" L-Bolts @48" O.C: and2' squarewashers to allachsoleplate to
footing. Stud anchors shag be at the sole plate onlyand coil strap shall lap over the opplateontothestudsanchorsandstrapsshagbepermanufacturersspecifications.
3A.8 AnchorSchedule for Composite Panel Room Components
Connection Description 6o- Go MPH iio-1.0 MN: 140-15DMPH
Receiving channel to root I #10:: t r •+I/T) SMS 10 x (T+1/2") SMS 10x (T+1/2") SMS
panel attromtwall or atthe t @ 6' from each side 1 @ 6' from each 1•@ 6' from each
receiving channel, of the panel and ofthe panel and of the panel and
0.024" or0.030' metal 10 12' O.C. 1 @ a- O.C. 1 @ 6- O.C.
1/4' x 1-12" lag 1W x 1-1/2' lag 318' x t-12" lag
Receiving channel to 1 @ 6' fromeachend of 2 @6' from each end of 2 @ 6" fromeach end of
wood deckatfront wall. receiving channel and receiving channel and recelvir g chanrM and
2 pine or p.Lp. framing 1 @24" O.C. 2@ 24" O.C. 1 2 @ 24" O.C.
1/4' x 1-1W Tapoon 1/4' x 1-12' Tapoon 31V x 1-12' Tapoon
Recceving channel to t @ 6" from each and of 1 @ 6" from each end 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 9b32* O.C. 1 @ 24- O.C. 2 @ 24- O.C.
Receiving channel to uprights, 8x3/4' SMS 10x 314" SMS 14 x 3l4' SMS
headers and other wall 1 @ 6' from each end 1 @ 4' from emb end 1 @ T from each end
connections ofcomponent and ofcomponent and of component
0.024" metal 1 36" O.C. 1 24- O.C. 1 24'
0.030" metal - 1 48" O.C. 1 @ 3Y O.C. 1 3Y
Receiving channel to existing 1/4' x1-12" lag 1/4" x 1-1/2* lag 318' x 1-12
wood beam, host structure, deck 1 @ 6" from each end 1 @ 4' from each end 1 @ 3' from e
In611 connections to wood of component and ofcomponent and ofcomponeor1 ". -W O.C. 1@ 18- O.C, 1 Ae 2l'
Receiving channel toexisting 1/4x 1514'Tapoon 114"x 1-12" Tapcor. 318- x 1-10
concrete beam, masonry wall, 1 @6" from each end 1 @4- from each end 1 @ 3- from each and
stab, foundation, host structure, of component and of component and ofcomponent and
or In011 connected to concrete. 1 @ 48- O.C. 1 @ 24- O.C. 10 24" O.C.
1 @ 6' from each end 1 @ 4' from each 1 @ 3' from each
Roof Panel totop of wall of component end of component and ofcomponent
1@12'O.C. t@8'O.C. 1 6- O.C.
a, To`YCo;: 10x'C+1.12' 10xT+1-12' 10x"r+1-1/2
b. To 0.05"aluminum IOx"r+12' 1,10XT+1/2' 10XT+12'
Notes:
1. The anchorschedule above is for mean root height ofD-20•, enclosed structure, exposure "8', I =1.0, maximum
front wall projection from host structure of 16% with maximum overhang of 7, and 10' wall height There is no
restriction onmom length. Forstructuresexceeding this criteria consult the engineer.
2. Anchors through receiving channel Into roof panels, wood, orconcrete / 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 Or decrease sparing 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 2,5W psi consult theengineer. Reduce anchorspacing for'C' exposureby0.83.
5. Topton orequal masonry anchor maybe used, allowable rating (not ultimate) must meet orexceed 411# for
1-1/2" embedment at minknum 6d spacing from concrete edge to center ofanchor. Roof anchors shag require 1-1/4"
fender washer.
Table 4.2 Schedule ofAllowable Loads / Maximum RoofArea
for Anchors into wood for ENCLOSED buildings
Allowable Load I Maximum load area (Sq. FL) @ 120 M.P.H. wind bad
Dlanheter Anchor
x Embedment
Number ofAnchors
1 2 3 4
1/4"x 1- 264#/11SF 528#22SF 792#/33SF 1056#/44SF
1/4' x 1-1/2" 396#/17-SF 792f#33SF 1188#/50SF 13FP 66SF
1/4" x 24W 660#/28SF 1320/HSSSF 19804W83SF 2640#/110-SF
5/16"xt" 312AU13SF 624#26-SF 936#/39SF 1248#152SF
5116"x1.12' 46a#2oSF 936#/39SF 1404##59SF 1872#/78SF
5116"x2-12" 780#/33SF 1560#J65-SF 2340X98SF 312D#/130SF
3/8'x1' 35MISSF 712#/30SF 1g68#/45SF 1424#/59SF
3/a'xt-12' 534#/22SF 1068#/45SF 1602#/67SF 2136#/89-SF
318"x2-12" 1 890#/37SF 17BOW4SF 2670#/111SF I 3560f#148SF
Note:
1, Anchor must embed a minimum of Tinto the primary host
WIND LOAD CONVERSION TABLE
ForWind Zones/Regions other than 120MPH (TablesShown),
multiply allowable loads and roof areas by the conversion factor.
WIND
REGION
Applied
Load
CONVERSION
FACTOR
100 26.6 1.01
110 26,8 tool
120 27.4 1.00
123 28.9 0,97
130 322 0.92
140" 3T.3 0.88
140-2 37.3 0.86
150 1 429 0.80
Allowable Load Coversion Factors
for Edge Distances Less Than 9d
Edge
Distance
Allowable Load Mul 1pllers
Tension Shear
12d 1.10 1.27
11d 1.07 1.18
10d 1.03 1.09
Ild 1.00 1.00
ad 0.98 0.90
7d 0.95 0.81
6d 0.91 0.72
lid 0.88 0.63
Note:
1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing betweenanchorsshallnotbelessthan9dwheredIstheanchordiameter.
2 Concrete screws are amited to 2' embedment bymanufacturers.
3. Values listed are allowed loads with a safety factor of4 applied.
4. Products equal to raM may be substituted.
5. Anchors receiving loads perpendicular to Um diameter are in tension.
Anchors receiving bads parallel to the diameter are show loads.
Example: Determine the number ofconcrete anchors required by dividing the
uplift bad by the anchor allowed bad.
For a2' x 6" beam with: spacing =T-0. O.C.; allowedspan = 2V-9' (fable 1.1)
UPLIFT LOAD - 1MBEAM SPAN) xBEAM & UPRIGHT SPACING
NUMBER OF ANCHORS = (12(25.75) x Tx 7# / Sq. FL) / ALLOWED LOAD ON ANCHOR
NUMBEROFANCHORS - 630.875#/3OD# - 2102
Therefore, use 2 anchors, one (1) on each side of updghL
Table is based on Rawl Products' allowable loads for2500 ps.L concrete.
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12M12-2010 OF Q
ROOF PANELS GENERAL NOTES AND SPECIFICATIONS:
1. Certain of the following structures are designed to be married to Site Built block, wood frame or
DCA approved modular structures of adquate structural capacity. The contractor / home owner shall
verify that the host structure is in good condition and of sufficient strength to hold the proposed
addition.
2. If the contractor / home owner has a question about the host structure, the owner (at his own
expense) shall hire an architect or engineer to verify host structure capacity.
3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head.
4. For high velocity hurricane zones the minimum live bad 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 ata
deflection limit ofU180.
