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Home My WebLink About124 Long Leaf Pine CirOFFICE ..------_PEN 11T t.ITY ®]F ,PNFORD PERAUT APPLICATION Permit No.: D- J _ r Date: C' Job Address: mot .Q e ! je— f 773 Mq Permit Type: Buildeng 'Electrical Mechanical Plumbing t$larm/Sprin Desc ription^of Work: ,1, 11(' t/l9/ 1^0 Additional Infformation for Electrical & Plumbing Permits Electrical: _Addition/Alteration _Change ofService Temporary Pole New AMP Service (# of AMPS ) Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additio Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines N er of Gas Lines O Occupancy Type: _Residential `Commercial _Industrial Total Sq Ftg: Value of ork: I Y - Type of Construction: Flood Zone: Number of Stories: Number of elling Units: Parcel No.: 1 " 2-D — Q - ,5-0 9 - OD00 - 6/c30 Attach Proof of Ownership & Lega Description) Owner/Address/Phone:- S (_¢ Ci p ,•N 6 t t "ri ( 2 4 1,py711 / Jn ,p,„ ; n ,v Contact Person: 1 Address: Bonding Company: 32 '7.7 . - 0-1 Title Holder (If other than Owner): jv f+ 14' State License Number: Phone & Fax Number: Address: , Mortgage Lender: Address Architect/Engineer Address: Phone No.: Fax No.: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit *and that all work will be performed to meet standards of all laws regulating constructioninthisjurisdiction. 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 compliar a withallapplicablelawsregulatingconstructionand'zoning, WARNING TO OWNER: YOUR FAILURE TO -RECORD A NOTICE OFOMMENCEMENTMAYRESULTINYOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR: NOTICE OF COMMENCEMENT, 40TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that rray beSoundinthepublicrecordsofthiscounty, and there maybe additional permits required from other governmental entities such• as : vater management districts, state agencies, or federal agencies. tance of permit is verification that I. will notify the owner of the property of the requirements of Florida Lien Law, FS '13 i ature O . er/Agent Data a of Contractor/ Date rint 0 er/A ent's PaY pro - TAMARA M. MCPHERSON - Public - State of Florida MNotaryMyComm. Expires Oct 12, 2012 Commission # DO 830465 Bonded Through National Notary Assn. 1wner/Agent is Personally Known to Me or Produced ID _rL- t7L Az S- Z CIO % J" 7 7 z o PPLICATi01J APPROVED BY: J 4'J_-• Al JA 3 • 3ecial,Conditions: d int Con actor/Agentls,Name GZ. mature of Notary -St e f o irDateTAMARAM. MCPHERSON ter° .` Notary Public -State of Florida My Comm. Expires Oct 12, 2012 Commission # DO 830465 Bonded Through Nationai IJotary Assn. ntractor/Agent is Personally Known to Me or Produced ID Date: e© IIIIIIIII111111NIIIIININit111gIgIN1111111q fill fill Permit Number < /— /GS 7 Parcel Identification Number '30 " b-cq -0-OD ~d 16C Prepared by: ' ' C PePlot -Ida Pool ure: nc. Return to: r?r_sx 52'I16 Longwood, FL. 32752••1136 A;07-260-2800 NOTICE OF COMMENCEMENT State of Florida The undersigned hereby gives notice that improvement(s) 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. 21 m IYANNE MORSE, CLERK OF CIRCUIT COURT IINOLE COUNW 07541 Pg 1486; (ipg) E RK' S # 2011027819 CORDED 03/16hn11 01:32:03 pM ORDING FEES 10.00 ORDED BY J Eckenroth(all) 1. Description of property (legal description of the property, and feet address if available) 2 I-On 4-1 t+ i pt e (. ems 2. General Imdescriptionof prov t sf 41 s 3. Owner informatic Name & Address Telephone & Fax Interest in Proper 4. Fee Simple Title Holder (if other than owner Name & Address n Telephone & Fax Number Contractor Name & Address Telephone & Fax Number 6. Surety (if any) Name & Address Telephone & Fax Number Amount of bond $ 7. Lender (if any) Name & Address Telephone & Fax Number above) Florlda Pool Enclosures Inc. r n Box 521136 407-260-- Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by 713.13(1)(a)7, Florida Statutes. Name & Address Telephone & Fax Number 9. In addition to himself or herself, Own 713.13(1)(b), Florida Statutes. Name & Address Telephone & Fax Number 10. Expiration date of notice of commen different date is specified): the following to receive a copy of the Lienor's Notice as provided in the expiration date is one year from the date of recording unless a WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR l 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 YO R LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECOI INU YO NOTICeOF COMMENCEMENT. J a Signature of Owner or Owner's Authorized Officer/Director/Partner/Manager Print Name U X 1 V Z day mo, 20Sworto (or affirmed) and subscribed before me thisA of -- 3 trustee, by ti krom As Gen Si o n as type of authority, e.g. officer, zZ. zc attorney in fact) for name of party on be alf of whom instrument was v) ex vcut d. personally known to me OR produced 4:- L DG as identificatip'tr. oc,? 5-7 7l ,2 O m Si nature of Notary SEAL tipRVPVe TAMARA M. P L'PHEHSO 1 Notary2+'' Public - State of Fiarida . N me (print) N,; « MY Comm. Expires Oct 12, 2012 AND--- F p°' Commission DD 83C465FOFF:' _ Verification pursuant to Section 92.525, Florida Statutes. Under penali and that the facts Stated i it.are true to the -best of my knoyy dge and ERTIFIEU COP1 1VIARYA NE ' '* L % Sign 23-20 (7/07) CLERK OF CIRCUIT COURT SEMINOLE COUNTY. FLOR DR DFPI'ry rA Cov MAR' 16 2011 foregoinc Seminole County Property Appraiser Get Information by Parcel Number http://www.scpafl.org/web/re web.seminole county_title?PARCEL=... AL DAVWj0HN9aN ZA,ASA low P OPERT,Y PRAiI SER SEM NOLE O017NTY 1../ h1F-F1! Ii01`E:FIRST,ST 9ANPOR! m32771-1468' 4a7= ees soa- VALUE SUMMARY 2011 21 VALUES WorkingCertil GENERAL Value Method Cost/Market Cost/M" Parcel ki: 11-20-30-509-0000-0130 Number of Buildings 1 Owner: ASCENCION AURORA Depreciated Bldg Value 41,300 45 Mailing Address: 124 LONG LEAF PINE CIR Depreciated EXFT Value 600 9 City, State,ZipCode: SANFORD FL 32773 Land Value (Market) 10,000 10 Property Address: 124 LONG LEAF PINE CIR SANFORD 32773 Land Value Ag 0 Subdivision Name: HIDDEN LAKE VILLAS PH 4 Just/ Market Value 51,900 55 Tax District: S1-SANFORD Portablity Adj 0 Exemptions: 00-HOMESTEAD (2001) Save Our Homes Adj 0 Dor: 0103-TOWNHOME Amendment 1 Adj 0 Assessed Value (SOH) 51,900 55 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Val County General Fund 51,900 26,900 25, Amen& nent 1 aajusbnentis not applicable to school assess neno Schools 51,900 25,000 26, City Sanford 51,900 26,900 25, SJWM( Saint Johns Water Management) 51,9001 26,9001 25, County Bonds 51,9001 26,9001 25, The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES Deed Date Book Page Amount Vac/Imp Qualified SPECIAL WARRANTY DEED 12/2000 03993 0443 $65,000 Improved No 2010 VALUE SUMMARY SPECIAL WARRANTY DEED 09/2000 03954 1601 $100 Improved No 2010 Tax Bill Amount: 5 CERTIFICATE OF TITLE 08/2000 03900 0452 $100 Improved No 2010 Certified Taxable Value and Taxes WARRANTY DEED 11/1998 03533 1418 $57,900 Improved Yes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENT WARRANTY DEED 11/1984 01693 1466 $54,000 Improved Yes Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: FP7ick.. LOT 0 0 1.000 10,000.00 $10,000 LEG LOT 13 HIDDEN LAKE VILLAS PH 4 PB 28 PGS 26 T( BUILDING INFORMATION 1 of2 3/15/2011 8:19 AM r +i ems, _ _ !'., i+ •:. gin .', Florida Fool Enclosures, Inc. 927 Hickory Street • Altamonte Springs FL 32701 Phone: (407) 260-2800 • Fax: (407) 260-6411 State Cert. Lic # SCC056689 POWER OF ATTORNEY Tuesday, February 02, 2010 THE UNDERSIGNED HEREBY APPOINTS TAMARA MCPHERSON AS ATTORNEY IN FACE TO APPLY AND RECEIVE A BUILDING PERMIT FOR THE FOLLOWING ADDRESS: M MY ATTORNEY IS HERBY AUTHORIZED TO DO EVERYTHING NECESSARY TO APPLY FOR AND RECEIVE THE BULDING PERMIT AND I RATIF EVERYTHING THE SAID ATTORNEY SHALL DO ON MY BEHALF. e Delahoz Florida Pool Enclosure SCC056689 STATE OF FLO IPA ° COUNTY OF THE FOREG ING INSTRUMENT WAS O EDGED THIS DAY OF Cl!' ,20YO, BY f'i e 1z ,WHO PERSONALLY APPEARED BEFORE ME ANQ- ACKNOWLEDGED THAT HE/SHE SIGNED THE INSTRUMENT VOLUNTARILY FOR THE PURPOSE EXPRESSES IN IT. PERSONALLY KNOWN OR PRODUCED IDENTIFICATION IDENTIFICATION. ALLEN THO PSON PRINT NAME OF NOTARY 1 a Poe'4 ALLEN NEIL THOMPSON 2*• :` = Notary Public - Slate of Florida y * orc My Commission Expires Jan 13, 2012 Commission # DID 748240 nnna NOTARY STAMP From' . .I. 0 W-NCLOS,URES "FACE 03/16/2011 15:17 #002 P.0011001 Florida Pool Enclosures, Inc. SALES CONTRACT 927 Hickory Street • Altamonte Springs, FL 32701 State Certified Contractor SCCO56689 Phone: 407-260-2800 • Fax (407) 260-641 1 www•floddapoolenclosures.com Customer: 2 Ar_ cSC iVs/O/V Address: /2zV__Z,9v4_ _ L ,9—AelP_ Subdivision: E- mail: flGoeo,A ` .5/0 C' L.A& Home Work #: Mobile #: Fax #: Screen Enclosure _ i Insulated 4" 6" 8" 16" : 2a" . 36' Vinyl 4-Concrete Slab Sgft Thick Pavers Sqft_ Pool Enclosure Fart Beam QTY 1 Smooth Woodgrain Acrylic 6-Concrete Slab Sgft Thin Pavers Sgft Screen Room Pan Roof Insulated KP - 2' 3" Glass Footer 8"xB" 8"x12'Lnft_ Travertine Sgft to Sun Room Suntuf Sqft_ • Pet Door Qty Trapezoid Acrylic Finish Color Color Car Porch Clear White SolarG'ay SM • MD LG XL Transom (Top) 2"Deco Drain Lnft Size Porch/Lanai'•' "'` Shingles Color Skylights Qty Clear Grey Bronze 3'x3'DoorPad Qty Coping Lrift ; :•::,. ..; RrXreen/Repair , .• 3 tdlj Architeturdl Hortzonat 51lders Other Color : ••• .: ••• •• rw- II! ii P' I j 0POP A - Frame; Studio Existing Deck: ~ Concrete Pavers Tear Down Sgft Type: Grass Removal Sgft Concrete Removal ... Sgft Special Instructions g;42:: y'H r r x C,7 r, 7: v 5 . : 92oo f,C7' tiTiT Payment Is due in full at the time of completion of work. A finance charge of 1 1/2% per month shall be applied to all accounts not paid In full within 10 days of due date. All material will remain the property of Florida Pool Enclosures until payment is received in full. Right of Access and Removal is granted to Florida Pool Enclosures in the event of nonpayment per the terms of this contract. The customer agrees to pay all interest and any costs incurred in the collection of this debt including reasonable attorney fees. If the customer refuses to allow Florida Pool Enclosures to begin work or complete work already begun, or to accept materials contracted for, customer agrees to pay liquidated damages of a sum equal to 33 1/3% of entire contract price plus cost of materials and labor already furnished or In progress. NOTICETO PURCHASER / DO NOT SIGN THIS AGREEMENT BEFORE YOU HAVE READ IT OR IF IT CONTAINS ANY BLANK SPACES You, the Owner, may cancel this transaction at any time prior to midnight of the third business day after the dateofthis transactio " Op I acknowledge that'ftiave read and understand this contract to include itemsA" ed'on the ' back of this'coritract•and agree to its terms. ef>0S f: ` Buyer / TGf'!% r! C:iP-,S Seller: Florida Pool Enclosures Print Name) ( Subje to approval Seller) Date —( yc :::: - ; ::..:: • . Date OwnorJOUyo Roprot tativo l > Owner/ Buyer Approved Total Contract 1/3 Deposit 1 /3 Layoilt/Eng .. 1/3 Upon Completion.:•: of Installation tt-- ACCORDING TO THE FLORIDA'S CONSTRUCTION LIEN LAW (SECTIONS 713.001-A3.37, FLORIDA STATUTES), THOSE WHO WORK ON YOUR'PROPERTY•OR:PROVIbE MATERIALS AND ARE NOT PAID IN FULL HAVE A RIGHTTO ENFORCE THEIR CLAIM FOR PAYMENT AGAINST YOUR PROPERTY. IF YOUR CONTRACTOR OR•SUBCONTRACTOR FAILS TO PAY SUBCONTRACTORS,** SUBSUBCONTRACTORS, OR MATERIAL SUPPLIERS, THE PEOPLE WHO ARE OWED MONEY MAY LOOK TO YOUR:PROPER&I-FOR PAYMENT, EVEN IF YOU HAVE ALREADY PAID YOUR CONTRACTOR IN FULL. IF YOU FAIL TO PAY YOUR CONTRACTOR, YOUR CONTRACTOR MAY ALSO'HAVE-,A.- LIEN ON YOUR PROPERTY. THIS MEANS IF A LIEN IS FILED YOUR PROPERTY COULD BE SOLD AGAINST YOUR WILL TO PAY FOR LABOR, MATERIALS, OR `6111ER SERVICES THAT YOUR CONTRACTOR OR A SUBCONTRACTOR MAY HAVE FAILED TO PAY. TO PROTECT YOURSELF, YOU SHOULD STIPULATE IN THIS CONTRACT THAT'BEFORE ANY PAYMENT IS MADE, YOUR CONTRACTOR IS REQUIRED TO PROVIDE YOU WITH A WRITTEN RELEASE OF LIEN FROM ANY PERSON -OR COMPANY THAT 'HAS PROVIDED TO YOU A "NOTICE TO OWNER". FLORIDA'S CONSTRUCTION LIEN LAW IS COMPLEX, AND IT IS RECOMMENDED THAT YOU CONSULT AN ATTORNEY. 04 a. O 0) M a 0 0 luu M w r *0 3 c.. w COICE o p 1S• m 17 ,rrV 1j,`Ci1 _ , F' . r CITY OF SANFORD • SUILDIM0 KAN REVIEW PLANNING I'c ENT SERVICES APPROVED DATE • 3 vl SUPPORT HOST STRUCTURE 3Y4" BOX HEADER WALL MOUNT ZO EXISTING SLAB to II I I 2X6 SMB I o li (U 1X3 O.B. 2X3X0.045 I 3x48x0.024 COMPOSITE ROOF PANELS FL.PRODUCT APPROVAL # 1049) 2X3X0.045 1X3 O.B. 2X6 SMB EDGE OF NEW CONCRETE 16'-0' 2X6 SMB cnIri 0m o0 00 X toX FOUR TRACK SLIDING DOORS o'Q M F M 1 15'-4' UNDISTURBED OR 4" NOMINAL CONCRETE SLAB COMPACTED SOIL/ 3000 PSI. MIN.) W/6x6x10/10 SAND W.W.M. OR FIBER REINFORCED POLYPROPYLENE FIBER - 1.5 POUND (MIN.)PER C.Y.] Florida Pool Enclosures Design Department Prepared by: 927 Hickory St. Altamonte Springs, FL Allen Office:407-260-2800 Thompson Fax: 407-260-6411 Sheet Number: 1 of 1 1X3 O.B. N Job Number: 1182 I 3x3x0.090 Project Information: Aurora Ascencion L0 124 Long Leaf Pine Cir. 2X3XO.045 ZO Sanford, FL 32773 C. Parcel ID: I Scale: Not to Scale 1X3 O.B. Date: 3/15/11 General Notes: SCREEN AREA 264 SQ.FT. 1) The length given for the knee braces represents the horizontal and vertical displacements. 2) The locations of doors are incidental to the design. 3) Girts remain the same throughout the design, unless othewise noted. 4) Dimensions are to center of walls and members. Bennett Engineering ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT , I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with I 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AA ASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum loads. Higher bads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Stirling, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Sudings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual within six months of becoming a client and bi-annually thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual, Index, Legend, and Inspection Guide for Screen and Vunyl Rooms. SHEET 2: Checklist for Screen, Acrylic &Vinyl rooms, General Notes and Specifications, Design Statement, and Site Exposure Evaluation Form. SHEET 3: Isometrics of solid roof enclosure and elevations of typical screen room. SHEET 4: Post to base and pudin details. SHEET 5: Beam connection decals. SHEET 6: Knee wall, dowel and footing details. SHEET 7: Span Examples, Beam splice locations and detail, Alternate self -mating beam to gutter detail. SHEET 8-110: Tables showing 110 mph frame member spans. SHEET 8-120: Tables showing 120 mph frame member spans. SHEET 8-130: Tables showing 130 mph frame member spans. SHEET 8-140: Tables showing 140 mph frame member spans. SHEET 9: Mobile home attachment details, ribbon footing detail, and post to beam and anchor schedules. SHEET 10A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 10B: Roof connection details. SHEET 10C: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 10D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 10E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 10F: Tables showing allowable spans and applied loads for riser panels. SHEET 10G: Manufacturer specific design panel. SHEET 10H: Manufacturer specific design panel. SHEET 11: Die shapes & properites. SHEET 12: Fasteners - General notes & specifications, Design statement, and allowable loads tables. EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our -unique "raised" external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers / contractors responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this Identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the Identification mark as specified below to validate the use of 6061 engineering. Cl- 2 EAGLE 606-1 I.D. DIE MARK LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor. 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed in the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license granted in such agreement. 1.4. Will not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractor's own work) would constitute infringement of Bennett Engineering Group's copyright; and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non -infringement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) that the ASDM is free from error. 3. LIMITATION OF LIABILITY. Contractor agrees that Bennelfs entire liability, if any, for any claim(s) for damages relating to Contractor's use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for any consequential, exemplary, Incidental, indirect, or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has been advised of the possibility of such damages. 4. INDEMNIFICATION. 