8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless
plywood is laid across the ribs. Pans have been tested and perform better in wind uplift loads than
dead load + live loads. Spans for pans are based on deflection of U80 for highwind zone criteria
9. Interior walls & ceilings of composite panels may have 112" sheet rock added by securing the sheet
rock w/ 1" fine thread sheetrock screws at16" O.C. each we
10. Spans may be Interpolated between values but not extrapolated outside values.
11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection
guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1.
12. All fascia gutter end caps shall have water relief ports.
13.AII 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 requirementsofASTM B221 afterpowder coaling
15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete
masonry products or pressure treated wood shall be coated w/ protective paint or bituminous
materials that are placed between the materials listed above. The protective materials shall be as
listed in section 2003.8.4.3 through 2003.8.4.6 ofthe 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 warranfied as corrosive resistant shall be used; Unprotected steel fasteners shall
not.be used.
RO'OFPANELS 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 bads 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 NY; 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
0.004d.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 structureand are reduced by the ASCE 7-05 open mono -sloped
factor of0.75.
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 bad 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 1406 and 150 MPH zones. Wind
loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms.
5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for
roll formed roof panels by 0.93 and composite panels by 0.89.
Design Loads for Roof Panels (PSF)
Conversion Table 7A Load Conversion Factors Based on Mean Roof Height
from Exposure "B" to "C" & "D"
Exposure "B"to" " Exposure"B"to-0-
Mean Roof
Heighr
Load
Conversion
Factor
Span Multiplier Load
Conversion
Factor
Span Multiplier
Bending Deflection Bending Deflection
0 -15' 1.21 0.91 0.94 1A7 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 1 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 orenclosure
Values are from ASCE 7-05
INDUSTRY STANDARD ROOF PANELS
Ic-1
12.00"
12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL
SCALE: 2" = V-0"
Io
12.00'
12" WIDE x 3" RISER INTERLOCKING ROOF PANEL
SCALE: 2" =1'-0"
W.ITI
1
6 12.00"
SELECT PANEL DEPTH FROM
TABLES
Open Structures
Mono Sloped
1-0.87for 90to10DMPH 1-
0.77for100to150MPH KCpi -
0.00 Zone 2 loads
reduced by 25% Screen
Rooms Attached
Covers 1-
0.57 for 90 to 100 MPH 1-
0.77for10oto150MPH KCpi -
0.00 Zane 2 Glass &
Modular Enclosed
Rooms Roof
Overs1-
1.00 KCpi -
0.18 Zone 2Overhang
f CantileverAll
Rooms 1=
1.00 KCpI -
0.18Zone 3 Basic
WindPressure
Effective
50
20 Area
10
Basic
Wtnd Pressure
Effective
Area Basic WindPressure
Effective
Area Baste Wind Pressure
Effective
50
2D Area
10
502D10502010100
MPH 13 13 16 25 17 23 26 17 23 27 30 17 27 38 45 110
MPH 14 14 17 20 18 25 28 18 27 32 36 18 33 46 55 12
MMPH 17 17 20 23 22 30 33 22 32 39 43 22 39 54 65 123
MPH 18 17 21 24 23 r34 32 35 23 34 41 45 23 41 57 69 130
MPH. 20 20 23 27 26 35 39 26 38 45 51 26 46 64 77 140.
1 MPH 23 23 27 31 30 40 46 30 44 53 59 30 53 74 89 140-
2MPH 23' 23 27 31 30 40 46 30 44 53 59 30 54 74 89 150
MPH 26' 26 32 36 34 46 52 34 51 60 68 34 61 85 102 Minimum
live load of 30PSF controls in high wind velocityzones. To
convert fromthe Exposure "B" bads above to Exposure 'C" or "D' see Table 7B on this page. Anchors
forcomposite panel roof systems werecomputed on a load width of19 anda maximum of 20' projection
with a Z overhang. Any greater load width shall be site specific. Lu
w
CLEATED
ROOF PANEL SCALE:
7 =1'-0" ALUMINUM SKIN E.
P.S. CORE b
SIDE
CONNECTIONS VARY DO
NOT AFFECT SPANS) 0
COMPOSITE
ROOF ROOFPANELUNDI SCALE:
7 = V-0" PRIMARY
CONNECTION: 3) # '
SCREWS PER PAN WITH
1" MINIMUM EMBEDMENT INTO
FASCIA THROUGHPAN BOXED
END EXISTING
TRUSS OR RAFTER 10
x 1-1/2" S.M.S. (2) PER RAFTER
OR TRUSS TAIL 10
x 3/4" S.M.S. @ 17 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 1-112" S.
M.S. OR WOOD SCREWS @ 127
O.C. EXISTING
HOST STRUCTURE: WOOD
FRAME, MASONRY OR OTHER
CONSTRUCTION PAN
ROOF ANCHORING DETAILS ROOF
PANEL TO FASCIA DETAIL SCALE:
2" =1'-0" ROOF
PANEL TO WALL DETAIL SCALE:
7 = V-0" SEALANT
HEADER (
SEE NOTE BELOW) ROOF
PANEL x
1/2' S.M.S. (3) PER PAN BOTTOM)
AND (1) @ RISER TOP)
CAULK ALL EXPOSED SCREW
HEADS 1-
1/2" x 1/8" x ll-1/2" PLATEOF 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
PANELSSHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2" LONG CORROSION RESISTANT
SHEET METAL SCREWS WITH 1/7 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 RISER SCREW. # ' x 9/16" TEK SCREWS
ARE ALLOWEDAS ASUBSTITUTE FOR # ' x 1/2" S.M.S. SELECT
THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 1100-
1231 130 140 150 8
1 #10 1 #12 1 #12 EXISTING
TRUSS OR RAFTER 6" x T x 6" 0.024' MIN. BREAK FORMED
FLASHING 2) #
10 x 1-1/7 S.M.S. OR WOOD
SCREW PER RAFTER OR
TRUSS TAIL ALTERNATE:
10
x 3/4" S.M.S. OR WOOD SCREW
SPACED @ 1T O.C. EXISTING
FASCIA PAN
ROOF PANEL J
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POST
AND BEAM (PER TABLES)
ALTERNATE
MOBILE HOME FLASHING FOR
FOURTH WALL CONSTRUCTION PAN
ROOF PANELS SCALE:
2' =1'-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 PAN ROOF PANEL INTO HEADER AND ATTACH TO4TH WALL POST AND BEAM SYSTEM
ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. t9
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8 x 1/2" S.M.S. SPACED
EXISTING TRUSS OR RAFTER @ 8" O.C. BOTH SIDES CAULK
D ALL EXPOSED SCREW HEADS
10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
10 X 3/4" S.M.S. OR WOOD w: •: '
SCREW SPACED @ 12" O.C. ROOF PANELa' .........
EXISTING FASCIA
ROOF PANEL TO FASCIA DETAIL
EXISTING HOST STRUCTURE SCALE: 2" = V-0' #14 x 1/2' WAFER HEADED
WOOD FRAME, MASONRY OR — S.M.S. SPACED @ 1Y O.C.
OTHER CONSTRUCTION
FOR MASONRY USE:
2) 1/4" x 1-1/4" MASONRY "
ANCHOR OR EQUAL @ 1T O.C.
FOR WOOD USE:
14 x 1-11T S.M.S. OR WOOD ""° 9..