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 attorneys' fees, to the the extent that such action is based upon, or in any way related to, Contractors use of the ASDM. CONTRACTOR NAME: G G N r- 5 to P-0 CONTRACTOR LICENSE NUMBER: O S L v COURSE # 0002299 ATTENDANCE DATE: 2-7 r tO 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 required). . . . . . . . . c. Purlin sizes, span & spacing. .... _ _ . _ _ _ d. Upright sizes, height, spacing & stitching screws (if required) . . . . . . ... . . e. Chair rail sizes, length & spacing. . . . . . . . . . . . . . . . . . f. Knee braces are property installed (if required) . . . . . . . . . . . . . . . . . g. Roof panel sizes, length & thickness . . . . . . . . . . . . . . . . . 3. Check load bearing uprights I walls to deck for. Yes No a. Angle bracket size & thickness . . . . . . . . . . . . . . . . . . . b. Correct number, size & spacing of fasteners to upright . . . . . . c. Correct number, size & spacing of fasteners of angle to deck and sole plate . . d. Upright is anchored to deck through brick pavers then anchors shall go through 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 of beam to receiver or receiver to host structure c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or host structure . . . . . . . . . . . . . . . e. If angle brackets are used for framing connections, check number, size & thickness of fasteners. . . . . . . . . . . . .. . . . . . . . . f. Post to beam attachments to slab . 5. Check roof panel system for. Yes No a. Receiver bracket, angle or receiving channel size & thickness . . . . . . . . b. Size, number & spacing of anchors of beam to receiver . . . . . . . . . . . c. Header attachment to host structure or beam . . . . . . . . . . . . . . . . . d. Roof panel attachment to receiver or beam . . . . . . . . . . . . . . . .. . Notes: PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS Ar(E k. DESIGNED TO BE MARRIED TO CONVENTIONALLY, 1 CONSTRUCTED HOMES AND / OR MANUFAC-PiRED HOMES AND MOBILE HOMES CONSTRUCTED AFTER 198a. , J o Z W w 20 Z NZO LU W >- W E j W O an Wod ~U m J fn (0 U Q Z o IX ZZ cZ W :2 (9 m W Z - Z `o Q LL fn W r- o J cor Q It m O J Lu m LL tu LL 2 m EWC9cxo 11 aa) f o ro_ n C C.) r 0) -5 2 N LWa a O Co 3E C - O m O O o y" Lam 0 Fm r / o THE DESIGNS AND SPANS SHOWN ON VESE DRAWINGSARE BASED ON THE LOAD REQUIREMENTS FORTH22007 FLORIDA ' 19F- BUILDING CODE WITH 2O09 SUPPLEMENTS. `1 a t7OJam` 2 1 SEAL w SHEET w JOB NAME: /% SC NC'/OTC / z La/ V4 I_C^C P/NE r/TL k ADDRESS: 1 Z z totoDRAWING FOR ONE PERMIT ONLY 08-12-2010 OF 12 DESIGN CHECK LIST FOR SCREEN, ACRYLIC & VINYL ROOMS 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code Edition with 2009 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B' or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and highe , 120 MPH or _MPH for 3second wind gust velocity load; Basic Wind Pressure M; Design Press for Screen i Vinyl Rooms can be found on qa2e 3A-ii: a. "B' exposure = PSF for Roofs 8 PSF for Walls b. 'C" exposure = PSF for Roofs & _PSF for Wails c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 For "C" or "D" exposure design bads, 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. j44 F, r171DA4P5,0A1 Phone: ¢07 UO 2860 Contractor / Authorized Rep' Name (please print) Date: Contractor / Authorized ep' ignature Job Name & Address Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . . B. Site plan or survey with enclosure location . . . . . . . . . . . . . . . . . . C. Contractor's / Designer's name, address, phone number, & signature on plans D. Site exposure form completed . . . . . . . . . . . . . . . . . . . . . . . . E. Proposed project layout drawing @ 118" or 1/10" scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and . projection from host structure 2. Front and side elevation views with all dimensions & heights . . . . . . . . 3. Beam span, spacing, & size . . . . . . . . . . . . . . . . . . . . . L Select beam size from appropriate 3A.1 series tables) 4. Upright height, spacing,'& size . . . . . . . . . . . . . . . . . . . . Select uprights from appropriate 3A.2 series tables) Check Table 3A.3 for minimum upright size) 5. Chair rail or girts size, length, & spacing . . . . . . . . . . . . . . . . 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: Yeses No A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . . Section 3A tables used:/[ -/22 CL/Z.(L Beam allowable span conversions from 120 MPH Wind zone, "B' Exposure to MPH wind zone and/or "C' or "D" Exposure for load width_ Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE bord)= L_ EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . . . . . . . . . . . . . Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright or wall member allowable height / span conversions from 120 MPH Wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for load width_: Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED F_ REQUIRED SPAN NEEDED IN TABLE bord)= EXPOSURE MULTIPLIER see this page 3) Yes, No C. Table 3A.3 with beam & upright combination if applicable . . . . . . . . . . D. Connection details to be used such as: 1. Beam to upright 2. ............................. 3. Beam to wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. Beam to beam . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . 5 Chair rail, pudins, & knee braces to beams & uprights . . . . . . . . . . . 6. Extruded gutter connection . . .. . . . . . . . . . . . . . . . . . . . . U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . . . E 4Foundationdetailtype &size . Must have attended Engineer's Continuing Education Class within the past two years. Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built Block, wood frame or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the home owner / contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of I&, using a 4" existing slab and 20'-0" with a type II fooling, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed structure whichever is smaller, away from any other structure to be considered free standing. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to Willy sheds, carports, and / or other structures to be attached. b. 'Fourth wall construction" means the addition shall be self supporting with only the roof flashing of the two units being attached. Fourth wall construction is considered an attached structure. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3' x 0.050" with an 18" x 2" x 0.044" knee brace at each end of the beam. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hurricane zones the minimum live load / applied 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 a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. Definitions, standards and specifications can be viewed online at www.lebpe.com 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. 13. All gutter systems in which the back of the gutter is at or above the pan rib or above the top surface of a composite panel roof shall have a minimum 2' diameter hole in all gutter end caps or alternate water relief ports in the gutter. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 15. All aluminum shall he 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 I NPEA / NSA 2100-2 for catagory I, 11. & III sunrooms, non -habitable and unconditioned. 17. Post members set in concrete as shown on the following details shall not require knee braces. 18. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coals 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 Corotlound 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 warantied as corrosion resistant shall be used; Unprotected steel fasteners shalt not be used. 20. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series.410 series has not been approved for use With aluminum by the Aluminum Associaton and should not be used. 21. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 22. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For rooms where the glazed and composite panellsolid wall area exceeds 40%, glass room engineering shall be used. SECTION 3A DESIGN STATEMENT The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered to be enclosed structures designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of The 2007 Florida Building Code With 2009 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20% 1 = 0.87 for 100 MPH zone, I = 0.77 for 110 MPH and higher zones. All loads are based on 20 / 20 screen or larger. All pressures shown in the below table are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10' and 1 V projection with a 2' overhang. Any greater load width shall be site specific.All framing components are considered to be 6061 T-6 except where noted otherwise. Section 3A Design Loads for Screen, Acrylic & Vinyl Rooms Exposure "B" Basic Wind Pressure Sc Rooms Vinyl Rooms Over Hang All Roofs Roof Walls 100 MPH 13.0 10.0 12.0 46.8 110 MPH 14.0 11.0 13.0 47.1 120 MPH 17.0 13.0 15.0 48.3 123 MPH 18.0 13.3 15.9 50.8 130 MPH 2O.0 15.0 18.0 56.6 140-1 MPH 23.0 17.0 21.1 65.7 140-2 MPH 23.0 17.0 21.1 65.7 150 MPH 26.0 20.0 24.0 75.4 Note: Framing systems of screen• vinyl and glass moms are considered to be main frame resistance components. To convert the above loads from Exposure 'B" to Exposures "C" or 'W see Table 3A-C next page. Table 3A-A Conversion Factors for Screen & Vinyl Rooms From 120 MPH Wind Zone to Others. Exposure "B' Roof Watts Wind Zone MPH Applied Load S Deflection d Bending b) Applied Load S Deflection d) Bending b 100 10.0 1.09 1.14 12.0 1.08 1.12 110 11.0 1.06 1.09 13.0 1.05 1.07 120 13.0 1.00 1.00 15.0 1.00 1.00 123 13.3 0.99 0.99 15.9 0.98 0.97 130 15.0 0.95 0.93 18.0 0.94 0.91 140-1&2 17.0 oAl 0.87 21.0 0.89 0.85 150 20.0 0.87 0.81 24.0 085 0.79 Table 3A-B Conversion Factors for Over Hangs From exoasure "B" to excosure'C' Wind Zone MPH Applied Load S Deflection d) Bending b 10o 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 1112 65.7 0.90 0.86 1st 75.4 0.86 0.80 Conversion Table 3A-C Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Fvnne "R" I Fxnosure "B" to " " Mean Roof Height' Load Convention Factor Span Multiplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 -15' 1.21 0.91 0.94 1.47 0.83 1 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' 1A0 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host stricture or enclosure Values are from ASCE 7-05 SITE EXPOSURE EVALUATION FORM W z a QUADRANTI I O I i soo EXPOSURE B I I I lL z 600' I QUADRANT IV I Lu o O 1ao a 00 I IEXPOSUREI toZ 100 I 40' QUADRANT II ZZ~ F.- I 1W I IEXPOSURE4 6W - - I towz I I 0,0 QUADRANT 111 I p r EXPOSUREIJ i W o0 I L-•--•--•--•--•- L •--•--.J to 0F NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Z w SITE Lu w USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR 'D' w K w EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. t a EXPOSURE C: Open terrain wih scattered obstructions, including surface undulaltions or other W W ai irregularities, having heights generally less than 30 feet extending more than 1,600 feet 0 W mfromthebuildingsiteinanyquadrant ) w 1. Any building located within Exposure B-type terrain where the building is within 100 feet horizontally in any direction of open areas of Exposure C-type terrain that extends mor O tD than 600 feet and width greater than 150 ft. ! J 2. No short term changes in'b', 2 years before site evaluation and build out within 3 ars, t7 site will be'b'. a 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant or g tep w than 1,500 feet. J t`otr 4. Open terrain for more than 1,500 feet in any quadrant u SITE IS EXPOSURE: -115-- EVALUATED BY: DATE: rn W N A ^ SIGNATUR LICENSE #: / LL 08-12-2010 J Q U g o Ztn a-00 wQ2fnLLC 20 r Zf LLI o rNy N J I- U) C W } Z 0-E 0. W CL W W cc W E rn U Z to o W xv U Z v W o Q ziLLuf' a 2 W W i-- to W = U) v Z U Z oVZUrxi 2 fn 0 55W o J W 0 N Q p ItNt t0 "? OMB it 2"'- J K LL W (oofx d W m tL O o CD D) M CO N m t W m 0 N a 1 010 r z i L SHEET wwz U' Z 2 w W ZZw 12 toOF INTERIOR BE PER TABLES 3A. ALUMINUM ROOF S4-%WA& PER SOLID PANEL ROOF SECTION) RIDGE BEAM PER TABLES 3A.1.4) HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EDGE BEAM (SEE TABLES 3A.1.1 & 3A7.2) LW` FOR F'UPRIGHT' HEIGHT (h) k MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILSPAGE7) W/ SOLID ROOF TYP. FRONTVIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/2' 'PIZ @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS ( SEE SECTION 7 FOR DETAILS) SEE TABLES) w w O.H. F- U SOLID ROOF W NO MAXIMUM m ELEVATION SLAB OR GRADE) 4— P = PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH NOTES: ' P' VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF Z-W O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-112" WASHER HEADED SCREW 2'-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 130 140 ISO 8 1 #10 #12 #12 TYPICAL SCREEN ROOM SCALE: 1/8" = V-0" ZO zz Z O F U m wz W Za OOLLO LL W w¢awmp OFz 0wzLL ww WJw QNQtJZa wf' 2 Ul 0 W, r p rn n k 2clj J W`ov LLWLL2 m a6 W ( c m 0 LL2j O LL m w rz ORm Q1 po my N m L W c N m U > C m U a c0 m co F M6 Iff20 lu w SEAL a SHEET O O N z W W FW Z W co N 2 Z12 08- 12-2010 " OF Q PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED -TO POST W/ 1" x 1"x TANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL I" x 2" TOP RAILS FOR SIDE WALLS NITH MAX. 3.6 LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T-0" 110 6'-7" 120 6'-3" 123 6'-1- 130 5'-8' 140182 150 INTERNAL OR EXTERNAL U CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/4" x 2-1/2" BOTTOM W/ 1" x 1" x 2" x 1/16" CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/2" POST AT 24' O.C. MAX. OR S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2" x 0.032" MIN. OPEN BACK MIN. 3-1/2" SLAB 2500 PSI EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH n •" 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 DETAIL 1" x 2" WITH 3) 910 x 1-1/2" S.M.S. INTO SCREW BOSS 2) #10 x 1 1l2" S. M. S. INTO SCREW BOSS ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4" x 2-1/2' CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24' O.C. MAX. MIN. 3-1/2' SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE BEAM/HEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) 910 x 1 1l2" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-118" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 2" = l'-0" HEADER BEAM ANCHOR I" x T CHANNEL TO CONCRETE WITH 4) #10 x 112" S.M.S. EACH SIDE 1/4" x 2-1/4"CONCRETE OF POST ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" H-BAR OR GUSSET PLATE O.C. MAX. OR THROUGH 2" x 2" OR 2" x 3" OR 2" S.M.B. ANGLE AT 24" O.C. MAX POST MIN. (4) #10 x 1/2" S.M.S. @ MIN. 3-1/2" SLAB 2500 PSI EACH POST CONC. 6x6-10xl0 W.W.M. OR FIBER MESH 1" x 2" EXTRUSION VAPOR BARRIER UNDER CONCRETE 1-1/8' MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 2" = V-0" ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2" x 2" OR 2" x 3" POST COMPOSITE ROOF PANELS: 8 x 9/16"TEK SCREWS BOTH 4) 1/4" x 4" LAG BOLTS W/ SIDES 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE 1" x 2-118" x 1" U-CHANNEL OR FRONT AND 24" O.C. ALONG RECEIVING CHANNEL SIDES CONCRETEANCHOR PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = 1'-0" 0) e 1" x 2-1/8" x 1" U-CHANNEL OR 2" x 2" OR 2" x 3" POST RECEIVING CHANNEL 8 x 9116" TEK SCREWS BOTH SIDES ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2-1/8" x l" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR PER TABLE) 1-1/a"MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2" = V-0" EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT ALTERNATE CONNECTION: 2) #10 x 1-1/2" S.M.S. HROUGH SPLINE GROOVES IDE WALL HEADER 1TACHED TO 1"x 2" OPEN TACK W/ MIN. (2) #10 x 1-1/2" M.S. 2" x 2" OR 2" x 3" HOLLOW GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 2" = 1'-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. VVVL IDE WALL GIRT ATTACHED TO x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO 1" x 2" OPEN BACK ATTACHED CONCRETE W/ 1/4" x 2-1/4" CONCRETE/MASONRY TO FRONT POST W/ ANCHORS @ 6" FROM EACH 10 x 1-1/2" S.M.S. MAX. 6" POST AND 24" O.C. MAX. AND FROM EACH END OF POST WALLS MIN. 1" FROM EDGE OF AND 24' O.C. 1" CONCRETE MIN. e TYPICAL & ALTERNATE CORNER DETAIL SCALE: 2" = l'-0" PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY RISER PANELS ATTACHED PER ROOF PANEL SECTION HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2" x 2". 