SCREWS @ 12" O.C. o-- FLOOR PANEL
OF OR FLOOR PANEL TO WALL DETAIL
SCALE: 2' = 1'-0"
WOOD STRUCTU S SHOULD CONNECT TO TRUSS BUTTS ORTHE SUB -FASCIA F I HERE
POSSIBLE ONLY. 15 o SCREWS CAN BE OUTSIDE THE TRUSS$."SUB=FASCIA AND THOSE AREAS
SHALL HAVE DOUBLE ANCHORS. 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 "P. THE WALL THICKNESS
SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS
SHALL BE ANCHORED TOTHE 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.
A)1GHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION:
EXISTING TRUSS OR RAFTER
10 x 1-1/2" S.M.S. OR WOOD
SCREW (2) PER RAFTER OR
TRUSS TAIL
HOST STRUCTURE
1100-1231 130 1 140 150
8 1 #10 1 #12 #12
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 1/2" S.M.S. SPACED
@ PAN RIB MIN. (3) PER PAN
FLASH UNDER SHINGLE
0 w
oa¢o
1-1/2" x 1/8" x 11-11T PLATE OF
6063 T-5, 3003 H-14 OR5052
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 RAFTEROR
TRUSS TAIL
HOST STRUCTURE
REMOVE RAFTER TAIL TO
HERE
REMOVE ROOF TO HERE
8 x 112" S.M.S. SPACED
@ 8" O.C. BOTH SIDES
FLASH UNDER SHINGLE
COMPOSITE ROOFPAN
HEADER
NEW 2 x _ FASCIA
REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL
SCALE: 2" = T-O"
EXISTING TRUSS OR RAFTER
2) #10 x 1-1/2' S.M.S. OR
WOOD SCREW PER RAFTER
OR TRUSS TAIL
ALTERNATE: I
10 x 3/4' S.M.S. OR WOOD
SCREW SPACED @ 12" O.C.
EXISTING FASCIA
FOR FASTENING TO ALUMINUM USE TRUFAST
HD x ("t" + 3/4') AT 8" O.C. FOR UP TO 130 MPH
WIND SPEED "D" EXPOSURE; 6' O.C. ABOVE
130 MPH AND UP TO A 150 MPH WIND SPEED
D"EXPOSURE
6" x T x 6" 0.024" MIN. BREAK
FORMED FLASHING
r - ROOF PANEL'
SCREW #10 x (T + 1/2") W/
1-1/4" FENDER WASHER
POST AND BEAM (PER
TABLES)
ALTERNATE MOBILE HOME FLASHING
FOR FOURTH WALL CONSTRUCTION
COMPOSITE ROOF PANELS
SCALE: 2' = V-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 #10x 1" SCREWS @ 6" O.C. STAGGERED
TOP AND BOTTOM (SEE DETAIL ABOVE)
D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND
BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING
ONLY.
HOST STRUCTURE TRUSS OR
RAFTER
r-- 1" FASCIA (MIN.)
BREAK FORMED METALSAMENTHICKNESSASPAN (MIN.)
r— EXTEND UNDER DRIP EDGE 1"
MIN.ANCHORTO FASCIAAND
RISER OF PAN AS SHOWN
8 x 314" SCREWS @ 16" O.C.
8 x 1/2" SCREWS @ EACH RIB
ROOF PANEL
Z_Fa
ao
1-112" x 1/8" x 11-1/2" PLATEOF
6063 T-5, 3003 H-14 OR 5052
H-32
8 x 1/2" S.M.S. @ 8" O.C.
HEADER (SEE NOTE BELOW)
EXISTING HOST STRUCTURE FOR MASONRY USE
WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY
OTHER CONSTRUCTION ANCHOR OR EQUAL
@ 24- O.C.FOR WOOD USE
10x 1-1/2" S.M.S. ORWOOD
SCREWS @ 12- O.C.
8 x 1/2' ALL PURPOSE
SCREW @ IT O.C.
BREAKFORM FLASHING
6'— 10"
3" COMPOSITE ROOFpANELSEESPgNTABLE)
STRIP SEALANT BETWEEN
FASCIA AND HEADER
1/2" SHEET ROCK FASTEN TO
PANEL W/ 1' FINE THREAD 7:7BESHEETROCKSCREWS@16'
O.C. EACH WAY WHEN SEPARATION BETWEEN
DRIP EDGE AND PANEL ISFASTENINGSCREWSHOULDLESSTHAN3/4' THE FLASHING
AMIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED
THE EDGE OF FLASHING
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: 2" =1'-0"
NOTES:
1. FLASHING TO BE INSTALLED AMIN. 6" UNDER THE FIRST ROW OFSHINGLES.
2. STANDARD COIL FOR FLASHING IS 16" .019 MIL COIL
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE.
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE
INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS
MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS
DROP.
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12'
03 MIL ROLLFORM OR 8' BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE
FLAP LIP OFTHE HEADER BACK FROM THE EDGE OFTHE FLASHING.
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2"
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
EXISTING HOST STRUCTURE:
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
HOST STRUCTURE TRUSS OR
RAFTER
BREAK FORMED METAL SAME
z THICKNESS AS PAN (MIN.)
EXTEND UNDER DRIP EDGE 1"
a MIN. ANCHOR TO FASCIAAND
RISER OF PAN AS SHOWN Oz
1" FASCIA (MIN.) k
lox 1-1/2" S.M.S. @ 16" O.C. w
0.040' ANGLE W/ #8x 1/2' w
S.M.S. @ 4' O.C. OLL
COMPOSITE ROOF PANEL
wm
O
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lu
ww
HEADER (SEE NOTE BELOW) U'
8 x (d+1/2") S.M.S. @ 8" O.C. w
OLLFORMASONRYUSE
1/4" x 1-114" MASONRY
ANCHOR OR EQUAL
@ 24" O.C.FOR WOOD USE
10 x 1-1/2' S.M.S. OR WOOD
SCREWS @ 12" O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2' = 1'-0' ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL
ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8x 1P2" LONG CORROSION RESISTANT SCALE: 2" =1'-0"
S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH
BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 10 SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S.
PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES AND
THE ABOVE SPECIFIED RIB SCREW.
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TRUSSES OR
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SCREWS @ 8- O.C. II IIHEADS _
ALUMINUM FLASHING 114
SEALANT UNDER FLASHING LUMBER BLOCKING TO FIT
II
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FASCIA OF HOST STRUCTURE
SPAN PER TABLES) FILLER F
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SEE TABLES)
SCREEN OR GLASS ROOM
r — WALL (SEE TABLES)
J
f'ft0'viL Z S' lt; ORTS AS
W /VARIES
ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL
TOP RAIL SPANS ARE FOUND IN THEAPPLICABLE TABLES
UNDER THE LOAD WIDTH FOR EACH INDIVIDUALJOB
x"r +18x /2"LAG SCREWS W/
c ROOF: SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
1-1/4"0 FENDER WASHERS @ PLAN VIEW
q 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = 1'-0"
2" X 2' x 0.044' HOLLOW EXT.
5/16'0 x 4' LONG (MIN.) LAG
SCREW FOR 1-1/2"
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSSTAIL
CONVENTIONAL RAFTER OR
FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL
ALUMINUM USE TRUFAST HD x (R" + 3/4-) AT 8-
O.C:'FOR'UP TO 130 MPH WIND SPEED "D"
EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP
TO A •150'MPH WIND SPEED "D" EXPOSURE.