2"x 3" OR 3"x 2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 1/4" x 2-114" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = l -W t OFOR WALLS LESS THAN 6-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES , OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDEOFTHECONNECTIONMUSTBESTRAPPEDFROMGIRTTOPOSTWITH0.050" x 1-3/4" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. O Q co H w2 w a w O zO ULL z wU 0z zO F ULL F•• zw0 zO uz Z O U0 fF w z a 0OOLL 0 wJ i ¢ a m0 OF OwZLL u wwwyzQ Z J- w o- a' (N 0 J. J Q Z U) 20 Z 0 U) >- J U) % W W °d U M F —/ Z O M U ~ Q W Z U) LU W Z_ or: U) J Q dV m COO n O rn n J WcNig' LL-W LL W Cg m x O_ W E O K o °1 C O co CO n co C'j LU oa o J [OU > O m c a ro c F SHEET 0 H O0 w N m LL 08-12-2010 OF 0 0 N m z 0zwwz zzw r- zzw 12 o SOLID) ROOF PANELS (COMPOSITE OR PAN TYPE) FASTEN PANELS TO EDGE BEAM PER DETAILS IN SECTION 7 AND IANDIO F m0u-^ JwwUZ IF KNEE BRACE LENGTH j a. w EXCEEDS TABLE 1.7 USE W = F z CANTILEVERED BEAM u) O m 0 CONNECTION DETAILS EE _ Om w m v SCREEN OR SOLID WALL MAY FACE IN OR OUT) HOST STRUCTURE ROOFING F- 2" STRAP - LOCATE @ EACH POST, (2)1/4" x 2" LAG SCREWS @ 24" O. 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 6" MAXIMUM -3 EDGE BEAM TABLES: 3A.1.1, 2 POST SELECT PER TABLE 3A.3 USE 2 x 3 MINIMUM 2" x 2" x 0.062" ANGLE EACH I ® EXTRUDED SIDE (3) EACH #8 S.M.S. EACH OR SUPER LEG INTO POST AND INTO I ® GUTTER IMAX. DISTANCE TO GUTTER (MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36 WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL @ FASCIA (WITH SOLID ROOF) SCALE: 2" = l'-0" rnW ROOF PANEL SEE SECTION 7) BEAMS MAY BE ANGLED FOR GABLED FRAMES ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3A.3) SEE TABLES 3A.3) 1" x 2" MAY BE ATTACHED FOR POST NOTCHED TO SUIT SCREEN USING (1) 10 x 1-112" @ 6" FROM TOP AND BOTTOM AND 24" O.C. flvl:vk Cy:Z t ZN_\:l:ll:lu[Kd 1.1=L 3i[7. SCALE: 2" = 1'4" w ROOF PANEL SEE SECTION 7) 1-3/4" x 1-3/4" x 0.063" RECEIVING CHANNEL THRU t ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/ THRU OR COMPOSITE PANEL BOLTS FOR SIDE BEAM SEE TABLE 3A.3 FOR NUMBER FOR NUMBER OF BOLTS AND OF BOLTS SIZE OF POST (SEE TABLET3A.3) I ® BEAM AND POST SIZES I 1' x 2' MAY BE ATTACHED FOR SEE TABLE 3A 3) 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'-0" HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND OF BOLTS SEE TABLE 3A.3) 2' x " S.M.B. NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION U-BOLT HEADER OUGH POST AND ANCHOR 2) #10 x 314"S.M.S. @ 6" M EACH END AND @ 24" MAX. iE BRACE tEQUIRED 2 POST ALTERNATE 4TH WALL BEAM CONNECTION' DETAIL SCALE: N.T.S. 2'x9'x0.072"x0.224'BEAM SHOWN 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) WHEN FASTENING 2" x 2" THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. 4 ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM ds = DIAMETER OF SCREW 2da 2" x 6" x 0.050" x 0.120" UPRIGHTSHOWN yl tila STRAP TABLE B slzE C slzE LENGTH x a #12 a• x a x1a i/a x lCr 74 1 NOTES: I • ALL SCREWS 3/4• LONG 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2' x 7" AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. LAP CUT WITH GUSSETT PLATE MAY BE USED. (SEE SECTION 1 FOR DETAIL) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2" =1'-0" EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY PRIMARY FRAMING BEAM SEE TABLES 3A.1.1, 2) w 1-1/2" x 1-112' x 0.080' ANGLE a a Co EACH SIDE OF CONNECTING BEAM WITH SCREWS AS w SHOWN a Q. MINI. 98 S.M.S. x 314"LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES INTERIOR BEAM TABLES: 3A.1.3 BEAM TO BEAM CONNECTION DETAIL SCALE: 2" =1'-0" BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" MOUNTED ANGLE OR RECEIVING ANGLES ATTACHED TO WOODANGLES CHANNEL EXTRUSIONS WITH FRAME WALL W/ MIN. (2) x INTERNAL SCREW BOSSES E O2" LAG SCREWS PER SIDE OR MAY BE CONNECTED WITH L TO CONCRETE W/ (2)1/4- x O2) #10 x 1-112" INTERNALLY MASONRY2- AL ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER MINIMUM #8 S.M.S. x 3/4" W of SIDE FOR EACH INCH OF BEAM c LONG NUMBER REQUIRED m DEPTH LARGER THAN 3 o EQUAL TO BEAM DEPTH w ~ 0 W ALTERNATE CONNECTION: a IN INCHES a e 1) 1-3/4" x 1-3/4"x 1-314"x 118" INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME LU INTERIOR BEAM TABLES: WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS OR TO CONCRETE t9 w 3A.1.3 OR MASONRY WALL W/ (3) 1/4" NOTES: 2x2 x 2-1/4" ANCHORS OR ADD (1) z ANCHOR PER SIDE FOR EACH 0INCHOFBEAMDEPTH ¢ LARGER THAN 3" v BEAM TO WALL CONNECTION DETAIL w SCALE: 2' = l'-0" v Clza z 0 U U. F zw0 HINGE LOCATION O VlzO CTRUSION 2 x 2 EXTRUSION Z Q: WHINGELOCATION za 0oOLL aw 4 Q. HINGE LOCATION m O H ti CDZ LL Of afwusW J Q Q 2 2O ZD J fn i WWoz$ 0 U M H J Z O U ~ Q W rn Z fn gw W Z fn J Q CO 9 N gk 2 m J LL W 0 W ?3 0.) x U LL W O Cc o m CL n C U m n moQ; n CO ClJ" pm0 L W c0 U > O m C (3 IL c C 5 tGJ 1. Door to be attached to structure with minimum two (2) hinges. zw 2. Each hinge to be attached to structure with minimum four (4) #12 x 314" S.M.S.. M u. Co 3. Each hinge to be attached to door with minimum three (3) #12 x 314" S.M.S.. w 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. , w¢ t S 6. If door location is adjacent to upright a 1" x 2" x 0.044" maybe fastened to upright with #12 x 1" a SHEET S.M.S. at 12" on center and within 3" from end of upright U ywx C9 U) SCREEN DOOR CONNECTION DETAIL Cn a SCALE: N.T.S. 08-12-2010 OF 0 0- t72 LuwW U' zw zzw 12 0 ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 1/4" x 2-1/4' MASONRY ANCHOR WITHIN 6" OF POST AND 24" O.C. MAXIMUM RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEE NOTES OF CRETE CAP BLOCK OR BLOCK (OPTIONAL) 1) #40 BAR CONTINUOUS 1) #40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND KNOCK OUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONC. DECK z PPROPRIATE DETAILS) 6 x 6 - 10 x 10 WELDED WIRE ch c 12" c 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 SCALE: 1/4" = V-0" ALUMINUM ATTACHMENT A h' W' N x" 32" 12" 2 10'-W 40" 12" 2 8'-0" 48' 18" 3 6'-0" 56" 18" 3 4'-0" 60" 24" 3 2'-8" 72" 30" 4 V-4" CONCRETE FILLED BLOCK STEM WALL 8" x 8" x 16" C.M.U. 1) #40 BAR CONTINUOUS m ^ r 1) #50 VERT. BAR AT w z CORNERSAND w Y O.C. MAX. FILL CELLS W/ uw) I 2 500 PSI PEA ROCK c v CONCRETE 8' x 12" CONCRETE FOOTING co WITH (N) #5 BAR CONT. ih •W c LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 1. 3-112" concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibennash ®Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturer's specification maybe used in lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted clean fill over (scarified) natural soil 90% density. 2. Local code fooling 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. %. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED ROOMS SCALE: 1/4" - V-0" NEW SLAB '` 12" 44" EXISTING SLAB 930 RE -BAR DRILLED AND EPDXY SET A 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 SCREWS SEE FASTENER TABLE) 1" x 2" CHANNEL 3/4" PLYWOOD DECK USE 2" x 4" OR LARGER DETAILS FOR FRONT WALL UPRIGHTS 1l4' S.S. x _"LAG SCREWS W/ 1/4" x 1-1/2' FENDER WASHER (SEE TABLE @ 6' FROM EACH SIDE OF POST AND 24" O.C. PERIMETER 1/4' LAP PERIMETER DOUBLE STRINGER ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4" P.T.P. Plywood 2-1/2' 514" P.T.P. or Teks Deck 3-3/4" 2" P.T.P. 4' SCREEN ROOM WALL TO WOOD DECK SCALE: 3" = V-0" 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER 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) 114" x 1-314" TAPCON TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPES MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (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: 112" = 1'• 0" (2) #5 BAR CONT. 2" MIN. ( 2) #5 BAR CONT. 1" PER FT. MAX. FOR ( 1) #5 BAR CONT. 2'-0' MIN. 'f ALL SLABS) BEFORE SLOPE 1 m y• r "a.' TYPE 1 TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12' 2" / 12"-1'-10" > V-10" NoteM. 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psi. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,D00 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTM e3TM (Formerly Fibermesh MD) per manufacturers specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type II fooling or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0" projection from the host structure up to a maximum 20'-0' projection require a type II footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 314" = V-0" REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY BLOCK KNEE WALL MAY BE ADDED TO FOOTING (PER SPECIFICATIONS PROVIDED 2500 P.S.I. CONCRETE WITH APPROPRIATE KNEE 6 x 6 - 10 x 10 WELDED WIRE WALL DETAIL) MESH (SEE NOTES ALUMINUM UPRIGHT CONCERNING FIBER MESH) CONNECTION DETAIL 2) #50 BARS CONT. W/ 3- SEE DETAIL) COVER LAP 25" MIN. 3-1l2" 5d MIN. y • MIN. 16" MIN. TOTAL t \ \ \ w \ \\\\\\\\\\\ 6 MIL.VISQUEEN VAPOR z BARRIER 40/\\\/\\/\/ /` \ AREA TO BE ENCLOSED O TERMITE TREATMENT OVER O 16' MIN. UNDISTURBED OR m COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING N otes: 1. All connections to slabs or footings shown in this section may be used with the above footing. }O2. Knee wall details may also be used with this footing. 0 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. -r 4. Crack Control Fiber Mesh: Fibermesh ® Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufacturers a specification may be used in lieu of wire mesh. MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY, FLORIDA a SCALE: 1/2" = 1'-W J O EXISTING FOOTING B" NEW SLAB W/ FOOTING O zO Q U W DOWELED \/\\\\ I zEXISTINGFOOTINGW/EPDXY z8"EMBEDMENT, 25"MIN. LAP O TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/2" =1'-W L- z z 0 zO rn z EXISTING WOOD BEAM OF0 O HEADER k j 1/4" x 2" LAG BOLT (2) PE z POST m00 TYP. UPRIGHT (DETERMINE Zi w HEIGHT PER SECTION 3 — 1" x 2" TOP AND BOTTOM ¢ 0 TABLES) PLATE SCREW 2'-0" O.C. Was m0 OF OwzLL ul 1 U) l J t wLL 10 x 1-1/2" SCREWS (3) MIN. _ m ( PER UPRIGHT TOP & BOTTOM u. CO 2)1/4" MASONRY ANCHORS PER SECTION 9) INTO CONCRETE Q co Z U) w 20 Z O a D 0 3 J (A m 0 > W o. CL W °6 y U CM NJZ U O 0 Fes- Q w sc Z U) 02 2 w m 111 Z U `o C U LL r0 i N Q O m 120- 2 N m J UL W W LIJ , . . IILWmLL $ O o n m n C U M ° 2 m ' ppp8 n L1.i to L o a) g m m V LL o L LC. J W EXISTING FOOTING, N. S SHEET ALUMINUM SCREEN ROOM (NON LOAD BEARING) WALL UNDER WOOD FRAME PORCH SCALE: 2" =1'-0" wx U)~ z 6o wy D LL 08-12-2010 OF O N v 7 0 t9z afw z 0zw r_ z w 12 0 UNIFORM LOAD 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 l l 1 A B C D 3 SPAN UNIFORM LOAD 1 l l l A B C D E A COAAI NOTES: 1) 1 = 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 not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. A(3WQ SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. ALLOWABLE BEAM SPLICE LOCATIONS SCALE: N.T.S. SINGLE SPAN BEAM SPLICE d = HEIGHT OF BEAM @ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50' STAGGERED ON EACH d-.50" d-.50' 1' MAX SIDE OF SELF MATING BEAM PLATE TO BE SAME + + + + + + THICKNESS AS BEAM WE: 7` d-.50' d PLATE CAN BE INSIDE OR . 75' OUTSIDE BEAM OR LAP CUT ........ DENOTES SCREW PATTERN 1" MAX NOT NUMBER OF SCREWS HEIGHT 2 x (d -.50") LENGTH Minimum (stance and r- ..s an ScrewSize ds in.) Edgeto Center 2ds n. Center to Center 2-12ds in. Beam Size Thickness in. 8 0.16 318 7116 2- x 7- x .055' x 0.120-^ 1116 = 0.063 to 0.19 318 12 2' x 8- x 0.072-x 0.224" 1/8=0.125 12 021 7116 9116 2' x 9" x 0.072• x 0.224' 118 = 0.125 14 or 1/4' 0.25 12 5/8 2- x 9- x 0. 82- x 0.306- 118 = 0.125 5116' 0.31 SIB VAI x ur x 9- x .369- 1/4 = 5 refers to each side of splice use for Tx 4' and 2' x 6- also Note: 1. AN gusset plates shall be minimum 5052 H-32 Alloy or have a minimum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1" = 1'-0" 6 z TRUFAST SIP HD FASTENER t"+1-1/2' LENGTH (t+l') @ V3 e 8" O.C. t+1-1/4'0.... oSELF -MATING m g BEAM SIZE VARIES) 00 LL a g J m' eki 21a SUPER OR EXTRUDED GUTTER THRU-BOLT # AND SIZE PER TABLE 3A.3 2" x 2' ANGLE EACH SIDE I BEAM SIZE PER TABLE 1.1 SELF -MATING BEAM POST SIZE PER TABLE 3A.3 THRU-BOLT # AND SIZE PER TABLE 3A.3 LOAD PER TABLE 3A.3 AND SIZE OF CONCRETE ANCHOR PER TABLE 9.1 ALTERNATE SELF -MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER JQ 2 ui a B O w Z J cQC O p z a Z O m o 3 O1 u; I U) m U W N tu ui W a M Cl) IU 05 to S W O w U M rn N LL Z LL Z O m 0 O Z 0 F ¢ W f w U_ N Z v 3 LL LL LIJ m WW 0:LU LLI a 0 Z U 2 LL W Q C f— z0 J Q CDN F O QU LL ct oCD9 z W 0 _ 4k 2 a toz o t W C", O W 0 O U.. W ri LJ.I JO F 2 c mD_ W- LL D Z az Q o r m O U 00 0 LL LLO Q.r C 0 to rC', p W O O n 0 o c OK Q f9 a C')N m L W m W Cr m0 m 0 > O m 0 1- roCUac: OF C0 LL a I- Lu W W c m F Z W fnZG o 0 J7ZaW N 0 toOJ'. 0 W 4Cl It G W ZSHEET i s 0 J Z to W rn y zZ LL W nG m 08-12-2010 OF o Table 3A.1.1-110 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF (47.1 #/SF for Max. Cantilever) Ah-T.- .11- rJIG1 T-G 2'x2"x0.043" 3`x 2`x 0.045" Load Width (fQ Max. Span'U I(bendingWor denection'd') Load Width (fL) Max. Span'L'/(bending'b'or de0ection'd') 1 8.2 Span 3 Span 4 Span Cantilever 1 8 2 Span 3 Span 4 Span Cantilever 5 5'4' d 6'-7' d 6'-9' d V-11' d 5 T-1" d T-6' d T-T d 1'-1- d 6 5'-0' d 6'-2' d F4' d 0'-1 V d 6 5'-T d T-0- d T-2- d 1'-0" d 7 4'-9' d 5'-11" d S-0' d 0'-10' d 7 5.5' d 6'-8" d 6'-10' d 0'-11- d 8 4'-7- d 6-8" d 5'-9' d 0'-10' d 8 5'-T d 6'-5' d 6'-6' d U-11' d 9 4'-5' d 5'-5' d S-6" d 0'-10' d 9 4'-11" d 6'-2' d 6'-3' d 0'-11d 10 4'-3' d 5'-3'--d 5'4' d 0'-9' d 10 4'-10" d F-it' d 6'-1" d 0'-11' d 11 4'-1" d 5'-1' d 5'-Y d 0'-9' d 11 4'-8' d 5'-9' d 5-10' d 0'-10' d 12 T-11' d 4'-11" d S-0' d 0'-9' d 12 4'•6; d S-T d F-8` d 0'-10" d 3" x " x .070 x 3" x 0.045 Load Width ( fL) Max. Span L' I(bending V or deflection d') Load Width ( IL) Max. Spa n'L'/(bending 'b' or defection'dj 1 8. 2 Span 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 6'-1I" d 8'-6` d 8'-W d 1'-3` d 5 T-8' d 9'-5' d 7-8" d 1'-5' d 6 6' S' d T-11' d 8'-2' d 1'-2* d 6 T-2- d 8'-11` d 9-1' d 1'4' d 7 6. 2' d T-T d T-9" d 1'-1' d 7 T-10' d 8'-5" d 8'-7- d 1'-3' d 8 5- 11' d T-3' d T-5' d 1'-1' d 8 6'-W d 8'-1' d 8'-0" d 1'-2* d 9 5'- 8" d 6'-11" d T-Y d 1'4r d 9 T-3- d T-9- d 7"-11" d 1'-2* d 10 5'- 6' d 6'-9' d 6'-11' d 0'-11" d 10 6'-1' d T-W d T-8' d 1'-1' d 11 5'- 3" d SS" d S-B' d 0'-11' d 11 5-11' d T-3' d T-5' d 1'-1' d 12 5'- Y d 6'4' d S•8' d 0'-11" d 12 S-9' d T-1" d T-1" b 1'-0' d 2`x4" x0.0 2"x5-x 0.060` Load Width ( ft.) Max. Span' UI bending 'b' or defection'd' Load Width (ft.) Max.Span' L'/ bendingWor demection'd 1 8, 2 Sp.nT 3 Span 4 Span Cantilever 1 8: 2 Span 3 Span 4 Span CaMax ever 510'- W d 174- d 12'-7" d I 1'-10- d 5 12'-9' d 15'-9" d W-1" d 74' d 6 9'- 5" d 1 V-8' d I V-11" d 1'-9" d 6 12'-0' d W-10" d 15-2' d 2'-2" d 7 8'- 11" d IV-1' d 11'3' d 1'-W d 7 11'-5' d 14'-1' d 14'4' d 7-1' d 8 8'- 7' d 10'-7' d 10'-9' d 1'-7' d 8 10'-11' d 13'-6' d IT-9' d T-11' d 9 8'- 3' d W.2' d 10'-5' d 1'-6` d 9 10'-0" d 1 Y-11' d 13'3' d 1'-11' d 10 T- 11" d T-10' d 9'-11" b 1'-S d 10 10'-2- d 12'-V d 12'-9- d v-10" d 11 T- W d 9'-6" d 9'-5" b 1'-5" d 11 g'-10' d 2-1' d 174' d 1'-9" d 12 T- V d 9'-3' d 9'-0" b 1'-4 d 12 9'-67 d 11'-9' d 11'-11" b 1'-9' d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A. 1.3-110E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF ewe,l-- All- Anal T.c Hollow and Tribute Load Width Single Self - Mating Beams 2'-0" 3'-0" 4'-0" 5'-0" 6'-0- 7'-0" 8' 0 10. _012._o1 14'-G 1 16'-0' 18'-0" Allowable Span' L' bendin 'b' or defection'd' 2" x 4" x 0.050" Hollow IT-7- d l l'-10" d 10'-9" d 10'-0' d g'S" d 8'-11" d 8'-7' d T-11" d T-6' d T-l' d 6'-10" di 6'-6" d 2" x 5" x 0.060" Hollow 1T4' d 15'-1' d 13'-9' d 17-9" d 12'-0" d 11'-5" d 10'-11' d 10'-1' d 9'-6" d 9'-1" d 8'-8' d 8'4" d 2" x 4" x 0.045" x 0.088" 15'-7' d 13'-7- d 12'4" d 11'-5' d 10'-9" d 10'-3" d 9'-10' d 9'-1' d 8'-7' d 8'-2' d T-9' d T4' b 2" x 5" x 0.0S0" x 0.116" SMB 19'-W d 16'-7- d 15'-1" d 14'-0" d 13'-2" d 12'-6" d 11'-11" d 11'-1" d 10'-6' d 9'-11' d 9'-5- b 6'-10- b 2" x 6" x 0.050' x 0.120" SMB 2Y-2' d 19W d 1T-7- d 16!4" d 15'-5' d 14'-T d 13'-11' d 17-11' d 11'-11" b IV-0" b 10'4' b 9'-9" b 2" x 7" x 0.055" x 0.120" SMB 25'-2' d 27-0' d 19'-11" d 18'-7- d IT-6" d 16'-7- d 16-10' b 14'-2* b 1Y-11' b 11'-11' b 11'-2" b 10'-7' b 2' x 8" x 0.070' x 0224" SMB 30'-V d 267 d 24'-2" d 22'-5" d 21'-1' d 20'-1" d 19'-2' d 1T-1 D' d 16'-9" d 15-11' d 163' d 14'-8" d 2" x 9" x 0.070" x 0204" SMB 32'-10" d 28'-8" d 26'-1" d 2 2, d 27-9' d 21'-7" d 2(r-8' d 19'-Y d 18'-1" d 1T-Y d 16'-5" d 15-6' b 2" x 9" x 0.082" x 0.326" SMB 3S3' d 30'-10' d 2T-11' d 25'-11' d 24'-S d 23'3' d 273' d 20'-T d 19'-5' d 18'-S d 1T-8' d 16'-11' d 2" x 10" x 0.090" x 0.374" SM 41'-1' d 36-11' d 37.8' d 30'4' d 28'-0' d 2T-l' d 25'-11' d 24--1' d 27.8' d 21'-V d 20'-1 d 19'-9" d Note: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam Spans. 