WEDGE ROOF CONNECTION DETAIL
SCALE: 2" = T-0"
COMPOSITE PANEL
1" x 2" OR 1" x 3" FASTENED
TO PANEL W/ (2) 1/4" x 3" LAG
SCREWS W/ WASHERS
FOR 140 & 150 MPH USE
2) 3/8' x 3" LAG SCREWS
W/ WASHERS
BEAM (SEE TABLES)
REMOVE EXISTING SHINGLES
UNDER NEW ROOF
12
Q 6
30# FELT UNDERLAYMENT W/
220# SHINGLES OVER
COMPOSITE PANELS CUT PANEL TO FIT FLAT
0.024" FLASHING UNDER AGAINST EXISTING ROOF
EXISTING AND NEW SHINGLES FASTENERS PER TABLE 3B-8
MIN. 1-1/2" PENETRATION
2x 4 RIDGE RAKE RUNNER
TRIM TO FIT ROOF MIN. 1- @
INSIDE FACE
EXISTING RAFTER OR
FASTEN W/ (2) #8 x3" DECK
SCREWS THROUGH DECK
TRUSS ROOF INTO EXISTING TRUSSES OR
RAFTERS
RIDGE BEAM
2" x 6' FOLLOWS
ROOF SLOPE
ATTACH TO ROOF W/
RECEIVING CHANNELAND
8) #10 x 1" DECK SCREWS
AND (8) #10 x 3/4" S.M.S.
RIDGE BEAM
2' x 6'
EXISTING 1/2' OR7/16"
POST SIZE PER TABLES SHEATHING
SCREEN OR SOLID WALL ROOM VALLEY CONNECTION
FRONT WALL ELEVATION VIEW
SCALE: 1/4" = V-W
A - A - SECTION VIEW
SCALE: 1/2" = 1'-0"
B - B - ELEVATION VIEW
SCALE: 1/2" =1'-0'
B - B - PLAN VIEW
SCALE: 1/2" =1'-0"
POST SIZE PER TABLES
INSTALL W/ EXTRUDED OR
BREAK FORMED 0.050"
ALUMINUM U-CLIP W/ (4)1/4" x
1-1/2' LAG SCREWS AND (2)
1/4" x 4' THROUGH BOLTS
TYPICAL)
TRUSSES OR RAFTERS
RISER PANEL
ALL LUMBER #2 GRADE OR
BETTER
OPTIONAL) DOUBLE PLATE
FOR NON -SPLICED PLATE
WALLS IV-O' OR LESS
PAN TO WOOD FRAME DETAIL
FOR FASTENING TO WOOD SCALE: 2" =1'-U° - `
i 6E T. RUFAST SO x Cr + 1-112")
AT 8' O.C. FOR UP TO 130 MPH
WIND SPEED EXPOSURE'D'; 6"
U.C. FOR ABOVE 130 MPH Aa'N^,,. \"
UP TO 150 MPH WIND SPEED
EXPOSUna "D" ALL
LUMBER #2 GRADE OR BETTER
OPTIONAL)
DOUBLE PLATE FOR
NON -SPLICED PLATE WALLS
18'-0" OR LESS 3) #
8 WASHER HEADED SCREWS
W/ 1' EMBEDMENT d CAULK
ALL EXPOSED SCREW HEADS
AND WASHERS o
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UNTREATED
C,RrKtSSURETREATED
W/ VAPOR BARRIER V w C E
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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 1/4" : V) 3) #
8 x 3/4' S.M.S. PER PAN W/ 3/
4" ALUMINUM PAN WASHER CAULK
EXPOSED SCREW HEADS
SEALANT
1/
4" x 8" LAG SCREW (1) PER TRUSBf
RAFTER TAIL AND 1/
4" x 5" LAG SCREW MID WAY BETWEEN
RAFTER TAILS SUPER
OR EXTRUDED GUTTER EXISTING
ROOF TO PAN ROOF PANEL DETAIL 1 SCALE:
2" = V-0' EXISTING
FASCIA EXISTING
TRUSS OR RAFTER PLACE
SUPER OR EXTRUDED GUTTER
BEHIND DRIP EDGE SEALANT
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CAULK EXPOSED SCREW C7 G(
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SIZE PER TABLES 3' PAN ROOF PANEL SEAL.
SHEET
INSTALLW/ EXTRUDED OR 1/4" x 8' LAG SCREW (1) PER SUPER GUTTER (MIN. SLOPE 1/4RUDED OR" :1') U BREAKFORMED0.050" ALUMINUM
U CLIP W/ (4) 1/4" x TRUSS /
RAFTER TAILAND 3" HEADER EXTRUSION 1/4" x 5" LAG SCREW MID WAY J
1/
4'
xLAG SCREWS
AND (2) FASTEN TO PANEL W/(3) BETWEEN RAFTERTAILS () 8 1/2' S.M.S. 1/4" x 4' THROUGH BOLTS x EACH PANEL w O TYPICAL) SUPEROREXTRUDEDGUTTEREXISTINGROOF
TO PAN ROOF PANEL DETAIL 2 SCALE: 2' =
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BREAK FORMED OR
EXTRUDED HEADER
PLACE SUPER GUTTER
BEHIND DRIP EDGE i
EXISTING TRUSS OR RAFTER
SEALANT
10 x 2" S.M.S. @ 24' O.C.
114" x 8" LAG SCREW (1) PER
TRUSS / RAFTER TAIL
EXISTING FASCIA
SEALANT
10 x 4" S.M.S. W/ 1-1/2'0
FENDER WASHER @ 12" O.C.
CAULK SCREW HEADS &
WASHERS
CAULK EXPOSED SCREW
HEADS
3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4" : l')
1/2" 0 SCH. 40 PVC FERRULE
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1
SCALE: 2" = 1'-0" OPTION 1:
2" x _ x 0.050" STRAP @ EACH
COMPOSITE SEAMAND 1/2
CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/
HEADS 3) #10 x 2" INTO FASCIA AND
PLACE SUPER OR EXTRUDED 3) #10 x 3/4' INTO GUTTER
GUTTER BEHIND DRIP EDGE OPTION 2:
1/4" x 8' LAG SCREW (1) PER
TRUSS / RAFTER TAIL IN 100
SCH. 40 PVC FERRULE
SEALANT
10 x 2" S.M.S. @ 24' O.C. 3" COMPOSITE ROOF PANEL
MIN. SLOPE 1/4" : l')
EXTRUDED OR 3" HEADER EXTRUSION
EXISTING TRUSS OR RAFTER SUPER GUTTER FASTEN TO PANEL W/
EXISTING FASCIA 8 x 1/2" S.M.S. EACH SIDE
@ 12' O.C. AND FASTEN TO
SEALANT GUTTER W/ LAG BOLT AS
SHOWN
EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2
SCALE: 2" =1'-0'
GUTTER BRACE @ 2'-0- O1C
CAULK
SLOPE
1 V
COMPOSITE ROOF SUPER OR
HEADER EXTRUDED
CAULK GUTTERPSOFFIT
2' x 9" BEAM
2) #10 x 1/2" S.M.S. @ 16" O/C 2" 0 HOLE EACH END FOR
FROM GUTTERTO BEAM WATER RELIEF
SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL
SCALE: 2' = 1'4"
ALTERNATE 314"0 HOLE
GUTTER
PAN ROOF
12 3/8" x 3-11T LOUVER VENTS
FASCIA COVERS PAN & SEAM ® OR 3/4'0 WATER RELIEF
OF PAN & ROOF HOLES REQUIRED FOR 2-1/2"
3" RISER PANS
GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 314"0 HOLE OR A 3/8' x 4" LOUVER @
12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER
BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS
SMALLER THAN 2-1/2" ALSO
PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL
SCALE: 2" =1'-0"
FLASHING 0.024" OR 26 GA.
GALV.
2' x2" x 0.06" x BEAM DEPTH +
4" ATTACH ANGLE "A" TO
FASCIA W/ 23/B" LAG
SCREWS @ EACH ANGLE
MIN. 2" x 3" x 0.050' S.M.B. (4)
10 S.M.S. @ EACH ANGLE
EACH SIDE
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
2) 2' x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2"
LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PERSIDE FOR EACH INCH OF BEAM DEPTH LARGERTHAN 3"
ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
318" x 2" LAG SCREWS PER SIDE OR (3)1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3"
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2" = V-0"
RECEIVING CHANNEL OVER 2' x 6" S.M.B. W/ (4) #10
BEAM ANGLE PROVIDE 0.060" S.M.S. @ EACH ANGLE
SPACER @ RECEIVING EACH SIDE
CHANNEL ANCHOR POINTS (2)
10 x 2-1/2" S.M.S. @ RAFTER NOTCH ANGLE OPTIONAL
TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE
2' x 6" SUB FASCIA STRENGTH
CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW)
SCALE: 2" =1'-0"
PAN ROOF ANCHORING DETAILS
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
JCHLP" I
PAN HEADER (BREAK -
FORMED OR EXT.)
HEADERS AND PANELS ON
BOTH SIDES OF BEAM FOR
GABLED APPLICATION
Dz_
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x 1/2" S.M.S. (3) PER PAN ALONG
PAN BOTTOM w
EDROOF
PANEL TO BEAM DETAIL o WHENFASTENINGTOSCALE: 2' =1'-0" ALUMINUM
USE TRUFAST HD x z C +
3/4") AT 8" O.C. FOR UP TO 130
MPH WIND SPEED EXPOSURE
6" O.C. FOR w
wFORPANROOFS: w 3) EACH #8 x 1/2' LONG S.M.S. z P
ABOVE130MPHAND UP TO PER 12" PANEL W/3/4' 150
MPH WIND SPEED ALUMINUM PAN WASHER w IXPOSURE'
D' O ALCAULK
ALL EXPOSED SCREW HEADS &
WASHERS ROOF PANEL FOR
COMPOSITE ROOFS: PER TABLES SECTION 7) 10
x (t + 1/2) S.M.S. W/ SUPPORTING BEAM 1-114"0 FENDERWASHERS @
12" O C (LENGTH = PER TABLES) PANEL
THICKNESS + V) @
ROOF BEARING ELEMENT SHOWN)
AND 24" O.C. @ NON -
BEARING ELEMENT (SIDE WALLS)
ROOF
PANEL TO BEAM FASTENING DETAIL SCALE:
2" =1'-W w
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0.024" x 12" ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE .............
BEAM EXTRUSION
ROOF PANEL
1/8" x 3' x 3" POST OR SIMILAR
10 x 4" S.M.S. W/ 1/4 x 1-1/2"
S.S. NEOPRENE WASHER @
8" O.C.
SEALANT
t18 x 9/16' TEK SCREW @ 8"
O.C.
CAULK ALL EXPOSED SCREW
HEADS AND WASHERS
3) 1/4"0 THRU-BOLTS (fYP.)
8 x 9/16"TEK SCREW @ 6'
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM (d) POST DETAIL
0.024" X 12" ALUMINUM BRK
SCALE: 2" = 1'-0"
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'
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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 ("L' + 3/4") AT8" O.C. FOR UP TO 130 MPH WIND
SPEED ED(POSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UPTO 150 MPH WIND SPEED EXPOSURE'D'
PANEL ROOF TO RIDGE BEAM na. CONCRETE POST DETAIL
SCALE: 2" = l'-0"
0.024' ALUMINUM COVER PAN
OR CONTINUOUS ALUMINUM
SHEET
TYPICAL INSULATED PANEL
SCALE: 2" = 1'-0"
8 x 1/2" CORROSION
RESISTIVE WASHER HEADED
SCREWS @ 24' O.C.
ALTERNATE #8 x 1/2" S.M.S.
W/ 1/2" 0 WASHER.
NOTES:
1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN.
2. COVER INSULATION WITH 0.024" PROTECTOR PANELWITH 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 518" 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
FORA 1" WIDE ADHESIVE
STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2: 12
SUBSEQUENT ROWS
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
SEALANTBEADS
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8" TO 1/2" DIAMETER SO THAT THERE IS A 1" WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL
SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA STARTER SHINGLE
ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OFTHE ROOF SLOPE.
2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID
COVERED AREA.
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OFADHESIVE 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
o
0
0
0
0
o
SUBSEQUENT ROWS
0
3/8" TO 1/2' ADHESIVE BEAD
FOR A 1' W IDE ADHESIVE
STRIP UNDER SHINGLE
STARTERROW
COMPOSITE PANELW/
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: 12AND GREATER
1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER.
3. SEAL ALL SEAMS WITH BASF DEGASEAL w 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE,
WATER OR OIL
4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16" O.C. AND ATALL EDGES AND INSTALL
7116" 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 MPHWIND ZONES.
COMPOSITE ROOF PANEL WITH O.S.B.
AND STANDARD SHINGLE FINISH DETAIL
SCALE N.T.S.
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2.00"
I I
A = 0.434 in?
0.040" Ix = 0.234 in4
clt Sx = 0.240 in'
2" x 2" x 0.040" HOLLOW SECTION
SCALE 2" = 1'-0"
0.04T-, A = 0.538in?
Ix = 0.642 in4
Six= 04281
2" x 3" x 0.045" HOLLOW SECTION
SCALE 2' = 1'-0"
O.Oou o A = 0.768 in?
M Ix = 0.530 in!
I Sx = 0.5W in?
k 6005 - T5
2" x 3" x 0.060" HOLLOW SECTION
SCALE 2" = 1'-0"
2.00"
0.050*-,
I I
A = 0.697-in?
Ix = 1.428 in!
Sx = 0.714 in?
6005 - T5
2" x 4" x 0.050" HOLLOW SECTION
SCALE 2" = 1'-W
T_ 3.00" I
A = 0.552 in?
4.045' Ix = 0.342 in!
cli Sx = 0.342 in?
6W5 - TS
3" x 2" x 0.045" HOLLOW SECTION
SCALE 2" = 1'-U"
2.0ICY'
0.06" g
Iw A = 0.954 in?
Ix = 2.987 in.4
k Sx-- 1.195 in?
6005 - T5
2" x 5" x 0.062" HOLLOW SECTION
SCALE 2" = T-0"
2.00"
I I
A = 0.776 in?
Ix: = 1.953 in.
0.046" $ Sx = 0.977 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2"x4"x0.046"x0.115"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
I I
A = 0.964 in?
c Ix = 3.688 in. 40.050" R Sx = 1.475 in? o
LIU
6005 - TS
STITCH W/ (1) #104/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 5" x 0.050" x 0.135"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
7 A = 1.098 in?
0.050" $ ix = 5.938 in. 4
Sx = 1.979 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 6" x 0.050" x 0.135"
SELF MATING SECTION
SCALE 2' = T-W
2.02'
c A = 1.277 in? 0.060" Ix = 8.873 in. '
Sx = 2.534in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24- O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 7" x 0.057" x 0.135"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0.07Y $
C6 A = 1.855 in.?