5. Spans may be Interpolated. Table 3AAAA- 110 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 110 MPH velocity; using design load of 11.0 #/SF eu,..,i.,,,.,, en..., rnrn T Self Mating Sections Tributary Load Width 'W': Purlln Spacing S-0' 6'-0" T-0" 8'-0" 9'-0" 10'-0" Allowable Span ' I: / bending'b' or de8ection'd' 2" x 4" x 0.045" x 0.088" 164" d W3' b 13'-2" b 174" b 11'-T b 11'-0' b IT-6' b 10'-1' b 2' x 5" x 0.050" x 0.116" 18'-9- d 17%2- b 15'-11' b 14'-10" b 14'-0' b 13'4" b 17-8' b 12'-Y b 2" x 6" x 0.050" x 0.120" 20'-7' b 18'-10' b 1T-5' b 16'3" b 164" b 14'-7- b IT-11" b 13'4- b 2" x 7" x 0.055" x 0.120" 22'-5' b 2V T b I W-11" b 1T-9" b 16'-8' b WAG" b I S'-1' b 14'-6' b 2" x 8" x 0.070" x 0224" 30'-1' d 28'4" d 25-11" d 25-3' b 23'-10' b 22'-7' b 21'-7- b 20'-8' b 2" x 9" x 0.070' x 0204" 37-5' d 30'-l' b 2T-10' b W-0" b 24'-T b 23'-3' b 27-2' b 21'-3' b 2" x 9" x 0.082" x 0.326" 34'-10' d 3Z-T d 31 2' d 29'-9" d 28'-8' d 2T-8" d 26'-9' d 26 -W d 2" x 10" x 0.090" x 0.374" 40'-T d I 38'3' d W4' d 34'-9' d 3T-5' d I 3T-3" d 31'3" d 1 30'4' d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated. Table 3A. 2 E 6061 110 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 3 second wind oust at 110 MPH velxity. usino desion load of 13.0 9/SF Sections Tribute Load Width'1M=Members acln 3'-0" 3'-6' 4'-0" S-0" S-6" 6'-0^ 1 6'1" 1 7'1" 1 7'1" Allowable Hei ht 'H'i bendin 'b' orde0ection'd' 2" x 27x 0.043" Hollow 9.3- F-T 8'-0" 7"-6- T-1' 6'-8' 64' 6'-1" 5'-10' 6-7' 3" x 2" x 0.045" Hollow 9'4' 8'-7- T-11' T.5' T-0' 6'-8' t 6'4' t 6'-0' 5'-9- 5'-6" 2"x3"x0. 045"Hollow 1T-8' bi 11'-8" tj IU-1 I' t 104' bl 9'-9' bl 9'-4' t 8'-11' t 8'-6' tj 8'-2r- T-10- 3" x 3" x 0.062" Fluted 13'-2' 12'-1" 11'-3' t to'-T 9'-11' 91S' It 9-0' t V-7' 8'-3" T-11' 2" x 4" x 0.050" Hollow 16'-5' til 15'-1" 14'-1' t 13'-2' t 12'-5- 11'-10' t 11'-3' t lv-9- 10'4- 9'-11- 3' x 2" x 0.070" Hollow 13'-2" 1Y-3" 11'-5' t 10'-9' It 10'J' 7-9' t 9'4' t 8'-11' 8'-T 814' 3" x 3" x 0.090" Hollow 18'-11' 1T-7' tj 16'-5' t 16-6' t 14'-W Itil 14'-0' It IT-5' t 12'-11' til 12'-5' 12'-0- 3" x 3" x 0.125" Hollow 21'-10' 20'-2' 18'-11' t 1T-10' t 16'-11" 16'-1' 15'-5' t 4'-10" 14'-3' 1T-10" 2" x 5" x 0.060" Hollow 21'-2' tI 19'-7' 1 18'-4' t 1T3' t 16'4- tj 15-0" It 14'-9' t 14'-2' bl IT-7- 13'-1- 4" x 4" x 0.125 Hollow 29%2" 26'-11" 1 25'-3" t 23'-9' t 22'-7- 21--6' t 20'-7- It 19'-9- 19--1" 18'-5" 2" x 4" x 0.048" x 0.109" SMB 18'-3' 16'-11' 15'-9" W-10' 14'-1' 13'-5' 17-10' 12'-3' 11'-10' 11'-5' 2" x 5" x 0,050" x 0.116" SMB 21'-8' 20'-W 1 18'-9" t iT-T t 16'-W 15'-11' 15.3' q W-7' 14'.1' 1T-7- 2" x 6" x 0.050" x 0.120" SMB 2T-0' 18'-9' iT-9' 15-11' 16--2' 15-6" W-11' 14'-5- 2" x 7" x 0.055" x 0.120" SMB 2T-1' 23-5' 27-1' 20'-11' 19'-11' 1T-1' 18'-3" 1T-7' 16'-11" 2" x 8" x 0.070" x 0.224" SMB W-7" K21-4.19'-11' 31'-8' 29'- 10' 28'-3' 26'-11" 25.9' 24.9' 23'-10' 2Y.0- 2" x "x 0.07 "x 0.204' SMB3T-9' 32-8" 30'-9' 29'-2' 2T-9' 26'-7' 25'-6' 24'-7"23'-9" 2"x 9" x 0.082"x 0.326"SMB 43'-11"3T-11' 35-10' TA 1' 374' 30'-11' 29'-9' 2B'-8' 2T2"x10"x0.090"x0.374"SMB 57S' 45'-5' 42'-10' 40'-7" 38'-8' 3T-0' 35-7' 3I'-3' 33'-1' 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.3 Schedule of Post to Beam Size Thm-Bolts L= D+%" 114" 0 3/ 8"o Beam Size r Minimum Post Size Minimum Knee Brace' Min. # Knee Breee Screws Min. Stitching Screw Spacing Hollow Beams 2" x4"x0. 050"Hollow 3'x3'x0.090' 2 2'x3'x0.045' 3 #8 2"x5"x0. 060"Hollow 3'x3'xo.09o' 2 2'x3'x0.045' 3 #8 Self-Matn Beams 2" x 4" x 0.048" x 0.109" SMB 3' x 3' x 0.090" 2 2' x 3' x 0.045' 3 #8 8 12" O.C. 2"x5"x 0.050"x 0.131"SM3 3"x3"x 0.090' 2 2'x3'x0.045" 3 #8 8 12'O.C. 2"x 6" x 0.050"x 0.135"SM3 3'x Yx 0.090" 2 2'x3"x 0.045' 3 #10 10 12"O.C. 2'x7"x0. 055"x 0.135"SMB 3"x 3"x 0.090' 2 2 2'x 3"x0.045' 3 #10 10 1Y O.C. 2"x8"x 0.070'x 0.239"SM3 3'x3'x0.125' 3 2 Yx4"x0.048"x0.109' 3 #12 12@12O.C. 2"x9"x 0. 072"x0.219"SM8 3'x3'x0.125" 3 3 Yx Yx 0.050"x 0.131' 3 #14 14 12-O.C. 2'x9"x 0. 082"x0.321"SMB 4'x4'x 0.125' 4 3 2' x 6' x 0.050' x 0.135' 4)#14 14 @ 12"O.C. 2"x10"x0.090" x0.389"SM9 4•x4-Xg.125Y- 5 4 2x7'x0.055'x0.135' 6)#14 14 @ 12"O.C. Double Self -Malin Beams 2 2" x 8" x 0.070" x 0.239" SMB 2' s 5" x 0.050" x 0.131' 6 4 Y x 4" x 0.048' x 0.109" 8 #12 12 12" O.C. 2 2"X9"x0. 072"x0.219"SMB 2'x 6'x0.050"x0.135' 6 4 Yx5'x0.050'x0.131' 8)#14 14 1Y O.C. 2 2"x9"x0. 082"x0.321"SMB 2x7'x0.055"x0.135' 8 6 2x6'x0.050"x0.135' 8)#14 14 11 O.C. 2 2"x10"x0. 090"x 0.389"SMB 1 2" x 8' x 0.070' x 0239' 1 10 1 8 1 2"x T x 0.055'x 0.135" 10 #14 A The minimum number of thru bolts is (2) Minimum post / beam may be used as minimum knee brace Knee Brace Min. Length Max. Length 2' x 2' x 0.043' 1'4" 7-0" 2' x Y x 0.043" 1'4" 7-0' Y x 2" x 0.043' 1'4" 7-0' 2" x 3' x 0.045" 1'-6" 2'-6- Y x 4" x 0.050" 1'-6' T-W EAGLE 6061 ALLOY IDENTIFIERT"' INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I. D. DIE MARK m J f J 0 0 Z O U F ujIll U 1] Z4Z 0PQ U1 0 Zzw 20 K to a0 Oj O Q F- mW Co FO ce0wzWitz WW W fn Z Q0JWa. xeiOLL tu J D Z ui Q 11 U) w o o0 O of N Z Z U J Wm m W Q Z o. Z W 2LU old U r'nrn g LLIL) N g O 0 DU - a cl Q c N Z ¢ 9 a W (M 5 W Z CO v Z w Z W OU n it 3 J fp Q N F Nr ° 0 D T- C,EEr yy Z N I LL W m ( W LL [¢ Z m aE W 6 c m d W - LL m O a 0) C (~ j C' Co y t N m C U 0a'1 r O o W " AIJG 20 K 0 W QSEAL 11v w SHEET r to J W U) 81000 12 08-12- 010 OF a 0 l]! 0 Z ZKW Z0 ZW Lu Z Zw mMEu Table 3A.1.1-120 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF (48.3 #ISF for Max. Cantilever) Aluminum Allov 6061 T-6 2" x 2" x 0.043" 3" x 2" x 0.045" Load Width (fL) Max. Span L'/(bending b' or deflection'dj Load Width (11.) Max. Span'L'/(bending b'or deflection'dj 1 8 2 Span 3 Span 4 Span Canterlever1 & 2 Span 3 Span 4 Span Cantilever 5 6-l' d 6'-3' d 6'-4' d 0'-11' d 5 6-9' d T-1' d T-2' d 1'-1' d 6 4'-9- d 5'-10" d 6-11" d 0--11' d 6 S-S d 6'-8' d 6'-9' d l'-0" d 7 4'-6' d S-T d 5'4r d 0'-10' d 7 5'-l' d T-4' d 6'-5' d V-11' d 8 4'4' d 64' d S-S* d V-10' d 8 4'-11' d 6'-0' d F-2' d V-11' d 9 4'-2' d 5'-2' d S-3' d" 0-10' d 9 4'-8' d 5-10' d 6-11" d 0'-11' d 10 4' -0' d 4'-11' d 5d 0'-9" d 10 4'-0' d 5'-7- d 5'-9' d 0'-10- d 11 3'-11' d 4'-10' d 4'-11' d 0'-9' d 11 4'•5' d 5 d 5': d 0'-10' d 12 T-9- d 4'-8- d 4--8- b 0'-9- d 12 4'-3- d 5'-0- d 5--S- d 0'-10' d x " x 0.070" x3 z . Load Width ( ft.) Max. Span'L' bond ng b' or defleetion'd') Load Width ( IL) Max. Span'L' bending b' or deflection d') 1 & 2 Sp.nT 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 6'-6' d 8'-0' d 8'.2" d 1'-3' d 5 TJ' d 8'-11' d 9'-l' d T-5- d 6 S-1' d T-T d 7'-9' d 1'-2" d 6 6'-10' d 8'-5" d 8'-T d 1'4' d 7 V-10' d T-2' d T4- d 1'-7' d 7 6'-6' d T-11' d 8'-2' d 1'J' d B S-T d 6'-10' d T-0- d 1'-1" d 8 6'-7 d T-8' d T-9' d 1'-2' d 9 5'4- d 6'-T d 6'-9' tl 1'-0" d 9 5'-17' d T4' d T-0' d 1'-2' d 10 6-2" d SS' d 6' d V-11' d 10 5'-9" d T-7' d T-2' b 1'-7- d 11 S-0' d S-2' d 6'4- d V-11' d 11 5'-T d 6'-10' d 6'-10' b 1'-1- d 12 4'-10- d T-W d 6'-1' d 0'-11' d 12 5'-5" d 6'-8- d 6'-T b 7'-0' d x 4" x 0.050" 2- x 5" x 0.060" Load Width ( fL) Max. Span'L'/ bendingb'or deflection :a Load Width ( 11.) Max. Span'L'/(bond in 'b'or deflection d' 1 & 2 Span 3 Span 4 Span I CeMax. er 1 & 2 Span 3 Span 4 Span Cantilever 5 g'-6' d 11'-8' d 11'-71' d 1'-10" d 5 12'-1' d 14'-11' d 15-3' d 74' d 6 F-11' d 11'-W d 11'-3' d 7'-8' d 6 11'4' d 14'-0' d 14'4' d 7-2" d 7 8'-W d 10'-6' d 10'-8' d 1'-T d 7 10'-9' d 13'4" d 13'-T d 7-7" d 8 8'-1' d 10'-0' d 10'-2' b 1'-T d a IVA d 17-9- d 1T-0" d 1'-11" d 9 T-9' d 9'-T d 9'-T b 7'-6- d 9 9'-11" d 17-3' d 17-V d 1'-11- d 10 Tfi' d 9'-3' d 9'-1' b 1'S' d 10 LE d 11'-10' d 17.0' b 1'-IW d 11 T-3' d 6'-11" b 8'-8' b 1'-5" d 11 9'-3' d 11'-6" d 11'-5" b 1'-9' d 12 FT d 8'-T b 8.4' b 1'4- d 12 9'-0- d 11'-2" d 10'-11' b 1'-9' d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2 Spans may be interpolated. Table 3A.1.3-120E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #/SF Aluminum Allov 6061 T-0Hollow and Single Self -Mating Beams Tributary Load WI 2'- 0" 3'-0" 4'-0" 5'-0' 6'-0" T-0" 8'-0" 1 1 12.1 14'-0" 1 16'-0" 1 18'-0" pan' L' / bending 'b' or 2" x 4' x 0.060" Hollow 12'-10' d 11'-3' d 10'-2' d 9'-6' d 8'41- dl 8'-6- d 1- d T-6- d T-1- d 6'-9- d 6'-2- d 2" x 5" x 0.060" Hollow 16'-5" d 14'4' d 17-11' d 17-1" d 11'4" d 1 V-9' d 10'4- d 9'-T d 9'-0' d 8'-T d T-10" d 2" x 4" x 0.045" x 0.088" 14'-W d 12'-10' d 11'-8' d 10'-10' d 10'-2' d 9'-8" d g'-3" d 8'-T d 8'-1- d T-8' b 6'.9' b 0. 116' SMB 1T-11" d 15'-8' d 14'-3' d 11'-10' d 11.4' 9'-3- b 8.2- b 2" x 6" x 0.050" x 120" SMB 20'-11"d 18'4' d 16'-8- 15'-5' d 14'-T d 3'-10' d 13'-3' ll'-11" b 1041- b 0'-2- b 1(Y-4' 8'- 11' b 0. 120SMB 23'-10'd 2U-lord 18'-it- 15'-T b 14'-T b IV-0' b 9'-9' b 2" x 8" x 0.070" x 0.224" SMB 28'-ig'd 25'-2' d 27-10' d 21'-3' d 19'-11'd 1W-11'd 18'-7 d 16'-10'd 15'-10'd 15'-1" d 13'-10' d 2" x 9" x 0.070" x 0.204" SMB 31'-1' d 2T-1' d 24'8- d Era I1" d 21'-6- d 20'-5' d 19'-T d 18'-2' d 1T-1' d 16'-2' b 14'-3' b 2" x 9" x 0.082" x D.326" SMB 33'4' d 29'-2' d 26'-6' d 24'-T d 2T-2" d 21'-11' d 21'-0' d 79'-6' d 18'4' d 7T-5" d tfi'-0- d 2" x 10' x 0.090" x 0.374" SM 38'-11' d 33'-11' d 30'-10" cl 28'-W d 26-11- d 257 di 24'-6- d I 22'-9- d 1 21-S- d I 2D'4- d 1 19'-5- d I 18'-W d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on wind bad plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. S. Spans may be interpolated. Table 3A.1.4A-120 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13.0 #1SF Aluminum Alloy 6061 T-6 Self Mating Sections Tribute Load Width 2l dIn S acin 5'- 0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" Allowable Span'L' I bending b' or deflection'd 2" x 4" x 0.045" x 0.088" 14'4' b 13'-1" b 17-1' b 11'4' b 10'-8- b 10'-2' b T-W b 9'-3' b 2" x 5"0.050" x 0.116" 1T4' b 15'-9' b 14'-T b 13'-W b 1 T-11' b 17-3' b 11'-8' b 11'-2' b x2" x 6" x 0.050" x 0.120" 18'-11' b 1T4' b 16'-W b 14'-11' b 14'-T b 13'-5' b 17-T b 17-3- b 2" x 7" x 0.055" x 0.120" 20'-T b 18'-10' b 17W b 16'4' b 15*4' b 14'-7' b 13'-11' b IT-1- b 2" x 8' x OA70" x 0224" 28'-S' d 26'-V d 24'-10" b 23'-3' b 21'-11" b 27-9- b 19'-10' b 16'-11' b 2" x 9" x 0.070" x 0.204' 30'4' b 2T-W b 2S-7' b 23'-11' b 27-T b 21'-5' b 20'-5' b 15-T b 2" x 9" x 0.082" x 0.326" 37-11' d 31'4r d 27-5' , d 28' 2' d 2T-1' d 26'-2" d 25-0' b 23'-11- b 2" x 10" x 0.090" x 0.374" 38'-5' d 36'-7 d 34'4' d 37-10' d 31'-T d 30'-W d 29'S' d 28'-W d Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 2 Spans may be Interpolated. Table 3A.2 E 6061 120 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 For 3 second wind bust at 120 MPH valocitv: using design load of 15.0 #/SF Sections 3'-0" 3'-6" 4'-0" Load 4- 6" S'-0" 5'-6" acin 6'- 0" 6'-6' T-0" i ht 'H' ection'd' 2" x 2" z 0.043' Ilow 8'-7' T-11' T<' 10" 6'-6' 6'-1' S'-10' 6-6- 5'-3' 6-1' ow 8'-7' T-11' 6'-10' S'-9' 5'-6' 5'-3" 4'-11' bI 0. 045" H ow 11'-9' 10'-11' 10'-2" 9'-T 9'-0' 8'-T 1' T-9' T-5' T-1' led 1T-2' 11'-2' 10'-5" 9'-9" 8'-3' T-1o" T-W 7'-3' 2" x 4" x 0.050" Hollow 15'-2' 13'-11 17-11' 17-2' 11'-5' 10'-10' 10'4" T-to' 9'-5' 3' x 2" x 0.070" Hollow 12'-2' cl 11'-4' 10'-8' 10'-0' 9'-6' 9'-1' 8'-8'bi 6'-4' T-11' bI 7-0' tI 3" x W x 0.090" Hollow 1T-8' tl 16'-4' 15'-4' 14'-5' 13'-8' 13'•7' 12'-6' 17-0' 11'-T 11'-2' 3" x 3" x 0.125" Hollow 19'-0' cl 18'-6- 1T-7' 16'-T 15'•9' i5'-0' 14'-,V lT-I(r bi 17-4' 17-10' 2" x 5" x 0.060" Hollow 79'-8' bI 18'-2' 16-11" 15'41- 15--0' t 14'-3' 13W" 13'-W 17-6' 1 17-0' 4" x 4" x 0.125 Hot low 26-11' 24'-8' 23'-6' 22'-2' 21'-0" t 20'-0' 19'-2' 10-5" 1T-9' I 1T-7 2" x 4" x 0.048" x 0.109" SMB 16'-11' bI 16-8' 14'-8" 13'-9' tj I T-0' t 12'-5' 11'-10" 11'-0' 10'-11' t 10'-6' 2" x 5" x 0.050" x 0.116" SMB 20'-1' 18'-7' 1T-5- 16'-4- IF-6" 14'-9- 14'-1' 1 T-6 bi 13'-(r t 17-7' 2" x 6" x 0.050" x 0.120" SMB 21'-5" 19-10" 18'-6' 1 T-5' 16'-6' 15'-9' 151-W 14'-5' bi IX-1 0' t 13'-5' 2" x 7" x 0.055" x 0.120' SMB 25'-2" 23'-3' 21'-9- 20'-W 19'-5' 1 18'-W 1T-8' 16-11' 16'4' 1 1S-9' 2" x 8" x 0.070" x 0224" SMB 34'-0" 31'-5' 29-5' 2T-8' 26'-3' 11 26-0' 23'-11' 27-11' 27-2- 21'4' 2" x 9" x 0.070" x 02D4" SMB 36-1' 32'1i' 30'4' 28'•T 2T•1' 25'-10' 24'-0' 23'$" 27-10' 2' x 9' x 0.082" x 0.326' SMB 40'-10' 3T-10' 354' 3T4' 31'-T 30'-1' 28'.10' 2T-8" 26'-8' 2" x 10" x 0.090' x 0.374" SMB 48'-10' 94T-2" 47J' HICIr-10' 37'-9' 35'-11' Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2 Spans may be interpolated. Table 3A.3 Schedule of Post to Beam Size Thru- Bolts L. D+,A" 1/ 4"o 3/8"e Beam Size Minimum Post Size Minimum Knee Brace' Min. # Knee Brace Screws Min. Stitching Screw Spacing Hollow Beams 2" x4"x0.050'Hollow 3'x3"x0.090' 2 2'x 3'x 0.045' 3 #8 2" x 5' x 0.060" Hollow 3" x 3' x 0.090" 2 Y x 3' x 0.045' 3 #8 Self - Malin Beams 2" x 4"x 0.048"x 0.109"SMB 3'x3'x 0.090- 2 2 x3'x0.045' 3 #8 8 @ 12'O.C. 0. I3 SMB 2 7x3'x0.045' 3 #8 8 12.O.C. 2" x 6" x 0.050" .135" SMB 3' x 3' z 0.090' 2 7 x 3' x 0.045' 3 #10 910 12' O.C. x 0.135" SMB 2 2 T x 3' x 0.045' 3 #10 10 @ 12- O.C. 2" x8"x0.070"x 0.239"SMB 3"x Xx 0.125' 3 2 2' x 4' x 0.04W x 0.109' 3)#12 12 @ 12.O.C. 2" x9"x 0.072"x 0.219"SMB 3"x3'x 0.125" 3 3 2' x 5'x 0.050' x 0.131' 3)#14 14 @ 12"O.C. 2" x9"x0.082"x 0.321"SMB 4'x4'x 0.125' 4 3 7%6'X0.050'X0.135' 4)#14 14 @ 12'O.C. 2" x10" x 0.090'x 0.389' SMB 4x4"x0.125' 5 4 2' x T x 0.055' x 0.135" 6 #14 14 @ 12'O.C. Double Self -Malin Beams 2 2"x8"x0.070"x0.239"SMB 2" x 5'x0.0SWx0.131- 6 4 2' x 4' x 0.048' x 0.109' 8)#12 12 12.O.C. 2 2'x9"x0.072"x0.219"SMB 2'x6'1i 0.050'x0.135' 6 4 7x5'x0.050'x0.131' 8)#14 14 12'O.C. 2 2"x9"x0.082"x0.321"SMB 7x7'X0.055"X0.135" 8 6 2'x6'x0.0SWx0.135" 5)#14 14 12'O.C. 2 2'x10"x0.090"x0.389"SMB 2'x8'x0.070"x0.239' 10 8 7xTx0.0S5'x0.135' 10 #14 14 12.O.C. The minimum number of thru bolls is (2) Minimum post / beam may be used as minimum knee brace Knee Brace Min. Len th Max. Length 2' x 2' x o.043' 1'40 2' -W 2' x 2' x 0.D43' 1'4' 7-0' 2' x 2" x 0.043" 1'4' 7-01 T x 3- x 0.045" 11-T 7.6' 2- x 4- x 0.050- 1'-6' 3'-0- EAGLE 6061 ALLOY IDENTIFIERT11 INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identiflication mark (Eagle 6061-) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this Identification mark to simplify Identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the Identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.D. DIE MARK O Q m J W tQ9 W O Z OU E- KWUO ZZ Oa U F Z Zw020 W N aZOj 0it Q f W E to O of- Ow w RW WW coyZ ¢ L9 w ZJWa K to OWU. JJQ U) O M ZZ (n Q v Q 2 0- o Z 0 LLU $ J W Z LU g m W a CO 2 t'n mU o U- o to U } EL 0 U UQN H aCO Z Q m W M3W Z Z U O `o U 1- J W N Q CO It cc It a O O r- O n J Wcov W Wu_ 2 0. W (e IL tu tL ai 1 O n j ti n 3m3 C UcW.1r 3w 0) Joon N L - a O MCi G J m N on m GI7 10 Zw J;iSHEETz Z w' Q8- 120 k KLL w m 08-12- 2010 1 OF tr- 1 Table 3A.1.1-130 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #ISF for Max. Cantilever) 4lrrmim rm All -anal T-A x 2" x 0.043- 3" x 2" x 0.045" Load Width (fL) Max. Span'L'/(bending 'b' or deflection'd') Load Width (ft.) Max. Span L'/(bending b'or de0ection'dj 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Cann1 aver 5 4'-10" d 6-I1" d 6'-1' d 0'-11" d 5 S-5' d 6'-9' d 6'-10' d' 1'-0' d 6 4'-6" d 5'-7" d 5'-9' d 0'-10' d 6 S-2' d 6'4' d 6'-T d 0'-1 V d 7 4'4" d 5'4' d 5'-5' d 0'-10' d 7 4'-10' d S-0' d 6'-7 d 0'-11' d 8 4'-1" d S-1' d S-2" d 0'-T d 8 4'-W d 5*-9' d 6-10" d T-11' d 9 T-11' d 4'-1 V d 4'-11" d 0'-9' d 9 4'-6" d 5'-6' d 6.8' d 0'-10' d 10 3' 10' d 4'-9' d 4'-10' b 0'-T d 10 4'4' d 5'4" d 5'-5' d 0'-10' d 11 3'-8' d 4'-7' d 4W- b W-V d 11 4'-2' d S-2' d 5'-3' b 0'-10' d 12 3--T d I 4'-5- d 4'4- b 0'-8" d 12 1 4--1- d I 5'-0" d I V-W b 1 0'-9- d x 2" x 0.070- 2" x 3" x 0.045" Load Width (fL) Max. Span'L' I (bend in 'b' or demaction'd') Load Width (fL) Max Span'L' I (bond in 'b' or denection'dj 1. 2 Spanr 3 Span 4 Span Max Cantilever1 & 2 Span 3 Span 4 Span om M' Cantilever 5 6-2' d T-8' d T-10' d 1'-2' d 5 6'-1 V d 8'-6" d 8'-8" d 1'4" d 6 S-10" d 7*-3" d 7"4' d 1'-1' d 6 6'-6" d 8'-0' d 8'-2" d 1'-3' d 7 5'-7' d 6'-10' d 6'-11' d, 1'-1' d_ 7 6'-2' d T-T d T-9' d 1'-7 d 8 5'4" d 6'-7' d 6'-T d 1'-0" d 8 5'-11' d T-T d T-S d 1'-1' d 9 5'-1" d 6'4' d 6'-5' d 0'-11' d 9 S-B' d V-11" d T-1' b 1'-1" d 10 4'-11' d CA' d 6'-T d 0'41' d 10 S5' d 6'-9- d S48" b 1'-0- d 11 4'-9' d 11*7 5' 11' d 6'4r d 0'-11' d 11 6-4' d 6-7''-d6-4*'' b 1'-0' d 12 d 5'-9' d 5-10- d 1 0'-11- d 12 5-7 d 6'4- b 6'-1- b CA1- d 2" x4'x0. 0" 2"x5"x0. 60 Load Width ( ft.) Max Span'L'/ bend in Wor deflection'd') Load Widlh ( IL) Max Span 'L'/(bend in 'b' or deflection'd' 1 & 2 Span 3 Span ICantilever4SpanMax. 