Ix = 16.622 in'
Sx = 4.156 in?
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S.
TOP AND BOTTOM OF EACH BEAM
2" x 8" x 0.072" x 0.240"
SELF MATING SECTION
SCALE 2" = 1'-0"
2.00"
0.072" o
of
A = 1.999 in?
Ix = 22A16ire
Sx = 4.91510
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24- O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.072" x 0.239"
SELF MATING SECTION
SCALE 2' = 1'-0"
2.00"
0.082" o
xn
A = 2.39810
Ix = 27.223 W
Sx = 6.050 in?
6005 - T5
STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2" x 9" x 0.082" x 0.321"
SELF MATING SECTION
SCALE 2" =1'-0"
2.00"
0.090" $
o
A = 3.023 in.'
Ix = 42.466 in.'
Sx = 8.493 in? -g t
6005 - T5
STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 24" O.C.
TOP AND BOTTOM OF EACH BEAM
2'r;10-, x 0.092" x 0.389"
SELF MATING S EC iiC N
SCALE 2" = T-0'
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Instructions For Permit Purposes) w J 1
To: Plans Examiners and Building Inspectors,
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These alloy indentification marks have been provided to a oW
contractors and yourself for permitting purposes. The details below
illustrate D E
the alloy Indentification marks and the location of such marks. w C
These alloy marks are used solely for our 6005 extrusions. It is
ultimately the
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6005 alloy shapes when using this engineering. We are providing this p rj
document to simplify the indentification of our 6005 alloy materials to W a o
be used in oxrnjuc6on with our 6005 engineering. a) m
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TCI 6005 SELF -MATING _
ALLOY INDICATOR
TCI 6005 HOLLOW
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to CIV CI[AL IVV 1 La 1-i1VU arCLIrILFtI IVIVa:
1. The Fastener tables were developed from data for anchors that are
considered to be "Industry Standard" anchors. The allowable loads arebasedondatafromcatalogsfromPOWERSFASTENING, 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 uso,i, Iculating allowed loadings: 1r,{xA,; 4j.Alumlrwm;,
1.'Sheet, 3105 H-14 or H-25 alloy
2. Extrusions, 6063 T-6 alloy
B. Concrete, Fe = 2,500 psi @ 28 days
C. Steel, Grade DFb/c=33.Opsi
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 bad / 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 ofheavy -bodied bituminous paint, or the wood orother absorbing
material shall be painted with two coats of aluminum house paint and the
joints sealed with a good quality caulking compound. The protective
materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the
Florida Building Code Or Corobound Cold Galvanizing Primer and Finisher.
7. All fasteners or aluminum parts shall be corrosion resistant such as non
magnetic stainless steel grade 304 or 316; Ceramic coated, double
zinc coated or powder coated steel fasteners. Only fasteners that are
warrantied as corrosion resistant shall be used; Unprotected steel fasteners
shall not be used.
8. Any structurewithin 1500 feet of a saltwater area; (bay orocean) shall
havefasteners made of non-magnetic stainless steel 304 or 316 series.
410 series has not been approved for use With aluminum by the
Aluminum Associaton and should not be used.
9. Any project covering a pool with d' salt water chlorination disinfection
system shall use the above recDm`-mended fasteners. This is not limited to
base anchoring systems but inclues 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 asprovided for in The 2007 Florida Building
Code'wilh 2009 Supplements. The usiipf thismultiplier is only allowed once and
Ihave selected anchoring systems which include strapping, nails and other
fasteners. ?
Table 9.4 Maximum Allowable Fastener Loads
for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing
As Recommended By Manufacturers)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,ODO psi; Shear 24,DD0 psi
1-duwr wows cur uncrere Ancnors
Screw Size
d = diameter
Embedment
Depth
in.)
Mln. Edge DisL 'IAnchorSpacing
Sd (In.)
Allowable Loads
Tenslon Shear
ZAMAC NAILIN (Drive Anchors)
114" 1-112" A-1/4' • r "
2" 1-114"
273# 236#
316# 1 236#
TAPPER (Concrete Screws)
3f16' 1-114" 15116" i 288# 1 167#
1314" 1511, 371# 259#
114" 1-114" 1-114" 427# 200#
1314" 1.114" 544# 216#
3/8' 1-112" 1-9116" 511# 402#
1314" 1 34/8" 703# 455#
POWER BOLT Expansion Bak
114' 2' 1-114' 624# 261#
5116" 3" 1.7/8" 936# 751#
318" 3-12' 1 1-9116" 1.575# 1,425#
12" S' 1 2.12" 2,332# 2,220#
POWER STUD (Wedge -Bolt 0)
114" 23/4' 812#
8#
326#
318" 4.1/4" 1-7/8" 1,35 921#
112 6" 1 2.12' 1 2,271# 1,218#
518 7' 1 2.1/4" 1 3,288# 2,202#
Wedge Bolt
114" 2-11r 1 2-114" B78#1 385#
318" 3-11r 1 3-1/4' 1,705# 1 916#
112" 4" 1 3-3/4" 1,774# 1,095#
Notes:
1. Concrete screws are limited to 2" embedment bymanufacturers.
2. Values listed are allowed loads with a safety factor of 4 applied.
3. Products equal to yawl may be substituted.
4. Anchorsreceiving loads perpendiculartothe diameter are in tension.
5. Allowable loads are Increased by 1.00 forwind load.
6. Minimum edge distance and center to center spacing shall be 5d.
7. Anchors receiving loads parallel to the diameter areshear loads.
8. Manufacturers recommended reductionsforedge distance ofSdhave been
applied.
Example:
Determine thenumberofconcreteanchors requiredfora pool
enclosure by dividing the uplift bad by the anchor allowed bad.
For a 2' x 6" beam with:
spacing = 7-0' O.C.
allowed span = 2(r T (cable 1.1)
UPLIFT LOAD =12(BEAM SPAN) x BEAM & UPRIGHT SPACING
NUMBER OFANCHORS = 12(2DA7) x Tx 10# / 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 Isbased on Rawl Products' allowable loadsfor2,5D0 p.s.i. concrete.
Screw/Bott I Allowable Tensile Loads on Screws forNominal Wall Thkkness ((lbs.)
8 0.164' 122 139 153 2DO 228 255
10 0.190" 141 161 177 231 263 295
112 021(" 156 178 196 256 291 327
14 0.250" 186 212 232 305 347 389 529
114" 0240" 179 203 223 292 333 374 508
5116" 0.3125" 232 265 291 381 433 486 661
3/8' 0.375" 279 317 349 457 520 584 793
12" 0.50" 373 423 465 609 693 779 1057
Allowable ShearLoads on Screwsfor NominalWallThickness fr) (Ibs.)
Screw/Bolt Single Shear
Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125-
8 0.164' 117 133 147 192 218 245
10 0.190" 136 154 175 222 253 284
12 0210" 150 171 IN 246 280 293
14 02S0" 179 203 223 292 333 374 508
114' 0240' 172 195 214 281 320 358 487
5N6" 0.3125" 223 254 279 366 416 467 634
318 0.375" 268 305 335 439 499 160 761
12" 0.50' 357 408 7585 668 747 1 015
Allowable Shear Loads on Screws for Nominal Wall Thickness T) (lbs.)