1 & 2 Span 3 Span 4 Span Ca H ever5 9'-0- d 11'-7 d 11'-5' d I 1'-9" d 5 11'-T d 14'-T d W-V d 7-2- d 6 8'-6" d 10'-W d 10'-9" d 1'-7" d 6 10'-10" d 13'-5' d 13'-8' d 7-1" d 7 8'-1' d 9'-11" d 10'-1' b 1'-W d 7 10'-3' d 12'-8' d 17-11" d 1'-11" d 8 T-9' d 9'-0- d 9'-6' b V-6' d 8 9'-10' d 17-2' d 12'-5" d T-10' d 9 T-5' d 9'-7 d B'-11' b 1'-5- d 9 g'-6' d 11'-8" d 1 t'-9" b TAW d 10 7-7 d 8'-9' b 8'£ b 1'4' d 10 9'-7 d 11'-3' d 11-7 b 1'-9" d 11 6'-11" d 8'4' b 8'-1' b 1'4' d 11 8'-10' d 10'-11" d 10'-W b 1'-8' d 12 6'-9- d T-11- b T-9- b 1'-W d 12 8'-7' d 1 10'-7" b 10'-2' b 1'-W d Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A.1.3-130E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 NSF Aluminum Allow 6061 T.6 Hollow and Single Self -Mating Beams TriLoad Width 2'-0" T-0" 4'-0" T-0" 6'-0" 0"butary T- 0" 8' 121" 1 14'-0" 1 16'-0' 1 18'-0" Allowable Span' L' I bendin W or deflection'd' 2" x 4" x 0.050" Hollow 17-3" d 10'-W d 9'-9' d 9'-0' d 8'-0' d 8'-l" d T-9' d T-2' d 6'-9' d 6'-5" d 6'-7 d 5'-10' b 2' x 5" x 0.060" Hollow 15'-7' d 13'-8' d 17-5' d 11'-6- d 10'-10" d 10'-3' d 9'-10- d 9-2- d 8' 7- d 8'-2- d T-10- d T-V d 2" x 4" x 0.045" x 0.098" 14'-W d 12'-3' d 11' 2' d 10'4' d T-9' d 9'-3' d 8'-10" d 8'-2' d T-W b T-2- b 6'-8- b 6'4" b 2" x 5" x 0.050" x 0.116" SMB 1T-7 d 14'-11' d 13'-7- d 17-T d 11'-11' d 11'-3' d 10'-10- d 10'-0' d 9'-V b 8'-T b 8'-1' b T-T b 2" x 6" x o.050" x 0.120" SMB 20'-0' d 1T5' d 16-11" d W-9' d 13'-10" d 13'-2' d 12'-6" b I V-7 b 10'-7 b 9'-5' b 8'-10' b 8'4' b 2" x 7" x 0.055" x 0.120" SMB 27-9" d 19'-10' d I W-0" d 16'-9' d 15'-W b 14'-6" b 13'-7- b 17-7 b 11'A" b 10'-3" b 9'-7' b 9'-l" b 2" x 8" x 0.070" x 0.224" SMB 27'-T d 23'-11' d 21'-10' d 20'-3' d 19'-V d 18'-1' d 1T4' d 16'-1- d IS-1" d 14'4' d 13'-W b 12'-11' b 2" x 9" x 0.070" x 0.204" SMB 29'-T d 25'-10" d 23'-6' d 21'-10' d 20'S' d 19'-0' d 18'-8' d 1T4' d 15-3" b 15-1' b 14'-1' b 13'4" b 2" x 9" x 0.082' x 0.326" SMB 31'-10' d 2T-9' d 25'-3' d 23'-5' d 2Y-1' d 20'-11" d 20'-0' d 18--T d 1T-6" d 16'-W d 15'-11"d 15'-3" d x 10" x 0.090" x 0.374" SME 3T-1' d I 32'-5' d I 29'5' d I 2T4' d I 25'-T d 1 245' d 1 234' d 1 21'-8' d I 20'-5" d 1 19'-5- d 18'-6' d 17'-10" d Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 49 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 3A. 1.4-130 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF er.,min„ m An- anal T.a Self Mating Sections Tribute Load Wldth'W' = Pudin Spacln S-0" 6'-0- T-0" ' 8'-0" 9'-0" 10'-0" 11'-0" Allowable Span' L'Ibendin 'b'ordemection'd 2" x 4' x 0.045" x 0.098" 13'4' b 17-2' b 11'-0' b 10'-T b 9'-11' b 9'S' b 9'4' b 8'-7' b 2" x 5" x 0.050" x 0.116" W-1" b 14'-W b 13'-T b 12'-9' b 17-0- b I l'-5' b 1g'-Ur b 10'S" b 2" x 6" x 0.050" x 0.120" 1T-W b 1 S-1' b 14'-1I' b 17-11" b IT-7 b 12'-6' b 11'-11' b 1IW b 2" x 7" x 0.055" x 0.120" 19'-2- b 1T5' b 16'-3' b 15'-2- b 14'4' b 13'-T b 17-11" b 175' b 2" x 8" x 0.070" x 0224" 2T-7 d 24'-11" b 23'-7 b 21'48' b 20'-1 b 19'4' b 18.5' b 2" x 9" x 0.070" x 0.204" 28'-7 b 2S-9- b 23'-10' b 274- b 21'-0- b 19'-11" b 19'4r b 18'-7 b 2" x 9" x 0.082" x 0.326" 31'-5' d 29'-7" d 28'-1' d W-10- d 25'-9' b 24'-5' b 2T4' b 274' b x 0. 090" x 0.374" 36'-W d 34'S" d 37-T d 31'4' d 30'-1" d 29-1' d 28'-1' b 26'-10' b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be Interpolated. Table 3A. 2 E 6061 130 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T-6 Fnr 3 seennd wind nuct at 130 MPH velneity- -Inn rl elnn load of 1a-0 eISF Sections Tribute Load Width W'= Member s cin T-0" 3.41- 4--0" 4'-b" 5'-0" Allowable Hal ht 'H' I bendin 'b' or deflection'd' 2" x 2" x 0.043" Hollow T-7 6'-8' 6'-7 5'-10' 5*-6' S'-3' 4'-1 l' 4'-9' 4'-6" 3" x 2" x 0.045" Hollow T-2" 6'-T 6'-2- 5'-9' S'-5' 5' -2' 4'-Il V 4'-8' 4'-5' 2" x 3" x 0.045" Hollow 9'-11" 9'-3" 8'-8' 8'-2" T-9' T4' 6'-11- 6'-T 6'-4' 3" x 3" x 0.062" Fluted 10'-2' 9'-5' B'-10' 8'-3" T-10- T-5' 7'-1' 6'-9' 6'-6' 2" x 4" x 0.050" Hollow 9" 17-W 11'-9" la-11' 10'4" 9'-10' 9'4' 8'-10- 81-6' 8'-2' 3" x 2" x 0.070' Hollow 3' 10'S' 9'-8' 9' 2' 8'-8" 8'-3' T-11' T5" 7'-3' 6'-11' bi 3" x 3" x 0.090" Hollow 2' 14'-11' IT-11" 1T-2' 17-6' 11'-11" 11'5' 10'-11- 10'-T 10'-2- 3" x 3" x 0.125" Hollow 1T-2' 16'-1' 15-2' 144' 13'.8" 13'-1' 12'-T 12'-2' 11'-9' 2" x 5" x 0.060" Hollow 11' 13T-3'34"-6jL2-3' I&-T 15'-5' 14'-5' 13'-8' IT-11' 174' IV-9' 11'4' 10'-10' 4" x 4" x 0.125 Hollow 5' 27-1 V 21'-5' 20'-3' 19'-2' 18'-0' 1T-6' 16'-10' 16'-2' 15'-8" 2" x 4" x 0.048" x 0.109- SMB 6' 14'-3' 1 T4' 17.6' 11'-10" 11'-3' 10'-9' 10'4" 9'-11" T-T 2" x 5" x 0.050" x 0.116" SMB 6'-11' 15'-10' 14'41' 14'-1" 13'-5" 17-10- 174- 11'-10" 11'-5- 2" x 6" x 0.050" x 0.120" SMB 6' 18'-l' 16'-10' 15-10' 15'-0" 14'4" 13'-8' 1S-1" 17-8' 17-2' 2" x 7" x 0.055" x 0.120" SMB 11" 21'-3" 19'-10' 18'-8- 1T-8- 16'-10' 16'-l' 15.5' 4'-10' 14'4' 2" x 8" x 0.070" x 0.224" SMB 28'$" 26'-10" 25-3" 23'.11' 27-10' 21'-10' 20'-11' 20'-2" 19'S" 2" x 9" x 0.070" x 0.204^ SMB 29'-T 2T-0' 26'-1' 24'-8' 23'-6' 275' 21'-T 20'-10' 20'-1' 2" x 9" x 0.082" x 0.326" SMB 3 34'-6' 32'-3' 30'-5' 28'-10' 2T-5' 26'-3" 25'-3" 24'-3' 23'-5" 2" x 10" x 0.090" x 0.374" SMB 44'-7' 41'-3' 38'-T 36-4 bi 34'-5 32'-1(r b131'-5' 30'-2T 29'-1' news: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A. 3 Schedule of Post to Beam Size x 4' x x4'x Minimum post / beam may no used as minimum knee brace Screw Knee Brace Mln. Len th Length 7 x 2' x 0.043" 1'4' 2' x 2" x 0.043" 1'4" 7 x 2" x 0.043" 1'4" M26' 2' x3' x 0.045' 1'$' 2'x 4"x 0.050" 1'-6' EAGLE 6061 ALLOY IDENTIFIERThI INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique " raised" external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The Inspector should look for the identification mark as specified below to validate the use of 6051 engineering. 6Z ,) ' EAGLE 6061 I.D. DIE MARK WQ W 0 Z O ULL W U 0Z Z0 Ff) F ZW 0 W Z LL ou. 0 0 K N Z_ m0 O F" H W Urw wljwm w W zI z w OWL ., W 1 UWrA JWWH U) Lu h N LL J Q fn M Z Z fn Q d 20 ( Y 3 Of m W 0 Z 2 W Ull J U I. Q fM Z 2 W rQ) W Z U O to U W J to a tU) 0 CO 9 JW m II W LL2d5W c X d W LL ai O O n m a rn C U D 0) Z3oca m coo z m - to .. 0 ui W 0 N c E n n 0 N rn00 m0L) rA cm ma LL 0N SHEET f `? " 8- 130 08- 12-2010 1 OF 12 IL K Z Z_ Ix WZ ZZ W r- uJZ W to X Table 3A.1.1-140 E Eagle Metals Distributors, Inc. Allowable Edge Beam Spans - Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF (65.7 #/SF for Max. Cantilever) Aluminum All.. 6061 TA 2^ x 2' x 0.043" 3" x 2" x 0.045" Load Width (fL) Max Span I: / (bendin b' or deflection d) Load Width ( it-) Max. Spa bending b' or deflection'd 1 & 2 Span 3 SpanK4% 11" Cantil vcr 1 & 2 Span 3 Span 4 Span CaMa Max. 5 4'-T d 6.8" d 6-10' d 5 53' d V-6' d 6'-T d 0'-11- d 6 4'4' d 5'4' d 0'-10• d 6 4'-11' d V-1' d 6'-2' d 0'-11" d 7 4'-2' d 5-1' d 0'-9' d 7 4'-8' d 6-9" d 5-11' d 0'-11', d 8 T-11' d 4'-11" d 0'-g' d 8 4'-W d 5'-0' d 6-W d 0'-10' d 9 3'-10' d 4-8' d 0'-9' d 9 4'4' d 64' d 5-5' d 0'-10" d 10 3'-8' d 4-6' d 0'-8- d 10 4-2' d 6-2' d 5-2" b 0'-9' d 11 T-T d 4.5' d 0'-8" d 11 4'-0' d 4'-11" d 4'-11' b- 0'-9' d 12 T-5- d 4'-3- b 4'-t' b 0'-8' d 12 3'-i t' d 4'-10' d 4'-9' b 0'-9• d 3" x 2" x 0.070" 1.3 " x 04045' Load Width ( fL) Max Span I:I (bend ing'b' or deflection'd Load Width ( it-)x. ) Max Span L'/ (bend tng'b' or deflection d 1 & 2 Span 3 Span 4 Span Max Cantilever 1 & 2 Span 3 Span 4 Span Ma Cantilever 5 5-11" d T4' d 7'-6' d 1'-1' d 5 6-T d 8'-2- d 8'4' d T-3• d 6 S.7' d 6'41" d T-1" d 1'-1' d 6 6-Y d T-W d Ti 0" d 1'-2' d 7 5'4' it 6'-T d 63' d 1'41- d 7 6-11" d T4- d TS' d T-1' d 8 5'-1' d 6'-3' d 6-5' d V-11• d 9 5W d 6-11' d T-0• b T-l" d 9 4'-11' d 6'-1' d 6-r d V-11' d 9 6-5" d V-9' d 6'-T b 1'-0" d 10 4'-9' d F-10' d 5-11' d 0'-11" d 10 6-3' d 6'-6' d b 0'41" d 11 4'-7- d S-8' d S-9' d 0'-10' d 11 5'-1" d 6'-r b 5-11• b 0'-11' d 12 4'-5- d 5.6" d 5-7" d 0'-10- d 12 4'-11- d 5'-11- b 5-9- b MAI* d 2" x 4" x 0.050- 2" x 5" x 0.060" Load Width ( ft.) Max Span L'/(bend ing'b' or deflection V) Load Width ( tL) Max Span'L'/ bending'Wordeflection'd 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Ca U x. ever 5 8'-8- d 10'-8' d 10'41' d 1'-8- d 5 11'-0- d 13'-W d 17-11• d 1 7-1" d 6 8'-2' d 10'-1- it 10'-3' b 1'-6' d 6 10'-5" d 17-10" d 13'4" d 1'-11" d 7 T-9- d 9'-7' d 9'f" b 1'-6' d 7 g'-10- d 12'-2- d 17-5- d V-10" d B T-5' d 9'-2' d 6-11' b 1'-5' d 8 7-5" d 11'-8' d 11'-9' b 1'-9" d 9 T-1' d F-W b 6-5" b 1'4' d 9 9'-1' d 11'-2' d 11'-1' b 10 6-11' d 8'-3' b T-11' b t'4- d 10 6-9' d 10'-10- d 10'-0b 1'd 3'- 116'- 8" d T-10' b T-T b 1'-3' d 11 6-6- d 10'4- b 70'-0- b 1'-T d 12 6. 6' d T-6" b 1 T-3" b 1 1'-3- d 1 12 8'-3" d 9'-11' b 9'-7-b T-T d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Table 3A. 1.3-140E Eagle Metal Distributors, Inc. Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 17.0 #/SF Aluminum Allov 6061 T-6 Hollowand Single Self - Mating Beams Trlbula Load Width 2'-0" T-0" 4'-0' 5'-0' 6'-0- T-0" B'.01 10-0 1 12-0 1 14'-0" 1 W-13" 18'-0" Allowable Span bending'b' or deflection'd' 2" x 4" x 0.050" Hollow 11'-9" d 10'3' d 9'4' d 8'-W d 6-2" d T-9" d T-5' d 6-10" d 6'-T d 6'-T d 5-10' b 6-6' b 2" x 5" x 0.060" Hollow W-11• d IT-1- d 11'-11V d 11'4- d 10'-5' d 9'-10- d 9'-5' d 8-T d 8'-3' d T-10" d T-6' d T-2' d 2" x 4" x 0.045" x 0.088" 13'-5" d 11'-9' d 10'-8' d 9-11' d T4' d 8'-10' d 6-6' d T-10' d T-3- b 6'-8' b W-T b 5.11• b 2" x 5" x 0.050" x 0.116' SMB 16'-5' d W4' d 13'-l' d 17-1- d 11'-5' d 10'-10' d VY4' d 9'-7- b 8'-9' b 8'-1" b T-T b T-Y b 2" x 6" x 0.050" x 0.120" SMB 19'-Y d 16-9' d 15-3" d W-Y d 13'4- d 17.6' b 11'-9' b W-6" b T7' b 8'-10' b 8'a' b T-10" b 2" x 7" x 0.055" x 0.120" SMB 21'-T d 19'-W d 174' d W-1" d 14'-9" b 13'-T b 12'-9' b 11'-5' b 10'-S b 9'-8• b 9'-0• b it - b 2' x B" x 0.070" x g224" SMB W4- d 2Y-W d 20'-11' d 19'-5' d 1T-T d 1T4' d 16W" d 15-5' d W-6" d 13'-9' b 17-10" b 12'-1' b 2' x 9" x 0.070" x 0204" SMB 265' d226 40 27-Fd 06 19'd 10-8' d T 6-T d 1564' W-Y b IT-3' b 12'-6- b x 9" x d 22'- 2r8 19-3dT10' db 1-915'-11' d2" Y x 10" x 0.090" x 0.374" SME 35-7- d 31'-1• d 2B'-3' d 1 W-2" d I 24'-8' d 1 23'-5' d I 27-5" d I WAD* d 1 19'-7• d 18' 7- d 1T-9" d I 1T-1' d Note: 1. It is recommended that the engineer be consulted on arty miscellaneous framing beam that spans more than 40' 2. Spans are based on wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wag connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. S. Spans may be Interpolated. Table 3A.1.4A- 140 E Eagle Metal Distributors, Inc. Allowable Spans for Ridge Beams with Self Mating Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 140-M MPH velocity; using design bad of 17.0 #/SF eh,min.,m ern., anal T-9 Self Mating Sections Tributa Load Width'1M= Purlln Spael 5'-0" 6,-0- T-0" " 9'-0" Allowable Span'L'/trend( ' b' or deflection'd' 2" x 4" x 0.045" x 0,088" 12'-6' b 1 t'-5' b 10'-7- b 9%11• b 9'4' b 6'-10' b 8'-5' b V-1' b 2" x 5' x 0.050" x 0.116" 16-2' b 1T-10' b 17-9' b 11'-1 V b 11'3" b 10'-W b 10'-2- b 9-9' b 2" x 6' x 0.050" x 0.120" 16-T b 15'-2' b 14'-0" b 13'-l' b 12'4- b 11'-9" b 1 T-Y b 10'-W b 2" x 7" x 0.055" x 0.120" W-W b W-5' b 15-3' b W-3' b 13'-5' b 17-9' b 17-T b 11'-8" b 2" 0.070" x 0- 25'-8' b 23'-6' b 21'-9' b 20'4' b 19'-2' b 16-Y b 1T4" b 16-7' b 2' x 9" x 0.070' x 0204" 26'-T b 24'.2" b 22'-5- b 20-AV b 19'.9- b 18'-9- b 1T-10' bfflib2" x 9" x 0.082" x 0.326' 30'-Y d 28'4- d 26'-11- d 26-8- b 24'-r b 2Y-11• b 21'-11' b 2" x 10" x 0.090" x 0.374" 35-2' d 3T-1" d 3T-5" d 30'-W d 26-11" d 27-4r b 264• b Notes: 1. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 2. Spans may be interpolated. Table 3A.2 E 6061 140 Allowable Upright Heights, Chair Rail Spans or Header Spans Under Solid Roofs Proprietary Products: Eagle Metal Distributors, Inc. Aluminum Alloy 6061 T- 6 Fnr 3 eennnd wind nuet .1140_1R2 MPH velneii-_ -ine cl almn Inad of 21.0 Y/SF Sections Tributa Load Width 1M= Member)p2, cin T-0' 3'-6" 4'-0" 4••6" 5'-0" 5'-6" 0" 6'-6` 7'-0` 7'-6" Allowable Hel ht 'IT / bendiniciV or deflection'd' 2" x 2" x 0.043" Hollow T-2' F-7- 6'-1' 6-8' 5'-4- 6-0' 4'-9- 4'-F 4'-4' 4'-1' 3" x 2" x 0.045" Hollow 7'-2' 6'-6' 6'-1' 5'-8' 6-3" 4'-11' 4'-8' 4'-5' 4'-3" 4'-0- 2" x 3" x 0.D45" Hollow T-11' 9'-Y 8'-0' T-11' T-T T-1• 6'-8' 6'-0' 6'-1' 5'-9" 3" x 3" x 0.062• Fluted 10'-Y 9'-4' 8'-W 1' T-7' T-7 6-10' 6'-6' 6'-2' 5'-11- 2" x 4" x 0.050' Hollow 17-8' 11'-6 10'-9' 16-1' 9'-0" 8'-11" 8'-0' A" T-9' T-5- 3" x 2" x 0.070" Hollow 10'-5' 9'-7- 8'-6• 8'-0' T-T T-3• 6'-11• 6'-8' 6'-5" 3" x 3" x 0,090" Hollow 4'-11' 13'-10' 1' 17-r 11'-T 11*4r 10'-7• 10'-r T-T 9'-5' 3" x 3' x 0.125" Hollow 1T-Y 15-11' 14'-0" 13'4' 173' 17-2" 11'3' 11'-3- 10'-10' 2" x 5" x 0.060" Hollow 16'-T 15-3' 13'4' 17-T 11'-11' 11'4' 0'-10" 10'4- 9'-11' 4" x 4" x 0.125 Hollow 22.11' 21'-3' 18'-9' 1 T-9' 16'-11" 16'-2" 16-7' 15'-0' W-6" 2" x 4" x 0.048" x 0.109" SMB 14'3' IT-T 11'-T 10'-11" 10,_Y 9'-11, 91-6' 9'-7 8'-10- 2" x 5" x 0.050" x 0.116- SMB 16-11' 15-8' 135'-188* 13'-9- 13'-l' 12'-5' 11'40' 11'-5' 10'-11' 10'-T 2" x 6" x 0.050" x 0.120" SMB 18'-t' 1F-8' 14'-8' 13'-11' 13'-3• 17-0' 7-1' 11'-8" 111-W 2" x 7- x 0.055" x 0.120" SMB 21'-3' 191-8" 17'3" 16'4' 1 S-T 14'-1 V 14'-3' 13'-9" 13'-3' 2" x 8" x 0.070" x 0.224 SMB 28'$' 26'-7' 0" 23'4' 2Y-2' 21'-1' 20'-2' 19'4' 18'-8• 18'-0' 2" x 9" x 0.070 x 0204"SMB 29'-T 2T-5' 24'-1' 27-10- 21'.9' 20'-10' 19'-11 19'-3- 18'-7" 2" x 9' x 0.082" x 0.326' SMB 34'-6' 31'-11' 0' 28'-1' 26-8' 25-5- 24'-3' 23'4' 0..5' 21'-8• 2" x 10" x 0.090" x 0.374" SMB 41'-3' 38'-Y 33' 7- 31'41' bI 30'-5' tj 2T-1' 2T-1 26'-11' 26-11" 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be Interpolated. Table 3A.3 Schedule of Post to Beam Size rnti-Bolts L=D+ h" ll4" e 3/8' o Beam She Minimum Post Size Minimum Knee Brace' Mln. # Knee Brace Serews Mtn. Stitching Screw Spacing Hollow Beams 2"x4" x0.050" Hollow 3'x 3'x 0.090' 2 2"x3x0.045' 3 #8 2"x5"x 0. 060"Hollow 3'x3'x0.090' 2 2'x3'x0.045' 3 #8 Setf-Malin Beams 2" x 4"x 0.048"x 0.1D9'SMB 3'x 3'x 0.090' 2 2"x3'x0.045' 3 #8 8 @ 12-O.C. 2" x 5" x 0.050' x 0.131' SMB Y x 3" x 0.090" 2 2" x 3" x 0.045' 3 #8 8 @ 12- O.C. 2•x6"x 0. 050•x 0.135"SMB 3'x Yx0.090' 2 2'x3'x 0.045' 3 #10 10 @ 12-O.C. 2"xrx0.0S5"x0. 13S"SMB 3'x3'x 0.090" 2 2 2"x3"x 0.045' 3)#10 10 @ 12-O.C. 2"x8"x 0. 070"x 0.239"SMB 3'x Yx0.125" 3 2 Yx 4'x 0.048'x 0.109" 3 #12 12 @ 12- O.C. 2"x9"x 0. 072"x 0.219"SMB 3'x 3'x 0.125' 3 3 2*x5"x0.050-x0.131' 3 #14 14 @ 12- O.C. 2"x9"x 0. 082"x 0.321"SMB 4-x 4'x0.125' 4 3 2"x6'x0.050'x0.135' 4 #14 14 @ 12- O.C. 2"x 10'x0. 090"x 0.389'SM13 4'x4'x0.125' 5 4 2-x 7' x 0.055' x 0.135' 6 #14 14 @ 12- O.C. Double Self -Mating Beams 2 2" x 8' x 0.070' x 0239"SMB 2' x5' x0.05Wx0.131' 6 4 2'x4'x0.048"x0.10T 8 #12 12 12'O.C. 2 2"x9"x0. 072'x0219"SMB 1x6'x0.05U"%0.135' 1 6 1 4 1Yx5"x0.050"x0.131' 8 #14 1 #14 1r O.C. 2 2'x9"x0. 082"xg321"SMB Y x7'x0.055-x0.135" 8 6 rx6"x0.050"x0.13S 8)#14 14 tY O.C. 2 2" x 10" x 0.090" x 0.389" SMB I Y x B' x 0.07D' x 0.239' 1 10 1 8 1 2" x T x 0.055' x 0.135 10 #14 14 @ 12- O.C. The minimum number of 0vu bolts is (2) Minimum post / beam may be used as minimum knee brace Knee Brace Min. Len th Max Length Y x r x 0.043" T-4- Z.O. 2' x 2' x 0.043" T4' 2'-0" r x 2' x 0.D43' r-4- 2'-0' 2' x 3' x 0.045' 11-43" 2'-6' 2' x 4' x 0.050' 11-W 3'-0' EAGLE 6061 ALLOY IDENTIFIERTh7 INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised' external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I. D. DIE MARK O Q m b J Fa- W ltl LL W O Z O LL U 1= W W U Z ZaZ 0Pa UP U'ZZW 0 2O offaW Z D. OLLO? oM Q~ N133 w0 O t- WO z LL itWWWy Za U wJW C 0_ fA O wr LLI JQU) M Z a2EQ_ a W W m C0 )_ W W Z 2 L.JW W oI IY U J LL Q O Coll) Z Q Z W ch 3 W Z Z W O U) U J W Q U) It N 0 O Zk 2 J WM V^ W LL 2 s£ W m O c m d _, OLLn 3'' OCD n C~ LLq ro 0o c Ujrot a) J Go U > p m U d 0 W W 0 0 N cE a U) Nm 0 O ino 0Uv mvLL0 N J, yy SHEET J U J W t r llQJ _ coo 8-140 12 08- 12- 010 OF O Z ur w Z_ ZZ WKZ WcoLN REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x 1" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING ALTERNATE: 4" x 4" P.T.P. POST W/ SIMPSON 4" x 4" POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATIONS TOP & BOTTOM THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME JSTALL NEW 48" OR 60' UGER ANCHOR PER RULE 5C @ EACH NEW PIER. JSTALL 1/2" CARRIAGE BOLT HRU PERIMETER JOIST AND TRAP TO NEW AUGER NCHOR ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE / MANUFACTURED HOME SCALE: 1/4" = V-0" REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS / RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS / RAFTER THE FLOOR, WALL, AND ROOF SYSTEM ARE THAT OF MOBILE MANUFACTURED HOME NAIL STRAP W/ 16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/ #8 x l" DECK SCREWS @ 16" O.C. VERTICALLY REPLACE VINYL SIDING 8"'12 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 1- r`--OME KNEE WALL W/ 2 x 4 P.T.P. BOTTOM PLATE, STUDS & DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE SIMPSON SP-1 OR EQUAL SHEATH W/ 1/2" P.T. PLYWOOD NAILED 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 6YelllLgWL u ery INTERIOR BEAM (SEE TABLES 3A.1.3) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH' LOAD WIDTH IS 112 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLES 3A.3) LENGTH 16" TO 24- MAX. ALL FOURTH WALL DETAILS POST SIZE (SEE TABLE 3A.3) MAX. POST HEIGHT (SEE TABLES 3A.2.1, 2) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE / MANUFACTURED HOME SCALE: 1/8" = T-0" Table 3A.3 Schedule of Post to Beam Size Minimum post r beam may be used as minimum knee brace Knae era- Min. Len th Max Len th T x T 1' 4; Z4r Tx2' 1•-4• 2•4r T x T 2•-0- 2•x3• 1•.6' T-T 2'x4• r•6-1 3•-0• STUD WALL OR POST RIBBON FOOTING SCALE: 112" = 1'-0" Minimum Ribbon Footing Wind Zone Sq. FL x Post An,•ho @ 48" O.C. Stud• Anchors 100 : 123 110 -14 V-0' ABU 44 SP1 @ 32. O.C. 130 -14D-1 30 -17 1''-0' ABU 44 SP1 @ 3Y O.C. 140.2 -150 30 - 20 1-3' ABU 44 SPH4 @ 48- O.C. Maximum 16projection from host structure. For stud walls use 12' x 8' L-Bolts @ 48' O.C. and 2' square washers to atlach sole plate to fooling. Stud anchors shall be at the sole plate only and coil strap shall lap over the top plate on to the studs anchors and straps shag be per manufacturers specifications. 