Bolt Double Shear
Size Nd 0.044' 0.050" 0.055" 0.072" 0.082" 0.09Z" 0.125"
114" 0240" 343 390 429 661 639 717 974
5116" 0.3125- 446 608 559 732 832 934 1269
318. 0.375 536 610 570 878 998 1120 1522
12" 0.5D" 714 812 894 1170 1332 1 1494 2030
Notes:
1. Screwgoes through two skiesofmembers.
2. AN barrel lengths: Cetus Industrial Quality. Use manufacturers griprange to match total wag thickness
of connecBon. Use tables to select rivet substitution for screws ofanchor specifications in drawings.
3. Minimum thickness offrame members Is 0.036' aluminum and 26 ga. steel.
Multipliers for OtherAlloys
6063 T-6 1269
5052 H-25 1522
6005T-5 2030
Allowable Load Coversion Multipliers
for Edge Distances More Than Sd
Edge
Distance
Multipliers
Tension Shear
5d 1.DO 1.00
6d 1.04 120
7d 1.08 1A0
8d 1.11 1.60
9d 1.14 1.80
10d 1.18 2.DO
lid 121
12d 125
Table 9.5A Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures Cat 27.42 #/SF
Fastener
diam. min. edge
distance
min. ctn
to ctr.
No. ofFasteners / Roof Area S
1 / Area 1 21 Area I 31 Area I 4 / Area
114" 12" SIB" 1,454 - 53 12.908 - 1061 4.362 - 159 5.819 - 212
5116" we. 718" 1.894- 69 3.788 -138 5,682 - 207 7.576 - 276
318- 314" 1' 2.272 - 82 1 4,544 -166 1 6,816 - 249 9,088 - 331
12' 1" 1-1/4" 3.030-110 1 6.060-221 9,090-332 12,120-442
Table 9.591 Allowable Loads & Roof Areas Over Posts
for Metal to Metal, Beam to Upright Bolt Connections
Enclosed Structures a 35.53 #/SF
Fastener
dlam. min. edge
distanea
min. ctr.
toctr.
No. ofFasteners / Roof Area S
1 / Area 2/ Area 31 Area 4 / Area
1W 12' S18' 1.454-41 2,908-82 4.362-125 5,819-164
5116' 3/8' 7/8" 1,894 - 53 3,788 -107 5,682 -160 7.576 - 213
M. 314- 1" 2.272 - 64 4.544 -128 6.816 -192 9,0a8 - 256
12" 1" 1-1/4" 3,030 -85 6.060 -171 9.090 - 256 12,120 - 341
Notes forTables 9.5A, B:
1. Tables 9.5A & 0 are based on 3 second
wind gusts at 120 MPH: Exposure 'B";
I=1.0.
2. Minimum spacing is2-12d O.C. for
screws & bolts and 3d O.C. for rivets.
3. Minimum edge distance Is 2d for screws,
bolts, andrivets.
Allowable Load Conversions
forEdgaDistances MoreThan 5d Edge
Distance
Allowable
Multlioliers, LoadTension
Shear 12d
1.25 11d
121 led
1.18 2.00 9d
1.14 1.80 8d
1.11 1.60 7d
1.08 1.40 till
1.04 120 Sd
1.00 1.00 Table
9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads
and Areas for Screws in Tension Only MaximumAllowable - Load and Attributable Roof Area for 120 MPH Wind Zone (27.42 91 SF) For
WindRegions other than 120 MPH. Use Conversion Table at Bottom of this oaaei CONNECTING
TO: WOOD for OPEN or ENCLOSED Buildings Fastener
Diameter
Length
of Embedment
Number
of Fasteners1
2 3 4 1/
4"e 1"
264#-10 SF 528#-19 SF 792#-29 SF 1056#-39SF 1-
12" 396#-14SF 792#-29SF 1188#-43SF 1584#-58 SF 2-
12" 660#-24 SF 1320#-48 SF 198W-72SF 2640#-96 SF 1"
312#-11 SF 624#.23 SF 936#-34 SF 1248#-46 SF W16"
0 1-112- 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 2-
112" 780# - 28 SF 1560# - 57 SF 2340#- 85 SF 312D# -114 SF 37
o h 712#-
26 SF 1068#-39SF 1424#-52 SF1-
12 _ 534#_19 SF 1068#-39SF 1602#-58SF 2136#-78 SF2-
112'-- 850!u-32 SF 1780#-65 SF 1 2670#-97 SF 13560#-130 SF CONNECTING
TO: CONCRETE [MIn. 2,500 Palifor PARTIALLY ENCLOSED Buildings Fastener
Diameter
Length
of Embedment
Number
of Fasteners 1
2 3 4 TYPE
OF FASTENER ""Quick Set" Concrete SRawl Zamac `!allin or E Walent) 1/4"
o 1.1/2" 273#-10SFerew 646#-20SF819#3g S-1- 47,1$-40bi- 2' 316#-
12 SF 1 632#-23 SF 948#-35 SF 1264#-46 SF TYPE OF
FASTENER = Concrete Screw (Raw] per or Equivalent) 3/16"
o 1.114" 288#-11 SF 21 IF 2' 864#-32 SF 1152#-42SF 1-314"
371#-14 SF 724- 7SF 1113#-41 SF 1484#-54 SF 1/4"
e 1-1/4" 365#-13 SF 730#-27SF 1 1095#-40SF 1460#-53SF 14/4"
427#-16SF 854#-31SF I 1281#-47SF 1708#-6253F 318'a
1-12" 511#-19SF 1022#-37SF 1533#-56 SF 2044#-75 SF 14/4"
703#-26 SF 1406#-51 SF 2109#-77 SF 28129-103 SF TYPE OF
FASTENER - Expansion Bolts Rawl Power Bolt orEquivalenl 23122" 00-
3SF 210D-SF3- 125 SF 163 SF 1-57S7 115
SF 47-173150# 230 SF 3" 139M-51
SF 12798#-102 SFI 4197#-153 2Q 5596#-204 SFe S. 2332# - 85
SF 14664# 170 SFI 6996# - 255 SFI 9328# - 340 SF Note: 1. The
minimum
distance from the edge of the concrete tothe
concrete anchor and spacing between anchors shall
not be less than Sd where d Isthe
anchor diameter. 2. Allowable roof
areas are based on bads for Glass / Enclosed Rooms (
MWFRS); I = 1.00. Table 9.6
Maximum Allowable Fastener Loads for Metal Plate
to Wood Support WIND LOAD CONVERSION
TABLE: For Wind ZonewRegbrc
other than 120 MPH Tables Shown), multiply
allowable bads
and roof areas by the conversion factor. WIND
REGION APPLIED
LOAD
CONVERSION
FACTOR
100
26.
6
1.01 110 26.8
1.01 12D 27A 1.
00 123 28.9
0.97 130 322 0.
92 140-1 37.
3 0.86 140-2 37.
3 0.86 1S0 1 42.
8 1 0.80 Metal to Plywood
12'4 ply
I sm. 4ply 314"4ply Shear lbs. I Pull
Out
ios.11 Shear lbs,
Pull Out
lbs.
Shear
lbs. Pull
Out
lbs.
Screw
0 a
934a113
59 134 71 to 100 55 120
69 141 78 12 118 71 1
131 1 78 143 94 14 132 70 1
145 1 88 157 105 Table 9.7 Aluminum
Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel
Rivet Diameter Tension lbs.