3A. 8 Anchor Schedule for Composite Panel Roam Components Connection Description 80-100 MPH 110-130 MPH 140-150 MPH Receiving channel to roof 10 x (r+1/2•) SMS 10 x (T+12') SMS 10 x (T+1/2") SMS panel at front wall or at the 1 @ 6' from each side 1 @ 6" from each 1 @ 6' from each receiving channel. of the panel and of the panel and of the panel and 0. 024" or 0.030' metal 1 @ 12. O.C. 10 8. O.C. 1 @ 6- O.C. 114' x 1-1/2'lag 114'x 1-12'lag 318'x 14W lag Receiving channel to 1 @ 6" from each end of 2 @ 6' tram each end of 2 @ 6" from each end of wood deck at front wall. receiving channel and receiving channel and receiving channel and 2 pine or p.tp. framing 1 @ 24. O.C. 2 @ 24. O.C. 2 @ 24- O.C. 1/ 4' x 1-1/T Tapeon 1/4' x 1-1/2' Tapcon 318' x t-112' Tapcon Receving channel to 1 @ V from each end 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 @ 32. O.C. 1 @ 24. O.C. 2 Q 24- O.C. Receiving channel to uprights, 8 x 3/4' SMS 10 x 314" SMS 14 x 314' SMS headers and other wall 1 @ 6' from each end 1 @ 4' from each end 1 @ 3" from each end connections of component and of component and of component and 0. 024" metal 7 @ 36- O.C. 1 @ 24- O.C. 10 24" O.C. 0. 030" metal 1 @ 48- O.C. 1 @ 32' O.C. 1 @ 32- O.C. 1/ 4' x 1-12' lag 1/4' x 1-12" lag 318• x 1-12' lag Receiving channel to existing 1 @ 6' from each and 1 @ 4' from each end 1 @ 3' from each end wood beam, host structure, deck of component and of component and or In6ll connections to wood 1 @ 30- O.C. 18- O.C. 1 @ 21- O.C. Receiving channel to existing 1/4' x 1-3/4'Tap Tapcen 3!8'x 1-1/2'Tapcon concrete beam, masonry wall, 1@6from each nd 1: 14'x-12' rom each end 1 @ 3" from each end slab, foundation, host structure, of component a ponent and of component and orinfillconnectedtoconcrete. 1 @ 48- O.C. 24- O.C. 1 @ 24- O.C. 1 @ 6' from each en 1 @ 3" from each Roof Panel to top of wall ofcomponent component end of component 1@12. O.C. 1@8.O.C. 1@6-O.C. a. To wood lox"r+1-1/2' lox•r+1-12' tox•t'+1-1/2" b. To 0.05"aluminum 10 x'r+1/2' 10x'r+12' Ox'r+1/2' Notes: 1. The anchor schedule above Is for mean roof height of 0.20'. enclosed structure, exposure'8", I = 1.0. maximum front wall projection from host structure of 16', with maximum overhang of Z, and 10' wall height There is no restriction on room length. For structures exceeding this criteda consult the engineer. 2. Anchors through receiving channel into roof panels, wood, or concrete / masonry shall be staggered side to side at the required spacing. 3. Wood deck materials are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75. Reduce spacing of anchors for "C' exposure by 0.83. 4. Concrete is assumed to be 2.500 psi @ 7 days minimum. For concrete strength other than 2,500 psi consult the engineer. Reduce anchor spacing for'C" exposure by 0.0. 5. Tapeon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1- lW embedment at minimum 5d spacing from concrete edge to center of anchor. Roof anchors shall require 1-1/4' fenderwasher. Table 4.2 Schedule of Allowable Loads I Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load 1 Maximum load area (Sq. FL) @ 120 M.P.H. wind toad Diameter Anchor x Embedment Number of Anchors 1 2 3 4 114" x 1" 264#/11SF 528#/22SF 792#/33-SF 1056#/44SF 114" x 142" 396t#17-SF 792#f/33SF 1188#/50SF 1584#166SF 114" x 2-112" 660##28SF 1320#l55SF 198OW83SF 264fWl lOSF 5116" x 1" 312#/13SF 624#26SF 936#/39SF 1248#/52SF 5116" x 1-12" 468#/20SF 936#/39SF 1404#/59SF 1872##78SF 5116" x2-12" 780#/33-SF 1560#/65SF 2340#198SF 3120#1130SF 318" x 1" 356#/15SF 712#l30SF 1068#l45SF 1424##59SF 318" x 1-1/2' 534#122-S 7068#145SF 1602#167-SF 2136##89-SF 318" x2-12" 890#137SF 1780#/74-SF 2670#/111SF 356OW148SF Note: 1. Anchor must embed a minimum of 2' into the primary Trost WIND LOAD CONVERSION TABLE: For Wind ZoneslReglons other than 120 MPH (rabies 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 1.01 120 27.4 1.00 123 28.9 0.97 130 32.2 0.92 140. 1 37.3 0.86 I.-. 37.3 0.86 150 1 42.8 0.80 Allowable Load Coverslon Factors for Edge Distances Less Than 9d Edge Distance Allowabla Load Multipliars Tension - rShear 12d 1.10 127 11d 1.07 1.18 10d 1.03 9d 1 AI) Bd 0.98 . 0.90 7d 0.95 0.81 I" 6dC,91 0.72 scl 0.0R I D.63 Note: ] 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spa hnp between anchors shall not be less than 9d where d is the anchor diameter. 2. Concrete screws are limited to 2' embedment by manufacturers. 0 3. Values listed are allowed loads with a safety factor of 4 applied. 4. yaw Productsequaltol may be substituted. S. Anchors receiving loads perpendicular to the diameter are In !onion. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift bad by the anchor allowed load. Fora Y x 6" beam with: spacing -T-0' O.C.; allowed span = 25'-T (fable 1.1) UPLIFT LOAD = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 11/2(25.75') x T x 7# 1 Sq. Ft.] / ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 630.875# / 300# = 2.102 Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' alowable toads for 2,5DO p.s.i- concrete. W LL z OU. U H W U0 Zaz OQ U z z a z Oin zlZO F U K w z tt. Dc 0Ou- W a lL a D0 O to W tLILI w iCYWWZa z{ u a. ow W -. 1 U w Mw F to 0 0WNU) 9LL Q c oZ CO W 20 Q o N ZOmU) 3 O0 U1 c m W z U) W m O = CL W0 aU in U) m n0 9m Uo Z Q Q Q c o ` v LU OQ to UJI m ZS ( W U) fn LL o J N Q It S W ALL Jw m 2 m W6D_ W `` LL o 0 a) Q: o rz vm C U 10 a) ticaa LU o a) J m Ur >_ 0 m U o L 3 0 CLQ Fm- 10 S SHEET 9 12 t7 ZO w Wz 0 zWF W W to 08- 12-2010 1 OF LOU, 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 adquale 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 rapacity. 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 at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift toads than dead load + live loads. Spans for pans are based on deflection of U80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1" fine thread sheet rock screws at 16" O.C. each wa 10.Spans may be interpolated between values but not extrapolated outside values. 11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B, 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13. All exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealenL Panel area around screws and washers shall be cleaned with xylene (xylol) or other solvent based cleaner prior to applying caulking. 14. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating 15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. ROOF PANELS DESIGN STATEMENT: The roof systems are main force resisting systems and components and cladding in conformance with the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using loads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0 to 20'; 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind loads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live load of 10 PSF. The design Wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140E and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5, Analytical Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to" " Exposure "B" to "D" Mean Roof Height' Load Conversion Factor Span Multiplier Load conversion' Factor Span Multiplier Bending Deflection Bending Deflection 0 -15, 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20'-25' 1.34 0.86 D.91 1.60 0.79 0.86 25'-30' 1.40 0.85 0.89 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS 10- I I12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = V-0" O of 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = 1'-0" Of WITw 12.00' CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2" = 1'-0" ALUMINUM SKIN TABLES Open Structures Mono Sloped 1- 0.87 for 90 to 100 MPH 1- 0.77 for100 to 150 MPH KCp1- 0.00 Zone 2 bads reduced by 25% Screen Rooms Attached Covers 1= 0.97 for 90 to 100 MPH 1= 0.77 for 100 to 150 MPH KCp1 a 0.00 Zone 2 Glass & Modular Enclosed Rooms Roof Ovens I=1.00 KCpi - 0.18 Zone 2 Overhang / cantilever All Rooms 1-1.00 KCpi - 0.18 Zone 3 Basic Wind Pressure Effective Area Basle Wlnd Pressure Effective 50 20 Area 10 Basic Wind Pressure Effective 50 20 Area 10 Basic Wind Pressure Effective 50 20 Area 10502010 100 MPH 13 13 16 25 17 20 23 26 17 23 27 30 17 27 38 45 110 MPH 14 14 17 20 18 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 20 23 22 25 30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21 24 23 26 32 35 23 34 41 45 23 41 57 69 130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 140.1 MPH 23 23 27 31 30 34 40 46 30 44 53 59 30 53 74 89 140-2 MPH 2.3' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 150 MPH 26' 26 32 36 34 39 46 52 34 51 60 68 34 61 85 102 Minimum five bad of 30 PSF controls in high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 713 on this page. Anchors for composite panel roof systems were computed on a load width of 19 and a maximum of 29 projection with a 2' overhang. Any greater load width shall be site specific. E.P.S. CORE 8 z a SIDE CONNECTIONS VARY n¢. o (DO NOT AFFECT SPANS) Ir 48.00" COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" = 1'4r PRIMARY CONNECTION: 3) #_' SCREWS PER PAN WITH 1" MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-112" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = V-0" ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1-1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED rn SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 112" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #_' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 -1231 130 1 140 1 150 8 1 #10 1 #12 1 #12 EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANEL 1 W POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" = V-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. r 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. wJ0 w 0 ZO Q U WWU 0 Z0 a U LL Z Zw0 ZO rnZ ZO 0 ro Q towZo_ 0O LL wJ UJ' QIwa toFOro OWzLL it a wWw C1 Jwa. LL J 0 mLU Q J W Q Z CAC) or Q C) W w o EO (A Z o O N LUIYCL I= U y J fn i 06Z Wi WE N> W O c H U rn M U Z W o J J Z U } a LIL W F Q W O Orn c c 13 Z U) W W Z m IY Z i o ZLUU Q 2 LL fn a LULL oN Q O 1-- W to 11 w O Co rN r• J LU LL2LLW U dwLLJ 0mn m C U m m y N m L LLI c ` a J co U > 0 m U d o 3CL cD J 0SEAL W SHEET Z U y J WZN 10A Z Z m 12 08-12- 2010 OF O EXISTING TRUSS OR RAFTER 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 SCREW SPACED @ 12" O.C. 8 x 1l2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS a- ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 2" = l'-0" #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR , 1 S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION FOR MASONRY USE: 71, 2) 1/4" x 1-1/4" MASONRY ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: 14 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = 1'-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "L". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: EXISTING TRUSS OR RAFTER 10 x 1-l12" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE 1100-1231 130 1 140 1 150 8 1 #10 1 #12 1 #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 r--}-___ 0 is Lu 1-1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE SCALE: 2" = 1'-W REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 98 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = V-0" EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I 10 x 3l4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("L" + 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. . 8 x 1/2" ALL PURPOSE SCREW @ 12" O.C. BREAKFORM FLASHING 6" x Y' x 6" 0.024" MIN. BREAK 6" 10" FORMED FLASHING ROOF PANEL' z.s..::::: w w Y 3" COMPOSITE ROOF PANEL SEE SPAN TABLE) SCREW #10 x ('P + 1 W/ STRIP SEALANT BETWEEN FASCIA AND HEADER 1-1/4" FENDER WASHER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1" FINE THREAD POST AND BEAM (PER SHEET ROCK SCREWS @ 16" WHEN SEPARATION BETWEEN TABLES) O.C. EACH WAY DRIP EDGE AND PANEL IS FASTENING SCREW SHOULD LESS THAN 3/4" THE FLASHING BE A MIN. OF 1" BACKFROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE 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 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 1" FASCIA (MIN.) BREAK FORMED METAL SAME NTHICKNESS AS PAN (MIN.) r- EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 8 x 314" SCREWS @ 16" O.C. 8 x 1/2" SCREWS @ EACH RIB ROOF PANEL w ao 1-1/2" x 1/8" x 11-1/2" PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 8 x 1/2" S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24" O.C.FOR WOOD USE 10x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS 0 SCALE: 2" = l'-W NOTES: m 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL. COIL Q 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE w 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 LL DROP. O 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12" z 03 MIL. ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. O 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" u SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIORTO INSTALLATION. wU OzQ z HOST STRUCTURE TRUSS OR LL RAFTER P: BREAK FORMED METAL SAME o Z, THICKNESS AS PAN (MIN.) Z Z, EXTEND UNDER DRIP EDGE 1" O N MIN. ANCHOR TO FASCIA AND N O 0RISEROFPANASSHOWN 1" FASCIA (MIN.) Z U 10 x 1-1/2" S.M.S. @ 16" O.C.: N 0.040" ANGLE W/ #8 x,1/2" n.Z_ S.M.S. @ 4" O.C. m OOLLLLL COMPOSITE ROOF PANEL o- wCD aF:::::: :•.:: ..... : :.:•. ••........:•.:: Wm O F- K O tU Z LLuj W wHEADER (SEE NOTE BELOW) y 8 x (d+1/2") S:M.S. @ 8" O.C. zta d W, FOR MASONRY USE ./ o w 1/4" x 1-1/4" MASONRY LL J EXISTING HOST STRUCTURE: ANCHOR OR EQUAL . • low n' WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE (Of' - OTHER CONSTRUCTION #10 x 1-1/2" S.MS. OR WOO c SCREWS @ 12" O.C,' % wm ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 2"=1140" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 2" = l'-0" ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH 98 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. y Waxw m0 0w o-im 08-12-2010 J Q a2 no QO X w Lu Z O I_ W °6 W Ix V Z F' } O U J LU Q Q Z O_ W LL 2U W U) J Q LLi o (a w z o wm ui LLJ m U m LL a 3noC m _ m LLC z m C OO LfU. U rn LL c LL v n 2 m kmaa 0 3 LL V n 7 o F o FN N O O CD I.- k 2 J LL W m # LU 0 ( rn x D_ w - LL m J IKn CD Dcrn cL N m t LLI x J mU > O U o n m o IT ALG lg21 SEAL SHEET 10B OF 12 0 N CL 0 t7 C9z wwwz 0 zLL, r_ zzwm o CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 112" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER i w II zO w 0 a 11pi^u IIEXISTING TRUSSES OR RAFTERS V, A BII 4 II B ""k II HOST STRUCTURE FASCIA OF HOST STRUCTURE 2" x _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED 71, W / VARIES I ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOB COMPOSITE ROOF: SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 8 x "t" +1/2" LAG SCREWS W/ 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = l'-0" 2" X T x 0.044" HOLLOW EXT. 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/2" EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ('t"+314") 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: T = l'-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) 318" x 3" LAG SCREWS W/ WASHERS 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT AGAINST EXISTING ROOF 0.024" FLASHING UNDER EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8 MIN. 1-1/2" PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1- @ INSIDE FACE FASTEN W/ (2) #8 x 3" DECK EXISTING RAFTER OR SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS RIDGE BEAM BEAM (SEE TABLES) REMOVE EXISTING SHINGLES 2" x 6" FOLLOWS ROOF SLOPE UNDER NEW ROOF 12 Q 6 ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS AND (8) #10 x 314"S.M.S. RIDGE BEAM II 2"x6" EXISTING 1/2" OR 7/16" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = 1'-0" A -A - SECTION VIEW SCALE: 1/2" = V-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 2) 1/4" x 4" LAG SCREWS AND WASHERS EACH SIDE POST SIZE PER TABLES I 7L 3" PAN ROOF PANEL EXTRUDED OR (MIN. SLOPE 1/4" :1') INSTALL W/ EXTRUDED OR 1/4" x 8" LAG SCREW (1) PER SUPER GUTTER BREAK FORMED 0.050" TRUSS / RAFTER TAIL AND 3" HEADER EXTRUSION ALUMINUM U-CLIP W/ (4) 1/4" x 1/4" x 5" LAG SCREW MID WAY FASTEN TO PANEL W/(3) 1-1/2" LAG SCREWS AND (2) BETWEEN RAFTER TAILS #8 x 1/2" S.M.S. EACH PANEL 1/4" x 4" THROUGH BOLTS TYPICAL) SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 SCALE: 2" = 1'4r RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL SCALE: 9" = l'-w FOR FASTENING TO WOOD USE TRUFAST SO x ("L" + 1-1/2") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE"D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS 3) #8 WASHER HEADED SCREWS W/1"EMBEDMENT CAULK ALL EXPOSED SCREW HEADS AND WASHERS UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL O J y H UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIERLL w O zO U COMPOSITE PANEL TO WOOD FRAME DETAIL F_ SCALE: 2" = V-0" wU z z z PLACE SUPER OR EXTRUDED O GUTTER BEHIND DRIP EDGE Q 3" PAN ROOF PANEL v u: MIN. SLOPE 1/4": l') z w 3) #8 x 314" S.M.S. PER PAN W/ o EXISTING TRUSS OR RAFTER 3/4" ALUMINUM PAN WASHER zO 10 x 2' S.M.S. @ 12" O.C. ! S:UPER CAULKEXPOSED SCREW zHEADS ZSEALANT 1/4"x 8" LAG SCREW (1) PER w zTRUDEDORTRUSS / RAFTER TAIL ANDEXISTINGFASCIAGUTTER1/4" x 5" LAG SCREW MID WAY 0 O SEALANT BETWEEN RAFTER TAILS o SUPER OR EXTRUDED GUTTER > a EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 a o 0SCALE: 2" = 1'-0" I_ EXISTING FASCIA PLACE SUPER OR EXTRUDED Z LL EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE lu SEALANT w N 10 x 2" S.M.S. @ 12' O.C. / l z— U, '- 1/2" 0 SCH. 40 PVC FERRULE) w•Ja SEALANT `c OcoILL 1) # 8 x 314" PER PAN RIB -gF¢ CAULK EXPOSED SCREW f HEADS 'I m w w0 aw OwUywx w OZ wy n LL 08-12-2010 J Q 0 Q 2 Jz O Q 3 Ilf 0 W Z_ O to > U W °6 W Z I=. J O U % U J Q Z O 2 W LL 26 w J Q IIT 8 J W rNiLLWLL 2 maE LLl C9 w x U d W O nJ K o m n C U O OGoo n CO N CO L W x a J Q1 U > O a) o d o LGm 0 N 7ra IJ O 2010 Z SEAL SHEET wwz 10C 0z z zw OF 12 QU BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER SEALANT ALTERNATE 314"0 HOLE BEHIND DRIP EDGE / 1 #10 x 4" S.M.S. W/ 1-1/2"0 GUTTER FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & PAN ROOF EXISTING TRUSS OR RAFTER WASHERS SEALANT CAULK EXPOSED SCREW 10 x T S.M.S. @ 24" O.C. HEADS 3" COMPOSITE ROOF PANEL 1/4" x 8" LAG SCREW (1) PER — _ — — — ( MIN. SLOPE 1/4" : l') Vq iTRUSS / RAFTER TAIL FS SUPER GUTTER 112" 0 SCH. 40 PVC FERRULE EXISTING FASCIA EXTRUDED OR EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" = V-0" OPTION 1: 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 112 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4" INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1/2"0 SCH. 40 PVC FERRULE SEALANT 910 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 FASTEN TO PANEL W/ SUPER GUTTER # 8 x 1/2" S.M.S. EACH SIDE EXISTING FASCIA @ 12" O.C. AND FASTEN TO + SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = l'-0" GUTTER BRACE @ 2'-0" O/C CAULK SLOPE COMPOSITE ROOF J / SUPER OR HEADER I. EXTRUDED CAULK GUTTER SOFFIT 2" x 9" BEAM iL3 2) 910 x 112'S.M.S. @ 16" O/C 2' 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2" =1'-W N$ C7r I 12 3/8" x 3-1/2" LOUVER VENTS FASCIA COVERS PAN & SEAM ® OR 314"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 3/4"0 HOLE OR A 3/8" x 4" LOUVER @ 12" FROM EACH END AND 48" O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD-UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" =1'-0" FLASHING 0.024" OR 26 GA GALV. T x 2" x 0.06" x BEAM DEPTH + 4" ATTACH ANGLE "A TO FASCIA W/ 2-3/8" LAG SCREWS @ EACH ANGLE MIN. 2" x 3' x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE I— A"B A= WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8' INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 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" =1'-W I RECEIVING CHANNEL OVER 2" x 6" S.M.B. W/ (4) #10 BEAM ANGLE PROVIDE 0.060" S.M.S. EACH ANGLE SPACER @ RECEIVING EACH SIDE CHANNEL ANCHOR POINTS (2) NOTCH ANGLE OPTIONAL 910 x 2-1/2' S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ MUST REMAIN FOR ANGLE 2" x 6" SUB FASCIA STRENGTH FN W CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) Lu SCALE: 2" = V-0" w RIDGE CAP 8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS 8 x 112" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: 8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HFAnF=R PAN ROOF ANCHORING DETAILS ROOF PANEL TO BEAM DETAIL LL0 z0 a U LL uiwU zZ z0 SEALANT t¢i PAN HEADER (BREAK- F FORMED OR EXT.) zLu HEADERS AND PANELS ON c BOTH SIDES OF BEAM FOR 0 GABLED APPLICATION mz ZO F U zPANORCOMPOSITEROOFwL PANEL m0 0 LL LL 8 x 1/2" S.M.S. (3) PER PAN 0 W ALONG PAN BOTTOM IL ZOOWHENFASTENINGTOSCALE: 2" = T-O" I- m ALUMINUM USE TRUFAST HD x Z aLucr + 314") AT 8" O.C. FOR UP TO FOR PAN ROOFS: ) 130 MPH WIND SPEED (3) EACH #8 x 1/2" LONG S.M.d w EXPOSURE "D'; 6" O.C. FOR PER 12" PANEL W/ 314" z ¢ ABOVE 130 MPH AND UP TO ALUMINUM PAN WASHER z 150 MPH WIND SPEED w a EXPOSURE "D" 7.7t ; w LL J Q w a Q U) 2 w z EO J Z O N zwm Ve W J p ui w W } Z Z_ O_ m w Lu d W g w U Z o 0Z 00 N zO U 0 cnM0LU Q Z m jr F C0 Z v a CL W LL W O 00 a LL Z U 0 3 C Uc LL1 LLaZ J o N F F Q c m CO0 03 n J W % LL 2 LL W c0 c m CL W O LL aJ a) r O m a) 33CU3 N S o m L W x Q1 J m U > O mUEL Icu/1/2 CAULK ALL EXPOSED SCREW mm d HEADS & WASHERS ROOF PANEL w PER TABLES SECTION 7) m rAUGFORCOMPOSITEROOFS: Ow A10x (t + 1/2') S.M.S. W/ SUPPORTING BEAM L 1-1/4"0 FENDER WASHERS PER TABLES) SEAL @ 12" O.C. (LENGTH = w SHEETPANELTHICKNESS + 1") w @ ROOF BEARING ELEMENT mJ SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) Zo ROOF PANEL TO BEAM FASTENING DETAIL a SCALE: 2" = T-W OF 1 2 08-12-2010 m r 0z 0few z zzw r zzwm O u 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION I' ROOF PANEL 1/8" x 3" x 3" POST OR SIMILAR 910 x 4" S.M.S. W/ 1/4 x 1-1/2" S.S. NEOPRENE WASHER @ 8" O.C. SEALANT 98 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 3) 114-0 THRU-BOLTS (fYP.) 8 x 9/16" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM aC) POST DETAIL SCALE: 2" = V-0' 0.024" X 12" ALUMINUM BRK FASTENING OF COMPOSITE MTL RIDGE CAP PANEL' VARIABLE HEIGHT RIDGE SEALANT BEAM EXTRUSION 8 x 9/16" TEK SCREW @ 8" ROOF PANEL O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 2" x —SELF MATING BEAM 1/8" WELDED PLATE SADDLE W/ (2) 1/4' THRU-BOLTS 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) 4. WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6' O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM @ CONCRETE POST DETAIL SCALE: 2" = V-W 8 x 1/2" CORROSION RESISTIVE WASHER HEADED 0.024" ALUMINUM COVER PAN SCREWS @ 24" O.C. OR CONTINUOUS ALUMINUM ALTERNATE #8 x 1/2" S.M.S. SHEET W/ 1/2" 0 WASHER. W TYPICAL INSULATED PANEL SCALE: 2" = T-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24' O.C. FIELD OWEACH PANEL 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL COVERED AREA TAB AREA 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-112: 12 SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE'. APPLY ADHESIVE IN A CONTINUOUS BEAD 318" TO 112" DIAMETER SO THAT THERE IS A 1" WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. FOR AREAS UP TO 120 M.P.H. WIND ZONE' 1. STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE* AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA. FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA ADHESIVE: BASF DEGASEAL TM 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. COVERED AREA TAB AREA W/ l" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2 : 12 0 0 0 0 0 0 SUBSEQUENT ROWS 0 318" TO 112" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2-1/2 :12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFAGE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL m 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL 4. APPLY 3/8"0 BEAD OF BASF DEGASEALTM 2000 TO PANELS @ 16" O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8" O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C. EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE: N.T.S. a w aO Z to w w O Q _J o z z O Q N m u W ul J 0 c w Q W Z O 2 CCL W 3 to U w LL w W ab W J w Z oUZ J O z O m g 0 U U o 0) z U J O 2cr 0 Q Q vH z a a u W LL. m w Lu W O v U 3u z4 ti zO J Q O H U 2of 3 F- o a zz N T fn r N O z J cnLu w O LL Z U m # W m c m U F D_ W ELL m Z O a s o a O0 i; 0M 0 C O O w D7 rn a N t a W xrmi W_ Lu ILO m 0 Q1 J m# U > O m F C Ua L 0 Z LLw O Ix cc(0 l w J Z N Q o o Z J N rwCL f rOWI t j LL J 1 0 0° w, mO 2 10 w U) w¢ SEAL alw w ZSHEET toJw 7z o 10E z LL wm 08-12-2010 QF 1 of 0 iD V c MANUFACTURERS PROPRIETARY PRODUCTS SET WITH DEGASEL 2000 OR EQUAL CHAULK AND OR ADHESIVE ON TOP AND BOTTOM LOCK GROOVE 1.0# OR 2.0# DENSITY E.P.S. FOAM & 0.024" OR 0.030" 3105 H-14 OR H-25 ALUMINUM ALLOY SKIN ELITE STATEWIDE APPROVAL # FL 5500 & FL7561 ELITE ALUMINUM CORPORATION Table 7.2.3 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads' (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Wind an Structures MonoSlo ed Roof Screen Rooms Attached Covers lass & Modular Rooms closed verhang Zone MPH 1&2 s annoad• 3 s annoad• 4 s Moad' 1ti2 s annoad• 3 s annoad• 4 s annoad' 1&2 span/load' 3 s annoad• 4 s annoad' Cantilever 100 26-9" 13 28'-9' 13 2T-10- 13 20'-7• 20 2T-11' 20 22'-7 20 19'-2" 23 21'-5- 2 23 4'-0- 45 110 5'-0 14 27'-11' 14 2T-0' 14 20'-1' 21 27-5' 21 21'$• 21 1T$" 27 19'-9' 2 19'-1 27 0' S5 120 27-7' 17 25'4" 17 24'-5' 17 18'-5' 25 20'-T 25 19'-10" 25 16'-3" 32 18'-2 32 17'-7' 32 0' Ell- 65 123 2Z4r 17 24'$' 17 23•-10' 17 1T-71" 26 20'-1' 26 19' 5" 26 15'-10' 34 1T-8' 34 1T-1' 34 0' 6913020'-10- 20 23'-3' 20 22'$' 20 iT-1' 29 19'-1' 29 18'-S 29 13'$' 45 16'$' 38 16'-1' 38 77 140.1 19'4' 23 21'$" 23 20'-11" 23 15'-9• 34 17'-7' 34 1T41' 34 13'$" 45 16'$' 38 16'-1' 38 4'-W 89 140-2 19'4' 23 21'$' 23 20'-11' 23 15'-9' 34 17'-T 34 1T-0' 34 12'-T 53 15'-6' 44 1T-8 53 4'-0" 89 150 18'- 26 20.4 26 19'$' 26 13'_ ' 46 16'- 39 15'-11' 39 11'-10' 60 13'-3' 60 17-1 60 4'-0• 102 Wind Open Structures Mono loped Root I Screen Rooms & Attached Covers Glass & Modular Rooms Enclosedk4--0- Overhang Zone MPH 1&2 s annoad' 3 s ennoad• 4 s annoad• 1&2 s annoad' 3 s Moad• 4 Spann oad• 1&2 s anfbad• 3 s annoad' 4 s annoad' ever 100 291-8' 13 33'-7 13 32'-1' 13 23'$' 20 26'$ 20 25'-7- 20 2Z-1' 23 24' - 23 23'-10• 2345 111) 8'-10' 14 37-3' 74 31'-2' 14 23'-2' 21 25•-10• 21 24--11" 21 20'-5' 27 2T-10 27 2Z-0' 755 1 0 26'-1' 17 29'-2' 17 28'- 1 1'-2• 25 3'$" 25 22'-11• 25 18'-9- 32 20'-11- 32 20'-3 3265 123 2&-5' 17 28'-5' 17 2T-5 17 0'$' 26 23'-2" 26 22'4' 26 18'-3- 34 20'-5 19' 8' 3469 130 23'-11- 20 2&-10' 20 25'-11• 20 19'$' 29 22•-0' 29 21'-3' 29 1T-2' 38 19'-3- 38 18'-7• 3877 140.1 274' 23 24--11- 23 24'-2- 23 18'-2- 34 20'4' 34 19'$- 34 1T-2- 38 19'-3- 38 18'-7- 3889 140.2 27.4• 23 24'-71• 23 24'-2- z3 18'-2' 34 20'4' 3a 19'$• 34 15'-11' 44 17'-10' 44 1T3' 44 69 150 20'-17' 26 23'-6- 26 22'$' 26 16' 39 1fi'-11' 39 18'4" 39 1T-8- 60 16'-7- 51 16'-0' S1 4'-0' 102 Wind n Structures Mon to ed Roof Screen Rooms Attached overs ass Modular Rooms Enclose Overhang Zane MPH 1&2 s annoad• 3r Spann oad•ad• 1&2 s annoad• 3 s Moad• 4 s annoad•ad• 3 s annoad' 4 s Moad• Cantilever 100 29'-11' 73 6' 1373 23'-11' 20 26-9' 20 25'-11' 2023 24 -11' 23 24'-2 3 4'-0 110 29•- 14 37- 1414 ZT4 21 26'-2' 21 25'-3• 2127 23'-1' 27 22'-3 27 4'-055i2026'4 17 1717 21'-5 25 23'-71• 25 2 '-2- 253R27 21'-2- 32 0'-5 32 4'-0' 65 123 26-8' 17 28'-9 1717 W-11' 26 23'-S 26 2T-7' 2634 20'-7• 34 19'•11 34 4'-0• 69 130 24'-3' 20 2T-1' 2020 79'-11' 2 3• 29 21'-6' 2938 19S' 38 18'-9• 38 44r 77 140.1 27-T 23 26.3' 2 23 18'4' 34 20'-6' 34 19'-10' 3438 19'-5' 38 18'-9' 38 4'-0' 89 140-2 27-T 23 263' 2323 18'4' 34 29-6" 34 19'-10- 3444 18'-7' 44 7TS' 44 4'-0' 89 150 21'3• 26 ZT-9' 26 27-11• 26 1T-2• 39 IT-2' 39 18'-W 39 13'-10' 60 16'-9' 51 16 2' 151 4'-0" 702 Wind Open Structures Mon Screen Rooms & Alto c d Covers I Glass & Modular Rooms Enclosedk4-W ang Zone MPH 1 s annoad" 3 s annoad• 4 s annoad• 1&2 s annoad' 3 s annoad• 4 Spann ad* 1 s aniload• 3 s annoad• 4 s annoad• ever 100 34'-7' 13 W-8 1 3T-5" 13 27'$• 20 30--11' 20 29'-10• 20 25'-9- 28'-10' 23 2T-10' 2345 11 33 ' 14 T-7 14 36'4' 14 26'-11' 21 29'-2' 21 23'-9" 27 26'- 27 25' 2755 1 0 30'-5- 17 34'-0• 17 7-10• 17 24'-9 25 26'$ 25 27-10 32 24'-5' 32 23'-7 3265 123 17 33'-1 1 3 " 17 4-2" 26 26'-1 26 21'-33 34 23'- 34 27-11' 3469 130 2T-11 20 1'-3' 30'3" 20 22'-11 9 13. 24-9' 29 1"3 22'5 38 1'$ 3877 140.1 26'-1• 23 29'-1' 23 28'- " 23 21'- 34 22'-11• 34 20'-1" 38 22'-5" 38 21'$" 3869 140-2 26'1- 23 29'-1' 23 28'-2' 23 21'-2" 34 22'-11- 34 18'$' 44 20'-10' 44 20'-1' 44 89 150 24'$' 26 2T4' 26 26'-5' 26 19'-9' 39 21'-5' 39 1T4" 51 19'4' S1 18'$' 51 4'-0' 102 Note: Total roof panel width - room width + wall width + overhang. 'Design or applied load based on the affective area of the panel Note: Below spans are based on test results from a Florida approved test lab & analyzed by Lawrence E. Bennett & U180 5 Table 7.2.4 Elite Aluminum Corporation Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) Manufacturers' Proprietary Products: Statewide Product Approval #FL1049 Wind Open Structuras MonoSb ed oof Screen Rooms Attached Covers lass 8 Modular Rooms Enclosed Overhang Zone MPH 1&2 Spann d* 3 span/bad' 4 s annoad• 2 s Moad• 3 Spann ad' 4 s annoad• 182 Sao need' 3 spa oad' 4 s annoad• Cantilever 100 28'-2" 13 31'-6' 13 30'-5' 13 22'-0' 20 25-2' 20 24'-0' 20 0'-11• 23 23'$- 23 22'-8' 110 27'-5• 14 30'$- 14 29'-7' 14 21--11• 21 24'- 21 23'-9' 21 IVA' 27 21'-6' 27 20'-11' 27 4'-0' 55 120 24.9• 17 0 77 26'-9" 17 20'- 25 27$' 25 21'-9- 25 1T ur 32 19'•3- 32 4' W 65 123 24'-2' 17 26'-11' 17 26'-1• 1 19'-8' 26 21'-11" 26 21'-3' 26 17'-4' 34 18'$' 34 4'-0' 69 130 22'-10• 20 26-6" 20 24'$' 20 18•-8• 29 20•-11' 29 20'-2' 29 16•4' 38 49--3 1T-8' 38 V-T 77 140-1 21'3• 23 ZT-9' 23 2Z-11' 23 17'-3" 34 19'4' 34 18'$• 34 16'4' 38 1T-8• 38 4%0" 89 140.2 21'3' 23 23'.9• 23 27-11• 23 1T3' 34 19'4" 34 18'-W 34 15'-2' 44 16'-5• 44 4'-0- 89 150 19'-11' 26 22-3- 26 21'-6' 26 16'-1' 39 18' 39 1 -5' 39 12'-11' 60 15'-3' S1 4'-0' 70 en tructures MonoSlo ed Roof Screen Rooms & Attached overs lass &Modular ooms Enclosed erhang annoad'ad• 1& 2P31 1* 4 s annoad' 1&2 s annoad• 3 s annoad' 4 s Moad' 182 s annoad• 3 s annoad' 4 s annoad• Cantilever 1 13 35'-2 13 25'-11' 20 9'-0' 20 28'-1' 20 24'-Y 2 2T-1- 23 26'-2• 23 4'-0- 45 7' 1414 2- 14 25'4- 21 28'4' 21 2T4 21 274' 27 24'-11' 27 24'-2 27 4'-0' 55 Tf1232 17 17 30'-11 17 23'-3- 25 25'-11' 25 25-1 25 22'-11' 32 22'-2• 32 4' -W 65 10' 1717 30'-1' 17 27$' 26 25'4' 2624'$ 26 19'-11' 9" 1 U 274 34 21'-7 34 4'-0' 69 6'3- 2020 28'-5' 20 21'-7- 29 24'-1' 29 23'-3- 29 18'-10' 38 21'-1- 38 20'4' 2323 26'-5' 23 19'-11' 34 273' 34 21'$' 34 18'-10' 38 21'-1' 38 20'-4' 4'-0' 89 4'$' 2323 26'-5' 23 19'-11' 34 2T3' 34 1'$' 34 1T$' 44 19'-7' 44 18'-11' 444 4'-0' 89 11' 261' 26 26 24'-10' 26 IA-7 39 16'3' S1 4'-0' 102 Wl Screen ooms 8 Attached overs Glass Modular Rooms nclos erhang Zone 1&2 3 4 1&2 3 4 182 3 4i Cantilever MPH s annoad• s annoad• span/load' s annoad• s annoad' s annoad• span/load' s annoad• s annoad' 100 34'-7' 13 38'$' 13 37'-5' 13 2T$' 20 30'-11' 20 29'-10' 20 25'- ' 23 28'-1 ' 3 2T-10 23 4'-0' 45 110 3X-8' 14 3T-7- 14 36'4' 14 26'-11' 21 30'-2 21 29'- 21 23'$' 27 26'-T 27 25'$ 27 4'-0- 55 120 30'-5• 17 34'-0' 17 3Z-10' 17 24'-9' 25 2T$• 25 26'$ 25 21'-10' 32 24-5 32 171" 32 4' -W 65 123 29'-7" 17 33'-1' 17 3 -0' 17 24'-Y 26 26 21'3' 34 23'-9' 34 22'-11' 34 4'-0' 69 130 2T-11' 20 37'-3' 2 30'-3' 20 27-11' 29 29 20'-1' 27-5' 38 21'-5 38 4'-0' 77 140-1 26'-1' 23 29'-1' 28'-2' 23 211-2- 34 A23!-8- 2Z-l 34 20'-1' 38 27-5- 38 21'$' 38 4'-0' 89 140.2 26'-1' 23 29'-1' 23 28'-2' 23 21'-2' 34 34 18'$' 44 20'-10• 44 20'-1' 44 4'-0' 89 24'$" 26 2T4' 26 26'S• 26 19'-9' 39 9 39 17'4' S7 79'4' S7 18'$' S1 4!_0 102 Note: Total roof panel width - room width + wall width + overhang. *Design or applied bad based on the affective area of the panel C7 z 0 4 p 0 0 o I 3 W s' 0Q i II Q W a Z W w O Q ~ o Z a Z O o m O ui U a W Z —7 m uJ u > Z C a M 5WWLL t7 U 1 L o O J O Z LLO V 0 rU) U U o 0 Fes- Q J v W Il W O m WW K W W M ~ U Z U M ° 3 Z Cl) W LL W Qt=— Z J N F U Q O Q = U >~ LL > m F— O (DLLcor` Z Z m n to ? cv D O Z J W co W t7 O LL OJ IL JO U ? 