Shear Tension lbs. Shear 118' 129 1 176
210 325 5132' 187 1 263
340 490 3116- 262 1 375
445 720 Table 9.8 Alternative
Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Cartier Beams,
or Other Connections 120 mph " C" Exposure
Vary Screw Size wl Wind Zone Use Next Larger Size for "C" Exposures Maximum Screw 1
Anchor
Size Max Sizeof Beam
Upright Attachment Type Size
Description
To Wall 0 ToUprfght/Beam 0
2"
x4"x0.
044'
Angle 1'x1'x0.045' 3116" 10 2'x4"x MOW
Angle 1'x 1"x Ill 6(0.063 3/16' 12 2"x5"x 0.
072" U•channel 1-12"x1-1Wx1-12'x0.125" 12' 14 2"x6"x 0.
072" U•channal 1'x2-1/8"x 1'x0.050" 5116, 5/16 2' x IS" x
0.072" Angle 1" x l' x 1/8" (0.125") 3/16' 12 2"x10'x0.07r
Angie 1-1/2"x1-1W 1/16"(0.062) 1W 12 2" x 7" x
0.072" Angie 1-12" x 1-12' 3116"(0.188") 1/4' 142" x 10' x
0.07r Angle 1-12' x 1-12' 118"(0.062") 1/4' 14 2" x 7"x
0.072" Angle 13/4" x 1-3/4' x 1/8'(0.125') 1W 14 2" x 10" x
0.07r U•channel1-314' x 13/4' x 13/4" x 1/8" 3/8" 14 2" x 10" x
0.072" Angle 2" x 2' x 0.093' 3/8' 3/8• 0.072" Angle 2•
x 2' x IIW(0.125") 5/16" 5116" 2" x 10' x
0.072' Angle 2" x 2- x 3116'(0.313-) 12- 12' Note: 1. # of screws
to
beam, wag, and/or post equal to depth of beam. For screw sizesuse the stitching screw size for
beam / uptight found In table 1.6. 2. For post attachments
use wag attachment We = to wag of member thickness to determine angle or u
channel and usenext higher thickness for angle or u channel than the uprightwa4 thickness. 3. Inside
connections members
shag be used whenever possible Ica. Use in lieu
of angles where possible. 4. The thicker of
the two members uchannel angle should be place on the Inside of the connection if possible. Table
9.3Wood &
Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for
Screws in Tension Only Maximum Allowable -Load and
Attributable Roof Area for 120 MPH Wind Zone (35.53 # / SF) For Wind Regions other
than120 MPH, Use ConversionTable at Bottom of this page) CONNECTING TO: WOOD for
PARTIALLY ENCLOSED Buildings Fastener Diameter Length of
Embedment
Number
of Fasteners
1
2 3 4
1/4"o 1"
264#-7SF 528#-
15 SF 792#-22 SF 1056#-30 SF 1-112" 396#-11
SF 792#-22 SF11 SU-33 SF 1584#-45 SF2.12" 660# -19
SF 1320# - 37 SF1980# - 56 SF 2640# - 74 SF 5116"e 1' 3129-
9 SF
624#-18 SF 936#-26 SF 1248#-35 SF 1-112" 468#-13
SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2-H2' 760#-21
SF 1560#-44SF 2340#-66 SF 3120#-all SF 3/8"e 1"
356#-10 SF
712#-20 SF 1068#-30 SF 1424#-40 SF 1-11r SW1-i5SF
1068#-30 SF 1602#-45 SF 2136#-60 SF112, 2- 890# - 25
SF1780# - 50 SF 2670# - 75 SF 3560# -100 SF CONNECTING TO: CONCRETE [Min.
7,500 Pali for PARTIALLY ENCLOSED Buildings Fastener DiameterJ Length of
Embedment
rENFo = "_
u!_!, Sat"
Number
of Fasteners oc
0- FASf`
on^rote Srr ! Rawl Za.,ac Nallln or Equivalent 1/4"0 1-
12" 233#-8SF 466#-17 SF 699#-25 SF 932#-34 SF 2" 27D#-10SF I
54D#-20SF I 810#-30SF I 1080#-39SF PE OF FASTENER Concrete
Screw Rawl Tapper or Equivalent 3116"o 1-12"
24%-7SF 492#-14 SF 738#-21 SF 984#-28SF 13/4" 317#-9 SF
634#-18 SF 951#-27SF 1268#-36 SF 1/4"0 1-12"
365#-10 SF 730#-21 SF 1095#-31 SF 1460#-41 SF 1-314" 465#-135F 930#-
26 SF 1395#-39SF 1860#-52SF 318"o 1-12" 437#-
12 SF I 874#-25 SF I 1311#-37SF 1748#-49SF 14/4' I 601#-17SF
11202#-34 SF 1 1803#-51 SF 2404#-68 SF PE OF FASTENER Expansion Bolts
Rawl Power Bolt or Equivalent 3/8"e 2-12"
1205#- 34 SF 2410# - till SF 3615# -102 SF 4820# - 136 SF 3.12" 1303#-37SF 2606#-
73SF 3909#-110SF 5212#-1475F 12"0 3' 1806#-51
SF 3612#-102 SF 5418#-152SF 7.._203 SF 5" 1993#-56 SF 3986#-
112 SF 5979#-168 SF 7972#-224 SF Note: 1. The minimum distance
from
the edge of the concrete to the concreteanchor
and spacing between anchors shall not be
less than Sd where d is the anchor
diameter. 2. Allowable loads have been
Increased by 1.33 for wind loading. 3. Allowable rod
areas are
based on loads for Glass / Partially Enclosed Rooms (MWFRS)
1-1.00 WIND LOAD
CONVERSION TABLE: For
Wind Zones/Regions other
than 120 MPH Tables Shown), multiply allowable bads
and roof areas by the conversion factor.
WIND REGION APPLIED LOAD CONVERSION
FACTOR
100
25
1.
22
110
30 1.11 120
35 1.03 123
37 1.00 130
42 0.94 140-
1112 48 0.88
150 56 0.81 Table
9.9 MinimumAnchor
Size for Extrusions Wall Connection Extrusions I Wall
Metal Upright
Concrete I Wood 2" x 10" 114" 114
1/4' 1/4' 2" x 9 114" 114
1/4' 1/4" Z" x B" 114" 12
1/4' 12 z'xT 3116" 10 3116"
10 2" x 6' or loss
3116' 8 3116" 8Note: Wall. beam and upright
mldmum
anchor sizes shag be used forsuper gutter connections. Table 9.10 Alterative
Anchor
Selection Factors for Anchor / Screw Sizes Metal to Metal Anchor Size
98 10 12
14• 5/16" 318" 8 1.00 0.80
0.58 0.46 027 021 010 0.80 1.00
0.72 C57 0.33 0.26 12 0.58 0.72
1.00 0.78DAB 0.36 140.46 OS7 0.
78 1.00 0.69 0.46 5116" 0.27 0.33
0.46 0.59 1.00 0.79 318' 1 0.21 026
0.36 0.58 0.79 1.00 Alterative Anchor Selection Factors for
Anchor Screw Sizes Concrete andWood Anchors concrete
screws: 2" maximum embedment)
Anchor Size 3116" 114" 318'
3116' 1.00 0.83
0.60 114" 0.83 1.00
1 0.59 318" 0.50 0.59
1.00 Dyne Bolts (1518' and 2-
114" embedment respectively) Anchor
Size 3f16" 12' 3/
16'
1 1.00
1 0.46 12- 1 0.461
1.00 Multiplythe number of#8
screws x size of anchodscrewdesired and round up to the next even of screws. Example: If (10) #8 screws
are
required, the numberd#10 screws desired is. 0.8x10=(a)#10 J
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