4b 7 W Z U d W L° u- ai ZFO d? $ U O EL LL C 25 n 0 O W m n n K EL a W U-a o at WLLI 03 0 0% J 0] a m O F U> O m O F— fY C U ll o F U W L F ZW ~ O ul ZN 1 0 Z NWazvv fi 0 a W U 0W SEAL Z SHEET Q LLO W WW U J W Z co 10H Z n 2 W 08-12-2010 OF Q 010101 2.00" A = 0.423in? 0.043" o Ix = 0.233 in.' Sx = 0.233 in? 6061 - T6 2" x 2" x 0.043" HOLLOW SECTION SCALE 2" = V-W 2.00" I I A = 0.580 in? c Ix = 0.683 in' 0.045" Cl) Sx = 0.453 in' 6061 - T6 2" x 3" x 0.044" HOLLOW SECTION SCALE 2" = 1'-0" 2.00" g A = 0.745 in? 0.050" Ix = 1.537 in.' Sx = 0.765 in? 6061 -T6 2" x 4" x 0.050" HOLLOW SECTION SCALE 2' = T-0" 2.00" 0 A = 1.005 in? 0.060" Ix = 3.179 1.26 inSx = 1.268 in? 6061 - T6 2" x 5" x 0.060" HOLLOW SECTION SCALE 2" = V-0" T 3.00" A = 0.543 in? c Ix = 0.338 in' 0.045' o Sx = 0.335 in? N 6061 - T6 3" x 2" x 0.045" HOLLOW SECTION SCALE 2" = T-0" 3.00" A = 0.826 in? 0.070" $ Ix = 0.498 in.• N Sx = 0.494 in? 6061-T6 3" x 2" x 0.070" HOLLOW SECTION SCALE 2" = V-0" 2.00" 2.00" l A = 0.868in? Ix = 2.303 in' c Sx = 1.142 in? v 6061 -T6 NOMINAL THICKNESS: 0.045" WEB, 0.044" FLANGE o o A = 1.880 in? m STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. Ix = 17.315 TOP AND BOTTOM OF EACH BEAM n? Sx = 4.312 in? 2" x 4" x 0.045" x 0.043" 6061- T6 SELF MATING SECTION NOMINAL THICKNESS: k450.045" SCALE 2" = V-0" WEB, 0.044" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2.0DO" '` 2" x 8" x 0.070" x 0.112" SELF, MATING SECTION A = 1.049 in' SCALE 2" = V-0" Ix = 4.206 in' q Sx = 1.672 in? 6061 - T6 NOMINAL THICKNESS: 2.00"* lieu0. 050" WEB, 0.058" FLANGE I I 1 STITCH W/ (1) #10x3/4' S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.058" SELF MATING SECTION SCALE 2" = V-W of A = 1.972 in? Ix = 21.673 in' Sx = 4.800 in? 2. 00" * 6061 - T6 NOMINAL THICKNESS: 0. 070" WEB, 0.102" FLANGE STITCH W/ (1)"#10x3/4" S.D.S. HEX HEAD @ 12" O.C. STITCHA = 1.187 in.' AND BOTTOM OF EACH BEAM o Ix = tO Sx = 7 in in22121? 2" x 9" x 0.070" x 0.102" 6061 - T6 SELF BOATING SECTION NOMINAL THICKNESS: SCALE 2" = V-0" 410.050" WEB, 0.060" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 6" x 0.050" x 0.060" SELF MATING SECTION SCALE 2" = V-D" 2- Z b A = 1.351 in? 0 Ix = 9.796 in' Sx = 2.786 in.' 6061 - T6 NOMINAL THICKNESS: 0. 055" WEB, 0.060" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.055" x 0.060" SELF MATING SECTION SCALE 2" = V-0" 12. 00" A = 1.071 in? Ix = 2.750 in. ' Sx = 1.096 in? 6061 - T6 NOMINAL THICKNESS: 0. 070" TYPICAL 5" EXTRUDED GUTTER SCALE 2" = V-0" RAISED EXTERNAL IDENTIFICATION MARK TM FOR IDENTIFICATION OF EAGLE 6061 ALLOY PRODUCTS SCALE 2" =1" EAGLE 6061 ALLOY IDENTIFIERTm INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The detail below illustrates our unique "raised" external identification mark (Eagle 6061 TM) and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this A = 3.003 in? identification mark to simplify identification when using our 6061 Alloy products. Ix = 42.601 in' Sx = 8.493 in? A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is 6061 - T6 purchased. This should be displayed on site for review at final Inspection. NOMINAL THICKNESS: 0. 090" WEB, 0.187" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.090" x 0.187" SELF MATING SECTION SCALE 2" = T-0" The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. Irl EAGLE 6061 I.D. DIE MARK 0 OQ 0 J w 0 z 0a U LLW w U0 Q z 0U. P: z W 2O X y wznOU. OjozQ ~ to Z_ m0 Or w zLL W wWz_ Q a W wa 0: M Ow0 m 0N t J a o Q w 0 Z 0 W N J W m W ZCL m 0 O a aLLJ pZ5 ll y U Cl ZJ Q U W o Im U D_ Fes-' Q 2 v N Z U W W m W p v Z U `o C U LL 1` 0J a t o O rnn ONLLW M Z m d£ W6 rn x D_ w-" m O a 0) 33 C U6r3D o t- Uj ao N Cd N z m dS C U o 0 1q na)( 6H N rn z m w SujE wSHEET z N 9 w w z w ozz 11 WNzZwV' m 08-12- 2010 OF 12 0 GENERAL NOTES AND SPECIFICATIONS: I. The Fastener tables were developed from data for anchors that are considered to be 'Industry Standard" anchors. The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor.suppliers; and design criteria and reports from the American Forest and Paper Products A the Ariferican Plywood P''Association.. sI- z its! y, • • 2. Unless otherwise noted, the following minimum rrop Aies of•rnatenals , were used in calculating allowed loadings: µ ' Oka A. Aluminum; Y 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 D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S.P.F. minimum 2. Sheathing, 1/2" 4 ply CDX or 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 5. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two Coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 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. B. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. SECTION 9 DESIGN STATEMENT: The anchor systems in the Fastener section are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable loads include a 133% Wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Stlf-Tapping and Machine Scrows Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.1 Allowable Loads for Concrete Anchors Screw Size d=diameter Embedment Depth in.) Min. Edge Dist 8 Anchor Spacing 5d (in.) Allowable Loads Tension Shear ZAMAC NAILIN (Drive Anchors) 114" 1-112" 1-114' 1 273# 1 236# 2" it 1-114' 1 316# 1 235# TAPPER Concrete Screws 3116" 1.7/4" 15116' 28M 167# 1/4' 371# 259# 114" 1.114", 4 4; 427# 200# I-X47 t i-1/4^ 644# 216# 318" 1-1ir 1-9/16" 511# 402# 1-314" 1 3-3/8' 1 703# 455# POWER BOLT (Expansion Bolt 114" 2" 1-1/4" 624# 261# 5/16" 3" 1-7/8" 936# 751# I 3-112" 1-9/16" 1,575# 1,425# 12^ 5" 2-12" 2,332# 29220# POWER STUD (Wedge -Bolt ®) 114" 2.3/4" 1 1-1/4" 812# 326# 3r8• 4-+/a' tare" 1,358# 921# 12 6" 1 2-12" 2,271# 1,218# 518" 7" 2-1/4" 3,288# 2,202# Wa a Bolt 2-12" 2-114" 1 878# 1385# 318' 1 3-12" 3-114' 1 1,705# 1 916# lir 1 4" 3-3/4" 1,774# 1,095# Notes: 1. Concrete screws are limited to r embedment by manufacturers. 2. Values listed are allowed bads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable bads are Increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be Sd. 7. Anchors receiving bads parallel to the diameter are shear bads. 8. Manufacturers recommended reductions for edge distance of 5d have been applied. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2' x 6• beam with: spading = T4)' O.C. allowed span = 20•-5' (Table 1.1) UPLIFT LOAD =12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1/2(20.42)xrx10#/Sq.FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# - 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table Is based on Rawl Products' allowable loads for 2,5D0 ps.i. concrete. Screw/Bolt Allowable Tensile Loads on Screws for Nominal Wall Thickness ftJ (lbs.) 0.164" 122 139 153 200 228 255 0.190" 141 161 177 231 263 295 0210" 156 178 196 256 291 327KIM* 0250" 186 212 232 305 347 389 529 0240" 179 203 223 292 333 374 508 0.3125" 232 265 291 381 433 486 661 0.375" 279 317 349 457 520 584 793 0.S0" 373 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wall Thickness (11(lbs.) Screw/Bolt Single Shear SW Net 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" 136 154 170 222 253 284 12 0270' 150 171 1S8 246 280 293 M4 0.250' 179 203 223 292 333 374 508 114" 0.240" 172 195 214 281 320 358 487 51Is- 0.3125-1 223 254 279 366 416 467 634 318" 0.375" 268 305 335 439 499 560 761 12' 0.50" 1 357 406 447 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness C11 (lbs.) Double Shear 0.044' 0.050' 0.055" 0.072" 0.0112" 0.092".125 343 390 429 561 639717 974CSImNd4465085597328329341269 536 610 670 878 522 714 812 894 1170 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. An barrel lengths; Cetus Industrial Quality. Use manufachirers grip range to match total wail thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036' aluminum and 26 ga. steel. Multipliers for Other Alloys 6063 T-6 1269 5052 H-25 1522 6005 T-5 2030 Allowable Load Coversion Multipliers for Edge Distances More Than Sd Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1A0 lid 1.11 1.60 9d 1.14 1.80 led 1.18 2.00 11d 1.21 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Meta[, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #/SF Fastener diam. min. edge distance min. ctr. to ctr. No. of Fasteners Roof Area S 11 Area 21 Area 3 / Area 41 Area 1/4" 12" 5/8" 1.454 - 53 2,908 -106 4.362 - 159 5.819 - 212 5/16" 318" 7/0" 1,894 - 69 3.788 - 138 5.682 - 207 7.576 - 276 3/8' 314' 1" 2,272- 82 4.544 -166 6,a16 - 249 9.088 - 331 12" 1" 1-7/4" 3,030-110 6,060-221 9,090-332 12.120-442 Table 9.513 Allowable Loads & Roof Areas Over Posts for Metal to Meta[, Beam to Upright Bolt Connections Enclosed Structures (M 35.53 #/SF Fastener diam. mln. edge distance min. etc. to ctr. No. of Fasteners / Roof Area S 1 !Area 2/ Area 3 / Area 4! Area 1/4• 12" 518" 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 - 213 318" 3/4' 1' 2,272 - 64 4.544 -128 6.816 -192 9,088 - 256 12" 1' 1-i/4" 3,030 -85 6.060 - 171 9,090 - 256 12.120 - 341 Notes for Tables 9.5 A, B: 1. Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure'B"; I=1.0. 2. Minimum spacing Is 2-12d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance Is 2d for screws, bons, and rivets. Allowable Load Conversions for Ed a Distances More Than Sd Edge Distance AllowableMulll Load Ilers Tension Shear 12d 1.25 11d 1.21 10d 1.18 2.00 9d 1.14 1.80 lid 1.11 1.60 7d 1.08 1.40 6d 1.04 1.20 Sd 1.00 1.00 Table 9.2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable -Load and Attributable Roof Area for 120 MPH Wind Zone (77.42 # / SF) For Wind R tons other than 12G MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1/4"e 1^ 264#-10 SF 528#-19 SF 792#-29 SF 1056#-39 SF 1-1/2' 396#-14 SF 7929-29 SF 1188#-43 SF 1584#-58 SF 2-11r 660#-24 SF 1320#-48 SF 198"-72 SF 264D#-96 SF 5116"o 1" 312#-11 SF 624#-23 SF 936111-34 SF 1248#-46 SF 1-112" 468#-17 SF 936#-34 SF 1404#-51 SF 1872#-68 SF 2.1/2" 780#-28 SF 1560#-57 SF 2340#-85 SF 31209-114 SF 318"o 1" 356#-13 SF 712#-26 SF 1161-395F 1424#-52SF 1-1/2' 534#-19 SF 1068#-39 SF 1602#-9 SF 21364-78 SF 2-112" 890# - 32 SF 1780# - 65 SF 2670# - 97 SF 35609 -130 SF CONNECTING TO: CONCRETE (Min. 2,500 psi] for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 TYPE OF FASTENER- Quick Set" Concrete Serew Rawl Zamac Nailin or Equivalent) 1/4"e 1-1/2" 273#-IOSF 546#-20 SF 819#-30SF I 1D92#-40 SF 2^ 316#-12SF 632#-23SF I 948#-35SF 1 1264#-46 SF TYPE OF FASTENER Concrete Screw (Rawl Tapper or Equivalent) 3116"o 14W 288#-11 SF 576#-21 SF 864#-32 SF 1152#-42 SF 1.3/4' 371#-14 SF 742#-27 SF 1713#-41 SF 14844-54 SF 1/4"e 1-1/4' 365#-13 SF 7309-27 SF 1095#-40 SF 1460#-53 SF 1J/4" 427#-16 SF MO-31 SF 1281#-47 SF 1708#-62 SF 318"e 1-12" 511#-19 SF 1022#-37 SF 1533#-56 SF 2044#-75 SF 1J14" 703#-26 SF 1406#-51 SF 2109#-77 SF 28129-103SF TYPE OF FASTENER - Expansion Bolts (Rawl Power Bolt or Equivalent 3/8"e 2-12" 1050#-382F 2100#-77SF 3150#-115SF 4200#-153SF 342" 1575#-57 SF 3150#-115 SF 4725#-172 SF 6300#-230SF 12"e 3" 1399# - 51 SF 12798#-102 SFI 4197# - 153 Sq 5596# - 204 SF 5" 2332# - a5 SF I 46W -170 SFJ 6996# - 255 SFI 9328# - 340 SF Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d Is the anchor diameter. 2. Allowable roof areas are based on loads for Glass / Enclosed Rooms (MWFRS); I = 1.00. Table 9.6 Maximum Allowable Fastener Loads for Meta[ Plate to Wood Support 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 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 32.2 0.92 140-1 37.3 0.86 140-2 37.3 0.86 150 42.8 0.80 Serew 0 Metal to Plywood 112 4 ply 518" 4 ply 3/4' 4 ply Shear lbs. Pull Out lbs. Shear Iles. Pull Out lbs. Shear lbs. Pull Out lbs.) 8 93 48 113 59 134 71 10 100 55 120 69 141 78 12 118 71 131 78 143 94 14 132 70 145 88 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension lbs.) Shear Tension lbs. Shear 118" 129 176 210 1 325 513r 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, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" Exposures Maximum Screw / Anchor Size Max Size of Beam Upright 1 Attachment Type Size Description To Wall 0 To Upright/ Bea 0 2" x 4" x 0.044" Angle 1' x 1" x 0.045' 3/16' 10 2"x4"x0.044" Angle VXVx1/16' 0.063' 3116' 12 2" x 5" x 0.07r U-channal 1-10 x 11-12" x 1.12" x 0.125' 12' 14 rx6"x 0.072" U-channel 1"x2-1/8'x 1'x 0.050' 5116, 5116 2" x 8" x 0.07r Angle 1' x l' x 1/8' (0.125") 3116' 12 2" x 10" x 0.072* Angle 1-1rr x 1-12' 1116(0.062) 1/4" 12 r xT x 0.07r Angle 1-1/r x 1-12' 3H6"(0,188") 1/4• 14 2" x 10" x 0.072' Angle 1-12' x 1-12' 1/8"(0.062') 1/4' 14 2" x r x o.o7r Angle 1-/4" x 1-314' x 1/8"(0.125) 114" 14 r x 10" x 0.072" U-channel 1J/4' x 1,V4" x 1.314• x 118' 3/8' 14 2" x 10" x 0.072" Angle 2" x r x 0.093' 3/8' 318" 2"x10"x0.07r Angle r x r x 118'(0.125') 5116" 5116" 2"x10"x0.072" Angle 1 rx2" x 3116'(0.313') 12' 12' Note: 1. # of screws to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found in table 1.6. 2. For post 2dac hments use wan attachment type = to wall of member thickness to determine angle or u channel and use next higher thickness for angle or u channel than the upright wag thickness. 3. Inside connections members shall be used whenever possible I.a. Use in lieu of angles where possible. 4. The thicker of the two members a channel angle should be place on the Inside of the connection if possible. Table 9.3 Wood & 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 than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 1" 264#-7 SF 528#-15 SF 792#-22 SF 1056#-30 SF 1/4"e 1-112" 396#-11 SF 792#-22 SF 1188#-33 SF 1584#-45 SF 2-112" 660# - 19 SF 1320# - 37 SF 198M - 56 SF 2640# - 74 SF 1" 312#-9 SF 6249-18 SF 936#-26 SF 1248#-35 SF 5116"e 1-112" 468#-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2-12" 780# - 22 SF 1560# - 44 SF 23409 - 66 SF 3120# - 88 SF 318"0 1" 356#-10SF 712#-20 SF 1068#-30 SF 1424#-40 SF 1-112" 534#-15 SF 1068#-30 SF 1602#-45SF 2136#-60 SF 2.112" 89D# - 25 SF 1780# - 50 SF 2670# - 75 SF 356W - 100 S CONNECTINGTO: CONCRETE [Min. 2,500 psq for PARTIALLY ENCLOSED Buildings Fastener Diameter Length of Embedment Number of Fasteners 1112131 4 PE OF FASTENER Quick Set" Concrete Screw (Rawl Zamac Nailin or Equivalent) 114" a 1.12" 233#-8SF 466#-"SF 699#-25SF 932#-34 SF 2" 270#-10 SF 5409-20 SF 810#-30 SF 1080#-39 SF TYPE OF FASTENER - Concrete Screw Rawl Tapper or Equivalent 3/ 16"o 1-12" 246#-7 SF 492#-14 SF 738#-21 SF fl.-28 SF 1- 3/4" 317#-9SF 634#-18SF 951#-27 SF 1268#-36 SF 114" o 1J1/12" 36#- 21 S 109#-31 SF 1460#-41 SF 14" 3#-26SF 13959-39SF 1860#-52SF 3/8" a 1-12" 437#-12 SF 874#-25SF 1311#-37 SF 1748#-49 SF 1.V4" 601#-17 SF 1202#-34 SF 1 1803#-51 SF 2404#-68 SF TYPE OF FASTENER Expansion Bolts Rawl Power Bolt or Equivalent 3!8" e 2-12" 1205# - 34 102 S 10SF 4820-13S 3 1303#-37SF66S 7 1-12" 5212# -147S 12"0 3" 1806#-51 SF 3612#-102 SF SOW -152S 72244-203S 5" 1993# - 56 SF 13986# - 112 SFJ 5979# -168 SFJ 797: Note: 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than Sd where d Is the anchor diameter. 2. Allowable bads have been Increased by 1.33 for wind loading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) I = 1.00 J WIND LOAD CONVERSION TABLE: aF For Wind Zones/ Regions other than 120 MPH W Tables Shown), multiply allowable bads and mof Table 9.9 Minimum Anchor Size for Extrusions Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x 10" 114" 14 1/4' 114" 2" x 9" 114" 14 1/4• 1/4' 2" x 8" 114" 12 1/4' 912 2-x7" 3116" 10 3/16' 10 2" x 6" or less 3116" 8 3116' 8 Note: Wan, beam and upright minimum anchor sizes shall be used for super gutter connections. Table 9. 10 Alternative Anchor Selection Factors for Anchor/ Screw Sizes Metal to Metal Anchor Size 98 10 12 14' 5116" 3f8" 8 1.00 0.80 0.58 0.46 027 021 10 0.80 1.00 0.72 0.57 0.33 026 12 0.58 0.72 1.00 0.78 0.46 0.36 14 0.46 0.57 0.78 1.D0 0.59 OAS 5116" 027 0. 33 0.46 0.59 1.00 0,79 3/8" 021 026 0.36 0.58 0.79 1.00 Alternative Anchor Selection Factors for Anchor / Screw Sizes Concrete and Wood Anchors concrete screws: r maxlmum embedment) Anchor Size 3116" 1/4" 318' 3116" 1.00 0.83 0.50 114" 0.83 1.00 0.59 318" 0.50 0.59 1.00 Dyne Bolts (1- 5/8" and 2-114" embedment respeWvaly Anchor Size 3116" 12' 3/ 16" 1. 00 0.46 12" OAS 1. 00 a Z a ZOU ZZO_ Z O Z ZO F U F It It W Za 0O OLL U. WWQ a co O F fY wW WK IIIaNW a LL J Q C o Z fnv n O o Z pCO N J c W z d LJ Cl) a 11J °Z5 W m Cn U I f- U) M LL 0 U Q rn c in Zg W ID W v Z U o C U) lL vl 0 J N Q f r O r O rn N N r J WLL LU m 2m st W t7 rnxILto2 ei O C o n C LL m F N o L1J r7 N m t ro o Je3U O m C U J Multiply the number of #6 screws x size of anchor/screw desired and round up to the next even numbegJ' of screws. Example: tD 7C If (10) # 8screwsarerequired, the number of #10 screws desired is: W ` 0.8x10=(8)# 10 fY W La w SEAL SHEET W W F Z 0 W N12o) LL 08- 12- 2010 1 OF 0 N 71U z CO W W Z ZZ w r_ ZZ w 120 W4